Loading...
HomeMy WebLinkAbout09199 PORT CITY OF PORT TOWNSEND + ' DEVELOPMENT SERVICES DEPARTMENT Aw 250 MADISON STREET—SV�E 3 PORT TOWNSEND, WA 98368 PHONE(360) 379-5082 FAX(360) 344-4619 RESIDENTIAL CERTIFICATE OF FINAL INSPECTION ADDRESS: b PARCEL NUMBER: BUILDING PERMIT NUMBER: PERMIT APPLICANT: �4 This form, when signed a the work performed on tVe City of Port Townsend building inspector, certifies that with the requirements of tamed above, under the specific permit listed, conforms Townsend Municipal Code. Inspector Signature: Date: ,b— -i I This form is a three-part form. The original of each part is as follows: I-White(City File);2-Yellow(permit holder); 3-Pink(lender copy). Accept no photo static copies. CONSTRUCTION PLANS ARE REQUIRED BY LAW To E KEPT ON FILE BY THE CITYTHE DATE OF FINAL INSPECTION. AFTER THE EN OF THE REQUIRED 90-DAY TERM, POR 90 LANS NOT AFTER UP WITHIN 30 DAYS MAY BE DESTROYED. . - _ PICKED Vd Lj z z ' 0 •t 00 w ❑ re o ti W > 00 L Z > Z W 00.M W Ao 1 Wm�Q= aa O J U Wa oo f tE _j O N V1 :) Q W Q — � �e w (� 0.' U (� 't w '= a ❑ O s a� W a ❑ z z22 C Q Z J r J Z J a. Qa ix CDY ZCl) D ❑ ❑ O Z Ca H U)W O N Y O W _a. 0 _O _O z Q S�ND F- H Z In U fn Z Y o Z ~ ~ J U_ Q f J Z Z_ ~� N m W W IxZ O Q Z co ❑ J Q' Q' Z Q m in a ❑ Z Z O m O W > > > Q W O W Q > yo d ❑ O Q' W O W J O O J J 2 J J Q O U w 0 WG. Li W 0 U. 0 w Q a a I I 1 ?OR " Inspection History U Z O Page 2 9�Qc WAS Application# BLD09-199 Report run on October 20, 2011 4:47 PM ... .'.v ., .. r.«.•v:.,. ,..&- Y ,i S r.%.,. .�", w'i,&'e^rtt€ 'h �; "F.. ..., .. ,F'-"F .,.'ffi4. xau.�:*��..^:` -3 ..�. qII. Y.z . e Ins ection as:' .. �� p Ins ectton In' a tton Ins ection e , .. M,`, , P spc P a, ,,.: .- `� Tax Acct Result Date tatus Comments P Y Rick Taylor FRAMING Building- Framing Inspection 07/14/2010 PA South side and West corner. AIR SEAL Seal penetrations and at plate PEND Michael Hoskins FRAMING Building -Framing Inspection 09/07/2011 APP Misc.framing at adu and sfr Fred Slota PLUMBING Plumbing-DWV-RI 05/02/2011 APP See plumbing certificate in file. PLUMBING Plumbing-Water Piping PEND WTR PIPIN MECHANICA Mechanical-Equipment PEND L Michael Hoskins INSULATION Insulation 09/30/2011 APP sips Michael Hoskins GWB Gypsum wall board nailing 09/30/2011 APP Inspection Fred Slota GWB Gypsum wall board nailing 10/05/2011 APP shop ceiling 5/8"GWB. Inspection Inspected and approved walls 10/19/11, FS FINAL Final Public Works PEND PUBLIC WORK FINAL /Certificate of Occupancy PEND BLDG./C OF O genpmtrinspecthist -W ,ORT ip�2 N Inspection History z 0 �, ` "_•C Page 1 WAS' " Application# BLD09-199 Report run on October 20, 2011 4:47 PM ection ems..,.. ..w. „ s P Ins action Ins'action <Ins action }. 3._. ;,£fix �d _ :-Ins 'ector..���,. � �. � . ;�_.� - ;Tax'Acct# � ,P-,ro art ,-Add'ress � .,,.«`,.,. p �,.• T e".<,, •Jns�action°Desch twn,�� '�'�"'` R � . . . ��.,;. P„�•Y .,, <,. ,,. � ,YP , P P .� Result pate "" Status Comments . ;X....t..8".-. ',5. �:wm �a....,,.„. _ ...Yx,.s.».+ak .'. x _- fib" it 969912508 NEW SFR ABOVE EROSION. _ u .3- „��_ �� sM P. Erosion Control PEND GARAGE/SHOP CONTROL 2030 CLAY ST Rick Taylor SETBACKS Setback Inspection verified 02/09/2010 APP SURVEY through survey pins PINS Rick Taylor FOOTING Building -Footing Inspection 02/08/2010 APP Retaining wall at rear of house.No Ufer ground Rick Taylor SITE VISIT Site Visit 07/15/2010 APP Walk through for final. UFER Electric ground PEND NO LIFER GROUND Rick Taylor PLUMBING Hydronic piping 02/16/2010 APP HYDR. Rick Taylor SLAB R-10 exterior 02/16/2010 APP INSULATION Rick Taylor FOUNDATIO Building -Foundation Wall 02/16/2010 APP N WALL Rick Taylor FOUNDATIO Foundation drainage 02/22/2010 PA N DRAIN FOUNDATIO Foundation drainage PEND N DRAIN SLAB Structural Load Bearing Slabs PEND MISCELLANE Building -Miscellaneous PEND Site visit to verify where they are for OUS Inspections inspections. Rick Taylor MISCELLANE Building -Miscellaneous 02/26/2010 APP Perimeter bottom plate on lowest OUS Inspections level. Rick Taylor MISCELLANE Building-Miscellaneous 04/13/2010 APP Retaining wall questions. OUS Inspections Rick Taylor SHEAR Building -Shear wall 03/08/2010 APP 1st floor Sips panel nailing and 2nd WALL floor deck Sips nailing. Rick Taylor FLOOR Building - Floor Framing 03/01/2010 RE FRAMING Inspection Rick Taylor FLOOR Building- Floor Framing 03/02/2010 APP FRAMING Inspection SHEARWALL BWP or Eng. Shearwalls and PEND & Holdowns HOLDOWNS genpmtrinspecthist T� )5 � Po q — 1l ' 7 S�Po �1- oz. c ►r^ R , 19 Gi, City of Port Townsend �oFP°FrT°�y� Development Services Department o •4 BUILDING ADDRESS APPLICATION WASV Name of Property Owner. YN Mailing Address: , S S SS D Ill Ci S tt ki ► '07 9 9 Telephone: Property is located in: Addition: Blocks ( ): d Lot(s): Faces/Access is from: l� _ j Parcel Number ( 1 "l ( �,7_ 45dg Directions to the Property(draw vicinity map on back) if this is a new ADU, has a building permit been applied for? _Yes No Date: Notes: New HOUSE NUMBER ASSIGNED: b� o (� — Date of Approval: For Department Use On[tJ: Application Fee Received ($3.00, TC 2200): Date: Copy to: Finance Fire Dept Post Office Sheriff 0 Police GIs Public Works DSD database E7 Assessor's Office P:\DSD\Formsl8ui1ding Fonn_s1APplicat ion-Address Numbef.doc:2'5/09 1 45P-F-'C�/ City of Port Townsend Development Services Department pORTT �Otice C/VV Imo PERMIT NUMBER OWNER JOB LOCATION Inspection of this structure has found the following y akdkww.; Project Information Permit Type Residential - S Site Address 2030 CLAY S Project Description NEW SFR ABOVE GRAGE/� l Fee Information Project Valuation Plan Review Fee Energy Code Fee-New Single Family Unit Mechanical Pen-nit Fee per Din Unit-New Residential Plumbing Permit Fee per Dwe Unit-New Residential yam- - PLAN REVIEW DEPOSIT 1-1 PLAN REVIEW REFUND 15 Building Permit Fee State Building Code Council I Technology Fee for Building 1 �� Record Retention Fee for Buil Permit Site Address Fee You are hereby notified that no more work shall be done upon these premises until Total Fees the above violations are corrected, unless noted othe . When corrections have — Conditions been made, call for inspection. Dat �� \ 10. Property corner sut� / Inspector DSD M n Office (360) 379-5095 INSPECTION REQUEST (360) 385-2294 THIS NOTICE MUST BE KEPT WITH APPROVED PLANS ON SITE Call 385-2294 by 3:00pm for next day inspection. Permits expire 180 days from issuance if work is not commenced, or if work is suspended for a period of 180 days. Work is verified by obtaining a valid inspection. The granting of this permit shall not be construed as approval to violate any provisions of the PTMC or other laws or regulations. I certify that the information provided as a part of the application for this permit is true and accurate to the best of my knowledge. I further certify that I am the owner of the property or authorized agent of the owner. Print Name R` f^4 �� -D • K �.� Date Issued: 10/08/2009 Issued By: FSLOTA Signature Date �� t>� Date Expires: 04/06/2010 ib o�pottrTo�y BUILDING PERMIT v ��o City of Port Townsend �j Development Services Department �WAS►+- 250 Madison Street,Suite 3, Port Townsend,WA 98368 (360)379-5095 Project Information Permit# BLD09-199 Permit Type Residential - Single Family-New Project Name NEW SFR ABOVE GRAGE/SHOP Site Address 2030 CLAY ST Parcel# 969912508 Project Description NEW SFR ABOVE GRAGE/SHOP Names Associated with this Project License Type Name Contact Phone# Type License# Exp Date Applicant Kirkham Richard D Owner Kirkham Richard D Contractor Owner Builder O- STATE exempt 12/31/2009 ***SEE ATTACHED CONDITIONS *** Call 385-2294 by 3:00pm for next day inspection. Permits expire 180 days from issuance if work is not commenced, or if work is suspended for a period of 180 days. Work is verified by obtaining a valid inspection. The granting of this permit shall not be construed as approval to violate any provisions of the PTMC or other laws or regulations. I certify that the information provided as a part of the application for this pcnnit is true and accurate to the best of my knowledge. I further certify that I am the owner of the property or authorized agent of the owner. Print Name �= �� ,�r F— Date Issued: 10/08/2009 Issued By: FSLOTA Signature Date OS O Ca` U Date Expires: 04/06/2010 CITY OF PORT TOWNSE 5 PERMIT ACTIVITY LOG PERMIT# &bO�-19 C( DATE RECEIVED l ' 2 2 • D �I SCOPE OF WORK: CTcr.,nc.&ae DATE ACTION INITIALS ENTERED INTO CHET 2- Q CHECKED FOR COMPLETENESS /0 n G VV naf, l v. � n 2 C, Zoning: - t 1 Setbacks OK? Lot Size: Building Size: Lot Coverage: FAR OK? Height OK? Parking OK? Critical Area? Demo? Historic Rev? Notice to Title? Lots of Record? �O CR' � v ]inch=28.60246 feet r E CSI 06 12 16 L I S T E D Listing Report: PRS032808-3 PRODUCT: Premier Building Systems Structural Insulated Panels DIVISION: Wood and Plastics (06) SECTION: Structural Panels (06 12 16) Report Holder Surface burning characteristics and self-ignition Insulfoam, LLC temperature. d.b.a. Premier Building Systems 17001 Fish Point Road 3. USES Prior Lake, Minnesota 55372 3.1. General. Premier Building Systems' Structural Insulated Panels are structural insulated roof, wall, and floor panels capable of resisting transverse, axial, and Manufacturing Locations in-plane shear loads. Insulfoam, LLC d.b.a. Premier Building Systems 3.2. Construction Types. Premier Building Systems' 4609 701h Avenue East Structural Insulated Panels shall only be used on Fife,Washington 98424 buildings of combustible construction (Type V),I" "" (PB-31) 3.3. Fire Resistive Assemblies. Premier Building Insulfoam, LLC Systems Structural Insulated Panels may be used as d.b.a. Premier Building Systems part of a fire-rated assembly if suitable evidence and details are submitted and approved by the authority 3434 West Papago Street having jurisdiction.I"cutsl A summary of fire rated Phoenix,Arizona 85009 assemblies constructed using Premier Building (PB-32) Systems Structural Insulated Panels is provided in Table 12. 1. SUBJECT Premier Building Systems'Type S, Type 1,and Type 4. DESCRIPTION L•Wall, Roof, Floor,and Header Structural Insulated 4.1. General. Premier Building Systems' Structural Panels. Insulated Panels are factory-assembled, engineered- wood-faced, structural insulated panels (SIP) with an Wall Panels:8-ft to 24-ft tall,3-1/2-in to 11-114-in expanded polystyrene (EPS) foam core. The panels core thickness are intended for use as load-bearing or non-load bearing wall panels, roof panels, floor panels and Floor and Roof Panels:8-ft to 24-ft long,3-112-in to headers. Panels are available in 3-1/2-inch core 11-114-in core thickness thickness through 11-1/4-inch core thicknesses. The panels are custom made to the specifications for each Header Panels: 12-in, 18-in,and 24-in depths, 3-112- use and are assembled under factory-controlled in core thickness to 7-114-in core thickness for conditions. The maximum panel size is 10-ft wide and spans of 4-ft to 10 ft up to 24-ft in length. 4.2. Materials 2. SCOPE 4.2.1. Facing. The facing consists of two single-ply NTA, Inc. has evaluated the above product(s)for oriented strand board (OSB) facings a minimum of compliance with applicable sections of the following 7/16-inch thick conforming to APA PRN-610 and DOC codes: PS 2-92, Exposure 1, Rated Sheathing with a span ■ 2006 International Building Code(IBC) index of 24/16. Panels shall be manufactured with the ■ 2006 International Residential Code(IRC) facing strength axis oriented parallel to the direction of ■ Hourly Fire Rated Assembly span of the SIP. NTA, Inc. has evaluated the following properties of the 4.2.2. Core. The core material is ASTM C578, Type I above product(s): EPS foam. The foam is manufactured in 4-ft x 4-ft x 8-ft ■ Structural performance under axial,transverse, and buns which are cut to size during the SIP manufacturing racking loads. process. The foam core has a flame spread rating not exceeding 25 and a smoke-developed rating not This hstbtg report is intended to indicate that NTA Inc.has evaluated product scr/ ed�and h�found i o e�'liglb'/e r Q ling. Product not labeled as specified herebt is not covered by this report. NTA Inc.makes no irarranh,eijhe<i zrpr�ssed aigimp/ted. eg � ingtrhe d�i covered by this report. Il l/ NTA.INC.- 305 NORTH OAKLAND AVENUE • P.O.BOX 490 - NAPP INM) INDIANA 46550 PHONE: 574-773-7975 WEB: WWW.NTAINC.COM u S E P 2 2 2009 U FAX: 574-773-2732 PRS032808-3 Listing Report revised 2009-07-2 Issue/Revision Date: 07/28/2009 CITY OF PORT TOWNScND Expiration Date: 03/10/2010 COPY I DSD Page I of 15 ._ . ' � ', ,c: _�;a s e' i. �� C a�r`' CSI 06 12 16 IN 9P L I S T E D Listing Report: PRS032808-3 exceeding 450 when tested in accordance with ASTM necessary qualifications as required by the applicable E84. code and the professional registration laws of the state where the construction is undertaken. Approved 4.2.3. Adhesive. Facing materials are adhered to the construction documents shall be available at all times core material using a structural adhesive. The adhesive on the jobsite during installation.lNAcu4> is applied during the lamination process in accordance with the in-plant quality control manual. 5.3. Design Loads. Design loads to be resisted by the SIP panels shall be as required under the applicable 4.2.4. Material Sources.The facing,core and adhesive building code. Loads on the panels shall not exceed used in the construction of Premier Building Systems' the loads noted in this report. Structural Insulated Panels shall be composed only of materials from approved sources as identified in Table 5.4. Allowable Loads. Allowable axial, transverse, and 13. in-plane shear loads shall be selected from Tables 1 through 11. Calculations demonstrating that the loads 4.2.5. Splines. Premier Building Systems' Structural applied are less than the allowable loads described in Insulated Panels are interconnected with surface this report shall be submitted to the code official for splines or block splines (Type S panels), engineered approval.INACust For loading conditions not specifically structural splines (Type I panels), or dimensional addressed herein structural members designed in lumber splines(Type L panels). accordance with accepted engineering practice shall be provided to meet applicable code requirements. 4.2.5.1. Surface Splines. Surface splines (Figure 1) consist of 3-inch or 4-inch wide by 7/16-inch thick or 5.5. Axial Loads may be applied in accordance with thicker, OSB facing material. At each panel joint, one sections 5.5.1 or 5.5.2 surface spline is inserted into each of two tight-fitting slots in the core. The slots in the core are located just 5.5.1 Uniform Loads. Axial loads may be applied to inside the facing. the SIP panel through continuous members such as structural insulated panels or repetitive members 4.2.5.2. Block Splines. Block splines (Figure 1) are spaced at regular intervals of 24-inches on center, or manufactured in the same manner as the overall SIP less. Such members shall be fastened to a rim board or panel except with an overall thickness that is 1-inch less similar member to distribute the load along the top of than the overall thickness of the panel to be joined. the SIP panel. 4.2.5.3. Structural Splines. Structural splines consist 5.5.2 Concentrated Loads. Where a rim board or of one or more plies of dimensional lumber or an similar member is not provided, the reaction at the end engineered wood product (Figure 1). Acceptable of each member shall not exceed the concentrated sources for engineered wood products are listed in loads provided in Table 6. Table 13. 5.6. Eccentric and Side Loads.Axial loads shall be 5. DESIGN applied concentrically to the top of the SIP panel. Loads 5.1. Overall Structural System. The scope of this shall not be applied eccentrically to one side of the report is limited to the evaluation of the SIP panel panel unless agroved by the registered design component. Panel connections and other details related professional.( A 14) to incorporation of the panel into the overall structural system of a building are beyond the scope of this 5.7. Openings. Except as provided in Table 7 and report.(NACU3) Table 8, openings in panels shall be reinforced with wood or steel designed in accordance with accepted 5.2. Design Approval. Where required by the authority engineering practice to resist all loads applied to the having jurisdiction, structures using Premier Building opening as required by the adopted code. Details for Systems'Structural Insulated Panels shall be designed door and window openings shall be provided to clarify by a registered design professional. Construction the manner of supporting axial, transverse and/or documents, including engineering calculations and racking shear loads at openings. Such details shall be drawings providing floor plans, window details, door shown on approved design documents and subject to details, and connector details, shall be submitted to the approval by the local authority having jurisdiction.CAcual code official when application is made for a permit. The individual preparing such documents shall posses the This listing report is intended to indicate that NTA Inc.has evaluated product described and has found it to be eligible for labeling. Product not labeled as specified herein is not covered by this report. NTA Inc.makes no warranty,either expressed or implied,regarding the product covered by this report. NTA,INC.• 305 NORTH OAKLAND AVENUE • P.O.BOX 490 • NAPPANEE,INDIANA 46550 PHONE: 574-773-7975 WEB: W W W.NTAINC.COM FAX: 574-773-2732 PRS032808-3 Listing Report revised 2009-07-28 Issuc/Revision Date: 07/28/2009 Expiration Date: 03/10/2010 Page 2 of 15 CSI 06 12 16 L I S T E D Listing-Report:PRSD32808-3 5.8. In-Plane Shear Design. Shear walls utilizing shall be analyzed utilizing a straight line interaction in block, surface, or lumber splines shall be sized to resist accordance with NTA IM14 TIP 01 SIP Design Guide. all code required wind and seismic loads without exceeding the allowable loads provided in Table 9 and 6. INSTALLATION Table 10. Shearwall chords, holdowns, and connections 6.1. General. Premier Building Systems' Structural to transfer shear forces between the wall and Insulated Panels shall be fabricated, identified and surrounding structure shall be designed in accordance erected in accordance with this report, the approved with accepted engineering practice. construction documents and the applicable code. In the event of a conflict between the manufacturer's 5.8.1. Seismic Design Categories A, B and C. The published installation instructions and this report, this use of the shear wall configurations in Table 9 is limited report shall govern. Approved construction documents to structures in Seismic Design Categories A, B and shall be available at all times on the jobsite during C INAcus) Where SIP panels are used to resist seismic installation.