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Op pORT TOY CITY OF PORT TOWNSEND u DEVELOPMENT SERVICES DEPARTMENT 250 MADISON STREET—SUITE 3 PORT TOWNSEND, WA 98368 �w PHONE (360) 379-5082 FAX (360) 344-4619 RESIDENTIAL CERTIFICATE OF FINAL INSPECTION ADDRESS: Zb34 G,b� �b1t-\ /��L.aVISLI ,A . PARCEL NUMBER: �i`tq Z50� BUILDING PERMIT NUMBER: IMW 'SL-bOc _ � PERMIT APPLICANT:�Rl c.�kr k 't� , This form, when signed and da y 7m't' i of Port Townsend building inspector, certifies that the work performed on th uctureed above, under the specific permit listed, conforms with the requirements of rt Townsend Municipal Code. Inspector Signature: +01 Date: This form is a three-part form. T 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 BE KEPT ON FILE BY THE CITY FOR 90 DAYS AFTER THE DATE OF FINAL INSPECTION. AFTER THE END OF THE REQUIRED 90-DAY TERM, PLANS NOT PICKED UP WITHIN 30 DAYS MAY BE DESTROYED. pORI, yNF Inspection History U C Page 2 9�4 WAS Application# BLD09-200 Report run on October 20, 2011 4:50 PM .•. . f Iris`Pie AA. . a I p ection 'Ins ection .o .F .�$' .,act .t3-°.g.: .. 5q5- .� !.ci .e.. s�a ..a.rr.>�s< �.. T. .Y=x" Y '+ram o:Sx ." -P 0,4 Tax Acct# Pro ert Address ,.:Type t:.- Result Date .*,Sta`"s "Comments p Y. � � 4 � � _. � to �.. r w INSULATION Insulation PEND Michael Hoskins GWB Gypsum wall board nailing 09/30/2011 APP Inspection GWB Gypsum wall board nailing PEND Inspection FINAL Final Public Works PEND PUBLIC WORK r FINAL /Certificate of Occupancy PEND BLDG./C OF O genpmtrinspecthist Poar>,�,� Inspection History U Z O �C Page 1 9��WASM"- Application# BLD09-200 Report run on October 20,2011 4:50 PM .' x Iris ecton. .��. r :r -` _ , P• _ Ins ection ns ectton Inspection .,•.. . ,, p, r P .. ,.p c .; T x Ac t# Pro ert +Address Inspector `;T e., x-lns ection Desch tton I -DD <;•; �, P, Y, YP p P Resu t ate Comments.a C = �; r N.:' e . cc .StatUSh r .., -.. .. - ., ._• ,.r .�_ ,...,'�.� ....'att�,.; .,.... ., 969912508 NEW ADU TESC- Silt fencing, construction PEND 2036 CLAY ST FENCE/ENTR entrance ANCE Rick Taylor ROOF Building -Roof Nailing 04/21/2010 APP NAILING Rick Taylor SITE VISIT Site Visit 07/15/2010 APP Walk through for final. SITE VISIT Site Visit PEND Site visit performed on 7/15/2010 by Rick Taylor for final walk through. ` Plumbing, framing, airseal, mechanical, insulation and framing not approved in CHET. Also see permit BLD09-199. Rick Taylor SETBACKS Setback Inspection verified 12/14/2009 APP SURVEY through survey pins PINS Rick Taylor FOOTING Building -Footing Inspection 12/14/2009 APP FOUNDATIO Foundation drainage PEND N DRAIN Rick Taylor FOUNDATIO Building -Foundation Wall 12/31/2009 APP N WALL Rick Taylor PLUMBING Plumbing-Slab 01/28/2010 APP SLAB PLUMBING Hydronic piping PEND HYDR. SLAB Structural Load Bearing Slabs PEND FLOOR Building- Floor Framing PEND FRAMING Inspection PLUMBING Plumbing -DWV-RI PEND MECHANICA Mechanical- Equipment PEND L Rick Taylor SHEAR Building -Shear wall 04/20/2010 NAPP And SIPS roof nailing. WALL Rick Taylor SHEAR Building-Shear wall 04/22/2010 APP WALL genpmtrinspecthist CAJus 7=v V- o�, Jz� tip : 9 r '` S ��'7 � o03 E C E VJ E APR 2 2 2011 CITY OF PORT TOWNSEND DSD CITY OF PORT TOWNSEND DEVELOPMENT SERVICES DEPARTMENT 181 Quincy Street, Suite 301A, Port Townsend WA 98368 ?' PLUMBING CERTIFICATION PRESSURE TEST BUILDING OWNER �� N�� PERMIT# ADDRESS 2-03 0 CLAY DATE OF TEST 2—7-T— k: PLUMBING CONTRACTOR BoC l.3,¢aw4 w LICENSE# 50i4bOO-QGo -0 c.S ? ❑ GROUND WORK 9 ROUGH-IN PLUMBING ❑ FINAL i}°a f. . DWV WATER SERVICE Air PSI Air PSI Water 10 Head Water 60Working Pressure Time 3 p Minutes Time -3c> Minutes "r NOTE: TESTING REQUIREMENTS(SECTION 318 UNIFORM PLUMBING CODE)MINIMUMS: Water Test— 10' Head— 15 Minutes Test at Working Presure Air Test—5#PSI— 15 Minutes 50#PSI— 15 Minutes I hereby certify the information provided above is the result of the Plumbing System pressure test conducted by the undersigned at the indicated address and date. Misrepresentation of this certification is a gross misdemeanor under RCW.9A.72.040 subject to a two-year statute of limitation. VISUAL SYSTEM INSPECTION IS REQUIRED BEFORE . •.. •, ,;�,.