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HomeMy WebLinkAbout35923-ZTown of Southold Annex P.O. Box 1179 54375 Main Road Southold, New York 11971 3/12/2012 CERTIFICATE OF OCCUPANCY No: 35490 Date: 3/12/2012 THIS CERTIFIES that the building Location of Property: SCTM #: 473889 Subdivision: SINGLE FAMILY DWELLING 280 LAUREL AVE SOUTHOLD, Sec/Block/Lot: 56.-3-3 Filed Map No. Lot No. filed in this officed dated 35923 dated 10/5/2010 conforms substantially to the Application for Building Permit heretofore 9/21/2010 pursuant to which Building Permit No. was issued, and conforms to all of the requirements of the applicable provisions of the law. The occupancy for which this certificate is issued is: one family dwelling with covered front porch and attached two car garage as applied for per ZBA #6347, dated 3/25/10. The certificate is issued to Steven Witzke & Cristina Commesso (OWNER) of the aforesaid building. SUFFOLK COUNTY DEPARTMENT OF HEALTH APPROVAL ELECTRICAL CERTIFICATE NO. PLUMBERS CERTIFICATION DATED Signature FORM NO. 3 TOWN OF SOUTHOLD BUILDING DEPARTMENT Town Hall Southold, N.Y. BUILDING PERMIT (THIS PERMIT MUST BE KEPT ON THE PREMISES UNTIL FULL COMPLETION OF THE WORK AUTHORIZED) PERMIT NO. 35923 Z Date OCTOBER 5, 2010 Permission is hereby granted to: for : W & O WITZKE 532 LAUREL AVE SOUTHOLD,NY 11971 CONSTRUCTION OF A NEW SINGLE FAMILY DWEIJ.ING (MODULAR) WITH ATTACHED GARAGE & COVERED FRONT PORCH PER ZBA DECISION #6347 at premises located at 280 LAUREL AVE SOUTHOLD County Tax Map No. 473889 Section 056 Block 0003 Lot No. 003 pursuant to application dated SEPTEMBER 21, 2010 and approved by the Building Inspector to expire on APRIL 5, 2012. Fee $ 1,930.40 / Authorized Signature ORIGINAL Rev. 5/8/02 Form No. 6 TOWN OF $OUT~O~D BUILDING DEPARTMENT TOWN HALL 765-1802 APPLICATION FOR CERTIFICATE OF OCCUPANCY This application must be filled in by typewriter or ink and submitted to the Building Department with the following: A. For new building or new use: 1. Final survey °f pr°perty with accurate location of all buildings, property lines, streets, and unusual natural or topographic features. 2. Final Approval from Health Dept. of water supply and sewerageMisposal (8_9 form). 3. Approval of electrical ius~allation from Board 0fFire Underwriters. 4. Sworn statement from plumber certifying that the solder used in system contains less than 2/10 of 1%'lead. 5. Commercial building, industrial building, multiple residences and similar buildings and installations, a certificate of Code Compliance from architect or engineer responsible for the building. 6, Submit Planning Board Approval of completed site plan reqmrements B. For existing buildings (prior to April 9, 1957) non-conforming uses, or buildings and "pre-existing" land uses: 1. Accurate survey of property showing all property lines, streets, building and unusual natural or topographic features. 2. A properly completed application and consent to inspect signed by the applicant If a Certificate of Occupancy is denied, the Building Inspector shall state the reasons therefor in writing to the applicant. C. Fees 1. Certificate of Occupancy - New dwelling $50.00, Additions to dwelling $50.00, Alterations to dwelling $50.00, . Swimming pool $50.00, Accessory building $50.00, Additions to accessory building $50.00, Businesses $50.00~ 2. Ceytifieate of Occupancy on Pre-existing Building - $100.00 3~ Copy of Certificate of Occupancy - $ 25 4. Updated Certificate of Occupancy- $50.00 · 5. Temporary Certificate o£ Occupancy - Residential $15.00, Commercial $15.00 New Construction: x~ Location of Property: =~ gO House No. Owner or Owners of Property: Suffolk County Tax Map No 10O0, Section Old or Pre-existing Building: gubdivision Health Dept. Approval: Planning Board Approval: · Date o f Permit. Date. O.~/t~/]~ (check one) Block Filed Map. Applicant: Hamlet Underwriter~ Approval: Request for: Temporary Certificate Foe Submitted: SL~'~tr) . Final Certificate: (check one) A~olicant ienature Town Hall Annex 54375 Main Road P.O. Box 1179 Southold, NY 11971-0959 Telephone(631)765-1802 Fax(631)765-9502 rofler, dched~town southo d nv.us BUILDING DEPARTMENT TOWN OFSOUTHOLD CERTIFICATE OF ELECTRICIAL COMPLIANCE SITE LOCATION ssued To: Steven Witzke ~ddress: 280 Laurel Ave City: Southold St: NY Zip: 11971 3uilding Permit #: 35923 Section: 56 Block: 3 Lot: WAS EXAMINED AND FOUND TO BE IN COMPLIANCE WITH THE NATIONAL ELECTRIC CODE .~ontractor: DBA: Roslak Electric Inc LicenseNo: 3677-me SITE DETAILS Office Use Only Residential ~ Indoor ~ Basement ~ Service Only ~ Corn merical Outdoor 1st Floor Pool New Renovation 2nd Floor Hot Tub Addition Survey Attic Garage INVENTORY Service 3 ph Hot Water GFC~ Recpt Main Panel NC Condenser Single Recpt Sub Panel NC Blower Range Recpt Transformer Appliances Dryer Recpt Disconnect Switches Twist Lock Other Equipment: Ceiling Fixtures [~ HID Fixtures Wall Fixtures ~.~ Smoke Detectors Recessed Fixtures ~ CO Detectors Fluorescent Fixtur~ Pumps Emergency Fixture Time Clocks Exit Fixtures [~ TVSS modular house, 200a underground service, 3-GFCI circuit breakers, 4-ARC fault c Inspector Signature: Date: Jan 30 2012 81~Cert Electrical Compliance Form.xls Town Hall, 53095 Main Road P.O. Box 1179 SouthoId, New York 11971-0959 Fax (631) 765-9502 Telephone (631) 765-1802 BUILDING DEPARTMENT TOWN OF SOUTHOLD CERTIFICATION Building Permit No.: Owner: Plumber: (please print) ,7. ~l~e print) lead. I certify that the solder used in the water supply system contains less than 2/10 of 1% Sworn to before me this a~ ~ of . ~--'~q _, 20~ Rl~l L. I,Oi~Bt I~ PubliC, Sta~ d New York No. 01L06070081 Qualified in Suffolk County Notary Public, 5, ~ 4'_~/ff County TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION [ F~~OUND-ATION 1ST [ ]ROUGH PLBG. [ ] FOUNDATION 2ND [ ] FRAMING / STRAPPING [ ] FIREPLACE & CHIMNEY ( ) Rn~nEmST,~n'CONS'muc'rloN [ ] INSULATION ] FINAL ] FIRE SAFETY INSPECTION ] RItE RESISTANT 1~4ETRATt0N REMARKS: DATE ,.SPEC.O. TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION [ ] F~oUNDATION 1ST [ ] ROUGH PLBG. [~FOUNDATION 2ND [ ] INSULATION [ ] FRAMING / STRAPPING [ ] FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ REMARKS: ×? ~ ~/._,~ F DATE INSPECTOR.. TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECT/ION [ ] FOUNDATION 1ST [//]'ROUGH PLBG. ] INSULATION [ ] FINAL ] fiRE SAFETY INSPECTION [ ]FOUNDATION 2ND [ ]FRAMING / STRAPPING [ ]FIREPLACE & CHIMNEY [ ] FIRE RESISTANT CONSlllUCllON [ ] FIRE RESISTANT FENETRATION REMARKS: ~~ ~~ ~ DATE -~~///(/ INSPECTOR ~ ~/~ TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION [ ]FOUNDATION 1ST [ ]FOUNDATION 2ND [ ]FRAMING / STRAPPING [ ] ROUGH PLBG. [ ]~ION [ ~ FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) REMARKS: (~ F~/~ ~-~ £~ ~_9~_ ~/~ / DATE ~INSPECTOR ~ TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION [ ] FOUNDATION 1ST [ ] ROU~.PLBG- [ ] FOUNDATION 2ND [ ]~SU__LATION [ ] FRAMING/STRAPPING [~ FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTA#T PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) REMAR DATE ~//~3/,rM'' INSPECTOR ~ ~ TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION [ ]FOUNDATION 1ST [ ]FOUNDATION 2ND [ ]FRAMING / STRAPPING [ ]FIREPLACE & CHIMNEY [ ] ROUGH PLBG. [ ] INSULATION [ ] FINAL [ ] FIRE SAFETY INSPECTION [ ] FiRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [)~ ELECTRICAL (FINAL) REMARKS: ~ON P~ N, Y. STA~ E~ CODE TOWN OF SOUTHOLD BUILDING DEPARf~MENT TOWN HALL oo' SOUTHOLD, NY 11971 TEL: (631) 765-1802 FAX: (631) 765-9502 SoutholdTown.NorthFork.net BUILDING PERMIT APPLICATION CHECKLIST Do you have or need the following, before applying'? Board of Health 4 sets of Building Plans Plamfing Board approval Survey. Check Septic Form N.Y.S.D.E.C. Trustees PERMIT NO. Flood Permit Examined .. r/~/.5_,20 /o Storm-Water Assessment Form Contact: Approved / ~/.~5-~ , 20 /O Mail to: Disapproved a/c ,/~/~/~ ,/~(/' ~*~.4,, 1'~0/..Oi Phone: Expiration 5/ /fi"-, 20 /.2_ //~B~uiui~ector Date Og/ ~0 ,200~ U[ "~ INSTRUCTIONS ..... I ~ corn ?letely filled in by typewriter or in ink and submitted to the Building inspector with 4 sets o )lans, acc~l~ll~al~9 ~e~l,~ t~ ~e according to schedule. ~. mot plan showing location of lot and of buildings on premises, relationship to adjoining premises or public streets or areas, and waterways. c. The work covered by this application may not be commenced before issuance of Building Pemfit. d. Upon approval of this application, the Building Inspector will issue a Building Permit to the applicant. Such a permit shall be kept on the premises available fbr inspection throughout the work. e. No building shall be occupied or used in whole or in part lbr any purpose what so ever until the Building Inspector issues a Certificate of Occupancy. f. Every building permit shall expire if the work authorized has not commenced within 12 months after the date of issuance or has not been completed within 18 months from such date. If no zoning amendments or other regulations allotting die properly have been enacted in the interim, the Building Inspector may authorize, in writing, the extension of the permit lbr an addition six months. Thereafter, a new permit shall be required. APPLICATION IS HEREBY MADE to the Building Department for the issuance ora Building Permit pursuant to the Building Zone Ordinance of the Town of Southold, Suffolk County, New York, and other applicable Laws, Ordinances or Regulations, for the construction of buildings, additions, or alterations or for removal or demolition as herein described. The applicant agrees to comply with all applicable laws, ordinances, building code, housing code, and regulations, and to admit authorized inspectors on premises and in building for necessary inspections. (Signature of applicant or name, if a corporation) (Mailing address of applicant) State whether applicant is owner, lessee, agent, architect, engineer, general contractor, electrician, plumber or builder Name of owner of premises (As on the tax roll or latest deed) If applicant is a corporation, signature of duly authorized officer (Name and title of corporate officer) Builders License No. L. Plumbers License No. Electricians License No. Other Trade's License No. Location of land on which proposed work will be done: House Number Street Hamlet County Tax Map No. 1000 Section .~ G, Block OTJ Subdivision Filed Map No. Lot o3 Lot State existing use and occupancy of premises and intended use and occupancy of proposed cons~tctton: a. Existing use and occupancy b. Intended use and occupancy ~,- ~ lo.-,/ $', Nature of work (check which applicable): New Building Repair Removal Demolition Addition Alteration Other Work 4. Estimated Cost ~ ~'"/$, OoO Fee 5. If dwelling, number of dwelling units ~ If garage, number of cars (Description) (To be paid on filing this application) Number of dwelling units on each floor 6. If business, commercial or mixed occupancy, specify nature and extent of each type of use. urn' Dimensions of if Front ~ ¢4 Rear existing structures, any: Height Number of Stories "~ .Depth Dimensions of same structure with alterations or additions: Front Depth Height Number of Stories 8. Dimensions of entire new construction: Front (o~ ¢1. Rear Height 9,6, ,al, Number of Stories 9. Size of lot: Front j ~7. ~O' Rear ~ 7~,. :~:~o' .Depth 10. Date of Purchase Name of Fenner Owner Depth 11. Zone or use district in which premises are situated 12. Does proposed construction violate any zoning law, ordinance or regulation? YES ~' NO__ 13. Will lot be re-graded? YES NO Z Will excess fill be removed from premises? YES__ NO ' 14. Names of Owner of premises Name of Architect Name of Contractor Address Address Address Phone No. Phone No Phone No. 15 a. Is this property within 100 feet of a tidal wetland or a freshwater wetland? *YES * IF YES, SOUTHOLD TOWN TRUSTEES & D.E.C. PERMITS MAY BE REQUIRED. b. Is this property within 300 feet of a tidal wetland? * YES__ NO ~' * IF YES, D.E.C. PERMITS MAY BE REQUIRED. NO 16. Provide survey, to scale, with accurate tbundation plan and distances to property lines. 17. If elevation at any point on property is at 10 feet or below, must provide topographical data on survey. 18. Are there any covenants and restrictions with respect to this property? * YES NO ~ · IF YES, PROVIDE A COPY. STATE OF NEW YORK) COUNTY OF ~'(2~¢4)S: ~; ~ ~,~.,,~ '~"'. I~O ~1~ '~ ~-.,' being duly sworn, deposes and says that (s)he is the applicant (Name of individual signing contract) above named, (Contractor, Agent, Corporate Officer, etc.) of said owner or owners, and is duly authorized to perform or have performed the said work and to make and file this application; that all statements contained in this application are tree to the best of his knowledge and belief; and that the work will be performed in the manner set forth in the application filed therewith. Sworn to before me thist~ . z~~ day of ~ ~,I~ROOL~.q. MILLER /~ . ~ /?, ~/YI ) ~(r~.,O'IARYPUBLiC, STATE OF NEW YORK OOMIVilSSION EXPIRES FEBRUARY 23, Signature o~Applicant FORM NO. 3 TOWN OF SOUTHOLD BUILDING DEPARTMENT NOTICE OF DISAPPROVAL DATE: October 13, 2009 TO: W & P Witzke 532 Laurel Ave. Southold, NY 11971 Please take notice that your application dated October 5, 2009 For a permit for demolition & construction of a single family dwelling at Location of property: 280 Laurel Ave., Southold, NY County Tax Map No. 1000 - Section 56 Block 3 Lot 3 Is returned herewith and disapproved on the following grounds: The construction of a new dwelling on a non-conforming 16,159 sq. ft. parcel, is not permitted pursuant to Article XXIII Section 280-124 which states: "This section is intended to provide minimum standards for granting of a building permit for the principal buildings of lots which are recognized by the town under 280-9, are nonconforming and have not merged pursuant to 280-10." Lots measuring less than 20,000 shall have a minimum front & rear yard setback of 35 feet each. The survey indicates a proposed front yard setback of 22.5' & a rear yard setback of 30'. Authorized Signature Office Location.: Town Annex/First Floor, Capital One Bank 54375 Main Road (at Youngs Avenue) Southold, NY 11971 Mailine Address: 53095 Main Road P.O. Box 1179 Southold, NY 11971-0959 http://southoldtown.northfork.net ~---~ ~ D ~/] "~ BOARDOFAPPEALS 1]~)~--~.- u ~, TowN oF souT.o,., l U U[ MAR 30 20 0 Te'.(631) 765-1809 Fax(631) 765-904 -L~ FINDINGS, DELIBERATIONS AND DETERMINATION MEETING OF MARCH 25, 20~0 ZBA FILE 6347 NAME OF APPLICANT: Patricia Witzke PROPERTY LOCATION: 280 Laurel Ave., Southold, NY CTM 1000-56-3-3 SEQRA DETERMINATION: The Zoning Board of Appeals has visited the property under consideration in this application and determines that this review falls under the Type II category of the State's List of Actions, without further steps under SEQRA. SUFFOLK COUNTY ADMINISTRATIVE CODF' This application was referred as required under the Suffolk County Administrative Code Sections A 14-14 to 23, and the Suffolk County Department of Planning issued its reply dated November 13, 2009 stating that this application is considered a matter for local determination as there appears to be no significant county-wide or inter-community impact. LWRP: This application is not subject to review under Chapter 268 because the vadance relief requested does not involve features that relate to a regulated natural feature or a bulkhead or other shoreline. PROPERTY FACTS/DESCRIPTION:/he subject property is a non-conforming 16,159 square foot parcel in the R-40 District. The northerly lot line measures 92.50 feet, the easterly lot line, forming the rear yard boundary, measures 172.50 feet, the southerly lot line measures 92.36 feet, and the westedy lot line, forming the front yard boundary on Laurel Lane, measures 187.50 feet. The property is improved with an old single-family dwelling, which is in a condition of disrepair, and is uninhabitable, and a small, detached accessory garage, as shown on the site survey drawn by John T. Metzger, dated March 2, 2004, last revised Sept. 28, 2009. BASIS OF APPLICATION: Request for Variances from Code Section 280-124, based on an application for building permit and the Building Inspector's October 13, 2009 Notice of Disapproval concerning proposed demolition and construction of a single family dwelling, (1) less than the code required front yard setback of 35 feet, (2) less than code required rear yard setback of 35 feet. RELIEF REQUESTED: The applicant proposes to demolish the existing dwelling and accessory garage, and construct a new single family dwelling on the site, as shown on the site survey drawn by John T. Metzger, dated March 2, 2004. The Applicant proposes to maintain an existing 22.5 fl. front yard setback, and to increase the non- conforming area by placing the new building parallel to Laurel Ave. rather than at the same angle to the road as the existing building. The Applicant proposes to change the rear yard setback from 23.2 ft at the south-east comer of the 'Page 2- March 25, 2010 ZBA File#6347 - Witzke CTM: 1000-56-3-3 at 280 Laurel Ave., Southold existing building to 30 ft on that corner of the new construction, with a new overall rear yard setback of between 30- 31 feet. FINDINGS OF FACT/REASONS FOR BOARD ACTION: The Zoning Board of Appeals held a public hearing on this application Feb. 25, 2010 at which time wdtten and oral evidence were presented. Based upon all testimony, documentation, personal inspection of the property, and other evidence, the Zoning Board finds the following facts to be true and relevant and makes the following findings: On the basis of testimony presented, materials submitted and personal inspections, the Board makes the following findings: 1. Town Law §267-b(3)(b)(1). Grant of alternative relief will not produce an undesirable change in the character of the neighborhood or a detriment to nearby properties. The Applicant will demolish a derelict and uninhabitable structure on this site and replace it with a newly constructed single-family dwelling. The new building will improve the character of the neighborhood 2. Town Law §267-b(3){b){2). The benefit sought by the applicant, including the granting of altemative relief, cannot be achieved by some method, feasible for the applicant to pursue, other than an area variance. The Applicant can not construct a new single family dwelling of any ordinary dimensions on this property without variances due to the narrow depth of the pamel in relation to the location of the front yard on Laurel Ave. 3. Town Law §267-b(3){b)(3). The vadance granted herein is substantial for the requested front yard relief of 35%+/-, and is not substantial for the requested rear yard relief of 14% +/- from the Code required front and rear yard setbacks of 35 feet. 4. Town Law §267-b(3)(b)(4) No evidence has been submitted to suggest that a variance in this residential community will have an adverse impact on the physical or environmental conditions in the neighborhood. The Applicant will construct a new, approved septic system for the new building. Two letters of support for the Applicant have been submitted to the file from residents of the neighborhood. 5. Town Law §267-b(3){b)l'5). The difficulty has been self-created. The Applicant can construct a new single family dwelling on this site without variances being granted because of the depth of the property. However, the lot is very shallow and long which creates limitations on the design of a dwelling. 6. Town Law §267-b. Grant of the relief requested is the minimum action necessary and adequate to enable the applicant to enjoy the benefit of a new single family dwelling while preserving and protecting the character of the neighborhood and the health, safety and welfare of the community. RESOLUTION OF THE BOARD: In considering all of the above factors and applying the balancing test under New York Town Law 267-B, motion was offered by Member Homing, seconded by Member Weisman (Chairperson), and duly carried, to GRANT, the variance as applied for, and shown on the survey drawn by John T. Metzger, dated March 2, 2004, last revised Sept. 28, 2009 and the architectural drawings by Apex Homes. Inc dated 7/22/09 and labeled front elevation, 2nd story floor plan, and 1st story floor plan. Any deviation from the variance given such as extensions, or demolitions which are not shown on the applicant's diagrams or survey site maps, are not authorized under this application when involving nonconformities under the Page 3- March 25, 2010 .ZBA Fileg6347 - Witzke CTM: 1000-56-3-3 at 280 Laurel Ave., Southold zoning code. This action does not authorize or condone any current or future use, setback or other feature of the subject property that may violate the Zoning Code, other than such uses, setbacks and other features as are expressly addressed in this action. The Board reserves the right to substitute a similar design that is de minimis in nature for an alteration that does not increase the degree of nonconformity. Vote of the Board: Ayes: All. Members Weisman (Chairperson), Dinizio, Geohdnger, Homing, Schneider. Resolution was duly adopted (5-0)~,,_//,~ ~ , Leslie Kanes Weisman, Chairperson Approved for Filing: $/,~/2010 / This O Town of $outhold Erosion, Sedimentation & Storm-Water Run-off ASSESSMENT FOR..~. PROPERTY LOCATION: S C T M · THE FOLLOWING ACT ~" .... ., u, IONS MAY RFQ.ffRE THE SUBMIRRIn I ~ 5(0 O--~ O3 STC~..-..~, =K; GRADING, DRAINAGE AND EROSION CO1~1~1. ..... DlsM~t Section Bilk ~ C~ ~,r~U BY A DESIGN r~v~SSIONAL IN ~E STATE OF N~ YO~ It~ Numbec 1 2 3 4 5 6 7 8 (NOTE: A Check Mark (~) for each Question Is Required for a Complete Application} Yes klo Will this Project Retain All Storm-Water Run-Off Generated by a Two (2") Inch Rainfall ee Site? '~ r'~ (This item will include all mn-off created by site clearing and/or construclio~ ac~vlties as well as all Site Improvements and the permanent oreafloo of impervious surfaces.) Does the Site Plan and/or Survey Show Ail Procosed Drainage Slructures Indicating Size & Location? This item shall include all Proposed Grade Changes and Slopes Controlling Surface WaterFIowl Will this Project Require any Land Filling, Grading or Excevat~on where there is a change to the Natural V/ Existing Grade Involving more than 200 Cubic Yards of Material withti: any Parcel? -- Will this Application Require Land Disturbing A~v~es Encompass,nti an Area in Excess of Five Thousand (5,000) Square Feet of Ground Surface? -- 9 Is Ihem a Natural Water Coume Running through the Site? Is this Project within the Trustees jurisdiction or within One Hundred (1003 feet of a Wetland or Beach? Will there be Site preparation on Existing Grade Slopes which Exceed Fifteen (15) feet of Vertical Rise to One Huedred (100') of Horizontal Distance? Will Driveways, Parking Areas or other Impervious Sudaces be SloDed to Direct Storm-Water Run~)ff into and/or in the direction of a Town right-of-way? Will this Project Require the Place~ment of Material. Removal of Vegetagon and/or the Construction of any Item Within the Town Right-of-Way or Road Shoulder Area? (This item will NOT include the Installation of Driveway Aprons.) Wtil this Project Require Site Preparation within the One Hundred (100 Year Floodplain of any Watercourse?. ITl/ NOTE: If Any Answer to Questions One through Nine is Answered with a Check Mark in the Bex, a Storm-Water, Grading, Drainage & Erosion Control Plan is Required and Must be Submiffed for Review Prior to Issuance of Any Building Permltl EXEMPTION~ Yes No Does this project meet the minimum standards for classiflcatio~ as an Agricultural Project? Note: If You Answered Yes to this Question, a Storm-Water, Grading, Drainage & Erosion Control Plan is NOT Requlfedl STATE OF NEW YORK, (Name o! individual signhg Occument ) (Owner, Conbact~, Agent Co~-ete OfficeL etc.) Owner and/or representative of the Owner of Owner's, and is duly authorized to pedonn or have performed the said work and to make and file this application; that all statements con,tined in this application are true to the best of his knowledge and belief; and that the work will be performed in the manner set forth in the application filed herewith. Sworn to before me this; ? /1 [~ ~ l/U1 : /,+%'A~Y POBLIC, STATE OF NEW YORK ~'.',MMISBION EXPIRES FEBRUARY 23,~;9. FORM - 06/07 Company Namo; BUILDING DEPARTMENT APPLICATION FOR ELECTRICAL INSPECTION JOt~ITE INFORMATION: (*indicates required information} 'c.~ s~.: ~ ~-~ T~ ~ ~: ~O~ ~n: ~ B~: ,ct: :3 *BRIEF DE,.~_,RIP?IO~ OF WORK (Please Print Clearly) (pleme Cirde All That *ltl y:)b oeedy f~r *Do you need a Tem~ C,e~lcete: YES I ~t/NO 300 350 400 Other Change of Serv~ ! Overhead OWNER TOWN ..~RMER OWI'~ER OF SOUTHOLD PROPERTY RECORD VI LLAGE E ACR.J' I CARD SUB. LOT 'S,~ l o LAND SFAS. IMP. VL TOTAL FARM DATE W '-/ TYPE OF BUILDING CB, MICS. Mkt. Value REMARKS AGE NEW FARM BUILDING CONDITION NORMAL Acre BELOW Value Per Acre ABOVE Tillable Wo~land Meadowbnd House Plot To~l FRONTAGE ON WATER FRONTAGE ON ROAD DEPTH B~ULKHEAD DOCK COLOR TRIM ~,.,,-/../[ ~"' Extension Extension Extension Porch Porch Breezeway Garage Patio O. Bo Total / .o i3 ~? 7 Foundation Basement Ext. Walls Fire Place Type Roof R&creafion Room Bath Floors Interior'Finish Heat Rooms 1st Floor Rooms 2nd Floor Driveway inette j LR. I DR. FrN. B I om familiar with the STANDARDS FOR APPROVAL AND CONSTRUC170N OF SUBSURFACE SEWAGE DISPOSAL SYSTEMS FOR SINGLE FAMILY RESIDENCES and will abide by the conditions set forth therein and on the permit to construct. The IocoUon of wells and cesspools shown hereon ore from field observations and or. from data obtained from others. TEST HOLE DATA McDONALD GEOSCIENCE MAY f, 8.. f.~,8' ~ OARK ~ LOAI~ Ot I---4 ~,ROPOSED sEt'nc I F_~.._I SYSTEM 14- 8EDR~- TANK [~ __~ ~ FITH ~' ~ ~$~l C~LAR ~ ~L A~ ~ EXISTING (HOUSE, GARAGE, PA 1,770 / t6,159 x 100=11.0`% PROPOSED (HOUSE, GARAGE))) 2,121 / 16,159 x 100=13.1,% ANY'ALTERATION OR ADDI710N TO THIS SURVEY IS A ~40LA770N OF SEC770N 7209OF THE NEW YORK STATE EDUCA~7(~V LAW. EXCEPT AS PER SEC770N 7209-SUBDI~4SION 2. All CER11FICA170NS HEREON ARE VALID FOR THIS M,a~ AND COPIES THEREOF ONLY IF SAID MAP OP COPIES BE~4R THE IMPRESSED SEAL OF THE SURVEYOR H/HOSE SIGNATURE APPEARS HEREON. EX/STING HOUSE, TO BE REMOVED. GARAGE, AND SEPTIC SYSTEM SURVEY OF' PROPERTY A T SOUTHOLD TO ~rN OF SOUTHOLD SUFFOLK COUNTY, N.Y. I000-06.03-03 SCALE: I'=30' MARCH 2, 2004 AUGUST 11, 2009 (8.0. H. &: PROPOSED HOUSE) SEPT. ES~ SO09 (REVISED sEpTIC SYSTEM] (631))) 765-502~,.~ P.o. BOX 909 ~ ~L,~ 1230 TRAVELER STRi SOUTHOLD, N.Y. 11971 I om fomilior with the STANDARDS FOR APPROVAL AND CONSTRUC770N OF SUBSURFACE SEWAGE DISPOSAL SYSTEMS FOR SINGLE FAIdlL Y RESIDENCES ond will obide by the conditions set forth therein ond on the permit to construct. The Iocotion of wells ond cesspools shown hereon ore from field observoUons ond or from dofo obtoined from others. N TEST HOLE DA TA McDONALD qEOSCIENCE LOT COtY[RAGE EXIS lTNG (HOUSE, GARAGE, PATIO) 1,770 / 16,159 x 100:11.0X PROPOSED (HOUSE, GARAGE) 2,121 / 16,159 x 100=15.1~ ANY ALTERATION OR ADDITION TO THIS SURVEY IS A WOLATION OF SECTION 7209OF THE NEW YORK STATE EDUCATION LAW. EXCEPT AS PER SECTION 7209-SUBDlIRSION 2. ALL CERTIFICATIONS HEREON ARE VAUD FOR THIS MAP AND COPIES THEREOF ONLY IF SAID MAP OR COPIES BEAR THE IMPRESSED SEAL OF THE SURVEYOR FWHOSE SIGNATURE APPEARS HEREON, EXISTING HOUSE, TO BE REMOVED. SURVEY OF PROPERTY A T SOUTHOLD TO'tN OF SOUTHOLD SUFFOLK COUNTY, N. K 1000-56-0.3-08 SCALE: 1 =$0' blARCH 2, 2004 AUGUST 11, 2009 (B.O.H. · PROPOSED HOUSE) SEPTEMBER 28, 2009 (REVISED SEPTIC SYSTEM) DECEMBER 20. 2010 (FOUNDATION LOC. ~ CERTIFICATIONS) GARAGE, AND SEPTIC SYSTEM AREA=16,159 SO. FT. DEC 30 2010 BLDG. DEP). TOWNOF~OUTHOLD CER 17FLED TO: STEVEN H~TZKE CRIS ITNA COMtdESSO ULTSTER SAVINGS BANK ISAOA / FIDELITY NA170NAL 77TLE INSUP~ ~'~,~_~,,;~'. t ~: .~ ~,., '.;.,,,, \ /fIIECONIC S~YORS, (~0 7~-5020 FAX (~50 7~5-~797 P.O. BOX 909 12~0 ~A~LER SOUmOLD, N. om familiar with the STANDARDS FOR APPROVAL AND CONSTRUCTION OF SUBSURFACE SEWAGE )ISPOSAL SYSTEMS FOR SINGLE FAMILY RESIDENCES and will abide by the conditions set forth therein and on )ermit fo construct. the T~e IocoUon of we/Is and cesspools shown hereon ore from field observations and or, from data obtained from others. TEST HOLE DA TA McDONALD GEOSCIENCE EL 17.4 ~ PROPOSED SEPTIC SYSTEM 14- I- I000 GAL PRECAST SEPTIC TAI~ ~ - LEACHING POOLS 8"~* ~ 4' DEEP WITH 3' SAND t$1FI COLLAR DIG DOWN TO ~4ND ISP) REMOVE IZ4TERt4L AND B4OV, FILL WITH SAND EXISTING CESSPOOL TO BE R~M~VED EXISTING ~HOUSE, GARAGE, PA TIO) 1,770 / t6,159 x 100=11.0~ PROPOSED (HOUSE, GARAGE) 2,121 / 16,159 x 100=13.1,~ ANY'ALTERATION OR ADDITION TO THIS SURVEY IS A VIOLATION OF SECTION 72090F THE NEW YORK STATE EDUCA TI(~I. LAW. EXCEPT AS PER SEC~ON 7209-SUBDIWSION 2. AU_ CERI1FICA~7ONS HEREON ARE VALID FOR THIS M~ AND COPIES THEREOF ONLY IF SAID MAP OR COPIES BEAR THE IMPRESSED SEAL OF THE SURVEYOR IfftOSE SIONA lURE APPEARS HEREON. EX/STING HOUSE, TO BE REMOVED. GARAGE, AND SEPTIC SYSTEM SURVEY OF PROPERTY A T SOUTHOLD TOFN OF SOUTHOLD SUFFOLK COUNTY, N.Y. 1000-56.03-03 SCAL~. I ~30' MARCH 2, 2004 AUGUST I1, 2009 (B.O.H. d~ PROPOSED HOUSE) SEPT. ES, 2009 (REVISED SEPTIC SYSTEM) : sanitary s~tem must be in equirement Submit WWM- O~C~. as proof. AREA:16,159 SO. FT. / /6+'-'::.:, ~c,-,'\ '~comc SOR~~~ (651) 765-5020 FA~ 765-1797 P.O. BOX 909 .I TEST HOLE DA TA McDONaLD ~EOSCIENCE EXISTING (HOUSE, GARAGE, PA T/O) 1,770 / 16,159 x 100=11.0% PROPOSED (HOUSE, GARAGE) 2,121 ~ 16,159 x 100=1J. 1% ANY ALTERATION OR ADDITION TO THIS SURVEY IS A VIOLATION OF SECTION 72090F THE NEW YORK STATE EDUCATION LAW, EXCEPT AS PER SECTION 7209-SUBOIVISION 2. ALL CERTIFICATIONS HEREON ARE VALID FOR THIS MAP AND CO°lES THEREOF ONLY IF SAID MAP OR COP/ES BEAR THE IMPRESSED SEAL OF THE SURVEYOR Iff-lOSE SIGtVA TURE APPEARS HEREON. S.C.D.H.S. REF. # R-10-09-0061 15.9' SURVEY OF PROPERTY A T SOUTHOLD JL,~ 2 ~ TOIYN OF SOUTHOLD s,,F.~, co. OFFICE ~ SUFFOLK COUNTY, 3[. Y. 1000-56-03-03 SCALE: 1'--30' MARCH 2, 2004 AUGUST II, 2009 (B.O.H. & PROPOSED HOUSE) SEPTEMBER 28. 2009 (REVISED SEPTIC SYSTEM) DECEMBER 20. 2010 (FOUNDAnON LOC. & CERTIFICATIONS) OGTO~ER 17, 2011 (.FINAL) JANUARY 19, 2012 (RELOCATED DRIVEWAY) CERTIFIED TO: STEVEN WITZKE CRISTINA COMMESSO ULTSTER SAVINGS BANK ISAOA F~AL TITLE INSURANCE COMPANY ~k ":'' ;'~;;' ~ ~'///~N. KS LIC. NO. 49618 ,k~~yNIC ~YORS, P.C. ~,~1) 765-5020 FAX (631) 765-1797 ~ P.O. BOX 909 AREA=IS, 159 SQ. F~ ~25o ~A~LER STREET SOUTHOLD. N. ~ 11971 ~ERVICES To'~n Hall Annex 54375 Main Road P.O. Box 1179 Southold, NY 11971 0959 February 6, 2012 BUILDING DEPARTMENT TOWN OF SOUTHOLD Telephone (631 ) 765-1802 Fax (631 ) 765-9502 Steven Witzke 532 Laurel Ave Southold, NY 11971 Re: 280 Laurel Ave, Southold TO WHOM IT MAY CONCERN: The Following Item(s) Are Needed To Complete Your Certificate of Occupancy: ~'/Application for Certificate of Occupancy. (Enclosed) Electrical Underwriters Certificate. ~^fee of $50.00. ~'~ Final Health Department Approval. ~JPlumbers Solder Certificate. (All permits involving plumbing after 411184) __ Trustees Certificate of Compliance. (Town Trustees #765-1892) __ Final Planning Board Approval. __ Final Fire Inspection from Fire Marshall. - Bob Fisher __ Final Landmark Preservation approval. BUILDING PERMIT: 35923 - New Dwelling >C 'i II'-J" ,¢,_¥,, ',.¢_,~¢ z¢_~ ?cuT-cAI APPROVED A~ NOTED DATE p',~,r~'~'oB.p.# ,~.~.~ NOTIFy SUILDING DEPARTMENT AT 765-1802 8 AM TO 4 PM FOR THE FOLLOWfNG INSPECTIONS' 1, FOUNDATION - TWO REQUIRED FOR POURED CONCRETE 2. ROUGH - FRAMING. PLUMBING, STRAPPING, ELECTRICAL & CAULKING 3 INSULATION 4 FINAL- CONSTRUCTION & ELECTRICAL MUST BE COMPLETE FOR C 0 ALL CONSTRUCTION SHALL MEET THE REQUIREMENTS OF THE CODES OF NEW YORK STATE. NOT RESPONSIBLE FOR DESIGN OR CONSTRUCTION ERRORS. RETAIN STORM WATER RUNOFF PURSUANT TO CNAPTEP, 236 OF THE TOWN CODE, UNDERWRI~RS GE~FICAT£ RE(~UIRED PLUMBE~ C? rqT,'FIOA ZION ONLEAD c:,', "~- ~' FEFoRE CERTIFICATf' C , ~r' ::UPANCY SOLDER UEE, ;:; Vv~TER SUPPLY SY3 ~ t. '~; CANNOT EXO~D ~ o OF ~ % LEAD. ALL pE, r. IMBIN G WASTE & W~TER LlhlC~ NEED TESTING B~FGr~- COVEBiNG D~) NOT,PROCeED ~VITI-I FRAMING UNTIL SURVEY OF FOU.~^T~O~ HAS BE,E_N APPRg,V.