("ACU7) forces the following factors shall be used for design: Response Modification Coefficient, R = 2.0; System 6.2. Splines. Premier Building Systems' Structural Overstrength Factor, Oo= 2.5; Deflection Amplification Insulated Panels are interconnected at the panel edges Factor, Cd = 2.0.(ACU17) The maximum panel height-to- through the use of a spline. The spline type may be of width ratio of such walls shall be 2:1.(AC 18) any configuration listed in Section 4.2.4, as required by the specific design. The spline shall be secured in 5.8.2. Seismic Design Categories D, E and F. The place with not less than 0.113-in. x 2.50-in. smooth shear wall configurations in Table 10 are permitted in shank nails (0.275-in. head diameter), 6-in. on-center, Seismic Design Categories D, E and F. Such walls shall or an approved equivalent fastener. All joints shall be be designed using the seismic design coefficients and sealed in accordance with the SIP manufacturer's limitations provided in ASCE 7-05 for light-framed walls installation instructions. Alternate spline connections sheathed with wood structural panels rated for shear may be required for panels subjected to in-plane shear resistance (SFRS A13). These SIP panels shall use the forces. Such panels shall be interconnected as following factors for design: Response Modification required in Table 9, Table 10, and Table 11, or as Coefficient, R= 6.5; System Overstrength Factor, no = directed by the designer. 3.0; Deflection Amplification Factor, Cd=4.0.1AC11"The maximum panel height-to-width ratio of such walls shall 6.3. Plates. The top and bottom of the plates of the be 2:1 for Type L panels and 1:1 for Type S panels shall be 1.5-inch thick dimensional lumber or panels.(ACU18) engineered lumber sized to match the core thickness of the panel. The plates shall be secured using not less 5.8.3. Adhesives and Sealants. Adhesives and than 0.113-in. x 2.50-in. nails (0.275-in. head diameter) sealants shall not be applied at wood-to-wood or spaced 6-inches on I center, on both sides, or an spline-to-facing interfaces in shearwalls in Seismic approved equivalent fastener. Design Categories D, E and F. Adhesives and sealants may be applied to wood-to-foam or facing-to-foam 6.4. Cutting and Notching. No field cutting or routing interfaces. Flexible SIP tape may be applied over panel of the panels shall be permitted except as shown on joints. approved drawings.(NAC1 ) 5.9. Horizontal Diaphragms. Horizontal diaphragms 6.5. Protection from Decay. SIPs that rest on exterior utilizing surface splines shall be sized to resist all code foundation walls shall not be located within 8-inches required wind and seismic loads without exceeding the from exposed earth. SIPS supported by concrete or allowable loads provided in Table 11. Diaphragm masonry that is in direct contact with earth shall be chords and connections to transfer shear forces protected from the concrete or masonry by a moisture between the diaphragm and surrounding structure shall barrier.(Acue) be designed in accordance with accepted engineering practice. The maximum diaphragm length-to-width ratio 6.6. Protection from Termites. In areas subject to of shall not exceed those specified in table 11 for damage from termites, SIP panels shall be protected resisting wind or seismic loads. from termites using an approved method. Panels shall not be installed below grade or in contact with 5.10. Combined Loads. Panels subjected to any earth.(ACU) combination of transverse, axial or in-plane shear loads This listing report is intended to indicate that NTA Inc.has evaluated product described and has found it to be eligible for labeling. Product not labeled as specified herein is not covered by this report. NTA Inc.makes no warram),,either expressed or implied,regarding the product covered by this report. NTA,INC.• 305 NORTH OAKLAND AVENUE • P.O.BOX 490 • NAPPANEE,INDIANA 46550 PHONE: 574-773-7975 WEB: WWW.NTAINC.COM FAX: 574-773-2732 PRS032808-3 Listing Report revised 2009-07-28 Issue/Revision Date: 07/28/2009 Expiration Date: 03/10/2010 Page 3 of 15 • 0 CSI 06 12 16 L I S T E D Listing Report: PRS032808-3 6.7. Heat-Producing Fixtures. Heat-producing fixtures barrier shall be attached with flashing in such a manner shall not be installed in the panels unless protected by a as to provide a continuous water-resistive barrier method approved by the code official or documented in behind the exterior wall veneer.("cu") The exterior test reports. This limitation shall not be interpreted to facing of the SIP wall shall be covered with weather prohibit heat-producing elements with suitable protection as required by the adopted building code or protection.(""cu ) other approved materials.("cu11) 6.8. Plumbing Installation. Plumbing and waste lines 6.10.3 Interior Wall Covering. The SIP panel foam may extend at right angles through the wall panels but plastic core shall be separated from the interior of the are not permitted vertically within the core. Lines shall building by an approved thermal barrier of 0.5-inch not interrupt splines or panel plates unless approved by gypsum wallboard or equivalent thermal barrier.("cu9) the local authority having jurisdiction.(""cu2) 6.9.Voids and Holes 7. CONDITIONS OF USE 6.9.1 Voids in Core. In lieu of openings designed in Premier Building Systems' Structural Insulated Panels accordance with section 5.7 the following are permitted. as described in this report comply with the codes listed Voids may be provided in the panel core during in Section 2.0, subject to the following conditions: fabrication at predetermined locations only. Voids 7.1. Installation complies with this report and the parallel to the panel span shall be limited to a single approved construction documents. 1.5-inch maximum (outside diameter) hole. Such voids 7.2. This report applies only to the panel thicknesses shall be spaced a minimum of 4-feet on center, specifically listed herein.("cu2) measured perpendicular to the panel span. Two '/z-inch 7.3. In use panel heights/spans shall not exceed the diameter holes may be substituted for the single 1.5- values listed herein. Extrapolation beyond the inch hole provided they are maintained parallel and values listed herein is not permitted.("cu3) within 2-inches of each other.("cu12) 7.4. The panels are manufactured in the production facility(ies)noted in this report.(""cuB) Voids perpendicular to the panel span (parallel to the support) shall be limited to a 1.5-inch maximum(outside diameter) hole placed not closer than 16-inches from 8. EVIDENCE SUBMITTED the support. Additional voids in the same direction shall NTA, Inc. has examined the following evidence to be spaced not less than 28-inches on center. evaluate this product: 8.1. Review of plant quality assurance manual 6.9.2 Holes in Panels. Holes may be placed in panels 8.2. Plant certification inspection of manufacturer's during fabrication at predetermined locations only. production facilities, test procedures, frequency Holes shall be limited to 4-inches x 4-inches square. and quality control sampling methods, test The minimum distance between holes shall not be less equipment and equipment calibration procedures, than 4-feet on center measured perpendicular to the test records, dates and causes of failures when panel span and 24-inches on center measured parallel applicable. to the panel span. Not more than three holes shall be 8.3. Qualification test data in accordance with NTA provided in a single line of holes parallel to the panel Standard Evaluation Plan 14.1 (SEP14.1). span. The holes may intersect voids permitted 8.4. Follow-up quality assurance audits of the elsewhere in this report.ncu16) p production facility(ies). 8.5. Follow-up testing in accordance with NTA, Inc. 6.10. Panel Cladding Inspection Method 14.0(IM14). 6.10.1 Roof Covering.The roof covering, underlayment and flashing shall be installed in accordance with the applicable code(s). All roofing Evaluation evidence and data are on file with NTA, Inc. materials must be installed in accordance with the NTA, Inc.is accredited by the International Accreditation manufacturer's installation instructions. Roof material Service(IAS)as follows: requiring the application of heat during installation shall ISO17020 Inspection Agency(AA-682) be reviewed by the designer of record. ISO17025 Testing Laboratory(TL-259) ISO Guide 65 Product Certification Agency(PCA-102) 6.10.2 Exterior Wall Covering. Panels shall be covered on the exterior by a water-resistive barrier as The scope of accreditation related to testing, inspection required by the applicable code. The water-resistive or product certification pertain only to the test methods This listing report is intended to indicate that NTA Inc.has evaluated product described and has found it to be eligible for labeling. Product not labeled as specified herein is not covered by this report. NTA Inc.makes no warranty,either expressed or implied,regarding the product covered by this report. NTA,INC.• 305 NORTH OAKLAND AVENUE • P.O.BOX 490 • NAPPANEE,INDIANA 46550 PHONE: 574-773-7975 WEB: WWW.NTAINC.COM FAX: 574-773-2732 PRS032808-3 Listing Report revised 2009-07-28 Issue/Revision Date: 07/28/2009 Expiration Date: 03/10/2010 Page 4 of 15 O ' CSI 06 12 16 i s T E D -Listing-Report: PRS032808-3 and/or standard referenced therein. Design parameters and the application of building code requirements, such as special inspection, have not been reviewed by IAS 10. IDENTIFICATION and are not covered in the accreditation. Product Each eligible panel shall be permanently marked to evaluations are performed under the direct supervision provide the following information: of Professional Engineers licensed in all jurisdictions a) The NTA, Inc. listing mark,shown below; within the United States as required by the building b) NTA's Listing No. PRS032808-3; code and state engineering board rules. c) in-plant quality assurance stamp; d) identifier for production facility; e) project or batch number. 9. FINDINGS All panels are manufactured under an in-plant Quality Assurance program to insure that the OOTP production quality meets or exceeds the ON requirements of the codes noted herein and the criteria as established by NTA, Inc. Furthermore, panels must comply with the conditions•of this report. This report expires one year from the issue date L 1 S T E D noted below. PRS032808 - 3 0 Surface Spline(Type S) Block Spline(Type S) Now' M C� Engineered Lumber Spline(Type 1) Dimensional Lumber Spline (Type L) .MMM Figure 1: SIP Spline Types This listing report is intended to indicate that NTA lnc.has evaluated product described and has found it to be eligible for labeling. Product not labeled as specified herein is not covered by this report. NTA Inc.makes no warranty,either expressed or implied.regarding the product covered by this report. NTA,INC.• 305 NORTH OAKLAND AVENUE - P.O.BOX 490 - NAPPANEE,INDIANA 46550 PHONE: 574-773-7975 WEB: WWW.NTAINC.COM FAX: 574-773-2732 PRS032808-3 Listing Report revised 2009-07-28 Issue/Revision Date: 07/28/2009 Expiration Date: 03/10/2010 Page 5 of 15 r CSI 06 12 16 L I S T E D Listing Report: PRS032808-3 Table 1: Maximum Allowable Uniform Transverse Load sf —Type S PanelS1,3 Panel Core Panel Span (ft) Thickness Deflection (in) Limit2 44 8 10 12 14 16 18 20 22 24 U360 100 43 29 21 16 10 3.5 U240 143 60 42 33 25 16 U180 143* 61 57 46 34 22 U360 105 52 39 30 24 18 15 11 5.5 U240 162 78 58 36 32 28 22 16 U180 191* 804 60* 46* 40 34 29 21 U360 120 61 60 42 34 26 21 15 13 11 7.25 U240 179* 85 75• 61 50 39 31 23 21 18 U180 179* 85• 75• 69• 60• 50• 42 31 28 24 U360 131 80 66 52 43 33 28 22 20 18 9.25 L/240 168* 86 71. 57. 51 46• 42* 34 30 26 U180 168* 86 71* 57• 51 46 42. 39. 37. 34* U360 132 94• 76. 51 50 48 38 28 24 20 11.25 U240 163* 94• 76• 59• 55• 51 45• 39• 36• 31 U180 163* 94 76 59 1 55 51 45 39 36 33 Splines consist of OSB surface splines not less than 7/16"thick inserted below the facing on each side of the panel.Table values assume a simply supported panel with 1.5-inches of continuous bearing on facing at supports.Permanent loads,such as dead load,shall not exceed 0.25 times the tabulated load. 2 Deflection limit shall be selected by building designer based on the serviceability requirements of the structure and the requirements of adopted building code. 3 Tabulated values for 8-ft walls apply to panels constructed with the OSB strength axis oriented either parallel or perpendicular to supports. Tabulated values for other lengths are based on the strong-axis of the facing material oriented parallel to the span direction. 4 Panels spanning 4-ft.shall be a minimum of 8-ft long spanning a minimum of two 4-ft spans. No single span condition is allowed. 5 For wall panel capacities utilizing a zero bearing configuration,shown in figure 2,multiply the allowable uniform load in table 1 by Cv=0.86. An asterisk(')indicates the value shown is governed by the average peak load divided by 3. w R Figure 2:Zero Bearing Support This listing report is intended to indicate that NTA Inc.has evaluated product described and has found it to be eligible for labeling. Product not labeled as specified herein is not covered by this report. NTA Inc.makes no warranty,either expressed or implied,regarding the product covered by this report. NTA,INC.• 305 NORTH OAKLAND AVENUE • P.O.BOX 490 • NAPPANEE,INDIANA 46550 PHONE: 574-773-7975 WEB: W W W.NTAINC.COM FAX: 574-773-2732 PRS032808-3 Listing Report revised 2009-07-28 Issue/Revision Date: 07/28/2009 Expiration Date: 03/10/2010 Page 6 of 15 CSI 06 12 16 �_e_S �_® Listing_Report:_P_RS032808-3 Table 2: Maximum Allowable Uniform Transverse Load s —Type I Panels''' Panel Panel S an ft Core Thickness Deflection in Limit' 44 8 10 12 14 16 18 20 22 24 U360 132 136 93 60 50 40 31 21 19 16 7.25 U24O 318* 148* 107* 91 75 59 45 31 27 23 U18O 318* 148* 107* 92* 87 78 60 41 36 30 U360 197 164* 124* 72 67 61 48 34 29 24 9.25 U240 336* 164* 124* 107* 96 84* 70 49 43 36 U18O 336* 164* 124* 107* 96 84* 76 65 56 47 U36O 258 143* 103* 86 83 77* 61 42 37 32 11.25 U24O 318* 143* 103* 93* 85 77* 68 59* 54 46 U18O 318* 143* 103* 93* 85 77* 68 59* 54 49* Splines consist of one wood I-beam,2.25"wide flange(minimum)with a depth equal to the core thickness,spaced not to exceed 48-inches on center.Table values assume a simply supported panel with 1.5-inches of continuous bearing on facing at supports. Permanent loads,such as dead load,shall not exceed 0.25 times the tabulated load. Z Deflection limit shall be selected by building designer based on the serviceability requirements of the structure and the requirements of adopted building code. 'Tabulated values for 8-ft walls apply to panels constructed with the OSB strength axis oriented either parallel or perpendicular to supports.Tabulated values for other lengths are based on the strong-axis of the facing material oriented parallel to the span direction. 4 Panels spanning 4-ft.shall be a minimum of 8-ft long spanning a minimum of two 4-ft spans. No single span condition is allowed. *An asterisk(*)indicates the value shown is governed by the average peak load divided by 3. This listing report is intended to indicate that NTA Inc.has evaluated product described and has found it to be eligible for labeling. Product not labeled as specified herein is not covered by this report. NTA Inc.makes no ivarranty,either expressed or implied,regarding the product covered by this report. NTA,INC.• 305 NORTH OAKLAND AVENUE • P.O.BOX 490 • NAPPANEE,INDIANA 46550 PHONE: 574-773-7975 WEB: W W W.NTAINC.COM FAX: 574-773-2732 PRS032808-3 Listing Report revised 2009-07-28 Issue/Revision Date: 07/28/2009 Expiration Date: 03/10/2010 Page 7 of 15 CSI 06 12 16 IrN4 9P L I S T E D Listing Report: PRS032808-3 Table 3: Maximum Allowable Uniform Transverse Load s -Type L Panels''3 Panel Panel S an ft Core Thickness Deflection in Limit, 44 8 10 12 14 16 18 20 22 24 L/36O 103 45 33 24 18 11 3.5 U24O 225 68 47 34 26 17 U18O 297* 91 61 45 34 23 U36O 307* 129 57 42 34 25 20 15 5.5 U240 307* 182* 87 61 49 37 30 22 U180 307* 182* 112* 80 65 49 39 29 U360 253 171 82 66 54 41 32 23 7.25 U240 288* 188* 128 100 81 61 48 35 U180 288* 188* 133* 117* 105 80 63 45 U360 286 188* 117 101 80 58 47 36 32 27 9.25 U240 326* 188* 147* 134* 120 90 71 52 47 41 U180 326* 188* 147* 134* 121 108* 93 68 61 53 U360 327* 188* 167* 141 116 91 75 58 47 36 11.25 U240 327* 188* 167* 153* 132 110* 97 83* 69 53 U180 327* 188* 167* 153* 132 110* 97 83* 83 70 Splines consist of#2 or better,Hem-Fir, 1.5"wide with a depth equal to the core thickness,spaced to provide not less than two members for every 48-inches of panel width.Table values assume a simply supported panel with 1.5-inches of continuous bearing on facing at supports. Permanent loads,such as dead load,shall not exceed 0.25 times the tabulated load. 2 Deflection limit shall be selected by building designer based on the serviceability requirements of the structure and the requirements of adopted building code. 3 Tabulated values for 8-ft walls apply to panels constructed with the OSB strength axis oriented either parallel or perpendicular to supports.Tabulated values for other lengths are based on the strong-axis of the facing material oriented parallel to the span direction. °Panels spanning 4-ft.shall be a minimum of 8-ft long spanning a minimum of two 4-ft spans. No single span condition is allowed. *An asterisk(*)indicates the value shown is governed by the average peak load divided by 3. This listing report is intended to indicate that NTA Inc.has evaluated product described and has found it to be eligible for labeling. Product not labeled as specified herein is not covered by this report. NTA Inc.makes no warranty,either expressed or implied,regarding the product covered by this report. NTA,INC.• 305 NORTH OAKLAND AVENUE • P.O.BOX 490 • NAPPANEE,INDIANA 46550 PHONE: 574-773-7975 WEB: W W W.NTAINC.COM FAX: 574-773-2732 PRS032808-3 Listing Report revised 2009-07-28 Issue/Revision Date: 07/28/2009 Expiration Date: 03/10/2010 Page 8 of 15 O CSI 06 12 16 L I S T E D Listing-Report=PRS.0.328.0.8-3 Table 4: Maximum Allowable Uniform Axial Load If)—Type S Panels1,2,3,4 Panel Core Panel S an ft Thickness (in) 87 10 12 16 20 24 3.5 3500 2553 2453 2117 5.5 4250 4043 3373 3923 2817 2183 7.25 4917 4327 4473 4197 3497 3067 9.25 4600 4414 4228 4417 3389 3248 11.25 3889 3959 4028 4408 3837' 3333 Splines consist of OSB surface splines not less than 7/16"thick inserted below the facing on each side of the panel.Permanent loads,such as dead load,shall not exceed 0.50 times the tabulated load. 2 Uniform Axial loads may be applied in accordance with Section 5.5.1. Concentrated point loads shall be addressed in accordance with Section 5.5.2 and Table 6. 