� COVER. .4 Signature Date 2' 6; gt�oCc- 20� 1, City of Port Townsend Development Services Department Correction Notice PERMIT NUMBER 09 — \<�IC;( OWNER y�-�'n N!n n JOB LOCATION 2,6%G Inspection of this structure has found the following 'olations: 1, QZ 0. l?, You are hereby notified that no more work shall be done upon these premises until the above violations are corrected, unless noted otherwise. When corrections have been made, call for inspection. Date q�- 2'7`-- I. I Inspector 1' DSD Main Office (360) 379-5095 INSPECTION REQUEST (360) 385-2294 THIS NOTICE MUST BE KEPT WITH APPROVED PLANS ON SITE o�QoRTT CONSTRUCTION PROGRESS RECORD CITY OF PORT TOWNSEND Development Services Department 250 Madison Street, Suite 3, Port Townsend, WA 98368 POST THIS CARD IN A SAFE,CONSPICUOUS LOCATION.PLEASE DO NOT REMOVE THIS NOTICE UNTIL ALL REQUIRED INSPECTIONS ARE MADE AND SIGNED OFF BY THE APPROPRIATE AUTHORITY AND THE BUILDING IS APPROVED FOR OCCUPANCY.STAMPED APPROVED PLANS MUST BE AVAILABLE ON THE JOBSITE. PARCEL NO. 969912508 PERMIT NO. BLD09-200 ISSUED DATE 10/08/2009 EXPIRATION DATE 04/06/2010 ADDRESS 2036 CLAY ST CONSTRUCTION TYPE V -B OCCUPANT LOAD OWNER KIRKHAM RICHARD D PROJECT DESCRIPTION-E9fiTAGE/ADU CONTRACTOR OWNER BUILDER LENDER INSPECTION INSP DA,T/E COMMENT INSPECTION \ INSP DATE COMMENT TESC , ►o��► 2- v✓�� v-OC�$ No APPvXQF1, ()�E12 �ILI` /2//y/0 / d�-�-atcsl SETBACKS SURVEY PIN 0 0 1 le0/ FOOTING I I /y p9 �J s�i>� vt gl`T quc57iov s �,c K yJ/yllzolV 31 FOUNDATION DRAIN I a011, FOUNDATION WALL �oo F ,CAA tbA)6 k)(C lL y�Z�roiL' PLUMBING HYDR. SeG gLDD`1—I`�q (D�� ( l OIC SLAB FLOOR FRAMING PLUMBING MECHANICAL MGM I ►U I SHEAR WALL Rlc y/2t 'p y'�5"II INSULATION (H INIq 5: S GWB NyyE g 3b I FINAL PUBLIC WORK FINAL BUILDING TO REQUEST AN INSPECTION CALL(360) 385-2294. INSPECTION REQUESTS MUST BE RECEIVED PRIOR TO 3:00 PM FOR NEXT DAY INSPECTION. City of Port Townsend Development Services Department Correction Notice,,/n PERMIT NUMBER L1 D 07 'ZU(-D OWNER JOB LOCATION — Inspection of this structure has found the following violations: You are hereby notified that no more work shall be done upon these premises until the above violations are corrected, unless noted otherwise. When corrections have been made call for inspection. ,� ` Date 2 ZOr U Inspector LO DSD Mai Office (360) 379-5095 INSPECTION REQUEST (360) 385-2294 THIS NOTICE MUST BE KEPT WITH APPROVED PLANS ON SITE CITY OF PORT TOWNSEND n DEVELOPMENT SERVICES DEPARTMENT C" z� ' 181 Quincy Street, Suite 301A, Port Townsend WA 98368 PLUMBING CERTIFICATI ON PRESSURE TEST BUILDING OWNER �L t�L�LIa1�nn PERMIT# ���'-�0 2`_'0 ADDRESS 2-3 Jb Gi-A-Y DATE OF TEST I PLUMBING CONTRACTORI'. eo CyLowa LICENSE# rV-0 .e ?'S U-S GROUND WORK ❑ ROUGH-IN PLUMBING ❑ FINAL DWV WATER SERVICE Air S PSI Air (00 PSI Water Head Water Working Pressure Time I S Minutes Time (�o Minutes NOTE: TESTING REQUIREMENTS(SECTION 318 UNIFORM PLUMBING CODE)MINIMUMS: Water Test- 10' Head- 15 Minutes Test at Working Presure Air Test-5#PSI- 15 Minutes 50#PSI- 15 Minutes ' . I hereby certify the information provided above is the result of the Plumbing System pressure test conducted by the undersigned at the indicated address and date. Misrepresentation of this certification is a gross misdemeanor under RCW.9A.72.040 subject to a two-year statute of limitation. VISUAL SYSTEM INSPECTION IS REQUIRED BEFORE COVER. Signature I Date i j i °gyp°RT CITY OF PORT TOWNSEND o DEVELOPMENT SERVICES DEPARTMENT INSPECTION REPORT 9llr - �WA CALL THE INSPECTION LINE AT 360-385-2294 BY 3:00pm THE DAY BEFORE YOU WANT THE INSPECTION. FOR MONDAY INSPECTION,C)ALL BY 3:00PM FRIDAY. DATE OF INSPECTION: v� PERMIT NUMBER: 16 L h oci - 2� SITE ADDRESS: CONTACT PERSON: PHONE: TYPE OF INSPECTION: l7 � 7 WO LL cL JQ f fjTj %e 1,dV6 a)X L t t2 WYTKO L9 A-) !go ❑ APPROVED ❑ APPROVED WITH ❑ NOT APPROVED CORRECTIONS Ok to proceed. Corrections will be Call for re-inspection before checked at next inspection proceeding. Inspector Date Z �` Acknowledgement Date Approved plans and permit card must be on-site and available at titne of inspection. A re-inspection fee may be assessed if work is not ready for inspection. Ci of Port Townsend Development Services Department A .r oJ N_ otice � IS �ci� PERMIT NUMBER OWNER JOB LOCATION �� � l Y -s f Inspection