~D~" ' ~okl?. State of New York Department of State Division of Code Enforcement & Administration 41 State Street, Albany, New York 12231 (518) 474-4073 fax: (518)486-4487 www.dos.state.ny.us NOTICE OFAPPROVAL This notice serves to inform the local Code Enfomement Official that the New York Department of State (DOS) has reviewed and approved plans, as authorized pursuant to 19 NYCRR Part 1209, Regulation and Fees for Factory Manufactured Homes, to allow the construction of single family homes, two family homes, and/or other modular buildings or components in compliance with the State Uniform Fire Prevention and Building Code, as described herein: Manufacturer's Name: Building Description: Approval Number: Applicable Code: Expiration Date: Maximum Ground Snow Zone: Seismic Design Category: Basic Wind Speed: Exposure Category: DOS Contact Person: Additional Conditions: Approval Date: Apex Homes, Inc. 7172 Route 522 Middleburg, PA 17842 Detached One- and Two-Family Dwellings and Multiple Single- Family Dwellings (Townhouses) M 1168-02-074 Residential Code of New York State 2007 (RCNYS) February 25, 2011 85 PSF A, B, C for Detached One- and Two-Family Dwellings A, B for Townhouses Not more than 120 mph A, B, orC Lucian J. Mitas, PE None February 25, 2009 Ronald Piester, AIA Director A copy of this Notice of Approval shalr accompany all plans and specifications submitted as part of a permit application. Plans should not require a DOS seal provided the registered design professional references the approval number and certifies that the plans and specifications conform to the plans and specifications approved by and on file with the DOS. The approval identified above is limited to all construction that takes place in the factory. S~te related work including installation and connection of the building and/or components, foundations, mechanicel connections, stairs, decks, etc. is the responsibility of the Code Enforcement Official. The presence of the insignia of approval shall be presumptive evidence that the factory manufactured home or component complies with the provisions of the RCNYS. If the cede enforcement official believes that any factory manufactured component is in violation of one or more provisions of the RCNYS, he/she should contact the DOS for further review and/or determination. ,/ REScheck Software Version 4.3.0 Compliance Certificate Project Title: 14724 Energy Code: 2007 New York Energy Coneervatlon Conetructlon Code 07/08/1 Location: Suffolk County, New York Construction Type: Detached I or 2 Family Heating Type: Non-Electric Glazing Area Percentage: Heating Degree Days: 5750 Construction Site: 532 Laurel Lane Southold, NY 11971 Owner/Agent: East End Construction Services, Inc. 150 Waterview Ddve Southold, NY 11971 Designer/Contractor: Derek Portzline Apex Homes, Inc, 7172 Route 522 Middleburg, PA 17842 Compliance: Maximum UA: 645 Your UA: 499 Ceiling 1: Flat Ceiling or Scissor Truss Walt 1: Wood Frame, 16' D.C. Window 1: Vinyl Frame:Double Pane with Low-E Door 1: Solid Door 2: Solid Door 3: Solid Door 4: Glass Floor 1: All-Wood Joist/Truss:Over Unconditioned Space 1845 30.0 0.0 65 3902 19.0 0.0 208 312 0.350 109 38 0.200 8 20 0.300 6 19 0.160 3 40 0.330 13 1845 19.0 0.0 87 The proposed building represented in this document is consistent with the building plans, specifications, and other celculatioce submitted with this permit application. The proposed systems have been designed to meet the 2007 New Yod( Energy Conservation Construction Code requirements. When a Registered Design Professional has stamped and signed this page, they ara attesting that to the best of his/her knowledge, belief, and professional judgment, such plans or specifications are in compliance with this Code. Derek Portzline ~q~z~ ~>,~,ff,/~ 6/15/2010 Name - Title Signature Date Project Title: 14724 Report date: 06/15/10 Data fllename: \\Enginsoring\y\REScheck~A14724.rck Page 1 of t RANCH TWO STORY ]}RAWlNG iNDEX DESIGN BASIS TRUSSES: 12" O,C, - 90 PSF TO~ CHORD LIVE LOAD 20 PSF TOP CHORD DEAD LOAD 20 PSF BOTTOM CHORD LIVE LOAD 20 PSF BOTTOM CHORD DEAD LOAD 16" O,C, - 67.5 PSF TOP CHORD UVE LOAD 15 PSF TOP CHORD OEAD LOAO 15 PDF BOTTOM CHORD LIVE LOAD 15 PS? BOTTOM CHORD DEAD LOAD 24" O,C. - 45 PSF TOP CHORD LIVE LOAD 10 PDF TOP CHORD DEAO LOAD 10 PDF BOTTOM CHORD LIVE LOAD I0 PSF BOTTOM CHORD DEAD LOAD RAFTERS: 25, 40, 60, 80, ~ 100 G.S.L. (WORST CASE) 10 PSF = DEAD LOAD CEILING JOISTS (STORAGE): FLOORS (NON-SLEEPING AREA): FLOORS (SLE[PING AREA): SEISMIC LOAD: WIND LOAD: WIND SPEED: 120 MPH (S7PDF) AT $ SECOND GUST UPLIFT: UNBALANCED SNOW FACTOR: DESIGN SRITER!A CONSTRUCTION TYPE; WOOD FRAMED WNPROTECTED (VD) --SPLIT _EVEL TWO STORY/TWE =AMILY SINGLE S=DRy/TWD FAMILY (OFFSET) 07t08/' C -WO STORY/TWO FAMILY (OFFSET) TO THE BEST OF MY KNOWLEDGE, BELIEF, AND PROFESSIONAL JUDGEMENT, THESE PLANS (AND SPECIFICATIONS) ARE IN COMPLIANCE WITH THE ENERGY CONSERVATION CONSTRUCTION CODE OF NEW YORK STATE, 2007 EDITION AND CONFORMANCE TO GENERAL PROVISIONS OF CHAPTER 5, SECTIONS 502, 503, 504, AND 505. IT IS A VIOLATION OF ARTICLE 1A5 OF THE NEW YORK STATE EDUCATION LAW FOR ANY PERSON, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, TO ALTER THE DRAWINGS IN ANY WAY TO CHANGE THE STRUCTURAL DESIGN OR INTENT. IF A DRAWING BEARING THE SEAL OF AN ENGINEER IS ALTERED, THE ALTERING ENGINEER SHALL AFFIX HIS SEAL TO THE DRAWING WITH A NOTATION "ALTERED BY" FOLLOWED BY HiS SIGNATURE, THE DATE OF SUCH ALTERATION, AND A SPECIFIC DESCRIPTION OF THE ALTERATION. TWO STORY/TWO FAMILY 3-BOX WIDE RANCH CAPE THE PEAI( OF //O/WE:, (570) 837-2333 Manufacturers No. M 1168 FIELD iNSPECTION THE LOCAL BUILDING CODE ENFCRCEMENT OFFICER SHALL APPROVE SiTE REQUIRED FIELD 3UI-T WALLS BETWEEN DWELLINGS, COMPLFTiEN OF tiRE RATED ASSEMBLIES ABOVE CEILINGS & UNDER FLOORS, FIELD iNSTALLED HANDRAILS & AL~ WORK DONE ON SITE GENERAL NOTES CAPE w/ SHES DORMmR 3 BOX WIDE TWO STORY "SPACE RESERVED FOR THE NEW YORK STATE STAMP OF APPROVAL" THE PLANS AND SPECIFICATIONS OF THiS PERMIT PLAN SET ARE DERIVED FROM AND CONSISTENT WITH THE SYSTEMS SET OF PLANS AND SPECIFICATIONS APPROVED AND ON FILE WiTH THE DEPARTMENT OF STATE, WHICH WERE APPROVED ON APRIL 16, 2008 UNDER SYSTEMS NUMBER Ml168-02-074. THIS MODEL IS TO BE BUILT UNDER THE NEW YORK APPROVED MODULAR BUILDING SYSTEM. NEW YORK CODES: 2007 RESIDENTIAL CODE OF NEW YORK STATE 2007 ENERGY CONSERVATION CONSTRUCTION CODE OF NEW YORK STATE APPLICABLE BUILDING CODES SHALL BE LOCATED ON EACH INDIVIDUAL FLOOR PLAN BY, COVER SHEET - IRC A1 07/08/10 rj~ iz7~l/~y ED Z ~-- [~ [72 ~ GIB ACTUAL HOUSE MAv VARY F~BM EL£VATIBN 07/08/10 ]~N 14 7,_°4/NY NBTE: ACTUAL Hi, USE Play Ya~Y FRZr,,1 £=~VATi[~N CO O3 CxN !47~4/NY 07/08/10 ,NBTE~ aCTUaL HE]USE MAv t,/A~Y FRDM ELEVATIF1N ~ ~N 147_~4/NY LJ / . 7> ~ I~ ) ~..~____~. ~ ~2! L I0~" I : i ,; .......... :: , , , '' , · ' '-' NO---S: .,~ 3UI_DE9 iS RESPCNSI~LE F~R PROVIDING ~ PRIPEeLY SIZE} 5 EXT aDRS aT LIViNG/DINING RO~H; TO SE (~) 1 !/8"x9 1/4" ML {SEC HEaTiNG SYS~EH TI EEVER ~ 73,030 87U L288 6, 9/1~ STBRa6E R~FTER ~ 16" ~C {UNIT "E") bE&T LESS ~'&S CaLCbL~TE8 JOIN6 R 19 FLC!R [NSUL~**~N 7 3 Ai - 8 NDERS~N %ILVERLINE 3000 SERIES W[N}~W; 8P ~0 RATED P/~ HDR AT FBYER/FA~ILY R~BH ~ BE (4) 8xlO SPY ~2 (SEE 1, PC 1317> 9 ,, L ..................................................... , ~,111 ~ ~ ~L~ J i I .~ UNIT J ~ ~ ..... ,--, ' , ,-~ .......................................... ANDERSEN SiLVERLINE 3090 SERIES WiNDBWS - CP 50 ~ATED 7 7/12 NON-STBRAcE~ RAFTER ROCF SYSTEM AT C_5 SEAM AT HALL TO BE (4) 2xlO SPF Na (SEC, 1, PO 73) CLG BEAM AT BALCONY TO SE (4) 2xlO SP~ ~2 (SEC ' aG 7 3) CLG ~EAM AT STAI~S TO BE (4) 2xlO SPF ¢~ (SEC ~ PO 73) EXT HD~S A~ BEDROOMS 2 ~ 3 Tn~ BE {a) ~ ~/2"xtl ~/4' ML (SEC .,~ sG, PLEASE ~ROVf~E LOCAT;ONS FOR ThE FOLLOWING 0710811 ON 147~4/NY 1 A:_L 9ECTOOY% ARE ARC FAULT PROTECTED ~ H~T W~/FR BASEBOARD 3 : ," ©N-L47_P4/NY La Z 07/08/1 0 ~ ~ ~ ~ ,, , , ,, , .................. ~-, , ~ ~ , I .... , ~ ; _ ~ ,,, ,, _ , , , ~xx~m N~TES: ~ ALL BE~q~S ARE A~C FAU_T PR~TECTSD ~ HET 'w'A~ER 3. 4 ~. Al,7 ~N 147~z/N¥ 07108111 2x4 SPF $2 6'-5 3/8' 12 7 2x8 SPF ~2 ~2) BxB SPF ~m CEILING BEAM SEE m~OOR PLAN FOR OTHER ,I SiZeS AND SPECIES 13' 8 1/2~ WIND ASCE 7 22 7SLL-JGPSFj BCDL 24PSF CATEGORY ii, iXP C; ~W?RS GABLE END ZONE AND C-C EXT~RiOR (2) ZONE 2 TOLL: ASCE 7-0~ - 25PSF (GROUND SNOW) CATEGORY II, EXP C: TC~L: I3C 1607112 3 ROOF DESIGN SNOW LOAD HAS 3EEN R~DUCE3 FOR SLOPE 4 UNBALANCED SNEW LOADS dAVE BEEN CQN$IDERED 3RACING -OP CHORD STRUCTURAL WOOD SHEATqlNG 3OTTDM CHORD: RIGID CEILING BOARD DIRECTLY APPLIED CELLAR TIES: 2x4 LONGiTUDiNAL AT MID POINT WITH (2) i2o NAILS OR R~GID CE:LiNG BOARD DIRECTLY APPLIED 5 THIS [rOSS HAS BEEN DESIGNED =OR iBC 1605 3 LEAD C04BiNATiENS NOTE RAFTER HAS SEEN EXTRACTED FORM APPROVED SYSTEMS AND CALCS ~N FILE WITH -HE STATE ~ L L ~ F~~' BS 2L ~ ~s-- 2xiO ~xB SPF #2 13, 8 ~ s,, i SiNS ASCE 7 .a 120 vp., p 3C' Ti I-35P F ECl =SaPS- cAr-%LBY l~, XP 'a',~-~S 5AiL~ ND ZiNC aN5 C Z r~7~!9~ r~; ZiNC 2 Ti_L ,*S{[ ~ 32 ~5PS~ CTEbk3 CNEW' 'sic ~'aF-Ee ha} BEEN' £XiRaZ-E3 : ]Hf4 asPR:]VE3 ON 14~4/~Y 07/08/10 COl ax8 SPF ~8 19'-0" - i WiND ASCS 7-08 iaO XPH) b-30% BRACING LDADING j TCL_=S6PSF) BCDL-24PSF SATLSBRY II) EXP C~ -BP CH£RD STRUCTJRAL WOBD SHEATHING i 16' ac I ~WF~S GABLE -ND Z~NE AND C C ~XTE~I~R (~) Z~NE B~TT~H CHORD~ RIGID CEILING B~ARD ~IRECT-Y A~LI~D -C ~= i~5 NsF/ ~ TCLL; ASCE 7 38 = 25PSF (C~OUNB SNOW) CELiAR TIES; 2x4 LONGITUDINAL AT ~[D POINT WITH {2) cC ]LI6psF] CATEGB~Y~ I!, EXP C, TS_L: I3C 1607112 12a NAILS DR ~lOlO CEILING BOARD D~REC-LY APPLIE2 ~C LL ~ ~0 ss~ > ROOF DES:GN SNO~ BaD qAS BEEN ~EDUCED~Bq SLEPE ~ UNDALANCED SNO~ LDADS qAVE SEEN CONS]DmREO 9C DL ~ 4 psR j J. THiS TRb3S 4AS SEEN DESIGNED mDR IBC !6053 LEAD COMDiNATIONS NOTE RAFTER HAS BEEN EXTRACTED FORM APPROVED SYSTEMS AND CALSS ON FILE WITH THE STATE 131~x3' FACE NAILS FROM RIDGE TO RiOGE ~OARD C]NNEOTICN RAFTER (2) 13!'x3' FACE NAILS THRU RIDGE BOARD iNTO RAFTER END GRAIN (1) USP LSTA15 STRAP @ 16" GE, w/ 148"x25' NAILS EA END FF S-RAP (1) USP LSTAi5 STRAP ~ 16' OC w/ (5)148~x25~ NAILS EACH OF STRAP (2) i31'x3' :ACE NAILS ] ENDGRAIN RAFTER TO RAIL L 131'x3' FACE NAILS ~ 8' DC RAIL TO RAIL 07/08/10 (2) 7/16' WSP GdSSET PLA~ES (1EAC~ SiDE DF RAmmER) USE 7/16'xl 1/a~xl6 GA STAPLES (4 PER GUSSET EACH SlOE TO RAFTER & 4 ~mR GUSSET EACH SIDE EF JOIST) (2) 2x8 SPF ~2 i 10" l l' 4 I/2" 5' 4 1/2" (3) I i/~'x7 i/a~ ML USP PTiO STRAP w/ (6) 8d NAILS TO KNEE WALL AND (8) 8d NAILS TO FRAMING LSP LSTA9 STRAP w/ (8) lsd NAILS (4 EACH ENB~ 10'-8" x ~4'-0' (3) 1 i/a'x7 i/4~ ML 12 (2) 2x8 SPF ~2 6' 4 1/2" LOADIN? SPACING 16 DC I TO BC L_ J 20 psF/ i ~INC ASCE 7-C2 120 MPH; H-30'; TZLL=OGPSFj 3CDL-B,~PSF CATEGERY ii, EXP C, ~WrqS GABLE END Z]NE AND C-C EXTERI]R (2) ZONE ~ TCLL: ASCE 7-02 ~GPSF (GROUND SNB~) CATEGORY Ii, EXP C~ TELL I3C 160711.2 3~OOF DESIGN SNO~ LOAD HAS BEEN REDgCED FOR SLOmE l UNBALANCED SNO~ LOADS HAVE BEEN CONSIDERED ~RACiNC BP CHERD S-RUC-URAL ~]BD SHEATHING 3OTTOM CHORD: RIGID CEILING BOARD DIREET=Y APPLIED COLLAR T]ES 2x4 LENGITUDINAL AT MID POINT ~IT½ (2) lmd NAILS OR RIGID CEILING BOARD DIRECTLy APPLIED 5 THIS TRUSS HAS BEEN DESIGNED FOR IBC 1605.3 LBAO COMBINATIONS ON !4724/NY BC LC BC Dc (5) 131'x3" NAILS THRU LEDGER INTO EACH iNTERSECTiNG WALL STUDS JSE USP A3 FROM RAFTER TO LEDGER USE 7/i6' OSB GUSSET w/ (5) 131'x15~ NAILS THRU GUSSET INTC EACH FRAMING MEMBER 2x8 SPF ~2 9' 6 !/2~ USE GSP A3 mRGM CLG ~OlST -~ LEDGER JSE (2) USP RT7A FROM \kCL6 JOIST -8 PERCH PEADER 1 WIND ASCE 7 32 1~0 MPhj H-30% TC_L=36PSFj BCDL-2,4PS: CATEGORY iN EXm Ci MWFRS GABLE :ND ZONE AND C C EXTER!OR (P) ZONE 2 TCLL; ASCE 7 02 25PSF (GROUND SNOW) CATEGORY II, EXP Ci TCLL: IBC i507112 3 ROOF DESIGN SNOW LEAD HAS BEEN REDUCED FOR SLOPE 4. UNBALANCED SNOW LOACS RAVE BEEN CONSIDERED o. THIS TRUSS HAS BEEN OESIGNED -OR iBC ~6053 LCAD COmBiNATIONS (3) 131'x3~ NAILS THRU LEDGER iNTn EACH INTERSE£T[NG WALL STUDS (3) 131'x3' NAILS THRU LEDGER iNTO RAFTER END GRAIN --3 2x6 SPF =8 5' 6 1/2' 4'-;1 1/2~ bCE (4) 131~x3' NAILS ~ THRU LEDGER :NTB CLG '\ ~2IST END GRAIN 07/08/10 USE 7/I6' OSB GUSSET w/ i3Fxl,5' NAILS THRU GUSSET INTO EACH FRAMING MEMBER USE USP RT7A FROM GLO JOIST TO PORCH HEADER ON 14724/NV NOTE= FRBNT BRX NUST BE SET FIRST THE JSP STAB 4RJ CAN BE INSTALLED I 1 3 4 5 8 9 i0 Il 13 14 15, EN 14724/NY ' ' I 07/08/10% -~ Z Al,14 ~ - CDNNECTIDNS~ I 07/08/10~ - ~ ~ NBTES: .' }SC4!/R CO NECFuX ])E-AIL 07/08/1 CCLLECTOR CONNECTION DETAIL USP TD9 ~ USE HEAVY HEX HEaD NUT STAD14RJ STAD14RJ CORNER INSTALLATION EDGE INSTALLATION  EXT SHEETING ~EXT SHEETING ~ . ~ ~O::E -~E m -~~ ~~ ~ .............. :e *L~ ~ ',PC; S~V~ ~.~ aprr~L TYPICAL ELEVATIONS - IRC *,*. p:,,.,,o~ p I ..... _-H-J ~ Ell] 5 ii __~:: [.'/ I x~,, i // / jJ ~ FEAP [_E,'. RANCH/DUPLE;~ ~)-LEVEL ',; / , ~',/ ~ ~'¢ c~ ,¢ ................. / ~ TWO STBR', UR T~O STORY DUPLEX (OPT 3 ~O~ WIDE UNITS~ --' ' ...... " OPTIONAL PORCH r ~PTIONAI CARPORT , , CAPE ROOF ELEVATION ,, ~," ......... .... ~_~.~......,. ~ ' ~ ~ ~-~' .,. J~ .'/ ,,.....,. ~ ' L ................. ,, . ' ' ' . mr,, ~ , , , I, - ............... ~' .... F ~ ~ ......... ~. ~,~ FLOOR PLAN MASTER - IRC TYPICAL DUPLEX FLR. PLAN FIRST FLOOR nF SECOND FLnOR DF THREE BOX WIDE TWI] 3TORY THREE B~X WIDE Twn STORY TYPICAL NOTES, (PAGES A5, AG, & A7), 1. THE S(~JARE F~OTAGE OF A DWELLING UNIT IS UNLIMITED IMPORTANT NOTE, UNLESS OTHERWISE SPECIFIED ON SPECIFIC FLOOR PLANS, FLOOR PLAN MASTER - IRC DRP/DWP ~~'~/10/08 ]'~k~ A7 u. ff ,._.!, ~ ~(', ~ ~ , ', ~,, ._ ...~ ' ~ ......... .... ~ ~- -~ ~ ~',~, ~,,,~ , ,, .~, ~ ,,-,{: ~ '~ ~ _ r-~ HO~IE,~: ~ [ TYPICAL KITCHENS - IRC GENERAL ELECTRICAL NOTE~ TYPICAL VIRING TECHNIQUE FOR SUB-PANEL FEEDERS TYPICAL HYDRO-MASSAGE DATHTUD VIRING DIAGRAM MASTER ELECTRICAL PLAN - IRC D"P/DW,r / /0, [ ,/,o/o, I ' " ,', a ~ ......... ~--%~ ~ j ~ ,_ ........ ~___ ,, . . t[, , ~ ~ ~. ~ ~ / I E---~--4 ~-~_/ > , . ,_ ~ ~ ~ .............................. 4__~___~_~ MASTER ELECTRICAL PLAN " ~"'~" F'~''''"°' F ~:~:~F~4~ :c?~. ,{,[~y,~ l~..~/~. .. TFPI-AL F~BT NB 7E~A L "~C~%~'k~,J~] '--~*Ly~]-~ ~-.~,: .~.:~-:--" ' ~- - >- . 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I-LEVEL OF: 3:'LIT OVEPHA"I0 TYPICAL SECTIONS & DETAILS - IRC ._~ .... , _ ~ ~,, ............ ~T~_.~'VEL ENTR'Y 'w'ALL Bi-LEVEL ENTRY WALL ~-~) ')~" "~ a~) ~ ~ ~ SPLIT LEVEL PODF.'2ND FLOOR ]'TEPtEm--]ON DETAIL SECOND FLOOP O'v'EPHANG TFPICAL CEEOfI[I FLOO;' DETAIL 'F" DETAIL '0' [ETA]L / / ' I I , ' ACE~ iEP]E~ APEX ~EF'~E% AREX TEF'[E2 APE, ]EF~Ei %DE ,~'ALL FFAM]H6 END 'WALL FRAPI]NG HAPF']AGE ~ALL FFAIq]I4G IMTEP]BF' 'WALL FPAMUqG ~VALL FRAMED ]PENINISS .o~.,~,s~=~6~..',~ FRAMED OPENINGS ,:,7 RAPPING DETAIL X .~ APEX %EPIE% END '~ALL APEX SERIES ~NTEP]OP FqAHED OF'ENING~ WALL FRAMED OPEl'lINGS ,.us~ ~o ~L ~*GE ~1 '.0= ,O ~, ~.,0~ ....... / L ~ I I'ISULAT ]OIq ',/~LUE S ]NSUL AT,ON V~LIJ[ S FOP PEDF .. ~_.~ ........I; , * ~ mO~ES: INSULATION SCHEDULE FLO0~ WALLS VINYL SIDING ~ ]~---1'2', D~',WALL ]IqFILTRAT]DN INSULATION VALUES -IRC ANDERSEN \4INDE]~/ SCHEDULE -u' V*LUES PI 8, g/ ~/]NDE]\V .'~CHEDULE .u, VALUES ....... ~' ......... *~v~- L/EtOP /3CHEJJlJLE APEX HOME£: -AL~-_ILATIOII'E; HAhIi_IAL IN]3EX L EXCEED Project: AP-A14724 Structural Calcs 06-30-10 Location: Heel beam - bedroom #1 Multi-Loaded Multi-Span Beam [2009 International Residential Code(2005 NDS)] ( 3 ) 1.5 IN x 7.25 IN x 11.0 FT 2.0 Rigidlam LVL - Roseburg Forest Products Section Adequate By: 51.1% Contrcilin~ Factor: Deflection David Biilingsley 217 E Main St Middleburg, PA 17842 StruCalc Version 8,0.101.0 7/1/2010 5:13:24 PM CAUTION8 * Laminations are to be full~rovipa uniform transfer of loads to all members Live Load 0.31 IN L/420 Dead Load 0.17 in Total Load 0.49 IN L/272 Live Lced Deflection Criteria: L/240 Total Load Deflection Criteria: LJ180 LiveLced 1502 lb 1502 lb Dead Load 815 lb 815 lb TctalLced 2316 lb 2316 lb Bearing Length 0.69 in 0.69 in ~ Center Spen Length 11 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 11 ft Lk~ Lced Duration Factor 1.15 No,ch De~oth 0.00 2.0 Rlgidlam LVL - Roseflurg Forest Products ~.~ Adjusted Bending Stress: Fb = 2900 psi Fb' = 3552 psi Cd=l. 15 CF=1.07 Shear Stress: Fv = 285 psi FV = 328 psi Cd=l. 15 Modulus of Elasticity; E = 2000 ksi E' = 2000 ksi Comp. J- to Grain: Fc - .t_ = 750 psi Fc - J-' = 750 psi Controlling Moment: 6370 ft-lb 5.5 Ft from left supped of span 2 (Center Span) Created by combining all dead loads end Ik~ Ic~:ls on span(s) 2 Controlling Shear: 2085 lb At a distance d from left support of span 2 (Center Span) Created by combining all dead loads and live loads an span(s) 2 Comparisons with required sections: Rea'd Provided Section Modulus: 21.52 in3 39.42 in3 Area (Sheer): 9.54 in2 32.63 in2 Moment of Inertia (deflection): 94.58 in4 142.9 in4 Moment: 6370 ft-lb 11668 ft-lb Sheer: 2085 lb 7129 lb [~[~..~..J~ Center Uniform Live Load 0 plf Unifoml Dead Lced 0 Besm Salf Walght 8 plf Tctal Uniform Load 8 pIf TRAPEZOIDAL LOADS · CENTER Sp~_u_ L(~ed Numbe~ One Two Left Li'~e Lead 203 plf 70 plf Left Dead Lced 70 Right Uve L(:~I 203 plf 70 plf Right Deed Load 70 plf 70 plf Lced Stert Off Off Lead End 11 fl 11 ft L(:ed Leith 11 ft 11 ft 07/08/10 project: AP-A14724 Structural Caics 06~30-10 Location: He~ beam - bedroom #1 - uplift Multi-Loaded Multi-Spen Beam [2009 Intemaiional Residential Cefle(2005 NDS)] (3) 1.5 IN x 9.25 IN x 11.0 FT 2.0 Rigidlam LVL - Rosebu~g Forest Products Section Adequate By: 574.3% David Billingsley 217 E Main St Middieburg, PA 17842 StruC=~c Version 8.0.101.0 7/1/2010 5:13:24 PM Contrbilin~l Fentor; Deflac~on CAUTIONS * Lam nations ere to be fully connected to prov, de uniform transfer of loads to all members DEFLECTIONS Center Uve Load -0.08IN [./1618 Dead Load 0.01 in Total Load -0.08IN !../1742 Live Lead Defect on Criteda: L/240 Total Load Deflection Criteria: !./180 REACTIONE A_ B Live Load -809 lb -809 lb Desd Load 57 ~b 57 lb Total Load 57 lb 57 ~b Upllft(l,SF,S) -770 lb -770 lb Besdn~l Len~lth 0.02 in 0.02 in IBEA~ DATA Center Span Length 11 fi Unbraced Length-Top 0 fi Unbraced Length-Bottom 11 fi Live L(~:I Duration Factor 1.60 Notch Depth 0.00 2.0 Rigidlam LVL - Rc~ourg Forest Pmduots Base Values Bending Stress: Shear Stress: Modulus of ElasUcity: Comp..L to Grain: Adjusted Fb = 2900 psi Fb' = 4625 psi Cd=1.60 Ci=-0.96 CF=1.03 Fv = 285 psi Fy~ = 456 psi Cd= 1.60 E = 2000 ksi E' = 2000 ksi Fc--L= 750 psi Fc--L'= 750 psi Controlling Moment: -2066 fi-lb 5.5 Ft from left support of span 2 (Center Span) Created by combining all dead loads end live loads on span(s) 2 Controllthg Shear:, 751 lb At right supp(xt of span 2 (Center Sp~) Created by combining all dead loads end live loads on span(s) 2 Comparllon~ with required asctlons: Re~'d Provided Section Modulus: 5.36 in3 64.17 in3 Area (Sheer): 2.47 in2 41.63 in2 Moment of Inertia (deflection): 44.02 in4 296.79 in4 Momant: -2066 fi-lb 24733 ft-lb Shear: 751 lb 12654 lb ILOADIHG DIAGRAM ~ Center Unif~m~ L~e Lasd -147 plf Uniform Dead Load 0 plf Beem Sefl Wsight 10 plf Total Uniform L<=ed -137 plf NOTES Project: AP-A14724 Structural Caius 06-30-10 Location: Ceiling joist - trans,mme truss non-storage Multi. Loaded Multt-Spen Beam [2009 IntamaUonal Rasidenflal Code(2005 NDS)] 1.5 IN x 5.5 IN x8.96 FT #2 - Spruce-Pine-Fir- Or/Use Section Adequate By: 113.4% Contrdllng Factor: Moment ~ Center LEe Load 0.13 IN L/800 Dead Load 0.06 in Total Load 0.19 IN L/561 LEe Load Deflection Cdteda: !./360 Total Load Deflection Criteda: !./240 LEeLclad 121 lb 121 lb Dead Load 52 lb 52 lb Total Load 172 lb 172 lb 0.27 in 0.27 ~n 8.96 Unbraced Length-Top 0 fi Unbraced Length-Bo(tom 8.96 ft Live Load Duration Fact~ 1.00 Nofch Depth 0.00 #2 - Speuce-Pine-Fir Base Values Adjusted Bending Stress: Fb = 875 psi Fb' = 1308 psi Cd=l.00 CF= 1.30 C~=1.15 Shser Strass: Fy= 135 psi Fy'= 135 psi Cd=l. 00 Modulus of Elasticity: E = 1400 ksi E' = 1400 ksi Min. Mod. of Elasticity:. E_rnin = 510 ksi E_min' = 510 ksi Cornp. J-toGrein: Fc--L= 425 psi Fc-J-'= 425 psi Controlling Moment: 386 fi-lb 4.48 Ft from left supp~l of span 2 (Center Span) Created by combining all dead loads and liw k3ads on span(s) 2 Controlling Shear: 155 lb At a distance d from left suppsrt of spas 2 (Center Span) Created by combining ell dead Iseds and lEe loads on span(s) 2 Comparllon~ with required sections: Rea'd Provided Section Modulus: 3.54 in3 7.56 in3 Area (Sheer): 1.72 in2 8.25 in2 M(~ment of In~tia (deflection): 9.36 in4 20.8 in4 Moment: 386 fidb 824 fi-lb Sheer: 155 lb 743 lb David Billingsley 217 E Main St Middledurg, PA 17842 StnJCeic Version 8.0.101.0 7/1/2010 5:13:24 PM ~ Center Uniform LEe Lusd 27 plf Uniform Deacl Load 10 ptf Basm Salf Weight 2 plf To~al Uniform Load 39 project: AP-A14724 Structurei Calcs 06-30-10 Location: Ceiling j~st - trans'~a'se truss habitabis Multi-Loaded Multi-Span Beam [2~09 Intemationei Resicisntiat Cade(2005 NDS)] 1.5 IN x 7.25 IN x 8.96 FT #2 - Spruce-Pine-Fir- Dry Use Section Adequate By: 153.5% Controlling Fento~ Moment ~,,.F.J,~].{;~I~ Center LiveLesd 0.09 IN L/1236 Dead Load 0.03 in Total Load 0.11 IN L/951 Live Laad Deflection Cdterie; L/360 Tc~ei Load Deflection Criteria: L/240 LiveLoed 179 lb 179 lb Dead Load 54 lb 54 lb Total Load 233 lb 233 lb Bearing Length 0.37 in 0.37 in IBEAM DATA Center Span Length 8,~6 fi Unbraced Length. Top 0 fl Unbraced Length-Be(tam 8.96 fi Live Lced Duration Factor 1.00 Natch Depth 0.00 #2 - Spruce-Pine-Fir Bending Stress: Shear Stress: Madulus of Elasticity: Min. Mad. of Elasticity; Comp..L to Grain: Controlling Moment: 522 fi-lb 4.48 Ft from latt suppat of span 2 (Center Span) Base Veiu~ Adlusted Fb = 875 psi Fb' -- 1208 psi Cd= l. 00 CF=1.20 Cr=l. 15 Fv= 135 psi Fv'= 135 psi Cd=l,00 E = 1400 kst E' = 1400 ksi E_min= 510 ksi E_min'= 510 ksi Fc--L= 425 psi Fc-J-'= 425 psi Created by combining all dead loads and live Iceds on span(s) 2 Controlling She~. 205 b At a distance d fram left supp(~t of span 2 (Center Span) Created by combining all dead loads end Ik~ Ic~eds on span(s) 2 CompaHiom~ with required esctlonl: Rea'd Provided Section Modulus: 5.18 in3 13.14 in3 Area (Shear): 2.28 in2 10.88 in2 Mement of Iner~a (deflectiaa): 13.87 in4 47.63 in4 Moment: 522 fi-lb 1322 ft-lb Sheer: 205 lb 979 lb Daniel Billingsley 217 E Mein St Middlepurg, PA 17842 StruCatc Version 8.0.101.0 7/1/2010 5:13:24 PM ~ Center Uniform Live Load 40 plf UnEorm Dead Load 10 pff Besm Seif Weight 2 pff To~al Uniform Load 52 pff Project: AP-A14724 Structural Calcs 06-30-10 Locattun: Transveme rafter - upp~ flip - uplift Multi-Lceded Multi-Span Beam [2009 International Reaidanltal Cede(2005 NDS)] 1.5 IN x 7.25 IN x 2.71 FT (Actual 3.4 FT) #2 - Spruce-Pice-Fir- D~y Use Section Adequate By: 5568.1% Controlling Factor: Shear ~ Center Live Lead 0.90 IN L/MAX Dead Load 0.00 in Tote/Lead 0.00 IN L/MAX Live Load Deflection Criteda: L/240 Total Load Deflection Crite~a: L/180 Live Lead -38 lb -38 lb Dead Load 3 lb 3 lb Totat Load 3 lb 3 lb Uplift (1.5 F.$) -36 lb -36 lb Beadng Langth 0.01 in 0.01 in BEAM DATA Canter Span Langth 2.71 ft Unbraced Langth-Top 0 Unbraced Langth-Bctthm 2.71 ft Beam End Elevation Difference 2.04 ft Live Lced Duration Factor 1.60 Notch Depth #2 - Spruce-Pine-Fir Base Values Adiusted Bending Streas: Fb = 875 psi Fb' = 1686 psi Cd=t.60 C1=0.87 CF=1.20 C~'I. 15 Shear Stress: Fv= 135 psi Fv~= 216 psi Cd=I.60 Modulus of Elasticity; E = 1400 ksi E' = 1400 ksi Min. Mod. of Elasticity; E_min = 510 ksi E_min' = 510 kai Cemp. J-toGrain: Fc-J-= 425 psi Fc-±'= 425 psi Controlling Moment: -23 ~t-lb 1.358 Ft from left supped of span 2 (Canter Span) Created by combining all dead loads and live loads on span(s) 2 Cefltrolllng Shear: 28 lb 2.397 Ft from left supper[ of span 2 (Canter Span) Created by combining all dead loads and Ik~ loads on span(s) 2 Comparisons with required sections: Rea'd Provided Section Modulus: 0.17 in3 13.14 in3 Area (Shsan): 0.19 in2 10.88 in2 Mcmant of Inerlia (deflection): 0.22 in4 47.63 in4 Momant: -23 fi-lb 1847 fi-lb Sheer: 28 lb 1566 lb NOTES David Billt ngsley 217 E Main St Middledurg, PA 17842 i? StruCalc Version 8.0.101.0 7/1/2010 5:13:24 PM 2.71 ft ~ Canter Uniform Live Lead -28pif Uniform Dead Load 0 plf Beam Salf Weight 2 plf To~at Uniform Lead -26p~f Project: AP-A14724 Structural Calcs 06-30-10 L~cafion: Transwrse rafter - Louver t~p ch~'d Multi-Loaded Multi-Span Beem [2009 International Residential Code(2005 NDS)] 1.5 IN x 7.25 IN x 9.29 FT (6.5 + 2.8) (Actual 11.5 FT) #2 - Spruce-pice-Fir- Dry Use Section Adequate By: 113.2% Controlling Factor: Moment ~ Center Riaht Live Load 0.06 IN L/1369 0.12 IN L/266 Dead Load 0.00 in 0.01 in Total Load 0.06 IN !./1283 0.14 IN L/244 Live Load Deflectic~ Cfiteda: !-/240 Total Load Deflection Cfita~a: IJ180 Live L~l 200 lb 514 lb Dead Load 34 lb 124 lb Total Load 234 lb 638 lb Uplift (t.8 F.S) -38 lb 0 lb Bearing Length 0.37 in 1.00 in ~=~ Center Riaht Span Length 6.52 ft 2.77 ft Unbmced Length~Top 0 ft 0 ft Unbraced Length-Botthrn 6.52 fl 2.77 ft Beam End Elevatk~ Difference 6.73 ft Live L~ad Duration Factor 1.15 Notch Depth 0.00 #2 - Spruce-Pine-Fir Bending Stress: Sheer Stress: Modulus of Elasticity: Min. Mod. of Elesficity: Comp..L to Grain: Controlling Moment: -490 ft-lb 6.519 Ft from left support of span 2 (Center Span) Base Values Adiusted Fb = 875 psi Fb' = 955 psi Cd--l. 15 Ci=-o. 6g CF=I.20 Cr=l. 15 Fy= 135 psi Fy'= 155 psi Cd=l. 15 E = 1400 ksi E' = 1400 ksi E_min = 510 ksi E_min'= 510 ksi Fc--L= 425 psi Fc-J-'= 425 psi Created by combining all dead loads and Ik, e Ioeds on span(s) 2, 3 Controlling She~r: -234 lb At a distance d from fight supperl of span 2 (Center Span) Created by combining all dead loads a~l live loads on span(s) 2, 3 Comperlaons with requital esctlon~; Res'd Provided Section Modulus: 6.16 in3 13.14 in3 Area(Sheer): 2.26 in2 10.88 in2 Moment of Inertia (deflection): 17.38 in4 47.63 in4 Moment: -490 ft-lb 1045 ft-lb Shesr~ -234 lb 1126 lb NOTES 217 E Main St Middleburg, PA 17842 StruCalc Version 8.0.101.0 7/1/2010 5:13:24 PM LOADING DIAGRAM ~ Center Riaht Unifom~ Lhm Load 62 plf 62 plf Uniform Deed Lead 10 plf 10 pti' BesmSalfWalght 2 plf 2 plf Total Uniform Load 73 p~ 73 p~ Lced Number One Live Lc;ed 83 lb Dead Load 20 lb Lcx:ation 1.92 ft Project: AP-A14724 Structural Calcs 06-30-10 Location: Transverse rafter - Lower top chord - uplift Multi. Loaded Multi-Spar~ Beem [2009 International Residantial Code(2005 NDS)] 1.5 IN x 7.25 IN x 9.29 FT (6.5 ~- 2.8) (Actual 11.5 FT) #2 - Spruce-Pine-Fir- Dry Use Sec'tim Adequate By: 406.8% Cantralting Factoc Deflection ~ Canter Rieht Lhm Load -0.03IN L/3006 -0.07 IN LJ493 Dasd Lood 0.00 in 0.00 in Total Load -0.02iN !_/3163 -0.07 IN I./491 Live Load Deflection Criteria: !./240 Total Load Deflection Criteria: !./180 Live Loed 32 lb -91 lb Deed Load 7 lb 16 lb Total Load 38 ~b 16 lb Uplift (1.5 F,S) -87 lb -226 lb Beedn~ Length 0.06 in 0.03 in BEA~ DATA Canter Riaht Span Langth 6.52 ft 2.77 fi Unbraced Langth-Top 0 ff 0 fl UnbracodLangth-Boltom 6.52 ft 2.77 ft Basra End Elevation Differance 6.73 ff Liv~ Load Ouraion Factor 1.60 No~ch Depth 0.00 #2 - Spruce-Pine-Fir Base Values Adjusted Bending Stress: Fb = 875 psi Fb' = 1005 psi Cd=I.60 Ci=0.52 CF=1.20 Cr='I.15 Shanr Strass: Fv= 135 psi Fy'= 216 psi Cd=1. 60 Madulus of Elasticity: E = 1400 ksi E' = 1400 ksi Min. Mod. of Elasticity: E_min = 510 ksi E_min' = 510 ksi Camp. J-toGraim Fc-J-= 425 psi Fc-J-'= 425 psi Centrollthg Moment: -141 fi-lb 3.328 Ft from left suplxxt of span 2 (Canter Span) Created by combining all dead I(~cis and live leads on span(s) 2 Cor~trolllng Shear: 92 lb 6.479 Ft from left support of span 2 (Center Span) Created by combining all deed loads and live loads on span(s) 2, 3 Comparisons with required sections: Res'd Provided Sectia~ Modulus: 1.68 in3 13.14 in3 Area (Sheer): 0.64 in2 10.88 in2 Mamant of Inertia (deflection): 9.4 in4 47.63 in4 Momant: -141 It-lb 1101 fi-lb Shear: 92 lb 1566 lb David Billingsley 217 E Main St Mlddlepurg, ~^ 17842 StruCalc Version 8.0.101.0 7/1/2010 5:13:25 PM LOADING DIAGRAM ~ Canter Riaht Uniform Live Lc~lcl -28 plf -28 plf Uniform Dead Load 0 plf 0 plf BasmSalfWeight 2 plf 2 plf Tolal Unifo~rn LCfii -26 p~ -26 pIf Laad Number One Live Load -36 lb Dead Load 0 lb Location 2.77 fi Project: AP-A14724 Structural Calcs 06-30-10 Location: Transverse beam Multi-Loaded Multi-Span Beam [2009 IntematJcoal Reaidential Code(2005 NOS)] (3) 1.5 IN x 7.25 IN x 8.96 FT 2.0 Rigidlam LVL - Rosedurg Forest Products Section Adequate B~ 41.5% Contrallin~l Fact(x: DeflantJon David Billingsley 217 E Main St Middlebu~g, PA 17842 StruCalc Version 8.0.101.0 7/1/2010 5:13:25 PM CAUTIONS * Laminations are to be full~/connected to provide uniform transfer of loads to all members DEFLECTIONS Center Live Lead 0.21 IN L/509 Dead Lead 0.06 in Tofal Load 0.27 IN !_/402 Live Load Deflection CHteda: L/360 Total Load Deflection Crtteda: I./240 ~CTIONS A_ LiveLced 1864 lb 1864 lb Dead Load 498 lb 498 lb Total Load 2362 lb 2362 lb 0.70 in 0.70 ~n BEAM DATA Center Span Length 8.96 fl Unbraced Length-Top 0 fi Unbraced Length-B(~tom 8.96 fi Live Load Duration Factor 1.15 No~ch Depth 0.00 TI 2,0 Rigidlam LVL - R~eburg Forest Products B~e V~ues Adiusted Bending Stress: Fb: 2g00 psi Fb' = 3552 psi Cd=1.15 CF=I.07 Sheer Stress: Fv = 285 psi FV = 328 psi Cd=1.15 Modulus of Elasticity: E = 2000 ksi E' = 2000 ksi Comp. J-toGrain: Fc-J-: 750 psi Fc-J-'= 750 psi Controlling Moment: 52g0 fi-lb 4.48 Ft from left support of span 2 (Center Span) Created by combialng all dead loads and live loads on span(s) 2 Controlling Shear: 2078 lb At a distance d from left support of span 2 (Center Span) Created by combining alt dead leads and live K~:I$ on span(s) 2 ~ Canter Uniform Live Lced 386 plf Uniform Dead Load 93 plf Beam Sail Waight 8 plf Total Uniform Load 487 pIf TRAPEZOIDAL LOADS - CENTER 8PAN Load Number One Left Live Lead 30 plf Left Deed Lead 10 plf Right Live Lced 30 plf Right Dead Load 10 pff Lced Start Oft Load End 8.96 fl Load Lan~lth 8.9E fi Comparisons with required sections: Rea'd Prodded Section Modulus: 17.87 in3 39.42 iff3 Area (Shear): 9.51 in2 32.63 in2 M(~ment of Ine~lia (deflection): 100.98 in4 142.9 in4 M(3-nent: 5290 fi-lb 11668 fi-lb Shear: 2078 lb 7129 lb NOTES 07/08/10 Project: AP-A14724 Structural Calcs 06-30-10 Lecation: Transveme beam - uplift Mullt-Loaded Multi-Span Beam [2009 Intemalional Reaidectiai Code(2005 NDS)] ( 3 ) 1.5 IN x 7.25 IN x 8.96 FT 2.0 Rigidlam LVL * Reaebuq~ Forest Products Section Adequate S~ 320.5% Controlling Factor: Deflection David Billingsiey .~ 217EM~inSt Middleburg, PA 17842 StruCalc Version 8.0.101.0 7/1/2010 5:13:25 PM CAUTIONS · Laminations are to be full~' connected to provide unif~m transfer of loads to ail mambem ~ Center Live Load -0.07IN L/1514 Dead Load 0.01 in Total Load -0.06IN L/1739 Live Load Deflection Crlteda: 12360 To~ai Load Deflection Criteria: L/240 ~ A Live Load -627 lb -627 lb Dead Load 81 lb 81 lb Total Load 81 lb 81 lb Uplift (1.5 F.S) -573 lb -573 lb ~ 0.02 in 0.02 in BEAM DATA Center Span Longth 896 fi Unbraced Length-Top 0 ff Unbraced Langth-Bcx~tom 8,96 fi Live Lc~l Duratio~ Factor 1.60 Notch D~lh 0.00 2.0 Rigidlam LVL - Roseburg Forest Products Base Values Bonding Stress: Sheer Stress: Modulus of Elasticity: Comp. J- to Grain: Adlusted Fb = 2900 psi Fb' = 4847 psi Cd=1.60 Ci=-0.98 CF=1.07 Fv = 285 psi Fy' = 456 psi Cd=1.60 E = 2000 ksi E' = 2000 ksi Fc-J-= 750 psi Fc-J-'= 750 psi Controlling Moment: -1223 fi-lb 4.48 Ft from left supp(xl of spec 2 (Center Spec) Created by combining all deed loads and live loads on span(s) 2 Controlling Shear:. 546 lb 9.0 Ft from left support of span 2 (Center Span) Created by combining ail dead loads and li~9 loads on span(s) 2 Comparlaon~ with required sections: Reo'd Provided Section Modulus: 3.03 in3 39,42 in3 Area(Shear): 1,8 in2 32,63 in2 Moment of Inertia (deflection): 33.98 in4 142.9 in4 Moment: -1223 fi-lb 15922 fi-lb Sheer: 546 lb 9918 lb NOTES Uniform Live Lead -170 plf Uniform Dead Lead 0 pff Beam Salf Welght 8 pff Tolal Uniferm Lcxad -162 pff TRPJ~EZOIDAL LOADS - CENTER SPAN L(~d Number One Left Live Load 30 plf Left Deed Lead 10 pff Right Uve Laad 30 pff Right Dead Load 10 plf Lead Start 0 ff L~ad End 8.96 ff Load Lan~th 8.96 fi 07/08/10 Project: AP-A14724 Structural Calcs 06-30-10 Location: Knee wall stud Column [2009 Intematienal Residential Code(2005 NDS)] 1.5 IN x 3.5 IN xS.0 FT ;~2 - Spruce-Pine-Fir- Dry Use Section Adequate By: 51.4% Deflection due to lateral loads Live Lind Deflection Criteria: Deft = 0.01 IN = L/6403 L/120 Live Load: Vert-LL-F~n = 514 lb Dead Load: Vert-DL-R~]~ = 129 lb Total Load: Ve~t-TL-Rxn = 643 lb Total Reaction at Top of Column: TL-Po~-Top = 13 lb To*al ~',~i,',n at B~tom of Column: TL-Rxrt-Boftem = 13 lb Tot~ Column Leegth: 5 ft Unbraced Length (X-A~ds) Ly: 5 fi Unbraced Length (Y-Nds) Ly; 5 ft Column End Condfion. K (e): 1 A~al Lead Dureflon Factor 1,15 Lateral Load Duration Factor 1.00 #2 - Spruce-Pine-Fir [~ass Valuee Adiusted Cernprsssi'~eStrsss: Fc= 1150 psi Fc'= 252 psi Cd=1.15 Cf=-'i.15 Cp--.O. 17 Bending Stress (X-X A~ds): Fbx = 875 psi Fbx' = 1509 psi Cd=1.15 CF=I.50 BendingStress(Y-YA.,ds): Fby= 875 psi Fb,/= 1509 psi Cd=l. 15 CF=I.50 Ma:lulu$ of Elasticity: E = 1400 ksi E' = 1400 ksi Min. Med. of Elasticit~ E_min = 510 ksi E_rnin' = 510 ksi Calumn Section (X-X A)ds): dx= 3.5 in Calumn Section (Y-Y A.~s): dy = 1.5 in Area: A = 5.25 in2 Section Moduk~ (X-X Axis): Sx = 3.06 in3 Section Modulus (Y-Y A)ds): Sy = 1.31 in3 Slenderness Ratio: Lex/dx = 17.14 Ley/dy = 40 David Billingsley 217EMalnSt Middleflurg, PA 17842 StruCalc Vemion 8.0.101.0 711/2010 5:13:25 PM 5ft Live Load: PL = 514 lb Dead Load: PD = 124 lb Column Salf Wsight: CSW = 5 lb Tolal Load: PT = 643 lb ~ (Dy Face) Unifom~ Lateral L(3ad: wL-Lat = 5 p~f Column Calculations (Controlling Case O~ly): Contralling Load Case: Ax]si To~si Load Only (L + D) Actual Compr--m,atve Strass: Fc= 122 psi Allowable Compressive Strsss: Fc'= 252 psi Eccentricity Moment (X-X Axis): Mx-ex = 0 ft-lb Eccentricity Moment (Y-Y A)ds): My-ey = 0 fi-lb Moment Due to Lateral Lc~eds (X-X Axis): Mx = 0 fi-lb M(~ment Due to Latersi Loads (Y-Y Axis): My = 0 ft-lb Bending Stress Lateral Leads Only (X-X Axis): Fbx = 0 psi Allowable Bending Stress (X-X Axis): Fb)~ = 1509 psi Bending Stress Lateral Lcads Only (Y-Y A)ds): Fby = 0 psi Allowable Bending Stress (Y-Y Axis): Fbi/= 1509 psi Combined Stress Factor: CSF = 0.49 NOTES project: AP-A14724 Structural Calcs 06-30-10 Lonation: Hseder - 1st sto~y w/trensv beam point load Mul6-L(~adod Multi-Span Beam [2009 International Rseidantiai Cede(2005 NDS)] (3) 1.5 IN x 5.5 IN x 3.5 FT #2 - Spruce-Pice-Fir- D~y Use Section Adequate By: 32.0% Controlling Factor: Moment D. Fr, F_ J,[G.