3 Both facings must bear on the supporting foundation or structure. Tabulated values for 8-ft walls apply to panels constructed with the OSB strength axis oriented either parallel or perpendicular to supports. *Limited by 1/8-in.deflection(compression) Table 5: Maximum Allowable Uniform Axial Loads( If)—Type L Panels''2,3'4 Panel Core Panel S an ft Thickness in) 8 10 12 16 20 24 3.5 4723 3903 3273 2623 5.5 5850 5890 4277 4310 2933 2837 7.25 6807 6110 5557 5180 4837 4083 9.25 5473 5709 5946 5948 4729` 4250 11.25 5667 5474 5281 5775" 1 4729" 1 4223 Splines consist of#2 or better, Hem-Fir, 1.5"wide with a depth equal to the core thickness, spaced to provide not less than two members for every 48-inches of panel width. Permanent loads,such as dead load,shall not exceed 0.50 times the tabulated load. z Axial loads shall be applied concentrically to the top of the panel through repetitive members spaced not more than 24-inches on center.Such members shall be fastened to a rim board or similar member to distribute along the top of the SIP panel. 3 Both facings must bear on the supporting foundation or structure. 4 Tabulated values for 8-ft walls apply to panels constructed with the OSB strength axis oriented either parallel or perpendicular to supports. Limited by 1/8-in.deflection(compression) This listing report is intended to indicate that NTA Inc.has evaluated product described and has found it to be eligible for labeling. Product not labeled as specified herein is not covered by this report. NTA Inc.makes no ivarranty,either expressed or implied,regarding the product covered by this report. NTA,INC.• 305 NORTH OAKLAND AVENUE • P.O.BOX 490 • NAPPANEE,INDIANA 46550 PHONE: 574-773-7975 WEB: WWW.NTAINC.COM FAX: 574-773-2732 PRS032808-3 Listing Report revised 2009-07-28 Issue/Revision Date: 07/28/2009 Expiration Date: 03/10/2010 Page 9 of 15 CSI 06 12 16 rN4 L I S T E D Listing Report: PRS032808-3 Table 6: Maximum Allowable Point Loads Ibs —Type S Panels'2,3,4 Top Plate 1.5" Minimum 3" Minimum Configuration Bearing Width Bearinci Width Single 2x4#2 or Better 2040 2450 Hem-Fir Plate Single 2x4#2 or Better Hem-Fir Plate 4030 4678 with 1-1/8"wide, 1.3E Rim Board Cap Plate Top plate secured to facings as required in Section 6.3 Z Permanent loads,such as dead load,shall not exceed 0.50 times the tabulated load. 3 Concentrated loads shall be applied concentrically to the top of the panel. Tabulated values are based on the strong-axis of the facing material oriented parallel to the span direction. Top Plate Cap Plate Top Plate Figure 3: Top Plate Configurations This listing report is intended to indicate that NTA Inc.has evaluated product described and has found it to be eligible for labeling. Product not labeled as specified herein is not covered by this report. NTA Inc.makes no ivarranty,either expressed or implied,regarding the product covered by this report. NTA,INC.• 305 NORTH OAKLAND AVENUE • P.O.BOX 490 • NAPPANEE,INDIANA 46550 PHONE: 574-773-7975 WEB: WWW.NTAINC.COM FAX: 574-773-2732 PRS032808-3 Listing Report revised 2009-07-28 Issue/Revision Date: 07/28/2009 Expiration Date: 03/10/2010 Page 10 of 15 1 ONCSI 06 12 16 L A-s T E—® Listing_Report:_PRS032808-3 Table 7: Maximum Allowable Uniform SIP Header Vertical Loads(plf) 3-1/2 through 11-1Winch Core Thickness I,2 Header Deflection Header Span ft Depth (in) Limit4 4 6 8 10 U48O 740 384 228 142 12 U36O 740 384 229 142 U24O 740 384 229 142 U48O 798 574 385 311 18 U36O 798 574 385 311 U240 798 574 385 311 U480 886 629 429 361 24 U360 886 629 429 361 U240 886 629 429 L 361 Vertical loads only. Lateral loads shall be transferred to the edges of the openings through continuous plate(s)designed in accordance with accepted engineering practice.Permanent loads,such as dead load,shall not exceed 0.50 times the tabulated load. z Tabulated values are based on the strong-axis of the facing material oriented perpendicular to the direction of header span. 'Minimum depth of facing above opening. 4 Deflection limit shall be selected by building designer based on the serviceability requirements of the structure and the requirements of adopted building code. Table 8: Maximum Allowable Uniform Header Loads (plf) Panel Splice a minimum of 64 from edge of opening)3-1/2 through 11-1/4-inch Core Thickness''Z Header Deflection Header Span ft Depth (in) Limit' 4 6 8 10 U48O 345 243 156 99 12 U36O 450 295 190 125 U24O 630 382 236 153 U48O 705 388 254 235 18 U36O 750 482 302 281 U240 750 482 302 281 U48O 698 556 368 350 24 U36O 896 556 368 350 U240 896 556 368 350 Vertical loads only.Lateral loads shall be transferred to the edges of the openings through continuous plate(s)designed in accordance with accepted engineering practice. Permanent loads,such as dead load,shall not exceed 0.50 times the tabulated load. z Tabulated values are based on the strong-axis of the facing material oriented perpendicular to the direction of header span. 3 Minimum depth of facing above opening. 4 Deflection limit shall be selected by building designer based on the serviceability requirements of the structure and the requirements of adopted building code. This listing report is intended to indicate that NTA Inc.has evaluated product described and has found it to be eligible for labeling. Product not labeled as specified herein is not covered by this report. NTA Inc.makes no warranty,either expressed or implied,regarding the product covered by this report. NTA,INC.• 305 NORTH OAKLAND AVENUE • P.O.BOX 490 • NAPPANEE,INDIANA 46550 PHONE: 574-773-7975 WEB: WWW.NTAINC.COM FAX: 574-773-2732 PRS032808-3 Listing Report revised 2009-07-28 Issue/Revision Date: 07/28/2009 Expiration Date: 03/10/2010 Page I 1 of 15 CSI 06 12 16 L I S T E D Listing Report.. PRS032808-3 Table 9: Allowable In-Plane Shear Strength(Pounds per Foot) for SIP Shear Walls 3.5-in.through 11.25-in. core thickness(Wind and Seismic Loads in Seismic Design Categories A, B and C)I'2 Framing Minimum Facing Con nections2 Shear Spline Minimum Strength Type SG Chord Plate2 Spline 3 (plf) 0.50 0.113"x 2-1/2"nails, 0.113"x 2-1/2"nails, (3-inch wide spline) 410 6"oc 6"oc 0.113"x 2-1/2"nails,6"oc Block, Surface or 0.50 0.113"x 2-3/8"nails, 0.113"x 2-3/8"nails, 0.113"x 2-3/8"nails,6"oc 460 Lumber 6"oc stagger(2 rows) 6"oc Spline 0.113"x 2-3/8"nails, 0.113"x 2-3/8"nails, (Type S, 0.42 6"oc stagger(2 rows) 6"oc stagger(2 rows) 0.113"x 2-3/8"nails,4"oc 700 Type L) 0.42 0.148"x 2-3/8"nails, 0.148"x 2-3/8"nails, 0.148"x 2-3/8"nails, 1000 6"oc stagger(2 rows) 3"oc 3"oc stagger(2 rows) Maximum in-plane shear dimension ratio shall not exceed 2:1 (height:width)for resisting wind or seismic loads. 2Chords, holdowns,and connections to other structural elements must be designed by a registered design professional in accordance with accepted engineering practice. 3 Spline type at interior panel-to-panel joints only,solid chord members are required at each end of each shearwall segment. Required connections must be made on each side of the panel. Dimensional or engineered lumber shall have an equivalent specific gravity not less than specified. This listing report is intended to indicate that NTA Inc.has evaluated product described and has found it to be eligible for labeling. Product not labeled as specified herein is not covered by this report. NTA Inc.makes no xvarranty,either expressed or implied,regarding the product covered by this report. NTA,INC.• 305 NORTH OAKLAND AVENUE - P.O.BOX 490 - NAPPANEE,INDIANA 46550 PHONE: 574-773-7975 WEB: WWW.NTAINC.COM FAX: 574-773-2732 PRS032808-3 Listing Report revised 2009-07-28 Issue/Revision Date: 07/28/2009 Expiration Date: 03/10/2010 Page 12 of 15 CSI 06 12 16 L I S T E D Listing Report: PRS032808-3 Table 10: Allowable In-Plane Shear Strength (Pounds per Foot) for SIP Shear Walls Seismic Loads in Seismic Design Categories D, E and F " Framing Minimum Facing Connections Shear Spline Minimum Strength Type SG Chord Plate Spline Of) Block, Surface, or 0.50 0.113"x 2-1/4"nails, 0.113"x 2-1/4"nails, (7/16"thick,3-inch wide spline) 360 6"oc 3"oc 0.113"x 2-1/4"nails,6"oc Lumber Spline (Type S,Type L) 0.50 0.113"x 2-1/4"nails, 0.113"x 2-1/4"nails, (3/4"thick,3-inch wide spline) 360 6"oc 6"oc 0.113"x 2-1/4"nails,6"oc 113 Block, Surface, or " 0.113"x 2-3/8" 0. x 2-3/8"round (23/32"thick, 3-inch wide Lumber nails, 3"oc head nails, 3"oc spline)0.113"x 2-3/8"nails, 0.50 Staggered(3/8" 3"oc Staggered(3/8"edge 720 (Type S,Type L) distance Spline edge distance and Staggered (3/8",distance)) edge distance and 3/4"edge 3/4"edge distance) ) 113 Block, Surface, or " 0.113"x 2-3/8" 0. x 2-3/8"round (23/32"thick, 3-inch wide nails, 2"oc spline)0.113"x 2-3/8"nails, , Lumber head nails 2"oc 0.50 Staggered (3/8" 2"oc Staggered (3/8"edge 920 Spline edge distance and Staggered (3/8", 3/4"edge distance and 3/4"edge (Type S,Type L) 3/4"edge distance) distance) distance Maximum in-plane shear dimension ratio are defined in Section 5.8.2. 2 Chords,holdowns,and connections to other structural elements must be designed by a registered design professional in accordance with accepted engineering practice. 3 Spline type at interior panel-to-panel joints only,solid chord members are required at each end of each shearwall segment. "Required connections must be made on each side of the panel. Dimensional or engineered lumber shall have an equivalent specific gravity not less than specified. This listing report is intended to indicate that NTA Inc.has evaluated product described and has found it to be eligible for labeling. Product not labeled as specified herein is not covered by this report. NTA Inc.makes no warranty,either-expressed or implied,regarding the product covered by this report. NTA,INC.- 305 NORTH OAKLAND AVENUE • P.O.BOX 490 • NAPPANEE,INDIANA 46550 PHONE: 574-773-7975 WEB: W W W.NTAINC.COM FAX: 574-773-2732 PRS032808-3 Listing Report revised 2009-07-28 Issue/Revision Date: 07/28/2009 Expiration Date: 03/10/2010 Page 13 of 15 CSI 06 12 16 rN4 L I S T E D Listing Report: PRS032808-3 Table 11: Maximum Allowable In-Plane Shear(Pounds per Foot) For Diaphragms Subjected to Wind or Seismic Loading' Minimum Connections Shear Max. Interior Supportsz Surface Spline Boundary'(Figure 4c Strength Aspect (Figure 4a) (Figure 4b) Support Spline (plf) Ratio PBS#14 Panel Screw 0. .5"nails,3"oc PBS#14 Panel Screw 113"x2 with 1-in.penetration with 1-in.penetration 0.113" 7/16 inx 4-in OSB Spline x2.5"nails,6"oc 430 4:1 12"oc . . 12"oc PBS#14 Panel Screw 0.113"x2.5"nails, PBS#14 Panel Screw with 1-in.penetration 3"oc,2 rows,staggered with 1-in.penetration 0.113"x2.5"nails,4"oc 530 4:1 12"oc 7/16-in.x 4-in.OSB Spline 3"oc PBS#14 Panel Screw 0.113"x2.5"nails, PBS#14 Panel Screw 0.113"x2.5"nails, 1.5" with 1-in.penetration 3"oc,2 rows,staggered with 1-in.penetration oc 750 4:1 2"oc 7/16-in.x 4-in.OSB Spline 2"oc PBS#14 Panel Screw 0.113"x2.5"nails, PBS#14 Panel Screw with 1-in.penetration 3"oc,2 rows,staggered with 1-in.penetration 0.113"x2.5"nails,3"oc 915 3:1 4"oc 7/16-in.x 4-in.OSB Spline 4"oc 5"nails, , PBS#14 Panel Screw 0. PBS#14 Panel Screw with 1-in.penetration 6"oc,2 rows,staggered with 1-in.penetration 0.113"x2.5"nails,6"oc 1130 3:1 4"oc 23/32-in.x 4-in.OSB 4"oc Spline The maximum diaphragm length-to-width ratio of shall not exceed 4:1.Load may be applied parallel to continuous panel joints. z Interior supports shall be spaced not to exceed 12-ft on center and have a minimum width of 3.5-in.and a specific gravity of 0.43 or greater.Specified fasteners are required on both sides of panel joint where panels are joined over a support.See Figure 4a. 3 Top spline only,at interior panel-to-panel joints.Specified fasteners are required on both sides of panel joint.See Figures 4b. "Boundary spline shall be solid 1.5-inch wide,minimum,and have a specific gravity of 0.43 or greater. Boundary supports shall have a minimum width of 3.5-in.and a specific gravity of 0.43 or greater.Specified spline fasteners are required through both facings.See Figure 4c. Boundary Spline Attachment (per table) Spline Attachment Surface Spline([op only) Spline Attachment Surface Spline(top only) Bounday Support Attachment (per table) (per table) (per table) Support Attachment NEW-= (per table) Interior Support Boundary Support Figure 4a: Interior Support Figure 4b: Surface Spline Figure 4c: Boundary Figure 4: Diaphragm Connection Types This listing report is intended to indicate that NTA Inc.has evaluated product described and has found it to be eligible for labeling. Product not labeled as specified herein is not covered by this report. NTA Inc.makes no warranty,either expressed or implied,regarding the product covered by this report. NTA,INC.• 305 NORTH OAKLAND AVENUE • P.O.BOX 490 - NAPPANEE,INDIANA 46550 PHONE: 574-773-7975 WEB: WWW.NTAINC.COM FAX: 574-773-2732 PRS032808-3 Listing Report revised 2009-07-28 Issue/Revision Date: 07/28/2009 Expiration Date: 03/10/2010 Page 14 of 15 CSI 06 12 16 s T e o Listing Report: PRS032808-3 Table 12: Fire Rated Assemblies' Designation Orientation Type Rating Directory U524 Vertical Bearing Wall 1-Hour Underwriters Laboratories P517 Horizontal Ceiling 1-Hour Underwriters Laboratories P822 Horizontal Floor/Ceiling 1-Hour Underwriters Laboratories PRS021109-24 Vertical Bearing Wall 1-Hour NTA, Inc. PRS021109-23 Horizontal Ceiling 1-Hour NTA, Inc. Construction details and assembly status shall be obtained from the fire resistance directory of the noted organization. NTA, Inc. assemblies may be obtained from www.ntainc.com. Table 13: Approved Material Sources Facing Core Adhesive Engineered Type 1 Spline Ainsworth Lumber Co. Ltd. Suite 3194 Bentall 4 Rohm & Haas Chemicals, Jager Industries, Inc. 1055 Dunsmuir Street Insulfoam Treated ASTM LLC 6839 44th Street, SE Vancouver BC, Canada C578 Type I EPS Foam 2531 Technology Drive Calgary, Alberta T2C2C9 V7X 1L3 Phoenix, Arizona Elgin, IL 60124 JSI 20 Series Joists 100 Mile House, BC (Mill Mor-Ad M652 #445 Tolko Industries, Ltd. Ashland Specialty Superior Wood Systems 3203 30th Avenue Insulfoam Treated ASTM Chemical Company 1301 Garfield Avenue Vernon BC, Canada V1T C578 Type I EPS Foam 5200 Blazer Parkway Superior, Wisconsin 6M1 Dublin, OH 43017 54880 Meadow Lake, SK Kent, Washington ISOSETO EPI WD3-A322 Mill#492 with ISOSET CX47 24 and 34 Series I-Joists This listing report is intended to indicate that NTA Inc.has evaluated product described and has found it to be eligible for labeling. Product not labeled as specified herein is not covered by this report. NTA Inc.makes no warranty,either expressed or implied,regarding the product covered by this report. NTA,INC.• 305 NORTH OAKLAND AVENUE • P.O.BOX 490 • NAPPANEE,INDIANA 46550 PHONE: 574-773-7975 WEB: WWW.NTAINC.COM FAX: 574-773-2732 PRS032808-3 Listing Report revised 2009-07-28 Issue/Revision Date: 07/28/2009 Expiration Date: 03/10/2010 Page 15 of 15 I . LI L 1 ' L� NOV - 9 2009 Maple Broo,,, . CITY OF PORT TOWNsEfVo OFD STRUCTURAL ENGINEERING CALCULATIONS Project: Kirkham Residence PON HF� Location: Port Townsend,WA F WASy��4 Original Release Date: 15-Sep-09 Cl) z Revision#1 Release Date: 29-Oct-09 O� 9 0043032 Client: Green&Greener GISTS MichelleCaron FS / L ENS\ bV I 360.385.5305 EXPIRES 05/18/20 Table of Contents Design Criteria 1 Roof Framing Key Plan 2 SIP Roof Panel Design 3 Roof Rafter Design 7 Roof Beam/Header Design 8 Floor Framing Key Plan 13 Floor joist Design 1.4 Deck Framing Design 15 Green Roof Framing Design 17 Floor Beam Design 21 SIP Wall Panel Design 27 Wood Post Design 29 Lateral Key Plans 30 Base Shear Calculation 32 Shear Wall Design 39 Perforated Shear Wall Design 42 Foundation Key Plan 44 Basement Wall Design 45 Foundation Design 47 Site Retaining Wall Design 49 .; C Ci 7Y www.maple-brook.com Phone:541.574.1855 Fax:541.574.1841 . _ � � f '/ � � !� � `' ,� a �' • 'p I. ��'- �.ri :� .. �`� 7 ` �,� ��� L. ` t > t t Design Criteria Project Name: Kirkham Residence Governing Design Code: 2006IRC Wind: Wind Speed 85 mph Exposure C Seismic: D Design Loads: Roof: Slope= 2 Built Up Roofing 5.5 SIP Roof Panels 3.5 Support Framing 3.0 5/8"Gyp Board 2.8 Elect/Meth/Mist 1.2 DESIGN D.L.= 16.0 psf DESIGN L.L.= 25.0 psf Green Roof: Slope= 2 Built Up Roofing 5.5 12"Soil 120.0 SIP Roof Panels 3.5 Support Framing 3.0 5/8"Gyp Board 2.8 Elect/Mech/Misc 1.2 DESIGN D.L.= 136.0 psf DESIGN L.L.= 40.0 psf Floor: Loading: Residential Floor Coverings 3.0 1 1/2"Gyperete 15.0 3/4"Sheathing 2.5 Floor Joists 3.0 5/8"Gyp Board 2.8 Insulation 3.0 Elect/Meth/Mist 2.7 DESIGN D.L.= 32.0 psf DESIGN L.L.= 40.0 psf Walls: Stucco/Siding 8.0 6"SIP Panels 4.0 1/2"Gyp Board 2 2 Elect/Mech/Misc 1.8 DESIGN D.L. 16.0 psf � � p� TYP IO U I SIPJEADffR N i ON TYP S3.1 j i TYP S3., I _ a a 3 5 N a 1 6 1 9 vow' 6 1 g ._..........___.,_ __. ri v p, .4 I `5 1I8"x 19 1/2" 4F-V4 GLB(CA BER BEAM 5l8" T MIDSPAN AlCONTRACTOR$OPTION) W�F ( w .i a �—III10N f o. 11 1/4"TORE PREMIER ISIP ROOF PAN@LS ! iNJ W/TYPE'S'(BLOCK SPLI!NE1 CONNECTIONS NTA LISTING REPOT PRS 032808-3 D TYP S3.1 W I CL 10 SIP HEA ER WS JLEA II IULBEAM II ., - 4 CS20 4 S2 4 12 12 2 53.1 P S3.1 YP I sP 2>46 OF#2 RAFTE S @ 24' O.C.MAX rp: O4' ^fir 1 �2 2 2 'Q` 2 O 8 DF# 4x8 F#2 x8 DF# ».... s S3.1 TYP `7� ° la 53.1 TYP - -.np,,,,,jpd�,•, - - REMIE BUILDING SYSTEMS Strrr f er. «ghter. Greene- Transverse Load Chart 3 PREMIER SIPS TYPE S(SPLINE)TRANSVERSE LOAD CHART(psf) Panel Core Panel Span(fL) Thickness Deflection 4' 8' 10' 12' 14' 16' 18' 20' 22' 24' L 6o 99 38 28 21 16 io 31/2" L/240 151 54 43 32 24 16 NA NA NA NA L/18o 154* 61* 57 45 34 21 L 6o 102 49 38 30 24 18 14 11 L/240 159 78 57 45 32 28 22 16 NA NA L/18o 166* 80* 6o* 46 440* 34* 29 21 L 6o 119 59 6o 41 34 26 20 15 L/240 16o* 84 75* 6o 5o 39 31 23 NA NA L/18o 16o* 85* 75* 69* 6o* 50* 41 31 L 6o 138 78 64 53 41 33 27 22 20 17 91/4" L/240 16o* 86* 65* 57* 51* 46* 41 34 29 25 L/18o 16o* 86* 65* 57* 51* 11461 f 42* 39* 37* 34 L 6o 115 94* 75 51 49 47 38 28 24 21 it 1/4" L/240 16o* 94* 76* 59* 55* 11 51* 45* 39* 36 IF 31 L/18o 16o* 94* 76* 59* 55* 51* 45* 39* 36* 33* Maxdmun Floor Span Majdmun Roof Span Notes: *indicates ultimate load divided by 3 for the design capacity. 4'span is a minimum two span condition. SIPS require a minimum of 1-1/2"bearing. Floor SIPS should have a 3/4"minimum top skin or a 7/16"top skin overlayed with 7/16"finish flooring perpendicular to the SIP panels. More information on this chart can be found in Technical Bulletin#18(www.pbssips.com). Refer to Technical Bulletin#21 for floor applications(www.pbssips.com). 