of this structure has found the following violations: Z v a You are hereby notified that no more work shall be done upon these premises until the above violations are corrected, unless noted otherwise. When corrections have been made, call for inspection. _ Date Inspector f C le �6tv DSD Main Office (360) 379-5095 INSPECTION REQUEST (360) 385-2294 THIS NOTICE MUST BE KEPT WITH APPROVED PLANS ON SITE C) VVI- City of Port Townsend oFeoarTa�y� Development Services Department t� •4 � BUILDING ADDRESS APPLICATION 9�¢w Name of Property Owner: I t Q IZ-t�) -D K; , j<kq m Mailing Address: 7 S �� �� 454-_ �S D A Telephone: Property is located in-- Addition: Blocks d Faces/Access is from: j -- Parcel Number 61 ( 2- �bg Directions to the Proper draw vicinity map on back If this is a new ADU, has a building permit been applied for? _Yes No Date: Notes: N G - e Vi HOUSE NUMBER ASSIGNED: o �R y Date of Approval: 08 For Department Use Only: Application Fee Received ($3.00, TC 2200): Date: Copy to: Finance Fire Dept p IS Post Office Sheriff 0 Police G(S Public Works DSD database Assessor's Office P:\DSD\Forms\Building Fonns\Application-Add ress Number.doc:2'5109 o�QORT7.0�? BUILDING PERMIT s City of Port Townsend Development Services Department �wA� 250 Madison Street,Suite 3,Port Townsend,WA 98368 (360)379-5095 Project Information Permit# BLD09-200 Permit Type Residential -Accessory Dwelling Unit Project Name NEW ADU Site Address 2036 CLAY ST Parcel# 969912508 Project Description NEW ADU 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 12/31/2012 1 CA�6\ � z z - ***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 permit is true and accurate to the best of my knowledge. 1 further certify that I am the owner of the property or authorized agent of the owner. Print Name Date Issued: 10/08/2009 Issued By: FSLOTA Signature Date Date Expires: 04/29/2013 PORT TO BUILDING PERMIT City of Port Townsend Development Services Department �wnsr�' 250 Madison Street,Suite 3,Port Townsend,WA 98368 (360)379-5095 Project Information Permit# BLD09-200 Permit Type Residential -Accessory Dwelling Unit Project Name NEW ADU Site Address 2036 CLAY ST Parcel# 969912508 Project Description NEW ADU Fee Information Project Details Project Valuation $36,545.28 Dwellings—Type V Wood Frame 384 SQFT PLAN REVIEW REFUND 150 -150.00 Units: Heat Type: HYDRONIC PLAN REVIEW REFUND 50 -50.00 Bedrooms: 1 Construction Type: V-B PLAN REVIEW DEPOSIT 150 150.00 Bathrooms: 1 Occupancy Type: R-3 Extra inspection if necessary 50.00 Extra inspection if necessary 50.00 Building Permit Fee 512.45 Mechanical Permit Fee per Dwelling 150.00 Unit-New Residential Plumbing Pen-nit Fee per Dwelling 150.00 Unit-New Residential PRF-REVISION 150.00 Energy Code Fee -New Single 100.00 Family Unit Plan Review Fee 333.09 Technology Fee for Building Permit 10.25 State Building Code Council Fee 4.50 Record Retention Fee for Building 10.00 Permit Total Fees 1,470.29 Ca11385-2294 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 Date Issued: 10/08/2009 Issued By: FSLOTA Signature Date Date Expires: 04/29/2013 QORTro�y� BUILDING PERMIT City of Port Townsend Development Services Department �wA� 250 Madison Street,Suite 3,Port Townsend,WA 98368 (360)379-5095 Project Information Permit# BLD09-200 Permit Type Residential -Accessory Dwelling Unit Project Name NEW ADU Site Address 2036 CLAY ST Parcel# 969912508 Project Description NEW ADU Conditions 10. Property corner survey pins must be located at time of footing inspection to verify setbacks. Ca11385-2294 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 1 am the owner of the property or authorized agent of the owner. Print Name Date Issued: 10/08/2009 Issued By: FSLOTA Signature Date Date Expires: 04/29/2013 op poRT Toh City of Port Townsend �o Development Services Department 250 Madison Street, Suite 3 w Port Townsend WA 98368 360-379-5095 Fax 360-344-4619 REVISION TO BUILDING PERMIT # b L-t () �9- Zoo Revision # OWNER: K r K � q h'l SITE ADDRESS: Z1-�3 6 L L i4 '( Total Value of Revision: S 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 avare that changes to the existing approved plans may also require you to revise your original building permit application(lot coverage, impervious surface, structure square footage,etc.)and energy code documents(changing windows, heat source, etc.)to conform to your proposed changes. Scope of work: Val C) eQ c>yj2t�r r-J C (N N c ApplicCrddighature' ` Date OFFICE USE ONLY: Submittal date: Two sets of plans for revistOn� Approval of engineer of record (if original plans engineered): ❑ Yes ❑ No 0I NA (U � DEC - 4 �C09 CITY OF PORT TOWNSEND P:0SD\Depas rent Fonns\Building FortnsWpplication-Revis ion.doc DSD A � De v V/5 CS ices • VORT TOE y �oF tis .