~[~ Center Live Loed 0.03 iN L/1252 Deed L~:I 0.01 in Total Load 0.05 iN 1_/930 Live Load Deflection Cfitarta: [./360 Total Load Deflection Cdtede: L/240 Controlling Moment: 2155 ft-lb 2.31 Ft from left support of span 2 (Center Spen) Created by c~,nbining all dead I~eds and live I<:~Kts on span(s) 2 Controlling 8hear:. -1884 lb At a distance d from right support ~f span 2 (Center Span) Created by combining all deed loads and live Ioeds on spen(s) 2 David Btllingsley 217 E Main St Middleburg, PA 17842 StruCaic Version1 8.0.101.0 I~G.T_LGI~ & LiveLoed 859 lb 1477 lb Dead Load 351 lb 516 lb TotatLoad 1210 lb 1993 lb ~ 0.63 in 1.04 in  Canter ~ 3.5 ff Unbraced Length-Too 0 ft Unbraced Le~qgth-B~l.tom 3.5 fl Center No,ch Depth 0.00 Unifom~ Dsed Loed 0 plf ~,~,~ Benin Self Waight 8 plf #2 - Spruce*Pine-Fir To~l Uniform Loed 5 pIf Base Value~ Adiuated Fb = 875 psi Fb' = 1504 psi Bending Cd=t. '~5 CF=1.30 C~I. 15 ~ Lond Number One Shser Stress: Fy= 135 psi Fy'= 'i55 psi ~ De~ Lo~d 498 lb Cd=l. 15 ~ i ~i,-~ 2.33 ft Modulus of E[aaticity: E = 1400 ksi E' = 1400 kst Min. Mod, of Elasticity: E_min = 510 ksi E_min' = 510 ksi TF~PF. ZO~DAL LOAD8 - CENTER $PAN Comp. J. toGrain: Fc--L= 426 psi Fc-J-'= 425 psi Lse~:lNumber One Two Left Uve Lced 0 plf 135 plf Left Deed Load 60 plf 41 plf Right Live Load 0 plf 135 plf Right Dead Load 60 plf 4t plf Load Stert Off Off L~ad End 3.5 ft 3.5 ff .seal Length 3.5 ff 3.5 ft Comparl$on~ with reflulred sections: Rac'd provided Section Modulus: 17.19 in3 22.69 in3 Ama (Shen~): 18.2 in2 24.75 in2 M~nent of Inedia (deflection); 17.94 in4 62.39 ir,,4 Moment: 2155 ft-lb 2844 ft-tb Shem: -1884 lb 2562 lb NOTE8 7/112010 5:13:25 PM 07/08/10 David Biltingsley 217EMainSt Mlddleburg, PA 17842 I Project: AP-A14724 Structural Calcs 06-30-10 [ Location: Transverse heel beam M¢6-Lesded Multi-Span Beam [2009 intemationai Residential Code(2005 NOS)] ( 2 ) 1.5 IN x 7.25 IN x 8.96 FT #2 - Spruce-pine-Fir - Dr/Use StruCaic Version 8.0.101.0 7/1/2010 5:13:25 PM Section Adequate By; 99.7% Controllin~l Factor: Moment gAUTION8 * LamlnaCJons are to be ful~de uniform transfer of loads to a~l members Tokai Load Deflect~ ~ ~ Center Live Load 0.12 IN L~924 Dead Load 0.03 in Total Load 0.14 IN L/750 i~e Lead Deflection Critefla: L/240 ~CTIONS & Live Lced 479 lb 479 lb D~dLoad 112 lb 112 lb Total Load 591 lb 591 lb Besdng Length 0.46 in 0.46 in ~ Center Span Length 8.96 ft Unbraced Length-Tng 0 ft Unbraced Length-Bofiom 8.96 fi Live Lead Duration Factor 1.15 Notch Depth 0.00 #2 - Spruce-Pins-Fir ~ Ad~sted Bending Stress: Fb= 875 psi Fb'= 1208 psi Cd=I.15 CF=1.20 Sheer Stress: Fv = 135 psi Fy' -- 155 psi Cd=1.15 Modulus of Elasticity: E = 1400 ksi E' = 1400 ksi Min. Med. of Elesflcity; E_min= 510 ksi E_min'= 510 ksi Comp. J. toGraln: Fc-J-= 425 psi Fc-J-'= 425 psi Controlling Moment: 1324 fi-lb 4.48 Ft from left support of span 2 (Center Span) Created by combining all dead leads and live Iceds on span(s) 2 Controlling Shear:, 520 lb At a distance d from lefi supp<x't of span 2 (Center Span) Created by combining all dead I(~ds and live leads on span(s) 2 Comparisons with required se¢tlons: R~'d provided Section Modulus: 13.16 in3 26.28 in3 Area (Sheer): 5.03 in2 21.75 in2 Moment of Inertia (deflection): 24.74 in4 95.27 in4 Moment: 1324 fi-lb 2645 fi-lb Sheer: 520 lb 2251 lb UNIFORM LOAD~ Center Unifeen Live Lesd 107 plf Uniform Dead Load 21 plf Beam Sefl Walght 4 plf Total Uniform Lced 132 pIf NOTES project: AP-A14724 Structural Caics 08-30-10 Location: Ceiling beam - garage - uplift Mul~Loaded Multi-Span Beam [2009 International Residential Code(2005 NDS)] (4) 1.5 IN x 18.0 IN x 24.0 FT 2.0 Rigidtam LVL - Ruseburg Forest Products Section Adequate By: 360.3% David Biflngsley 217 EMain St Middleflurg, PA 17842 StruCalc Vemion 8.0.101.0 7/1/2010 5:13:26 PM Deflection I * L~in~$ are to be f~lly connectefl to ~rovide uniform transf~ of loads to all mempsm ~._ [;enter 1657 .17 IN LJ .03 in .14 IN LJ2068 Criteria: LJ380 Tatal Load Deflection Criteria: L/240 LiveL(:ad -1542 lb -1542 lb Deed Load 324 lb 324 lb Total Lead 324 lb 324 lb Uplift (1.5 F.$} -1326 lb .1326 lb ~ 0.07 in 0.07 in  Center I~ 24 fi Unbraced Length-Top 0 ff Unbraced Langth-Battem 24 fi Lh~ Lusd Duration Facto~ 1.60 N(Xch De~th 0.00 2.0 Rigidlam LVL - Ruseburg Forest Products Bending Stress: Sheer Stress: 2 Unifon'n Lh~ Lead 0 pff Unifon~ Dead Load 0 plf Basrn Sail Walght 27 plf Adiusted Total U,6;'~,,; Load 27 pff Fb = 2900 psi Fb' = 3676 psi I ~ Cd='L60 C1=0.63 CF=0.95 Lead Number ~ Two Three F(Nr ~ Six Fv = 285 psi Fy' = 456 psi Live Lead -573 lb -573 lb -770 lb -770 lb -199 lb -199 lb Cd=1.60 Dead Load 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb Modulus of Elasticity; E = 2000 ksi E' = 2000 ksi Location 6.5 ff 17.5 ft 6.5 ff 17.5 ff 1.38 ft 22.63 ff Comp. J- to Grain: Fc- J- = 750 psi Fc- J-' = 750 psi ComB'oiling Momomt: -7444 fi-lb 6.48 Ft from left support of span 2 (Canter Span) Created by combining ail dead leeds and tire iusds on span(s) 2 Controlling Shear: 1250 lb 23.0 Ft from left suplx~ of span 2 (Center Span) Created by combining all dead toads and live laads on span(s) 2 comparlomrm with required ~ectlon~: Re~'d ?rgvided Section Modulus: 24.3 in3 324 In3 Area(Sheer): 4.11 in2 108 in2 Memant of Inalia (deflection): 633.53 in4 2916 in4 M~nant: -7444 flab 9~265 fi-lb Shas~: 1250 lb 32ti32 lb NOTES pm~ect: AP-A14724 Structural Calcs 06-30-10 Location: Transverse heel beam - uplift Multi-Loaded Multi-Span Beam [2009 International Residential Code(2005 NDS)] ( 2 ) 1.5 IN x 7.25 iN x 8.96 FT ~Y2 - Spruce-pine-Fir- D~ Use Section Adequate By~ 721.9% David Bilingsiey 217 E Main St Mkldleburg, PA 17842 StruCalc Version 8.0.101.0 7/1/2010 5:13:26 PM Laminations are to be fully connected to provtde uniform transfer of ~oads to dl members ~ ~ Center Live L~ad -0.05iN L~2104 Dead Load 0.00 in Total Load -0.05 iN !.J2298 Live Load Deflection Cdtmie~ L/240 Total Load Deflection Criteria: U180 LiveLesd -211 lb -211 lb Desd Load 18 lb 18 lb Tctal Load 18 lb 18 lb Upllft(t.SF.$) .199 lb .199 lb Besdr~lLen(~lth 0.01 in 0.01 in ~ Center Span Length 8.96 ft Unbraced Length-Top 0 ft Unbraced Length-Bcttem 8.96 ft Live L~ed Duraion Factor 1.60 Nctch De~th 0.00 #2 - Spruce-Pine-Fir ~ ,~.d!usted Bonding Stress: Fb = 875 psi Fb' = 1621 psi Cd=1.60 Ci=0.96 CF=f.20 ShemStmss: Fy= 135 psi Fy'= 216 psi Cd=L50 Modulus of Elasticity: E = 1400 ksi E' = 1400 ksi Min. Mod. of Elasticity: E_m[n = 510 ksi E_min' = 510 ksi Comp~J. toGrbin: Fc--L= 425 psi Fc-fl-'= 425 psi Controlling Moment: -432 fi-lb 4.48 Ft frora left supp~t of span 2 (Center Spe~) Created by combining all dead loads and live Ice. Is on span(s) 2 Controlling Shear:. 193 lb 9.0 Ft from reft support of spen 2 (Center Span) Created by combining all dead loads and [iw loads on spen(s) 2 Comparisons with required sections: Rea'd Provided Section Modulus: 3.2 in3 26.28 in3 Area(Shear): 1.34 in2 21.75 in2 Moment of Inertia (deflection): 10.87 in4 95.27 i~4 Meme~t: -432 ft4b 3550 fi-lb hear: 193 lb 3132 lb Center Uniform Live L~¢I -47 plf Uniform Dead Load 0 plf Besm Sed Weight 4 plf Total Uniform Load -43 pIf NOTES project: AP-A14724 Structural Calcs 06-30-10 Location: Trens,~erse Rafter - uppe~ flip Multi-Lceded Multi-Span Beam [2009 Inten~ationel Residential Code(2005 NDS)] 1.5 IN x7.25 IN x2.71 FI' (Actual 3.4 FT) #2 - Spruce-Pine-Fir- Dry Use Section Adequate S~ 1959.4% Contrdllng Factor: Shear Liv~ Lead 0.00 IN L/MAX Dead Load 0.00 in Total Load 0.00 IN L/MAX Live L(~ad Defisctien Cdteda: L/240 Tctel Load Deflection CritaHa: !.2180 Live Load 83 lb 83 lb Dead Lead 20 lb 20 lb To~J Load 104 lb 104 lb Bearing Len~[Ith 0.16 in 0.16 in 1.~ Center Spen Length 2.71 ft Unbraced Length-Top 0 ft Unbraced Length-Bcttom 2.71 ff Beam End Elevation Difference 2.04 ft Live Lced Duration Factor 1.15 Natch Depth 0.00 #2 - Spruce-Pine-Fir Bending Stress: Shear Stress: Modelus of Elasticity: Min. Mod, of Elasticity: Comp. J- to Grain: _Base Values Adbsted Fb = 875 psi Fb' = 1389 psi Cd=l. 15 CF= 1.20 C.~1.15 Fy= 135 psi Fv'= 155 psi Cd=1.15 E = 1400 ksi E' = 1400 ksi E_min = 510 ksi E_min' = 510 ksi Fc-J-= 425 psi Fc--L'= 425 psi Controlling Moment: 70 ft-lb 1.358 Ft from left support of span 2 (Cente~ Spes) Created by combining ell dead iseds end Ik~ leeds on span(s) 2 Confl'olllng She~:. 55 lb At a distance d from left supp(3rt of spen 2 (Center Spen) Created by combining all dead leads end live I(~ds on span(s) 2 Compafl~n~ with required sections: Re~'d provided Section Modulus: 0.61 in3 13.14 in3 Area (She~'): 0.53 in2 10.88 in2 Memeat of Inertia (deflection): 0.49 in4 47.63 in4 Mc~nent: 70 ft-lb 1521 ft-lb Shear: 55 lb 1126 lb David Bi#ingsley 1~ 217 E Main St Middledurg, PA 17842 StruCalc Version 8.0.101.0 7/1/2010 5:13:24 PM UNIFORM LOAD8 (;enta' Uniform Live Load 62 plf Unifl3rm Dsed Loed 10 plf Beam Self Wsight 2 plf To(el Uniform L(~ad 73 pE NOTES Project: AP-A14724 Structural Calcs 06-30-10 Location: Ceiling beam - garage 75% LL Multi-Loaded MulU-Spen Besm [2009 Internaional Residential Code(2005 NDS)] (4) 1.5 IN x 18,0 IN x 24.0 FT 2,0 Rigidtam LVL - Reseburg Forest products Section Adequate By 6.9% Controllin~ Factor: Deflection David Billingsley 217 E Main St Middleburg, PA 17842 StruCalc Version 8.0.101,0 711/2010 5:13:26 PM {~AUT~ONS * Laminations ere to be full;/connected to provide uniform transfer of loads to all members .~=[[,[~{~. J~ Center Lh~ L~ed 0.73 IN !_/393 Dead Load 0,39 in Total Load 1.12 IN !_/257 , Live Lesd Deflection Cflteda: !./360 Tot~ Load Deflection Criteria: !_/240 LiveLoad 7115 lb 7116 ~b Dead Load 3876 lb 3879 lb Total Load 10994 lb 10994 lb Bearing Length 2.44 in 2.44 in BEAM DATA Center Spen Length 24 fi Unbraced Leflgth-T~o 0 ff Unbraced Length-B(x~t~n 24 fi Live L(~ad Duration Factor 1.15 No~ch D~oth 0.00 2.0 RIgidlam LVL - Reseburg Forest prod~ts B~ Adiustad Bending Stress: Fb = 2900 psi Fb' = 3170 psi Cd=l. 15 CF=0.95 Shear Stress: Fv = 285 psi FV = 328 psi Cd=l. 15 Modul~s of Elestici[~, E = 2000 ksi E' = 2000 ksi Comp. J-toGraln: Fc-J-= 750 psi Fc-J-'= 750 psi Controlling Moment: 60100 ft-lb 12.0 Ft from left suplx~ of spen 2 (Center Spen) Created by combining all dead loads and tire loads on span(s) 2 Centrolllng Shear:. 9938 lb At a distance d from left support of span 2 (Center Span) Created by combining all dead loads and live I~ads on span(s) 2 Comparisons with required sections: Re~'d Provided Section Modalus: 227.5 in3 324 in3 Area (Shear): 45.48 in2 108 in2 Memant of inertia (deflection): 2728.25 in4 2916 in4 M(:me~t: 60100 fi-lb 85595 fi-lb Sheer:, 9938 lb 23598 ib t,INIFOEM LOAD~ ~;~nt~' Unifon~ Live L(~ed 158plf Uniform Dead Load 70 plf Besm Salf Walght 27 plf Tolal Uniform Lead 255 pff Lead Numb~ One ~ Three Four ~ Six Lk~Load 1398 lb 1398 lb 1126 lb 1126 lb 360 lb 360 lb Dead Load 404 lb 404 lb 815 lb 815 lb 112 lb 112 lb I n~,~l~'~ 6.5 ft 17.5 ft 6.5 ff 17.5 ft 1.38 fi 22.63 ff TRAPEZOIDAL LOAD8 · CENTER SPAN Load Number One Two Three Left Uve Load 273 plf 273 plf 102 plf Left Dead Lead 179 plf 179 plf 40 plf Right Live Load 273 plf 273 pff 102 plf Right Dead Load 179 pff 179 plf 40 pff Lm~d Stert 0 fi 17.5 ft 6.5 ff Load End 6.5 ff 24 ff 17.5 ft L(~¢I Length 6.5 ff 6.5 ff 11 ft 07/08/10 Project: AP-A14724 Structural Calc~ 06-30-10 Location: Header - overhead garage door w/p~int load Mul~Loaded Multi-Span Beam [2009 Internationai Residential Code(2005 NDS)] (3) 1.5 IN x 16.0 IN x 17.0 FT 2.0 Rlgidlam LVL - Rc~edurg Forest Products Section Adequate By: 6.4% Controilin~ Fent~': M~r~,~ David Billingsley 217 EMainSt Middleburg, PA 17842 StmCalc Vemien 8.0.101.0 7/1/2010 5:13:26 PM C&UTION8 · L~,~,,&~;ens are to be full'/~.~,~,,ied to pr~ide uniform transfer of loads to ail members Qp,.F~[.[~,~ Center Live Lm~l 0.43 IN !_/474 Dead Load 0.23 in Total Load 0.66 IN L/310 Live Load Deflection Critefla: L/360 Total Load Deflection Cdteda: L/240 ~ A ~ LiveLead 5841 lb 3116 lb DeadLced 2899 lb 1711 lb Total Load 8740 lb 4826 lb Bearing Leagth 2.59 in 1.43 in  Center 17 ft Unbraced Length-Top 0 ft Unbraced Length-B~tem 17 fi Live Load Duration Factor 1.15 No~ch D~m 0.oo 2.0 Rigidlam LVL - R~edurg Forest Products Base Values Bending Stress: Fb = 2900 psi Cd=1.15 CF=0.96 Sheer Stress: Fv = 285 psi Cd= 1.15 Modulus of Elasticity: E = 2000 kal Comp. .L to Grain: Fc--L= 750 psi Controlling Moment: ~ Center Uniform Live L(~ed 30 plf Uniform Dead Lced 10 pif Beam Saif Waight 18 plf To~J Uniform Load 58 pIf Adiustad Fb'= 3217 psi Fy': 328 psi L(:ed Number One Live Lead 7115 lb E' = 2000 ksi Deed Lead 3876 ib Fc- J-' = 750 psi Locatl(xt 6.25 ff 48362 fi-lb 6.29 Ft from left SUplx~rt of spen 2 (Center Span) Created by combining all dead leads and live loads on span(s) 2 Controlling Shear: 8369 lb At a distance d from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 CompaHsoea with required sections: Re~'d Provided Section Modulus: 180.39 in3 192 in3 Area (Sheer): 38.3 in2 72 in2 Mement of Inertia (deflention): 1188.68 in4 1536 in4 TRAPEZOIDAL LOADS - CEHTER SPAN Lced Number One Left Uve Load 213 plf Left Dead Load 41 pif Right Uve Lead 213 plf Right Dead Load 41 plf Lead Start 0 ff Lead End 6.25 ft L(~d Length 6.25 fi M(~nent: 48362 fi-lb 51475 fi-lb Shear: 8369 lb 15732 lb NOTE8 Project: AP-A14724 Structural Calcs 06-30-10 Location: Jack studs - overhead gar doar Column [2009 International Residential Code(2005 NDS)] (3) 1.5 IN x 5.5 IN x 8.0 FT #2 - Spruce-Pine-Fir- Dry Use Section Adequate B~ 54.9% David Billingsley 217 E Main St Middleburg, PA 17842 StruCaic Version 8.0,101,0 7/1/2010 5:13:26 PM (;:Al.rrloNs * Laminations to be nailed to~lathar par National Deni~ln Specifications for Wood Construction Section 15.3.3.1 Deflection due to lateral loads only; Live Load Deflection Cdtefla: Deft = 0.01 IN = L/MAX L/180 Live Lcad: Vert-LL-F~ = 5841 lb Dead Load: Ve~'t-DL-Po~ = 2925 lb Total Load: Vert-TL-Rxn = 8766 lb Total Reaction at Top of Column: Total Reaction at Bcttam of Column: TL-Rx~-Top = 20 lb TL-Po~-Boltorn = 20 lb Total Column Length: 8 ft Unbraced Longth (X-Axis) Ly: 8 ft Unbraced Length (Y-A)ds) Ly; 4 ft Column End Concl6on-K (e): 1 A)dal Load Duration Fact~ 1.15 Lateral Load Duration Factor 1 #2 - Spruce-Pine-Fir Cornprensive Sbess: Bending Stress (X-X A~s): Bending Stress (Y-Y A~s): Modulus of Elentici~ Min. Mod. of Elasti~ty: Base Values Adjusted Fc= 1150 psi Fc'= 786 psi Cd=t.15 Cf=-1.10 Cp=0.54 Fbx= 875 psi Fb)~= 1504 psi Cd=1.15 CF=1.30 Cr=l. 15 Fby= 875 psi Fb'/= 1504 psi Cd=l. 15 CF=1.30 Cr=l. 15 E= 1400 ksi E'= 1400 ksi E_min= 510 ksi E_min'= 510 ksi Column Section (X-X A)ds): dx= 5.5 in Column Section (Y-Y A~s): dy= 4,5 in Area: A = 24.75 in2 Section Modulus (X-X A~ds): Sx = 22.69 in3 Section Modulus (Y-Y A)ds): Sy= 6.19 in3 Slendamens Ratio: Le~/dx= 17.45 Ley/dy = 10.67 LOADING DIAGRAM A Live Lead: PL = 5841 lb Dead Load: PD = 2889 lb Column Salf Weight: CSW = 36 lb T(Xal Load: PT = 8766 lb ~ (Dy Face) Uniform Lateral Load: wL-Lat = 5 plf Column Calculatlm~s (Controlling Case Only): Controlling L~d Case: A)dai Total Load Only (L + D) Actual C~mprensive Stress: Fc = 354 psi Allowable Comprensive Strens: Fd= 786 psi Eccentricity Moment (X-X A~s): Mx-ex = 0 ft-lb EcceatricJty Moment (Y-Y Axis): M~ey= 0 ft-lb M~mont Due to Lateral Leads (X-X Axis): Mx = 0 fi-lb M~nent Due to Lat~-al Loads (Y-Y A~ds): My = 0 ft-lb Bending Stress Lateral Loads Only (X-X Axis): Fbx = 0 psi Allowable Bending Stress (X-X A)ds): Fbx' = 1504 psi Bonding Stress Latarai Loads Only (Y-Y Axis): Fby = 0 psi Allowable Bending Stress (Y-Y Axis): Fby' = 1504 psi Combined Sb'e~s Factor: CSF · 0.45 NOTES 07/08/10 Project: AP-A14724 Structural Calcs 06-30-10 Location: Header - overhead garage door w/point lead - uplift Multi-Loaded Multi-Span Beam [2009 International Residential Cede(2005 NDS)] (3) 1.5 IN x 16.0 IN x 17.0 FT 2.0 Rigidlam LVL - Rcoebu~g Forest products Section Adequate By: 555.0% Controtiin~l Factor: Deflection David Bi#ingsley 217 E Man St Middledurg, PA 17842 StruCalc Version 8.0.101.0 7/1/2010 5:13:26 PM (~,~UTIONS * Laminations ere to be full~' ~ ~ to provide uniform transfer of Icods to all members Live Lo,ad -0.09 IN L/2358 Dead Load 0.01 in Total Load -0.08 IN [./2699 Live Load De~laction Cdte~e: L/360 Total Load Deflection Crite~a: L/240 LiveLoad -1313 lb -594 lb Dead Load 153 lb 153 lb TotalLcod 153 lb 153 lb Upllft(l.SF.$) .t211 lb -492 lb ~ 0.05 in 0.05 in S~Spp~ ~ DATA Center Length 17 ft Unbraced Lacgth-Tep 0 ft Unbraced Langth-B<3ttem 17 ft Live Load Duration Factor 1.15 N(~ch Depth 0.00 2.0 Rigidlam LVL - Roseburg Forest Products Base Values Adjusted Be~ding Stress: Fb = 2900 psi Fb' = 2869 psi Cd=1.15 C/--0,69 CF=0,96 Shear Stress: Fv = 285 psi Fy' = 328 psi Cd= 1.15 Mndulus of Elasticity:. E = 2000 ksi E' = 2000 kal Comp. J. toGraln: Fc-J-= 750 psi Fc-J-'= 750 psi Controlling Moment: -5758 fi-lb 6.29 Ft frmn lalt support of span 2 (Canter Span) Created by combining all dead loads and live loads on spac(s) 2 Controlling Shear: -1160 lb At left suppod of spen 2 (Center Span) Created by combining all dead leads and live I(~ads on span(s) 2 17ft I IJNIFORM LOAD~ Center Uniform ~ Load 0 plf Uniform Dead Load 0 plf Beam S~f Weight 18 plf Total Uniform Lcod 18 pIf Lead Number One Live Load -1326 lb Dead Load 0 lb /~-~!on 6.25 ft TI:iAPEZOIDAL LOADS - CENTER SPAN L(~ed Number One Left Uve Load -93 plf Left Dead Load 0 plf Right Live Load -93 pff Right Dead Load 0 plf Load Stert 0 ff Load End 6.25 fi .(:ad Length 6.25 ft NOTES 07/08/10 Project: AP-A14724 Structural Calcs 06-30-10 Location: Suplxxt column - garage ceiling beam Column [2009 International Rseidentlei Cede(2005 NDS)] (4) 1.5 IN x5.5 IN x8.0 FT ~2 - Spruce-Pine-Fir- Dry Use Section Adequate By: 59.6% David Billingsley 217 E Main St Middleburg, PA 17842 StruCalc Version 8.0.101.0 7/1/2010 5:13:27 PM (~ALrFIONS · Laminations to be nailed to~alher per Nationei Desitin Specifications fa' Wood Construction Section 15.3.3.1 Deflecfionduetolateralloadsonly: Deft= 0 IN=L/MAX Live Load Deflec6on Criteria: L/180 Li,~e Load: Vort-LL-Rxn = 7116 lb Dead Load: Vert-DL-Po~ = 3927 lb Total Load: Vert-TL-Rxn = 11043 lb Total Reaction at Top of Column: TL-R~-Top = 20 ~b Total Reaction et B~tom of Column: TL-R.xn-BCttom = 20 lb I{~)LUMN DATA Total Column Length: 8 ft Unbraced Length (X-Aris) Ly: 8 ft Unbraced Length (y-Axis) Ly: 4 ff Cdumn End Condflon-K (e): 1 A~dal Load Duration Factor 1.15 Lateral Load Duration Factor 1.00 ~ - Spruce-Pine-Fir Base Values Adjusted Cornpmssive Stress: Fc = 1150 psi Fc' = 829 psi Cd='t. 15 Cf=-1. t0 Cp=0.57 Bending Sb'ese (X-X A,~s); Fbx = 875 psi Fbx' = 1504 psi Cd=l. 15 CF=1.30 Cr=l. 15 Bending Stress (Y-Y,~ds): Fby = 875 psi Fby' = 1504 psi Cd=1.15 CF=I.30 Cr=1.16 Modalus of Elasticit,~ E = 1400 kal E' = 1400 Min. Mod. of Elas6eity: E_min = 510 ksi E_min' = 510 ksi Column Section (X-X Axis): dx= 5.5 in Column Section (Y-Y Axis): dy= 6 in Area: A = 33 in2 Section Modulus (X-X Axis): Sx = 30.25 in3 Secti~ Modulus (Y-Y A.x~s): Sy = 8.25 in3 Slenderness Ratio: Le0ddx = 17.45 Ley/dy = 8 Column Calculations (Controlling Case Only): Contrdling L(~Od Ca~e: Axial Total Load Only (L + D) Aatu;d Compressive Stress: Fc = 335 psi Atlowable Compressive Stress: FC' = 829 psi Eccentricity Momont (X-X A)ds): Mx-ex = 0 fi-lb Eccentricity Momeat (Y-Y Axis): My-ey = 0 fi-lb Moment Due to Lateral Lcd:is (X-X Axis): Mx = 0 fi-lb Moment Due to Lateral Loads (Y-Y Axis): My = 0 fi-lb Bending Stress Lateral Loads Only (X-X Axis): Fbx = 0 psi Allowable Bending Stress (X-X Axis): Fb~ = 1504 psi Bending Stress Lateral Loads Only (Y-Y Axis): Fby = 0 psi Allowable Bending Stress (Y-Y Axis): Fby' = 1504 psi Combined Stress Factor: CSF · 0.4 NOTES A Live Load: PL= 7t16 lb Dead Load: PD = 3879 lb Column S~f Weight: CSW = 48 lb Tolal Lead: PT= 11043 lb ~ (Dy Face) Uniform Lateral Load: wL-Lat = 5 plf 07/08/10 Project: AP-A14724 Structural Calcs 06-30-10 Location: Porch rafter- 5' - uplift Roof Rafter [2009 International Residential Code(2005 NDS)] 1.51N x5.5 IN x6.0 FT ~ 160.C. fl2 - Spruce-Pine-Fir- D~ Use Section Adequate By: 181.1% Contrdling Factor: Moment LOADS Upps~ Live Load ~ A -177 pff Upper Deed Load ~ A 0 plf Upper ToteJ Load ~ A 0 pff Lower Live Load ~ B -177 pff Lower Dead L(~ed ~ B 0 pff Lower Total Load ~ B 0 pff A_ Uplift (1.5 F.S) -236 lb -238 lb Besdn~ Lan~th 0.00 in 0.00 in REACTIONS -236 lb 0 lb 0 lb -238 lb 0 lb 0 lb RAFTER DATA Interk~r Span Longth 6 fi Rafter Pitch 3 :12 Roof sheathing applied to top of joists-top of rafters fully braced. Roof Duration Factor 1.60 Pe~( Notcfl Daf)th 0.00 Base N~ch De~th 0.00 ~[2 - Spruce-Pine-Fir Base Valuse Adlustsd Ber~llng Stress: Fb = 875 psi Fb' = 1579 psi Cd=I.60 Ci--O. 75 CF=1.30 Cr=l. 15 Shear Stress: Fv = 135 psi Fy' = 216 psi Cd=1.60 Modulus of Elasticity; E = 1400 ksl E' = 1400 ~si Min. Med. cf Elasticity; E_min = 510 kal E_min' = 510 kal Cemp.-LtoGraln: FC-J-= 425 psi Fc-J-'= 425 psi C~trolllng Moment: David Biltingaley 217 EMainSt Middleburg, PA 17842 StruCalc Veralon 8.0.101.0 7/112010 5:13:27 PM -354 fi-lb 2.998 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: ~229 lb At left support cf span 2 (Canter Span) Created by co~nbinin9 all dead loads and live loads on span(s) 2 Comparlsoea with requital sections: Re~'d Provided Section Modulus: 2.69 in3 7.56 in3 Area (Shear): 1.59 in2 8.25 in2 Momant cf Inertia (deflection): 5.63 in4 20.8 in4 Momant: -354 fi-lb 995 ft-lb Sheer: -229 lb 1188 lb NOTES Uniform Flor Leading Roof Live L~¢I: LL = -59 psf Roof Dead Load: DL = 0 psf Slope Adjusted Spaea And Loadl Intsder Span: L-OdJ = 6.18 ft Eave Spsn: L-Eave-adj = 0 ft Rafter Live Load: wL-adJ = -74 pff Eave Live Load: wL-Eave-adj = -74 pff Rafter Deed Load: wO-adj = 0 pff RafterTcfalLsed: wT-adj= -74 pif Eave TotsJ Load: wT-Eave-adj = -74 pff Project: AP-A14724 Structural Calcs 06-30-10 Location: Pa'ch rafter - 5' Roof Rafter [2009 Intarnational ResidectJoi Code(2005 NDS)] 1,5 IN x 5.5 IN x6,0 FT @ 160.C. #2 - Spruce-Pine-Fir- O~y Use Section Adequate By: 347.5% Controlling Factor: Momant ~ Center Live L(~I 0.04 iN LY2030 Deed Load 0.01 in Total Load 0.05 IN L/1437 Live Lead Deflection Cdteda: L/240 Total Load Deflection Criteria: I./180 LOADS RF, ACTIONS Upper Live Lead @ A 75 pff 100 lb Upper Deed Load ~ A 3i plf 41 lb UpperTotal Lcad ~A 106 plf 141 lb Lower Live Lead ~ B 75 plf 100 lb Lower Deed Laad @ B 31 plf 41 lb Lower Total Lead ~ B 106 pff 141 lb Bearing Length 0.22 in 0.22 in IJ~ Intedor Span Length 6 fi Rafter Pitch 3 : 12 Roof sheathing applied to top of joists-top of raftas fully braced. Reof Duration Factor 1.15 Pe~ Nofch D~oth 0.00 Base Nofch Depth 0.00 #2 - Spruce-Pine-Fir Base Valuea Adiusted Bending Stress: Fb = 875 psi Fb' = 1504 psi Cd=l. 15 CF=f.30 C/=1.15 Shear Stress: Fv = 135 psi F¢ = 155 psi Cd=l. 15 M~dulus of Eleaticit¥: E = 1400 kal E' = 1400 kal Min. Mod. of Eleaticity: E_min= 510 kal E_min'= 510 kal Comp.-LtoGrain: Fc-J-= 425 psi Fc--L'= 425 psi Controlling Moment: 212 fi-lb 2.998 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads ~1 span(s) 2 Controlling Sheer: -118 lb At a distance d from dght support of span 2 (Cecter Span) Created by combining all dead loads and five loads on span(s) 2 Comparisons with required sections: Rec'd Provided Sectk~ Modulus: 1.69 in3 7.56 in3 Area(Shear): 1.14 in2 8.25 in2 M(~ment of Ine~fia (deflection}: 2.53 in4 20.8 in4 Moment: 212 fi-lb 948 fi-lb Shear: -118 lb 854 ib David Billingsley 217 E Man St Middlebu~g, PA 17842 StruCalc Version 8.0.101.0 7/1/2010 5:13:27 PM A B Uniferm Fleer Loading R~ Live Lead: LL = 25 psf Ronf Dead Lead: DL= 10 psf Slope Adjusted Spans And Load~ Intedor Span: L-adj = 6,18 fi Eave Span: L-Eave-adj = 0 ft Rafter Live Load: wL-adJ = 31 plf Eave Live Lead: wL-Eave-adj = 31 plf Rafter Dead Load: wD-edJ= 13 pff Rafter Total Load: wT-adj = 44 pff Eave Total Load: wT-Eave-adj = 44 NOTES Pro~ect: AP-A14724 Structural Calcs 06-30-10 Location: Porch rafter - 9' - uplift 2x8 @ 12" o.c. Roof Rafter [2009 International Residential Code(2005 NDS)] 1.51NxT,251N xl0OFT @ 120.C. #2 - Slxuce-Pine-Fir - D~ Use Section Adequate By: 19.6% Controlling Factor: Moment J~J.[~l.~.J~ Canter Live Load -0.21 IN L/567 Dead Load 0.00 in Total Load -0.21 IN I./567 Live Load Deflection Crite~a: L/240 Total Load Deflection Cdteda: L/180 LOADS REACTIONS Upper Live Load @ A -295 p~f -295 lb UppsrDeadLoad~A 0 plf 0 lb Upper Total Load @ A 0 plf 0 lb Lower Live Load ~ B -295 pff -295 lb Lower Deed Load ~ B 0 pff 0 Ih Lower Total Load ~ B 0 p~ 0 lb Uplift (t.8 F.S) -295 lb -298 lb Besdr~l Lan~lth 0.00 in 0.00 in David Billlngsley 1~ 217 E Main St Middleburg, PA 17842 StruCaic Version 8.0.101.0 7/1/2010 5:13:27 PM Uniform Floor Loading Roof Live Load: LL = -59 psf Roof Dead Load: DL = 0 psf RAFTER DATA interior Span Length 10 ff Rafter Pitch 3 :12 Roof sheathing applied to top of joists-top of rafiem fully braced. Roof Duration Factor 1.60 Peak Notch Deflbh 0.00 Base Notch Depbh 0.00 #2 - Spruce-Pine-Fir Base Values Adiusted Banding Stress: Fb = 875 psi Fb' = 806 psi Cd=1.60 Ci=-0.42 CF=I.20 Cr'=l. 15 She~' Stress: Fv = 135 psi Fy' = 216 psi Cd=l.60 Modulus of Elasticity: E = 1400 ksi E' = 1400 ksl Min. Mod. of Elasticib/: E_min = 510 ksi E_min' = 510 kst Comp. J- to Grain: Fc - 1. = 425 psi Fc - .L, = 425 psi Controlling Moment: -737 fi-lb 4.996 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 286 lb 9.701 Ft from [eft suppotl of span 2 (Center Span) Created by combining ail dead loads and live loads on span(s) 2 Compertsooa with required sections: Res'd Provided Section Modulus: 10.98 in3 13.14 in3 Area (Shear): 1.99 in2 10.88 in2 Moment of Inertia (deflection): 19.54 ir~, 47.63 in4 Moment: -737 fi-lb 882 fi-lb She~r: 286 lb 1566 lb Slope Adjusted Spans And Load~ Intedor Span: L-adj = 10.31 Eave Span: L-Eave-adj = 0 ft Rafter Live Lead: wL-adj = -56 plf Eave Live Load: wt_-Eave-adj = -56 plf Rafter Deed Load: wD-adj = 0 plf RafierTofalLood: wT-adj= -56 plf Eave Total Load: wT-Eave-adj = -5~ p~f project: AP-A14724 Structural Calcs 06-30-10 Location: Pe~ch rafter - 9' - uplift 2x10 @ 16" o.c. Roof Rafter [2009 International Residential Code(2005 NDS)] 1.5 IN x 9.25 IN x 10.0 FT ~ 160.C. ~ - Spruce-Pine-Fir - Dry Use Section Adequate By: 14.5% Contrdling Factor: Moment ~ Center Live Lead -0.14 IN !./884 Dead Lead 0.00 in Total Load -0.14 IN !_/884 Live Load Deflection Cdtefle: !_/240 Total Load Deflection Criteria: !.2180 LOADS REACTIONS Upper Live Load ~ A -295 pff -393 lb Upper Deed Load ~ A 0 plf 0 lb UpparTot~Loed~A 0 plf 0 lb Lower Live Load ~ B -295 plf -393 lb LowerDesdLond~B 0 plf 0 lb LcwerTo{alLoed~B 0 pff 0 lb Upllft(l.SF.S) -393,3333 lb -393.3333 lb Dasd Billingsley 217 E Main St Middteburg, PA 17842 StruCaic Version 8.0.101.0 7/1/2010 5:13:27 PM ~,OADING DIAGEA¥ Besrin~l Len~h 0.00 in 0.00 in Spen Length 10 fi Uniform Floor Loading Roof Live Lusd: LL= -59 psf Roof Dead Load: DL = 0 psf Slope AdJoated Spans And Loads Interior Span: L-adj = 10.31 fi Rafter Pitch 3 :12 Roof shesthtng a~plied to top of joists-top of rafiem fully braced. R~of Duration Factor 1.60 Pe~( No~ch Depth 0.00 Base Nofch Depth 0.00 #2 - Spruce-Pine-Fir Bending Stress: Shear Stress: Modulus of Elasticity; Min. Mod. of Elasticity: Comp. J- to Grain: Base Veluss Adiusted Fb = 875 psi Fb' = 632 psi Cd=1.60 Ci=-0~36 CF=I. I O Cr=-1.15 Fv= 135 psi Fv'= 216 psi Cd=1.60 E = 1400 ksi E' = 1400 ksi E_min = 510 ksi E_min' = 510 ksi Fc-J-= 425 psi Fc-J-'= 425 psi Conff~lllng Moment: -983 fi-lb 4.996 Ft from left support of spart 2 (Center Span) Created by combining all dead loads and five loads on span(s) 2 Controlling Shear: -382 lb At loft support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comperlaooa with required sections: Re(Yd Prodded Section Modulus: 18.69 in3 21.39 in3 Area (She~): 2.65 in2 13.88 in2 M~mant of Ine~tts (deflection): 26.06 in4 98.93 ir~4 Moment: -983 fi-lb 1126 fi-lb Shear: -382 lb 1998 lb Eave Span: L-Eave-adj = 0 fi Rafter Live Load: wl.-adj = -74 pff Eave Live Load: wL-Eave-adj = -74 pff Rafter Dead Load: wD-adJ = 0 pff Rafter Total Load: wT-adj = -74 pff Eave Total Load: wT-Eave-adj = -74 pff NOTES project: AP-A14724 Structural Calcs 06-30-10 Location: P~-ch dg joist - 5' - uplift Multi-Loaded Multi. Span Beam [2009 International Residential Code(2005 NDS)] 1.5 IN x 5,5 IN x6.0 FT (5 + 1) #2 - Spruce-Pine-Fir- Dry Use Section Adequate By: 212.0% Controlling Factor; Defh~ction I Center Riaht Live Load -0.03IN L/1750 -0.03IN L/374 Dead Load 0.00 in 0.00 in Total Load -0.03IN !.21784 -0.03IN L/370 Live Load Deflection Criteria: I./240 Total Load Deflection Criteda: I./180 54 lb -178 lb Dead Load 4 lb 5 lb To'al Load 58 lb 5 lb Upllft(1.SF.S) -175 lb -535 lb B=~;,.aLength 0.09 in 0.01 in I ~M_I~ Center Rlaht Span Length 5 fi 1 ff Unbraced Longth-Top 0 fi 0 ff Unbraced Length-Bcttom 5 ff I ff Live Load Duration Factor 1.60 Nctch Depth 0.00 #2 - Spruce-Pine-Fir Adiusted David Billingsley 217 E Main St Middlebu~g, PA 17842 StruCalc Version 8.0.101.0 7/1/2010 5:13:27' PM sft ~ Center Rbht Uniform Live L~ed -71 plf -71 plf Uniform Dead Load 0 plf 0 plf BesmSeflWalght 2 pff 2 pff Tctal Uniform Load -69 pff -59 pIf Ip - Load Number One Live Load -236 lb Dead Load 0 lb Location 1 ft Bending Stress: Fb = 875 psi Fb' = 2093 psi Cd=1.60 CF=1.30 Ct'=1.15 Shear Stress: Fv = 135 psi Fy' = 216 psi Cd=1.60 Modulus of Elasticity; E = 1400 ksi E' = 1400 ksi Min. Mod. of Elasticity: E_mth = 510 kal E_min' = 510 ksi Comp. l. toGraln: Fc-l-= 425 psi Fc-J-'= 425 psi Controlling Momeat: 271 E-lb Over tight support of span 2 (Center Span) Created by combining all dead ioods and live loads on span(s) 2, 3 Controlling Sheer:. -305 lb At tefi support of span 3 (Right Span) Created by combining all dead lesds and live I~ads on span(s) 2, 3 Compm'lsmm with required eactlonl: Re~'d Provided Section ModulL~: 1 55 in3 7.56 in3 Area (Sheer): 2.12 in2 8.25 in2. Moment of Inertia (deflection); 6.6' in4 20.8 in4 Moment: 271 fi-lb 1319 fi-lb Shear: -305 lb 1188 lb NOTES project: AP-A14724 Structural Calco 06-30-10 Location: porch cig joist - 9' - uplift 2x8~16' o.c. Mutti-Lcodod MutiI-Span Beam [2009 International Residential Code(2005 NDS)] 1.5 iN x7.25 IN x 10.0 FT (9 + 1) #2 - Spruce-Pine-Fir - Dry Use Section Adequate By: 43.2% Controlling Factor: M~nent .Q~ center ~ [ LiveLc~ecl -0.16 INL/68'/ 0.06 INL/215 [ Desd Load 0.00 in 0.00 in I Total Load -0.15 IN I. J706 0.05 IN L/221 . . ~Live Lead Deflection Crttefla: 1.2240 Tc~al Load Deflection Cnteca: L/180 Live Load 48 lb -320 lb Deed Load 9 lb 11 lb Total Load 56 lb 11 lb Uptift(t.SF.8) -3t4 lb -324 lb Bering Length 0.09 in 0.02 in ~ Center Right Span Length 9 ft 1 ft Unbraced Length-Top 0 ft 0 fi Unbraced Length-BoSom 9 ft 1 fi Live Lead Duration Factor 1.60 No~ch Depth 0.00 #2 - Spruce-Pine-Fir Bending Stress: Shear Stress: Modulus of Elasticity: Min. Mod. of Elasticity: Comp. J- to Grain: Controlling Moment: -699 fi-lb 4.5 Ft from left support of span 2 (Center Span) Created by combining all deed loads and Ibe toads on span(s) 2 Controlling Sha~': -462 lb At left support of span 3 (Right Span) Created by combining al dead icods and live Icods on span(s) 2, 3 ~ Adiusted Fb = 875 psi Fb' = 915 psi Cd=1.60 Ci=0.47 CF=I.20 C~1.15 Fv= 135 psi Fy'= 216 psi Cd=1.60 E = 1400 ksi E' = 1400 ksi E_min = 510 ksi E_min' -- 510 Fc--L= 425 psi Fc--L'= 425 psi Comparlaona with reflulred sections: Rea'd Pn;~dod Section Modulus: 9.17 in3 13.14 in3 Area (Shear): 3.21 in2 10.88 in2 Moment of inertia (deflection): 26.62 in4 47.63 in4 Moment: -699 fi-lb 1002 fi-lb Shear: -462 lb 1566 lb NOTES David Biltingsley 217EMainSt Middleburg, PA 17842 7/1/2010 5:13:28 PM StruC~Jc Version 8.0.101,0 ~ Center Riaht Uniform Live L(:~ed -71 pff -71 plf Uniform Dead Lead 0 pff 0 pff BasrnSelfWeight 2 pff 2 plf To~al Uniform LC~:I -69 pff -69 Load Number One Live Lcod -393 lb Dead Load 0 lb Location 1 ff Project: AP-A14724 Structural Calcs 06-30-10 Location: Poi'ch cig joist - 9' - uplift 2~6@12' o.c. Multi-L(:~ederl Multi-Spen Beam [2009 Intemeflonal Residential Code(2005 NDS)] 1.5 IN x 5.5 IN x 10.0 FT (9 + 1) #2 - Spruce-Pine-Fir - Dry Use S~ction Adequate By: 2,7% Co~troiling Factor: Deflection J~.F.J,~..~ Center Rioht Live Lsed -0,27 IN L/395 0.10 IN L/123 Deed Load 0.01 in 0.00 in Total Load -0.27 iN L/405 0.09 IN !_/127 Live Load Deflection C~e~a; L/240 Toial Load Deflection Criteria: L/180 BP=~..TI.{3I~ A B_ Live Lead 36 lb -243 lb Dead Load 7 lb 8 lb Total Load 42 lb 8 lb Uplift(1.5 F,S) .239 lb -622 lb Bearing Length 0.07 in 0.01 in IJ~_~.~T~ Center ~ight Sp~Length 9 ff 1 ff Unbmced Length-Top 0 fi 0 ft Unbraced Length-Bottom 9 ff 1 ft Live Load Duration Factor 1.60 Notch Depth 0.(30 #2 - Spruce-pine-Fir Base Values Adiusted David Billingsley  217~MalnSt Middleburg, PA 17842 SffuCalc Version 8,0.101.0 7/1/2010 5:13;28 PM gft .~ll~..{~l~[I,.~.~ center R[aht Uniform Live Load -54 pff -54 plf Uniform Dead Lead 0 plf 0 pff BesmSeflWeight 2 pff 2 pff TOtoi Uniferm Load -52 plf -52 pff Load Number One Live Load -295 lb Dead Load 0 lb Location I fi Bending Stress: Fb = 875 psi Fb' = 1183 psi Cd=1.60 Ci=-0.57 CF=1.30 Ct'=1.15 Shesr Stress: Fv= 135 psi Fy'= 216 psi Cd=1.60 Modulus of Elesticit$ E = 1400 ksi E' = 1400 ksi Min. Mod. of Elasticity: E_min = 510 kal E_min' = 510 ksi Comp. J. toGrain: Fc-J-= 425 psi Fc-J-'= 425 psi Controlling Moment: -532 fi-lb 4.5 Ft from left support of span 2 (Center Span) Created by combining all dead leeds end live loads on spen(s) 2 Controlling Shear: -347 lb At left support of span 3 (Right Span) Created by combining all dead loads and live leads on span(s) 2, 3 Comparlsona with required sections: R~I'~ Provided Section Modulus: 5.4 in3 7.56 in3 Area (Shea,): 2.41 in2 8.25 in2 Moment of Inertia (deflection): 20.24 in4 20.8 in4 Moment: -532 fi-lb 746 fi-lb Sheer: -347 lb 1188 lb NOTES project: AP-A14724 Structural Calcs 06-30-10 Location: Porch rafter - 9' 2x8 @ 12" o.c. Roof Rafter [2009 International Residential Code(2005 NDS)] 1.5 IN x 7.25 IN x 10.0 FT ~ 12 O.C. #2 - Spruce-Pine-Fir- Dry Use S~ction Adequate By: 244.5% Controlling Factor: Moment .g~ Center Live Load 0.09 IN L/1339 ~ Dead Load 0.04 in ~ Total Load 0.13 IN LFJ48 ~Live Lced Deflection Cdteda: L/240 Tot~ Load Deflection Criteria: LJ180 _LOADS UpperLiveLeed@A 125 plf 125 lb UpperDeedL-ced~A 52 pti 52 lb Upper Total Load ~ A 177 plf 177 lb LowarLNaLced~B 125 pif 125 lb Lower Deed Load ~ B 52 plf 52 lb LowerTofal Load ~ B 177 pif 177 lb A_ B 0.28 in 0.28 in Da~4d Billtngsley {~ 217 E Main St Middledurg, PA 17842 truCalc Version 8,0.101.0 7/1/2010 5:13:28 PM Sea~ng Length J~J[~.J~..J)~,T~ Intedor Span Length 10 fi nlform Fleer Loading Roof Live Load: LL = 25 psf Roof Dead Loed: DL= 10 psf Slope Adjusted Span~ And Load~ Intedor Spen: L-adj = 10.31 fi Eave Span: L-Eave-edj = 0 ff Rafter Live Laed: wL-ed) = 24 pff Eave Live Load: wL-Eave-adj = 24 pff RaftarDsedLced: wD-edj= 10 pff RattarTatatLced: wT-adj= 33 pff Eave Total Load: wT-Ea~-adj = 33 pff Rafter Pitch 3 :12 Roof sheathing applied to top of jcists-top of rafters fully braced. Roof Duration Factor 1.15 peak Nolch Dedth 0.00 I B~ No~ch Depth 0.00 #2 - Spruce-pine-Fir ~ Adiusted Fb= 875 psi Fb'= 1389 psi Cd=l. 15 CF= f.20 Ct='/. 