007000 PREMIER BUILDING SYSTEMS DISTRIBUTOR PROGRAM TOLL FREE:800.275.7086- WEBSITE:WWW.PBSSIPS.COMOOD000 3 7 lgiglll PREMIERTiLD!N SYSEMS ECHNICAL BULLETIN B :I_LE_ iN# 3B DATE: JULY 23. 1 998 REVISED AUGUST 24. 2007 ROOF PANELS IN CANTILEVER CONDITIONS Structural Insulated Panels produced by Premier Building Systems are used in many applications in which the panel creates the eave and gable end overhangs on a roof. This assembly is a cantilever condition, given the one end of the panel is not supported. The use of panels to create the overhangs is advantageous as it speeds the construction of the project and saves labor costs associated with hand framing. Some areas of the country use relatively small eaves while other portions of the country prefer larger overhangs. Premier Building Systems has had their structural insulated panels evaluated through a series of full scale destructive tests at an independent code recognized laboratory to determine the capabilities of Premier Panels in cantilever applications. These full scale tests followed ASTM E-72 parameters for loading and monitoring deflection of the tested panels. The following addresses the capabilities of Premier Panels when installed in a cantilever application for roof overhangs. When evaluating overhangs or cantilevers we must consider how the panel is to be used on the roof. The two applications that are possible include having the panel parallel to the support wall (FIGURE 1 and FIGURE 3) and having the panel perpendicular to the support wall (FIGURE 2). Panels installed perpendicular to the support wall are capable of supporting greater overhangs. FIGURE 1 F'GtRt s 4' Max Type S i I Beam or double 4' Max Type S. 2x spline. .. ...... i SuppaE Bec.^ Roof acne s.i — Wait Danes. Mc_ no: sbo+m. panels. Support Beam not shown. Sa,)port Reorr Moll panels.--- ro, shc;w:n. Roof crnels.— 1- X 2' Max Root pcnels.— X=6' Vcx. with —Bec n5 or double 2Y s, 4' oc 4' F1ox Y= Mir of 2•X, `e 8' for X=4' I g I or 12' for X=6 Premier Panels used to create overhangs on gable end walls or on eave applications where the panel is parallel to the support wall can be used up to 2' in unsupported overhangs (FIGURE 1). Panels used parallel to the support wall can support loads indicated in the "Cantilevered Roof Panels Parallel to Support Wall -Type "S" Panel Capacity" load chart shown below. Applications that allow for 8' panel widths may have overhangs of up to 4' when applied parallel as described above (FIGURE 3). Four-foot overhangs of this type have load capacities PAGE 1 OF 3 PREMIER BUILDING SYST_ 'S A - ,A-, NY E:_HNICAL CENTER-Tol-L REE: 800.275.7086-vwvw.PBSSiPS.00NJ RM PD;LsYs TiEMS BULLETIN ` rt 3i3 DATE: JULY 23, 1998 RE`V`iSED A!,'GUST 24. 2007 equal to the loads indicated in the "Cantilevered Roof Panels Parallel to Support Wall - Type "S" Panel Capacity" load chart shown below. Standard splined or Type S Panels (detail PBS-005) that are perpendicular to the support wall are capable of supporting 4' horizontal span overhangs provided the panel extends back onto the roof a minimum of twice the distance of the overhang span. In situations where increased loads are required or where an overhang greater than 4' is desired, Premier Panels that utilize double 2x's or wood I-beams as the splining mechanism (PBS-006 or PBS-007) can be used. These applications are created when the panels are perpendicular to the support wall and the panels extend back on to the roof to a support, a minimum distance of twice the length of the overhang. When the double 2x or wood I-beams are used at a frequency of 4o.c., as the attachment spline between panels, overhangs of up to 6'can be achieved. Greater loads can be achieved if the double 2x's or wood I-beams are used at a frequency of 2'o.c. Overhangs of up to 6' feet of horizontal projection are possible. As stated earlier, the panel assembly must extend back onto the roof, to a support, at a minimum twice the intended overhang horizontal span. Refer to the load chart "Cantilevered Roof Panels Perpendicular to Support Wall (Figure 2) Panel Capacity", shown below, for load capacities of cantilevered roof panels in these A cases. T� /^ PGE 2 U� 3 ARE 1 E' R F3 vlLD1 NG SYSTF MS-A =` 011M PA NY TECr't ICALCENTER-T OLL FREE." 800.275.7C1J86-www.PE3sslps.com / I PBUILDln� 5YSTE":iS ECHNICAL U L.aL. TI BULLET!N # 3B DATE: JJLY 23. i 998 REVi SEG AUGJST 24. 2007 Cantilevered Roof Panels Parallel to Support Wall - Type "S" Panel Ca acit s Panel Figure 1 Figure 3 Core 2'Maximum 4'Maximum Thickness Cantilever Cantilever 3 1/2" 81* 41* 5 '/2" 114* 57* 7 '/4" 149* 75* 9 '/4" 161* 81* 11 'A" 166* 83* sValue is less than the ultimate load divided by a afety factor of three. Cantilevered Roof Panels Perpendicular to Support Wall (Figure 2) Panel Capacity s Type "S" Type "L" or "I" Panels Type "L" or "I" Panels Panel Core Panel with S lines 4' o.c. with Splines 2' o.c. Thickness 4'cantilever 4'cantilever 6'cantilever 4'cantilever 6'cantilever with minimum with minimum with minimum with minimum with minimum 8'back span 8'back span 12'back span 8'back span 12'back span 3 '/2" 41* 53* 54* 81* 53* 5 '/2" 57* 87* 67* 114* 87* 7 '/4" 75* 115* 84* 149* 115* 9 'A" 81* 125* 91* 161* 125* 11 'A" 1 83* 1 129* 93* 1 166* 129* * Value is less than the ultimate load divided by a safety factor of three. PACE 3 OF t-'REt�IER B. ILDING SYST .,&,jS-ji =CO PA,P NY ECHNICAL CENTER-TOLL FREE: 800.275.7086 -;"JWW.PBSSIPS.COiyt f SIMPLE ROOF FRAMING ALLOWABLE STRESS DESIGN Loads JOIST MARK: RA DL LL IN Lumber grade(1 thru 6): 5 Loads(PSF): 8 25 66 (DF Larch No.2) MISC(PSF): 0 0 0 Span(ft): 8 w(uniform load): 66 plf Spacing(in): 24 A<L/: 240 fv(psi) @ d: 43 A(in): 0.18 CD: 1.00 fb(psi): 838 span/A: L/525 R(lb): 264 M(lb-ft): 528 RJ7 USE 2 X 6 24 O.C. I DF LARCH NO.2 I JOIST MARK: RJ2 DL LL w Lumber grade(1 thru 6): 1 Loads(PSF): 8 25 66 (DF Larch No.2) MISC(PSF): 0 0 0 Span(ft): 8.5 w(uniform load): 66 plf Spacing(in): 24 A<U: 360 fv(psi) @ d: 46 A(in): 0.23 CD: 1.15 fb(psi): 946 span/a: L/438 R(lb): 281 M(lb-ft): 596 IF RJ2 USE 2 x 6 at7 24 O.C. DF LARCH NO.2 1 edited 6W2 t WOOD BEAM ALLOWABLE STRESS DESIGN BM MARK: RBI Loads Reactions(Ibs) Red-LL DL(psf) LL(psf) (pro trib(ft) wTL(P� wLL(plo Left Right Span(ft):30.0 (psf) Lu(ft):2.0 roof 16 25 25 12 492 300 2880 2880 DL TL def.<U 120 roof/flr 0 0 0 0 0 0 4500 4500 LL LL def.<U 360 floor 16 40 40 0 0 0 7380 7380 TL CD:1.00 wall/misc. 18 0 - 0 0 0 K 1.0 w UNIFORM LwD(plf): 492 300 M(lb-ft): 55350 LL Red.(Y/N)?:N DL LL Comments P K.LO D(Ibs): 0 0 from left end:0.0 No.of MIcRoLws:1 C D E 3-1/8x 24 5-1/8x 191/2 6-3/4x 18 tv(psi) @ d: 128 99 82 fb(psi): 2214 2045 1822 A TL(in): 1.38 1.57 1.52 A DL(in): 0.54 0.61 0.59 span/A: 260 229 237 Beam Selection(A-F):D Rel USE: s-I-X le-s 6LULAM SM MARK: RB2 Loads Reactions(Ibs) DL(psf) LL(psf) Red.LL trib(ft) wn(pit) WLL(p� Left Right Span(ft):10.0 (psf) Lu(ft):2.0 roof 8 25 25 5 165 125 200 200 DL TL def.<U 360 roof/flr 0 0 0 0 0 0 625 625 LL LL def.<U 480 floor 16 40 40 0 0 0 825 825 TL Co:1.00 walvmisc. 18 0 - 0 0 0 K:1.0 w UNIFORM LOAD(plf): 165 125 M(lb-ft): 2063 LL Red.(YIN)?:N DL LL Comments P m.LO D(Ibs): 0 0 from left end:0.0 No.Of MICROvwS:1 A B F 4 x 8 6 x 8 (1)1-3/4x 9.250 tv(psi)@ d: 43 26 65 fb(psi): 807 480 992 A TL(in): 0.21 0.15 0.17 A DL(in): 0.05 0.04 0.D4 span/A: 575 813 709 Beam Selection(A-F):A RBz USE: 4 X B SM MARK: RB3 Loads Reactions(Ibs) DL ips8 LL cosu Red.LL bib(R1 -n Iwo Wu(plf) Left Right Span(ft):8.0 (Psf) Lu MY 2.0 roof 16 25 25 5.5 225.5 137.5 352 352 DL TL def.<U 240 roof/fir 0 0 0 0 0 0 550 550 LL LL def.<U 360 floor 16 40 40 0 0 0 902 902 TL Co:1.15 wall/misc. 18 0 - 0 0 0 K: 1.0 W UNIFORM UwD(plf): 225.5 137.5 M(lb-ft): 1804 LL Red.(YIN)?:N DL LL Comments P v LOAD(Ibs): 0 0 from left end:0.0 No.Of MICROLAMS:I A B F 4 x 6 6 x 6 (1)1-3/4x 7.250 tv(psi)@ d: 62 40 91 fb(psi): 1227 781 1412 A TL(in): D.27 0.21 0.20 A DL(in): 0.10 0.08 0.08 span/A: 359 458 488 Beam Selection(A-F):A Res USE: 4 x 5 &mp&-S ao rougn_w.9(RB1.2.3) v WOOD BEAM ALLOWABLE STRESS DESIGN IBM MARK: HI Loads Reactions(Ibs) DL(psf) LL(psf) Red.LL trib(ft) wTL(A wLL(ptf) Left Right Span(ft):7.0 (pso Lu(ft):2.0 roof 16 25 25 7.5 307.5 181.5 532 532 DL TL def.<U 360 rooftOr 8 25 25 4 132 100 1006 1006 LL LL def-<U 480 floor 16 40 40 0 0 0 1538 1538 TL CD: 1.00 wall/misc. 18 0 - 0 0 0 K:1.0 w uw mm Loon(plf): 395 287.5 M(lb-ft): 2692 LL Red.(YIN)?:N DL LL Comments P ,.Low(Ibs): 0 0 from left end:0.0 No.of MtcRoLaus:1 A B F 4x8 6x8 (1)1-3/4x 7.250 tv(psi)®d: 75 46 150 fb(psi): 1054 626 2107 A TL(in): 0.13 0.09 0.22 A DL(pan/A: 629 1189 OAS L; n K span/A: 629 889 374 /Wi �."yt'r„K,•",". b Beam Selection(A-F):F H 1 USE: (7) 1-3/4X 7.25 LVL 71 01 C. dt7wo- BM MARK: H2 Loads Reactions(Ibs) Red.L DL(psf) LL(psf) L trib(ft) -TL(p� -IL(ptt) Left Right Span(ft):3.0 (psf) Lu(ft):2.0 -Check roof 16 25 25 7.5 307.5 187.5 228 228 DL TL def.<U 360 roof/flr 8 25 25 4 132 100 431 431 LL LL def.<U 480 floor 16 40 40 0 0 0 659 659 TL CD:1.00 walllmisc. 18 0 - 0 0 0 K:1.0 w UNIFORM LOr1D(pl(): 439.5 287.5 M(lb-ft): 494 LL Red.(Y/N)?:N DL LL Comments P vr.Low(Ibs): 0 0 from left end:0.0 No.of MICRoLAMs:1 A B F 4 x 6 6 x 6 (1)1-3/4x 5.500 tv(psi)@ d: 36 23 71 fb(psi): 336 214 672 ATL(in): 0.01 0.01 0.02 A DL(n): 0.00 0.00 0.01 Ar v6e spaNA: 3490 4455 2072 s),+ N Beam Selection(A-F):F H2 USE: (1) 1-3/4X 5.5 LVL IC�1��oo BM MARK: H3 Loads Reactions(lbs) DL Ip�n LL(peQ Red.LL trib(n) wTL(W) wLL(p� Left Right Span(ft):7.0 (pst) Lu(ft):2.0 roof 16 25 25 4 164 1D0 224 224 DL TL def.<U 360 roof/fir 0 0 0 0 0 0 350 350 LL LL def.<U 480 floor 16 40 40 0 0 0 574 574 TL Co:1.00 wall/misc. 18 0 - 0 N 00 0 K:1.0 W UNIFORM LOAD(PH): 1� 100 M(lb-ft): 1005 LL Red.(YIN)?:N DL LL Comments P vr.Low(Ibs): 0 0 from left end:0.0 No.of MIcRoLAMs:1 A B F 4 x 6 5 x 6 (1)1-3/4x 5.500 fv(psi)@ d: 39 25 78 fb(psi): 683 435 1366 A TL(in): 0.11 0.09 0.19 A DL(in): 0.04 0.03 0.07 span/A: 736 940 437 Aw Beam Selection(A-F):F H 3 USE: (1) 1-3/4X 5.5 LVL PI (J) Smpo-Sp�-MVA 0<.gfHI.2.3) WOOD BEAM ALLOWABLE STRESS DESIGN BM MARK: H3A Loads Reactions(lbs) DL(psf) LL(psf) Red.LL trib(ft) wTL(Plf) wLL(plf) Left Right Span(ft):3.0 (psf) Lu(ft):2.0 —Check roof 16 25 25 4 164 100 96 96 DL TL def.<U 360 roof/fir 0 0 0 0 0 0 150 150 LL LL def.<U 480 floor 16 40 40 0 0 0 246 246 TL CO: 1.00 waft/misc. 18 0 — 0 0 0 K: 1.0 w Uw ORM LOAD(plf): j.W- 100 M(lb-ft): 185 LL Red.(Y/N)?: N DL LL Comments P PT.Law(Ibs): 0 0 from left end:0.0 No.of micRoLAMs: 1 A B F 4 x 6 6 x 6 (1)1-3/4x 5.500 fv(psi) @ d: 13 8 27 fb(psi): 125 80 251 A TL(in): 0.00 0.00 0.01 � fYry CAI A DL(in): 0.00 0.00 0.00 V span/a: 9352 11940 5553 � Beam Selection(A-F):F H3A USE: (1) 1-3/4x 5.5 LVL �r �^ BM MARK: H4 Loads Reactions(lbs) DL(psf) LL(psf) Red.LL trib(ft) wTL(plf) wLL(plf) Left Right Span(ft):3.0 (psf) Lu(ft):2.0 —Check roof 16 25 25 9 369 225 216 216 DL TL def.<U 360 roof/fIr 0 0 0 0 0 0 338 338 LL LL def.<U 480 floor 16 40 40 0 0 0 554 554 TL CO: 1.00 waft/misc. 18 0 — 0 0 0 K: 1.0 w UNIFORM LOAD(plf): 369 225 M(lb-ft): 415 LL Red.(Y/N)?: N DL LL Comments P PT.LOAD(lbs): 0 0 from left end:0.0 No.Of MICROLAMS: 1 A B F 4 x 6 6 x 6 (1)1-3/4x 5.500 fv(psi) @ d: 30 19 60 fb(psi): 282 180 565 A TL(in): 0.01 0.01 0.01 pp,.1� q C4fp ADL(in): 0.00 0.00 0.01 U IUj1 / span/A: 4156 5307 2468 r Beam Selection(A-F): F H4 USE: (1) 1-3/4x 5.5 L V L Gam, SimpfeSpan-Dmmugh P6.9(M4,5.6) �� PREMIER SUILDING SYSTEMS Strom!er, Straighter. Greenr,r, Load Chart 7 ALLOWABLE HEADER LOADS(PLF) CONDITION is SIP PANEL IS CONTINUOUS OVER OPENING(NO SPLINES) n;;er ,uu7 Header Header Span(ft.) --' Depth Deflection 4' 6t 8' 10' L/48o O* 385 1 229* 1 2* s 12" L/36o 0* 8 229* 1 2* L 2 0 O* 8 * 229* 1 2* L/480 798* 574* 385* 311* 18" L/36o 798* 574* 385* 11* L/480 886* 629* 429* 361* 24" L/36o 886* 62 * 429* 61* (. L o 886* 62 * 2 * 61* Notes: *indicates ultimate load divided by 3 for the design capacity. In all cases where a concentrated load is placed over an opening or the design loads exceed the capacity of a SIP panel header, Premier Insul-Beam should be used if possible or an engineered header assembly is required. -More information on this chart can be found in Technical Bulletin#10(www.pbssips.com). Load Chart 8 ALLOWABLE HEADER LOADS(PLF) CONDITION 2:PANEL IS NOT CONTINUOUS OVER OPENING(SPLINES) SiAs u:all jrl;,e1 s:ainc Header Header Span(ft.) edge of opelling Depth Deflection 4' fi' 8' 11 10' L/480 345 243 156 99 12 L/36o 450 295 190 125 r L/240 I 6 O 82 2 6* 1 * _' r [,�L/48o 705 388 254 235 l 18" 360 750* 482 302* 281* j L/240 J 0 482 02* 281* L/480 698 582* 368* 350* �� 24 L/36o 895* 582* 368* 350* a L/240 8 * 82* 68* Notes: *indicates ultimate load divided by 3 for the design capacity. -In all cases where a concentrated load is placed over an opening or the design loads exceed the capacity of a SIP panel header, Premier Insul-Beam should be used if possible or an engineered header assembly is required. More information on this chart can be found in Technical Bulletin#io(www.pbssips.com). 007000 PREMIER BUILDING SYSTEMS DISTRIBUTOR PROGRAM TOLL FREE:800.275.7086- WEBSITE:WWW.PBSSIPS.COM000o00 6 f<, E IER BUILDING SYSTEMS � $tr;n,�ar. Straighter.Gteanr;r. Load Chart 9 PREMIER INSUL-BEAM II HEADER LOADS(PLF) Header Span(ft.) Number of Trimmer 2' 3' 4� 5r 6r 7r gr Studs Deflection L/480 3150 2100 1S75 126o 1050 goo 788 1 L/36o 3150 2100 1575 126o 1050 goo 788 L/240 3150 2100 1575 126o 1050 900 788 L/48o 6300 4200 3150 25zo 2100 1800 1545 2 L/360 6300 4200 3150 2520 2100 1800 1575 L/240 6300 4200 3150 2520 2100 1800 1575 Number of Header Span(ft.) Trimmer Studs Deflection 9r 10' 11' 12' 13' 14 1$' 16' L/480 700 630 573 458 36o 288 234 193 1 L/360 700 630 573 525 480 384 313 257 L/240 700 630 573 525 485 450 420 386 L/480 1085 791 594 458 36o 288 234 193 2 L/36o 1400 1055 792 610 480 384 313 257 L/240 1400 1245 792 864 720 577 469 386 Values listed for each deflection represent the least value of the bearing capacity of the trimmer,shear or bending capacity of the header or the actual deflection at the design load. Refer to Technical Bulletin#30 for supporting headers in PBS Wall SIPS Note:Trimmer stud design capacities must be reviewed. 007000 PREMIER BUILDING SYSTEMS DISTRIBUTOR PROGRAM TOLL FREE:800.275.7086- WEBSITE:WWW.PBSSIPS.COM000000 7 A4 KW o ID J. yp ............ �5 ............................ ....................................... ............. ...................... �?d 4K IF Rm V,4 zo 0 QTY, .......... VR 114*CORE PREMIE R SIP to c tf FLOOR PANELS W/3/4'OH TOP W/TYPF'S.(BI OCK 5'LINE)CONNECTIONS v 111.1............................. ............. .............................................. ........... .............................. ................................................................ ........................ ...................... .......... olot .......... ............ Tre/ ------- ---------------jCB ST DI STHDIJ STJ-1.111(L�.,- STII.14 _w 1 JDI ST.." 6A'41 MAIN L VEL FRAMING PLAN SCALE:114"=1'-0.1 A s e Floor Joist 11 7/8" TJ I0110 @ 16" o/c TJ-Beam®6.,35 Serial Number: User:2 1WW0093:31:23AM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Page Engine Version:6.35.0 CONTROLS FOR THE APPLICATION AND LOADS LISTED 1 'M Product Diagram is conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group-Residential-Living Areas(psf):40.0 Live at 100%duration,35.0 Dead SUPPORTS: Input Bearing Vertical Reactions(Ibs) Detail Other Width Length Live/Dead/Uplift/Total 1 Stud wall 3.50" 2.25' 400/350/01750 A3:Rim Board 1 Ply 1 1/4"x 11 7/8"0.8E TJ-Strand Rim Board® 2 Stud wall 3.50" 2.25" 400/350/0/750 A3: Rim Board 1 Ply 1 1/4"x 11 7/8"0.8E TJ-Strand Rim Board® -See iLevel®Specifiers/Builder's Guide for detail(s):A3:Rim Board DESIGN CONTROLS: Maximum Design Control Result Location Shear(Ibs) 729 -721 1560 Passed(46%) Rt.end Span 1 under Floor loading Vertical Reaction(Ibs) 729 729 1041 Passed(70%) Bearing 2 under Floor loading Moment(Ft-Lbs) 2658 2658 3160 Passed(84%) MID Span 1 under Floor loading Live Load Defl(in) 0.188 0.365 Passed(U932) MID Span 1 under Floor loading Total Load Deft(in) 0.352 0.729 Passed(U497) MID Span 1 under Floor loading TJPro 49 45 Passed Span 1 -Deflection Criteria:STANDARD(LL:U480,TL:U240). -Deflection analysis is based on composite action with single layer of 19/32"Panels(20"Span Rating)GLUED&NAILED wood decking. -Bracing(Lu):All compression edges(top and bottom)must be braced at 3'o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. TJ-Pro RATING SYSTEM -The TJ-Pro Rating System value provides additional floor performance information and is based on a GLUED&NAILED 19/32"Panels(20"Span Rating)decking. The controlling span is supported by walls. Additional considerations for this rating include:Ceiling-1/2"Direct Applied Gypsum Ceiling. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.36 ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by iLevel®. iLevel®warrants the sizing of its products by this software will be accomplished in accordance with iLevel®product design criteria and code accepted design values. The specific product application,input design loads,and stated dimensions have been provided by the software user. This output has not been reviewed by an iLevel®Associate. -Not all products are readily available. Check with your supplier or iLevel®technical representative for product availability. -THIS ANALYSIS FOR iLevel®PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code IBC analyzing the iLevel®Distribution product listed above. PROJECT INFORMATION: OPERATOR INFORMATION: Brandon Helms Maple Brook Engineering,Inc. Phone:(541)574-1855 Copyright ' 2009 by iLevel_:, Federal Way, WA. TJIG and TJ-Beam-- are registered trademarks of iLevelS. e-I Joist",Pro- and TJ-Pro`" are trademarks of iLevel_ WOOD LEDGER DESIGN Based w 1997 Uniform Building Code DESCRIPTION: Deck Ledger Loads: (U)niform or(C)oncentrated: U Lateral Load: 100 plf Bolt dia(in): 0.5 Vertical Load: 240 plf Fyb(psi):45000 �z: 67.38 degrees ledger,is(in): 1.5 Co 1 k1: 1.37 Fes: 3368 Ibs k2: 1.18 KI: 1.19 k3: 1.64 Modes of Failure: mode Im Z: 1064 Ibs/bolt mode Is Z: 532 Ibs/bolt mode If Z: 811 Ibs/bolt mode Illm Z: 522 Ibs/bolt mode Ills Z: 363 Ibs/bolt mode IV Z: 468 Ibs/bolt Z: 363 Ibs/bolt <=Controls Spacing of bolts: 16.0 in o.c.max. Use: 2x Ledger w/1/2"Lao Screws na 16"o.c Avr 5Ds 0 ge�'p g4UI'k �{� = 60� edited 613102 SIMPLE DECK FRAMING ALLOWABLE STRESS DESIGN Loads JOIST MARK: DA DL LL w Lumber grade(1 thru 6): 1 Loads(PsF): 20 40 80 (DF Latch No.2) MISC(PSF): 0 0 0 Span(ft): 8 w(uniform load): 80 plf Spacing(in): 16 p<U: 360 fv(psi) @ d: 52 A(in): 0.22 co: 1.00 fb(psi): 1016 span/A: L 1433 R(lb): 320 M(lb-ft):640 DJ 1 USE 2 X is a@ t or:�.neH Ho.s t edited 613102 r WOOD LEDGER DESIGN Based on 1997 Uniform Building Code DESCRIPTION: Car Decking Ledger Loads: (U)niform or(C)oncentrated: U Lateral Load: 100 plf Bolt dia(in): 0.5 Vertical Load: 300.6 plf Fyb(psi): 45000 0z: 71.60 degrees ledger,is(in): 1.5 CD: 1 k1: 1.37 Fes: 3294 Ibs k2: 1.18 KI: 1.20 k3: 1.65 Modes of Failure: mode Im Z: 1030 Ibs/bolt mode Is Z: 515 Ibs/bolt mode II Z: 785 Ibs/bolt mode Illm Z: 507 Ibs/bolt mode Ills Z: 355 Ibs/bolt mode N Z: 458 Ibs/bolt Z: 355 Ibs/bott <=Controls Spacing of bolts: 13.0 in o.c.max. Use: 2x Ledger w/1/2"Lag Screws Q 12"o c. 153F irllrw 400P Fwr- sso(bs CULnRA"115) 2-751 bs (a"O 0--Db yp,�u,lr<q z �z x(3`� z It 0 Ci !6 6.G• Ian yt? Rom PA: cos �ws Groat/ Foy z¢o ttoS 74 ediled 6/3N2 DY�9111(14 P6,14 r 3 x bF�turK,i 1-t.doo r S� for- 57CP"- !?oFC, fv= t2sP� (,36of&6 (�3po�000 D"trwt guwkfA* IAOu44t= F. PsF-�ix1•$15) % [64D 1it•16s At4,or.rnft puawr 5t� � �- Ro P�� (Z �� � l2S Ps: o� 5 � ; 90 lF I b'i kY c2�s; �.. t z�r'S'► o� � - C•�xs) � LZ.s�s) p/ U' �y (j' csi� D.Du2iJl C✓= to•71 ia3 AMWRsiLO PV"V `r = (Q75�cjxl0•T.