� � � a .e �i '25OIvladison'StrtedEt6ite,3 � 379 5095 was+ "viwriv:yofptus Residential Building Permit Application Project Address: Legal Description (or Tax#j �Office2Use Only a CU Addition: BLD09��'Zly�? , Zoning: Block: Assoaated Permits Parcel#� — Lot(s): Z � Project Description: 111101h_ FOR 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: 151floor yyV � Garage: Address: 2`'d floor Carport: City/St/Zip: 3`d floor Other: Phone: Email: Basement Co ntacURepresentatiye: Finished: Unfinished: Name: X4(Cf z (_(Z- awl Decks/Porches Phone GCl, —( ,� 7Z- Covered: -1�ZL' Uncovered Email: c tee.. , f(, „ y f� Heat Type: Electric_ Heat Pump Other_&n/4N e Contractor: e1 Same as Owner Name: Total: #Bedrooms #Bathrooms_ Address: City/St/Zip: Size of lot Square feet Phone: Total Lot Coverage(Building Footprint):* Email: Square feet: 1�l� % 2� "7, Surface:* State License#: Exp: Impervious City Business.License#: Square feet: *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: v�c-- / a zt z - Any known wetlands on the property? YP Project Valuation Any steep slopes-(.>1-50 —Y- -: I hereby certify that the information provided is correct,that I am either the owner or authorized-to act on behalf of the owner and that all activities associated with this permit will be in accordance with State Laws and t� Townsend Municipal Code. Print Name:_///f;Gr&Lzi Lcz C�9 U D EC - 7 2009 Signature: Date: z - Y F ORI TOWNSEND DSO Page 1 of 2- 10/7/2009 -OVER- r- RESIDENTIAL BUILDING PERMIT APPLICATION CHECKLIST This checklist is for new dwellings,.additions, remodels, and garages. 0 Residential permit application. ❑Washington State Energy&Ventilation Code forms ❑Two(2)sets of plans with North arrow and scaled, no smaller than '/" = 1 foot: ❑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 0 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 ❑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 0 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- Devfipment Services of p°pT TOE 250 Madison.Street .Suite.3 i PoitTo% r send WA'98368 0 Phone: 360-379-5095 - Fax _360 344-4619 WAS wiw cityofpt:us Residential Building Permit Application Project Address: Legal Descri t n { Ta #): Office Use Oily Addition: Ct� 00 Zoning: Block: Associated Permits: Parcel # /l Z Sow Lot(s): T 1D3 Project Description: _ 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: PropertyPwner/Applicant: Lender information must be provided for projects Name: / KX41� over$5,000 in valuation per RCW 19,27.095. T Address: Name: City/St/Zip: Phone: Project Valuation: b Email Building Inform.at on (square feet): 15 floor / Garage: Porch 2 Contact/Representative: a ): floor_ 3 floor P Porch (es):, •1 Name: (i/- ,(,E CA!t0A] Basement: is it finished? Ye No Address: Zoo C-IUA Z1! fC T Carport: Other:_- _ -`-'- e — City/SUZip:TWb/'L- (a elk-- Manufactured Ho 11 ADUX ' Phone:��S= ,bC"" �/ / Ve Addition i7p'emodel]Repair Ill .Re / Type: Electric !r Heat Pump Other � � Total Lot Cover-age e (Building Footprint Contractor: Same as Owner ,,9��{ 9 P )1=`v� Name: Square feet:�00 % 7i�• 7 (.z Address: -..Impervious Surface:` City/SUZip: •' `_.' - - _ pare feet: `Total existinq &p ro o ed Phone: L i!' it j hat year was the structure built? Email: I I ; •i work includes demolition, see Page 2. `' 9 State License #: �--_Exp: Any known wetlands on the pr rty? Y/ N ) City Business License #: L----_ ''' �� —-�- 5%)Any steep slopes {>1 ? Y N I hereby certify that the information provided is correct, that I am either the owner or authorized to act on behalf of the owner and that all activities associated with this permit will be in accordance with State Laws and the Port Townsend Municipal Code_ Print Name: Signature: Date: v Page 1 of 2 -5/14/2009 r t Ma le Brook Enohiccrinc,, lnc. STRUCTURAL ENGINEERING CALCULATIONS Project: Kirkham Residence P�p0N yF� Q. of wAs,�, 2� Location: Port Townsend,WA O ca Z Original Release Date: 15-Sep-09 9 .9 OM032 O �Q Client: Green&Greener ���c 1 TEPKG`6I. MichelleCaron AL 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 6 Roof Beam/Header Design 7 Floor Framing Key Plan 13 Deck Framing Design 14 Floor Joist Design 18 Floor Beam/Header Design 19 SIP Wall Panel Design 27 Wood Post Design 29 Lateral Key Plan 30 Base Shear Calculation 31 Shear Wall Design 37 Perforated Shear Wall Design 40 Foundation Key Plan 43 Foundation Design 44 D Studio Roof Framing Key Plan 46 SIP Roof Panel Design 47 Header Design 48 S E P 2 2 2009 Studio Lateral Key Plan 49 Base Shear Calculation 50 CITY OF PORT TOWNSEND Shear Wall Design 52 DSD www.maple-brook.com Phone: 541.574.1855 Fax:541.574.1841 HLE MPY I +F�. ...5i ' l Ab4 J M I� Design Criteria Project Name: Kirkham Residence Governing Design Code: 2006IRC Wind: Wind Speed 85 mph P 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/Misc 1.2 DESIGN D.L.= 16.0 psf DESIGN L.L.= 30.0 psf Floor: Loading: Residential Floor Coverings 3.0 11/2"Gyperete 15.0 3/4"Sheathing 2 5 Floor joists 3.0 5/8"GYP Board 2.8 Insulation 3.0 Elect/Meth/Mist 27 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/Meth/Misc 1.8 DESIGN D.L. 16.0 psf -Roe �6"%cj �tl�Ik� I ® I I I ® I I �• DF RAFT S 2"O.0 MAX F I I I TC40 a .... ............ �l 31� I i S��• { � I I �� j 11 114" ORE PREMIER IP ROOF PANS I q� W/TYPE'S'(BLOCK SPL E1 CONNEC71 NS ...................�._y o. INTP,I LISTING REPOT PRS 03M-1 J- VtTg'• �s1Q s ....._.................................. _ .. �^ CS16 S e {r w •n DF#2 RAFTEI S 0 24 O.C.M IN A35 LIPS 7 SIP RI J ---------------- TR97�I`� RE IER BUILDING SYSTEMS 5trorlger.Straighter.Greener. Transverse Load Chart 3 PREMIER SIPS TYPE S(SPLINE)TRANSVERSE LOAD CHART(psfl Panel Core Panel Span(ft.) Thickness Deflection 4 8' 10' 12' 14' 161 18' 20' 22' 24' L 6o 99 38 28 21 16 10 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 51/2" L/240 159 78 57 45 32 28 22 16 NA NA L/18o 166* 80* 6o* 46* 40* 34* 29 21 L 6o 119 59 6o 41 34 26 20 15 71/4" L/24o 16o* 84 75' 6o 5o 39 31 23 NA NA L/18o 16o* 85* 75' 69* 60* 50* 41 31 L 6o 138 78 64 53 41 33 27 22 20 17 91/4" L/240 16o* 86* 65* 57* 1 51' 46' 41 34 29 25 L/180 16o* 86* 65' 57* 51* 46* 42' 39' 37* 34 L 60 115 94* 75 51 49 47 38 [�28264 21 L/24o 16o' 94' 76' S9* 55' S1 45' 39' 3 31 L/18o 16o* 94" 11 76* 1 59' S5' S1 45' 39' 36' 33* Notes: Maldmun Floor Span Maldmun Roof Span *indicates ultimate load divided by 3 for the design capacity. q'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.cwm). 007000 PREMIER BUILDING SYSTEMS DISTRIBUTOR PROGRAM TOLL FREE:800.275.7086- WEBSITE:WWW.PBSSIPS.COM 000000 3 P6".jIME '�"LDINGSYSTEMIS ECHNICAL BULLETIN BULLETIN#3B DATE: JULY 23, 1998 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 4' Mo. Type S 777 1-8eam or double 4' icx Type S' 2% p S lin Supperl Bea^ ` no; shown. Roo! panels. --- Wa€I panels. We€' panels. Support Beam it S::pport Rearr Wall panels.— ' no: shown. Y Roof _L _ __ X 2' Max ..__......__._ `_, Roof panols.-- f X=S' %'ax. with —Beans or 2' vax— -- double 2x's, 4' oc 4' Mwc - 4' Y= Vin a' 2'X. le 8' for X-4' B' or 12' for X=S' 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 SYSTEMS-A e=-COMPANY TECHNICAL CENTER-TOLL FREE:800.275.7086-WWW.PBSSIPS.COM t_ 2REMIER suILDING SYS T EMS TECHNICAL BULLETIN BULLETIN#3B DATE: JULY 23, 1998 REVISED AUGUST 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 cases. PAGE 2 OF 3 PREMIER BIJILDING SYSTEMS-A�r i -COMPANY TECHNICAL CENTER-TOLL FREE:800.275.7086-WWW.PBSSIPS.COM SIMPLE ROOF FRAMING - ALLOWABLE STRESS DESIGN Loads JOIST MARK: RA - DL LL w 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<U: 240 fv(psi) @ d: 43 A(in): 0.18 CD: 1.00 fb(psi): 838 span/0: L/525 R(lb): 264 M(lb-ft): 528 RJ 1 USE 2 x 6 t OF LARCH No.2 1 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): 10.5 w(uniform load): 66 plf Spacing(in): 24 4<U: 360 fv(psi) @ d: 42 A(in): 0.24 CD: 1.15 fb(psi): 831 span/A: L/532 R(lb): 347 M(lb-ft): 910 R,12 USE 2 x S 24 o.c. r OF LARCH No.2) edited 