15 Fv= 135 psi F~/= 155 psi Cd=1.15 E= 1400 ksi E'-- 1400 ksi E_min= 510 ksi E lin'= 510 Fc--L= 425 psi F~--L'= 425 psi Bending Strass: Shear Stress: Modulus of Elasticity: Min. Mod. of Elasticity: Comp. J- to Grain: Controlling Moment: 441 fi-lb 4.996 Ft fram left support of span 2 (Center Span) Created by combining all dead loads and live leads on spsn(s) 2 Controlling Shear: 154 lb At a distance d from left suppart of span 2 (Center Span) Created by combining all dead loads and Ibe loads on span(s) 2 Comparisons with required sections: Rea'd Provided Section Modulus: 3.81 in3 13.14 in3 Aras (Shear); 1.49 in2 10.88 in2 Moment of Inertia (deflection): 8.77 in4 47.63 Moment: 441 fi-lb 1521 fi-lb h~i': 154 lb 1126 lb project: AP-A14724 Structural Calcs 06-30-10 L~cation: pcrch cig joist - 9' - 2~6~12" o.c. Multi-Lceded Murd-Spaa ~esrn [2009 International Residential Code(2005 NDS)] 1.5 iN x 5.5 IN x 10.0 FT (9 + 1} #2 - Spruce-Pine-Fir- Dry Use Section Adequate By. 267.4% Controlling Factor: Moment '/~ Center Live Lced 0.07 IN L/1522 Dead Lead 0.04 in Total Load 0.11 IN L/x:J64 lye Load Deflection Crtteda: L/240 Rioht [ 0.03 IN L/460 -0.01 in -0.03 IN I./347 Total Load Deflection Crite~a: L/180 LiveLced 63 lb 217 lb Dead Load 45 lb 122 lb Total Load 108 lb 338 lb ~ 0.17 in 0.53 in Riaht I 11 Unbraced Length-Top 0 ff 0 ft Unbraced Langth-Bottom 9 ft 1 fi Live Lced Duration Factor 1.15 Notch Depth 0.00 ~2 - Spruce-pine-Fir ~ Adjusted Banding Stress: Fb= 875 psi Fb'= 1106 psi Cd=t.15 C1=-0.74 CF=I.30 Cr=1.15 Shear Stress: Fv = 135 psi F'/= 155 psi Cd= f. 15 Modulus of Elasticity: E = 1400 ksi E' = 1400 ksi Min. Mod. of Elasticity: E_n-,in = 510 ksi E_min' = 510 ksi Comp. J. toGrain; Fc-J-= 425 psi Fc-J-'= 425 psi David Billingsley 217 E Main St Middlepurg, PA 17842 itruCalc Vensk~ 8,0.101.0 711/2010 5:13:28 PM (~enter Uniform Lbe Lced 14 plf Uniform Dead Load 10 plf Besm Sefl Walght 2 plf T(~al Uniform Load 26 p~ Lead Number One Live Load 125 lb Dead Load 52 ib Location 1 ff ~a~ 14 10 p~ 2 p~ 28 p~ Conffolllng Moment: -190 fi-lb Over right suep(xt of span 2 (Center Span) Created by con~bining all dead loads and live loads on span(s) 3 Con~otithg Shear: 191 lb At a distance d from left support of span 3 (Right Span) Created by cembining ali dead leads end live Iceds on span(s) 2, 3 Comparisons with required sections: Res'd Provided Section Modulus: 2.06 in3 7.56 in3 Area (Sheer): 1.85 in2 8.25 in2 Momant of InerUa (deflection): 5.42 in4 20.8 in4 M~mant: -190 fi-lb 697 fi-lb ~heer: 191 lb 854 lb NOTES 07/08/10 ~ Project: AP-A14724 Structural Caics 06-30-10 Lonation: porch rafter - 9' 2x10 @ 16" o.c. Roof [2009 International Rasldenflai Code(2005 NDS)] 1.5 IN x 9.25 IN x 10.0 FT ~ 16 O.C. #2 - Spruce-Pine-Fir - Dry Use Section Adequate By: 285.6% Controlling Factor: Moment lzrr,~J, Er,_TJ g.~ conte Live Load 0.06 iN I./2086 Dead Load 0.02 in Tofal Lead 0.08 IN L/1477 Live Load Deflection Criteria: L/240 Total Load Deflection Critefla: L/180 LOADS UpperLiveLcod~A 125 p~f 167 lb Upper Dead Lead @ A 52 plf 69 lb Upper Total Load ~ A 177 plf 235 lb LowerLiveLcod~B 125 plf 167 lb Lcwer Deed Load ~ B 52 pff 69 lb , LowerTotalLsed~B 177 pff 235 lb A_ Bm=ii, Length 0.37 in 0.37 in ~ !ntedor Span Length 10 ft Rafter pitch 3 :12 Roof sheathing applied to top of joists-top of rafters fully braced. Roof Duration Factor 1.15 peak Notch Dapth 0.00 Base Notch Depth 0.00 #2 - Spouse-Pine-Fir Bending Stress: Shear Stress: Modulus of Elasticity: Min. Mod. of Elasticity;. Comp. J- to Grain: Controlling Moment: 588 fi-lb ~ Adiusted Fb= 875 psi Fb'= 1273 psi Cd=l.15 CF=1.10 Cr=l.15 Fy= 135 psi Fy'= 155 psi Cd=I.15 E = 1400 kal E' -- 1400 ksi E_min = 510 ksi E_min' = 510 kal Fc.J-= 425 psi Fc-J-'= 425 psi 4.996 Ft fr(x~ left support of span 2 (Center Span) Created by combining ail dead loads end I~ leeds on span(s) 2 Controlling Shear. 196 lb At a distance d from left support of span 2 (Center Span) Created by combining all dead loads and live Icods on span(s) 2 Comparleen~ with required sections: Req'd provided Section Modulus: 5.55 in3 21.39 in3 Area (Sheer): 1.9 in2 13.88 in2 Moment of Inertia (deflact[on): 11.7 in4 98.93 in4 Moment: 588 fi-lb 2269 fi-lb ;heer~ 196 lb 1436 lb David Billingsley 217 E Main St Middleburg, PA 17842 StruCalc Version 8.0.101.0 7/1/2010 5:13:28 PM Unlfere Fleer Leading Roof Lbe Load: LL = 25 psf Roof Dead Loed: DL= 10 psf SIo~ ~Ju~ed S~n~ ~d Loa~ Int~ Sp~: L-~J= 10.31 ff E~ Sp~: L-E~j = 0 ff R~ L~ L~: ~-~J = 31 pE E~ Li~ L~: ~-E~J = 31 pff R~D~L~: ~-~J= 13 pff R~To~L~: wT-~j= 44 pE Ea~ T~ L~: wT-E~) = 44 pE Project: AP-A14724 Structural Calcs 06-30-10 Lecation: Porch cig joist- 5' Mutti-Loeded Multi-Span Beam [2009 Intemeflonal Rseidectiai Code(2005 NDS)] 1.5 IN x 5.5 IN x6,0 FT (5 + 1) ¢t2 - Spruce-Pine-Fir - Dry Use Section Adequate By: 450.8% Controlling Factor: Shear [ Qenter Rif:iht Live Load -0.01 IN LJ5892 0.01 IN LJ947 DecdLoad 0.00in 0.00 in Total Load -0.01 IN L/6426 0.01 IN L/820 Live Load Deflection Criteria: L/240 Total Load Deflection Cdteda: L/180 LiveLsed 35 lb 170 lb Deed Load 19 lb 91 lb To~l Load 54 lb 261 lb i Uplift(1.5 F.S) -8 lb 0 lb Beadr~l Lec~lth 0.09 in 0,41 in .~ Center Rig~ Span Length 5 ft 1 ft Unbraced Lengt~Top 0 ft 0 ft Unbraced Lecgth-Bcx'tom 5 ft 1 Live Load Duration Factur 1.15 No~ch Depth 0.00 t~2 - Spruce-Pine-Fir Bending Stress: Sheer Stress: Modulus of Elseticib~ Min. Med. of Elasticity: Comp. J- to Grain: Contro01ng Moment: -154 fi-lb O~' right support of span 2 (Center Span) Created by combining all dead ti3eds and live loads on span(s) 3 ContToIIIng Shenn 155 lb At a distance d from left support of spec 3 (Right Span) Created by combining all dead loads and live loads on spen(s) 2, 3 _Base Volses A~iustad Fb = 875 psi Fb' = 1385 psi Cd=l. 15 Ci=-(~92 CF=1.30 C,"=I. 15 Fy= 135 psi Fy'= 155 psi Cd=l. 15 E= 1400 kal E'= 1400 ksi E_min= 510 ksi E_min'= 510 ksi Fc-J-= 425 psi Fc-J-'= 425 psi Comparlaone with required sectlona: Rec'd Provided Section Modulus: 1.33 in3 7.56 in3 Area (Shear): 1.5 in2 8,25 in2 Moment of Inertia (deflection): 2.63 in4 20.8 in4 Moment: -154 fi-lb 873 fi-lb Shear; 155 lb 854 lb NOTES I David Billlngsley 217 E Main St Middledurg, PA 17842 StruCalc Version 8.0.101.0 7/112010 5:13:28 PM UNIFORM LOADS Center Right Uniform Live Lsed 14 plf 14 plf Unifurm Deed Load 10 plf 10 plf BsemSeflWalght 2 plf 2 plf Total Uniform Load 26 pff 26 pIf P Lead Numbe~ One Live Lc~ed 100 lb Dead Load 41 lb Location Ift Project: AP-A14724 Structural Calcs 06-30-10 Location: Porch cig joist - 9' - 2x8@16" o.c. Multi-Loaded Multi-Span Beam [2009 International Residential Code(2005 NDS)] 1.5 IN x 7.25 IN x 10.0 FT (9 + 1) #2 - Spruce-Pine-Fir- DPJ Use Section Adequate By: 286.9% Controlling Factor: Moment DEFLECTION8 Center Ri(3ht Live Load 0.03IN L/3485 0.02 IN L/799 DesdLoad 0.02in 0.00 in Total Load 0.05 IN L/2264 -0.01 IN !.,/858 Live Lsed Deflection Cdteda: !.2240 Total Load Deflection Criteria: L/180 REACTIONS A Live Load 63 lb 263 lb Dead Load 46 lb 143 lb Total Load 109 lb 407 lb Beerin9 Length 0.17 in 0.64 in BEAM DATA Center Rioht Span Length 9 fi 1 fi Unbraced Length-Top 0 ff 0 fi Unbmced Langth-Boitom 9 fi 1 fi LN.~ Lsed Duration Factor 1.15 No~ch Depth 0.00 #2 - Spruce-Pine-Fir Base Values Adiusted Bending Stress: Fb = 875 psi Fb' = 880 psi Cd='i. 15 C;=O. 63 CF=1.20 C.,=I. 15 Shear Stress: Fv= 135 psi Fy'= 155 psi Cd=1.15 Medulus of Elasticity:. E = 1400 ksi E' = 1400 ksi Min. Mod. of Elasticit~ E_min = 510 ksi E_min' = 510 kal Comp. J-toGrain: Fc--L= 425 psi Fc-J-'= 425 psi David Billingsley 217 E Main St Middleburg, PA 17842 StruCalc Version 8.0.101.0 7/1/2010 5:13:28 PM UNIFORM LOADS Center Rioht Uniform Live Lood 14 pff 14 pff Uniform Desd Load 10 plf 10 pff BearnSalfW~ght 2 plf 2 plf To~J Uniform L~d 26 pIf 26 pif pI;31NT LOAD8. RIGHT SPAN Load Number One Live Load 167 lb Dead Load 69 lb Location I fi Controlling Moment: -249 fi-lb Over dght support of span 2 (Center Span) Created by combining all dead Iceds and live loads on span(s) 2, 3 Controlling Shear:. 252 lb At a distance d from dght supp(xt of span 3 (Right Span) Created by combining all dead Ic~ls and live loads on span(s) 2, 3 Comparlsorm with required sections: Re<~'d Provided Section Modulus: 3.4 in3 13.14 in3 Ares(Shear): 2.43 in2 10.88 in2 Moment of In.ia (deflection): 7.15 in4 47.63 in4 Moment: -249 fi-lb 963 fi-lb Shear: 252 lb 1126 lb NOTES 07/08/10 David E. Billingsley, PE 217 East Main Street · Middlebun~, PA 17842 Phone (570) 837~577 · FAX (570) 837-0585 JOB AP-A14724 Main House SHEET NO. I OF CALCULATED SY DB DATE CHECKED BY DATE 44 7/1/2010 Location: NY 120mph Exp C Re.,.Ndent~[i Two Story Modular Wood Frame Construction 07/08/10 Codes: 2007 New Yofl( Residentla! code; 2001ND$; ASCE 7-02 Seismic Criteda Seismic Design Category (SDC) Short pedod design spectral response acceleration (SDs) 0.32 Basic Wind Speed '120 mph (3 second gust) V= Exposure = C Wind Exposure Adjustment Factor = 1:35 Snow Load Ground Snow Load = 25 psf JOB AP-A14724 Main House SHEET NO. 2 OF 44 CALCULATED BY DB DATE 7/1/2010 CHECKED BY DATE Floor Diaphragm Aspect Ratio Length of side (L~)(house width) = 27.5 ft. Length of side (L2)(houselength) = 45 ff. L2 / L~ = 1.64.:i < 4:1 Max Mean Roof Height = 25 ff. Roof Framing Span (Horizontal Projection) = Roof Framing Spacing = 16 in. o.c, Roof Overhang Length = 1 ff. Roof Slope = 7 :IZ Roof Diaphragm Aspect Ratio Length of side (L~)(house width) = Length of side (L2)(house length) = L2 ! L~ = 1.64:1 < 4:1 Roof/Ceiling Assembly Dead Load = 13.75 ft. 27.5 ft. 45 ft. 15 psf Roof Framing Type = Raft-er JOE AP-A14724 Main House 44 7/1/2010 SHEET NO. 3 oF CALCULATED BY DB DATE CHECKED BY DATE 1 st Story Loadbearing Wall Height = 8 ft. 2nd Story Loadbearing Wall Height = 8 ft Wall Stud Specifications = ~ Wall Stud Spacing = i6 in. o.c. Shearwall Segment Aspect Ratio 1st Story Shearwall Height = 2nd Story Shearwall Height = iil ft. OSB - PLY 1st Story Minimum Shearwall Length = H / 3.5 = 2.2~ ft. 2nd Story Minimum Shearwall Length = H / 3.5 = 2~ ft. GYP H / 1.5 = 5.33; ft. H/1.5 = 1 st Story Wall Length Available for Full Height Sheathing BI~ = 19~10: ff. I-~o,, = 1134 ff. B~gh, = 20~75 ft. Lre~ = 26.33 ff. 1 st Story Maximum Unrestrained Opening Height H~t = 0 in. H~ro~ = 66 in. H.~h, = in. Hrear = 8~ in, 2nd Story Wall Length Available for Full Height Sheathing Bleff= 9,67 ff. Lfront= Bright = 27.67 ff. Lrear = 31.10 ff. 2nd Story Maximum Unrestrained Opening Height Hleff= g in. Hfmnt= 66 in. Hright= 0 in. Hrear= 66 in. JOS AP-A14724 Main House 44 7/1/2010 SHEET NO. 4 OF CALCULATED BY OB DATE CHECKED BY DATE ASCE 7-02 Building Width = 27.S; ff. Roof Framing Spacing = 16 in. o.c. Roof / Ceiling Assembly Dead Load = 15 psf Roof Span = 27.5 ft. Amount of load to be subtracted per Story = = {[(Unit Width / 2) x Floor/Roof Dead Load] + Wall Dead Load} x 0.6 = { [(13.75ff / 2) x 10 psf] + 60 plf} x 0.6 = 77 plf Vertical Design Wind Pressures End Zone Wind Uplift Pressure = 15.6 psf Int. Zone Wind Uplift Pressure = 13.4 psf Overhang Wind Uplift Pressure = 15~6 psf 3 Sec Gust Wind Speed = 120~I mph MWFRS Figure 6-2 Max of Zones E & F MWFRS Figure 6-2 Max of Zones G & H MWFRS Figure 6-2 Max of Zones Eoh, Goh, E,F,G&H Wind Exposure Category = Wind Exposure Adjustment Factor = 1.35 Adjusted Uplift Pressures Adjusted End Zone Wind Uplift Pressure = 21 ~psf Adjusted Int. Zone Wind Uplift Pressure = 18.~ psf Adjusted Overhang Wind Uplift Pressure = 21 psf Roof to 2nd Story Wall Connection Load = 311 plf 2nd Story Wall to 1 st Story Wall Connection Load = 311 plf - 77 plf = 23-3 plf 1st Story Wall to Foundation Connection Load = 23-3 plf - 77 plf = 156 plf JO8 AP-A14724 Main House 44 7/1/2010 SHEET NO. 5 OF CALCULATED BY DB DATE CHECKED BY DATE Uolift Connections {cont'd) Note: NI uplift load on roof resisted at sidewalls Main House Connection Design Connections to transfer uplift loads from the roof assembly to foundation must maintain a continuous load path. Use structural connectors to provide the required connection. Altemata connection methods may be used, if they are satisfactorily proven to resist the calculated loads. Rafter to Ceiling Joist Connection wi gussets Connector: (2) 7/16" WSP Gusset Plates (I) ea side of rafter Fastener: 7/16"xl 1/2- x16 ga staples Staple Value - Lateral value 7/16in x 1 1/2in x 16 ga staple wllin penetration = Allowable Load= 40~ Ibcap x 6 Staples = 245 lb 40.~: lbs per staple Reference page 9 for staple capacity calc. for HF or SPF Note: The number of required staples above Is the amount of staples required to fasten EACH gusset to the rafter and EACH gusset to the ceiling joist. Req'd Uplift Rafter in. to ft. Per Required Provided Load Spacing conversion Gusset Capacity Capacity 3tl plf x 16ino.c. x lftl~2i1~ / 2 = 207 lb < 24~ perg.sse Ceiling Joist to 2nd Story Wall Stud Connection Connector: 1.25"X20 ga Steel strap Fastener: (7) 10d nallsinraftarand 10dnaitainwell stud Allowable Load = 867 lb Connector Req'd Uplift Capacity Load 867; lbs / 311 plf in. to ft. Req'd Provided conversion Spacing Spacing x 1ff1121~ = 33 in. 32 in. JOB AP-A14724 Main House SHEET NO. 6 OF CALCULATED BY DB CATE CHECKEC BY DATE 44 711/2010 Uollft Connections (cont'd) 2nd Story Wall Stud to 2nd Story Floor Band Connection Connector: USP Structural Connector LSTA12 (10) 10d nails- (5) each end of strap Allowable Load = 790 lb Req'd Uplift Load Front 31 plf Rear 2nd Story Wall Stud to 2nd Story Floor Sand Connection Connector: 7116" OSB/PLY overlap 2 rows of 0~131"x2.5" Nalla Allowable Load = 192 lb - Front & Rear Req'd Spacing in D.C. - Left & Right Req'd Uplift Req'd Load Spacing $~ii~ in D.C. - Front & Rear Right 2nd Story Floor Band to 1 st Story Ceiling Band Connection Connector: USP Structural Connector LSTA15 (12) 10d nails~ (6) each end ofs~ Allowable Load = 950 lb Req'd Uplift Req'd Load Spacing C Front 233:~ plf Sin o.. Rear plf 48~ in D.C. 2nd Story Floor Band to 1st Story Ceiling Band Connection Connector: 7116, OSB/PLY overlap 2 rows of 0.131'x2~5" Nails Allowable Load = 192 lb Right - Left & Right Req'd Uplift Load 2~ plf Req'd Spacing 6 in o.c. 1st Story Ceiling Band to 1st Story Wall Stud Connection - Front & Rear ConnectorUSP Structural Connector LSTA12 (10) 10d nails - (5) each end of strap Allowable Load = 790 lb Req'd Uplift Load Front plf Rear 233 plf Req'd Spacing 41 in D.C. 41 in D.C. Provided Spacing 16 n D.C. 16 in D.C. Provided Spacing 3 in D.C. Provided Spacing hOC. 48~ in D.C. Provided Spacing 6- in D.C. Provided Spacing 32 in D.C. 32 in D.C. Joe ' AP-A14724 Main House SHEETNO. 6A OF CALCULATED BY DB DATE CHECKED BY DATE 44 7/1/2010 Uplift Connections ¢cont'd) 1 st Story Wall Stud to Floor Band Connection Connector: 7/16~ OSB~Y overlap floor rim joist 6~ Fastener: 0.113in x 2,3/8in nails Must Use Nails in Higher than Seismic Zone C Nail Value - Lateral Value 0.113in x 2-3/8in nail = 83 lbs per nail Use 2 rows of nails along bottom edge of panel - stagger spacing between rows Front Rear Left Right Req'd Uplift Required Load Spacing so~,~ i~ p~f in. o.c. plf 3 n o.c. n. o.c. 07/08/10 Joe AP-A14724 Main House SHEET NO. 7 OF CALCULATED BY DB DATE CHECKED BY DATE 44 7/1/2010 Uollft Connections (cont'd} Design 1st Story Module to Sill Plate Connection Assume Typical 1 st Story Module to Sill Plate Connection made with Connector: 7/16" OSB/PLY °vedap silt pl~e 1.5, Fastener: 0.131"x2.5" Nai~ Must Use Nails in Higher than Seismic Zone C Nail Value - Lateral value 0.131inx2.5in Nails = lbs per nail Use 1 row of nails along bottom edge of panel Floor Band to Sill Plate Connection Req'd Uplift Req'd Load Spacing Front 601 plf in. o.c. Rear 25~; plf in. o.c. Left plf in. o.c. Right 63~ plf in. o,c. 07/08/10 Jos AP-A14724 Main House SHEETNO. 8 OF 44 CALCULA~O BY DB DA31~ 7/1/2010 CHECKED BY DATE Slrmle Shear Sta~le Canacitv wi min. t" penetration D = 0.063 in Fyb = 1E+05 psi Rd = 2.2 Rd = 0i77g = P,t = 2.286 = Im = I in Is = 0 438 in F~ = 3350 psi Fes = 4300 psi Per Section 11.1.7 of 2005 NDS "Other Dowel- Type Fasteners" Diameter ts = 0;438 in Dowel bending yield strength tm = 1 in Reduction Term - See Table 11.3.1B Ss = F~,. / Fes Ms = SPF Im/ Is So = 16 main member dowel beating length Co = 1;6 side member dowel beadng length main member dowel beadng strength side member dowel bearing strength Table 11.3,1A Yield Limit Equations: Mode Shear Im Zim = D x Ir. x Fern X CD Is Zls = D x is x F~ x CD Rd Zu = kIxoxlsxFes x Co Rd Illin Z[ilm= k2 xO xlm xFe~ X Co (1+2Rd) X Rd = 54.5/: lb = 56.3: lb = 33.6 lb ills Z~l~s = k3 X D Xls xFem X Co (2+Re) x Rd IV Notes: K1 = K2 ZlV = D2 x ~ X Fem x Fyb I¢/2) = 20;2 lb Rd L3X(I+Ro) 2 2 ¢/2) [Rd x (l+Rt)] [Re + (2Rd2 x (1 +Rt+Rt )) + (Rtx Rd3)] ' (1+Rd) .1 +1(2~((1+R,,))+ 2FybX(I+2R~,)xD2 I¢/2) · 3Fern X Im2 K3 .1 + 1(2 x (l~,~Re)) + 2Fyt~ X (2+Rd) X D2 1(1/2) , 3Fern x Is2 Side member thickness Main member penetration Side member species Main member species Staple Gage Load Duration Factor Staple Capacity: Zstaple = 2 Legs x Zmin Zstaple = lbs Minimum Shear, Zmin -- 20.2:: JOS AP-A14724 Main House SHEETNO, SA OF 44 CALCULATED BY DB DATE 7/1/2010 CHECKEDBY DATE Per Section 11.1.7 of 2005 NDS Shear ~.'__~.~ Ca-aclt~ wi Metal Side Member wi min. 1" ~3enetratlon "Other Dowel-Type Fasteners" Diameter ts = 0,036 in Dowel bending yield strength tm = I in Reduction Term - See Table11.3.1B Ss = 20GASteel~ F~m / F6s Ms = SPF I,. / Is SD = 16 main member dowel beadng length CD = 1 side member dowel beadng length main member dowel beadng strength side member dowel beadng strength D -- 0.063 in Fyb = 1E+05 psi Rd = 2.2 Rd = 0,054,-- Rt = 27.78 = Ir. = 1 in Fe= = 3350 psi F, = 61850 psi Table 11.3.1A Yield Lim~ Equations: Mode Shear Ir. Zim = D Xlm X Fem Rd Is Zl~= OxlsxF. ti Z. = ki x D x Is x F. Illm Zlllm= k2 X D Xlm x F~m (1+2Re) X Rd x CD = 15~5 ;lb x CD = 102.~ lb x CD = 62:8 :lb x Co = 66.7 lb Zll18 = k3 x D x Is x Fern (2+Re) x Rd Side member thickness Main member penetration Side member species Main member species Staple Gage Load Duration Factor Staple Capacity: Zstaple -- 2 Legs x Zmin Zstaple = 52:5 lbs x CD = 31,B lb IV Zlv = D2 x 2 x Fern x Fyb'~(112) Rd 3 X (1 + Rd)m Minimum Shear, Zmin = 26,3. lb Notes: K1 = [Re + (2Rd2 x (l+Rt+l~2)) + (Rt2 x Re3)](1/2) - [Re X (l+Rt)] (I+R~) K2 = -1 + (2r~(l+Rd))+ 2FybX(l+2Rd)xD2 (il2) / 3F,~ x Ir"2 = 0.5 = 11.8; JOB AP-A14724 Main House SHEETNO, 9 OF 44 CALCULATED BY DB DATE 711/2010 CHECKED BY DATE 16GA Strap Capacity Thickness of Strap = 0.0598 in Strength of Steel = 36 ksi Strength Reduction Factor = 0.6 Width of Steel Strap = 1.5 in Thickness of fastener = 0.1310 in Capacity of Strap = Thicknes x (Width of Strap - Width of fastener) x Strength of Steel x Strength Reduction Factor = Capacity of Strap = 1768.3 lb 0,131 "x2,5" Nail Capacity Shear Z= 83: lb Load Duration Factor = NDS Table 11P 1.6 for wind Adjusted Fastener Capacity = 132~8 lb Required Quantity of Fasteners to achieve max capacity of strap QTY = ~14 nails each end of each strap Jos AP-A14724 Main House SHEET NO. 9A OF 44 C~LCULATED SY DB DATE 7/1/2010 CHECKED BY DATE 20GA Strap Capacity Thickness of Strap = 0,0359 in Strength of Steel = 36 ksi Strength Reduction Factor = Width of Steel Strap = 1.25 in Thickness of fastener = 0.1310 in Capacity of Strap = Thicknes x (Width of Strap - Width of fastener) x Strength of Steel x Strength Reduction Factor Capacity of Strap = 867:72 lb 0 131"x2.5" Na Capacity Shear Z= 81 lb NDSTable11P Load Duration Factor = 1.6 for wind Adjusted Fastener Capacity = 129;~: lb Required Quantity of Fasteners to achieve max capacity of strap = QTY = 7 nails each end of each strap JOS AP-A14724 Main House SHEET NO. 10 OF CALCULATED BY DB DATE CHECKED BY DATE 44 7/1/2010 Nq ~;a;,ewatl Uollft Connections Reaulred - All U,~llft Resisted at Sidewalls 07/08/10 JO8 AP-A14724 Main House 44 7/1/2010 SHEET NO. 11 OF CALCULATED BY DB DATE CHECKED BY DATE NO M&t~wall Uolift Connections Reaulred - AJI UDlift Resisted at Sidewalls 07/08/10 JOB AP-A14724 Main House SHEETNO. 12 OF C.~LCULATED BY DB DATE CHECKED BY DATE 44 7/1/2010 Ul~lift Connections (cont'd} Check Tensile Strength of Studs to Transfer Uplift Loads spF Nominal Tensile Stress F, = 2~ psi Load Duration Factor CD = 1.6 Size Factor CF = 1.3 Allowable Tensile Stress Ft' = Ft Co CF = Net Area of Stud A = 8,25 in2 Allowable Tensile Load pt' = Ft'A= 4290 lb > 415 lb ANSI / AF&PA NDS Table 4A ANSI / AF&PA NDS Table 2.3.2 ANSI / AF&PA NDS Table 4A ANSI / AF&PA NDS Table 4.3.1 07/08/10 JOS AP-A14724 Main House SHEET NO. 13 OF 44 CALCULATED BY DB DATE 7/1/2010 CHECKED BY DATE 07/08/10 Roof Pitch = Roof Height = 91021 ff Roof Span = 13;75 ff. 3 Sec Gust Wind Speed = 1~ mph C' Wind Exposure Adjustment Factor = 1 Wind Exposure -- Max Wall Height = 8 ft End Zone Length = 61~ ft Building Length = FlooflCeiling Depth = 1.75 ff Horizontal Design Wind Pressures End Zone Wall Horizontal Pressure = End Zone Roof Horizontal Pressure = Int. Zone Wall Horizontal Pressure = Int. Zone Roof Horizontal Pressure = (Enter 10psf as minimum value or if value is less than zero) 25,7 psf MWFRS Figure 6-2 Zone A 17.~ psf MWFRS Figure 6-2 Zone B 20~'~ psf MWFRS Figure 6-2 Zone C 14 psf MVVFRS Figure 6-2 Zone D Average Wall Horizontal Pressure = 2i'8~ psf = (Wall End Zone Press x 2 x End Zone Length ) + [Wall Int. Zone Press x (Building Length - (2 x End Zone Length) ] Building Length Average Roof Horizontal Pressure = 14.96 psf = (Roof End Zone Press x 2 x End Zone Length ) + [Reof Int Zone Press x (Building Length - (2 x End Zone Length) ] Building Length Perpendicular to Ridge Roof Diaphragm Load = 222~ plf = (Ave. Roof Hot. Press. x Roof Height) Adjusted Roof Diaphragm Load = 300 plf + (Ave. Wall Hot, Press. xWall Height/2) Multiplied by Wind Exp. Factor Floor Diaphragm Load = 2~2.7 plf = [Ave. Wall Hor. Press. x (Wall Height+Floor/Ceiling Depth)] Adjusted Floor Diaphragm Load = 287 plf Multiplied by Wind Exp. Factor Parallel to Ridge Roof Diaphragm Load = 154.~ plf = (Ave. Roof Hor. Press. x Roof Height/2) Adjusted Roof Diaphragm Load = 209 plf + (Ave. Wall Hor. Press. xWall Height / 2) Multiplied by Wind Exp. Factor Floor Diaphragm Load = 212.7 plf = Same as Perp to Ridge Floor Diaphragm Load Adjusted Floor Diaphragm Load = 287 pif Multiplied by Wind Exp. Factor JOB AP-A14724 Main House 44 7/1/2010 SHEET NO. 14 OF CALCULATED BY DB DATE CHECKED BY DATE Shear Connections - Wind {cont'dt Reference Sheet 13 for wroof & wfloor calculations Total Shear Capacity Requirements Wind Perpendicular to Ridge w~o~ = 3~ plf L = 45 ff. Vmof = wmof x L = 1349~ lb V~ = w.o~ x L = 12920~ lb Wind Parallel to Ridge Winof = w.~= 287 plf Vroo~ = Wroof X B = 57~lb V~o~ =w~rxB = 7896 lb Shear Tranfer Connection Capacity Requirements vroof = Vroof / 2 / B = 24~~, P f vfloorl = Vroof + Vfloorl / 2 / B = 4~ plf vfloor2 = Vroof + [2 x (Vfloor / 2 / B)] = plf woof=Vroof/2/L= ~ ;plf vfloorl--Vroof+Vfloor/2/L= 152 PIf vfloor2 -- Vroof + [2 x (Vfloor / 2 / L)] = 07/08/10 Joe AP-A14724 Main House SHEET NO. 15 OF 44 CALCULATED BY DB DATE 7/1/2010 CHECKED BY DATE Shear Connections - Seismic (cont'di ASCE 7-02 Total Shear Capacity Requirements - Seismic Seismic Design Category = Weights: Wroof = Wswall = 27~ lb Wewall = 1650 lb Wgable = 8~ lb Wfloor = 18563 lb Wewall 2nd FL = 27~iIb Wswall 2nd FL = lb Wfloor 2nd FL = 18583 lb Wto~= 65213 lb Seismic Sase Shear, V: VTM FXSDs X R Vertical Distribution, Fx: Fx = wx x V F~o~ = 13~; lb F~or~ = 257t lb Fx.fioor2 = lb Factors: R= F~ = F= SDS = 6,5 Table 12.14-1 1 · Section 12.14.8.1 0.32 Sesct~o 11.4.1 Section 12.14.8.1 Wtotal = 3532 lb Section 12.14.8.2 Floor Diaphragm Load = 3532 lb Diaphragm Unit Shear Capacity Requirements B= 27;5 ft. L= 45 ft. Perpendicutar to Ridge vroof=Fx, roof/2/B= 24 plf 1st floor down from roof vfioor1 = Fx.fl°°rl / 2 / B = 47 plf vfloor2 = Fx.floor2 / 2 / B = 64 Wind Parallel to Ridge vroof = Fx.roof / 2 / L = 15 plf vfloorl = Fx.floorl/2 / L = 29 plf vfloor2=Fx.floor2/2/L= 39 p{f JO~ AP-A14724 Main House SHEET NO, 16 OF CALCULATED BY DB DATE CHECKED BY DATE 44 7/1/2010 Shear Connections {cont'd) Reference Sheet 14 & 15 for Vroof calculations Shearwall Unit Shear Capacity Requirements Shear Perpendicular to Ridge 2nd Story Wall (Shearwall Supports Roof & Ceiling) Wall Length Available for Full Height Sheathing Bleff= 9,8~ ft. %left= Bright= 27187 ff. %dght = Shearwall Unit Shear Capacity Vwall left = Vroof / 2 Bleft Vwall left = 134~ lb /(2 x 9:67 ff.) Vwall left = 6~ plf willdC~ i~- Vwall dght = Vroof / 2 Bright Vwall right= 1349~; b /(2x 27~67 ff.) vwa, right-- Shear Parallel to Ridge 2nd Story Wall (Shearwall Supports Roof & Ceiling) Wall Length Available for Full Height Sheathing Lfront = 14,~ ff. %front = Lrear: 31~1~ ft. %rear = Shearwall Unit Shear Capacity Vwall front = Vroof / 2 Lfront = 574~ lb /(2x 14,32 ff.) Vwall front = Vwall front = 2Q~ plf Wirld~$ Vwall rear = Vroof / 2 Lrear = Vwall rear = 5744 lb / (2 x 31.1G ft.) Vwall rear: 92 PIf willdC~trOl~ 07/08/10 JOB AP-A14724 Main House SHEET NO. 16A OF CALCULATED BY DB DATE CHECKED BY DATE 44 7/1/2010 Shear Connections ~cont'd) Reference Sheet 14 & 15 for Vroof calculations Shearwall Unit Shear Capacity Requirements Shear Perpendicular to Ridge 1 st Story Wail (Shearwall Supports Roof & Ceiling) Wall Length Available for Full Height Sheathing ft Bm0.= 2o.? ft. Shearwall Unit Shear Capacity Vwall left = (Vroof + Vfloor) / 2 Bleft Vwallleft= 13499!1b + 129201b Vwall left = 692 plf Vwall right = (Vroof + Vfloor) / 2 Bright Vwall right = Vwall right = /(2x 12~ / (2 + lb x 6~ plf W~C~ i9 lO ft,) 20.75; ff.) Shear Parallel to Ridge 1st Story Wall (Shearwall Supports Roof & Ceiling) Wall Length Available for Full Height Sheathing L~= 11.34 ft. o/~= L__r-- 26 3~ ft. O/omar= Shearwall Unit Shear Capacity Vwall front = (Vroof + Vfloor) / 2 Lfront Vwallfront= + 7896 lb /(2x Vwall front = 601 plf W'mdC0n~ols: Vwall rear = (Vroof + Vfloor) / 2 Lrear Vwallrear= 57~ lb + 7896 lb /(2x Vwall rear = 259 plf Wind C0n~ 11.34 ft.) 26:33 ft.) 07/08/10 JOE AP-A14724 Main House 44 7/1/2010 SHEET NO. 17 OF CALCULATED BY DB DATE CHECKED BY DATE Shear Connections (cont'd) Shear Capacity of 2nd Story Perforated Shearwall Assembly Percent Full Height Sheathing Wind Perpendicular to Ridge %left= 100; %right = Wind Parallel to Ridge 07/08/10 %front = 5~ : %rear = Ma~dmum Unrestrained Opening Height 2nd Story Wail Height - Wind Perpendicular to Ridge Hleff = 0 in. Hdght= O: in. Wind Parallel to Ridge Hfront= 66; in. Hrear= 66 in. Perforated Shearwall Capacity Adjustment Factor Wind Perpendicular to Ridge Fleff = Fright= I.~i~ Wind Parallel to Ridge Ffront= 0~8:;i: FreEr = 0 75 Shear Capacity of 1st Story Perforated Shean~vall Assembly Percent Full Height Sheathing Wind Perpendicular to Ridge %1o~ = 100 %dght = 6~ Wind Parallel to Ridge %fm,t -- 44 Maximum Unrestrained Opening Height 1st Story Wall Height - 8ff. Wind Perpendicular to Ridge Wind Parallel to Ridge Hi,ft = 0 in. H~nt = 66 in. Hright = 66; in. Hmar = 84 in. Perforated Shearwall Capacity Adjustment Factor Wind Perpendicular to Ridge Wind Parallel to Ridge Floe = 1.~ F~r~ = 0.63: Fright = 0,74; Friar = 0,60 Joe AP-A14724 Main House SHEET NO. 18 OF 44 CALCULATED BY DB DATE 7/1/2010 CHECKED BY DATE Note: Gable wall studs at roof level must be same, size, species and grade as wall below. They must also be sheathed and fastened the same as wall below. Shear Capacity of Segmented Shearwall Assembly Framing Species Specific Gravity G = 0.42 2nd Story Wall - Left SEGMENTED 7/16" OSB wi 8d nails ~ 3" o,c. pane~ edge & 12' o.c. field nailing (exterk Tabulated Value -- 450 plf vs = 1.40 (Tab. Value) = 630 plf 7/16" OSBwl 8d nails I~ 3" o.c. panel edge & 12' o,c, field nailing (~., 07/08/10 v~ = 631 ~)lf Shear Capacity of Shearwall Assembly v~ = 630 plf + 631 plf = 1261 plf · 698 plf 2nd Story Wall - Right PERFORATED 7/16" OSB w/8d nails ~ 6' o.c panel edge & 12' o.c. rmld nailing (exterior) Tabulated Value = 239 plf vs = 1.40 (Tab. Value) = 334 ~lf Vs = 0 pif Shear Capacity of Shearwall Assembly vs = 3,34 plf + O plf = 334 plf · 244 plf 2nd Story Wall - Front PERFORATED 7/16' OSB wi 8d nails ~ 3' o,c. panel edge & 12" o.c, field nailing (exterior) Tabulated Value = 450 plf vs = 1.40 (Tab. Value) = 630 plf vs = 0 pif Shear Capacity of Shearwall Assembly vs = 630, plf + 0 plf = 630 plf · 201 2nd Story Wall - Rear PERFORATED 7/16" OSB wi 8d nails ~ 6~' o,c. panel edge & 12- o.c, field nailing (exterior) Tabulated Value = 23g plf v~ = 1.40 (Tab. Value) = 334 plf plf OK v~ = 0 plf Shear Capacity of Shearwall Assembly vs = 334 plf + 0 plf = 92 plf JOB AP-A14724 Main House SHEET NO. 18A OF 44 CALCULATED BY DB DATE 7/1/2010 CHECKED BY DATE Note: Gable wall studs at roof level must be same. size, species and grade as wall below. They must also be sheathed and fastened the same as wall below. ,~-~ Shear Capac~ of Segmented Sheal~vail Assembly .._. " \\ Framing Spec es Specific Gravity G= 0.42' 1 ,11 SEGMENTED 1st Story Wall Left 7/16' OSB w/8d nails ~ 3" o.c. panel edge & 12" o.c, field nailing (exterk Tabulated Value = 450 plf vs = 1.40 (Tab. Value) = ~ plf 7/16" OSBwl 8d nails ~ 3'o,c. panel edge & 12~ o.c. field nailing (interior) U vs = 63I plf Shear Capacity of Shearwail Assembly vs = 63~ plf ~- 6~ plf = 12~ plf > 692 plf O1~ 1 st Story Wall - Right PERFORATED 7/16" OSB wt 8(1 nails ~ :~" o,c~ panel edge & 12' o,~. field nailing (exterior) Tabulated Value = 450 plf v. = 1.40 (Tab. Value) = 63~ plf 7/16" OSB w/8d nails ~3' o.c. panel edge & 12" o.c. field nailing (interior) v~ = 631 plf Shear Capacity of Shearwail Assembly v~ = ~ plf + 631 plf = 1261~ plf · 637 plf O1~ 1 st Story Wall - Front SEGMENTED 7/16" OSBw/8d nails ~ 3" o.c. panel edge & 12" o.c. field nailing (exterior) Tabulated Value = 450 plf vs = 1.40 (Tab. Value) = 630~ plf vs = 0 plf Shear Capacity of Shearwail Assembly vs = 630 plf - 0 plf = 630 plf > 601 1 st Story Wall - Rear PERFORATED 7/16" OSB w/8d nails ~l 4" o.c. panel edge & 12" o.c, field nailing (exterior) Tabulated Value = 349 plf v, = 1.40 (Tab. Value} = 488 plf plf OK, v~ = 0 plf Shear Capacity of Shearwail Assembly vs = 488; plf + ~: plf = 488 plf > 259: plf JOB AP-A14724 Main House SHEETNO. 19 OF 44 CALCULATEDSY DB DATE 7/1/2010 CHECKED BY OATE Check Tensile Strength of Top Plate to Transfer Chord Force - Tensile strength controls vs. compressive Sample Calculation Nominal Tensile Stress F~ = 250 psi ANSI / AF&PA NDS Table 4A Load Duration Factor Size Factor Allowable Tensile Stress Net Area of Stud Allowable Tensile Load Double 2x4 - With Splices Pt' = F~' A = 31 lb Double 2~6 - With Splices Pt' = Fl' A = 4290 lb Double 2x10 - With Splices Pt' = Fl' A = 555~ lb Znail = 13~ lb 0.131"x3" Nails Minimum splice lap where splices are allowed = CD = 1.6 ANSI / AF&PA NDS Table 2.3.2 Cc = 1.5 ANSI / AF&PA NDS Table 4A Ft' = Ft CD CF = ~;; psi ANSI / AF&PA NDS Table 4.3.1 A = 8~25 in2 Double 2x4 - No Splices Double 2x6 - No Splices Double 2x10 - No Splices see page 22 858{)~ lb 2nd Floor Endwalls T= 874~ lb Double 2x6 Top Plate - No Splices Sidewalls T= 2872 lb 1st Floor Endwalls T= 1321G:lb Sidewalls T= 6820 lb Double 2x6 Top Plate - With Splices & Staggered Spacing of 2 rows of 0.131"x3" Nails @ 6 ~n o,c. Double 2~6 Top Plate - No Splices Double 2x10 Perimeter Rail/Ceiling Joist - No Splices Double 2x6 Top Plate - With Splices & Staggered Spacing of 2 rows of 0.131"x3" Nails @ ~n D.C. Double 2x10 Perimeter Rail - With Splices & Staggered Spacing of 2 rows of 0.131"x3" Nails @ in D.C. 07/08/10 JOB AP-A14724 Main House SHEET NO. CALCULATED BY CHECKED BY 20 DB OF DATE DATE 44 7/1/2010 Sh rwallD I n co ' Shear Capacity of Perforated Shearwall Assembly v = v, x Perforated Shearwall Capacity Adjustment Factor 2nd Story Walls 2nd Story Wail Height- 8ft. Shear Perpendicular to Ridge Shear Parallel to Ridge 1st Story Wall 1st Story Wail Height - ~ ft. Shear Perpendicular to Ridge Must Use Segmented Shean~all Desigl~ v~,, = %~, = Shear Parallel to Ridge M~ U~ ~m~d She~ D~ v~,t = Vmar = Note: Perforated Capacity limited to 490plf for Seismic and 686plf for wind 07/08/10 JOB AP-A14724 Main House SHEET NO, CALCULATED aY CHECKED BY 21 DB OF DATE DATE 44 7/1/2010 Overturnlna Connections Check Capacity of Dead Loads to Resist Overturning Loads Length of side (L~)(house width) = 27.5 ft. Length of side (L2)(house length) = 45 ff 07/08/10 Dead Load Resistance to Overturning - Left & Right Dead Load = 65 plf Dead Load* Length to Overturning @ P VDt Po nt = 893.8~ bs* 0 60 = Return Wall Dead Load = * * 0 60 = Required Holddown Capacity T -- v x h Segemented T = v x h/Co Perforated 2nd Story Module to 1st Story Module - Left SEGMENTED Wind Controls T= 698 plf x 8.