(ivt U� �n �{0S Auo w,tr3t� SPa-" l (aft) (n t�II�d•�f t'� 2 �� REMIER BUIL_DII'.IG SYSTEMS Transverse Load Chart 4 PREMIER SIPS TYPE L(Lumber)TRANSVERSE LOAD CHART(psfl Panel Core Panel Span(ft.) Thickness Deflection 4� $� 10� 121 149 ib' 13' 20' 22' �41 1 2�� L 36o 98 45 32 2q 16 11 3 / L/240 225 67 47 34 24 16 NA NA NA NA L/18o 298" 90 61 44 34 22 036,o 241 128 57 41 32 25 20R34 qo288* 182• 86 6o 49 37 298 288* 182* 112* 79 65 49 39 �360 241 168 8o 65 54 42 330 288* 188* 126 99 81 61 49NA NA L/180 288* 188* 133' 117' 105 80 62 qq L 36o 274 11 188* 116 100 80 58 47 36 32 28 L/240 326* 188* 1q7* 134* 120 90 70 52 46 41 L/18o 326• 188• lq7' 134• 121* 1o8* 93 68 61 53 n L 360 327* 188• 167* 140 u6 1-90 75 57 47 36 11 1/4 L/24o 327' 88' 167' 153' 132* uo 97' 83' 69 53 L/180 327* 88' 167* 153' 132' 110* 97* 83' 83' 70 Maximun Floor Span I Maximun Roof Span Notes: *indicates ultimate load divided by 3 for the design capacity. 2X's are Hem-Fir#2 or equivalent. 4'span is a minimum two span condition. SIP panels require a minimum of 1-1/2"bearing. Lumber splines are spaced 4'o.c. Floor SIPs should have a 3/4"minimum top skin or a 7/16"top skin overlayed with 7/16"finish flooring perpendicular to the SIP panels. More information on this chart can be found in Technical Bulletin#ig(www.pbssips.com). Refer to Technical Bulletin#21 for floor applications(www.pbssips.com). 007000 PREMIER BUILDING SYSTEMS DISTRIBUTOR PROGRAM TOLL FREE:800.275.7086- WEBSrrE:WWW.PBSSIPS.COM000000 4 o Floor Beam FB1 8 3/4" x 24" Glulam (24F -V4 DF) TJ-BearnO 6.35 Serial Number User:2 10128/20093:W58AM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Paget Engine Version:6.35.0 CONTROLS FOR THE APPLICATION AND LOADS LISTED Overall Dimension:32' o. .o b X 1 2' Product Diagram is Conceptual. LOADS: Analysis is for a Drop Beam Member. Tributary Load Width: 15' Primary Load Group-Residential-Living Areas(psf):40.0 Live at 100%duration,35.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Point(lbs) Snow(1.15) 5220 6200 24' - Point(lbs) Floor(1.00) 2900 1600 32' - SUPPORTS: Input Bearing Vertical Reactions(Ibs) Detail Other Width Length Live/Dead/UpliftfTotal 1 Stud wall 3.50" 5.31" 10036/9709/0/19745 By Others None 2 Stud wall 3.50" 9.16" 17541/16524/0/34065 By Others None -See iLevel®Specifiers/Builder's Guide for detail(s):By Others -Bearing length requirement exceeds input at support(s)1,2.Supplemental hardware is required to satisfy bearing requirements. DESIGN CONTROLS: Maximum Design Control Result Location Shear(Ibs) -27041 -24518 38640 Passed(63%) Rt.end Span 1 under Snow loading Moment(Ft-Lbs) 162470 145811 143681 Passed(101%) MID Span 1 under Floor ALTERNATE span loading Live Load Defl(in) 0.731 0.990 Passed(U488) MID Span 1 under Snow ALTERNATE span loading Total Load Defl(in) 1.442 1.484 Passed(U247) MID Span 1 under Snow ALTERNATE span loading -Deflection Criteria:STANDARD(LL:U360,TL:U240).Additional checks follow. -Right Overhang:(LL:0.200",TL:2U240). -Bracing(Lu):All compression edges(top and bottom)must be braced at 32'o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -The load conditions considered in this design analysis include alternate member pattern loading. ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by iLevel®. iLevel®warrants the sizing of its products by this software will be accomplished in accordance with current code accepted design values. The specific product application,input design loads,and stated dimensions have been provided by the software user. This output has not been reviewed by an iLevel®Associate. -Not all products are readily available. Check with your supplier or iLevel®technical representative for product availability. -PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code IBC analyzing the iLevel®Distribution product listed above. -The analysis presented is appropriate for Glulam beams. PROJECT INFORMATION: OPERATOR INFORMATION: Brandon Helms Maple Brook Engineering, Inc. Phone:(541)574-1855 Copyright 2009 by iLevel„ Federal way, WA. TJ-Beam_ is a registered trademark of :Level—'. WOOD BEAM ALLOWABLE STRESS DESIGN BM MARK: FB2 Loads Reactions(lbs) DL(psf) LL(psf) Red.LL Crib(ft) WTL(ptf) WLL(plf) Left Right Span(ft):15.0 (per 9 Lu(ft):2.0 roof 16 25 25 7.5 307.5 187.5 3030 3030 DL TL def.<U 360 roof/flr 0 0 0 0 0 0 2606 2606 LL LL def.<U 480 floor 35 40 40 4 300 160 5636 5636 TL CD:1.00 walvmisc. 16 0 - 9 144 0 K:1.0 W UNIFORM LONG(pit): 751.5 347.5 M(lb ft): 21136 LL Red.(Y/N)?:N DL LL Comments P Pr.LOAD(Ibs): 0 0 from left end:0.0 No.of MIcRoLAus:4 C D E F 3-1/8 x 16 112 5-1/8 x 13 1/2 6-3/4 x 12 (4)1-3/4x 11.875 fv(psi)@ d: 134 104 90 88 fb(psi): 1789 1629 1566 1542 A TL(in): 0.41 0.45 0.49 0.46 e DL(in): 0.22 0.24 0.26 0.25 span/A: 443 398 368 390 Beam Selection(A-F):F Fez usE: (a) 1-3/4x T 1.875 LVL BM MARK: FB3 Loads Reactions(Ibs) DL(psf) LL(psf) Red.LL trib(ft) wTL(pit) Wu(0) Left Right Span(ft):16.5 (per 9 Lu(ft):2.0 roof 16 25 25 4 164 100 6750 4638 DL TL def.<U 360 roof/fir 0 0 0 0 0 0 5511 3695 LL LL def.<U 480 floor 35 40 40 7.5 563 300 12261 8333 TL Co:1.00 walitmisc. 18 0 - 10 180 0 K:1.0 W UNIFORM LOBO(pff): 906.5 400 M(lb-ft): 37895 LL Red.(YIN)?:N DL LL Comments POINT LOAD P P 1.010(Ibs): 3030 2606 from left end:2.5 No.Of MICROLAMS:1 C D E 3-1/8 x 27 5-1/8 x 18 6-3/4 x 16 1/2 tv(psi) @ d: 182 177 148 fb(psi): 1198 1643 1485 4 TL(in): 0.21 0.43 0.42 4 DL(in): 0.11 0.24 0.23 span/A: 955 464 471 Beam Selection(A-F):E FB3 UBE: 6-3/4X 16.5 GLULAM BM MARK: FB4 Loads Reactions(Ibs) DL 1p:q LL 1p.q Red.LL Crib(ft) wTL(pin WLL(p1f) Left Right Span(ft): 15.0 (pso 9 Lu(ft):2.0 roof 16 25 25 0 0 0 658 792 DL TL def.<U 360 roof/8r 0 0 0 0 0 0 1017 1433 LL LL def.<U 480 floor 35 40 40 2 150 80 1675 2225 TL CD:1.00 wall/misc. 18 0 - 0 0 0 K: 1.0 W UNIFORM LOAD(plf): 150 80 M(lb-ft): 9250 LL Red.(YIN)?:N DL LL Comments POINT LOAD-> P vr.Lam(Ibs): 400 1250 from left end: 10.0 No.of MICRoLAMs:2 C D E F 3-1/8 x 12 5-1B x 10 112 6-3/4 x 9 (2)1-3/4x 11 250 fv(psi) @ d: a3 58 52 79 fb(psi): 1480 1179 1218 1503 0 TL(in): 0.42 0.38 0.46 0.43 0 DL(in): 0.15 0.14 0.16 0.15 span/a: 427 469 389 416 Beam Selection(A-F):F Fea usE: (zr T-3/ax Ti.zs wL S�np'e-Sperm-bmiou�OS.9(Fa1,23) 0 o Cantilevered Rim at Deck 1 3/4" x 11 1/4" 1.9E Microllam® LVL TJ-Beam A@ 6.35 Serial Number: user:2 10/28120093:43:08AM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Pagel Engine Version_6.35.0 CONTROLS FOR THE APPLICATION AND LOADS LISTED Overall Dimension:8' a, o a 6' =—2'—s Product Diagram is Conceptual. LOADS: Analysis is for a Header(Flush Beam)Member. Tributary Load Width:8' Primary Load Group-Residential-Living Areas(psf):40.0 Live at 100%duration,35.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Point(lbs) Floor(1.00) 625 240 8' Point(lbs) Floor(1.00) 1450 850 8' - SUPPORTS: Input Bearing Vertical Reactions(Ibs) Detail Other Width Length Live/Dead/Uplift/Total 1 Stud wall 3.50" 1.74" 963/332/-581/1296 A3:Rim Board 1 Ply 1 3/4"x 11 1/4"1.9E Microllam®LVL 2 Stud wall 3.50" 10.25" 4584/3041/0/7625 E1: Blocking 1 Ply 1 3/4"x 11 1/4"1.9E Microllam®LVL -See iLevel®Specifiets/Builder's Guide for detail(s):A3:Rim Board,E1:Blocking -Bearing length requirement exceeds input at support(s)2.Supplemental hardware is required to satisfy bearing requirements. DESIGN CONTROLS: Maximum Design Control Result Location Shear(Ibs) 4464 3808 3741 Passed(102%) Right OH under Floor loading Moment(Ft-Lbs) -8185 -8185 8069 Passed(101%) Right OH under Floor ALTERNATE span loading Live Load Defl(in) 0.126 0.200 Passed(2U408) Right OH under Floor ALTERNATE span loading Total Load Defl(in) 0.178 0.215 Passed(2U289) Right OH under Floor ALTERNATE span loading -Deflection Criteria:STAN DARD(LL:U480,TL:U240).Additional checks follow. -Right Overhang:(LL:0.200",TL:2U240). -Bracing(Lu):All compression edges(top and bottom)must be braced at 2'3"o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -The load conditions considered in this design analysis include alternate member pattern loading. ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by iLevel®. iLevel®warrants the sizing of its products by this software will be accomplished in accordance with iLevel®product design criteria and code accepted design values. The specific product application,input design loads,and stated dimensions have been provided by the software user. This output has not been reviewed by an iLevel®Associate. -Not all products are readily available. Check with your supplier or iLevel®technical representative for product availability. -THIS ANALYSIS FOR iLevel®PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code IBC analyzing the iLevelO Distribution product listed above. PROJECT INFORMATION: OPERATOR INFORMATION: Brandon Helms Maple Brook Engineering,Inc. Phone:(541)574-1855 Copyright <'009 by iLevela, Federal way, WA. Microllam::: is a registered trademark of iLevel_. 1?� WODD BEAM ALLOWABLE STRESS DESIGN BM MARK: H5 Loads Reactions(Ibs) DL(psf) LL(psf) Red.LL Drib(ft) WTL 010 WLL(pit) Left Right Span(ft):3.0 (Psf) Lu(ft):2.0 -Check roof 16 25 25 0 0 0 96 96 DL TL def.<U 360 rooffftr 0 0 0 0 0 0 240 240 LL LL def.<U 480 floor 16 40 40 4 224 160 336 336 TL CD: 1.00 wall/misc. 18 0 -- 0 0 0 K:1.0 W UNIFORM LOCO(pit): 224 160 M(lb-ft): 252 LL Red.(Y/N)?:N DL LL Comments P Pr.LONG(Ibs): 0 0 from left end:0.0 No.of MIcRoLAMs:1 A B F 4 x 6 6 x 6 (1)1-3/4x 5.500 tv(psi) @ d: 18 12 36 fb(psi): 171 109 343 4 TL(in): 0.01 0.00 0.01 •DL(in): 0.00 0.00 0.00 1?" � span/A: 6847 8742 4065 Beam Selection(A-F):F Hs USE. (1) 1-3i4x s.s LVL (1q!°" - �{'j�e 0/u) BM MARK: H6 Loads Reactions(Ibs) DL(psf) LL(psf) Red.LL trib(ft) WrL(Ptf) wu(pit) Left Right Span(ft):3.5 (pso Lu(ft):2.0 -Check roof 16 25 25 0 0 0 112 112 DL TL def.<U 360 roof/flr 0 0 0 0 0 0 280 280 LL LL def.<U 480 floor 16 40 40 4 224 160 392 392 TL Co:1.00 wall/misc. 18 0 - 0 0 0 K:1.0 w uMFoAu L (plf): 224 160 M(lb-ft): 343 LL Red.(Y/N)?:N DL LL Comments P m LoAD(Ibs): 0 0 from left end:0.0 No.of MICROLAMs: 1 A B F 4 x 6 6 x 6 (1)1-3/4x 5.500 tv(psi)@ d: 23 14 45 fb(psi): 233 148 467 4 TL(in): 0.01 0.01 0.02 0 DL(in): 0.00 0.00 0.00 span/A: 4312 5505 25W Beam Selection(A-F):A Ho USE: 4 x 6 BM MARK: H7 Loads Reactions(Ibs) DL(Psn LL ov) Red.LL thb(n) wTL wn wLL(PH) Left Right Span(ft):3.5 (psf) Lu(ft):2.0 -Check roof 16 25 25 0 0 0 980 980 DL TL def.<U 360 roof/Or 140 40 40 4 720 160 280 280 LL LL def.<U 480 floor 16 40 40 0 0 0 1260 1260 TL CD:1.00 wall/misc. 18 0 - 0 0 0 K:1.0 w UNIFORM LOAD(plf): 720 160 M(lb-ft): 1103 LL Red.(YIN)?:N DL LL Comments P Pr.LoAo(Ibs): 0 0 from left end:0.0 No.of MICROLAMs: 1 A B F 4 x 6 6 x 6 (1)1-3/4x 5.500 tv(psi) @ it: 72 46 145 fb(psi): 750 477 1500 4 TL(in): 0.03 0.02 0.05 e DL(in): 0.02 0.02 0.04 �NTlrJU span/0: 1341 1713 796 U �G Beam Selection(A-F):F H7 USE: (1) 1-3i4x s.s LVL a;It S�p'e-SPdR.em(glyn_D4.9(N 7.9.9J WOOD BEAM ALLOWABLE STRESS DESIGN IRM MARK: H8 Loads Reactions(Ibs) DL(psf) LL(psf) Red.LL trib(ft) wT,(plf) `NLL(plf) Left Right Span(ft): 3.0 (psf) Lu(ft): 2.0 —Check roof 16 25 25 0 0 0 840 840 DL TL def.<U 360 roof/flr 140 40 40 4 720 160 240 240 LL LL def.<U 480 floor 16 40 40 0 0 0 1080 1080 TL CD: 1.00 walvmisc. 18 0 — 0 0 0 K: 1.0 W UNIFORM LOAD(plf): 720 160 M(lb-ft): 810 LL Red.(Y/N)?: N DL LL Comments P PT.LOAD(Ibs): 0 0 from left end: 0.0 No.of KMCROLAMs: 1 A B F 4 x 6 6 x 6 (1)1-3/4x 5.500 tv(psi) @ d: 58 37 117 fb(psi): 551 351 1102 A TL(in): 0.02 0.01 0.03 A DL(in): 0.01 0.01 0.02 span/A: 2130 2720 1265 Beam Selection(A-F): B He USE: 6 x 6 IBM MARK: H9 Loads Reactions(Ibs) DL(psf) LL(psf) Red.LL trib(ft) wTL(plf) wLL(plf) Left Right Span(ft): 3.5 (psf) Lu(ft): 2.0 —Check roof 16 25 25 0 0 0 1348 1348 DL TL def.<U 360 roof/flr 140 40 40 5.5 990 220 385 385 LL LL def.<U 480 floor 16 40 40 0 0 0 1733 1733 TL CD: 1.00 walUmisc. 18 0 — 0 0 0 K: 1.0 w UNIFORM LOAD(plf): 990 220 M(lb-ft): 1516 LL Red.(Y/N)?: N DL LL Comments P PT.LOAD(Ibs): 0 0 from left end: 0.0 No.of MIcRoLAMs: 1 A B F 4 x 8 6 x 6 (1)1-3/4x 5.500 tv(psi) @ d: 67 63 199 fb(psi): 593 656 2062 A TL(in): 0.02 0.03 0.07 A DL(in): 0.01 0.03 0.06 span/A: 2234 1246 579 Beam Selection(A-F): B H 9 USE: 6 x 6 ` J 'Pl _ Simple-SPA—gh-04_9(M10.11.12) WOOD BEAM ALLOWABLE STRESS DESIGN BM MARK: CR1 Loads Reactions(lbs) DL(psf) LL(psf) Red-LL Bib(ft) -TL(Pit) wLL(plf) Left Right Span(ft):16.0 (psf) Lu(ft):2.0 roof 16 25 25 0 0 0 8960 8960 DL TL def.<U 120 roof/flr 140 40 40 8 1440 320 2560 2560 LL LL def.<U 240 floor 16 40 40 0 0 0 11520 11520 TL Co:1.00 wall/misc. 18 0 - 0 0 0 K:1.0 w mFcRY Law(pif): 1440 320 M(lb-ft): 46080 LL Red.(Y/N)?:N DL LL Comments P rr LOAD(Ibs): 0 0 from left end:0.0 No.of MlcaoLAMs:2 C D E 3-1/8 x 22 1/2 5-1/8x 16 1/2 6-3/4 x 15 tv(psi)@ d: 188 169 144 fb(psi): 2097 2378 2185 A TL(in): 0.40 0.61 0.62 A DL(in): 0.31 0.48 Oj / spanta: 4a3 312 309 a#A1Fa_ (✓ Beam Selection(A-F):a c R r ---- a--X i s B LULAM INC �it�PRY BM MARK: CR2 Loads Reactions(Ibs) DL(psf) LL(psf) Red.LL bib(ft) wTL(plf) W.(pit) Left Right Span(ft):16.0 (psf) Lu(ft):2.0 roof 16 25 25 0 0 0 1870 1870 DL TL def.<U 240 roof/flr 140 40 40 1.67 300.6 66.8 534 534 LL LL def.<U 360 floor 16 40 40 0 0 0 2405 2405 TL Co:1.00 walUmisc. 18 0 - 0 0 0 K:1.0 w UNIFORM Law(ptf): 300.6 66.8 M(Ib-ft): 9619 LL Red.(Y/N)?:N DL LL Comments P vr.LOMI(Ibs): 0 0 from left end:0.0 No.of M;CROLAMS:1 C D E F 3-118x 12 5-1/8 x 9 6-3/4 x 9 (1)1-3/4x 14.000 tv(psi)@ d: 84 71 54 126 fb(psi): 1539 1668 1267 2019 A TL(in): 0.55 0.79 0.60 0.58 A DL(in): PIP 0.62 0.47 0.45 span/A: 351 243 320 329 L os,P.,t tl� Beam Selection(A-F):C caz UBE: --I-x i z BLULAM �✓�� BM MARK: CR3 Loads Reactions(Ibs) Span(ft):8.0 DL(van LL(psrl R(Pso trib(ft) WTL(o n WILL(P") Left Right Lu(ft):2.0 roof 16 25 25 0 0 0 5600 5600 DL TL def.<U 360 roof/fir 140 40 40 10 1800 400 1600 1600 LL LL def.<U 480 floor 16 40 40 0 0 0 7200 7200 TL Co:1.00 wall/misc. 18 0 -- 0 0 0 K: 1.0 w U Fp .LO D(plf): 1800 400 M(1"): 14400 LL Red.(Y/N)?:N DL LL Comments P Rr.L o(Ibs): 0 0 from left end:0.0 No.of MICROLAMS:1 C D E F 3-1/8 x 13 1/2 5-1/8 x 10 112 6-3/4 x 9 (1)1-3/4x 16.000 tv(psi)@ d: 184 157 144 257 fb(psi): 1820 1835 1896 2314 A TL(in): 0.14 0.19 0.22 0.15 A DL(in): 0.11 0.14 0.17 0.11 span/A: 667 515 427 657 Beam Selection(A-F):E .R3 USE: 6-3/4X9 GLULAM Sknpl Sp--bmrpgh 04.WSHI.Z3) CONCRETE BEAM DESIGN ULTIMATE STRENGTH DESIGN(ACI 318) EIM MARK: Ll Loads Reactions(lbs) DL(pso LL(pso trib(a) wTL Or) wLL(plf) Left Right Span(ft):4.0 roof 16 25 9 369 225 860 860 DL floor 35 40 2 150 80 610 610 LL wall 18 0 12 216 — 1470 1470 TL mist 0 0 0 0 0 w UWORM Lone(plf): 735 305 Mu(k-ft): 2.2 DL LL Comments P PT LOAD(lbs): 0 0 from left end: 0.0 PROPERTIES: fc(psi): 2500 b top(in): 8 shear b(in): 8 R1:0.85 Fy(ksi): 60 b bot(in): 8 bot rebar.#5 pmin: 0.0033 (or 413 n c Iculated) Fyv(ksi): 60 cvr.top(in): 1.5 stirrup:#3 pmax:0.0134 h(in): 12 cvr.bot(in): 1.5 stirrups lines(usual y 2): 2 d(in): 9.8125 FLEXURE: p As bot(in 2) bot reinforcing 0.0009 0.07 1 #5 SHEAR: �Vc(kips):6.67 max stirrup spacing(in).24 12 if T Vs> 16 OVs max(kips): 27 Vu(+)(kip) TVs req'd: shear stirrups 2.2 none req'd SM MARK: L2 Loads Reactions(lbs) DL(pso LL(psr) trib(ft) wn(pip wLL(Ptf) Left Right Span(ft): 3.5 roof 140 40 6 1080 240 1470 1470 DL floor 35 40 0 0 0 420 420 LL wall 18 0 0 0 — 1890 1890 TL mist 0 0 0 0 0 wUWFORM LOAD(PR): 1080 240 Mu(k-ft): 2.4 DL LL Comments P ar LOAD(lbs): 0 0 from left end: 0.0 PROPERTIES: fc(psi): 2500 b top(in): 8 shear b(in): 8 51: 0.85 Fy(ksi): 60 b bot(in):8 bot rebar. #5 pmin: 0.0033 (x 413 P calculated! Fyv(ksi): 60 cvr.top(in): 1.5 stirrup:#3 pmax:0.0134 h(in): 6 cvr.bot(in): 1.5 stirrups lines(usually 2): 2 d(in): 3.8125 FLEXURE: p As bot(in 2) bot.reinforcing 0.0050 0.15 1 #5 SHEAR: OVc(kips): 2.59 max stirrup spacing(in): 24 12 if 0Vs> 6 r Vs max(kips): 10 Vu(+)(kip) oVs req'd: shear stirrups 2.8 0.2 #3 at 24 edited 61"2 qp W6- vJ°44_ v'VfQ -►ckL (41 �sr`� `T=o"� 310p1� "R (15P '-�'� e �ooPfF vihm, _ �16 Fsl)/ lgLPlf- s TDT7n.1 OUT of �LA�E (,osmi.nt ZoPSF lr - 8 " wau ✓a% 59 pff Vr<<ry u41aR-: 33?5p1� ¢6ps� b.?� (.o F 6" tl[� psi b SS (•o �� 8 p w USA TIflE S� Tot-'r5 Page P13S oetaBalosa Wall Cart 1 ALLOWABLE DESIGN LOADS for TYPE S(SPLINE)PANELS Panel Span(ft) Panel Core Thickness g' 1w 12' 16, 20' 24' Axial Load plf 3500 2553 2452 na na na Trans Load psf 61 57 46 Axial Load plf 4250 4042 3373 3358 na na Trans Load psf 80 60 46 34 Axial Load plf 4917 4325 4473 4194 Trans Load psf .85 75 69 50 na na Axial Load pif 4200 4200 4200 4200 3389 91/4" Trans Load psf 86 65 57 48 .39 na Axial Load plf 3890 3890 3890 3890 3890. 111/4" na Trans Load psf 94 76 59 51 39 Loads do not reflect secondary effect of Pe More Information on this chart can be found in Technical Bulletin MSDeta sm Wall Chart 2 Panel Core ALLOWABLE DESIGN LOADS for TYPE L(LUMBER) PANELS Thickness Panel Span (ft) 89 10' 12' 16' 20' 24' Axial Load plf 4723 3903 3094 2350 3112" na na Trans Load psf 91 61 45 23 5112" Axial Load plf 5849 5889 4278 4311 na na Trans Load psf 1 182 112 80 49 71/4" Axial Load plf 6850 6111 5556 5181 4835 na Trans Load psf 188 133 117 80 44 9114" Axial Load plf 5470 5470 5470 5470 5470 4250 Trans Load psf 188 147 134 108 68 53 111/4" Axial Load pif 4500 4333 4167 3750 3750 3333 Trans Load psf 188 167 153 110 83 70 AxW loads represent ultimate dtMed try a safetyfactorof3 More Information on this chart can be found in Technical Bulletin#4 Transverse loads are tess than or equal to U1180 deflection or uhimate bad divided by a safety factor o(3 _ Note_Dfs are spaced at4r O.C. toads do not reflect secondary effect of PA L 46W 70th Ave.E.