6/3V2 a ` .33(all) ., i�Yer=, aa0 TJ-Bea User:2rr>9/6.35 1200912al 0 mber 00P 3 1/2" x 7 1/4" 1.6E Solid Sawn Douglas Fir#2 User:2 9/14/2009 12:07:00 PM Pagel Engine Version:6.35.0 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope:0112 Roof Slope0112 Overall Dimension:15' 21 10`6" i 4.6" Ail dimensions are horizontal. Product Diagram is Conceptual. LOADS: Analysis is for a Header(Flush Beam)Member. Tributary Load Width:6' Primary Load Group-Snow(psf):25.0 Live at 115%duration, 16.0 Dead SUPPORTS: Input Bearing Vertical Reactions(Ibs) Detail Other Width Length Live/Dead/Uplift/Total 1 Stud wall 3.50" 1.50" 710/429/0!1138 By Others None 2 Stud wall 3.50" 1.83" 1620/1102/0/2722 By Others None -See iLevel®Specifier's/Builder's Guide for detail(s):By Others DESIGN CONTROLS: Maximum Design Control Result Location Shear(Ibs) -1551 -1362 3502 Passed(39%) Rt.end Span 1 under Snow loading Moment(Ft-Lbs) -2720 -2720 3341 Passed(81%) Right OH under Snow loading Live Load Defl(in) 0.184 0.310 Passed(211606) Right OH under Snow ALTERNATE span loading Total Load Defl(in) 0.224 0.313 Passed(U545) MID Span 1 under Snow ALTERNATE span loading -Deflection Criteria:STAN DARD(LL:U360,TL:U240).Additional checks follow. -TL:0.313" -Bracing(Lu):All compression edges(top and bottom)must be braced at 15'o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -The allowable shear stress(Fv)has not been increased due to the potential of splits,checks and shakes. See NDS for applicability of increase. -Analysis based on vertical loads only and assumes structural supports as noted in the input. Axial loads are not considered in this analysis. -Analysis assumes continuous member. Lap joints,splices and finger joints significantly reduce member performance and have not been considered. -The load conditions considered in this design analysis include alternate member pattern loading. -Design assumes adequate continuous lateral support of the compression edge. 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 iLevele 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. Solid sawn lumber analysis is in accordance with 2001 NDS methodology. -Allowable Stress Design methodology was used for Building Code IBC analyzing the solid sawn lumber material listed above. PROJECT INFORMATION: OPERATOR INFORMATION: Brandon Helms Maple Brook Engineering, Inc. Phone:(541)574-1855 Copyright 2009 by iLevel,3, Federal Way, WA. R WOOD BEAM ALLOWABLE STRESS DESIGN BM MARK: H1 Loads Reactions(Ibs) DL(psf) LL(psf) Red.LL trib ft w WILL(Pit) Left Right Span(R):7.0 (PS0 )( n(plf) w Lu(R):2.0 roof 16 25 25 7.5 307.5 187.5 532 532 DL TL def.<U 360 roof/fir 8 25 25 4 132 100 1006 1006 LL LL def.<U 480 floor 16 40 40 0 0 0 1538 1538 TL Co:1.00 wall/misc. 18 0 - 0 0 0 K:1.0 W UNIFORM two (Pff): 439.5 287.5 M(lb-ft): 2692 LL Red.(YM)?:N DL LL Comments P vr.LOAD(lbs): 0 0 from left end:0.0 No.of MICROLAMS:1 A B F 4x8 6x8 fv(Psi)@ d: 75 46 (1)1-3/4x 7.250 fb(psi): 1054 626 150 A TL(in): 0.13 0.09 2107 A DL(in): 0.05 0.03 0.22 sparVA: 629 889 0.08 ffir V8t Ba- 374 1,31 Beam Selection(A-F):F H1 USE: (1) 1-3/4X 7.25 LVL plf- BM MARK: H2 Loads Reactions(Ibs) Span(ft):3.0 DL(psO LL(psf) R P,1L trib(ft) wn(plf) -LL(Plf) Left Right 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 Co:1.00 waNmisc. 18 0 - 0 0 0 K:1.0 W UNIFORM LOAD(Plf): 439 287.5 LL Red.(Y/N)?:N �5 M(lb-ft): 494 DL LL Comments P vr.Low(Ibs): 0 0 from left end:0.0 No.of MICROLAMS:1 A g 4 x 6 F 6 x 6 tv(psi) @ d: 36 23 (1)1-3/4x 5.500 fb(psi): 336 71 214 4 TL(in): 0.01 0.01 672 4 DL(in): 0.00 0.00 0.02 span/A: 3490 4455 0.01 I.T 055 f2" pail? Rp, 2072 Beam Selection(A-F):F BM MARK: H3 Loads Reactions(Ibs) DL(w0 LL(p rl Red.LL trib n)Span(ft):3.0 (Psn w (am w( TL u(Pm Left Right Lu(R):2.0 -Check roof 16 25 25 4 164 100 96 96 DL TL def.<U 360 roof/flr 0 0 0 0 0 0 150 150 LL LL def.<U 480 floor 16 40 40 0 0 0 246 246 TL CD:1.00 wall/misc. 18 0 - 0 0 0 K:1.0 W UNIFORM LoQ (Pff). 164 100 LL Red.