{~ ff. / 1.00 = 558~' lb + b - 179~ IbaDl:= 5404 lb Connector:. (3) USP Strap Ties MSTA36 Fastens, w/ (26) 1 Od nails ea strap Allowable Load = 2065 lb x3 =6195 lb 2nd Story Module to 1 st Story Module - Right PERFORATED Wind Controls T= 244 plf x 8.0 fi, / 1.00 = 1951 lb + lb - 536 Ibs~= 1416 lb Connectoc (1) USP StrapTie MSTA36 Fastene~. w/ (26) 10d nails eastrap Allowable Load = 2065 lb 2nd Story Module to 1 st Story - Front PERFORATED Wind Controls T= 201 plf x 8.0 ff. / 0,68 = 2363 lb + lb 25~ IbSDL= 2110 lb Connector: (2) USP Strap Ties MSTA36 Fastener: w/ (26) 10d nails ea slrap Allowable Load = 2065 lb x 2 = 41301b 2nd Story Module to 1st Story Module - Rear PERFORATED Wind Controls T= 92 plf x 8.0 fi, / 0,75 = 979 lb + lb < 1580 lbs OK Dead Load of Structure is Sufficient to Resist Overturning Load Dead Load Resistance to Overturning - Front & Rear Dead Load = 65 plf Dead Load * Length to Overturning @ Pivot Point = Return Wall Dead Load = * * 0.60 -- ~ JOE AP-A14724 Main House //~?O '~ _~. ~" ~¢~ SHEET NO. 21A OF 44 ~ ¢; ~ ~'~ CHECKED BY DATE ~'~ ~~'_~'~. {eference Page 22 for Stud Capacity Example Calculation. Ovartumlno Conn~ 07108110 ~ Check Capacity of Dead Loads to Resist Overturning Loads Length of side (L1)(house width) = 27.5 ft. Length of side (L2)(house length) = 45 ft. Dead Load Resistance to Overturning - Left & Right Dead Load = 130 plf Dead Load* (Length to Overturning @ Pivot Point/2 ) = 17~ lbs* 0.60 Return Wall Dead Load = * 130:* 0,60 = Dead Load Resistance to Overturning - Front & Rear Dead Load = 130 pf Dead Load* (Length to Overturning @ Pivot Point/2 ) = 2925 lbs * 0.60 = Return Wall Dead Load = 130 0.60 = Required Holddown Capacity T = v x h Segemented T = v x h/Co Perforated SEGMENTED Wind Controls the DL =- 1st Story Module to Foundation - Left T= 692 plf x 8.0 ft. / I = 5533 lb + lb 741~ 4~¥1b Connector:. USP STAD14RJ Fastens. w/ 1/2 in rain concrete cover and (38) 16d sinkers, locate 1.5in from comer Allowable Load 4960 lb 1 st Story Module to Foundation - Right PERFORATED T= 637' plf x 8.0 ft. / 0.735 = 6928 lb + 1415 lb 7115 lb Connecto~. (2) USP STAD14RJ - 1 each side of comer Fastener: w/ 1/2 in rain concrete cover and (38) 16d sinkers, locate 1.Sin from comer Allowable Load 4960 lb x 2 = 9920 lb 1st Story Module to Foundation - Front SEGMENTED T= 601 plf x 8.0 fi. / 1 = 4811 lb - 2110 lb 6414~' lb Connector:. (2) USP STAD14RJ - 1 each side of comer Fastener:. wt I/2 in rain concrete cover and (38) 16d sinkers, locate 1.5in from comer Allowable Load 4960 lb x 2 -- 9920 lb 1st Story Module to Foundation - Rear PERFORATED Wirld Controls T= 259 plf x 8.0 ff. / 0.604 = 3432 lb + lb 2984 IbsDL= 449- lb Connector: USP STAD14RJ Fastener. wi 1/2 in mm concrete cover and (38) 16d sinkers, locate 1.5in from comer Allowable Load 4960 lb Wind Contn31a 1~ lbs DL = Wind Controls 507 I1~ DL = JOS AP-A14724 Main House 44 7/1/2010 SHEET NO. 22 OF CALCULATED SY DB DATE CHECKED BY DATE Ov~rturnlna Connections (cont'd) Check Tensile Strength of Studs to Transfer Overturning Loads - Sample Calculation (1) SPF #3 Nominal Tensile Stress Ft = 250 psi Load Duration Factor CD = 1.6 Size Factor CF = 1.0 Allowable Tensile Stress Fl' = Ft CD CF = 400 psi Net Area of Studs A = 8~25 :in2 Allowable Tensile Load Pt' = Fl' A = 3300 lb 07/08/10 Built up Column Fastening Requirement Assume Typical Connection made with Specific Gravity of Member G= Thickness of Member t. = 1.50 in. Lateral Capacity of Nails Z = 82 lbs Load Duration Factor CD = 1.6 Allowable Lateral Capacity of Nails Z' = Z Co = 131 lb 0.131' x 3;00" Nails; Stud Height = 8 ft ANSI / AF&PA NDS Table 11N ANSI / AF&PA NDS Table 2.3,2 ANSI / AF&PA NDS Table 10.3.1 Required Spacing for two rows of nails staggered = (NailCapacity x #of rows) / (Stud Cap. / Stud Height) ( 131 lb x 2 ) / ( 3300 lb / 8 ft ) = 7 in D.C. x (ff to in conversion) x ( 12 in / 1fl ) = JOS AP-A14724 Main House SHEETNO. 23 OF 44 CALCULATED BY DB DATE 7/1/2010 CHECKED BY DATE Roof Pitch = 7:12 3 Sec Gust Wind Speed = Wind Exposure = Load from wind on Wall Wall Height -- 12~ mph C End Zone Wall Horizontal Pressure = 25.7 psf End Zone Wind Load = End Zone Wall Press x(Wall Height / 2) End Zone Wind Load = 102;8 plf Adjusted End Zone Wind Load = End Zone Wind Load xWind Exp Factor = 8 ft. Roof member spacing = 16' in o.c. Wind Exposure Adjustment Factor = 1.35 MWFRS Figure 6-2 Zone A Load required to be transferred to sidewall diaphragm chord Load to in sidewall diaphragm chord = 2872 lb See pages 14 & 15 Length of Unit = Load along sidewall in diaphragm chord = sidewall diaphragm chord load / length of unit Load along sidewall in diaphragm chord = 63.83 plf Req. Roof to E.Z. Wall Load = Req. Roof to E.Z. Wall Load = Max(adj, end zone wind load, Idiaphragm chord load) x roof mem. spacing = 185 lb Roof to Wall Plate Connection Assume Typical Connection made with SpecificGravity of Member G = 0.42 Thickness of Member 1.50 ~n, Lateral Capacity of Nails Z = 82 lbs Load Duration Factor CD = 1.6 Toe Nail Factor Ct. = 0.83 Allowable Lateral Capacity of Nails Z' = Z Co Ct, = 109 lb Required Roof to Wall Plate Connection 0.131" x 3" toenails~ 07/08/10 Req'd Nail Nails Load Capacity Req'd 185 lb 109 Ibcap 2 per framing member JOB AP-A14724 Main House 44 SHEETNO. 23A OF CALCU~TEO aY DB DATE CHECKED BY DATE 7/1/2010 Assume Typical Connection made with Specific Gravity of Member G = 0.42 Thickness of Member ts = 1.50 in. Lateral Capacity of Nails Z = 82 lbs Load Duration Factor Co = 1 ~6 End-Grain Nail Factor Ct. = 0;67 AItowable Lateral Capacity of Nails Z' = Z Co Ce~ = 88 lb Top Plate to Studs & Bottom Plate to Studs 0.131" x 3.00" Nails in End-Grain. Req'd Load 18~ lb ANSI / AF&PA NDS Table 11N ANSI / AF&PA NDS Table 2.3.2 ANSI / AF&PA NDS 11.5.4,2 ANSI / AF&PA NDS Table 10.3.1 Nail Nails Capacity Req'd 88: b cap 3 per fram~ng membe Bottom Plate to Floor Assume Typical Connection made with Allowable Lateral Capacity of Nails Z' = Z CD = 131 Req'd Stud Load Spacing 185 lb / 16 in oc Nail Req'd Capacity / Load 131 lb cap 139 plf 0.131" x 3.00" nails~ lb Req'd Load ANSI / AF&PA NDS Table 10,3.1 139 plf Req'd Spacing 6 in o.c. JoB AP-A14724 Main House SHEET NO. 24 OF CALCULATED BY DB DATE CHECKED BY DATE 44 7/1/2010 Sliding, Connections (cont'd) Alternate Roof to Wall Plate Connection Connector: USP RT16A Fastener: (9) 10d nails in truss and (8) 10d nails in plates Allowable Load -- 800 lb for SPF Req'd Lateral Req'd Provided Load Spacing Spacing 13~ plf in. 48~ n 07/08/10 JOB AP-A14724 Main House SHEET NO. 25 OF 44 CALCULATED BY DB DATE 7/1/2010 CHECKED BY DATE SIIdlna Connections Icont'd} Design 2nd Story to 1 st Story Connection Assume Typical Connection made with 0.131" x 3" toenails, Specific Gravity of Member G = 0.42 Thickness of Member ~ = 1.50 in. Nominal Lateral Capacity of Nails in Single Shear Z = 82 lb Load Duration Factor Co = 1.6 Toe-Nail Factor Ct. = 0,83 Allowable Lateral Capacity of Nails in Single Shear Z' = Z CD Ct" = 109 lb ANSI / AF&PA NDS Table 11N ANSI / AF&PA NDS Table 2.3.2 ANSI / AF&PA NDS 11,5.4 ANSI / AF&PA NDS Table 10.3.1 2nd Story DBL Truss to Top Plate, Bottom Plate to Floor Beam & Floor Beam to 1st Story DBL Ceiling Joist Connection - Left v = Vfioorl = plf Ref. Sheet 14 & 15 Connection: 0.131" x 3' toenails. @ 2 "o.c. 2nd Story to 1st Story Connection - Right, Front & Rear v=Vfioorl = 419 plf Ref. Sheet 14&15 Connection: 0,131" x 3" toenails. @ 3 "o.c. JOB AP-A14724 Main House SHEETNO. 25A OF CALCULATED BY DB DATE CHECKED BY DATE 44 7/1/2010 Slldlna Connections (¢ont'd) Design 1st Story Module to Sill Plate Connection Assume Typical Connection made with 0.148" x 3,0" toenail$~ Specific Gravity of Member G= Thickness of Member t~ = 1.50 in. Nominal Lateral Capacity of Nails in Single Shear Z = i00 lb Load Duration Factor CD = 1.6 Toe-Nail Factor Ct~ = 0.83 Allowable Lateral Capacity of Nails in Single Shear Z' -- Z Co Ctn -- 133 b 1 st Story to Sill Plate Connection - Left & Right v = Vfloor2 = Connection: 0.148' x 3.0' toenailS~ 1st Story to Sill Plate Connection - Front & Rear v=Vfloor2= 414: plf Connection: 0.148" x 3.0, toenail$~ 07/08/10 ANSI / AF&PA NDS Table 11N ANSI / AF&PA NDS Table 2.3.2 ANSI / AF&PA NDS 11.5.4 ANSI / AF&PA NDS Table 10.3.1 Ref. Sheet i4&i5 Ref. Sheet 14 & 18 @ 3 "OmC, JOB AP-A14724 Main House 26 44 7/1/2010 SHEET NO. CALCULATED BY CHECKED BY DB OF DATE DATE S~ldlno Connections Cont'd Design Alternate 2nd Story to 1 st Story Connection 2nd Story to 1 st Story Connection - Left & Right Connector: USP MP4F Fastener: (12) 8d x 1-1/2' nails Allowable Load = 710 lb v=Vfloorl = 481} plf Req'd Sliding Req'd Load Spacing 480 plf 1 in. 2nd Story to 1 st Story Connection - Front & Rear v = Vfloorl = Connector: USP MP4F Fastener: (12) 8d x 1-1/2' nails Allowable Load = 7t0 lb Req'd Sliding Req'd Load Spacing 419 plf 20 in. Design Alternate 1st Story to Sill Plate Connection 1 st Story to Sill Plate Connection - Left & Right Connector: USP MP4F Fastener: (12) 8d x 1-1/2" nails Allowable Load = 710 lb 1st Story to Sill Plate Connection - Front & Rear Connector: USP MP4F Fastener: (12) 8d x 1-1/2" nails Allowable Load = 710 lb v=Vfloor2= 692; plf Req'd Sliding Req'd Load Spacing 414 plf 20 in. Req'd Sliding Req'd Load Spacing 692 plf 12 in. v=Vfloor2= 414 plf CALCULATED BY CHECKED BY 07/08/10 Sill Plate to Foundation Connection - Left Connection: Design Sill Plate to Foundation Connection AP-A14724 Main House 27 oF 44 DB DATE 7/1/2010 DATE Anchor Bolt Spacing OK 1/2 "dia. Anchor Bolts @ 12 "D.C. Assume 1/2 "d a Anchor Bolts. Anchor Bolts shall be provided within 12" of the ends of each sill plate section, but no closer than 4" from the ends. Minimum 2 bolts per sill section. Specific Gravity of Sill Plate G = 0.55 Thickness of Sill Plate ts = 1.50 in. Nominal Lateral Capacity for Bolt in Single Shear Parallel to the Grain ANSI / AF&PA NDS Table 11E 7w~= 680 lb Load Duration Factor ANSI / AF&PA NDS Table 2.3.2 CD = 1.6 Allowable Lateral Capacity for Bolt in Single Shear Parallel to the Grain ANSI/AF&PANDSTable 10.3.1 Z' = Z~ Co= l~lb CSI Shear => Vfloor2 = plf Ref. Sheet t4 &l Load at anchor bolt = Vfioor2 x Anchor Bolt Spacing Load at anchor bolt = 692;; plf x 12 "o,c, CSI = Load at anchor bolt / Z' CSI= 692 lb / 1088 lb = 0.64 692 lb Check Compression Perpendicular to the Grain 1/Sin thick min, wa~r~er requim~ Uniform Uplift Load = Max ~ uplift Ioed at foundation from roof and uplift lead from perforated shea~vall if applicable. Uniform Uplift Load -- Max of 0 plf See page 4 and 0 plf Uniform Uplift Load = 0 plf Concentrated Uplift Load = Uniform Uplift Load x Anchor Bolt Spacing Concentrated Uplift Load = 0 plf x 12 "D.C. Concentrated Uplift Load = 0 lb CSI Uplift => Allowable Compression Stress Perpendicular to the Grain F~. = 565 psi ANSI / AF&PA NDS Table 4B Try 2 "square washer wi I/2 "Anchor Bolt (Assume 1/16" oversized hole) Area of Washer Awmsher = 2 2 -((Tr / 4) (0.5 + 1/16)) = 3,558~ in2 Allowable Compression Load Perpendicular to the Grain PcJ- = Fc~ Aw~sher = 565 psi X 3.55~ in2 = 2010 lb CSI = Load at anchor bolt / Pcperp = 0 lb / 2010 lb = 0.00 Total CSl = CSI shear + CSI uplift = 0.64 + 0.00 = 0.64 See page 18A Joe AP-A14724 Main House SHEET NO. 27A OF CALCULATED BY DB CATE CHECKED BY DATE 44 7/1/2010 ~ 07/08/10 Sill Plate to Foundation Connection - Right Design Sill Plate to Foundation Connection Anchor Bolt SPacing OK Connection: /2 dia. Anchor Bolts @ 12 "o.c. Assume I/2 "dia. Anchor Bolts. Anchor Bolts shall be provided within 12" of the ends of each sill plate section, but no closer than 4" from the ends. Minimum 2 bolts per sill section. Specific Gravity of Sill Plate G = 0.55 Thickness of Sill Plate ts = 1.50 in. Nominal Lateral Capacity for Bolt in Single Shear Parallel to the Grain ANSI / AF&PA NDS Table 11E Z/~= 680 lb Load Duration Factor ANSI / AF&PA NDS Table 2.3.2 CD = 1.6 Allowable Lateral Capacity for Bolt in Single Shear Parallel to the Grain ANSI/AF&PANDSTable 10.3.1 Z' = Z/~ CD= 1088 lb CSI Shear => Vfioor2 = 892 plf Ref. Sheet 14 Load at anchor bolt = Vfioor2 x Anchor Bolt Spacing Load at anchor bolt= 692 plf x 12 "o.c. CSl = Load at anchor bolt / Z' CSI= 692 lb / 108~ lb = 0.64 692 lb Check Compression Perpendicular to the Grain Unifoml Uplift Load -- Mac< of uplift load at fou~ldatiea from roof and uplift load from perforated sheam~l if applicable. Uniform Uplift Load = Maxof 158 plf See page4 and 637 plf Uniform Uplift Load = 63T plf Concentrated Uplift Load -- Uniform Uplift Load x Anchor Bolt Spacing Concentrated Uplift Load = x 12 "o,c. Concentrated Uplift Load = 637 lb CSI Uplift => Allowable Compression Stress Perpendicular to the Grain F~ = 565 psi ANSI/AF&PA NDS Table 4B Try 2 "square washer wi 1/2 "Anchor Bolt (Assume 1/16" oversized hole) Area of Washer Aw~she,= 22 -(('rr / 4) (0.5 + lyl6)) = 3.55B in2 Allowable Compression Load Perpendicular to the Grain P~ = F~ A~sh~r= 565 psi x 3.558 inz = 2{310 lb CSl=Loadatanchorbolt/Po~,, = 637 lb / 2010 lb = 0.32 Total CSI = CSI shear + CSI uplift = 0.64 + 0.32 = 0.95 See page 18A l~ ' SHEET NO. CALCULATED BY 811dina Connet~lon · 071~1~0 _ ~ 8~11 ~l,to to Founda~on~6nnection - Front Gonnect~n: ~osi~n Sill ~lato to Foundation Gonnoc~on AP-A14724 Main House 27B OF 44 DB DATE 7/1/2010 DATE AnchorBoltSpacing OK 1/21 i" da. Anchor Bolts @ 24 "o.c. Assume d~a. Anchor Bolts. Anchor Bolts shall be provided within 12" of the ends of each sill plate section, but no closer than 4" from the ends. Minimum 2 bolts per sill section. Specific Gravity of Sill Plate G = 0.55 Thickness of Sill Plate t~ = 1.50 in. Nominal Lateral Capacity for Bolt in Single Shear Parallel to the Grain ANSI / AF&PA NDS Table 11E Z/~ = 680 lb Load Duration Factor ANSI / AF&PA NDS Table 2.3.2 Co = 1.6 Allowable Lateral Capacity for Bolt in Single Shear Parallel to the Grain ANSI / AF&PA NDS Table 10.3·1 Z' = Z~ CD = 108~ lb CSI Shear => Vfloor2 = 414~' p f Ref. Sheet 14, Load at anchor bolt -- Vfioor2 x Anchor Bolt Spacing Load at anchor bolt= 414 plf x 24 "o.c. CSI = Load at anchor bolt / Z' CSI= 828 lb / 1088~- b = 0.76 828 lb Check Compression Perpendicular to the Grain Uniform Uplift Load = Max of 1 plf See page 4 and 0 plf Uniform Uplift Load = 1 plf Concentrated Uplift Load = Uniform Uplift Load x Anchor Bolt Spacing Concentrated Uplift Load = 156 plf x 24 "o.c. Concentrated Uplift Load = 312 lb CSl Uplift => Allowable Compression Stress Perpendicular to the Grain Fc-L = 565 psi ANSI/AF&PANDSTable4B Try 2 "square washer w/ 1/2 "Anchor Bolt (Assume 1/16" oversized hole) Area of Washer Awasher = 2 2 -((T~ / 4) (0.5 + 1/16)) = 3,558 in2 Allowable Compression Load Perpendicular to the Grain P~* = Fc~ A~,her = 565 psi X 3.558 in2 = 2010 lb CSl = Load at anchor bolt / Pcpem = 312 lb / 2010 lb = 0.16 Total CSI = CSI shear + CSI uplift = 0.76 + 0.16 = 0.92 See page 18A SIIdlna Connection! 07/08/'10 Sill Plate to Foundation Connection - Rear Design Sill Plate to Foundation Connection Joe AP-A14724 Main House SHEETNO. 27C OF 44 CALCULATED BY DB DATE 711/2010 CHECKED BY DATE Connection: Anchor Bolt SPacing OK 1~ " dia* Anchor Bo ts @ "o.c. Assume /2 d~a. Anchor Bolts. Anchor Bolts shall be provided within 12" of the ends of each sill plate section, but no closer than 4" from the ends. Minimum 2 bolts per sill section. Specific Gravity of Sill Plate G -- 0,65 Thickness of Sill Plate ts = 1.50 in. Nominal Lateral Capacity for Bolt in Single Shear Parallel to the Grain ANSI / AF&PA NDS Table 11E Z# -- 6~ lb Load Duration Factor ANSI / AF&PA NDS Table 2.3.2 Cr~ = 1,6 Allowable Lateral Capacity for Bolt in Single Shear Parallel to the Grain ANSI/AF&PANDSTable 10.3.1 Z' = Z# CD= I088:~1b CSl Shear => Check CSI Uplift => Vfloo/2 = 2~ plf Ref. Sheet Load at anchor bolt = Vfloor2 x Anchor Bolt Spacing Load at anchor bolt= 23~ plf x 34 "o,c. = CSI = Load at anchor bolt / Z' CSI= 678 lb / 1088 lb _- 0.62 678 lb Compression Perpendicular to the Grain Uniform Uplift Load = M~< of uplift load at foundation from roof and uplift I(~act from ps, orated shearwaJl if applicable. Uniform Uplift Load = Max of 156 plf See page 4 and 25~ plf Uniform Uplift Load = 25~ plf Concentrated Uplift Load = Uniform Uplift Load xAnchor Bolt Spacing Concentrated Uplift Load = 259 plf x 34 "o,c. Concentrated Uplift Load = 7~ lb Allowable Compression Stress Perpendicular to the Grain F~. = 565 psi ANSI/AF&PANDSTable4B Try 2 "square washer w/ 1/2 "Anchor Bolt (Assume 1/16" oversized hole) Area of Washer A~sh.~ = 2 2 -((~'/4) (0.5 + 1/16)) = 3.558iin2 Allowable Compression Load Perpendicular to the Grain P~. =F~ A~as~= 565 psi x 3.558 in2 = 201 lb CSI = Load at anchor bolt / Pcperp = 734 lb / 201(~ lb = 0.37 Total CSl = CSl shear + CSI uplift = 0.62 + 0.37 = 0.99 See page 18A JOB AP-A14724 Main House SHEETNO. 28 OF CALCULATED BY DB DATE CHECKED BY DATE 44 7/1/2010 Sheathin~ Connections Roof Sheathing Design Roof Sheathing Connection to Resist Suction Loads 3 Sec Gust Wind Speed = 12~ mph 07/08/10 Suction Pressure from Wind - ASCE 7 Figure 6-3, Use 10psf minimum C&C Pressures Interior Zone Zone I = 25,g psf Perimeter Edge Zone Zone 2 = psf Overhang Zone Zone 2 OH = Overhang Zone Zone 3 OH = 43.9 psf Wind Exposure = Wind Exposure Adjustment Factor = ~3~ C&C Pressures Adjusted Interior Suction Pressure = 35,0 psf Zone 1 Adjusted Perimeter Suction Pressure = 40.9 :; psf Zone 2 Adjusted Overhang Suction Pressure = psf Zone 2 OH Adjusted Overhang Suction Pressure = 59-3~i~ psf Zone 3 OH Perimeter Edge Zone Width Minimum Building Dimension -- 27.5{ ff. Z = 10% Minimum Building Dimension = 2~7~ ft. But not less than 3 ft. Roof Framing Spacing = 1~ n o.c. Roof Unit Suction Load from Wind Framing Spacing in ft. o.c. Interior Zone= 35 psf x 1.~ ff.= 4~ pff Perimeter EdgeZone= 41 psf x 1.3~3 ft.= 55 plf Overhang Zone= 59 psf x 1~33 ft = 79 plf JOB AP-A14724 Main House SHEET NO. 29 OF CALCULATED BY DB DATE CHECKED BY DAT~ 44 7/1/2010 Sheathlr~ Connections (cont'd} Roof Sheathing Design Roof Sheathing Connection to Resist Suction Loads Roof Sheathing: 7116" OSB (Unb~ed) Fastening: 8d nails at ~" o.c, panel edge nailing and 1[" o.c. field nailing Specific Gravity of Roof Framing Diameter of Nails Length of Nails Thickness of Sheathing Nominal Nail Withdrawal Design Value ANSI /AF&PA NDS Table 11,2C Load Duration Factor ANSi / AF&PA NDS 2.3.2 Allowable Nail Withdrawal Design Value ANSI / AF&PA NDS Table 11.2C Length of Nail Penetration Withdrawal Capacity per Nail 0.42 0,131 in. 2.50 in. 0.4375 in. W~ CD = 21 lb / in. 1.6 W'=WCD= ~ lb/in. L,=L-t= W'LP = 6~ lb Required Suction Load Capacity Intedor Zone = 47 pi[ Pedmeter Edge Zone = plf Overhang Zone = plf Required Fastening Intedor Zone = 12: "o.c. Perimeter Edge Zone = 6 "o.c. Overhang Zone = 6 "o.c. Ref. Sheet 28 Ref. Sheet Ref. Sheet 28 07/08/10 Jos AP-A14724 Main House SHEETNO. 30 OF 44 C~LCULATED BY DB OA~E 7/112010 CHECKED BY DA~ Sheathln~ Connections {cont'd) Roof Sheathing Design Roof Diaphragm to Transfer Shear Loads Unit Shear Capacity Requirement Max Vr~f = 134~ lb 27.5 ft. vroof= 245~ plf Shear Capacity for Diaphragm Assembly Framing Species Specific GravibJ G = 0.42 Roof Sheathing: 7/16' OSB (UnlY4x~ed): Fastening: 8d nails at ~," o.c. panel edge nailing and 12," o.c. field nailing Tabulated Value = 211.6 plf vs = 1.4 (Tab. Value) See Supplement Table 2C Footnote 1 = 29~pff > 245 pff ~ JOB AP-A14724 Main House SHEET NO. 31 OF 44 CALCULATED BY DB DA~ 71112010 CHECKED BY DAT~ Sheathlr~ Connections Icont'd) Floor Sheathing Design Floor Diaphragm to Transfer Shear Loads Unit Shear Capacity Requirement Max V~o~ = 12920 lb B = 27.5 ff. vfloor= 2~ plf Shear Capacity for Diaphragm Assembly Framing Species Specific Gravity Floor Sheathing: 5181n OSB (Unblocked) Fastening: 1 Od nails at 6' o.c. panel edge nailing and 12" o~c; field nailing Tabulated Value = 197 plf vs = 1.~ (Tab. Value) See Supplement Table 2C Footnote 1 = 275.S plf · 235 plf ~ JOB AP-A14724 Main House SHEETNO. 32 OF CALCULATED BY DB DATE CHECKED BY DATE 44 7/1/2010 Sheathln,, Connections Wall Sheathing Design Wall Sheathing Connection to Resist Suction Loads 3 Sec Gust Wind Speed = 12{~ mph Suction Pressure from Wind- ASCE 7 Figure 6-3 C&C Pressures Intedor Zone (Zone 4) = 2S~1 psf Edge Zone (Zone 5) = 3417 psf Wind Exposure = Wind Exposure Adjustment Factor = 1.35, Adjusted Intedor Suction Pressure = Adjusted Perimeter Suction Pressure = Perimeter Edge Zone Width Minimum Building Dimension = 2?.6 ff. Z = 10% Minimum Building Dimension = But not less than Wall Framing Spacing = Unit Suction Load from Wind Interior Zone = Edge Zone = 07/08/10 2~7~ ff. 16 in. o.c. Roof Framing Spacing in ff. o.c. x I ftoc.= 61~ plf 47 psf x 1.33 ftoc = 62 plf 37'~ psf 6.8 psf JOB AP-A14724 Main House SHEET NO, 33 OF CALCULATED BY DB DATE CHECKED BY DATE 44 7/1/2010 Sheathlnu Connections ~cont'd) Wall Sheathing Design Wall Sheathing Connection to Resist Suction Loads Wall Sheathing: 7/16" OSB Fastening: 8d nails at 6- o.c. panel edge nailing and i2" o.c. field nailing Specific Gravity of Wall Framing Diameter of Nails Length of Nails Thickness of Sheathing Nominal Nail Withdrawal Design Value ANSI / AF&PA NDS Table 11.2C Load Duration Factor ANSI / AF&PA NDS 2.3.2 Allowable Nail Withdrawal Design Value ANSI / AF&PA NDS Table 11.2C Length of Nail Penetration Withdrawal Capacity per Nail G = 0:42:~ D = 0.131 in. L = 2.50 in. t = 0.4375 in, W = 21; : lb/in. Co = 1.6 W'=WCo = 34 lb/in. Lp=L-t= 2.063 in. W' LP = ~:lb Required Suction Load Capacity Intedor Zone = Perimeter Edge Zone = Required Fastening 51 p f 62 plf Intedor Zone = 12 "o.c, Perimeter Edge Zone = 5 "o,c, JOB AP-A14724 Main House SHEETNO. 34 OF CALCULATED BY DB DATE CHECKED BY DATE 44 7/1/2010 Ridge Connactlone Ridge Connection Roof Pitch = 7:12 Roof Span = 27.5 ff. 3 Sec Gust Wind Speed = Wind Exposure = 120 mph 07/08/10 Ridge Connection Ridge Connection Load -- 311 plf See Page 4 Connector: USP Stra~Tie LSTA15 Fastener. (!2) 10d nailS Allowable Load = 950 lb (6 each end ~ strap), Req'd Req'd Provided Load Spacing Spacing 31~ plf 3~ in.o.c. 32~ in.o.c. Flip Connection Flip Connection Load = 31~ pE Connector: USP Strap-T~ LSTA15 Fastener. (12) 10d nails Allowable Load = 950 lb (6 each end of strap); Req'd Req'd Provided Load Spacing Spacing 311 plf 3~ in.o.c, in.o.c. Jos AP-A14724 Main House SHEET NO. 35 OF CALCULATED BY DB DATE CHECKED BY DATE 44 7/1/2010 Overhana Connection Outlooker to Endwall Roof Pitch = 7:12 Roof Span = 13.75 ft 3 Sec Gust Wind Speed = Roof Overhang Length = 120 mph Overhang Uplift Load = Overhang Uplift Load -- Outlooker Spacing = Zone 2 OH See page 28 43.9 psf Zone 3 OH See page 28 16 in o.c. Tabulated Overhang Uplift Connection Load Zone 2oh -- Tabulated Overhang Uplift Connection Load Zone 3oh = Wind Exposure = C Wind Exposure Adjustment Factor = Adjusted Ridge Connection Load Zone 2 OH = Adjusted Ridge Connection Load Zone 3 OH -- 1.35 Connector: 0.131'x3' Nail~w/1.5" pen, Allowable Load = 50.4 lb 58:53~!1bs Connectors Per Outlooker Req'd Zone 2 OH = 2 per outrigger Connectors Per Outlooker Req'd Zone 3 OH = 2 per outrigger JOe AP-A14724 Main House SHEETNO, 36 OF CALCULAI~D BY DB DATE CHECKED BY DATE 44 7/1/2010 Collar Tie Connections Collar Tie Connection Roof Pitch = 7:12 Roof Span = 27~5 ft. 3 Sec Gust Wind Speed = 1~ mph Collar Tie Connection Requirement Rafter Spacing Load= 3tl plf x 16 noc = 414~18 lb See page 34 Design Collar Tie to Rafter Connection Assume Typical Collar Tie to Rafter Connection made with 0.128' x 2.5" face nails Specific Gravity of Member G = 0.42 Thickness of Member t~ = 1.50 in. Lateral Capacity of Nails Z = 79 lbs Load Duration Factor CD = 1.6 Allowable Lateral Capacity of Nails Z' = Z CD = 126 Required Collar Tie to Rafter Connection lb Req'd Load 414 lb ANSI / AF&PA NDS Table 11N ANSI / AF&PA NDS Table 2.3.2 ANSI / AF&PA NDS Table 10.3.1 Nail Nails Capacity Req'd 126 lb cap = 4 per rafter Minimum of 3 required per code Joe AP-A14724 Main House SHEETNO. 37 OF CALCULA3ED aY DB DA~ CHECKEDBY DATE 44 7/1/2010 Knee Wall Connections Knee Wall Connection Roof Pitch = 7:12 Roof Span = 27.5 ff. 3 Sec Gust Wind Speed = 120 mph 07/08/10 Kneewall Connection Requirement Unit Connection Load from Wind -- 414 lb See page 36 Design Knee Wall Connection Assume Typical Connection made with 0.131" x 3.25" toenails, Specific Gravity of Member G = 0;42 Thickness of Member ts = 1.50 in. Withdrawal Capacity of Nails W = 21 lbs per inch penetration Load Duration Factor Co = 1.6 Penetration Depth C~ = 1.75 in Toe Nail Factor ANSI / AF&PA NDS 11.5.4.2 Allowable Withdrawal Capacity of Nails per inch W' = W CD CdCtn= 3g lb ANSI / AF&PA NDS Table 11.2C ANSI / AF&PA NDS Table 2.3,2 Ctn = 0.67 ANSI / AF&PA NDS Table 10.3.1 Req'd Nail Nails Load Capacity Req'd 414 lb 39 lb cap 11 per stud JOB AP-A14724 Main House SHEET NO. 37A OF CALCULATED BY DB DAm CHECKED BY DATE 44 7/1/2010 Knee Wall Alternate Connectlona Knee Wall Connection Roof Pitch = 7:12 Roof Span = 27.5; ft. 3 Sec Gust Wind Speed = 120 mph Kneewall Connection Requirement Unit Connection Load from Wind = 414 lb Design Knee Wall Connection Assume Alternate Connection made with Specific Gravity of Member G = 0.42 Thickness of Member ts = 2.83 in. Withdrawal Capacity of Screws W = 82 lbs per inch penetration Load Duration Factor Co = 1.6 Penetration Depth Cd= 1,17 in Allowable Withdrawal Capacity of Screws W' = W CD Cdctn= 103 lb Option 1 #8x4" Screws Toed Option 2 USP RTl0 Strap 07/08/10 Seepage 36 Toe Nail Factor Ct, = 0.67 ANSI / AF&PA NDS 11.5.4.2 ANSI / AF&PA NDS Table 11.2C ANSI / AF&PA NDS Table 2.3.2 ANSI / AF&PA NDS Table 10.3.1 Req'd Load 414 lb Screw Screws Capacity Req'd 103 lb 5 per stud Req'd Strap Quantity Load Capacity Req'd 414 lb 585 lb I perstud JOS AP-A14724 Main House SHEET NO. 38 OF 44 CALCULATED BY DB DATE 7/1/2010 CHECKED BY DATE Oeslon Summary Location Force Connection Fasteners Recluired Reference 7/16" x 1 1/2" x 16 ga Maples Rafter to Ceiling Jo~ 311 plf (2) 7/16" W SP Gusset Pletes per gusset to rafter & Sheet 5 Connection w/gussets (1 ) ea side of rafter 6 per gusset to ceiling i~i~t Ceiling Joist to 2nd Story Wall 311 plf 1.25"X20 ga steel strap (7) 1 Od nails in rafter and 10d Sheet 5 Stud Connection nails in wall stud @ 32 in o.c. , Note: 8d nails = 0. t31"x 2.5", 1Od nails = 0.148"x 3" & t6d nails = 0.131'x 3.25' unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe-Nails may not be used in Seismic Zones worse than C. Joe AP-A14724 Main House SHEET NO. 38A OF 44 CALCULATED BY DB DATE 7/1/2010 CHECKED BY DATE DsslQn Summary Location Connection Wall Force Spacin~l Re;erence USP Structural Connector FRONT 311 plf 16 in o.c. (10) 10d nails - (5) each end o~ 2nd Story Wall strop REAR 311 plf 16 in o.c. Stud to 2nd 6 Story Floor Band Connection 7/16" OSB/PLY overlap 2 rows of 0.131"x2.5" Nails RIGHT 244 plf 3 in o.c. USP Structural Connector FRONT 233 plf 48 in o.c. (12) 10d n~'il~-"~'6~)"each end of 2nd Story Floor strap REAR 233 ptf 48 in o.c. Band to 1 st Story Ceiling 6 Band 7/16" OSB/PLY ove~p Connection 2 rows of 0.131"x2.5" Nails RIGHT 244 plf 6 in o.c. USP Structural Connector FRONT 233 plf 32 in o.c. 1 st Story Ceiling LSTA12 Band to 1st 6 StoryWall Stud ',10) 10d nails - (5) each end of Connection strop REAR 233 plf 32 in o.c. Nots: 8d nails = 0.13t"x 2.5; 1Od nails = O. 148"x 3' & 16d nails = 0. t31'x 3.25' unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe. Naris may not be used In Seismic Zones worse than C. JOE AP-A14724 Main House SHEET NO. 38B OF 44 CALCULATED BY DB DATE 7/1/2010 CHECKED EY DATE Desian Summary Location Connection Wall Force Spacin~l Reference 7/16" OSB/PLY overlap floor FRONT 601 plf 3 in o.c. rim joist 6" 1st Story Wall REAR 259 plf 6 in o.c. Stud to Floor 0.113in x 2-3/8in nails 6A Band _~_ Connection Use 2 rows of nails along LEFT 0 plf 3 in o.c. O ~ bottom edge of panel ~ RIGHT 637 plf 3 in o.c, O (.1 7/16" OSB/PLY overlap sill FRONT 601 pif 2 in o.c. ,~_ plate 1.5" · '~ REAR 259 plf 4 in o.c. Floor Band to Sill 0.131"x2.5" Nails Sheet 7 Plate Connection LEFT 0 plf 2 in o.c. Use 1 row of nails along bottom edge of panel RIGHT 637 plf 2 in o.c. Note: 8d naris = 0.~31'x 2.5; 1Od nails = 0.148" x 3' & 16d nails = 0.131'x 3.25' unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe-Nails may not be used In Seismic Zones worse than C. JOe AP-A14724 Main House SHEETNO. 39 OF 44 CALCULATED eY DB DATE 7/1/2010 CHECKED BY DATE 07/0& 10 ~ -'~ Location Force Exterior Panel Interior Panel Reference 2nd Story Wall - Left 7/16" DSS w/8d nails @ 3" 7/16" OSB wi 8d nails {~ 3" 698 plf D,C. panel edge & 12" D,C. field D.C. panel edge & 12" D.C. field Sheet 18 Segmented nailing (exterior) nailing (interior) 2nd Story Wall - Right 7/16" OSB wi 8d nails ~} 6" 244 plf D.C. panel edge & 12" D.C. field Sheet 18 Perforated nailing (exterior) 2nd Story Wall - Front 7/16" OSB wi 8d nails @ 3" 201 plf D.C. panel edge & 12" D.C. field Sheet 18 Perforated nailing (exterior) 2nd Story Wall - Rear 7/16" OSB w/8d nails ~ 6" 92 plf D.C. panel edge & 12" o.c, field Sheet 18 ._~ Perforated nailing (exterior) E ~ 1st Story Wail - Left 7/16" OSB wi 8d nails @ 3" 7/16" DSS w/8d nails @ 3" 692 plf D.C. panel edge & 12" D.C. field D.C. panel edge & 12" o.c. field 18A {~ nailing (exterior) nailing (interior) · Segmented 1st Story Wall - Right 7/16" OSB w/8d nails @ 3" 7/16" OSB w/8d nails @ 3" 637 pif o,c, panel edge & 12" o.c, field o.c. panel edge & 12" o.c. field 18A Perforated nailing (exterior) nailing (interior) 1st Story Wall - Front 7/16" OSB w/8d nails ~} 3" 601 plf D.C. panel edge & 12" D.C. field 18A Segmented nailing (exterior) 1 st Story Wall - Rear 7/16" DSS wi 8d nails @ 4" 259 plf D.C, panel edge & 12" D.C, field 18A Perforated nailing (exterior) Note: 8d nails = 0.131'x 2.5", 1Od nails = 0.148"x 3" & 16d nails = 0.13t"x 3.25" unless otherwise noted An equal or better connection device may be substituted for any connection devtce listed. Staples and Toe-Nails may not be used In Seismic Zones worse than C. Gable wall studs at roof level must be same, size, species and grade as wall below. They must also be sheathed and fastened the same as wall below. JOS AP-A14724 Main House SHEET NO. 40 OF 44 CALCULATED BY DB DATE 7/1/2010 CHECKED BY DATE Studs & Built up Column Studs to be fastened together wi 2 rows staggered 31"x3" Nails at 7 in o.c. Location Force Connection Fasteners Required Reference 2nd Story Module to 1st Story Module - Left 5404 lb (3) USP Strap Ties MSTA36 (26) 10d nails ea strap Sheet 21 2nd Story Module to 1st Story Module - Right 1415 lb (1 ) USP Strap Tie MSTA36 (26) 10d nails ea strap Sheet 21 2nd Story Module to 1st Story - Front 21101b (2) USP Strap Ties MSTA36 (26) 10d nails ea strap Sheet 21 ._O 2nd Story Module to 1st Story 1~ Module - Rear Dead Load of Structure is ~ OK Sufficient ~, Resist Overturning 0 Sheet 21 ~' Load O ~ 1st Story Module to '~- Foundation - Left 1/2 in rain concrete cover and ~ 4792 lb USP STAD14RJ (38) 16d sinkers, locate 1.5in 21A 1~ from comer O 1st Story Module to 1/2 in rain concrete cover and Foundation - Right (2) USP STAD14RJ - 1 each (38) 16d sinkers, locate 1.5in 21A 7115 lb side of comer from comer 1st Story Module to 1/2 in rain concrete cover an( Foundation - Front (2) USP STAD14RJ - 1 each (38) 16d sinkers, locate 1.5in 21A 6414 lb side of comer from comer 1st Story Module to Foundation - Rear 1/2 in rain concrete cover and 449 lb USP STAD14RJ (38) 16d sinkers, locate 1.5in ~ 21A from comer Note: 8d nails = 0.131"x 2,5", 1Od nails = 0.148'x 3' & 16d nails = 0. t31"x 3.25~ unless othenvlse noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe-Nails may not be used in Seismic Zones worse than C. JOB AP-A14724Main House SHEET NO. 41 OF 44 CALCULATED BY DB DATE 7/1/2010 CHECKED BY DATE D~i~lgl~ Summary Icon'dt Location Force Connection Fasteners Re(~uired Reference 0.131" x 3" toenails. Roof to Wall Plate Connection 185 lb 2 23 0.131" x 3.00" Nails in End- Top Plate to Studs & Bottom 185 lb Grain. NA 23A Plate to Studs 3 per stud 0.131" x 3.00" nails. Bottom Plate to Floor 139 plf NA 23A ._~ ~ 2nd Story DSL lru~ to lop 0.131" x 3" toenails. Plate, Bottom Plate to Floor Seam & Floor Beam to 1st 480 plf @ 2 in OC N/A 25 Story DSL Ceiling Joist Connection - R~ght, Front & 419 plf @ 3 in OC N/A 25 Rear 0.148" x 3.0" toenails. 1st Story to Sill Plate Connection - Left & Right 692 plf @ 2 in OC N/A 25A 0.148 x3.0 toenails. 