•Fife,WA 98424 6120 Structural Panels 3434 W.Papago St•Phoenix,AZ 85" (800)275-70BG•Fax(253).92&3992 7220 Roof&Deck Insulation (8W)260. M-Fa)c(602)20-69" W W W.pbspanel.com 7105 bsbmall0nremier-ind--tH- WOOD POST DESIGN BASED ON 2007 CBC/2006 IBC ALLOWABLE STRESS DESIGN Allowable Loads(kips) Load Duration Factor=1.25(Roof Live Load) Unbraced Height of Post(ft) ALLOWABLE POST 8 9 10 12 14 16 18 20 BEAM BEARING 2 x 4 stud 2.6 21 1.7 2 2 �= 0.9 ? 0 2a '2 4 � 252D y' T4 �� . :,p<, 3 3 .'; ��r' '�a. VIR 2 x 6 stud 7 4 '. t 66 58 44 y3i 4 3 721 f 1.7 HJa5.2 ::ae;�•s#� # �y+�F�ti<^' arci�.r:�•cu' 4x4 no 2 72 58 4.8 34 25 4x6 noYp2mrs 75 aCp rF }r( ty»n �.. 77 � Y`^912e!wS�v y �" J%✓ .Y' J J d '* "�jx'3Jfi2 lb'c=�aY3kS`N'"ls ^3ti fi'{,br ' 4 x 8 no 2 14 8� 9� $ L. wr �i ap 6 3["b not 2a:. '�1v8rat' �v c 9 ,5 2 - 15.9 150� 142121 ram* T , riff nsrn'x"s 6 x 6 no.1 28.9 261 23 217.9 s N 9 r9 ; 11.0 8.9 7.3 18.9 13:7 T57- 213,. 9 3sN = 7�7t ' iw �58 6 x 8 no I 39.4 35.6 31.6 24.5 190 150 122 99 Q8,�c8 no ea k 626 � 60®�''���s �"49 25.8 Load Duration Factor=1.15(Snow Load) Unbraced Height of Post(ft) ALLOWABLE -POST 8 9 10 12 14 16 18 20 BEAM BEARING 2 x 4 stud 2.5 2 1 1.7 1.2 0.9 2�z 4 no 2 - 3.3 x y 2 x 6 stud 70 11 63 56 43 33 ` 2x6'no2 r �a9� "" "r ,,. � 26 21 17 52 - u� r "5. R� 0 3 l ��2 5`: Al 4x4 no 2 71 57 47 33 4z6 n0 2i 11�j" ��4` "<" ; I 2s 77 _*�� IMMUNE 7 5 3 s� 39 s ass rc ra y� �- ra i�ti ^�*r 53:.�'ric'�;a--.�' ,u:.- *-,-,,,r�acz: ;a7.:�.f�.e::7: c �r--� r'ar< 3 T s '�'4x8 no 2 14.6 118 98 gg 51 6x6 no 2 f747lip �� a � + 159 .. _ „tg1 r#�,9 Th, 8 1 s 5 6z INTO, r „a 6x6 no 1 274 & 67 � �ssl$9 � 250 224 176 ' ` 6x8 no 2� 20192 << 182 k ,15 # 138" y 10,E K8872 189 xsF....<.e.;tYS .'fi - �1.b. �..,.,4•.K AM;t 6 x 8 no 1 � 37 3 34 0 30 5 24 0 L- r scva 188 149 120 99 8 x 8 no 1 3 � v562a 25.8 r,.3=.:i a+q..�- �_; '`'a :�., a. ::.�`ys 53 ns47 4 -s:.a= 40 4•r. MEW k _ �x �28`2 w_, Load Duration Factor=1.0(Floor Live Load) Unbraced Height of Post(ft) ALLOWABLE POST 8 9 10 12 14 16 18 20 BEAM BEARING 2 x 4 stud 25 i20 17 �� - � 12 09 33 2x4 no 2 *N 2 2QK f d..�'V,244xr�„ 's?-:.:wa,wr a .a1�4 ,5. �' �_ i'',°wt-.fix* ¢ `S. i'"R ',f } rs` ``w' -•^ 2 x 6 stud* ti `c � s - f - 3 3 . 64 59 53 42 33 26 21war Es 2x6 na` wp � � 17 52 4 x 4 no 2 ME- EMS y, 70 TjF ,�25t �C. « _ 5 7 t w 2 0 � v5 Z 4 7 3 3 2.5 4,x 6"no�2 7.7 `xL; 5�2 s� <c tc�ittl n b r .�.a�'�-.:.� <<.I 4 x 8 no.2 14.3 ? sir 117 97 69 51 6 X 6 no'2 1B 0 32 64� m„ - 15.9 �. �12110'$" 6x6 no 1 248 230 210 169 134 107 6 X83n0 2 27 g`' it 14x7 z n"j-- 3" 8 7� ��7 t 18.9 172 �165i26 1Q7 r cl ""-1 - i-� _z" r„ ;y, ,;,•a�: .,4. w.:> t,: ` ��.r75s h e'c a z �..zi`" 6x8 no. 1 F258r � 33.9 31.4 28.6 23.0 18 3 14.6 11.9 98 25� " 8x8 no 1 8 .. ,6 51 6 fl Q` � �48 Z 243.a "Post is considered braced by sheathing in weak direction . Cw lbw��,,�,�� ��,,ro o _____ Z _ T__ * 7 II I rr = I I I 8 ..._ 1 II 1 �_.._---.._..__.. ��-----�� — — — — — — ® — — — — � � 1 � �— C�,tSAAtL Ca+1��/ I I J II I I ...' �I j I I I L�__�__.._ � �---------I �ti � I� 0..............._............ I .. . S I?� I..\ i l I �! I I a ��� i I,� �,; � � �..._.._......a � ® �r I "�� I l I � �._�_..__.._�.�.. � ,, �..�--.��c.—...,,.,� logo(IrS _ . ..,. � � � ax C� 5 06V VpLirr fo cp� "TOM urwK J1. t. Aga P 7p Oor S...... 1-1.1 . ............ . ...... Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 48.112032 Longitude = -122.771,153 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0 ,Fv = 1.0 Data are based on a 0.05 deg grid spacing Period Sa (sec) (g) 0.2 1.313 (Ss, Site Class B) 1.0 0.478 (S1, Site Class B) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude =48.112032 Longitude = -122.771153 Spectral Response Accelerations SMs and SM1 SMs = Fa x Ss and SM1 = Fv x S1 Site Class D - Fa = 1.0 ,Fv = 1.522 Period Sa (sec) (g) 0.2 1.313 (SMs, Site Class D) 1.0 0.727 (SM1, Site Class D) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 48.112032 Longitude = -122.771153 Design Spectral Response Accelerations SDs and SD1 SDs = 2/3 x SMs and SD1 = 2/3 x SM1 Site Class D- Fa = 1.0 ,Fv = 1.522 Period Sa (sec) (g) 0.2 0.875 (SDs, Site Class D) 1.0 0.485 (SD1, Site Class D) o•S7S p.$7� D.l3S CEO T = r•o V 6.rzs w r} A: pow wr= lurz- -Ibtxt. ftcwt wr= Ao sw( 45 )= 33b Woes= Ut*3= Zfiob A Z UD=Z7 Ibs lbo (l40 f4')- wIL (V> Ut 3=- LtrG!=1�b Ur=�I{rs D: Wt= y?v6f- (140 fir), 72S� �[, D.IZS �?6 6 E� = RS�b Ik 1t7 6 k Law La = Ltr�e = 41g6�bs Lit C= Lit.* G*r"4jjD lj6— �,� MECAWind Version 2 . 0 . 0 . 3 per ASCE 7-05 Developed by MECA Enterprises, Inc. Copyright 2009 .rec eterpr ses.^o, Date 9/12/2009 Project No. Company Name MBE Designed By : BTH Address 111 SE Douglas St, Suite D Description City : Newport Customer Name State : Oregon Proj Location File Location: C:\Program Files\MECAWind\Default_wnd Simplified Wind Load Design - MWFRS - Method 1 per ASCE 7-05 V: Basic Wind Speed = 85.00 mph Cat: Structural Category(I,II,III, and IV) = II Exp: Exposure Category(B,C, or D) = C RHt: Ridge Height = 27.00 ft EHt: Eave Height = 22.00 ft Ht: Mean Roof Height of Building = 24.50 ft Theta: Roof Angle = 9.46 Deg L: Length of Building(If Gabled, along Ridge) = 30.00 ft B: Width of Building(Perpendicular to Ridge) = 60.00 ft Kzt: Topographic Factor = 1.00 Lambda: Adjustment Factor for Building Height and Exposure = 1.34 I: Importance Factor = 1.00 a: 10% of Least Horiz Dim_ or .4h, whichever is smaller = 3.00 ft 2a: Length over which Zone A acts on Each Corner = 6.00 ft c i fl i 4 Traruvem �OA "v f�.� �c�ngtElt�(13( Wind Pressure on Main Wind Force Resisting System (MWFRS) Load A B C D E F G H EOH GOH Case psf psf psf psf psf psf psf psf psf psf ----------------------------------------------------------------------------- 1.00 17.14 -7.33 11.41 -4.22 -18.55 -11.20 -12.90 -8.68 -25.94 -20.29 MECAWi:nd Version 2 . 0 . 0 . 3 MCE 7-05 Developed by MECA Enterprises, Inc. Copyright 2009 aenterprlses.CO!T Date 9/12/2009 Project No. Company Name MBE Designed By BTR Address : 111 SE Douglas St, Suite D Description City : Newport Customer Name State Oregon Proj Location File Location: C:\Program Files\MECAWind\Default.wnd Simplified Wind Load Design - C & C - Method 1 per ASCE 7-05 Flat Roof Hip Roof( <8<270) Gable Roof($<_7°) Gable Roof(T<$<4b°) ❑ i^.:=i.r%o^a En-d Lune 0 Carve zone s-ia_a 4 a.�.Z0^.41 11-a't-Zcn.; RoezNa 3 Wind Pressure on Components and Cladding Description Width Span Area Zone Max P Min P ft ft ft^2 psf psf ---------------- -------- ------- --------- ---- ---------- ---------- Zone 1 1.00 1.00 10.00 1 10.080 -15.994 Zone 2 1.00 1.00 10.00 2 10.080 -27.821 Zone 3 1.00 1.00 10.00 3 10.080 -41.126 Zone 4 1.00 1.00 10.00 4 17.472 -18.950 Zone 5 1.00 1.00 10.00 5 17.472 -23.386 Zone 2H 1.00 1.00 10.00 2H .000 NaN Zone 3H 1.00 1.00 10.00 3H .000 NaN Notes: 1) If Zone = "2H" or "3H" then Max? will be zero per Figure 6-3. Notes: 2) Max P & Min P = pnet30(from Fig.6-3) * Lambda * Importance Factor * Kzt. Notes: 3) If Area < 10 then Area = 10 or Area > 100 then Area = 100 for Zones 1, 2, 3, 2H, & 3H. Notes: 4) If Area < 10 then Area = 10 or Area > 500 then Area = 500 for Zones 4 & 5. Wind Force Distribution F/B Direction: S/S Direction: Exposure: C Exposure: C (A j Pressure: 17.14 psf (A)Pressure: 17.14 psf (B}Pressure: 7.33 psf (B)Pressure: 7.33 psf (C)Pressure: 11.41 psf (C)Pressure: 11.41 psf (D)Pressure: 4.22 psf (D)Pressure: 4.22 psf Line: Line 2(Upper) Direction: F/B Total Building Width: 30 ft Trib Width: 15 ft (A) 617.04 lbs End Zone? Y (8) 234.56 lbs Total Wind Shear 1619.66 lbs (C) 616.14 lbs Trib Roof Height 4 ft (D) 151.92 lbs Roof Overhang 2 ft Trib Wall Height 6 ft line: Line 3(Upper) Direction:F/B Total Building Width: . 30 ft Trib Width: 15 ft (A) 617.04 lbs End Zone? Y (B) 234.56 lbs Total Wind Shear 1619.66 lbs (C) 616.14 lbs Trib Roof Height 4 ft (D) 151.92 lbs Roof Overhang 2 ft Trib Wall Height 6 ft Line: Line A(Upper) Direction:S/S Total Building Width: 24 ft Trib Width: 12 ft (A) 493.63 lbs End Zone? Y (B) 0 lbs Total Wind Shear 986.54 lbs (C) 492.91 lbs Trib Roof Height 0 ft (D) 0 lbs Roof Overhang 0 ft Trib Wall Height 6 ft Line: Line C(Upper) Direction:S/S Total Building Width: 24 ft Trib Width: 12 ft (A) 493.63 lbs End Zone? Y (B) 0 lbs. Total Wind Shear 986.54 lbs (C) 492.91 lbs Trib Roof Height 0 ft (D) 0 lbs Roof Overhang 0 ft Trib Wall Height 6 ft `& Wind Force Distribution F/B Direction: S/S Direction: Exposure: C Exposure: C (A)Pressure: 17.14 psf (A)Pressure: 17.14 psf (B)Pressure: 7.33 psf (B)Pressure: 7.33 psf, (C)Pressure: 11.41 psf (C)Pressure: II.41 psf (D)Pressure: 4.22 psf (D)Pressure: 4.22 psf Line: Line 2(Lower) Direction: F/B Total Building Width: 30 ft Trib Width: 15 ft (A) 1234.08 lbs End Zone? Y (B) 80.63 lbs Total Wind Shear 2584.97 lbs (C) 1232.28 lbs Trib Roof Height I ft (D) 37.98 lbs Roof Overhang 5 ft Trib Wall Height 12 ft Line: Line 3(Lower) Direction: F/B Total Building Width: 30 ft Trib Width: 15 ft (A) 1234.08 lbs End Zone? Y (B) 0 lbs Total Wind Shear 2466.36 lbs (C) 1232.28 lbs Trib Roof Height 0 ft (D) 0 lbs Roof Overhang 0 ft Trib Wall Height 12 ft Line: Line A(Lower) Direction:S/S Total Building Width: 30 ft Trib Width: 15 ft (A) 1234.08 lbs End Zone? Y (B) 0 lbs Total Wind Shear 2466.36 lbs (C) 1232.29 lbs Trib Roof Height 0 ft (D) 0 lbs Roof Overhang 0 ft Trib Wall Height 12 ft Line: Line D(Lower) Direction:S/S Total Building Width: 30 ft Trib Width: 15 ft (A) 1234.08 lbs End Zone? Y (B) 0 lbs Total Wind Shear 2466.36 lbs (C) 1232.28 lbs Trib Roof Height 0 ft (D) 0 lbs Roof Overhang 0 ft Trib Wall Height 12 ft �1 Wind Force Distribution F/B Direction: S/S Direction: Exposure: C Exposure: C (A)Pressure: 17.14 psf (A)Pressure: 17A4 psf (B)Pressure: 7.33 psf (B)Pressure: 7.33 psf (C)Pressure: 11.41 psf (C)Pressure: 11.41 psf (D)Pressure: 4.22 psf (D)Pressure: 4.22 psf Line: LineC) Direction: F/B Total Building Width: 24 ft Trib Width: 12 ft (A) 411.36 lbs End Zone? Y (B) 149.53 lbs Total Wind Shear 1062.3 lbs (C) 410.76 lbs Trib Roof Height 3 ft (D) 91.15 lbs Roof Overhang 2 ft Trib Wall Height 5 ft Line: Line It;;Z Direction. F/B Total Building Width: 24 ft Trib Width: 12 ft (A) 411.36 lbs End Zone? Y (B) 149.53 lbs Total Wind Shear 1062.8 lbs (C) 410.76 lbs Trib Roof Height 3 ft (D) 91.15 lbs Roof Overhang 2 ft Trib Wall Height 5 ft Line: Line CA Direction:S/S Total Building Width: 16 ft Trib Width: 8 ft (A) 329.09 lbs End Zone? Y (B) 0 lbs Total Wind Shear 657.7 lbs (C) 328.61 lbs Trib Roof Height 0 ft (D) 0 lbs Roof Overhang 0 ft Trib Wall Height 6 ft Line: Line.4 Direction:S/S Total Building Width: 16 ft Trib Width: 8 ft (A) 329.09 lbs End Zone? Y (B) 0 lbs Total Wind Shear 657.7 lbs (C) 328.61 lbs Trib Roof Height 0 ft (D) 0 lbs Roof Overhang 0 ft Trib Wall Height 6 ft Single Story SIP Panel Shearwall Line: Cl Line: C Lateral Force: n1(h) plf Lateral Force: 13201 plf Trib Width: 1 ft Trib Width: 1 ft Geometry Modification: lbs Geometry Modification: 0 lbs p =-010 p 1-00 Total Wall Length: 5.25 ft Total Wall Length: 8.5 ft Short Wall Length: 6.25 ft Short Wall Length: 8.5 ft Wall Height: 9 ft Wall Height: 8 ft Roof DL: 16 psf Roof DL: 16 psf Trib Width: 4 ft Trib Width: 10 ft DL Opp Pt of OT: 0 lbs DL Opp Pt of OT: 0 lbs Wall Weight: 16 psf Wall Weight: 16 psf DL Factor: 0.67 Wall: DL Factor: 0.67 Wall: Force: 6190.0 lbs D Force: 1320.0 lbs A Shear(V): 908.9 plf Shear(V): 155.3 plf Short Wall O.T.M.: 55710.0 ft-lbs Hold Down: Short Wall O.T.M.: 10560.0 ft-lbs Hold Down: Short Wall M.R.: 4062.5 ft-lbs ATS 5/8" Short Wall M.R.: 10404.0 ft-lbs CS20 Uplift: 8478 lbs Uplift: 422 lbs Line: D/CB Line: A Lateral Force: 2806 plf Lateral Force: 1490 plf Trib Width: 1 ft Trib Width: 1 ft Geometry Modification: 7680 lbs Geometry Modification: 0 lbs p: 1.00 p: 1.00 Total Wall Length: 15 ft Total Wall Length: 25 ft Short Wall Length: 5 ft Short Wall Length: 8 ft Wall Height: 12 ft Wall Height: 12 ft Roof DL: 16 psf Roof DL: 16 psf Trib Width: 3 ft Trib Width: 8 ft DL Opp Pt of OT: 0 lbs DL Opp Pt of OT: 0 lbs Wall Weight: 16 psf Wall Weight: 16 psf DL Factor: 0.67 Wall: DL Factor: . 0.67 Wall: Force: 10486.0 lbs C Force: 1490.0 lbs A Shear(V): 699.1 plf Shear(V): 59.6 plf Short Wall O.T.M.: 41944.0 ft-lbs Hold Down: Short Wall O.T.M.: 5721.6 ft-lbs Hold Down: Short Wall M.R.: 3000.0 ft-lbs ATS 5/8" Short Wall M.R: 10240.0 ft-lbs N/A Uplift: 7987 lbs Uplift. 0 lbs Line: 3 Line: NOT USED Lateral Force: 1620 plf Lateral Force: 1 plf Trib Width: 1 ft Trib Width: 1 ft Geometry Modification: 0 lbs Geometry Modification: 0 lbs p: 1.00 p: 1.00 Total Wall Length: 13 ft Total Wall Length: 1 ft Short Wall Length: 15 ft Short Wall Length: 1 ft Wall Height: 11 ft Wall Height: 1 ft Roof DL: 16 psf Roof DL: 1 psf Trib Width: 4 ft Trib Width: 1 ft DL Opp Pt of OT: 0 lbs DL Opp Pt of OT: 0 lbs Wall Weight: 18 psf Wall Weight: i psf DL Factor: 0-67 Wall: DL Factor. i Wall: Force: 1620.0 lbs A Force: 1.0 lbs A Shear(V): 124.6 plf Shear(V): 1.0 plf Short Wall O.T.M.: 17820.0 ft-lbs Hold Down: Short Wall O.T.M.: 1.0 ft-lbs Hold Down: Short Wall M.R.: 29475.0 ft-lbs N/A Short Wall M.R.: 1.0 ft-lbs n/a Uplift: 0 lbs Uplift: 0 lbs 7t Two Story Conventional Wood Shearwall Line: 2 Floor Depth: 1 ft 2nd Story Shear Walls 1st Story Shear Walls Lateral Force: 1620 plf Lateral Force: 2806 plf Trib Width: 1 ft Trib Width: 1 ft Geometry Modification: 0 lbs Geometry Modification: 0 lbs p- 1.00 f,: 1.00 Total Wall Length: 9.75 ft Total Wall Length: 13.25 ft Short Wall Length: 17 ft Short Wall Length: 4 ft Wall Height: 12 ft Wall Height: 12 ft Roof DL: 16 psf Floor Dl. 35 psf Trib Width: 4 ft Trib Width: 2 ft DL Opp Pt of OT: 0 lbs DL Opp Pt of OT: 0 lbs Wall Weight: 16 psf Wail Weight: 16 psf DL Factor: 0.67 Wall: DL Factor. 0.67 Wall: Force(F2): 1620 lbs A Force(F1): 2806 lbs B Total Force(Ft): 1620 lbs Total Force(Ft): 4426 lbs Shear(V2): 166.15 lbs Shear(VI): 211.77 lbs Total Shear(Vt): 166.15 lbs Total Shear(Vt): 334.0377358 lbs Total O.T.M.: 19440 ft-lbs Total O.T.M.: 74172 ft-lbs Short Wall O.T.M.: 19440 ft-lbs Hold Down: Short Wall O.T.M.: 80780.51669 ft-lbs Hold Down: Short Wall M.R.: 36992 ft-lbs N/A Short Wall M.R.: 4144 ft-lbs Uplift @ 2nd Floor: 0 lbs Uplift 3657 lbs Total Uplift 0 lbs Total Uplift 4987 lbs PREMIER S.I.P. PANEL SHEAR WALL SCHEDULE (NTA PRS032808-3) ATTACHMENTS ALLOWABLE A35/LTP4 MARK SILL SHEAR SPACING TOP PLATE BOTTOM PLATE VERT FRAMING SOLE NAILING ANCHORAGE (plfl 8d BOX NAIL 8d BOX NAIL 8d BOX NAIL (2) 16d NAILS 5/8" x 10"A.B. L @ 6" O.C. @ 6" O.C. @ 6" O.C. @ 12" O.C. 250 20" O.C. (2 ROWS) @ 4 0 O.C. 8d BOX NAIL 8d BOX NAIL 8d BOX NAIL (2) 16d NAILS 5/8" x 10"A.B. zi� @ 6" O.C. @ 6" O.C. @ 6 O.C. @ 12" O.C. " O.C. 50 15" O.C. (2 ROWS) @ 2 8 .C. 8d BOX NAIL 8d BOX NAIL 8d BOX NAIL SDS 1/4"x6" 5/8" x 12"A.B. C @ 3" O.C. @ 3" O.C. @ 3" O.C. @ 5" O.C. @ 1'-6" O.C. 720 7 1/2" O.C. (2 ROWS) (2 ROWS) (4 ROWS) W/ 3x PLATE W/ 3x PLATE ZL8d BOX NAIL 8d BOX NAIL 8d BOX NAIL SDS 1/4"x6" 5/8" x 12"A.B. . @ 2" O.C. @ 2" O.C. @ 2" O.C. @ 4" O.C. @ 1'-4" O.C. 920 5 1/2" O.C. (2 ROWS) (2 ROWS) (4 ROWS) I W/3x PLATE I W/ 3x PLATE NOTES: 1. USE SHEAR WALL TYPE A FOR ALL WALLS NOT NOTED ON PLANS. 2. PANEL TYPE MAY BE EITHER L OR S TYPE PANELS W/ MINIMUM OSB FACE THICKNESS OF 7/16" 3. FRAMING LUMBER SHALL BE DOUGLAS FIR-LARCH HAVING A SPECIFIC GRAVITY OF 0.50 MINIMUM 4. DOUBLE TOP PLATE IS REQUIRED FOR ALL WALLS REQUIRING (2) ROWS OF TOP PLATE NAILING 5. ALL VERTICAL FRAMING SHALL BE DOUBLE STUDS OR 4x NOMINAL FRAMING 6. SPLINES ARE 7/16"x3" OSB FOR WALL TYPES A & B AND 3/4"x3" FOR WALL TYPES C & D. 7. ALL ANCHOR BOLTS SHALL BE EMBEDDED PER GENERAL STRUCTURAL NOTES 8. A MINIMUM OF (2) ANCHOR BOLTS SHALL BE USED ON EACH SILL PLATE SEGMENT. PROVIDE (1) ANCHOR BOLT W/IN 9" OF EACH END OF SEGMENT, AND NOT W/IN 4 1/2" OF END OF PLATE 9. PRESSURE TREATED SILL PLATES SHALL BE USED WHEN IN CONTACT WITH CONCRETE OR MASONRY 10. ALL NUTS ON ANCHOR BOLTS SHALL BE SECURELY FASTENED AGAINST SILL PLATE WITHOUT THE NUT OR THE WASHER BEING RECESSED INTO THE PLATE. 11. ALL NUTS SHALL HAVE 1/4"x3"x3" PLATE WASHERS 12. STAGGER ALL NAILS TO AVOID SPLITTING FRAMING MEMBERS }, o Q QQ Ltd o52 -�,43 �a� j1� } • It��1F..� ��F� AM 10.24 Chapter Ten y. DOOR WINDOW Figure 10.8b Wall and opening dimensions. h°/h brhlb 1/3 1/2 2/3 5/6 1.0 { C. l t 0.0 1.00 0.67 0.50 0.40 0.33 1 f 0.1 1.00 0.69 0.53 0.43 0.36 0.2 1.00 0.71 0.56 0.45 0.38 0.3 1.00 0.74 0.59 0.49 0.42 0.4 1.00 0.77 0.63 0.53 0.45 0.5 1.00 0,80 0.67 0.57 0.50 0.6 1.00 0.93 0.71 0.63 0.56 0.7 1.00 0.87 0.77 0.69 0.63 0.8 1.00 0.91 0.83 0.77 0.71 0.9 1.00 0.95 0.91 0.87 0.83 1.0 1.00 L00 1.00 1.00 1.00 Figure 10.8c Tabulated opening adjustment factor C.as a function of the ratio of unrestrained ;.:. opening height to the total wall height h°lh,and the ratio of wall length with full-height sheathing to the total wall length br„lb.Use linear interpolation between tabulated values. i From Fig. 10.8a 0.66 . a+ b 60 If a door opening of k, = 12 ft is assumed,then h,/h = 3/4.Using liner interpolation between brhlb = 0.6 and 0.7,and between h,/h = 2/3 and 5/6,then C. = 0.706. The tabulated allowable shearwall strength for a full-height segment from UBC Ta- ble 23-11-I-1 is u =390 lb/ft The allowable shearwall capacity for the perforated wall is ' VIII-W = C,ubf, = 0.706(390x40)= 11.0 k as compared to 15.6 k from the segmented approach. If the door height were changed from h,=12 ft to h,= 8 ft,the capacity determin using _ g the segmented approach would not change. However, using the perforates a t proach,the opening adjustment factor Q.increases to C. = 0.854 and the capacitY° the wall increases to V= (0.854)(390x40)= 13.3 k. �rNDs��1at� f, O O 9 I i U!V�l i � I I i�''11 �p�{,- ci c2 STHD14 Vo I�•-11�- T�- Y �i1bIL rl�lb I I I I I ATS sro• STHD14 I I I + o!•Zr' I I �� L-------- ------ I — —L_J-- Zjjj �--- ATS 5/8' TS S/S- AiS S/e- iS S/B" ATS S/B' © l} i5 SIB" A 54 i.{ kF�il'''�W,p'y F• ✓ w BASEMENT WALL ULTIMATE STRENGTH DESIGN DEScRIPTION: Basement Wall 0 "- • WALL PROPERTIES: fc(psi): 2500 cvr.soil side(in): 1.5 horizontal: #4 R1:0.85 Fy(ksi): 60 cvr.inside(in): 1.5 vert.rebar.#5 pmin:0.0033 (0 4/3p CWCUat o t(in): 8 center(YIN):y pmax:0.0134 wall clear height(ft): 8 d(n):4 pacheal: 0.00427 rebar ea.Face(Y/N): n ANALYSIS: soil above wail(fi): G force @ top of wall(lb/ft): 587 Ka(pcf): 55 force @ bot of wall(Ib/ft): 1173 pressure @ top of wall(psf): 0 Mu(kip-ft/ft): 3.47 Vert Asreq'd(in2/ft):0.20 pressure @ bot of wall(psf):440 Vumax(kips): 1.75 Horiz.Asreq'd(W/ft): 0.192 OVc(kips):4.08 OK WALL SUMMARY: Wall Thickness: 8 in Vertical Reinforcing: #5 at 18 in oc Horizontal Reinforcing: #4 at 13 in oc t BASEMENT WALL ULTIMATE STRENGTH DESIGN DESCRIPTION: Basement Wall WALL PROPERTIES: Yc(psi):2500 cvr.soil side(in): 1.5 horizontal:#5 PI: 0.85 Fy(ksi): 60 cvr.inside(in): 1.5 vert.rebar.