(YIN)?:N - M(Ib-ft): 185 DL LL Comments P n.LO o(Ibs): 0 0 from left end:0.0 No.of MICROLAMS:1 A g 4x6 F 6x 6 fv(psi) @ d: 13 8 (1)1-3/4x 5.500 fb(psi): 125 80 27 A TL(in): 0.00 0.00 251 A DL(in): 0.00 0.00 0.01 span/A: 9352 11940 0.00 d`� u 57 7lp ilV� Beam Selection(q_F):F H3 usE: (u 55531-3/ax s.s wL !t 1 ram- ("/A-) Sk"PAo-SP n-6mr g_0e,y(N1,2.3) ^ WOOD BEAM ALLOWABLE STRESS DESIGN Loads Reactions(lbs) IBM MARK: F14 Red.ILL Left Right DL(psf) LL(psf) trib(ft) wn(plf) wLL(plf) Span(ft):3.0 (psf) Lu(ft): 2.0 —Check roof 16 25 25 9 369 225 216 216 DL 0 0 338 338 LL TL def.<U 360 roof/Flr 0 0 0 0 0 Sys 554 TL LL def.<U 480 Floor 16 40 40 0 0 Co: 1.00 wall/misc. 18 0 — 0 0 0 369 225 M(lb-ft): 415 W UNIFORM LOAD(p��If)/: yl K: 1.0 LL Red.(YIN)?: N DL LL Comments P PT.LOAD(Ibs): 0 0 from left end: 0.0 No.of MicROLAMs; 1 F A B 4 x 6 6x6 60 fv(psi) @ d: 30 19 565 fb(psi); 282 180 0.01 A TL(in): 0.01 0.01 0.01 y, A DL(in): 0.00 0.00 2468 AV` span/A: 4156 5307 hVA'' r/ Beam Selection(A-F): F t4a use: c i> i-s/ax s.s uvL C4"b0 fo,4,50 1 Simple-Spa"-0 ugh_04.9(H4, I5) REMIER BUILDING SYSTEMS Stronger. Straighter.Greener. Load Chart 7 ALLOWABLE HEADER LOADS(PLF) CONDITION 1:SIP PANEL IS CONTINUOUS OVER OPENING(NO SPLINES) Conrinuus — %�, Header Header Span Depth Deflection 4 61 81 10 i * 8 * 22 * 1 2* > 12" L/360 O* 8 * 22 * 1 2* * * 4, L 2 O O* 8 22 * 1 2 L/48o 798* 574* 385* 3u* 18" L/36o 798* 574* 38 L20 8* * 8 * L/480 886* 62 * 429* 361* r L/360 886* 62 * 2 * 61* s L z 0 886* 62 * 2 * 61* x r 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) SIPS wait panel spline Header Span(ft.) rnininn:m m 6'fro .) Header edae o opening 6 10' Depth Deflection 4' ' 8' r` L/48o 345 243 156 99 ice.. 12" L/36o 450 295 190 125 L/240 6 o 82 2 6* 1 L/48o 705 388 254 235 1� ? r 18" L/36o 750* 482 302* 281 L 240 O* 82 02* 281 / .. L/48o 698 582* 368* L/36o 895* 582* 368* 350 * ; 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#10(www.pbssips.com). 007000 PREMIER BUILDING SYSTEMS DISTRIBUTOR PROGRAM TOLL FREE:800.275.7086- WEBSITE:WWW.PBSSIPS.COM 000000 6 i REMIE _ BUILDING SYSTEMS Sttonge,. 5traigtrier. Greesitrr. s7 Load Chart 9 pREMIER INSUL-BEAM II HEADER LOADS(PLF) Header Span(ft•) Number of 51 61 71 gr Trimmer 2� 3� 4f Studs Deflection 126o 1050 goo 788 L/48o 3150 uoo 1575 L/360 3150 uoo 1575 126o 1050 goo 788 1 1050 900 788 uoo 1575 1260 L/240 315° 1800 1545 6300 4200 3150 2520 uoo L/480 2 zo uoo 1800 1575 6300 4200 3150 5 2 L/36o zo 2100 1800 1575 L/240 6300 4200 3150 25 Header Span(ft.) Number of f irj1 16' Trimmer r 101 11, 12' 13� 14 Studs Deflection 9 458 36o 288 234 193 L/480 700 630 573 1 1 L/360 700 630 573 525 480 384 3 3 257 L 240 700 630 573 525 485 450 420 386 / 25 288 234 193 360 610 36 o 384 313 L/48o 1085 791 594 257 2 L/36o 1400 1055 792 313 386 L/24o 1400 1245 792 864 720 577 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 Note.Trimmer Technical stud design capacities pporting headers in mu PBS Wall SIPS must be reviewed. 007000 PREMIER BUILDING SYSTEMS DISTRIBUTOR PROGRAM TOLL FREE:800.275.7086- WEBSITE:WWW•PBSSIPS.COM000000 7 �fizAm kcj Pt4lJ � 2 3 -IL go M 2x F 1t2 RAFTE S 24 O.C.M ! " t . O-.._..._.._ _ _ 1 I . tam O� T1 1 117 "TJ 110 OIS S .S'O. ®a f SIM SO IUS I 1ANGRS . Z Fla • y, 7/4'CORE PREMIE Sf'J4R A� r I W/3/4"OS TOP 55SSKIN 'nj�(47 TY E'S'(BLO-SALINE CONNEC 10 S 1 (NA LISTING RERORT,RS 032501 3 ri p ... _.. ...... _...... _ 'ram, civlr 2.0 �t�i1b�O WOOD LEDGER DESIGN Based on 1997 Uniform Building Code DESCRIPTION: Ledger Loads: (U)niform or(C)oncentrated: U Lateral Load: 100 plf Bolt dia(in): 0.5 Vertical Load: 185 plf Fyb(psi): 45000 0z: 61.61 degrees ledger,is(in): 1.5 Co: 1 k1: 1.37 Fes: 3496 Ibs k2: 1.17 Kt: 1.17 k3: 1.62 Modes of Failure: mode Im Z: 1119 Ibs/bolt mode Is Z: 560 Ibs/bolt mode II Z: 853 Ibs/bolt mode Illm Z: 546 Ibs/bolt mode Ills Z: 378 Ibs/bolt mode IV Z: 483 Ibs/bolt Z: 378 Ibs/bolt <=Controls Spacing of bolts: 21.0 in o.c.max. Use: 2x Ledger w/1/2"Anchor Bolts(a_21"o.c. b S?Ati 0 C, 240 �Zi„� z �3> o•�• 3�S T L2� SAS �. 