1 st Story to Sill Plate Connection - Front & Rear 414 plf @ 3 in OC N/A 25A Note: 8d nails = O. t31" x 2.5; 1Od nails = O. 148' x 3' & 16d nails = O. 131' x 3.25" unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe-Nails may not be used In Seismic Zones worse than C. All fasteners into sill plate must be corrosion resistant. AP-A14724 Main House SHEET NO. 42 OF 44 CALCULATED BY DB DATE 7/1/2010 CHECKED BY DATE Deslon Summary (con'd} Location Force Connection Fasteners Re( uiredReference o 07/08 .E ~ 2nd F~or Endwall Mateline - Top P~te to Top Plate / Ceiling Rim to Ceiling Rim 2261 lb 2 USP MSTA30 Straps (22) 10d nails each strop NA acm~ Mat~ine 2nd F~or Endwall Mateline - Flor Rim to Flor Rim acm~ 2261 lb 2 USP MSTA30 S~ps (22) 10d nails each strap NA Mateline 1st Flor Endwall Mateline - Top Pl~e to Top Plate / Ceiling Rim to Ceiling Rim 4425 lb 3 USP MSTA30 Strops (22) 10d nails each strop NA acm~ Matetine 1st Floor Endwall Mateline - Floor Rim to F~or Rim acro~ 4425 lb 3 USP MSTA30 Strops (22) 10d nails each strop NA Mateline Note: 8d nails = O. 131 "x 2.5", 1Od nails = 0.148" x 3" & 16d nails = O. 131" x 3.25" unless otherwise noted An equal or better connectlon device maybe substltuted for any connectlon device listed. Staples and Toe-Nails may not be used in Seismic Zones worse than C. JOe AP-A14724 Main House SHEET NO. 43 OF 44 CALCULA3~D By DB DATE 7/1/2010 CHECKED BY DATE L~... ~'"' ',,, Sheathin~l Connection Reference oof Sheam~ng 7/16" OSB (Unblocked) 8d nails at 6" o.c. panel edge nailing and 12" o,c, field nailing Sheet 29 Shear Wall Sheathing 62 plf 8d nails at 6" o.c. panel edge 7/16" OSB Sheet 33 nailing and 12" o.c. field nailing Non Shear Wall Suction Floor Sheathing 235 plf 5/8in OSB (Unblocked) 10d nails at 6" o.c. panel edge nailing and 12" o,c, field nailing Sheet 31 Shear Location Force Connection Fasteners Recluired Reference USP Strap-Tie LSTA15 (12) 1Od nails (6 Ridge Connection 311 plf Sheet 34 each end of strap). @ 32 OC Flip Connection 311 plf USP Strap-Tls LSTA15 (12) 10d nails (6 each end of strap). Sheet 34 @ 32 OC Collar 13e Connection 414 lb 0.128" x 2.5" face nails 4 Sheet 36 per rafter #,Bx4" Screws Toed 5 per stud Knee Wall Connection 414 lb or Sheet 37a (1) USP RTl0 Strap w/(14) 8d naits Rafter connections listed above are minimum required for wind design and are not meant to replace connections required by calc's manual or by gravity loads. Location Force Connection Fasteners Required Reference 692 plf sliding 2" square washer w/1/2" Anchor Sill Plate to Foundation @ 12 in OC Connection - Left and Bolt (Assume 1/16' overs~ed hole) 27 0 plf uplift 1/8in thick min. washer required 692 plf sliding 2" square washer wi 1/2' Anchor Sill Plate to Foundation Bolt (Assume 1/16" oversized hole) @ 12 in OC Connection - Right and 27A 637 pff uplift 1/8in thick min. washer required 414 plf sliding 2" square washer w/1/2" Ancho~ Sill Plate to Foundation @ 24 in OC Connection - Front and Bolt (Assume 1/16" oversized ho~e) 27B 156 plf uplift 1/8in thick rain. washer required 239 plf sliding 2" square washer wi 1/2" Anch(x Sill Plate to Foundation @ 34 in OC Connection - Rear and Bolt (Assume 1/16" oversized hole 27C 259 plf uplift 1/8in thick min. washer required 8d nails = 0.131' x 2.5", 1Od nails = O. 148' x 3" ,I, 16d nails = O. 131 ' x 3.25" unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe-Nails may not be used in Seismic Zones worse than C. JOB AP-A14724 Main House SHEETNO, 44 OF 44 CALCULATED BY D B DATE 7/1/2010 CHECKED BY DATE Desi(3n Summarv (con'd) Location Force Connection Fasteners Re({uired Reference Outlooker to Endwall 79 plf 0.131 "x3" Nails w/1.5" pen. Sheet 35 Within 3.00 It of Comer 2 per outrigger Outlooker to Endwail 79 plf 0.131"x3" Nails w/1.5" pen. Sheet 35 Not 3.00 ff of Comer 2 per outrigger Location Force Member Sizes Splice Conn. If Req. Reference 2nd Floor Double 2x6 Top P~ate - No Splices 6749 lb Sheet 19 Endwalls 2nd F~oor Double 2x6 Top Plate - With Staggered Spacing of 2 rows 6 ill OC Splices & of 0,131"x3" Nails 2872 lb Sheet 19 Sidewalls 1st Floor Double 2x6 Top Plate - No Splices 13210 lb Sheet 19 Endwalls Double 2x10 Perimeter Rail/Ceiilng Joist - No Spilces 1st Floor Double 2x6 Top Plate - With Staggered Spacing of 2 rows 5 in oc S pilces & of 0.131"x3 6820 lb Sheet 19 Sidewalls Double 2x10 Perimeter Rail - Staggered Spacing of 2 ro~s of 5 in oc With Splices & 0.131"x3" Nails Minimum Lumber Grade and Species Is SPF #3 Minimum Splice Length Is 6 fl 8d nails = O. 13t" x 2.5", rOd nails = 0.148' x 3" & 16d nails = O. 131 "x 3.25' An equal or better connection device may and Toe-Nails may not be used In Seismic Zones worse than C. Staples David E. Billingsley, PE JOB -- AP-A14724 Garage -- OF 44 CALCULATED BY __ DB DAm 7/1/2010 CHECKED aY -- Location~ NY 120mph Exp C Buildinq Des(;:dption: R dent sto 07/08110 Modular Wood Frame Construction C~es: 2007 New York Residen~ Code 2001ND8 ASCE 7-02 Seismic Crffeda Seismic Design Categonj (SDC) Short pedod design spectral response acceleration (SDs) 0.32 Basic Wind Speed V= Exposure = Wind Exposure Adjustment Factor = Snow Load Ground Snow Load = 120 mph (3 second gust) C 25 psf Joa AP-A14724 Garage SHEET NO. 2 OF 44 CALCULATED BY DB DATE 7/1/2010 CHECKED BY DATE Desiun Crlterta Cont, Floor Diaphragm Aspect Ratio Length of side (L~)(house w~dth) = 24 f. Length of side (L2)(house length) = 22.67 ft. L2 / L~ = 0.94;~ < 4:1 Max Mean Roof Height = 25 ff. Roof Framing Span (Horizontal Projection) = Roof Framing Spacing = 16 in. o.c. Roof Overhang Length = 1 ft. Roof Slope = 9:1~ Roof Diaphragm Aspect Ratio Length of side (L~)(house width) = 24 ft. Length of side (L2)(house length) = 22~67 ft. L2 / L~ = 0.94:~ < 4:1 ~ Roof / Ceiling Assembly Dead Load = 15 psf Roof Framing Type = Rafter 07/08/10 24 ft. JOB AP-A14724 Garage SHEET NO. 3 OF CALCULATED BY ... DS DATE CHECKED BY DATE 44 7/1/2010 1 st Story Loadbeadng Wall Height = 8 ft. Wall Stud Specifications = 2x~ Wall Stud Spacing = 16 in. o.c. SheanNall Segment Aspect Ratio 1 st Story Shearwall Height = SPF ~ OSR - PLY 1st Story Minimum Shearwall Length = H / 3,5 = 1st Story Wall Length Available for Full Height Sheathing Ble, = 18.00 ft. GYP H/1.5 = 1st Story Maximum Unrestrained Opening Height HiM = 66 in. JOB AP-A14724 Gara~le SHEET NO, 4 OF CALCULATED BY DB DATE CHECKED BY DATE 44 7/1/2010 Building Width = ASCE 7-02 Roof Framing Spacing = Roof / Ceiling Assembly Dead Load = 1,5 psf Roof Span = Amount of load to be subtracted per Story = = {[(Unit Width / 2) x Floor/Roof Dead Load] + Wall Dead Load} x 0.6 = { [(24,00ff / 2) x 10 pst] + 60 plf} x 0.6 = 1~ plf 16 in. o.c. 24 ft. Vertical Design Wind Pressures End Zone Wind Uplift Pressure = 15.6 psf Int. Zone Wind Uplift Pressure = 13.4 psf Overhang Wind Uplift Pressure = 15.6 psf Wind Exposure Category = C Wind Exposure Adjustment Factor = 1,35 Adjusted Uplift Pressures Adjusted End Zone Wind Uplift Pressure = 21.06 psf Adjusted Int. Zone Wind Uplift Pressure = 18;09 psf Adjusted Overhang Wind Uplift Pressure = 21~.06 psf 3 Sec Gust Wind Speed -- 1~ mph MWFRS Figure 6-2 Max of Zones E & F MWFRS Figure 6-2 Max of Zones G & H MWFRS Figure 6-2 Max of Zones Eoh, Goh, E,F,G&H Roof to 1st Story Wall Connection Load = 274 plf 07/08/10 lst Story Wall to Foundation Connection Load = 27~ plf ' 108 plf= 166 plf JOE AP-A14724 Gara~le SHEET NO. 5 OF CALCULATED BY DB DATE CHECKED BY DATE 44 7/1/2010 Uollft Connections ;cont'dl Note: All uplift load on roof resisted at sidewalls Main House Connection Design Connections to transfer uplift loads from the roof assembly to foundation must maintain a continuous toad path. Use structural connectors to provide the required connection. Alternate connection methods may be used, if they are satisfactorily proven to resist the calculated loads. Rafter to Ceiling Joist Connection w/gussets Connector: (2) 7/16" WSP Gusset Plates (1) ea side of rafter Fastener: 7/16" x 1 1/2" x 16 ga staples Staple Value - Lateral value 7/16in x 1 1/2in x 16 ga staple w/lin penetration Allowable Load = 40;4 Ibcap x 5 Staples = 40.4 lbs per staple Reference page 9 for staple capacity calc. 202 lb forHForSPF Note: The number of required staples above Is the amount of staples required to fasten EACH gusset to the rafter and EACH gusset to the ceiling Joist. Req'd Uplift Rafter in. to f. Per Required Provided Load Spacing conversion Gusset Capacity Capacity 274 plf x 16ino.c. x 1ft112in / 2 = i~ lb < 202 ipergusset Ceiling Joist to Wall Stud Connection Connector: 1.25"X20 ga steel strap Fastener: (7) 10d nails irt rafter and 10d nails in wall stud Allowable Load = 867 lb 07 0 0 ~ Connector Req'd Uplift Capacity Load 86? lbs / 274 plf in. to ft. Req'd Provided conversion Spacing Spacing x 1ft/12in = 38 in. 32 in. JOB AP-A14724 Gara~le SHEET NO. 6 OF CALCULATED BY DS DATE CHECKED BY DATE 44 7/1/2010 UPlift Connections Icont'¢) 1st Story Wall Stud to Floor Band Connection Connector: 7/16" OSB/PLY ovedap floor rim joist 6, Fastener: 0.113in x2,3/8in nails Must Use Nails in Higher than Seismic Zone C Nail Value - Lateral Value 0.113in x 2-3/8in nail = 83 lbs per nail Use 2 rows of nails along bottom edge of panel - stagger spacing between rows Left Req'd Uplift Required Load Spacing 07/08/10 JOB SHEET NO. CALCULATED BY CHECKED BY AP-A14724 Gara~le 7 OF 44 DB DATE 7/1/2010 DATE U~llff Connections fconl~'d) Design 1st Story Module to Sill Plate Connection Assume Typical 1st Story Module to Sill Plate Connection made with Connector: 7/16" OSB/PLY overlap sill plate 1.5, Fastener: 0.131"x2.5" Naita Must Use Nails in Higher than Seismic Zone C Nail Value - Lateral value 0.131inx2.5in Nails = ~ Ibspernail Use 1 row of nails along bottom edge of panel Floor Band to Sill Plate Connection Left Req'd Uplift Req'd Load Spacing JOB AP-A14724 Garage SHEETNO. 8 OF CALCULATED BY D~ CA~ CHECKEDBY DATE 44 7/1/2010 Slnale Shear Staota Cent_city wi min. I" oenetratlon D = 0,063 in F~ = 1E+05 psi F~= 2.2 R. = 0,779= Rt = 2.286 = Ir. = I in I~ = 0.438 in Fern = 3350 psi Fes = 4300 psi Per Section 11.1.7 of 2005 NDS "Other Dowel-Type Fasteners" Diameter ts = 0,438 in Dowel bending yield strength tm = 1 in Reduction Term - See Table 11.3.1B Ss = OSB/PLY Fern / F. MS = SPF (m / Is S~ = 16 main member dowel beadng length Co = 1,6 side member dowel beadng length main member dowel beadng strength side member dowel beadng strength Table 11.3.1A Yield Limit Equations: Mode Shear ir" Zlm = D x Im x Fern Rd x Co = 153~5 lb Is Zls = D x [~ x F. x Co = 86.2: Zii= k~ xDxls xF. x Co Illin Zmr" = k2 x D x Im x Fern x CD (1+2Re) x I~ Ills Zlos = k3 X D X Is XFer. x Co (2+R~) x R~ IV Notes: K1 = 7IV= D2 X I 2xFemxFyb [(1/2) R~ 3X(1 +Re) 54.5 'lb 33.6 [Re + (2Re2 x (1 +Rt+~;~2)) + (R~2 x Rs3)](1/2) - [Re x (l+Rt)] (1+Re) -1 + ~(l+Re)) + 2Fyb x (1+2Re) x D2 ](1/2) 3Fern X Im2 + 1(2 X (~e+Re))+ 2Fyb x (2+Re)X D2 '~(1/2) 3F~ X Is2 lb ¸lb lb K2 = Side member thickness Main member penetration Side member species Main member species Staple Gage Load Duration Factor Staple Capacity: Zstaple = 2 Legs x Zmin Zstaple = 40+4 lbs 07/08/10 Minimum Shear, Zmin = 20;2! lb = 0;6 = 1~4 JOB AP-A14724 Garage SHEETNO. 8A OF CALCUI.~TED BY ., DB DAm CHECKEDBY DATE 44 7/1/2010 Per Section 11.1.7 of 2005 NDS Slnule Shear Sta,,le C=,n~c!tv w/Metal Side Member W/min, 1" D = 0.063 in Fyb = 1E+05 psi Re = 2.2 Re = 0,054= P~ = 27'.78 = Irn = I in Is = 0~038 in F~n = 3350 psi F. = 61850 psi Diameter ts = 0.036 in Dowel bending yield strength tm = 1 in Reduction Term ~ See Table 11.3.1B Ss = 20GA Stee{ Fern / Fes MS = SPF Im/Ig Se = 16 main member dowel beadng length CD = 1.6 side member dowel bearing length main member dowel bearing strength side member dowel bearing strength Table 11.3.1A Yield Limit Equations: Mode Shear Irn Zim = D x Im x Fern x Co = 153;5 lb "Other Dowel-Type Fasteners" Side member thickness Main member penetration Side member species Main member species Staple Gage Load Duration Factor Staple Capacity: Zstaple = 2 Legs x Zmin Zstaple = 52.,5 lbs )~ Z~s= OxlsxFes x CO Re II Zi~= ki xD xls x Fe~ Illin Zlllm -- k2 xD Xlm X Fern (1+2Re) X Rd Ill, Z41~s = k3 x D x Is x Fern (2+Re) X Rd = lO2iO lb X CO = 62~8 lb x Co = 66.7 lb X CD = 31.8 lb 07/08/10 iV Notes: ZIv-- D2 x I 2 x Fem x Fyb~(1/2) Rd 3 x (1 + Re).~J = 26i3 [Re + (2Re2 x (l+Rt+Rt2)) + (Rt2 x Re,3)](1/2) - [Re x (I+Rt)] (1+Re) lb Minimum Shear, Zmin = = 0.6 26~3 lb K2 K3 = -1 + 1(2 X (1+Re)) + 2Fyb x (1+2Re) x D2 3F~m X Im2 -1 +I(2X(I+Re))+ 2Fybx(2+Re) xD2 '~(1/2) 3Fern X I,2 = 11.8 JOB AP-A14724 Gara~le SHEET NO. 9 OF CALCULATED BY DB DATE CHECKED BY DATE 44 7/1/2010 16GA Strap Capacity Thickness of Strap = 0.0598 in Strength of Steel = 36 ksi Strength Reduction Factor = 0.6 Width of Steel Strap = 1.5 in Thickness of fastener = 0.1310 in Capacity of Strap -- Thicknes x (Width of Strap - Width of fastener) x Strength of Steel x Strength Reduction Factor = Capacity of Strap = 1768,3 lb 0.131"x2.5" Nail Capacity Shear Z-- 83 lb NDSTable11P Load Duration Factor = 1.6 for wind Adjusted Fastener Capacity = 132.8 lb Required Quantity of Fasteners to achieve max capacity of strap = QTY = 14 nails each end of each strap 07/08/10 JOB AP-A14724 Gara~le SHEETNO. 9A OF CALCULATED BY DB DA3~ CHECKED BY DA~E 44 7/1/2010 20GA Strap Capacity Thickness of Strap = 0,0359 in Strength of Steel = 36 ksi Strength Reduction Factor = 0.6 Width of Steel Strap = 1.25 in Thickness of fastener = 0.1310 in Capacity of Strap = Thicknes x (Width of Strap - Width of fastener) x Strength of Steel x Strength Reduction Factor = Capacity of Strap = 867.72 lb 0.131"x2.5" Nail Capacity Shear Z= 81 lb NDSTable11P Load Duration Factor = 1.6 for wind Adjusted Fastener Capacity = 129.6 lb Required Quantity of Fasteners to achieve max capacity of strap = QTY = ? nails each end of each strap 07/08/10 JOB AP-A14724 Gara~le SHEETNO. 10 OF CALCULATED BY DB DATE CHECKED BY DATE 44 7/1/2010 No Matewall UDIIft Connections Reaulred - All UPlift Resisted at Sidewall 07/08/10 JOB AP-A14724 Garage SHEET NO. 1 1 OF CALCULATED BY DB DATE CHECKED BY DATE 44 7/1/2010 No Matewall U=llff Connections Reauired - Ail UPlift Resisted at Sldew{lll 07/08/10 JOB SHEET NO. CALCULATED BY CHECKED BY AP-A14724 Garage 12 or 44 DB CATE 7/1/2010 CATE Uollft Connections {cqnt'd) Check Tensile Strength of Studs to Transfer Uplift Loads SPF ~ Nominal Tensile Stress F~ = 250 psi Load Duration Factor Cc = 1.6 Size Factor CF = 1,3 Allowable Tensile Stress FI' = Ft Co CF = Net Area of Stud A = 8.25 in2 Allowable Tensile Load pt' = Ft'A = 520 psi 4290 lb ANSI / AF&PA NDS Table 4A ANSI /AF&PA NDS Table 2.3.2 ANSI / AF&PA NDS Table 4A ANSI /AF&PA NDS Table 4.3.1 > 366~ b ~ Shear Connectlon~ 07/08/10 ~ Roof Pitch = 9:12 Roof Height = 3 Sec Gust Wind Speed = 120 mph Wind Exposure = C Max Wall Height = 8 ff End Zone Length = 6.00 ft Floor/Ceiling Depth = 1.75 ff JOB AP-A14724 Garage SHEET NO. 13 OF 44 CALCULATED BY DB DATE 7/1/2010 CHECKED SY DATE 19 ft Roof Span = Wind Exposure Adjustment Factor = Building Length = 24 ft. 1.35 Horizontal Design Wind Pressures End Zone Wall Horizontal Pressure -- End Zone Roof Horizontal Pressure = Int. Zone Wall Horizontal Pressure = Int. Zone Roof Horizontal Pressure = (Enter 10psf as minimum value or if value is less than zero) 25.7 psf MWFRS Figure 6-2 Zone A 17.6 psf MWFRS Figure 6-2 Zone B 20.4 psf MWFRS Figure 6-2 Zone C 14 psf MWFRS Figure 6-2 Zone D Average Wall Horizontal Pressure = 23.24 psf = (Wall End Zone Press x 2 x End Zone Length ) + [Wall Int. Zone Press x (Building Length - (2 x End Zone Length) ] Building Length Average Roof Horizontal Pressure = 1595 psf = (Roof End Zone Press x 2 x End Zone Length ) + [Roof Iht Zone Press x (Building Length - (2 x End Zone Length) ] Building Length Perpendicular to Ridge Roof Diaphragm Load = 395 plf = (Ave. Roof Hor. Press. x Roof Height) Adjusted Roof Diaphragm Load = 53~ plf + (Ave. Wall Hor. Press. x Wall Height / 2) Multiplied by Wind EXP. Factor Floor Diaphragm Load = 226;3 plf = [Ave. Wall Hor. Press. x (Wall Height+Floor/Ceiling Depth)] Adjusted Floor Diaphragm Load = 305 plf Multiplied by Wind Exp. Factor Parallel to Ridge Roof Diaphragm Load = 243.9 plf = (Ave. Roof Hor. Press. x Roof Height/2) Adjusted Roof Diaphragm Load = 329 plf + (Ave. Wall Hor. Press. xWall Height/2) Multiplied by Wind Exp. Factor Floor Diaphragm Load = 226.3: p f = Same as Perp to Ridge Floor Diaphragm Load Adjusted Floor Diaphragm Load = 305 plf Multiplied by Wind Exp. Factor JOB SHEET NO. CALCULATED BY CHECKED BY AP-A14724 Gara~le 14 or 44 DB DATE 7/1/2010 DATE Shear Connections - Wind {cont'd1 Reference Sheet 13 for wroof & wfloor calculations Total Shear Capacity Requirements Wind Perpendicular to Ridge w~of = 533 plf W,oor = 305 plf L= 22'67 ft. Vr~ = w,~of x L = 12090 lb V~o~=w~oorxL= 6924+ lb Wind Parallel to Ridge w.~f= 329 plf Wflo<~= B= 24 ff Vroof = Wroof X B= 7903 lb V~=wf~o~xB= 733t lb Shear Tranfer Connection Capacity Requirements vroof = Vroof / 2 / B = vfloorl = Vroof + Vfloorl / 2 / B = 3~i plf vroof=Vroof/2/L= 174: pf vfloorl = Vroof + Vfloor / 2 / L = 33~ plf 07/08/10 JOB AP-A14724 Garage SHEETNO. 15 OF CALCULATED BY DB DATE CHECKED SY DATE 44 7/1/2010 Shear Connections. Seismic (cqnf/'d) Total Shear Capacity Requirements - Seismic Seismic Design Category = S Weights: Factors: Wroof = 8181' lb R= Wswall = 1360 lb Fa = Wewall = 1440 lb F = Wgable = 720 lb SDS = Wfloor = 5441 lb W~ota~ = 17122 lb Seismic Base Shear, V: Section 12.14.8.1 V= FxSos x Wt~l = R 843 Vertical Distribution, Fx: Fx = wx x V Section 12.14.8.2 F~= 611 lb F,~,oo~ = 1018 Ib ASCE 7-02 8;S Table 12.14-1 1.4 Sect on 12.14.8 1 1 Section 12 14 8.1 0.32 Secction 11.4.1 ~b 07/08/10 Floor Diaphragm Load = 1016 lb Diaphragm Unit Shear Capacity Requirements B= 24 ff. L= 22.67 fi, Perpendicular to Ridge vroof = Fx.roof / 2 / B = 13 plf 1st floor down from roof vfloorl =Fx.floorl/2/B= 21 plf Wind Parallel to Ridge vroof = Fx.roof/2 / L = 13 vfloorl = Fx.floorl/2 / L = 22 plf JOa AP-A14724 Garage SHEET NO, CALCULATED SY CHECKED BY 16 DB OF DATE DATE 44 7/1/2010 Shear Connections {cont'd) Reference Sheet 14 & 15 for Vroof calculations Shearwall Unit Shear Capacity Requirements Shear Perpendicular to Ridge 1st Story Wall (Shearwall Supports Roof & Ceiling) Wall Length Available for Full Height Sheathing Bl~ = 18,~ ff. %~,~ = Shearwall Unit Shear Capacity Vwall left = Vroof / 2 Bleft Vwall left = Vwall left = 336~ plf wlndC~ /(2x 18.0~ ft.) JOB AP-A14724 Gara~le SHEETNO. 17 OF CALCULATED BY DB DATE CHECKED BY DATE 44 7/1/2010 Shear Connections ¢cont'd) 07/08/10 Shear Capacity of 1 st Story Perforated Shearwall Assembly Percent Full Height Sheathing Wind Perpendicular to Ridge %l.~t = 75 Ma)dmum Unrestrained Opening Height Wind Perpendicular to Ridge H~,ft = 66 in, Perforated Shearwall Capacity Adjustment Factor Wind Perpendicular to Ridge Fi~ = 0,79 1st Story Wall Height - 8 ft. Joe AP-A14724 Garage SHEET NO. 18 OF 44 CALCULATED BY DB DATE 7/1/2010 CHECKED BY DATE Shaarwall Deslan Note: Gable wall studs at roof level must be same, size, species and grade as wall below, They must also be sheathed and fastened the same as wall below. Shear Capacity of Segmented Shearwail Assembly Framing Species Specific Gravity G = 0.42 1 st Story Wall - Left PERFORATED 7/16" OSB wi 8(I nails ~ 3' o.c. panel edge & 12' o.c. field nailing (exterior) Tabulated Value = 450 plf v~ = 1.40 (Tab. Value) = 630 ~)lf vs = 0 plf Shear Capacity of Sheam~all Assembly vs = 630 plf + 0 plf = 630 plf 3.38 plf 07/08/10 Joe AP-A14724 Gara~le SHEET NO. 19 OF 44 CALCULATED BY DB DATE 7/1/2010 CHECKED BY DATE Dlauhraam Chords Check Tensile Strength of Top Plate to Transfer Chord Fome - SPF ~ Nominal Tensile Stress F~ = Load Duration Factor CD = Size Factor CF = Tensile strength controls vs. compressive Sample Calculation 250 psi ANSi /AF&PA NDS Table 4A 1.6 ANSI / AF&PA NDS Table 2.3.2 1.5 ANSI /AF&PA NDS Table 4A Allowable Tensile Stress Net Area of Stud Allowable Tensile Load Double 2x4 - With Splices Pt' = Ft' A = 315~ lb Double 2x6 - With Splices P~' = Fi' A = 4290? lb Double 2x10 - With Splices Pt' = F~' A = 5~ lb Znail = 131 lb 0.131"x3" Nails Minimum splice lap where splices are allowed Ft' = Ft CD CF = 600 psi ANSI / AF&PA NDS Table 4.3.1 A = 8,2,~ in2 Double 2x4 - No Splices 630~ lb Double 2x6 - No Splices lb Double 2x10 - No Splices 111~ b see page 22 6 ft 1 st Floor LEFT T= 6045 lb Double 2x6 SPF #2 Top Plate - With Splices & Staggered Spacing of 2 rows of 0.131"x3" Nails 3 in o.c. 07/08/10 JOe AP-A14724 Garage SHEET NO. CALCULATED BY CHECKED BY 20 DB OF DATE DATE 44 7/1/2010 Shall Desl n c ' Shear Capacity of Perforated Shearwall Assembly v = vs x Perforated Shearwall Capacity Adjustment Factor 1st Story Wall 1 st Story Wall Height - 8 ft, Shear Perpendicular to Ridge 630 ~ X 0.79 = 4~ pR > 336 plf Note: Perforated Capacity limited to 490plf for Seismic and 686plf for wind Joa AP-A14724 Gara~le SHEETNO. 21 OF 44 CALCULATED BY DB DATE 7/1/2010 CHECKED BY DATE Reference Page 22 for Stud Capacity E~ample Calculation. Check Capacity of Dead Loads to Resist Overturning Loads Length of side (L~)(house width) = 24 Length of side (L2)(house length) = 22.6'~ fl. Dead Load Resistance to Overturning - Left Dead Load = 6~ plf Dead Load * (Length to Overturning @ Pivot Point/2 ) = 780 bs * 0.60 = Return Wall Dead Load = * {) * 0.60 = Required Holddown Capacity T -- v x h Segemented T = v x h/Co 1st Story Module to Foundation - Left PERFORATED Wind Controla T= 3,36 plf x 8.0 ff. / 0.791 = 3396 lb + lb - 488~ IbsDL= Connecte~. USP STAD14RJ Fastener:. ~/ 1/2 in min concrete cover and (38) 16d sinkers, locate 1.5in from comer Allowable Load 4960 lb Perforated 2928~ lb 07/08/10 Joe AP-A14724 Garage SHEET NO. 22 OF CALCULATED BY DB DATE CHECKED SY DATE 44 7/1/2010 Overturnlna Connections ¢cont'd) Check Tensile Strength of Studs to Transfer Overturning Loads - Sample Calculation (1) 2~8 SPF #3 Nominal Tensile Stress F~ = 250 psi Load Duration Factor CD = 1.6 Size Factor CF = 1.0 Allowable Tensile Stress Ft'=F~CDCF = 400 ~psi Net Area of Studs A = 8;25 in2 Allowable Tensile Load Pt' = F~' A = 330-3 lb ANS 07/08/10 3.2 Built up Column Fastening Requirement Assume Typical Connection made with 0.131' x 3,00, Naila~ Specific Gravity of Member G = 0.42 Thickness of Member t~ = 1.50 in. Lateral Capacity of Nails Z -- 82 lbs Load Duration Factor CD = 1.6 Allowable Lateral Capacity of Nails Z' = Z CD = 131 lb Stud Height = 8~ ff ANSI / AF&PA NDS Table 11N ANSI /AF&PA NDS Table 2.3.2 ANSI / AF&PA NDS Table 10.3.1 Required Spacing for two rows of nails staggered = (Nail Capacity x #of rows) / (Stud Cap. / Stud Height) ( 131 lb x 2 ) / ( 3300 lb / 8 fl ) = ? in o.c. x (ft to in conversion) x( 12in / lft)= JOB AP-A14724 Garage SHEETNO. 23 OF CALCULATED BY DB DATE CHECKED BY DATE 44 7/1/2010 Roof Pitch = 9:12 3 Sec Gust Wind Speed = Wind Exposure = Load from wind on Wail Wall Height = 12Q mph C 8 ft. Roof member spacing = Wind Exposure Adjustment Factor = End Zone Wall Horizontal Pressure = 25~7 psf MWFRS Figure 6-2 Zone A End Zone Wind Load = End Zone Wall Press x (Wall Height / 2) End Zone Wind Load = 102;8 plf Adjusted End Zone Wind Load = End Zone Wind Load x Wind Exp Factor = 16, in o.c. Load required to be transferred to sidewall diaphragm chord Load to in sidewall diaphragm chord = 3952 lb See pages 14 & 15 Length of Unit = 22~ ft Load along sidewall in diaphragm chord = sidewall diaphragm chord load / length of unit Load along sidewall in diaphragm chord = 174~3 plf Req. Roof to E.Z. Wall Load = Req. Roof to E.Z. Wall Load -- Max(adj, end zone wind load, Idiaphragm chord load) x roof mem. spacing = 232~4 lb Roof to Wall Plate Connection Assume Typical Connection made with Specific Gravity of Member G = 0.4~ Thickness of Member t~ = 1.50 in. Lateral Capacity of Nails Z = 82 lbs Load Duration Factor CD = 1.6 Toe Nail Factor Ctn = 0.83 Allowable Lateral Capacity of Nails Z' = Z CD Ctn -- 109 lb Required Roof to Wall Plate Connection 0.131" x 3" toenails ~ AF~A'N{]~ Tabl~ ANSI 07/08/10 Req'd Nail Load Capacity 232 b 109 lb cap Nails Req'd 3 per fram ng member Joe AP-A14724 Gara~le SHEETNO. 23A OF 44 CALCULATED SY DB DATE 7/1/2010 CHECKED BY DATE SIIdlno Connections Assume Typical Connection made with Specific Gravity of Member G = 0.42 Thickness of Member ts = 1.50 in. Lateral Capacity of Nails Z = 82 lbs Load Duration Factor CD = 1.6 End-Grain Nail Factor C~ = 0.67 Allowable Lateral Capacity of Nails Z' -- Z CD Cog = 88 lb Top Plate to Studs & Bottom Plate to Studs 0.131" x 3.00" Nails in End-Grain~ Req'd Load 185 lb ANSI / AF&PA NDS Table 11N ANSI / AF&PA NDS Table 2,3.2 ANSI / AF&PA NDS 11.5.4.2 ANSI / AF&PA NDS Table 10.3.1 Nail Nails Capacity Req'd 8~ Ibcap 3 per framing member Bottom Plate to Floor Assume Typical Connection made with Allowable Lateral Capacity of Nails Z' = Z CD = 131 Req'd Stud Load Spacing 185 lb / 16 n DC Nail Req'd Capacity / Load 131 lb cap 139 plf 0~131" x 3.00" naile~ lb ANSI /AF&PA NDS Table 10.3.1 Req'd Load 139 plf Req'd Spacing 6 in D.C. JOB AP-A14724 Garage SHEET NO. 24 OF CALCULATED BY DB DATE CHECKED BY DATE 44 7/1/2010 SIIdlna Connections fcont'di Alternate Roof to Wall Plate Connection Connector: USP RT16A Fastener: (9) I Od nails in truss and (8) 10d nails in plates Allowable Load -- 800 lb for SPF Req'd Lateral Load 1 plf Req'd Spacing 48 in. Provided Spacing 48 in. 07/08/10 JOB AP-A14724 Garage SHEET NO. CALCULATED BY CHECKED BY 25 DS OF DATE DATE 44 7/1/2010 SIIdlna Connections (cont'd) Design 1st Story Module to Sill Plate Connection Assume Typical Connection made with 0.148" x 3.0" toenailS; Specific Gravity of Member G = 0:42 Thickness of Member ts = 1.50 in. Nominal Lateral Capacity of Nails in Single Shear Z = 100: lb Load Duration Factor Cc = 1.6 Toe-Nail Factor C~. = 0,83 Allowable Lateral Capacity of Nails in Single Shear Z' = Z CD Ct. = 133 lb 1st Story to Sill Plate Connection - Left v = Vfloorl= 336 plf Connection: 0.148" x 3.0" toenailS~ 07/08/10 ANSI / AF&PA NDS Table 11N ANSI /AF&PA NDS Table 2.3,2 ANSI / AF&PA NDS 11,5.4 ANSI / AF&PA NDS Table 10.3.1 Ref. Sheet 14&15 JOB AP-A14724 Garage SHEET NO. 26 OF 44 CALCULATED BY D B CATE 7/1/2010 CHECKED BY DATE SIIdlna Connectlon~ Cqnt'd 07/08/10 Design Alternate 1st Story to Sill Plate ConnectJon 1st Story to Sill Plate ConnecUon - Left Connector: USP MP4F Fastener: (12) 8d x 1-I/2" nails Allowable Load = 710 lb Req'd Sliding Load 336 plf v = Vfloorl= 336 plf Req'd Spacing 25 in. JOS AP-A14724 Gara~le SHEET NO. CALCULATED BY CHECKED BY 27 OF DB DATE DATE 44 ?/1/2010 Anchor Bolt SPacing OK Sill Plate to Left Connection: Design Sill Plate to Foundation Connection '1/2 "da Anchor Bolts @ 24 "o.c, Assume /2 d~a. Anchor Bolts. Anchor Bolts shall be provided within 12" of the ends of each sill plate section, but no closer than 4" from the ends. Minimum 2 bolts per sill section. Specific Gravity of Sill Plate G = 0;55 Thickness of Sill Plate ts = 1.50 in. Nominal Lateral Capacity for Bolt in Single Shear Parallel to the Grain ANSI / AF&PA NDS Table 11E Z/~ = 680 lb Load Duration Factor ANSI / AF&PA NDS Table 2.3.2 Co = 1.6 Allowable Lateral Capacity for Bolt in Single Shear Parallel to the Grain ANSI/AF&PANDS Table 10.3.1 Z' = Z// CD= l~lb CSI Shear => Vfioorl = 336 plf Reft Sheet Load at anchor bolt = Vfloorl x Anchor Bolt Spacing Load at anchor bolt= 336 plf x 24 "o.c. = CSI = Load at anchor bolt / Z' CSI= 672 lb / 1088 lb = 0.62 672 lb Check Compression Perpendicular to the Grain Uniform Uplift Load = M~ ~ uplift load at foundatie~ from roof and uplift lead from per[orated shea~waii if applicable, Uniform Uplift Load = Max of 0 plf See page 4 and See page 18 Uniform Uplift Load = ~ plf Concentrated Uplift Load = Uniform Uplift Load xAnchor Solt Spacing Concentrated Uplift Load = 336 plf x 24 "o.c. Concentrated Uplift Load = 672 lb CSI Uplift => Allowable Compression Stress Perpendicular to the Grain Fc.L = 565 psi ANSI / AF&PA NDS Table 4B Try 2 "square washer w/ 1/2 "Anchor Bolt (Assume 1/16" oversized hole) Area of Washer A~*h~, = 2 2 -((TT/4) (0.5 + 1/16)) = 3.558 in2 Allowable Compression Load Perpendicular to the Grain Pc-L = F~. AWa~her= 565 psi X 3,558 in2 = 20iQ lb CSI = Load at anchor bolt /Pcpe,, = 672 lb / 2010 lb = 0.33 Total CSl = CSI shear + CSI uplift = 0.62 + 0.33 = 0~95 Joe AP-A14724 Garage SHEETNO. 28 OF CALCULATED BY DB DATE CHECKED BY DATE 44 7/1/2010 Roof Sheathing Design Roof Sheathing Connection to Resist Suction Loads 3 Sec Gust Wind Speed = 120 mph 07/08/10 Suction Pressure from Wind - ASCE 7 Figure 6-3, Use 10psf minimum C&C Pressures Intedor Zone Zone 1 = 2519 psf Perimeter Edge Zone Zone 2 = 30~3 psf Overhang Zone Zone 2 OH = 43.9 psf Overhang Zone Zone 3 OH = 43.9; psf Wind Exposure = C Wind Exposure Adjustment Factor -- Adjusted Interior Suction Pressure = Adjusted Perimeter Suction Pressure Adjusted Overhang Suction Pressure Adjusted Overhang Suction Pressure Perimeter Edge Zone Width C&C Pressures Zone 1 Zone 2 Zone 2 OH Zone 3 OH Minimum Building Dimension = 24 ft. Z = 10% Minimum Building Dimension = But not less than 3 ft. Z4 ff Roof Framing Spacing = Unit Suction Load from Wind Intedor Zone = Perimeter Edge Zone = Overhang Zone = 16 in. o.c. 35 psf x 41 psf x 59 psf x Roof Framing Spacing in ft. o.c. 1.33 ft. 1.33 ft. 1.33 fi. 47 pff 55 pff 79 pff JOB AP-A14724 Garage 29 SHEET NO. CALCULATED BY CHECKED BY DB OF 44 7/1/2010 Sheathlrm Connections ~cont'dl Roof Sheathing Design Roof Sheathing Connection to Resist Suction Loads Roof Sheathing: 7/16~ OSB (Unblocked) Fastening: 8d nails at ~ - D.C. panel edge nailing and 121" D.C. field nailing Specific Gravity of Roof Framing Diameter of Nails Length of Nails Thickness of Sheathing Nominal Nail Withdrawal Design Value ANSI /AF&PA NDS Table 11.2C Load Duration Factor ANSI / AF&PA NDS 2.3.2 Allowable Nail Withdrawal Design Value ANSI / AF&PA NDS Table 11.2C Length of Nail Penetration Withdrawal Capacity per Nail D= 0;131 in. L = 2.5~ in. t = 0.4375 in. W-- 21 lb/in. CD = 1.6 W'=WCo= 34 lb/in. Lr~ =L-t= 2~06;3 in. W'LP = 6~ lb Required Suction Load Capacity IntedorZone = 47; plf Perimeter Edge Zone = pff Overhang Zone = 79 plf Required Fastening IntedorZone = 12 "D.C. Perimeter Edge Zone = 6 "D.C. Overhang Zone = 6 "D.C. Ref. Sheet Ref. Sheet Ref. Sheet 07/08/10 JOB AP-A14724 Gara~le SHEETNO. 30 OF CALCULATED BY DB DATE CHECKED BY CATE 44 7/1/2010 Sheathlrm Connections ~cont'd) Roof Sheathing Design Roof Diaphragm to Transfer Shear Loads Unit Shear Capacity Requirement Max Vroo~ = 1209~'~ lb B = ',/roof -- Shear Capacity for Diaphragm Assembiy Framing Species Specific Gravity Roof Sheathing: Fastening: 8d nails at 6" o.c. panel edge nailing and Tabulated Value = 211;8 plf vs = (Tab. Value) = 296.24 plf · 07/08/10 1~" o.c. field nailing See Supplement Table 2C Footnote 1 JOS AP-A14724 Garage SHEET NO. 31 OF CALCULa, TED BY DB DA~E CHECKED BY DATE 44 7/1/2010 Sheathlna Connections (cont'd) Floor Sheathing Design Floor Diaphragm to Transfer Shear Loads Unit Shear Capacity Requirement Max V,o~ = 733~ :~ lb L = 22.67 ft. vfloor= 162 plf Shear Capacity for Diaphragm Assembly Framing Species Specific Gravity 07/08/10 Floor Sheathing: 5/8in OSB (Un~) Fastening: 10d nails at6" o.c~ panel edge nailing and 12~ o;o; field na~ Tabulated Value = 197' plf vs = 1~4 (Tab. Value) See Supplement Table 2C Footnote 1 = 275.8~ plf · 16~ plf OK; JOS AP-A14724 Gara~le 32 SHEETNO, CALCULATED BY CHECKED BY DB OF DATE DATE 44 7/1/2010 Sheathlna Connections Wall Sheathing Design Wall Sheathing Connection to Resist Suction Loads 3 Sec Gust Wind Speed = 120 mph 07/08/10 Suction Pressure from Wind- ASCE 7 Figure 6-3 C&C Pressures Intedor Zone (Zone 4) = 28~1 psf Edge Zone (Zone 5)= psf Wind Exposure = Wind Exposure Adjustment Factor = Adjusted Intedor Suction Pressure = Adjusted Perimeter Suction Pressure = Perimeter Edge Zone Width 48.8 psf Minimum Building Dimension = Z = 10% Minimum Building Dimension = 2.4 ft But not less than 3 ft. Wall Framing Spacing = 16 in. o.c. Roof Unit Suction Load from Wind Framing Spacing in ft. o.c, 38 psf x 1~33 floc = Interior Zone = EdgeZone= 47 psf x 1.33 floc.= 51 plf 62: plf JOS AP-A14724 Gara~le 33 SHEET NO, CALCULATED BY CHECKED BY DB OF DATE DATE 44 7/1/2010 Sheathlno Connections ~'cont'd) Wall Sheathing Design Wall Sheathing Connection to Resist Suction Loads Wall Sheathing: 7/16" OSB Fastening: 8d nails at ~" o.c. pane edge nailing and 12" o.c. field nailing Specific Gravity of Wall Framing Diameter of Nails Length of Nails Thickness of Sheathing Nominal Nail Withdrawal Design Value ANSI / AF&PA NDS Table 11.2C Load Duration Factor ANSI /AF&PA NDS 2.3.2 Allowable Nail Withdrawal Design Value ANSI / AF&PA NDS Table 11.2C Length of Nail Penetration Withdrawal Capacity per Nail c-- 0.42 D = 0,131 in, L = 2.50 in. t = 0.4375 in. W= 21 lb/in. Co = 1.6 W'=WCD= 34' lb/in. Lp=L-t= 2.063 in. W' LP = ~ lb Required Suction Load Capacity Intedor Zone = 5~: plf Perimeter Edge Zone = plf Required Fastening Interior Zone = 1Z" o c (} O.C. Perimeter Edge Zone = 07/08/10 JOB AP-A14724 Garage SHEETNO, CALCULATED BY CHECKED BY DB OF DATE DATE 44 7/1/2010 Rldae Connections Ridge Connection Roof Pitch = 9:12 Roof Span = 24 ft. 3 Sec Gust Wind Speed = Wind Exposure = 120 mph 07/08/10 Ridge Connection Ridge Connection Load = 274 plf See Page 4 Connector: USP Stral~Tie LSTA15 Fastener: (12) 10d nail~ Allowable Load -- 950 lb Req'd Req'd Provided Load Spacing Spacing 274 plf 42 in.o.c. 16 in.o.c. Flip Connection Flip Connection Load 274 plf Connector: USP Strap-Tie LsTA15 Fastener: (12) 10d nails Allowable Load = 950 lb (6 each end of strap); Req'd Req'd Provided Load Spacing Spacing 274 plf 42 in.o.c. 16 in.o,c. JOB AP-A14724 Gara~le SHEETNO. 35 OF CALCULATED BY DS DATE CHECKED BY DATE 44 7/1/2010 Outlooker to Endwall Roof Pitch = 9:12 Roof Span = 24: ff. Roof Overhang Length = 3 Sec Gust Wind Speed = 120: mph Overhang Uplift Load = 43~9 psf Zone 2 OH Overhang Uplift Load = 43;g{~' psf Zone 3 OH Outlooker Spacing = 16 in o.c. See page 28 See page 28 Tabulated Overhang Uplift Connection Load Zone 2oh = Tabulated Overhang Uplift Connection Load Zone 3oh = 58.53-3 lbs Wind Exposure = C Wind Exposure Adjustment Factor = Adjusted Ridge Connection Load Zone 2 OH = 79 lbs Adjusted Ridge Connection Load Zone 3 OH = 79~ lbs 07/08/10 Connector: 0.131"~ NallS W/ !.5" pen~ Allowable Load = 50.4 lb: Connectors Per Outlooker Req'd Zone 2 OH = 2 per outrigger Connectom Per Outlooker Req'd Zone 3 OH = 2 per outrigger JOB AP-A14724Gara~e SHEETNO. 