#6 pmin: 0.0033 (or 4L7p Cwadaw t(in): 10 center(Y/N):y pmax: 0.0134 wall dear height(ft): 12 d(in): 5 pactual: 0.00964 rebar ea.Face(Y/N):n ANALYSIS: soil above wall(ft): 0 force @ top of wail(ib/ft): 1320 Ka(pcf): 55 force @ bot of wall(lb/ft):2640 pressure @ top of wall(psf):0 Mu(kip-ft/ft): 11.25 Vert.Asreq'd(Wtft):0.58 pressure @ hot of wall(psf):660 Vumax(kips)'4.02 Horiz.Asreq'd(Wtft):0.24 OVc(kips):5.10 OK WALL SUMMARY: Wall Thickness: 10 in Vertical Reinforcing: #6 at 9 in oc Horizontal Reinforcing: #5 at 16 in oc e&ed v.)m Foundation Design Strip Footings Allowable Bearing Pressure: 1500 psf 1 Story Strip Footing: Type DL+LL Trib Width Total Load Roof 180 5 900 Floor 75 0 0 Wall 16 12 192 Total Load 1092 USE 1'-0"Cont.Footing W/(1)#4 Bars Cont Good For 1500 pif OK 1 Story Concrete Wall Strip Footing: Type DL+LL Trib Width Total Load Roof 180 5 900 Floor 75 0 0 Wall 16 0 0 Concrete Wall 100 9 900 Additional Load from Point Load 1200 Total Load 3000 USE 2'-0"Cont.Footing W/(2)#4 Bars Cont Good For 3000 pif OK 2 Story Strip Footing: Type DL+LL Trib Width Total Load Roof 42 4 168 Floor 75 7.5 562.5 Wall 16 22 352 Total Load 1083 USE 1'-0"Cont.Footing W/(1)#4 Bars Cont Good For 1500 plf OK 2 Story Concrete Wall Strip Footing: Type DL+LL Trib Width Total Load Roof 42 9 378 Green Roof 180 1 180 Floor 75 7.5 562.5 Wall 16 10 160 Concrete Wall 100 12 1200 Additional Load from Point Load 1000 Total Load 3481 USE 2'-6"Cont.Footing W/(2)#4 Bars Cont Good For 3750 Foundation Design Spread Footings Allowable Bearing Pressure: 1500 psf F5.0 USE 5'-0"Square x 12"Thick Footing w/(6)#5 Bars Each way Good For 37.5 kips F3.6 USE 3'-6"Square x 12"Thick Footing w/(4)#4 Bars Each way Good For 18.3 kips F3.0 USE 3'-0"Square x 10"Thick Footing w/(4)#4 Bars Each way Good For 13.5 kips F2.6 USE 2'-6"Square x 10"Thick Footing w/(3)#4 Bars Each way Good For 9.3 kips F2.0 USE 2'-0"Square x 8"Thick Footing w/(2)#4 Bars Each way Good For 6.0 kips REINFORCED CONCRETE RETAINING WALL LOCATION: 3 ft Retaining Wall SOIL DATA: Sal wt(pcf): 110 Active Soil Pressure(psf/ft):35.0 Basic Wind Speed(7G-1 10mph):85 Sliding friction coeff:0.4 Passive sal pressure(psf/ft): 150 Exposure[B.C,D]:B Soil br Surcharge on backfill(psf): 150 9-pressure(�= 1500 P(PSF): 15.0 P Ka:0.32 Concentric bads(DL):0 lbtft Concentric loads(LL):0 lb/ft WALL DATA: Maximum height(retaining),H(ft):3.0 f c(psi):2500 pmin:0.0033 or 4/3 r calCd Fence height,H(ft):0.0 Sr wall:0.85 pmax:0.0134 Rebar Fy(ksi):60 pideal:0.0083 center rebar(Y/N)?:y Channel Wall rebar each face(YIN)?:n (YIN n Front face Rebar Vert.Rebar Hor.Rebar Vert. Hor. Wall Vu(k) Mu(k ft) wall t(in) d(in) �Vc(k) pv As(Wffi) bar (in o.c.) bar (n o.c.) (W/ft) Qn2tft) 8.00 #4 #4 Top 0 0 8.00 4.00 4 OK 0.0000 OK 0.00 #4 @ 18 #4 @ 12 - - 875H 0.0 0.0 8.00 4.00 4 OK 0.0000 OK 0.00 #4 @ 18 #4 @ 12 - -- .750H 0.1 0.0 8.00 4,00 4 OK 0.0000 OK 0.00 94 @ 18 #4 @ 12 - -.625H 0.1 0.0 8.00 4.00 4 OK 0.0000 OK 0.00 #4 @ 18 94 @ 12 - - .500H 0.2 0.1 8.00 4.00 4 OK 0.0001 OK 0.00 94 @ 1B #4 @ 12 - -- .375H 0.3 0.1 8.00 4.00 4 OK 0.0002 OK 0.01 #4 @ 18 #4 @ 12 - - .250H 0.3 0.2 8.00 4.00 4 OK 0.0003 OK 0.01 94 @ 18 #4 @ 12 - --- .125H 0.4 0.3 8.00 4.00 4 OK 0.0004 OK 0.02 #4 @ 18 #4 @ 12 - Base 0.4 0.4 8.00 4.00 4 OK 0.0006 OK 0.03 #4 @ 18 94 @ 12 -- - Wall base key min.thickness for shear(in):3.4 FOOTING DATA: Width(ft):2.50 Key depth below ftg(in):0 51 footing:0.85 Thick.(in.):12 OK Key thickness(in):0 pmin:0.0033 or 413 r calc'ed Embedment depth(in.):6 Toe to face of key(in):0 pmax:0.0134 Toe(in): 10 Concrete Footing Pc(psi):2500 pideal:0.0083 Heel(in): 12 FOOTING STABILITY: Item wt.(Ib/ft) xbar(ft.) Mr(k-ft) Overturning..- Soil Pressure(psf)... stem 250 1.17 0.3 Total wt.(kips):1.0 x: 1.04 footing 375 1.25 0.5 Mot(k-ft):0.54 e:0.21 key 0 0.00 0.0 Mr(k-ft): 1.6 middle 1/3:0.83 soil heel 275 2.00 0.6 F.S.overturning:2.93 OK Qmax:600 OK soil toe 46 0.42 0.0 Qmm"204 surcharge 150 2.00 0.3 Sliding- total 1004 1.6 Sliding force(k):0.4 ~- Sliding friction(k):0.4 Passive resistance(k):0.0 m x F.S.sliding:1.10 J FOOTING REBAR: 3_ Toe... Heel... dbot.(in): 8.8 dtop(in):9.8 _ F Q @face of wall(psO:468 Upward Qs @face of wall(psf):362 HEEL t-f-70E- f Q @ d(psf):583 Upward Qs @ d(psf):233 - Toe self wt(k): 0.1 Upward R at heel(k):0.3 - Toe self wt.@ d(k): 0.0 Upward R at d(k):0.0 --- ACTIVE PA59VE Vu(k):0.6 Vu(k):0.5 WIDTH Vu @ d(k):0.1 Vu @ d(k):0.1 ¢Vc(k):8.9 OK OVc(k):9.9 OK Mu @ face(k-ft):0 Mu @ face(k-ft):0.3 p:0.0001 p:0.0001 As(in zlft):0 0 As(in2/ft):0.0 Bottom bar:#4 Top bar.#4 Bot.bar spacing(in o.c.): 18.0 (max.) Top.bar spacing(in o.c.): 18.0 (max.) E e.«rPn rcnn� REINFORCED CONCRETE RETAINING WALL LOCATION: 4 ft Retaining Wall SOIL DATA: Soil wt.(pcf): 110 Active Soil Pressure(psf/ft):35.0 Basic Wind Speed(70-110mph):85 Sliding friction coeff:0.4 Passive sod pressure(psf/ft): 150 Exposure[B,C,D]:B Surcharge on backfill(psf): 100 Soil big.pressure(psf): 1500 P(PSF): 15 0 Ka:0.32 Concentric loads(DL):0 Ib/ft Concentric loads(LL):0 lb/ft WALL DATA: Maximum height(retaining),H(ft):4.0 fc(psi):2500 Amin:0.0033 or 4/3 r cafc'd Fence height,H(ft):0.0 wall:0.85 Amax:0.0134 Rebar Fy(ksi):60 pideal:0.0083 center rebar(Y/N)?:y Channel Wall rebar each face(YIN)?:n (Y/N)?:n Front face Rebar Vert.Rebar Hor.Rebar Vert. Hor. Wall Vu(k) Mu(k-ft) wall t(in) d(in) OVc(k) pv As(in 2/t) bar Gn o.c.) bar (in o.c.) pn'tft) (in�lft) 8.00 #4 #4 Top 0 0 8.00 4.00 4 OK 0.0000 OK 0.00 #4#DIV/0! #4 @ 12 - - 875H 0.0 0.0 8.00 4.00 4 OK 0.0000 OK 0.00 #4#DIV/01 #4 @ 12 - - .750H 0.1 0.0 8.00 4.00 4 OK 0.0000 OK 0.00 #4 @ 18 #4 @ 12 - - .625H 0.1 0.0 8.00 4.00 4 OK 0.0001 OK 0.06 #4 @ 18 #4 @ 12 - - .500H 0.2 0.1 8.00 4.00 4 OK 0.0001 OK 0.01 #4 @ 18 #4 @ 12 - - .375H 0.3 0.2 8.00 4.00 4 OK 0.0003 OK 0.01 #4 @ 18 #4 @ 12 - - 250H 0.4 0.3 8.00 4.00 4 OK 0.0005 OK 0.02 #4 @ 18 #4 @ 12 - - .125H 0.6 0.5 8.00 4.00 4 OK 0.0008 OK 0.04 #4 @ 18 #4 @ 12 - - Base 0.6 0.8 8.00 4.00 4 OK 0.0012 OK 0.06 #4 @ 18 #4 @ 12 - - Wall base key min.thickness for shear(in):3.5 FOOTING DATA: Width(ft):3.50 Key depth below ftg(in):0 01 footing:0.85 Thick.(in.): 12 OK Key thickness(in):0 pmin:0.0033 or 4/3 r calc'ed Embedment depth(n.):6 Toe to face of key(in):0 pmax:0.0134 Toe(in): 18 Concrete Footing fc(psi):2500 pideal:0.0083 Heel(in): 16 FOOTING STABILITY: hem wt.(lb/ft) xbar(ft.) Mr(k-ft) Overturning... Soil Pressure(psf)... stem 350 1.83 0.6 Total wt.(kips): 1.4 x: 1.72 footing 525 1.75 0.9 Mot(k-ft):0.85 e:0.03 key 0 0.00 0.0 Mr(k-ft):3.3 middle 1/3: 1.17 soil heel 513 2.83 1.5 F.S.overturning:3.90 OK Qmax:432 OK soil toe -83 0.75 -0.1 Qmin:391 surcharge 133 2.83 0.4 Sliding... 1 total 1439 3.3 Sliding force(k):0.5 Sliding friction(k):0.6 F x Passive resistance(k):0.0 m F.S.sliding: 1.19 J FOOTING REBAR: 2 Toe... Heel... dbot.(in): 8.8 dtop(in):9.8 - Q @ face of wall(psf):414 Upward Qs @ face of wall(psf):406 Q @ d(psf):423 Upward Qs @ d(psf):397 - HEEL TOE--/, Toe self wt.(k):0.1 Upward R at heel(k):0.5 Toe self wt.@ d(k):0.1 Upward R at d(k):0.2 all� Vu(k): 1.1 Vu(k):0.5 ACTIVE WIDTH PASSVE Vu @ d(k):0.6 Vu @ d(k):0.2 OVc(k):8.9 OK OVc(k):9.9 OK Mu @ face(k-ft): 1 Mu @ face(k-ft):0.4 p:0.0003 p:0.0001 As(in2/ft): 0.0 As(02tft):0.0 Bottom bar:#4 Top bar:#4 Bot.bar spacing(in o.c.): 18.0 (max.) Top.bar spacing(in o.c.): 18.0 (max.) 50 eared Brim - REINFORCED CONCRETE RETAINING WALL LOCATION: 5 ft Retaining wall SOIL DATA: Soil wt.(pcf): 110 Active Sal Pressure(psf/ft):35.0 Basic Wind Speed(70-11Omph):85 Sliding friction coeft.0.4 Passive soil pressure(psf/ft): 150 Exposure[B,C,D):B Surcharge on backfill(psf): 100 Soil brg.pressure(psf): 1500 P(PSF): 15.0 Ka:0.32 Concentric bads(DL):0 lb/ft Concentric loads(LL):0 Ibfft WALL DATA: - Maximum height(retaining),H(11):5.0 fc(psi):2500 pmin:0.0033 or 4/3 r calc'd Fence height,H(ft):0.0 6i wall:0.85 Amax:0.0134 Rebar Fy(ksi):60 pideal:0.0083 center rebar(Y/N)?:y Channel Wall rebar each face(Y/N)?:n (YtN)?:n Front face Rebar Vert.Rebar Hor.Rebar Vert Hor- Wall Vu(k) Mu(k-ft) wall t(in) d(in) �Vc(k) pv As(in2/ft) bar (in o.c) bar (in o c) (in2/ft In2lft > C ) 8.00 #4 #4 Top 0 0 8.00 4.00 4 OK 0.0000 OK 0.00 #4 @ 18 #4 @ 12 - - .875H 0.0 0.0 8.00 4.00 4 OK 0.0000 OK 0.00 #4 @ 18 #4 @ 12 - - .750H 0.1 0.0 8.00 4.00 4 OK 0.0000 OK 0.00 #4 @ 18 #4 @ 12 - - .625H 0.2 0.1 8.00 4.00 4 OK 0.0001 OK 0.01 #4 @ 18 #4 @ 12 - - .SOON 0.3 0.2 8.00 4.00 4 OK 0.0003 OK 0.01 #4 @ 18 #4 @ 12 - - .375H 0.5 0.4 8.00 4.00 4 OK 0.0006 OK 0.03 #4 @ 18 #4 @ 12 - - .250H 0.6 0.6 8.00 4.00 4 OK 0.0010 OK 0.05 #4 @ 18 #4 @ 12 - - .125H 0.8 1.0 8.00 4.00 4 OK 0.0015 OK 0.07 #4 @ 18 #4 @ 12 - - Base 0.8 1.5 8.00 4.00 4 OK 0.0023 OK 0.11 #4 @ 18 #4 @ 12 - - Wall base key min.thickness for shear(in):3.8 FOOTING DATA. Width(11):3.83 Key depth below ftg(in):0 R7 footing:0.85 Thick.(in.): 12 OK Key thickness(in):0 pmin:0.0033 or 4/3 r caleed Embedment depth(in.):6 Toe to face of key(n):0 pmax:0.0134 Toe(in):20 Concrete Footing fc(psi):2500 pideal:0.0083 Heel(in): 18 FOOTING STABILITY: Item wt.(Ib/ft) xbar(ft.) Mr(k-ft) Overtuming... Soil Pressure(psf)... stem 450 2.00 0.9 Total wt.(kips): 1.8 x: 1.76 footing 575 1.92 1.1 Mot(k-ft): 1.45 e:0.15 key 0 0.00 0.0 Mr(k-ft):4.7 middle 113: 1.28 soil heel 743 3.08 2.3 F.S.overturning:3.22 OK Qmax:590 OK soil toe -91 0.83 -0.1 Qmin:364 surcharge 150 3.08 0.5 Sliding... total 1826 4.7 Sliding force(k):0.7 Sliding friction(k):0.7 = Passive resistance(k):0.0 m F.S.sliding: 1.06 y FOOTING REBAR: 3 Toe... Heel... dbot.(in):8.8 dtop(in):9.8 Q @ face of wall(psf):491 Upward Os @ face of wall(psf):452 `r� HEEL TOES Q @ d(psf):534 Upward Qs @ d(psf):404 - _ Toe self wt.(k):0.2 Upward R at heel(k):0.6 _ 6m Toe self wt.@ d(k):0.1 Upward R at d(k):0.3 3 Vu(k): 1.5 Vu(k):0.9 ACTIVE - WIDTH PAS E Vu @ d(k):0.9 Vu @ d(k):0.3 f �Vc(k):8.9 OK �Vc(k):9.9 OK Mu @ face(k-ft): 1 Mu @ face(k-ft):0.7 p:0.0004 p:0.0002 As(in 2/ft):0.0 As(in2/ft):0.0 Bottom bar.#4 Top bar.#4 Bot.bar spacing(in o.c.): 18.0 (max.) Top.bar spacing(in o.c.): 18.0 (max.) %rr edded&"2 -- - 38' - - 5 Imo- 1 6- 3'.�� -3 1 2'- >.-3' 7'10 - J 5'4 _� I I 8, M � O I LL co I 6- 3'-i 2' -3'yr-2'ter-3'-Y.-2' - _30'-- -�-, iLi 11 V� -�//o NOV - 9 CITY Or FORT TOWNSEND DOD —39 --- 16 t4• - __ g'1.— 3'11— I ! I I i I I I I i I .... I�-L � _ L �` . I BATH LAUNDRY ! ! _ 13'2 x 8' l ! i IF - 44-3/4 x 46-3/4 7 Venulafing r Skylight w� O 4j r I � I r: I k 111'6 163- —3'2 6'--^ram--8'� --�--3' - W - I • � I PORCH 29'3 x T6 I I L--- ---- -------------- LIVING AREA 146 5q fl S /1-6,)✓& 5'tf-�3 24 14'-4" I � Lo o \` i 16 K Z� N I it 11�3(r -�-.=-t-3'-0'�--,..-3'-0'-�-4'-0"��3'-0'�_-� i._- -- - r----- ----- -24'-0" --- - - G 0 � � Ftoo>4- P DEC 1 4 2CC9 N�1aple Brook ''-'='�"'•'`; 1D1 CITY OF PORT TOWNSEND DSD December 10,2009 0G - (A(A 420U City Port Townsend 250 Madison Street Port Townsend,WA 98368 RE: Kirkham Residence Clay&Gaines Port Townsend,WA To Whom it May Concern: The concrete walls on the above noted project may be either poured in place with conventional forms or can be installed with ICF forms at the contractor's option. The ICF should have an equivalent core thickness to the thickness of the concrete walls noted on the plans and the reinforcing should be placed as noted on the plans. The reinforcing steel (60 ksi) in the walls can be adjusted to meet the spacing requirements in the ICF blocks per the following schedules: 8"Walls Horizontal Reinforcement #4 bars©12" o.c. max #5 bars®18" o.c. max Vertical Reinforcement Jft _ #4 bars @ 12" o.c. max #5 bars @ 18" o.c. max 10"Walls Horizontal Reinforcement #4 bars @ 12" o.c.max C:�,.: #5 bars @ 16" o.c. max Vertical Reinforcement #4 bars @ 3" o.c. max #5 bars @ 6" o.c. max - #6 bars @ 9" o.c. may --- #7 bars©12" o.c.max Providing these conditions are met, the use of ICFs will not affect the structural integrity of the project. If you have any further questions on this project,please contact me directly. Thank you. Sineerel) Bra on s,P.E. FLE U Principal Maple Brook Engineering,Inc. ww•w.maple-brookxom Phone: 541.574.1855 Fax: 541.574.1841 or` '7 ?r '�s' `��r. Y i • ,J z C1 I I i ATS 7/8" FIELD IWINNDOW it I ATS 7/8"' Rd Ac i I -- ATS 5/8" REVISED COTTAGE ENTRY SCALE: 1/4"=1'-0" �•`� �1•- " VGA � �` z Line: Single Story SIP Panel Shearwall- Line: NOT USED Lateral Force: PH Lateral Farce: ,If r Trill th: ft Trib Width: ft G"onlefrk Modification: Ills Geometry Modification: Ills f Total Wall :Len,th 0 Total Wall Length: ft Short Wall I-CrIgth: ft Short Wall Length: ft Wall Height: ft lit:o Wall Height: ft Roof DI-: psf Roof DL: i list Trib Width: ft Trib Width: ft D I-Opp Pt of OT: lbs DL Opp Pt of OT: lbs Wali %\eight I'st WaII Weight: i psf DL Factor: Wall: DL Factor: Wall: Force: 6190.0 Ills D Force: 1.0 It's Shear(N,): 123S.0 plf� Shear(V): 1.0 Pif Short%%all O.T.M.: 53710.0 ft-It, Hold Down: Short Wall O.TAI.: 1.0 ft-lbs Hold Down: Short%\all N 1.R.: 2000.0 ft-lbs 11; Short Wall M.R.: I.0 ft-lbs 6 Uplift: 10794 lbs Uplift: 0 lbs U% LVOW ;Rn-c T L% coivv"tPAL VJODD 5 WkV, VkWg> GOM F69— I i C1 I o i. LL F2.6 ATS 7/ I FIELD CUT I . o I. ! 'WINDOW `,� F2.6 OE I . WF1.0 i . t�r't ATS 7/ 0 F2.6 LL F2.6 WF2.0 WF1.0 ATS 5/8" ' REVISED COTTAGE ENTRY SCALE: 1/4"=V-0" K 1 1<45i� oz t.35c1�cYt(a ' \ U 7 � I 1 t- aAL � ft 11 c_( S 51 14 �`iNVI✓" 7V'. 1 1 , .__-_ y�ii { II 1 I� 1fI I} II +I� ,'� "��.0. YFr �il�i Uf P JfJ,.J I ' F- 11_�1 �/ ;�" tit � , :� `:.. � '•�'\ � —K.a. •.� �..:+� --_ �. lam, \� J 4 l o �. ` � # �.. ��� ✓ �'\ �� / '.. �.... ! � �� y�f .�7 — T (J�`D o fir,- T•� �' �0-3� �—� Nov _\ I _ I GT'{OF °i_iR�IOVaIvS[IdD i D.,U r �z r � � f TV no Av z, - o , J r r ' J i i i If • INN, - --J i 3 r" NEON 1 -i_-. z/tZ ova s�Ps Yt �apN GKt jj :110,11:1 111A e ,. .: ,: .Ke-..! r,-•_� .. ,P=_ i. ..r _1..' .- _ 1�'1 f i' I r :.` _ - .,�� �$- o--S(OS �Z�� - ...,, ..-F'— '--� _.rf��:-. T�: �.�-� _'-. _.Ib."_t .• -� sal -a::_ •a' �� - - - - —`i_` _ - t 1 Y r 17 Z� 7� � r f � V,-- r-� S a V,6A- to S O-y e,— S ►�S /o'f C'b b 4r November 9,2009 . City Port.Townsend 250 Madison Street Port Townsend, WA 98368 RE: Kirkham Residence Clay&Gaines Port Townsend,WA . To Whom it May.Concem: The concrete walls on the above noted project may be either poured in place with conventional forms or can be installed with ICF forms at the contractor's option. The ICF should have an equivalent core thickness to the thickness of the concrete walls noted on the plans and the reinforcing.should be placed as noted on the plans. Providing these conditions are met, the use of ICFs will not affect'the.structural integrity of the project. If you have any further questions on this project,please contact me directly. Thank you. Sincerely, Brandon e ms,P:E. is Principal Maple Brook Engineering,Inc. Q N NF wAS61 N Z �� v� 1'; tIJ .\11`I-�' �,90 ,¢��0043032�p NOV — t1`'J1 I EXPIRES 05/18/20 clTr or po«T�ow;v:tNo n;D www.niaple-brook.coni Phone- 54.1.574,1855 Fax: 541.574.1841 E � a 1 f November 9,2009 Citv Port Townsend 250 Madison Street Port Townsend, WA 98368 RE: Kirkham Residence Clay &Gaines Port Townsend,WA To Whom it May Concern: The concrete walls on the above noted project may be either poured in place with conventional forms or can be installed with ICF forms at the contractor's option. The ICF should have an equivalent core thickness to the thickness of the concrete walls noted on the plans and the reinforcing should be placed as noted on the plans. Providing these conditions are met, the use of ICFs will not affect the structural integrity of the project. If you have any further questions on this project,please contact me directly. Thank you. Sincerely, Brandon e ms, P.E. Principal Maple Brook Engineering, Inc. �'DON yF OQ,P of WAS4 q�Goo43032�pQ . � 1 _F pr�;:,l ili�,���CrdG —II EXPIRES 05/18/20 6-H DS:� www.rnaple-brook.com Phone: 541.574.1855 Fax: 541.574.1841 City of Port Townsend TABLE 17.16.030 Residential Zoning Districts-Bulk,Dimensional and Density Requirements DISTRICT R-I R-II R-III R-IV MAXIMUM HOUSING 4 dwelling units(Multiple 8 dwelling (Multiple 16 units per 40,000 sf 24 units per 40,000 sf DENSITY(units per dwelling units on a single lot dwelling units on a single lot of lot area of lot area 40,000 square foot area) must be contained within a must be contained within a single structure,except: a single structure,except: a permitted accessory dwelling permitted accessory dwelling unit(ADU)may be unit(ADU)may be established in a separate established in a separate building if allowed by building if allowed by 17.16.020 PTMC) 17.16.020 PTMC) (10,000 sf of lot area per unit) (5,000 sf of lot area per unit MINIMUM AVERAGE 10 units where a parcel 15 units HOUSING DENSITY and/or contiguous parcels (units per 40,000 square under single ownership foot area) are 12,000 square-feet in size or greater MAXIMUM NUMBER 4 (Note: limited structures 4 (Note:limited structures No limit No limit OF DWELLING UNITS with more than 4 dwellings with more than 4 dwellings IN ANY ONE per structure may be permitted per structure may be STRUCTURE through the PUD process,see permitted through the PUD Chapter 17.32 PTMC.) process,see Chapter 17.32 PTMC.) MINIMUM LOT SIZE 10,000 sf=single-family 5,000 sf=single-family 3,000 sq ft=single-family detached detached detached;5,000 sf= single-family attached (duplex);7,500 sf= single-family attached (triplex); and 10,000 sf= single-family attached (fourplex)and multi- family' MINIMUM LOT 50' 50' 30'except: 100'= WIDTH multifamily MINIMUM FRONT 20'except: 10'except 20 feet for 20'except: 20' except; YARD SETBACKS 50'=barns and agricultural garages with vehicle access 10'w/side or rear 10'w/side or rear buildings facing a street right-of-way parking/garages;garages parking;no setback for and 50'=barns and with vehicle access facing multifamily structures agricultural buildings a street right-of-way must located within 200 feet be setback 20';no setback of an abutting mixed use for multifamily structures zoning district located within 200 feet of an abutting mixed use zoning district MINIMUM REAR 20'except: 10'except: 10'except: 15'except: YARD SETBACKS 50'=barns and agricultural 100'=barns and agricultural no setback for multifamily 20' if directly abutting buildings,and 100' if abutting buildings structures located within an R-I or R-II district;no a R-II,R-III,or 200 feet of an abutting setback for multifamily R-IV zoning district mixed use zoning district structures located within 200 feet of an abutting mixed use zoning district See Back of This Page For More In order to achieve the minimum density, subdivision of parcels 12,000 square feet or greater shall not allow individual lots larger than 4,000 square-feet unless said lots are reserved for multi-family dwellings. P:IDSDTormsWuilding FormsUnfornnation-Table 17.16.030 Res Zoning Districts.doc Page I of 2 05115109 City of Port Townsend TABLE 17.16.030 Residential Zoning Districts-Bulk,Dimensional and Density Requirements DISTRICT R-I R-II R-III R-IV MINIMUM S. IDS 5' except: 5'except: 5'except: 15'except: YARD SETBACKS I0'=abutting a street r-o-w; 10'=abutting a street r-o-w; 10'=along a street r-o-w; 20'if directly abutting 20 feet for garages with 20 feet for garages with 20 feet for garages with an R-I or vehicle access facing a street vehicle access facing a street vehicle access facing a R-II district;no setback right-of-way and 50'barns right-of-way and 100'= street right-of-way and no for multifamily and agricultural buildings and barns and agricultural setback for multifamily structures located within 100' if abutting a R-II,R-III, buildings structures located within 200 feet of an abutting or R-IV zoning district 200 feet of an abutting mixed use zoning district mixed use zoning district MAXIMUM 30' 30' 35' 35' BUILDING HEIGHT MAXIMUM LOT 25% 35%except 40%where an 45% 50% COVERAGE ADU is included on the lot MAXIMUM FENCE Front=4'-,Side=8';Side Front--4';Side=8';Side Front=4';Side=8';Side Front=4';Side=8'; HEIGHT* abutting a public right-of-way abutting a public right-of- abutting a public right-of- Side abutting a public =4';rear-8' way=4';rear-8' way=4';rear-8' right-of-way=4'; rear-8' • NOTE: Maximum fence heights apply within any required front,side, or rear setback area or along the edge of any required yard; refer to Chapter 17.68 PTMC, Fences, Walls, Arbors,and Hedges for specific requirements. (Ord.2967 3 4.2.2008;Ord.2939 33 1,2,2007;Ord.2913 3 2,2005;Ord.2925 3 4,2003;Ord.2782 3 4,2001;Ord.2716 3 4.3, 1999;Ord.2700 3 11, 1999;Ord.2571 3 2, 1997). P:IDSDIFormslBuilding Forn:sVnformation-Table 17.16.030 Res Zoning Districts.doc Page 2 of 2 05115109 Fred Slota From: Michelle Caron [greenandgreener.design.build @g mail.com] Sent: Friday, September 25, 2009 7:25 AM To: Fred Slota Subject: Kirkham Residence Good Morning Fred, Here are the project details for the Kirkham Residence at the corner of Clay and Gaines Street, Port Townsend. If you have any specific questions or RFI's please send them my way. Have a great day. Michelle Caron Green & Greener (360) 385-5303 (Office) (530) 966-6857 (Cell) greenandreener.design.build amail.com Kirkham Residence Parcel # 969 912 508 Permit Application #'s BLD09-199 & BLD09-200 Project Description/ Details Two Buildings / One Site Concrete / Slab On Grade with Radiant Heat Tubes Throughout Roof Material /Metal Decking Material / Tuflex Siding/ Combination Wood-Metal-Composite Insulation/ SIPs Heating /Radiant Tubing/ Woodstove Back-up Drainage Control / Rain Pond Water Heater/Tankless Water Heaters Wall Finishes / Drywall / Wood Paneling FLE COPY Floor Finishes/Concrete / Vv,,od /Linoleum z r� .