36 OF 44 CALCULATEDBY DB DATE 7/1/2010 CHECKED BY DATE Knee Well Connecf~lqns Knee Wall Connection Roof Pitch = 9:12 Roof Span = 24 ft. 3 Sec Gust Wind Speed = 07/08/1 0 Kneewall Connection Requirement Unit Connection Load from Wind = lb See page 34 Design Knee Wall Connection Assume Typical Connection made with Specific Gravity of Member G = 0;42: Thickness of Member ts = 1.50 in. Withdrawal Capacity of Nails W = 21 lbs per inch penetration Load Duration Factor CD = 1.6 Penetration Depth Cd = 1.75 in Toe Nail Factor ANSI / AF&PA NDS 11.5.4.2 Allowable Withdrawal Capacity of Nails per inch W' -- W CD Cd Ct"= 39 lb 0.131' x 3~25" toenails: ANSI / AF&PA NDS Table 11.2C ANSI / AF&PA NDS Table 2.3.2 Req'd Load 364~ lb Ct. = 0.67 ANSI / AF&PA NDS Table 10.3.1 Nail Nails Capacity Req'd 39" lb cap 10 per stud JOB AP-A14724 Gara~le SHEETNO, CALCULA3~ED BY CHECKED BY 37 DB OF DATE DATE 44 7/1/2010 Knge Wall Alternate Connections Knee Wall Connection Roof Pitch = 9:12 Roof Span= 24 ff 3 Sec Gust Wind Speed -- 120 mph Kneewall Connection Requirement Unit Connection Load from Wind = lb Design Knee Wall Connection Assume Altemate Connection made with Specific Gravity of Member G = 0.42 Thickness of Member ts = 2.83 in. Withdrawal Capacity of Screws W = 82 lbs per inch penetration Load Duration Factor Co = 1.6 Penetration Depth Cd= 1.17 in Allowable Withdrawal Capacity of Screws W' = W Co CdCm= 103 lb Option 1 #8x4" Screws Toed Option 2 USP RTl0 Strap Req'd Load 364 lb Req'd Load 364 lb 07/08/10 See page 36 Toe Nail Factor Ctn = ANSI / AF&PA NDS 11.5.4.2 ANSI / AF&PA NDS Table 11.2C ANSI / AF&PA NDS Table 2.3.2 ANSI / AF&PA NDS Table 10.3.1 Screw Capacity 10~ lb Strap Capacity 585 lb 0.67 S~ews Req'd 4 i per stud Quantity Req'd 1 per stud JOE AP-A14724 Garage SHEET NO. 38 OF 44 CALCULATED BY D B DATE 7/1/2010 CHECKED BY DATE Location Force Connection Fasteners Rec]uired Reference 7/16" x 1 1/2" x 16 ga staples Rafter to Ceiling Joist (2) 7/16"W SP Gusset Plates per gusset to rafter & Sheet 5 Connection wi gussets 274 plf (1 ) ea side of rafter 5 per gusset to ceiling i~L~t Ceiling Joist to Wall Stud 1.25"X20 ga steel strap (7) 10d nails in rafter and 10d Connection 274 plf Sheet 5 nails in wall stud @ 32 in c.c. 0 Note: 8d nails = 0.131" x 2.5', 10d nails = O. 148" x 3' & 16d nails = 0. t31"x 3.25' unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe-Nails may not be used In Seismic Zones worse than C. Joe AP-A14724 Gara~le SHEET NO. 38A OF 44 CALCULATED BY DB DATE 7/1/2010 CHECKED BY DATE Deslen Summary Location Connection Wall Force Spacin~l Reference 7/16" OSB/PLY ovedap floor rim joist 6" 1st Story Wall Stud to Floor 0.113in x 2-3/8in nails Sheet 6 Band ~ Connection Use 2 rows of nails along LEFT 336 plf 5 in o.c. ._O bottom edge of panel O ~ 7/16" OSB/PLY overlap sill ~ plate 1.5" Floor Band to Sill 0.131")(2.5" Nails Sheet 7 P~ate Connection LEFT 336 plf 3 in o.c. Use 1 row of nails along bottom edge of panel Note: 8d nails = O. 131"x 2.5', 1Od nails = 0.148'x 3' & 16d nails = 0.131"x 3.25' unless otherwise noted An equal or be~ter connection device may be substituted for any connection device listed. Staples and Toe-Nails may not be used In Seismic Zones worse than C. 07/08/10 JoB AP-A14724 Garage SHEET NO. 39 OF 44 CALCULATED BY DB DATE 7/1/2010 CHECKED BY DATE Deslon Summary Icorl'd) Location Force Exterior Panel Interior Panel Reference 07/08/10~ .3 E ~ 7/16" OSB w/8d nails @ 3" ~ 1st Sto~ Wall - Left 336 pE o.c~ panel ~ge & 12" D.C. fieU Sh~ 18 · Pe~rat~ nailing (e~e~r) Note: 8d nails = O. 131" x 2.5', 10d nalls a O. 148" x 3" & 16d nails = O. 131" x 3.25' unless otherwlse noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe-Nails may not be used In Seismic Zones worse than C. Gable wall studs at roof level must be same, size, species and grade as wall below. They must also be sheathed and fastened the same as wall below. JOE AP-A14724 Garage SHEET NO. 40 OF 44 CALCULATED BY DB DATE 7/1/2010 CHECKED BY DATE I I11 OI1' Note: Corner Studs & Built up Column Studs to be fastened together w/2 rows staggered of 0.131"x3" Nails at 7 in o.c. Location Force Connection Fasteners Recluired Reference O O ~ 1st Story Module to · --~ Foundation - Left 1/2 in min concrete cover and ~- 2928 lb USP STAD14RJ (38) 16d sinkers, locate 1.5in Sheet 21 Note: 8d nails = 0.131" x 2.5", 1Od nails = 0.148" x 3" & 16d nails = O. 131" x 3.25" unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe-Nails may not be used In Seismic Zones worse than C. JOB AP-A14724 Gara~le SHEETNO. 41 OF 44 CALCULATED BY DB DATE 7/1/2010 CHECKED BY DATE Deelan Summary Icon'd'l Location Force Connection Fasteners Recluired Reference 0.131" x 3" toenails. Roof to Wall Plate Connection 232 lb 3 23 0.131" x 3.00" Nails in End- Top Plate to Studs & Bottom 185 lb Grain. NA 23A Plate to Studs 3 per stud 0.131" x 3.00" nails. Bottom Plate to Floor 139 plf NA 23A 6 in o.c. 0.148~ × 3.0" to~nails. 1 st Story to Sill Plate 336 pff @ 4 in OC N/A 25 Connection - Left Note: 8d nails = O. 131"x 2.5', 10d nails = 0.148"x 3' & 16d nails = 0.131'x 3.25' unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe-Nails may not be used In Seismic Zones worse than C. All fasteners Into sill plate must be corrosion resistant. JOS AP-A14724 Garage SHEET NO. 42 OF 44 CALCULATED BY DB DATE 7/1/2010 CHECKED BY DATE Location Force Connection Fasteners Re({uired Reference O O e. Note: 8d nails = O. 131" x 2.$*, 1Od nails = 0.148" x 3" & 16d nails = O. 131' x 3.25" unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe-Nails may not be used In Seismic Zones worse than C. JOB AP-A14724 Garage SHEETNO. 43 OF 44 CALCULATED EY DB OATE 7/1/2010 CHECKED BY DATE Desian Summary (con'd] Location Force Sheathin~l Connection Reference 252 plf 8d nails at 6" o.c. panel edge Roof Sheathing 7/16" OSB (Unblocked) Sheet 29 nailing and 12" o.c. field nailing Shear .E *' Wall Sheathing 62 plf 8d nails at 6" o,c. panel edge '"* 7/16" OSB Sheet 33 ~ nailing and 12" o.c. field nailing .~ Non Shear Wall Suction 162 plf 10d nails at 6" o.c. panel edge Floor Sheathing 5/8in OSB (Unblocked) Sheet 31 nailing and 12" o.c. field nailing Shear ., ~ ~'~ Location Force Connection Faste~~., ~i~f. erence ~: Ridge Connection 274 plf USP Strap-T~e LSTA15 (12) 10c~/~i~_~-~ ,,, . '%(6 ,~\i 5~i et 34 O O~ USP Strap-T~e LSTA15 (12) 10d ._ et 34 '~ Flip Connection 274 plf O O #8x4" Screws Toed 4 per stud ?_ ~ Knee Wall Connection 364 lb or Sheet 37a (1) USP RTl0 Strap wi (14) 8d nails Rafter connections listed above are minimum required for wind design and are not meant to replace connections required by calc'e manual or by gravity loads. Location Force Connection Fasteners Required Reference 336 plf sliding 2' square washer w/1/2" Ancflor ~ 24in OC Sill Plate to Foundation Bolt (Assume 1/16" oversized hole) ~ Connection - Left and 27 0 336 plf uplift 1/8in thick rnin, washer required t- O O U. I I I I 8d nails [] 0.131" x 2.5', 1Od nails = 0.148" x 3" & 16d nails [] 0.131" x 3.25" unless otherwise noted An equal or better connection device may be substituted for any connection device listed, Staples and Toe-Nails may not be used In Selsmls Zones worse than C. JOE AP-A14724 Gara~le SHEETNO. 44 OF 44 CALCULATED BY DB DATE 7/1/2010 CHECKED BY DATE Deslun Summary I'con'dl Location Force Connection Fasteners Re(~uired Reference Outlooker to Endwall 79 plf 0.131 "x3" Nails w/1.5" pen. Sheet 35 W~thin 3.00 It of Comer 2 per outrigger Outlooker to Endwall 79 plf 0.131"x3" Nails wi 1.5" pen. Sheet 35 Not 3.00 It of Comer 2 per outrigger Location Force Member Sizes Splice Conn. If Re~. Reference 1 st Floor Double 2x6 SPF #2 Top Plate Staggered Spacing of 2 rows With Splices & of 0.131"x3" Nails @ 3 in cc 6045 lb Sheet 19 LEFT , ._~ Minimum Lumber Grade and Species Is SPF #3 Unless Noted Othen~vlse Minimum Splice Length Is 6 ft 8d nails = 0.131"x 2.5', 1Od nails = O. f48' x 3' & 16d nails = 0.131'x 3.25' unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe-Nails may not be used In Seismic Zones worse than C. David E, Billingsley, PE 217 East Main Stre~ · Middleburg, PA 17842 Phoee (570) 837-0577 * FAX (570) 837-0585 JOB AP-A14724 Single Wide 2-Stor,/ SHEETNO. 1 OF 44 CALCULATED BY DB OATE 7/1/2010 CHECKED BY DATE Deslan Criteria Location: NY ¸ 120mph Exp C Buildin D d ti n: Modular Wood Frame Construction 07/08/10 Codes: 2007 NewYon~ Residential Code 2001NDe ASCE 7-02 Seismic Criteria Seismic Design Category (SDC) Short pedod design spectral response acceleration (SDs) Basic Wind Speed V= Exposure = Wind Exposure Adjustment Factor 120 mph (3 second gust) C Snow Load Ground Snow Load = 25 psf JOB SHEET NO. CALCULATED BY CHECKED BY AP-A14724 Sin~lle Wide 2-Story 2 OF 44 DB DATE 7/1/2010 DATE Deelan Criteria Cont. Floor Diaphragm Aspect Ratio Length of side (L~)(house width) = 13,75 ft. Length of side (La)(house length) = 21 ft. L~/L~ = 1.53;~ < 4:1 ~ Max Mean Roof Height = 25 ft. Roof Framing Span (Horizontal Projection) = 13.75 ft. Roof Framing Spacing-- 16 in. o.c. Roof Overhang Length = 1 ft. Roof Slope = 7:1~ Roof Diaphragm Aspect Ratio Length of side (L~)(house width) = 13.75 ft. Length of side (L2)(house length) = 21~ ft. La/L~ = 1.53:~ < 4:1 ~ Roof / Ceiling Assembly Dead Load -- 15 psf Roof Framing Type = Rafter 07/08/10 JOB SHEET NO, CALCULATED BY CHECKED SY AP-A14724 Sin~leWide 2-Story 3 OF 44 DB DATE 7/1/2010 DATE 1 st Story Loadbearing Wall Height -- 2nd Story Loadbearing Wall Height = 8 ff. Wall Stud Specifications = 2~8 Wall Stud Spacing = 16 in. D.C. SpF ~ Shearwall Segment Aspect Ratio 1st Story Shearwall Height = 2nd Story Shearwall Height = OSB - PLY 1 st Story Minimum Shearwall Length = H / 3.5 = 2nd Story Minimum Shearwall Length = H / 3.5 = GYP H/1.5 = 5,33 ft 2.2~ ft. H / 1.5 = 5.3'3 ft. 1 st Story Wall Length Available for Full Height Sheathing Bi~ = 6,5~ ff. L~r~t = 5.25 ff. Bdghl -- 13,67 ft. Lrear = I&0Q ff. 1 St Story Maximum Unrestrained Opening Height Hi~ = 84 in. Hfmnt = 38 in. Hnght = 0 in H~ = ~ in. 2nd Story Wall Length Available for Full Height Sheathing Bleft = 3~80 ff. Lfront = 18;~ ff. Bright= 6.67 ff. Lrear= 18,00 ff. 2nd Story Maximum Unrestrained Opening Height Hleff= 0 in. Hfront= 84 in. Hright= 38 in. Hrear= 66 in, 07/08/10 JOB SHEET NO. CALCULATED BY CHECKED BY AP-A14724 Single Wide 2-Story 4 OF 44 DB DATE 7/1/2010 DATE Ur'lift Connections Building Width = 13;75 ff. ASCE 7-02 Roof Framing Spacing -- Roof / Ceiling Assembly Dead Load = 15; psf Roof Span = Amount of load to be subtracted per Story = = {[(Unit Width / 2) x Floor/Roof Dead Load] + Wall Dead Load} x 0.6 = { [(13~7Sff / 2) x 10 psf] + 60 plf} x 0.6 = 77 plf 16 in. o.c. 13~75 ff. Vertical Design Wind Pressures End Zone Wind Uplift Pressure = 15~6 psf Int. Zone Wind Uplift Pressure = 13.4 psf Overhang Wind Uplift Pressure = 15,6 psf Wind Exposure Category = Wind Exposure Adjustment Factor = Adjusted Uplift Pressures Adjusted End Zone Wind Uplift Pressure Adjusted Int. Zone Wind Uplift Pressure = Adjusted Overhang Wind Uplift Pressure Roof to 2nd Story Wall Connection Load 3 Sec Gust Wind Speed -- 12(I mph MWFRS Figure 6-2 Maxof Zones E & F MWFRS Figure 6-2 Maxof Zones G & H MVVFRS Figure 6-2 Max of Zones Eoh, Goh, E,F,G&H 2t~06 psf 21.06 psf = 166 plf 07/08/10 2nd Story Wall to 1st Story Wall Connection Load = 1~ plf 8g plf 1st Story Wall to Foundation Connection Load = 89 plf - 77 plf = 11 plf JOB SHEET NO. CALCULATED BY CHECKED BY AP-A14724 Single Wide 2-Story 5 OF 44 DB DATE 7/1/2010 DATE Uplift Connections (cont'd) Note: .NI uplift load on roof resisted at sidewalls Main House Connection Design Connections to transfer uplift loads from the roof assembly to foundation must maintain a continuous load path. Use structural connectors to provide the required connection. Alternate connection methods may be used, if they are satisfactorily proven to resist the calculated loads. Rafter to Ceiling Joist Connection w/gussets Connector: (2) 7/16" WSP Gusset Ple~ee (1) ea side of rafter Fastener: 7/16"xl 1/2" x16 ga staples Staple Value - Lateral value 7/16in x 1 1/2in x 16 ga staple w/lin penetration Allowable Load= 40;4: Ibcap x 3 Staples = 40.4 bs per staple Reference page 9 for staple capacity calc. 124 lb forHForSPF Note: The number of required staples above is the amount of staples required to fasten EACH gusset to the raffler and EACH gusset to the ceiling Joist. Req'd Uplift Rafter Load Spacing 166 plf x l$ino.c. in. to ff. Per conversion Gusset x 1ff112in 2 = Required Provided Capacity Capacity fl1 lb < 121~;pergusset Ceiling Joist to 2nd Story Wall Stud Connection Connector: 1.25"X20 ga steel strap Fastener: (7) 10d nails in rafter and 1Od nails in Wall stud Allowable Load= 867 lb Connector Req'd Uplift in. to ft. Req'd Capacity Load conversion Spacing 86~ lbs / 166 plf x lfttl2~ = 46 in. Provided Spacing ~ in. Jo8 AP-A14724 Single Wide 2-Story SHEET NO. 6 OF 44 CALCULATED BY DB DATE 7/1/2010 CHECKED BY DATE Uollft Connections {cont'd) 2nd Story Wall Stud to 2nd Story Floor Band Connection - Front & Rear Connector: USP stmCtUralC°nnector LSTA12~ (10x 1 na,s. (s)each Allowable Load = 790 lb Req'd Uplift Req'd Provided Load Spacing Spacing Front i61~ plf in o.c. in o,c. Rear 1~ pf in o.c, o,c. 2nd Story Wall Stud to 2nd Story Floor Band Connection - Left & Right Connector:7/16" OSB/PL¥ °~rlap 2 rows of 0;131"X2.5" Nails Allowable Load = 192 lb Req'd Uplift Req'd Provided Load Spacing Spacing Left 3 in o.c. 3 in o.c. Right 6; in o.c. 2nd Story Floor Band to 1st Story Ceiling Band Connection - Front & Rear Connector:USP Structura~ Connector LSTAIs (12) 10d hails, (6) each end of ~p Allowable Load = gsO lb Req'd Uplift Req'd Provided Load Spacing Spacing in o.c. Front in o.c. Rear plf 48 in o.c. 2nd Story Floor Band to 1st Story Ceiling Band Connection - Left & Right Connector:7/16, OSB/PLy overlap 2 rows of 0;i31"x2.5" Nails Allowable Load = 192 lb Req'd Uplift Req'd Provided Load Spacing Spacing Left 65~ plf 3 in o.c. 3 in o.c. Right 37{) iplf (~ ~in o.c. 6 in o.c. 1st Story Ceiling Band to 1 st Story Wall Stud Connection - Front & Rear ConnectorUSP StruCt'-dral c°nnector LSTA12 (10) 10d nails ~ (5) each end of strap Allowable Load = 790 lb Req'd Uplift Req'd Provided Load Spacing Spacing Front 89 plf in o.c. 48 in o.c. Rear 8~ plf 48 ino.c. 48; ino.c. ,7/08/10 JOB SHEET NO. CALCULATED BY CHECKED BY AP-A14724 Sin~lle Wide 2-Stor~ 6A OF 44 DB DATE 7/1/2010 DATE Uolift Connections (cont'd) 1 st Story Wall Stud to Floor Sand Connection Connector: 7/16~ OSB/PLY ovedap flOor dm joist 6~ Fastener: 0;113in x2.3/8in nails Must Use Nails in Higher than Seismic Zone C Nail Value - Lateral Value 0.113in x 2-3/8in nail = 83 lbs per nail Use 2 rows of nails along bottom edge of panel - stagger spacing between rows 07/08/10 Req'd Uplift Required Load Spacing Front 641 ', plf 3~ in. D.C. Rear 187 plf 6 n DC Left 0 plf 3 in. D.C. Right 41~ plf 4; in DC JOB SHEET NO. CALCULATED BY CHECKED BY AP-A14724 Sin~lle Wide 2-Sto~ 7 oF 44 DB DATE 7/1/2010 DATE Uplift Connections ¢cont'd) Design 1 st Story Module to Sill Plate Connection Assume Typical 1 st Story Module to Sill Plate Connection made with Connector: 7/16" OSB/PLY overlapsill plate 1.5, Fastener: 0.131"x2.5" NailS Must Use Nails in Higher than Seismic Zone C Nail Value - Lateral value 0.131inx2.5in Nails -- lbs per nail Use 1 row of nails along bottom edge of panel Floor Band to Sill Plate Connection Req'd Uplift Req'd Load Spacing Front 641 plf 2 n o.c. Rear 187 plf 6 ~in. o.c. Left plf 2 in. o.c. Right 41~ plf in. o.c. 07/08/10 JOB AP-A14724 Single Wide 2-Story SHEET NO, 8 OF 44 CALCULATED BY DB DATE 7/1/2010 CHECKED BY DATE Slnale Shear Sta~)le Caoacitv wi min. 1" Denetratlon D = 0.063 in Fyb = 1E+05 psi R~ = 2.2 R. = 0.779 = Rt = 2.286 = Is = 0.438 in Fern = 3350 psi F.= 4300 psi Per Section 11.1.7 of 2005 NDS "Other Dowel-Type Fasteners" Diameter ts = 0~438 in Dowel bending yield strength tm = 1 in Reduction Term - See Table 11.3.1 B Ss = OsBIPL¥ Fern / Fes MS = SPF Irn / Is SG -- main member dowel beadng length CD = 1,6 side member dowel bearing length main member dowel bearing strength side member dowel bearing strength Table 11.3.1A Yield Limit Equations: Mode Shear tm Z~m = D x Im x Fern x Co = 153.5 lb Is Zi. = D x Is x F. x Co Rd II ZH = ki x D x I. x Fe. x Co = 86.2 lb Rd Itlm Zmm = k2 X D x Im x Fern x CD (1+2P,.) x R~ = 56i3 lb Ills Z.~, = k3 X D x I, x Fern x CD (2+P~) x I:~ Ziv= D2 x [ _2xFemxFyb J(1/2) L_3x(1 + 33.6; lb IV = 20. lb Notes: K1 = [Re + (2Re2 x (l+R~+Rt2)) + (Rt2 x Re3)](1/2) - [Re x (l+Rt)] (1+Re) K2 = -1 + ~'~(I+R.)) + 2FybX(1+2Re) xD23Fem X ~m2 '~(1/2) K3 =-1 + ~..~+R.))+ 2Fyb X (2+Re) X D2 '~(1/2)3Fem X Is2 Side member thickness Main member penetration Side member species Main member species Staple Gage Load Duration Factor Staple Capacity: Zstaple = 2 Legs x Zmin Zstaple = 40*4 lbs 07/08/10 Minimum Shear. Zmin = = 0~6 20. lb JOB AP-A14724 Single Wide 2-Story SHEET NO. SA OF 44 CALCULATED BY DB DATE 7/1/2010 CHECKED BY DATE Per Section 11.1.7 of 2005 NDS Single Shear Staele Caeacltv wi Metal Side Member w/min. 1" penetration "Other Dowel-Type Fasteners" D = 0.063 in Fyb = 1E+05 psi F~ = 2.2 ~, = o.os4: R~ = 27.78= I. = 0.036;: in F=, = 3350 psi Fes = 61850 psi Diameter ts = 0.036 in Dowel bending yield strength tm = 1 in Reduction Term - See Table 11.3.1B Ss = 20GA Fern / Fes MS = SPF Ir. / Is SG = 16 main member dowel beadng length CD = 1.6 side member dowel bearing length main member dowel bearing strength side member dowel bearing strength Table 11.3.1A Yield Limit Equations: Mode Shear Z*rn = D X Im X Fern x CD = i53~5 tb Side member thickness Main member penetration Side member species Main member species Staple Gage Load Duration Factor Staple Capacity: Zstaple = 2 Legs x Zmin Zstaple = 5Z5 lbs I, Z,,= Dxls xF, x CD = 102;0 b Rd II Zu= kl xD xls xF, x Co = 62.8 lb Rd film Zulm= k2X D Xlm XFem x CD (1+2Re) x F~ Ills Z.~. = k3 x D x Is x Fern x Co = 31.8 lb (2+Re) x R~ IV Z,v =R~ D2 x 23x(1X Fem+ F~).~x Fyb-'~(1/2) 2663 lb Notes: K1 = [Re + (2Re2 x (I+R~+Rt2)) + (Rt2 x Re3)](1/2) - [Re x (1+R1)] (I+R.) K2 = -1 + (2[~"'~(l+Re))+ 2FybX(I+2F~)xD2 (1/2) / 3Fern X Im2 K3 = -1 + ~(2X(I+R.)) + 2Fyb X(2+R~) X D2 (1/2) L_.. 3F~m X Is2 07/08/10 Minimum Shear, Zmin = = o.e = 0.5 11,8!11 26;3~ lb JOa AP-A14724 Single Wide 2-Story SHEETNO, 9 OF 44 CALCULATED BY DB DA~ 7/1/2010 CHECKEDBY DATE 16GA Strap Capacity Thickness of Strap = 0,0598 in Strength of Steel = 36 ksi Strength Reduction Factor = 0.6 Width of Steel Strap = 1.5 in Thickness of fastener = 0;1310 in Capacity of Strap = Thicknes x (Width of Strap - Width of fastener) x Strength of Steel x Strength Reduction Factor -- Capacity of Strap = 176813 lb 0.131"x2.5" Nail Capacity Shear Z-- 83 lb Load Duration Factor = NDS Table 11P 1.6 for wind Adjusted Fastener Capacity = 132.~ lb Required Quantity of Fasteners to achieve max capacity of strap = QTY = 14 nails each end of each strap 07/08/10 Jos AP-A14724 Single Wide 2-Story SHEET NO. 9A OF 44 CALCULATED BY DB O^TE 7/1/2010 CHECKED BY DATE 20GA Strap Capacity Thickness of Strap = 0~0359 in Strength of Steel = 36 ksi Strength Reduction Factor = 0.6 Width of Steel Strap = 1.25 in Thickness of fastener = 0;1310 in Capacity of Strap = Thicknes x (Width of Strap - Width of fastener) x Strength of Steel x Strength Reduction Factor = Capacity of Strap = 867.72 lb 0.131"x2.5" Nail Capacity Shear Z = 81 lb Load Duration Factor = NDS Table 11P 1.6 for wind Adjusted Fastener Capacity -- 129~6 lb Required Quantity of Fasteners to achieve max capacity of strap = QTY = 7 nails each end of each strap 07/08/10 JOB SHEET NO. CALCULATED BY CHECKED BY AP-A14724 Single Wide 2-Story 10 OF 44 DB DATE 7/1/2010 DATE No Matewall Ur~lift Connections Reouired - All Uollft Resisted at Sidewalls 07/08/10 JOB SHEET NO. CALCULATED BY CHECKED BY AP-A14724 Single Wide 2-Story 11 OF 44 DB DATE 7/1/2010 DATE No Matewall Uollft Connections Reoulred - All Unlift Resisted at Sidewalls 07/08/10 JOB SHEET NO. CALCULATED BY CHECKED BY AP-A14724 Sin~lle Wide 2-Story 12 OF 44 DB DATE 7/1/2010 DATE Uplift Connections Icont;'d) Check Tensile Strength of Studs to Transfer Uplift Loads NominalTensile Stress Ft = 250 psi Load Duration Factor CD = 1.6 Size Factor CF = 1,3 Allowable Tensile Stress Ft'=FtCDC~= 520 psi Net Area of Stud A= 8.25 in2 Allowable Tensile Load Pt' = Ft' A = 4290 lb ANSI / AF&PA NDS Table 4A ANSI / AF&PA NDS Table 2,3.2 ANSI / AF&PA NDS Table 4A ANSI / AF&PA NDS Table 4,3.1 JOB CALCULATED BY CHECKED BY AP-A14724 Sin~te Wide 2-Story 13 OF 44 DB CATE 7/1/2010 CATE Shear Connectlone - Wind 07/08/10 Roof Pitch = 7!12 3 Sec Gust Wind Speed = Wind Exposure = C Max Wall Height = End Zone Length = 6,00 ft Floor/Ceiling Depth = 1.75 ft Roof Height = 5~0t ft Roof Span = 13,75 ft 120 mph Wind Exposure Adjustment Factor = 1.35 Building Length = 2t~: ft Horizontal Design Wind Pressures End Zone Wall Horizontal Pressure = End Zone Roof Horizontal Pressure = Int. Zone Wall Horizontal Pressure = Int. Zone Roof Horizontal Pressure = (Enter 10psf as minimum value or if value is less than zero) 25.7 psf IVNVFRS Figure 6-2 Zone A 17.6 psf MWFRS Figure 6-2 Zone B 20.4 psf tvlVVFRS Figure 6-2 Zone C 14 psf MWFRS Figure 6-2 Zone D Average Wall Horizontal Pressure = 23,~ psf = (Wall End Zone Press x 2 x End Zone Length ) + [Wall Int. Zone Press x (Building Length - (2 x End Zone Length) ] Building Length Average Roof Horizontal Pressure = 16;,06~ psf = (Roof End Zone Press x 2 x End Zone Length ) + [Roof Int Zone Press x (Building Length - (2 x End Zone Length) ] Building Length Perpendicular to Ridge Roof Diaphragm Load = 174.2 p f = (Ave. Roof Hor. Press. x Roof Height) Adjusted Roof Diaphragm Load = 23~ plf + (Ave. Wall Hor, Press. x Wall Height / 2) Multiplied by Wind Exp. Factor Floor Diaphragm Load = 228,4 plf = [Ave. Wall Hot. Press· x (Wall Height+Floor/Ceiling Depth)] Adjusted Floor Diaphragm Load = 308~ plf Multiplied by Wind Exp. Factor Parallel to Ridge RoofDiaphregm Load = 133.9 plf = (Ave. Roof Hor. Press. x Roof Height/2) Adjusted Roof Diaphragm Load = 181 plf + (Ave. Wall Hor. Press. xWall Height/2) Multiplied by Wind Exp. Factor Floor Diaphragm Load = 228,4 plf = Same as Perp to Ridge Floor Diaphragm Load Adjusted Floor Diaphregm Load = 308 plf Multiplied by Wind Exp. Factor JOE SHEET NO. CALCULATED BY CHECKED BY AP-A14724 Single Wide 2-Stor~ 14 OF 44 DB DATE 7/1/2010 OATE Shear Connectiona - Wind (cont'dl Reference Sheet 13 for wroof & wfloor calculations Total Shear Capac~ Requirements Wind Perpendicular to Ridge w,~: 308 plf L= 21 ff. Vroof = Wroof X L = 4938~ lb Va~r = W~oor X L = 6476 lb Wind Parallel to Ridge B = 13,7'5 ft. Vroof = w,~ x B = 2486 lb V,o~.=W,,~-xB = 4240:1b Shear Tranfer Connection Capacity Requirements vroof = Vroof / 2 / B = vfloorl = Vroof + Vfloorl / 2 / B = vfloor2 = Vroof + [2 x (Vfloor / 2 / B)] = 180 plf 651: plf !i woof = Vroof / 2 / L = vfloorl = Vroof + Vfloor / 2 / L -- vfloor2 = Vroof + [2 x (Vfloor / 2 / L)] = 59 plf 07/08/10 JOe AP-A14724 Sinl)le Wide 2-Stor~ SHEET NO. 15 OF ~ CALCULATED BY DB DATE 7/1/2010 CHECKED BY DATE Shear Connections - ~elsmlc Icont'di Total Shear Capacity Requirements - Seismic Seismic Design Category = Weights: Wroof = 433~ lb Wswait = 126~ lb Wewall = 82~ lb Wgabte = 412:0 lb Wfloor = 4334 lb Wewall2nd FL= 1~ lb Wswall 2nd FL = ~ lb Wfloor2nd FL = 433~1 lb Wtom~ = ~ lb Seismic Base Shear, V: V= FXSDs x R ASCE 7-02 Factors: R= F~ = F= Sos = 6;5 Table 12.14-1 i 4 Section 12.14.8.1 Section 12.14.8.1 0!32 Secction 11.4.1 Section 12.14.8.1 Wmm~ = 952 lb Vertical Distribution, Fx: Fx = Wx x V Section 12.14.8.2 F,~,f = 392 lb F~,oorl = 744) lb Fx.floor2 = 952 lb Diaphragm Unit Shear Capacity Requirements B= 13;75 ft. L= 21 ft. Perpendicular to Ridge vroof = Fx. roof/ 2 / B = ~i4 plf lst floor down from roof vfloorl =Fx.floorl/2/B= 27 plf vfloor2 = Fx.floor2 / 2 / B = 3,5 plf 07/08/10 Floor Diaphragm Load = 952 lb Wind Parallel to Ridge vroof = Fx. roof/ 2 / L -- 9 plf vfloorl = Fx.floorl/2 / L = 18 plf vfloor2 = Fx.floor2 / 2 / L = 23 plf JOB SHEET NO. CALCULATED BY CHECKED BY AP-A14724 Sin~lle Wide 2-Story 16 OF 44 DB DATE 7/1/2010 DATE Shear Connections (c0nt'd) Reference Sheet 14 & 15 for Vroof calculations Shearwall Unit Shear Capacity Requirements Shear Perpendicular to Ridge 2nd Story Wall (Shearwall Supports Roof & Ceiling) Wall Length Available for Full Height Sheathing 3 Bleft Bdght = 6:67 ff. %right = Shearwall Unit Shear Capacity Vwall left = Vroof / 2 Bleft 4~lb /(2x Vwall left = Vwall left = 6 Vwall right = Vroof / 2 Bdght Vwall right = 49~1b /(2x Vwall right = 37~ plf WirtdC0ntrO~ ft) Shear Parallel to Ridge 2nd Story Wall (Shearwall Supports Roof & Ceiling) Wall Length Available for Full Height Sheathing Lfront = 18:~ff %front = 56 Lrear = 18~ ft. %rear = Sheam/all Unit Shear Capacity Vwall front = Vroof / 2 Lfront = Vwall front = 2486 lb /(2x 18.6~ ft.) Vwall front = 67; plf Wirtdc0ntr~ Vwall rear = Vroof / 2 Lrear = Vwallrear= 248~ lb /(2x i8.~ ft.) Vwall rear = 69 plf Wln~Cont~ JOB SHEET NO. CALCULATED BY CHECKED BY AP-A14724 Single Wide 2-Story 16A OF 44 DB DATE 7/1/2010 DATE Shear (~gnnectlona ~cont'd} Reference Sheet 14 & 15 for Vroof calculations Shearwall Unit Shear Capacity Requirements Shear Perpendicular to Ridge 1st Story Wall (Shearwall Supports Roof & Ceiling) Wall Length Available for Full Height Sheathing B~t = 6~ ff. °/~left Bright= 13;67 ff. %right= Shearwall Unit Shear Capacity Vwall left = (Vroof + Vfloor) / 2 Bleff 4 Vwall left = + 938' lb + Vwall left = 856 p f Wind Vwall right = (Vroof + Vfloor) / 2 Bdght Vwall right = + Vwall right = 417, p f WindC~ 6476 lb /(2x 6~6~ ft) b /(2x Shear Parallel to Ridge 1st Story Wall (Shearwall Supports Roof & Ceiling) Wall Length Available for Full Height Sheathing I-~,t = 5.25, ff. °Io,~ = ~ Lmar= 18,00 ff. %r..~= 86 Shearwall Unit Shear Capacity Vwall front = (Vroof + Vfloor) / 2 Lfront Vwall front = 2486 lb Vwall front = 641 plf Wind Conlmte Vwall rear = (Vroof + Vfloor) / 2 Lrear Vwall rear = 2486 lb Vwall rear = 187 plf Wind Controls + 4240 lb /(2x 5.25 ft.) + 4240 lb /(2x 18.00 ft.) 07/08/10 JOB SHEET NO. CALCUL4TEC BY CHECKED BY AP-A14724 Single Wide 2-Stor~ 17 OF 44 DB CATE 7/1/2010 DATE Shear Connections (cont'd~ Shear Capacity of 2nd Story Perforated Shearwall Assembly Percent Full Height SheathJng Wind Perpendicular to Ridge %left= 100 %right = Wind Parallel to Ridge %front = %rear = 86 Maximum Unrestrained Opening Height 2nd Story Wall Height- 8' ft. Wind Perpendicular to Ridge Hleff = 0 in. Hdght = 3~ n Wind Parallel to Ridge Hfront= S in. Perforated Shearwall Capacity Adjustment Factor Wind Perpendicular to Ridge Fleff = 1.~ Fdght = 0.~: Wind Parallel to Ridge Ffront = 0.5~~ Frear= 0.87 : Shear Capacity of 1st Story Perforated Shean~vall Assembly Percent Full Height Sheathing Wind Perpendicular to Ridge %~0ht = 100 Wind Parallel to Ridge %~.. = 86 Maximum Unrestrained Opening Height 1st Story Wall Height - 8 ft. Wind Perpendicular to Ridge Wind Parallel to Ridge Hre. = ~ in. H~nt = 38 in. Hnght= O in. Hr~=r= 84 in. Perforated Shearwall Capacity Adjustment Factor Wind Perpendicular to Ridge Wind Parallel to Ridge Fi~ -- 0.47 F~,m = 0.94: F,~gm = 1.00 Fmar = 0.82 JOB SHEET NO. CALCULATED BY CHECKED BY AP-A14724 Single Wide 2-Story 18 OF 44 DB DATE 7/1/2010 DATE Shearwall Desl,,n Note: Gable wall studs at roof level must be same, size, species and grade as wall below. They must also be sheathed and fastened the same as wall below. Shear Capacity of Segmented Shearwall Assembly Framing Species Specific Gravity G = 0,42 2nd Story Wall - Left PERFORATED \ ,;~ ~ ~' 7/16" OSB w/8d nails <~ 3" 0.c. panel edge & 12" o;c. Tabulated Value = 450 plf vs = 1.40 (Tab. Value) = 7/16" OSB wi ed nails ~ 3" o~CI Pane~ edge & 12~ o.C~ field naiiing (interior) 07/08/1 0 -- v, = 631 plf Shear Capacity of Shearwall Assembly v, = 6~ plf + 63~ plf = · 650 plf OK 2nd Story Wall - Right PERFORATEB 7/16" OSB w/8d nails ~ 4, o:c; panel edge &i2, Oic. f'~ld nailing (~) Tabulated Value = 349~ plf vs = 1.40 (Tab. Value) = p f vs = 0 plf Shear Capacity of Shearwall Assembly vs = + 0 plf = 488 plf · 37{) plf ~ 2nd Story Wall - Front PERFORATED 7/16" OSB w/8d nails ~ 6" o?, panel edge & 12, O;c. field nailing (exterior) Tabulated Value = 239 plf vs = 1.40 (Tab. Value) = 334~ plf vs = 0 plf Shear Capacity of Shearwall Assembly vs = 334 plf + 0 plf = 334 plf · 6T plf ~ 2nd Story Wall - Rear PERFORATED 7/16" OSB wi 8d nails ~ 6~ o;c; panel edge & 12" o~c~ field nailing (exterior) Tabulated Value = 239 plf vs = 1.40 (Tab. Value) = 334 plf v~ = 0 plf Shear Capacity of Shearwall Assembly vs = 3~ plf + 0 plf = 334 pf · 69 plf ~ JOB SHEET NO. CALCULATED BY CHECKED BY AP-A14724 Single Wide 2-Stor~ 18A OF 44 DB DATE 7/1/2010 DATE Shearwall Desian Note: Gable wail studs at roof level must be same, size, species and grade as wall below. They must also be sheathed and fastened the same as wall below. Shear Capacity of Segmented Shearwall Assembly Framing Species Specific Gravity G = 0.42 1st Story Wall - Left SEGMENTED 7116, OSB w/8d nails ~3" o.C; panel edge & 12~ o.C; field nailing (exterior) Tabulated Value = 450 plf vg = 1.40 (Tab. Value) = 630 plf 7/16" OSB wi 8d nails ~ 3~ o~c; panel edge & 12" 0ic~ field nailing(interior) 07/08/10 V, = Shear Capacity of Shearwall Assembly vs = 630. pf + 63~ plf = 1261- plf > 85~ pf 1 st Story Wail - Right PERFORATED 6' osa Sd haas a %. pa,el edges o.c. nail g Tabulated Value = 4~ plf vs = 1.40 (Tab. Value) = 6~ plf % = 0 plf Shear Capacity of Shearwall Assembly v, = 6~ pf + 0 plf = 630 plf > 4;17 pif 1st Story Wall - Front PERFORATED 7/16" OSBwl 8d nails ~3" o.c- panel edge & 12" 0.c. f'~d nail~g (e:,terior) Tabulated Value -- 450 plf vs = 1.40 (Tab. Value) = plf 7/16, OSB w/8d nai~ ~ 3, 0~c. panel edge & 12, 0;c. field nailing (interior) v~ = 631 plf Shear Capacity of Shearwall Assembly v~ = 6~ pf + 637 plf = 126~ pf · 641 plf 1st Story Wall - Rear PERFORATED 7/16" OSB wi 8d nails ~ 6" o.c. panel edge & 12, o.C. field nailing (exterior) Tabulated Value = 239 plf vs = 1.40 (Tab. Value) = ~ plf v~ = 0 plf Shear Capacity of Shearwall Assembly v~ = 334 plf + 0 plf = 334 plf · 187 plf OK JOB SHEET NO. CALCULATED BY CHECKED BY AP-A14724 Sin~lle Wide 2-Story 19 OF 44 DB DATE 7/1/2010 DATE Dla,,hraQm Chords Check Tensile Strength of Top Plate to Transfer Chord Force - Tensile strength controls vs. compressive SPIF ~3 Sample Calculation Nominal Tensile Stress Load Duration Factor Size Factor Allowable Tensile Stress Net Area of Stud Allowable Tensile Load Ft = 250 psi ANSI / AF&PA NDS Table 4A CD = 1.6 ANSI / AF&PA NDS Table 2.3.2 CF = 1.5 ANSI / AF&PA NDS Table 4A Ft' = Ft CD CF = psi ANSI / AF&PA NDS Table 4.3.1 A= 8.2S in2 Double 2x4- No Splices 6~ lb Double 2x6 - No Splices 8580;~ lb Double 2x10 - No Splices 1~10~! b 0.131"x3" Nails see page 22 6 ff Double 2x4 - With Splices Pt' = F~' A = 31 lb Double 2x6 - With Splices Pt' = F~' A = Double 2xl 0 - With Splices Pt' = F~' A = Znail = f 3f lb Minimum splice lap where splices are allowed = 2nd Floor Endwalls T= 2469 lb Sidewalls T= 1243 lb 1st Floor Endwalls T= 5707 lb Sidewalls T= 3363 lb Double 2x6 Top Plate - No Splices Double 2x6 Top Plate - With Splices & Staggered Spacing of 2 rows of 0.131"x3" Nails i5 in o.c. Double 2x6 Top Plate - No Splices Double 2x10 Perimeter Rail/Ceiling Joist - No Splices Double 2x6 Top Plate - With Splices & Staggered Spacing of 2 rows of 0.131"x3" Nails @ 11 in o c Double 2x10 Perimeter Rail - With Splices & Staggered Spacing of 2 rows of 0.131"x3" Nails @ 11 ~n o.c. JOB SHEET NO. CALCULATED BY CHECKED BY AP-A14724 Single Wide 2-Stor,/ 20 OF 44 DB DATE 7/1/2010 DATE Shearwall Deslon {cont'd) Shear Capacity of Perforated Shearwall Assembly v = vs x Perforated Shearwail Capacity Adjustment Factor 2nd Story Walls 2nd Story Wail Height - 6 ff. Shear Perpendicular to Ridge vleff= 126~ Shear Parallel to Ridge front = wear= 0.~ ~:: ~ 1st Story Wall 1st Story Wall Height - 8ft. Shear Perpendicular to Ridge MUSt U~e Se~ent~d ShearwalI D~ V,o. = v~ht = Shear Parallel to Ridge Note: Perforated Capacity limited to 490plf for Seismic and 686plf for wind JOB SHEET NO. CALCULATED BY CHECKED BY AP-A14724 Sin~leWide 2-Stor~ 21 OF 44 DB DATE 7/1/2010 DATE Overturntha Connections Check Capacity of Dead Loads to Resist Overturning Loads Length of side (L~)(house width) = 13~75 ft Length of side (L2)(house length) = 21 ft. Dead Load Resistance to Overturning - Left & Right 07/08/10 Dead Load= ~ plf Dead Load * Length to Overturning @ Pivot Point = 41~':I lbs * 0.60 = Return Wall Dead Load = * 75 * 0.60 = Dead Load Resistance to Overturning - Front & Rear Dead Load = 75; plf Dead Load* Length to Overturning @ Pivot Point = 787.$; lbs* 0.60 -- ? 80 Return Wall Dead Load = * 0, = Required Holddown Capacity T = v x h Segemented T = v x h/Co Perforated !nd Story Module to 1 st Story Module - Left PERFORATED Wind Controls T= 650 plf x 8.0 ft. / 1.00 = 5198 b - lb - 58 IbsDL= 5140 lb Connector:. (3) USP Strap Ties MSTA36 Fastener. wi (26)10d nails ea strap Allowable Load = 2065 lb x 3 = 6195 lb Znd Story Module to 1st Story Module - Right T= 370 plf x 8.0 ft. I 0,95 Connector:. (2) USP Strap Ties MSTA36 Fastener:, w/ (26) 10d nails ea strap Allowable Load = 2065 lb x 2 = 4130lb .~nd Story Module to 1st Story - Front T= 67 plf x 8.0 ff. / 0.59 Connector: (1) USP Strap Tie MSTA36 Fastener. wi (26) 10d nails ea strap Allowable Load = 2065 lb 2nd Story Module to Ist Story Module - Rear T= 69 plf x 8.0 ff. / 0.87 Connector. (1) USP Strap Tie MSTA36 Fastener:. wi (26) 10d nailsea strap Allowable Load = 2065 lb PERFORATED = 3111 lb lb Wind Controls 90 IbsDL= 3021 lb PERFORATED Wind Controls = 905 lb + lb 675 IbsDL= 230 lb PERFORATED Wind Controls = 635 lb lb 473 lbs DL = 163 JOB SHEET NO. CALCULATED BY CHECKED BY AP-A14724 Sin~lle Wide 2-Stor~ 21A oF 44 DB DATE 7/1/2010 DATE Reference Page 22 for Stud Capacity Overturnlne Conne~lqn~ Check Capacity of Dead Loads to Resist Overturning Loads Length of side (L1)(house width) = 13~75 ft. Length of side (L2)(house length) = 21 ft. Dead Load Resistance to Overturning - Left & Right Dead Load = 120 plf Dead Load * (Length to Overturning @ Pivot Point/2 = ~ lbs 0.60 = Return Wall Dead Load = * 130 * 0.60 = 0 Dead Load Resistance to Overturning - Front & Rear Dead Load -- 130 plf Dead Load * (Length to Overturning @ Pivot Point/2 ) = 1365 lbs * 0.60 = 819 Return Wall Dead Load = * 0.60 = 0 Required Holddown Capacity T = v x h Segemented T = v x h/Co Perforated I st Story Module to Foundation - Left SEGMENTED Wind Controls T= 856 plf x 8.0 ff. / 1 = 6845 lb ~- 2570 lb 9{3 II~DL= 9325, lb Connector: (1) USP ID9 installed on (3} 2~ SPF ~2 Studs-2500psi min concrete Fastener. wi (3) 1" bolts into stud column & 1-1/8' threa(~:l rod w/8' rain embed in 24" min wide footing Allowabte Load = 10425 lbs 1st Story Module to Foundation - Right PERFORATED Wind Controls T= 417 ;3If x 8.0 ff. / I = 3340 lb ~- lb 492 lbsDL= 2848;Ib Connect, USP STAD14RJ Fastens. wi 1/2 in min concrete cover and (38) 16d sinkers, locate 1.5in from comer Allowable Load 4960 lb 1 st Story Module to Foundation - Front PERFORATED Wind Controls T= 641 plf x 8,0 ft. / 0.945 = 5424 lb + 230 lb 312 IbsDL= 5342 lb Connector: (2) USP STAD14RJ - 1 each side of comer Fastener:, w/ 1/2 in min concrete cover and (38) 16d sinkers, locate 1.5in from comer Allowable Load 4960 lb x 2 = 9920 lb 1 st Story Module to Foundation - Rear PERFORATED Wind Controls T= 187 plf x 8.0 ft. / 0.815 = 1834 b + lb 819 IbsDL= 1015 lb Connectoc. USP STAD14RJ Fastener:.w/ 1/2 in min concrete cover and (38) 16d sinkers, locate 1.5in from comer Allowable Load 4960 lb JOS SHEET NO. CALCULATED BY CHECKED BY AP-A14724 Sin~lle Wide 2-Stet,/ 22 OF 44 DB DATE 7/1/2010 DATE Overturnlna Connections (cont'dl Check Tensile Strength of Studs to Transfer Overturning Loads - Sample Calculation (1) 2x6 Nominal Tensile Stress F~ = Load Duration Factor CD = 1.6 Size Factor CF = 1.0 Allowable Tensile Stress F~' = F~ Co CF = Net Area of Studs A= Allowable Tensile Load pt' = Ft'A= 400i'ipsi ANSI 07/08/10 Built up Column Fastening Requirement Assume Typical Connection made with 0.131"x 3.00" NailS- Specific Gravity of Member G = 0;42 Thickness of Member ts = 1.50 in. Lateral Capacity of Nails Z = 82 lbs Load Duration Factor CD = 1.6 Allowable Lateral Capacity of Nails Z' = Z Co = 131 lb Stud Height = 8 ff ANSI / AF&PA NDS Table 11N ANSI /AF&PA NDS Table 2.3.2 ANSI / AF&PA NDS Table 10.3.1 Required Spacing for two rows of nails staggered = (Nail Capacity x # of rows) / (Stud Cap. / Stud Height) ( 131 lb x 2 ) / ( 330~ lb / 8 ff ) = 7 in o.c. x (ft to in conversion) x ( 12 in / ift) = JOe AP-A14724 Single Wide 2-Story SHEETNO. 23 OF 44 CALCULATED BY DB DATE 7/1/2010 CHECKED BY DATE Roof Pitch = 7:12 3 Sec Gust Wind Speed Wind Exposure = Load from wind on Wall Wall Height = 120 mph C End Zone Wall Horizontal Pressure = End Zone Wind Load = End Zone Wall Press x (Wall Height / 2) End Zone Wind Load = 102J~ plf Adjusted End Zone Wind Load = End Zone Wind Load xWind Exp Factor = 8 ff. Roof member spacing = 16 in o.c. Wind Exposure Adjustment Factor = 1.35 25;7 psf MWFRS Figure 6-2 ZoneA 138,8 plf Load required to be transferred to sidewall diaphragm chord Load to in sidewall diaphragm chord -- 125 lb See pages 14 & 15 Length of Unit = 2! ft. Load along sidewall in diaphragm chord = sidewall diaphragm chord load / length of unit Load along sidewall in diaphragm chord = 5g.2 plf Req. Roof to E.Z. Wall Load = Max(adj. end zone wind load, Idiaphragm chord load x roof mem. spacing = Req. Roof to E.Z. Wall Load = 185 lb Roof to Wall Plate Connection Assume Typical Connection made with Specific Gravity of Member G = 0,42 Thickness of Member ts= 1.50 in. Lateral Capacity of Nails Z = 82 lbs Load Duration Factor CD = 1.6 Toe Nail Factor C~. = 0.83 Allowable Lateral Capacity of Nails Z' = Z CD Ctn = 109 lb Required Roof to Wall Plate Connection 0,131" x3"f~ena~s. ANSI / ~,~A N D~ ~abl~ 11N 07/08/10 ANSI / AF&PA NDS Table 10.3.1 Req'd Load 185 lb Nail Capacity 109 lb cap Nails Req'd 2 per framing member JOB SHEET NO. CALCULATED BY CHECKED BY AP-A14724 Single Wide 2-Story 23A oF 44 DB DATE 7/1/2010 DATE SIIdlnu Connections Assume Typical Connection made with Specific Gravity of Member G = 0.42 Thickness of Member t~ = 1.50 in. Lateral Capacity of Nails Z = 82 lbs Load Duration Factor CD = 1.6 End-Grain Nail Factor C~ = 0.67 Allowable Lateral Capacity of Nails Z' = Z Cc C~ = lb Top Plate to Studs & Bottom Plate to Studs 0.131" x 3,00" Nails in End;Grain Req'd Load 185 b ANSI / AF&PA NDS Table 11N ANSI / AF&PA NDS Table 2.3.2 ANSI / AF&PA NDe 11.5.4.2 ANSI / AF&PA NDe Table 10.3.1 Nail Nails Capacity Req'd 88 lb cap 3 per framing member Bottom Plate to Floor Assume Typical Connection made with Allowable Lateral Capacity of Nails Z' = Z CD = 13f lb Req'd Load 185 lb Stud Spacing / 16 in cc Nail Req'd Capacity / Load 13t lb cap 139 plf 0.131, x 3.00" nails, ANSI/AF&PA NDS Table 10.3~1 Req'd Load ~ 139 plf" Req'd Spacing 11 in c.c. 07/08/10 JOB SHEET NO. CALCULATED BY CHECKED BY AP-A14724 Single Wide 2-Story 24 OF 44 DB DATE 7/1/2010 DATE SIIdlna connections fcont'd} Alternate Roof to Wall Plate Connection Connector: USP RT16A Fastener: (9) 10d nails in truss and (8)I Od nails in plates Allowable Load -- 800 lb for SPF Req'd Lateral Load Req'd Spacing ~ in. Prodded Spacing 487in. 07/08/10 JOE SHEET NO. CALCULATED BY CHECKED EY AP-A14724 Sin~lle Wide 2-Stor~ 25 OF 44 DB DATE 7/1/2010 DATE SIIdlno Connections {cont'dl Design 2nd Story to 1 st Story Connection Assume Typical Connection made with 0,131" x 3" toenails, Specific Gravity of Member G = o.42 Thickness of Member t~ = 1.50 ~n. Nominal Lateral Capacity of Nails in Single Shear Z = 82 lb Load Duration Factor Co = 1.6 Toe-Nail Factor Ctn -- 0.83 Allowable Lateral Capacity of Nails in Single Shear Z' = Z Co Ct. = 10~ lb 07/08/10 ANSI / AF&PA NDS Table 11N ANSI /AF&PA NDS Table 2,3,2 ANSI / AF&PA NDS 11.5.4 ANSI / AF&PA NDS Table 10.3,1 2nd Story to 1 st Story Connection - Right & Left v=Vfloorl= 415 plf Connection: 0.131" x 3" toenails. 2nd Story to 1 st Story Connection - Front & Rear --V. oorl: l p,f V Connection: 0.131" x 3" toenails. Ref. Sheet 14&i5 3 O.C. Ref. Sheet 14 & t5 S O.C. JOB SHEET NO. CALCULATED BY CHECKED BY AP-A14724 Single Wide 2-Stor~ 25A OF 44 DB DATE 7/1/2010 DATE SIIdlna Connections (cont'd} Design 1st Story Module to Sill Plate Connection Assume Typical Connection made with 0.148" x 3.0" toenails~ Specific Gravity of Member G = 0.42 Thickness of Member t~ = 1.50 in. Nominal Lateral Capacity of Nails in Single Shear z-- Load Duration Factor Co = 1.6 Toe-Nail Factor Ctn = 0.83 Allowable Lateral Capacity of Nails in Single Shear Z' = Z Co Ctn = 133 lb 1st Story to Sill Plate Connection - Right v=Vfloor2= 65~ pf Connection: 0.148" x 3.0" toenails, 1 st Story to Sill Plate Connection - Rear 07/08/10 ANSI / AF&PA NDS Table 11N ANSI /AF&PA NDS Table 2.3.2 ANSI / AF&PA NDS 11.5.4 ANSI / AF&PA NDS Table 10.3.1 Ref. Sheet i4&1S @ 2" o.c. v = Vfloor2 = 452;plf Ref. Sheet 14 & 15 3: O.C. Connection: 0.148" x 3.0" toenails. @" JOB SHEET NO. CALCULATED BY CHECKED BY AP-A14724 Sin~lle Wide 2-Story 26 OF 44 DB DATE 7/1/2010 DATE SIIdlna Connections Cont'd 07/08/10 1st Story to Sill Plate Connection - Left & Front Connector: USP MP4F Fastener: (12) 8d x 1-112" nails Allowable Load = 710 lb v = Vfloor2 = plf Req'd Sliding Req'd Load Spacing 856 plf 6 in. JOB AP-A14724 Sin~lle Wide 2-Story SHEET NO. 27 OF 44 CALCULATED BY DB DATE 7/1/2010 CHECKED BY DATE Anchor Bolt Spacing OK 1/2 "dia. Anchor Bolts @ 12 "o.c. Design Sill Plate to Foundation Connection Assume 1/2 "dia. Anchor Bolts. Anchor Bolts shall be provided within 12" of the ends of each sill plate section, but no closer than 4" from the ends. Minimum 2 bolts per sill section. Specific Gravity of Sill Plate G = 0.55 Thickness of Sill Plate ts -- 1.50 in. Nominal Lateral Capacity for Bolt in Single Shear Parallel to the Grain ANSI / AF&PA NDS Table 11E Z~= 680 lb Load Duration Factor ANSI / AF&PA NDS Table 2.3.2 Co = 1.6 Allowable Lateral Capacity for Bolt in Single Shear Parallel to the Grain ANSI/AF&PANDSTable 10.3.1 Z' = Z~ CD= 1088 lb CSI Shear => Vfloor2 = 856 plf Ref. Sheet 14&15' Load at anchor bolt = Vfloor2 x Anchor Bolt Spacing Load at anchor bolt= 856 plf x 12 "o.c, = CSI = Load at anchor bolt / Z' CSI= 856 lb / 1088 lb = 0.79 856 lb Check Compression Perpendicular to the Grain Uniform Upl~ Load = Max of uplift load at foundation fr~n roof and uplift [(~ad from perforated sheam~all if applicable. Uniform Uplift Load = Max of 0 plf See page 4 and 0 plf Uniform Uplift Load = 0 plf Concentrated Uplift Load = Uniform Uplift Load x Anchor Bolt Spacing Concentrated Uplift Load = 0 plf x 12 "o.c. Concentrated Uplif Load = 0 lb CSI Uplift => Allowable Compression Stress Perpendicular to the Grain F~L = 565 psi ANSI/AF&PA NDS Table 4B Try 2 "square washer w/ 1/2 "Anchor Bolt (Assume 1/16" oversized hole) Area of Washer kwasher-- 2 2 -((*n*/4)(0.5 + 1/16)) = 3.558 in2 Allowable Compression Load Perpendicular to the Grain P~ = FcJ- A,,vasher= 565 psi x 3.558 in2 = 201G lb CSI = Load at anchor bolt / Pcpem = 0 lb / 201~ lb = 0,00 Total CSI = CSI shear + CSI uplift = 0,79 + 0,00 = 0.79 See page 18A JOB AP-A14724 Single Wide 2-Story SHEET NO. 27A OF 44 CALCULATED BY DB DATE 7/1/2010 CHECKED BY DATE Anchor Bolt Spacing OK Sill Plate to tight Connection: Design Sill Plate to Foundation Connection 1/2 "dia. Anchor Bolts @ 14 "o.c. Assume 1/2 "dia. Anchor Bolts. Anchor Bolts shall be provided within 12" of the ends of each sill plate section, but no closer than 4" from the ends. Minimum 2 bolts per sill section. Specific Gravity of Sill Plate G = 0.55 Thickness of Sill Plate t, = 1.50 in. Nominal Lateral Capacity for Bolt in Single Shear Parallel to the Grain ANSI / AF&PA NDS Table 11E Z~/= 680 lb Load Duration Factor ANSI / AF&PA NDS Table 2.3.2 Co = 1.6 Allowable Lateral Capacity for Bolt in Single Shear Parallel to the Grain ANSl/AF&PANDSTable 10.3.1 Z' = Z/~ CD= 1088 lb CSI Shear => Vfloor2 = 651 plf Ref. Sheet Load at anchor bolt = Vfloor2 x Anchor Bolt Spacing Load at anchor bolt= 651 plf x 14 "o.c. = CSI = Load at anchor bolt / Z' CSI= 759 lb / 1088 lb = 0,70 759 lb Check Compression Perpendicular to the Grain 1/81n thick min~ wa~,,er required Uniform Uplift Load = Ma0( of uplift load at foundation from roof and uplift Icad from peri'orated she~wall if applicable. Uniform Uplift Load = Max of 11 plf See page 4 and 4.17 plf Uniform Uplift Load = 41t' plf Concentrated Uplift Load = Uniform Uplift Load x Anchor Bolt Spacing Concentrated Uplift Load = 417 plf x 14 "o.c. Concentrated Uplift Load = 487 lb CSI Uplift => Allowable Compression Stress Perpendicular to the Grain F~. = 565 psi ANSI/AF&PA NDS Table 4B Try 2 "square washer w/ I/2 "Anchor Bolt (Assume 1/16" oversized hole) Area of Washer A~h~ = 2 2 -((iT / 4) (0.5 + 1/16)) = 3,558 in2 Allowable Compression Load Perpendicular to the Grain Pc~ = Fc~ A,~,sher = 565 psi X 3.558 in2 = 2010 lb CSI = Load at anchor bolt / Pcpe,p = 487 lb / 2010 lb = 0.24 Total CSI = CSI shear + CSI uplift = 0~70 + 0.24 = 0.94 See page 18A Jos AP-A14724 Single Wide 2-Story SHEETNO. 27B OF 44 CALCULATED SY DB DATE 7/1/2010 CHECKED BY DATE Slidln,, Connections {cont'~) Sill Plate to Foundation Connection - Front Design Sill Plate to Foundation Connection Anchor Bolt Spacing OK Connection: 1/2 "dia. Anchor Bolts @" 12 o.c. Assume /2 d~a. Anchor Bo ts Anchor Bolts shall be provided within 12" of the ends of each sill plate section, but no c oser than 4" from the ends. Minimum 2 bolts per sill section. Specific Gravity of Sill Plate G = 0.~ Thickness of Sill Plate ts = 1.50 in. Nominal Lateral Capacity for Bolt in Single Shear Parallel to the Grain ANSI / AF&PA NDS Table 11E Z~ = 680 lb Load Duration Factor ANSI / AF&PA NDS Table 2.3.2 CD = 1.6 Allowable Lateral Capacity for Bolt in Single Shear Parallel to the Grain ANSI/AF&PA NDS Table 10.3.1 Z' = Z/~ CD = 1088 lb Vfloor2 = 72~ plf Ref. Sheet Load at anchor bolt = Vfioor2 x Anchor Bolt Spacing Load at anchor bolt= 727 plf x 12 "o.c. = 727 CSI = Load at anchor bolt / Z' CSIShear=> CSI= 727 lb / 1088 lb = Check Compression Perpendicular to the Grain Uniform Uplift Load = Ma~ of uplift load at foundatk~ from r(x~ and ~r Uniform Uplift Load -- Uaxof tl plf See pag~ Uniform Uplift Load = 641 plf Concentrated Uplift Load = Uniform Uplift Load x,~ Concentrated Uplift Load = 641 plf x 12 ~)~?08/'~ 0 Concentrated Uplift Load = 6~1 lb ~b CSI Uplift => Allowable Compression Stress Perpendicular to the Grain F~. = 565 psi ANSl/AF&PANDSTable4B Try 2 "square washer w/ 1/2 "Anchor Bolt (Assume 1/16" oversized hole) Area of Washer Awa,he~ ---- 2 2 -((TF / 4) (0.5 + 1/16)) = 3.558~ n2 Allowable Compression Load Perpendicular to the Grain P~ = Fc~ Awashe~ = 565 psi x 3.558 in2 = 2010 lb 2 ; CSI = Load at anchor bolt / Pcp,m = 641 lb / 010 lb = 0.32 Total CSI = CSI shear + CSI uplift = 0.67 + 0.32 = 0.99 applicable. See page 18A JOS AP-A14724 Single Wide 2-Stor,/ SHEET NO. 27C OF 44 CALCULATED By DB DATE 7/1/2010 CHECKED BY DATE Anchor Bolt 8pacing OK Sill Plate to Fou~}~, Connection: Design Sill Plate to Foundation Connection 1/2" dia. Anchor Bolts @ 38 o.c. Assume 1/2" d a Anchor Bolts. Anchor Bolts shall be provided within 12" of the ends of each sill plate section, but no closer than 4" from the ends. Minimum 2 bolts per sill section. Specific Gravity of Sill Plate G -- 0:55 Thickness of Sill Plate t~ = 1.50 in. Nominal Lateral Capacity for Bolt in Single Shear Parallel to the Grain ANSI / AF&PA NDS Table 11E Z/~= 680 lb Load Duration Factor ANSI / AF&PA NDS Table 2.3.2 CD = 1.6 Allowable Lateral Capacity for Bolt in Single Shear Parallel to the Grain ANSI/AF&PANDSTable 10.3.1 Z' = Z~ CD= 1~ b CSI Shear => Check CSI Uplift => Vfloor2= 26i ;plf Ref. Sheet 14&i5~ Load at anchor bolt = Vfloor2 x Anchor Bolt Spacing Load at anchor bolt-- 26't plf x 36 "o.c. = CSI -- Load at anchor bolt / Z' CSI= 783 lb / 10~ lb = 0.72 783 lb Compression Perpendicular to the Grain Uniform Uplift Load -- Max of 14 plf See page 4 and 18~ plf Uniform Uplift Load = 187 plf Concentrated Uplift Load = Uniform Uplift Load xAnchor Bolt Spacing Concentrated Uplift Load = 18~ p f x 36 "o.c. Concentrated Uplift Load = 56~ lb Allowable Compression Stress Perpendicular to the Grain F~. = 565 psi ANSI / AF&PA NDS Table 4B Try 2 "square washer wi 1/2 "Anchor Bolt (Assume 1/16" oversized hole) Area of Washer A~=sh~ = 2 2 -((Tr / 4) (0.5 + 1/16)) = 3.558 in2 Allowable Compression Load Perpendicular to the Grain Pc-L = F~ Aw~r = 565 psi X 3.558 in2 = 2010 lb CSI = Load at anchor bolt / Pcpem = 561 lb / 20'10 lb = 0.28 Total CSI = CSI shear + CSI uplift = 0.72 + 0.28 = 1.00 See page 18A JOB SHEETNO, CALCULATED BY CHECKED BY AP-A14724 Sin~lle Wide 2-Story 28 OF 44 DB DATE 7/1/2010 DATE Roof Sheathing Design Roof Sheathing Connection to Resist Suction Loads 3 Sec Gust Wind Speed = 120~ mph 07/08/10 Suction Pressure from Wind - ASCE 7 Figure 6-3, Use 10psf minimum C&C Pressures Intedor Zone Zone 1 = 25;9 psf Perimeter Edge Zone Zone 2 = 30.3 psf Overhang Zone Zone 2 OH = 43.9 psf Overhang Zone Zone 3 OH = 43.9 psf Wind Exposure = C Wind Ex~3sure Adjustment Factor -- 1.35 C&C Pressures Adjusted Intedor Suction Pressure = 35.0:, psf Zone 1 Adjusted Perimeter Suction Pressure = psf Zone 2 Adjusted Overhang Suction Pressure = Zone 2 OH Adjusted Overhang Suction Pressure = 59.3 psf Zone 3 OH Perimeter Edge Zone Width Minimum Building Dimension = 13.75 ft. Z = 10% Minimum Building Dimension = 1;37~ ff. But not less than 3 ft. Roof Framing Spacing = 16 in. o.c. Unit Suction Load from Wind Intedor Zone = 35 Perimeter Edge Zone = 41' Overhang Zone = 59 Roof Framing Spacing in ft. o.c. psf x 1.33 ft.= 47 p~f psf x 1.33 ff.= 55 plf psf x 1.33 ft.= 7g plf JOB AP-A14724 Sinc, lle Wide 2-Stor,/ SHEETNO. 29 OF 44 CALCUI..~TED BY DB DATE 7/1/2010 CHECKED BY DATE Sl1~athln= Connections (cont'di Roof Sheathing Design Roof Sheathing Connection to Resist Suction Loads Roof Sheathing: 7/16, OSB (Unblecked) Fastening: 8d nails at 6~" o.c. panel edge nailing and 2; o.c. field nailing Specific Gravity of Roof Framing Diameter of Nails Length of Nails Thickness of Sheathing Nominal Nail Withdrawal Design Value ANSI / AF&PA NDS Table 11.2C Load Duration Factor ANSI / AF&PA NDS 2.3.2 Allowable Nail Withdrawal Design Value ANSI / AF&PA NDS Table 11.2C Length of Nail Penetration Withdrawal Capacity per Nail D= L= t= W= CD = W'=WCD= L,=L-t= W'LP = 0.131 in. 2.50 in. 0.4375 in. 21 lb / in. 1.6 34 lb / in. 2.063 in, 69' lb Required Suction Load Capacity Intedor Zone = 47 plf Perimeter Edge Zone = 55 plf Overhang Zona = ~ plf Ref. Sheet Ref. Sheet Ref. Sheet Required Fastening 07/08/10 -"--' --" IntedorZone= 12 "o.c. Perimeter Edge Zone = 6 "o.c. Overhang Zone = 6 "o.c. JOB AP-A14724 Single Wide 2-Story SHEETNO, 30 OF 44 CALCULATEDBY DB DA3~ 7/1/2010 CHECKED BY DATE Sheathlna Connectlone ~cont'dl Roof Sheathing Design Roof Diaphragm to Transfer Shear Loads Unit Shear Capacity Requirement Max Vroof = 4938~ lb B = 13.75 ff. vroof= 180 plf Shear Capacity for Diaphragm Assembly Framing Species Specific Gravity Roof Sheathing: 7/1 Fastening: 07/08/10 G = 0;4 8d nails at 6~" o.c, panel edge nailing and 12" o.c. field nailing Tabulated Value = 211.6 plf vs = 1~4~ (Tab. Value) See Supplement Table 2C Footnote 1 = 296.24:plf · 18~ plf ~ JOB SHEET NO. CALCULA3~D BY CHECKED EY AP-A14724 Single Wide 2-Stor7 31 OF 44 DB DATE 7/1/2010 DATE Sheathlnn Connections (cont'dt Floor Sheathing Design Floor Diaphragm to Transfer Shear Loads Unit Shear Capacity Requirement Max V.o~ = 6478 lb B = 13.75 ff. vfloor= 235 plf Shear Capacity for Diaphragm Assembly Framing Species Specific Gravity 07/08/10 G= o 42 ilii Floor Sheathing: 5/81n OSB (Unblocked} Fastening: 10d naila at 6" o.c; panel edge nailing a~ i2~ °;C; field na~ Tabulated Value = 197 plf vs = 1.4 (Tab. Value) See Supplement Table 2C Footnote 1 275,8: plf · 235 plf oK JOS AP-A14724 Sin~leWlde 2-Sto~ SHEETNO, 32 OF 44 CALCULATED BY DB DATE 7/1/2010 CHECKEDBY DATE Wall Sheathing Design Wall Sheathing Connection to Resist Suction Loads 3 Sec Gust Wind Speed = 120 mph Suction Pressure from Wind- ASCE 7 Figure 6-3 C&C Pressures Interior Zone (Zone 4) = 281 psf Edge Zone (Zone 5) = 34.7 psf Wind Exposure = C Wind Exposure Adjustment Factor = Adjusted Interior Suction Pressure = Adjusted Perimeter Suction Pressure = Perimeter Edge Zone Width 07/08/10 37,9 psf 46.8 psf Minimum Building Dimension = 13;7~ ff. Z = 10% Minimum Building Dimension = But not less than 3 ft. 1.37~ ft. Wall Framing Spacing = 16 in. o.c. Roof Unit Suction Load from Wind Framing Spacing in ft. o.c. Interior Zone= 38 psf x 1.33 floc.= Edge Zone= 47 psf x 1.33 ftoc.= 51 plf 62 plf JOB SHEET NO, CALCU!.ATED BY CHECKED BY AP-A14724 Sin~lle Wide 2-Story 33 OF 44 DB DA3E 7/1/2010 Sheathlna Connections ~¢9~'d) Wall Sheathing Design Wall Sheathing Connection to Resist Suction Loads Wall Sheathing: 7/16" OSB Fastening: 8d nails at 6. o.c. panel edge nailing and 12 "o.c. field nailing Specific Gravity of Wall Framing Diameter of Nails Length of Nails Thickness of Sheathing Nominal Nail Withdrawal Design Value ANSI / AF&PA NDS Table 11.2C Load Duration Factor ANSi / AF&PA NDS 2.3.2 Allowable Nail Withdrawal Design Value ANSI / AF&PA NDS Table 11.2C Length of Nail Penetration Withdrawal Capacity per Nail 0.42 0.13t in. 2.5~ in. 0.4375 in. W -- 21 lb / in. CD = 1.6 W'=WCD= 34 lb/in. L~,=L-t= 2.063 in. W'LP = 6~ lb Required Suction Load Capacity Interior Zone = 51 plf Perimeter Edge Zone = 62 pif Required Fastening Interior Zone = 12 "o.c. Perimeter Edge Zone = 6 "o.c. 07/08/10 JOB SHEETNO. CALCULATED BY CHECKED BY AP-A14724 Single Wide 2-Story 34 OF 44 DB DATE 7/1/2010 DATE Rldae Connections Ridge Connection Roof Pitch = 7:12 Roof Span = 13.75 ff. 3 Sec Gust Wind Speed = Wind Exposure = 120 mph C 07/08/10 Flip Connection Flip Connection Load -- 166 plf Connector: USP Strap-Tie LSTA15 Fastener: (12) 10d nails Allowable Load = 950 lb (6 each end of strap). Req'd Req'd Provided Load Spacing Spacing 166 plf 48 in.o.c. 48 in.o.c. JOB SHEETNO. CALCULATED BY CHECKED BY AP-A14724 Single Wide 2-Stor~ 35 OF 44 DB O^TE 7/1/2010 CATE Overhana Conn~lgn Outlooker to Endwall Roof Pitch = 7:12 Roof Span = 13.75 ft. 3 Sec Gust Wind Speed = Overhang Uplift Load = 43.9 psf Overhang Uplift Load = 43.9 psf Outlooker Spacing = 16 in o.c. Roof Overhang Length = 120 mph Zone 2 OH See page 28 Zone 3 OH See page 28 Tabulated Overhang Uplift Connection Load Zone 2oh = 58.533 lbs Tabulated Overhang Uplift Connection Load Zone 3oh = 58;533 lbs Wind Exl3osure = C : Wind Exposure Adjustment Factor = 1.35 Adjusted Ridge Connection Load Zone 2 OH = 7g lbs Adjusted Ridge Connection Load Zone 3 OH = ~ lbs Connector: 0~131"x3" Nails w/1.5' pen. Allowable Load = 50.4 lb Connectors Per Outlooker Req'd Zone 2 OH = Connectors Per Outlooker Req'd Zone 3 OH = per outrigger per outrigger 07/08/10 JOB SHEET NO, CALCULATED BY CHECKED BY AP-A14724 Sin~lle Wide 2-Story 36 oF 44 DB DATE 7/1/2010 DATE Knee Wall Coneectlon~ Knee Wall Connection Roof Pitch = 7:12 Roof Span = 13.75 ft. 3 Sec Gust Wind Speed = 120 mph 07/08/10 Kneewall Connection Requirement Unit Connection Load from Wind = 221 lb See page 34 Design Knee Wall Connection Assume Typical Connection made with 0.131" x 3.25' toenails. Specific Gravity of Member G = 0.42 Thickness of Member ts = 1.50 in. Withdrawal Capacity of Nails W = 21 lbs per inch penetration Load Duration Factor CD = 1.6 Penetration Depth Cd= 1.75 in Toe Nail Factor ANSI/AF&PA NDS 11.5.4.2 Allowable Withdrawal Capacity of Nails per inch W' = W Co Cd Ct.= 39 lb ANSI / AF&PA NDS Table 11.2C ANSI / AF&PA NDS Table 2.3.2 Ctn = 0.67 ANSI / AF&PA NDS Table 10.3.1 Req'd Nail Nails Load Capacity Req'd 221 lb 39 lb cap 6 per stud Jos AP-A14724 Single Wide 2*Stor~ SHEETNO, 37 oF 44 CALCULATEDBY DB DATE 7/1/2010 CHECKEDBY DATE Knee Wall Alternate Connectlon~ Knee Wall Connection Roof Pitch = 7:12 Roof Span = 13.75 ff. 3 Sec Gust Wind Speed = Kneewall Connection Requirement 120 mph 07/08/10 Unit Connection Load from Wind = 22f b See page 36 Design Knee Wall Connection Assume Alternate Connection made with Specific Gravity of Member G = 0.42 Thickness of Member t~ = 2.83 ~n. Withdrawal Capacity of Screws W = 82 lbs per inch penetration Load Duration Factor CD = 1.6 Penetration Depth Cd = 1.17 in Allowable Withdrawal Capacity of Screws W' = W CD CdC~n= 103 lb Toe Nail Factor Ctn = ANSI / AF&PA NDS 11.5,4,2 ANSi / AF&PA NDS Table 11.2C ANSI / AF&PA NDS Table 2.3.2 ANSi / AF&PA NDS Table 10.3.1 0.67 Option 1 #8x4" Screws Toed Option 2 USP RTl0 Strap Req'd Load 221 lb Screw Screws Capacity Req'd 103 lb 3 per stud Req'd Strap Quantity Load Capacity Req'd 221 lb 585 lb I per stud JOB AP-A14724 Single Wide 2-Story SHEET NO. 38 OF 44 CALCULATEDBY DB DATE 7/1/2010 CHECKED BY DATE Location Force Connection Fasteners Rec~uired Reference 7/16" x 1 1/2" x 16 ga staples Rafter to Ceiling Joist 166 plf (2) 7/16" W SP Gusset Plates I per gusset to rafter & She~ 5 Connection w/gussets (1) ea side of rafter 3 per gusset to ceiling inlet Ceiling Joist to 2nd Story Wall 166 plf 1.25"X20 ga steel strap (7) 10d nails in rafter and 10d Sheet 5 Stud Connection nails in wall stud @ 48 in o.c. 07/08 '1 ~ Note: 8d nails = O. 131"x 2.5', tod nails = 0.148"x 3" & 16d nails = 0.131'x 3.25' unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe-Nails may not be used In Seismic Zones worse than C. JOB AP-A14724 Single Wide 2-Stor~ SHEETNO. 38A OF 44 CALCULATED aY DB DATE 7/112010 CHECKED BY DATE Location Connection Wall Force Spacin~l Re;wrence USP Structural Connector FRONT 166 ph' 48 in o.c. [10) 10d nails - (5) each end of 2nd Story Wall strap Stud to 2nd REAR 166 plf 48 in o.c. Story Floor Band 6 Connection 7/16" OSB/PLY ovedap LEFT 650 plf 3 in o.c. 2 rows of 0.131"x2.5" Nails ._O RIGHT 370 pif 6 in o.c. *" USP Structural Connector ~ FRONT 89 plf ~ ...... 48 in o.c. ~' (12) 10d nails - (6) each end of '~' 2nd Story Floor strap O t~ Band to 1st REAR 89 plf 48 in o.c. Story Ceiling ' 6 ~ Band 7/16" OSB/PLY ovedap LEFT 650 p~f :3 Connection 3 in o.c. 2 rows of 0,131"x2.5" Nails RIGHT 370 plf 6 in o.c. 1st Story Ceiling USP Structural Connector Band to 1st LSTA12 FRONT 89 plf 48 in o.c, StoryWall Stud (10) 10d nails - (5) each end ol 6 Connection strap REAR 89 plf 48 in o,c. Note: 8d nails = 0.131'x 2.5", 10d nails = 0.148' x 3' & 16d nails = 0.131' x 3.25" unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe-Nails may not be used In Seismic Zones worse than C. 07/08/10 ~ -~ JOS AP-A14724 Single Wide 2-Stor~ SHEETNO. 38B OF 44 CALCULATED BY DB DATE 7/1/2010 CHECKED BY DATE Location Connection Wall Force Spacin~l Reference 7/16" OSB/PLY overlap floor FRONT 641 plf 3 in o,c. dm joist 6" 1st Story Wall REAR 187 plf 6 in o.c. Stud to Floor Band 0.113in x 2-3/8in nails 6A Connection Use 2 rows of nails along LEFT 0 plf 3 in o.c. bottom edge of panel RIGHT 417 plf 4 in o.c. 7/16" OSBIPLY overlap sill FRONT 641 plf 2 in o.c. plate 1.5" REAR 187 plf 6 in o.c. Floor Band to Sill Plate Connection 0,131 "x2.5" Nails Sheet 7 Use 1 row of nails along LEFT 0 plf 2 in o.c. bottom edge of panel RIGHT 417 pff 2 in o.c. Note: 8d nails = 0.131' x 2.5; 1Od nails = O. 148' x 3" & 16d nails = O. 131 ' x 3.25' unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe-Nails may not be used In Seismic Zones worse than C. JOE AP-A14724 Sin~lle Wide 2-Story SHEET NO. 39 OF 44 CALCULATED BY DB DATE 7/1/2010 CHECKED BY DATE Locatio67/08/1, ~=orc~'~'e~----E~erior Panel Interior Panel Reference 2nd Story Wall - Left 7/16" OSB wi 8d nails @ 3" 7/16" OSB wi 8d nails @ 3" 650 plf o.c. panel edge & 12" o.c. field o.c. panel edge & 12" o.c. field Sheet 18 Perforated nailing (exterior) nailing (interior) 2nd Story Wall - Right 7/16" OSB w/8d nails @ 4" 370 plf o.c. panel edge & 12" o.c. field Sheet 18 Perforated nailing (exterior) 2nd Story Wall - Front 7/16" OSB w/8d nails ~ 6" 67 plf o.c. panel edge & 12" o.c. field Sheet 18 Perforated nailing (exterior) 2nd Story Wall - Rear 7/16" OSB wi 8d nails ~ 6" 69 plf o.c. panel edge & 12" o.c. field Sheet 18 ~ Perforated nailing (exterior) .Q E ~ 1st Story Wall - Left 7/16" OSB wi 8d nails ~ 3" 7/16" OSB w/8d nails ~ 3" 856 plf o.c. panel edge & 12" o.c. field o.c. panel edge & 12" o.c. field 18A ·~ Segmented nailing (exterior) nailing (interior) 1st Story Wall - Right 7/16" OSB w/8d nails ~ 3" 417 p~f o.c. panel edge & 12" o.c. field 18A Perforated nailing (exterior) 1st Story Wall - Front 7/16" OSB wi 8d nails @ 3" 7/16" OSB wi 8d nails ~ 3" 641 plf o.c. paneledge& 12"o.c. field o.c. paneledge& 12"o.c. field 18A Perforated nailing (exterior) nailing (interior) 1st Story Wall - Rear 7/16" OSB wi 8d nails @ 6" 187 plf o.c. panel edge & 12" o.c. field 18A Perforated nailing (exterior) Note: 8d nalls = 0.131"x 2.5", 10d neils = 0.148"x3' & 16d nails = 0.131"x 3.25" unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe. Nails may not be used In Seismic Zones worse than C. Gable wall studs at roof level must be same, size, species and grade as wall below. They must also be sheathed and fastened the same aa wall below. · , JOB AP-A14724 Single Wide 2-Story SHEET NO. 40 OF 44 CALCULATED aY DB DATE 7/1/2010 , ~ ,~ CHECKED BY DATE Note. Corner_ S_.t.u_d_s .&. ~ '~,,~--'~90~um n Stu'~s to be fastened together w/2 rows staggered Location Force Connection Fasteners Recluired Re~urence 2nd Story Module to 1 st Story Module - Left 5140 lb (3) USP Strap Ties MSTA36 (26) 10d nails ea strap Sheet 21 2nd Story Module to 1st Story Module - Right 3021 lb (2) USP Strap Ties MSTA36 (26) 10d nails ea strap Sheet 21 2nd Story Module to 1st Story - Front 230 lb (1) USP Strap Tie MSTA36 (26) 10d nails ea strap Sheet 21 ._O 2nd Story Module to 1st Story ~ Module - Rear ~= 163 lb (1) USP Strap Tie MSTA36 (26) 10d nails ea strap Sheet 21 O O~ 1st Story Module to ._¢ ~- Foundation - Left (1 ) USP TD9 installed on (3) (3) 1" bolts into stud column & ~ 9325 lb 2x6 SPF #2 Studs-2500psi 1-1/8" threaded rod wi 8" rain 21A  min concrete embed in 24" rain wide footing O 1st Stop/Module to Foundation - Right 1/2 in min concrete cover an( 2848 lb USP STAD14RJ (38) 16d sinkers, locate 1.5in 2 lA 1st Story Module to Foundation - Front 5342 lb (2) USP STAD14RJ - 1 each 1/2 in min concrete cover and side of comer (38) 16d sinkers, iocate 1.5in 21A 1st Story Module to Foundation - Rear 1/2 in rain concrete cover and 1015 lb USP STAD14RJ (38) 16d sinkers, locate 1.5in 21A from comer Note: 8d nails = 0.131'x 2.$", 10d nails = 0.148'x 3' & 16d nails = 0.131' x 3.25" unless othe~vlse noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe-Nails may not be used In Seismic Zones worse then C. Jos AP-A14724 Single Wide 2-Story SHEET NO. 41 OF 44 CALCULATED aY DB DATE 7/1/2010 CHECKED BY DATE D I n m a on' Location Force Connection Fasteners Required P.e;erence Roof to W all Plate Connection 1851b 0.131" x 3" toenails. 2 23 0.131" x 3.00" Nails in End- Top Plate to Studs & Bottom Plate to Studs 185 ib Grain. NA 23A 3 per stud .... _:~= ~_~ Bottom Plata to Floor 139 p~ 0.131" x 3.00" nai~. /~ ~' .... '~' "' ~ 0.131" x 3" toe~ails. ~ 2nd Sto~ to 1st Sto~ .~ ConnectDn - R~ht & Left 415 p~ ~ 3 in OC N/A 25 ~ 0.131" x 3" toenails. 2nd S~ to 1~ Sto~ Conne~n - Front & Rear 160 pE ~ 6 in OC N/A 25 USP MP4F 1 ~ Sto~ to Sill Plate Conn~t~n - Left & Front 856 p~ ~ 6 in OC (12) 8d x 1-t/2" nails 26 0.148" x 3.0" toenails. 1M Sto~ to Sill Plate Connect~n - R~ht 651 pE ~ 2 in OC N/A 25A 0.148" x 3.0" toenails. 1 st Sto~ to Sill Plate Connection - Rear 452 pE ~ 3 in OC N/A 25A Note: 8d nails = 0.131" x 2.~ 10d nails = 0.148" x 3" & 16d nails = O. t31"x 3.25" unless othe~lse noted An ~ual or be~er conn~tlon device may be substituted ~r any connection device Ilst~. Staples and Toe. Nails may not be used In Seismic Zones worse than C. Afl fasteners Into sffi plate must be co.sion resistant. JOB SHEET NO. CALCULATED BY CHECKED BY AP-A14724 Single Wide 2-Stor7 42 OF 44 DB DATE 7/1/2010 DATE Deslon Summary (con'di Location Force Connection Fasteners Required Reference O O ._~ Note: 8d nails = 0.131"x 2.5", 10d nails = 0.148'x 3' & t6d nails = 0. t31'x 3.25' unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe-Nails may not be used In Seismic Zones worse than C. Joa AP-A14724 Sin~leWide 2-Stor7 SHEETNO. 43 OF 44 CALCULATED BY DB DATE 7/1/2010 CHECKED BY DATE Deal . .q r~;~-~,;, i~' ~neatnm~l Connection Reference  8d nails at 6" o.c. panel edge Roof Sheathing, 07/( (Unblocked) nailing and 12" o.c. r,~!d nailing Sheet 29 Shear Wall Sheathing 62 plf 8d nails at 6' o.c. panel edge 7/16" OSB Sheet 33 nailing and 12" o.c. field nailing Non Shear Wall Suction Floor Sheathing 235 plf 5/8in OSB (Unblocked) 10d nails at 6" o.c. panel edge nailing and 12" o.c. field nailing Sheet 31 Shear Location Force Connection Fasteners Requirsd Reference USP Strap-T'~ LSTA15 (12) 10d nails (6 Flip Connection #REF! each end of strap). Sheet 34 @ 48 OC ~8x4" Screws Toed 3 per stud Knee Wall Connection 221 lb or Sheet 37a (1) USP RTl0 Strap w/(14) 8d nails Rafter connections listed above are minimum required for wind design and are not meant to replace connections required by celc'e manual or by gravity loads· Local;on Force Connection Fasteners Required Reference 856 plf sliding 2" square washer wi 1/2" Anchor Sill Plate to Foundation @ 12 in OC e~ Connection - Left and Bolt (Assume 1/16' oversized hole 27 O 0 plf uplift 1/8in thick rain. washer required ~J 651 plf sliding 2" square washer wi 1/2" Anchor ~ Sill Plate to Foundation @ 14 in OC ¢= Connection - Right and Bolt (Assume 1/16' oversized hole) 27A O 417 plf uplift ~ 1/8in thick min. washer required I: 727 plf sliding 2" square washer w/1/2" Anchor ._O Sill Plate to Foundation @ 12 in OC "~ Connection - Front and Bott (Assume 1/16" oversized hole) 27B '~ 641 pif uplift 1/8in thick min. washer required I~~ Sill Plata to Foundation 261 plf sliding 2" square washer w/1/2" Anchor Connection - Rear and Bolt (Assume 1/16" oversized hole) (~ 36 in OC 27C 187 plf uplift 1/8in thick min. washer required ails = 0.131" x 2.5", 1Od nails = 0.148" x 3" & 16d nails = O. 131' x 3.25" unless otherwise noted An equal or barfer connection device may be substituted for any connection device listed. Staples and Toe-Nails may not be used In Seismic Zones worse than C. JOB SHEET NO. CALCULATED BY CHECKED BY AP-A14724 Sin~}le Wide 2-Story 44 OF 44 DB DATE 7/1/2010 DATE Deaian Summary icon'd) Location Force Connection Fasteners Required Reference Outlooker to Endwall 79 plf 0.131"x3" Nails wi 1.5" pen. Sheet 35 Within 3.00 ft of Comer 2 per outrigger Outlooker to Endwall 79 plf 0.131 "x3" Nails w/1.5" pen. Sheet 35 Not 3.00 ft of Comer 2 per outrigger Location Force Member Sizes Splice Conn. If Req. Reference 2nd Floor Double 2x6 Top Plate - No Splices 2469 lb Sheet 19 Endwalls 2nd Floor Double 2x6 Top Plate - With Staggersd Spacing of 2 rows 15 in oc Splices & of 0.131"x3" Nails ~ 1243 lb Sheet 19 Sidewalls 1st Floor Double 2x6 Top Plate - No Splices m 5707 lb Sheet 19 '~ Endwatls Double 2x10 Perimeter O ~- RaiVCeiling Joist - No Splices I~ 1st Floor Double 2x6 Top Plate - With Staggered Spacing of 2 rows 11 in oc ~ Splices & of 0.131"x3" Nails ~ ~ 3363 lb Sheet 19 .ffi SidewalLs Double 2xl 0 Perimeter Rail - Staggered Spacing of 2 rows of =' 11 in oc ._~ With Splices & 0.131#x3" Nails @ Minimum Splice Length is 6 ft An equal or batter connection device may be substituted for any connection device listed. Staples and Toe-Nails may not be used In Seismic Zones worse than C.