�.,, tv �'. P ��' S- x' �' �'�•„� �gr � '�♦ � ��' �'an.�"94 8',y b'1 C� 'k ''t; �-.> i� � ri�. {�� �,il,, a,* ar'� ° ..sr.+�.ty�+ a +`^`Y �g:�,s _ r sa �•,�. k��.r;�ye:"''"� v� '` ."� �,, �l�yyx �r i I `# P S •�' £ �Fl <-3'� `# „.'�` i.�4�gPs�°.,�� � _ qj � �.P .�. 3i�';,�.;r�® ;,"2,'„ "C` '�` �j f ra ` ,�,�+' » d ,,1. ® e- a"4-i»e,. -- �+ ��?' �q .•�. ,�.K°`�'�xa. � ,z rr' "`'h 9�;�.32'"x �g+'� .'�w..ry rit Jri�ny< al.. �."w�.:, •t� v \t�^ M s. �i .�.,�,,z'��, a �b ?�.. �� ��: k`ti�ti #{;a, r�p.�#�S _ ;,p� _ Y •4s�` V '�a" �. "`� -Y, r-"�: � +'v.. '.�s ::� '4• 3�za; �g.,. .M. .r '�d v J.�t .p'firNh �`�� A ice. �•"� 'fir•.�,�, .�1 �'``z�' '^tc� r' "'��''�.., �T��, +;}�a:,na '�' �'. ,-�.�� er ..- _;,_. » ,-, » » �r. -.. t., �� c�,r�2t.; � f � � s.;<,v: s .i�:. ,.•;,r.. at�`5�..'':.�'b''S��:em_ a.Fa�.:�� .�.�`.F': `' �°`�` Pti'• �;: �a 'si°far `r, y»a,°_,3., �._:=i.+�' ;� aev,....�:5;� s sus'���'%,,°;� rC -h'. 4'.�^ e4" '.i°oa;. `' :'^E 4 =:'�i'Pi � . � i." p, ,c.-� ,r`xM'�#��F•r�.T`�`�'�is �x &;.;. §sue ..a, s��s±?,, :i .,'., rr.' ..,ms F..a•-;s: st s �aka,. { fv Pam., a'' C*� �. ..� - `l:. i( W F�-x..!'°.x f. q' 14� AY�.�,.. .)..�.�w. �•..w N-w r ors s� :; ��,, �. �- . •r � �: � ����" -'�. ='�a x:�� s- �� �� .d�•$�«,ye ,Y�. ''S .k�. t�.!«9�.E�.. 'i� f,• v.��C" n`G:..�^';,• ::r..:r'- ��.'.-- ". ".. 8"3. :.. •�L, airv:. �.. J..: ;..;� a� h'i »..:. *5..�.Yt... "�... ,.,Y..r p3 S.e..3 1"R� F+q°�• fr`- ,� �'w... ". ,.. .i„ gip, ��;. ;.;, •x. :#: ,--y t,«s., ..:.I^b•d .t. L.:�y. �:1,�s$: ,... eyY 1 fr,,... g _. r _.ry?§�i. k.7Fc•F.�fi t+o �R ,.Y" r...,zx 3�„ ,�`„ ».r��'`� �NY„ a? } cs. xat •=%rT{'.3� ,«ate `r ..o .`Z. �� t �wr:,,, a a,d F ,q � t,""�-�4. ..>✓ ':fi ti ,.,9r a `,tv`. -:s. �b;.r,;Lc:S.. s.��s,.., S ,� ;' a» ,� ,..p .�e ��,, �!.:,.�; a.x ,..�rrT- ,:�i..: ,y, ��y -`. - t::�-�. S-? e i .,ti a'.��. ;a _ a.�;'��'aa� •.pia �..�..- �"` ,3x``. A'",.� > ^'r.. '" ..6 yk. �'ag A .,2.. y k a#oi`; A4tt ,�.,_p. ",� �;•+F`' z e r .i ,._�^xi �..S� .,�..� •'4d' .»a f,». ;,� x �.. `'«°, �;kya .: �a+��na& i+ t r,�a:�,; 4. .Frt. E � .; �,. r�„'.` �'' ..,a;,.., � <�'• .,# � a"e•4t, k, ^»e�.� �` ..�' .iri�7- ? - �"; _, , ..3,:;, vim.,. .. � .'s. � ^5 .� ';�z ,e�3�' s '�, � �xlw, sH ,AJ�';3:�: _:`..✓. Y "''ram �Q 9 �+' iY. � � �'�'� ;.,`?Wk'�•t`.�` F3�. V; M t*,$r..i.,. W�a€3iM..... £:�:.� .dry. �..,. �'� ,y�.7. 4t� �p_'u °�::.: �, � !fl � b =@ t�•� A ',.,a � � ..,.• r Viaa r ^' f ' '� 'S eA?.: -:1:' 'Q kf• `§ •. d °>'�-. is .t� f" �•�i.�" �.. 41� 4 �d q ,} R �, .?�:.r,^t`'S,::. ,� {z� _� ,....,_,.�, k.E �.:,>,6 ., .<. o.��... r,-. �.: ,,ew a ,,.>.�i..-. ,� -., �,k, � ,,. �. �.°.0 �..�➢°. p7.. aGr ,{.. Y `,�,wd :s?y.d.:. Y :P$- r`i �. ,! ,-� .a+-n.v'� 4., .,`�.:`+T Ya+ ..�. 5'�' � i•.. •.'S...!xc'�Y ..•:t*..x w., s>:. _... .. v, :,. r .s-... �� .:�� �'... "-e:; 6.x .3 1.a sr .._,,. ., z::- man ,.• s � -: 8 ,: v ' i.+;,:: ,. <w-:.. ..< ..r..�,.. - �s x- , .. ._�v.*"` R..,a 'Y � .,»r'. .;-�.r<: tw ;�:,o. .��';g,.. ^a � "'d4 ,•w<, F x i ,u, -;i ,*& � ��., ,as,a,. .. ,..,,. ,».. a », a, ,:�... � �4��Y.'a.-.. . ,.arir,: .. .. ;'* •,.�t �. iy;iy, ,,'�•, ui� ,.�'. .+.: .,:::.e-ra..�r -` cr:,` ,,.. .. .•., '., �. -._ k _.- ix�, at�'..,a.,„ .? a a� .�r -;.., sue....., ... �,..r ..•...,D .:. �;__ • - K { sr.x... .;.. „><, c �. ,�:a�' '•;h x,. ,. �..ti. , t.�.N. ,. .•,. s:.., �� t. M, �'. . -fx, .. ...,.: ,. ... i ..� � ,,.; ,=a. 7 7 •.1Es � '+ '.�� �,Rx.� �-,. .a., s,.., ..«, ... d i,�{.:r; �A •„� _ ,r+ :,: ,: -max .,;y»`z ��-. „� ":'S'.' .�� a5 s. -. , -3..,. .... r ,sif;.,;1• ,;t. _.,.ir" G r. F ;;3" �`�... ', `=.. M+ `%'.'. 3�oT��,+ 'i. i� .4a•"�: ....:psE. v- r c. ,. is.,,,,._..F .,, ..,,.�_ z ,.::.... :..x.. v wn.. ,,..P °>.kf�d ..+•„ r� w. ''^<c ` 7 n.1'✓' ,y „�6 �..-;xi.: '�S'!' s'� s �°d i Y'. "�� a,:,, w.�,,. . b ,�.,w i :+�,;.,.. y ,ts :... ., .. i �.,"S P *.d- k•�e.. »r� .q..''. '- 5+ yr.°.;.n � �y mi,.. �` .`Lt ro �¢;,_.. 'tf� f l kla ,.... r...+r •xa _.q . "�;:. ..,f: r�t� C.:x .ad. ... *.^R ...,: 'Y .�,e. .a,. ...,,.. -.,.:a. . �d ri .....�....„< v- ti" ..,:r %S° „� -."'�. ✓4 .s... t=,a - �.*s- ,s `�'• ., � �.��a'r P �� .P,�; ,t ��1...�,�.{�, »s`< ',y .rs"...., a.�`+f »'�'.e ! .� ..: ® ,�: .�. c a.4..,�. f ,s, r a &:..�,. �,.. � x •rsr �' ,s, r:�:n� �.� � a•s,n r.. ram - ,e. r� � .:- �, �Tx...<= a .. ,: .:..��. .... 's. ..,.f es .t � � .:.r �, ;� 3 �• .��H .S 1.xD'^"., Y. d y .�. ..._ •.,..>. r:r f s:,. *„- . .. �.. �,_ � ... `�. .:.'<v�.�. �«.. '� .fr ..,. ..t: f� ""�'"'.;•.rS r ��..,� "l..ed ,,//'''14 -k'S:. ..i> ..ar`�x ,`.:..H..9 �r,�..,.h..,.:. ,:,. - �i'f :.. _,,,. 'ss _�.,�s.-. �C 'l((yy P �' •�, F ,�'$ r! us. ^i • Y '{� �.�.ry SY3 A u�s Y� �T .x§, c�, R w�r J�� � -.4.: ,£�• �"E� ? v, ,� c ¢ a ;�. a! � " �;•. .. — � .., a �.y" t��:.� .a a ,»?.,.t �,s -6,. o�}••E' y na� ,� •k.:A , .•,a e...� ,,,;.., z;R.._ � ,a `• .� a.a�.�dz{'s J: a "f. �� .g�..�:.;f i,� '�. $. i1.6.. �,. .,,.- -•�.:... � 'txnf".,« ',, ." �, .:...5r P a..z..e:�c& y�r .�'R ..¢s; ;�"�+.'� •-:fi:"5, t. �„ya�`f=.;> �C_.f.�t> .> .a.,a. .,t�'t#.� ✓ .,,..»zs,:. `.�:. i,.�, �+' t i +c..c: � k.�: . : l : �� r�" �'r�a'•^iz,`�a r.�.'7 :•. � t.��.`"°ab"�' rt"'� ..,�r -�r� ., "�.n� . _..._, .�_. :a +�i� x�r.e�:.�.�� .,�.,� �_„c-����r�x.,.a..��'sk ..•.r�,a:'��s�:�srk�. `��;�-�� 'rza.-.��s�r�� �.:s ;�� ^� Parcel Details Page 1 of 2 W ry:7 Dome County Info Departments Search Parcel Number: 969912508 SEARCH Parcel Number: 969912508 Printer Friendly_ Owner Mailing Address: RICHARD KIRKHAM 155 RAINBOW DR LIVINGSTON TX773991055 Site Address: 2036 CLAY ST PORT TOWNSEND 98368 Section: 11 School District: Port Townsend (50) Qtr Section: NW1/4 Fire Dist: Port Townsend (8) Township: 30N Tax Status: Taxable Range: 1W Tax Code: 100 Planning area: Port Townsend (1) Sub Division: MABEL ADDITION Assessor's Land Use Code: 9100 - VACANT LAND Property Description: MABEL ADDITION I BLK 125 LOT 7 1 CERT/LTS OF REC #518862 1 Click on photo for larger image. X xJ No � No 2nd Photo Photo Available Available No Permit No Assessor Data _ , ai_v_, Sales Info Map Parcel Plats_&Surveys Available Data AvailableaX HOME I COUNTY INFO I DEPARTMENTS l SEARCH Best viewed with Microsoft Internet Explorer 6.0 or later Windows - Mac littp://w,A,\v.co.jefferson.wa.us/assessors/parcel/parceldetai1.asp 12/3/2009 o�QoaT Tow City of Port Townsend u a Development Services Department 250 Madison Street, Suite 3 WwA Port Townsend WA 98368 360-379-5095 Fax 360-344-4619 REVISION TO BUILDING PERMIT #13 0 9 - I Revision # OWNER: �r1 f; hn SITE ADDRESS: �D D L.-Iq Total Value of Revision: $ Impervious Surface Change? Yes ❑ No Revisions require 2 sets of plans and a written scope of workthat fully describes the proposed change plus any additional information that will be of assistance in issuing your revision. if your plans were stamped by a design professional,all revision submittals require a stamp with a wet signature. Be aware that changes to the existing approved plans may also require you to revise your original building petInit ae licap tion(lot coverage, impervious surface,structure square footage,etc.)and energy c dedo ents(changing windows, ieat'l"uuF tc.)to conform to your proposed changes. Scope of work: Z ��� /�''✓UV f V 1 (,-j c (N i N, Applicai.-Sigfiature� Date C OFFICE USE ONLY: Submittal date: Two sets of plans for revision_1 Approval of engineer of record(if original plans engineered): ❑ Yes ❑: I I )'1 NA 4 ^rr� PADSMDepartment FonnskBuilding FormsUpplication-Revis ion.doc CITY OF PORT TOWNSEND DSD f1 eto n Services T of PORTMad son Street Sbu�te 3 ~ `�� � ` Port Townsend WA 98368 MIN ��Y� - ° = z � � � +Fax 360 344 4619- _ �was� it ofp Residential Building Permit Application u � Project Address: Legal Description (or Tax#) OfficeUse Only ; Zc7 C� �L Addition: =Permit#BLD09EI ' - im � Block: Zoning:., ra tt. Parcel# � -T �j% - Z) ( ) /�ssociatedPermits Lot s : � � � Pro ect Descri lion: F " j p b P Applications by mail must include a check for initial plan review fee of$150 for projects valued over $15,000. See Page 2 for details on plan submittal requirements. Property Owner/Applicant: Building Information (square feet): Name: if rc ;z�4"2:� I- ¢,,yl _ 15t floor Garage: ISO S� Address: 2rd floor 20 S-h Carport: City/St/zip: 3rd floor Other: Phone: Email: Basement Contact/Representative: Finished: Unfinished: Name: Decks/Porches Phone:�� F66„ 6- F-ST Covered: 35-2 Uncovered Email: m a 'it-4 Heat Type: Contractor: /O<fame as Owner Electric Heat Pump Other �/FJii4.^-% Name: Total: #Bedrooms_ #Bathrooms Address: City/St/Zip: Size of lot G 0 5y Square feet Phone: Total Lot Coverage(Building Footprint):* Email: Square feet: State License#: Exp: Impervious Surface:* City Business.License#: ,Square feet: dO *Total existing&proposed Lender Information: What year was the structure built? Lender information must be provided for projects over If work includes demolition, see Page 2 $5,000 in valuation per RCW 19.27.095. . Name. ON d Any known wetlands on the property? D Project Valuation: $ Any steep slopes (?1.5lo)2 _N n n rr r, F-, IS 15 U U L I hereby certify that the information provided is correct,that I am either the owner or authorized Ito''act on-behalf•of•the-owner-� and that all activities associated with this permit will be in accordance with State Laws and thef Forth Townsend Municipal Code. Print Name: (C-ft7� c� C•�,Z c. Al !� L! DEC - 7 2C09 I Signature: - Date: v I t yr rvr I 11.'Y:IYJCIYU DiD Page 1 of 2- 10/7/2009 -OVER- RESIDENTIAL BUILDING PERMIT APPLICATION CHECKLIST This checklist is for new dwellings, additions, remodels, and garages. 0 Residential permit application. 0 Washington State Energy&Ventilation Code forms ❑Two (2)sets of plans with North arrow and scaled, no smaller than '/" = 1 foot: 0 A site plan showing: 1. Legal description and parcel number(or tax number), 2. Property lines and dimensions 3. Setbacks from all sides of the proposed structure to the property lines in accordance with a pinned boundary line survey 4. On-site parking and driveway with dimensions 5. If creating new impervious surfaces, indicate measures utilized to retain stormwater on-site 6. Street names and any easements or vacations 7. Location and diameter of existing trees 8. Utility lines 9. If applicable, existing or proposed septic system location 10. Delineated critical areas boundaries and buffers ❑ Foundation plan: 1. Footings and foundation walls 2. Post and beam sizes and spans 3. Floor joist size and layout 4. Holdowns 5. Foundation venting ❑ Floor plan: 1. Room use and dimensions 2. Braced wall panel locations 3. Smoke detector locations 4. Attic access 5. Plumbing and mechanical fixtures 6. Occupancy separation between dwelling and garage(if applicable) 7. Window, skylight, and door locations, including escape windows and safety glazing 0 Wall section: 1. Footing size, reinforcement, depth below grade 2. Foundation wall, height, width, reinforcement, anchor bolts, and washers 3. Floor joist size and spacing 4. Wall stud size and spacing 5. Header size and spans 6. Wall sheathing, weather resistant barrier, and siding material 7. Sheet rock and insulation 8. Rafters, ceiling joists, trusses, with blocking and positive connections 9. Ceiling height 10. Roof sheathing, roofing material, roof pitch, attic ventilation ❑ Exterior elevations (all four)with existing slope of the land in relation to all proposed structures ❑ If architecturally designed, one set of plans must have an original signature ❑ If engineered, one set of plans must have one original signature ❑ For new dwelling construction, Street& Utility or Minor Improvement application If you are proposing partial or full demolition of a structure that is at least 50 years old, per Ordinance 2969 Historic Preservation Committee(HPC) review is required. If within the National Historic Landmark district: $58.00 for full committee review. If outside the National Historic Landmark district and not on the Historic Register: no fee for HPC Administrative review. Complete HPC Form. Partial demolition includes exterior demolition for additions and remodels. Page 2 of 2 - 10/7/2009 -OVER- Deve opment Services o�Qoer Tom 250 Madison.Street Suite..3 i - Porf'To_' sena WA'98368 ; Phone: 360-379=5095 Fax-360 344-4619 9j�q�W fi Www cityofpt:us Residential Building Permit Application Project Address: Legal Description (or Tax#): Offrce Use Only L Addition: Perrrttt#Bt_009-` Q�'GI Zoning: Block: 2� Assoctatecl Permits: Parcel # 9� Lot(s): �" N4tiPt3��:1� 9�z sow c�oc� Project Description: o t�J F 1C A /9 Ov c. o oo3 Applications by mail must include a check for initial plan review fee of$150 for projects valued over $15,000. See Page 2 for details on plan submittal requirements. Lender Information: Property wner/Applicant: Lender information must be provided for projects Name: over$5,000 in valuation per RCW 19.27.095. Address: Name: City/St/Zip: Phone: Project Valuation: $ Email: Building Information (square feet): 1 Q floor O Garage: 00 " 2rd floor�? _ Deck(s): Contact/Representative: 3r° floor Porch (es). Ol)f' Name: vY714m] Basement: is it finished? Ye No Address: 70D Cfir S1: Carport: Other.__ e City/StJZip:1&"' "- New [!WC, yy/{- Manufactured Ho El ADUX Phone:?��S=S1T.b�" / e Addition Ho Cl Email: .Od 64/ Type: Electric Heat Pump Other rpuj Contractor: Same as Owner Total Lot Coverage (Building Footpprint)2:`�v►�7 Name: Square feet:� % 7i7• Address: Impervious Surface:' G' City/St/Zip: Square feet: 1_ `Total existinq &provo5ed Phone: What year was the structure built? Email: If work includes demolition, see Pag 2:"` State License #: Exp: Any known wetlands on the pr rt YNy? Y/ N ) City Business License #: Any steep slopes (>15%). ��� I hereby certify that the information provided is correct, that I am either the owner or authorized to ct`ort behalf of�r� own r and that all activities associated with this permit will be in accordance with State Laws and the Pot Flo turaiap e Print Name: �(,(- 9:_ SEP 2 2 2009 Signature: Date: l Page 1 of 2 -5/14/2009 CITY Of PODRT SD OWNSEND f:��. 1 f I '... _ t j �:w. '+ f ] 4:�1J-i.'. .. :�1 ZiI tits lCti.s...w..v�..wsti�v.+-�_.��r..f..........�-..w�..rw�..w.i.+r.� PORT TOY �O y � a Receipt Number: 09 0793,z= jM Recei t Date 09/22/2009F Cashier SFOSTER Pa r/Pa eeName tMICHELLE,M CARON/KIRKHAM t ,_ w Ort tnalFee Tt A m ount, �� Permit#c iP, I Fee,Descripti 6h Amount -Patd „ w B la ce ;`-e„:.,�, ,3 .•_ 3. . BLD09-199 969912508 PLAN REVIEW DEPOSIT 150 $150.00 $150.00 $0.00 Total: $150.00 Xx`.� Y- '" fir , s .'e'., K f,�3 ol � Pre�ious Payment History Receipt#„ Recet{tkDate w Fee Deesscnpt on a Amount Fatdx Permit# , FaM tigent � Check -ay ent �Nlethod N tuber Amourit CHECK 1092 $150.00 Total: $150.00 E C E U D genpmtrreceipts SEP 2 2 2009 Page 1 of 1 CITY OF PORT TOWNSEND DSD VORT Tp h 0 o yNo Receipt Number Receipt Date 10108/2009 '44 ON Cashier FSLOTA ayerlPayee�NameKIRNKHAMRICHARD�D T4, ArOngmal Fee Amountsill 11"?s Fee Ferm�td#' ry Parcel Fee Descnption * Amounts Paid Balance . � rx _ _ « a :, _ _ � a BLD09-199 969912508 Plan Review Fee $623.19 $623.19 $0.00 BLD09-199 969912508 Energy Code Fee-New Single Family i $100.00 $100.00 $0.00 BLD09-199 969912508 Mechanical Permit Fee per Dwelling Ui $150.00 $150.00 $0.00 BLD09-199 969912508 Plumbing Permit Fee per Dwelling Uni $150.00 $150.00 $0.00 BLD09-199 969912508 PLAN REVIEW REFUND 150 -$150.00 -$150.00 $0.00 BLD09-199 969912508 Building Permit Fee $958.75 $958.75 $0.00 BLD09-199 969912508 State Building Code Council Fee $4.50 $4.50 $0.00 BLD09-199 969912508 Technology Fee for Building Permit $19.18 $19.18 $0.00 BLD09-199 969912508 Record Retention Fee for Building Per $10.00 $10.00 $0.00 BLD09-199 969912508 Site Address Fee $3.00 $3.00 $0.00 Total: $1,868.62 Prev�ous�Payment�Histor}rz , j� �14 � A� � � Receipt# ' Receipt Dated r Fee Descnption s a3 mount Pad W. Permit# 09-0793 09/22/2009 PLAN REVIEW DEPOSIT 150 $150.00 BLD09-199 Payment CheckPaymenf $z x . iMethod Number Amount CHECK 2037 $ 1,868.62 Total: $1,868.62 genpmtrreceipts Page 1 of 1