1iJS 1i o C l� edited 613,02 SIMPLE ROOF FRAMING ALLOWABLE STRESS DESIGN Loads JOIST MARK: RJ3 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 i) @ d: 46 0(in): 0.23 A<U: 240 fv(psi) CD: 1.00 fb(psi): 946 span/A: L 1438 R(lb): 281 RJ3 USE 2 X 6 @ 24 O.C. M(lb-ft): 596 DF LnacH No.2 1 edited&3V2 0 Deck Joist 1 1/2" x 7 1/4" 1.6E Solid Sawn Douglas Fir#2 @ 16" o/c TJ-Beam®6.35 Serial Number: User:2 9/1 W009 8:08:38 AM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Page 1 Engine Version:6.35.0 CONTROLS FOR THE APPLICATION AND LOADS LISTED Overall Dimension:14`6" 1 I El 10,6" 4, 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/Upliftrrotal 1 Stud wall 3.50" 3.50" 282/207/0/489 By Others None 2 Stud wall 3.50" 1.58" 537/470/0/1007 By Others None -See iLevel®Specifiers/Builder's Guide for detail(s):By Others DESIGN CONTROLS: Maximum Design Control Result Location Shear(Ibs) -592 -517 1305 Passed(40%) Rt.end Span 1 under Floor loading Vertical Reaction(Ibs) 1007 1007 2231 Passed(45%) Bearing 2 under Floor loading Moment(Ft-Lbs) 1094 1094 1322 Passed(83%) MID Span 1 under Floor ALTERNATE span loading Live Load Defl(in) 0.190 0.207 Passed(2U523) Right OH under Floor ALTERNATE span loading Total Load Defl(in) 0.255 0.507 Passed(U478) MID Span 1 under Floor ALTERNATE span loading -Deflection Criteria:STAN DARD(LL:U480,TL:U240). -Allowable moment was increased for repetitive member usage. -Bracing(Lu):All compression edges(top and bottom)must be braced at 12'4"o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability._ -The allowable shear stress(Fv)has not been increased due to the potential of splits,checks and shakes. See NDS for applicability of increase. -Analysis assumes continuous member. Lap joints,splices and finger joints significantly reduce member performance and have not been considered. -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. Solid sawn lumber analysis is in accordance with 2001 NDS methodology. -Allowable Stress Design methodology was used for Building Code IBC analyzing the solid sawn lumber material listed above. PROJECT INFORMATION: OPERATOR INFORMATION: Brandon Helms Maple Brook Engineering, Inc. Phone:(541)574-1855 Copyright _- 2009 by iLevel&, Federal way, WA. �b PE IE IT, DING SYSTEMS 5traiyhtes. Greener. a � Transverse Load Chart 3 PREMIER SIPS TYPE S(SPLINE)TRANSVERSE LOAD CHART(psi) Panel Span(ft.) Panel Core 8+ l0+ 12+ 14+ 1 fj+ 18+ 20+ 22+ 24+ Thickness Deflection 4 99 38 28 21 16 10 L 6o i6 NA NA NA NA L/�4o 151 54 43 32 24 L/18o 154* 61* 57 45 34 21 1oz L 6o 49 38 30 24 18 14 11 L/�4O 159 78 57 45 32 28 22 i6 NA NA ■ 21 L/18o 166* 8o* 6o* 46* 40* 34 29 6o 41 34 26 20 15 L 60 119 59 NA NA L/24o 16o* 84 75* 6o 50 39 31 23 1 L/18o 160* 85* 75* 69* 6o* 50* 41 31 1 8 78 64 53 41 33 27 22 20 17 L 6o 3 86* 160* 65* 57* 51* 46* 41 34 29 25 L/240 16o* 86* 65* 57* 51* 46* 42* 39* 37* 34 L/18o 21 115 94* 75 51 49 47 38 28 24 L 60 * 76* 59* 55* 51* 45* 39* 36 31 11 1/4" L/240 160* 94 94* 76* 59* 55* 51* 45* 39* 36* 33* 16o L/18o * Maximun Roo Span Maximun Floor Span �J f 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. t6"to skin overlayed with 7/16"finish flooring perpendicular to the SIP panels. Floor SIPS should have a 3/4'minimum top skin or a�/ P bssi s con). More information on this chart can be found in Technical Bulletin#18(www.p p 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.COM000000 3 ' Floor Joist FJ1 11 718" TJI@ 210 @ 16" O/C �:e.n,. , TJ_Bean�6.35 Senal Number THIS PRODUCT MEETS OR EXCEEDASND LOHE SET DESIGN ADS LISTED user:2 91122009 8.06 Page 1 Engine version!6.35.0 CONTROLS FOR THE APPLICATIO Product Diagram is Conceptual. LO_ Analysis is for a Joist Member. s 40.0 Live at 100%duration,35.0 Dead Primary Load Group-Residential-Living Areas(p fl SUPS= gearing Vertical Reactions(Ibs) Detail Other Input d/Uplift/Total Width Length Live/Dea A3:Rim Board 1 Ply 1 114"x 11 718"0.8E TJ-Strand Rim Board " 427/373/01800 1 PI 1 1/4"x 11 7/8"0.8E TJ-Strand Rim Board® 1 Stud wall 3.50" 2 25 Y 427 1 37310/800 A3:Rim Board 2 Stud wall 3.50" 2.25" ilder's Guide for detail(s):A3:Rim Board -See iLevel®Specifiers/Bu DESIGN CONTROLS: Maximum Design Control Result Location Passed(47%) Rt.end Span 1 under Floor loading 779 -771 1655 ° Bearing 2 under Floor loading Shear(Ibs) 779 1134 Passed(69/o) Vertical Reaction(Ibs) 779 Passed(80%) MID Span 1 under Floor loading 3036 3036 3795 MID Span 1 under Floor loading Moment(Ft-Lbs) 0.21 0.390 Passed(U880) 0.31 0.779 Passed(U469) MID Span 1 under Floor loading Live Load Defl(in) Span 1 Total Load Defl(in) 48 45 Passed TJPro GLUED&NAILED wood decking. -Deflection Criteria:STANDARD(LL:U480,TL:U240). Span Rating) of -Deflection analysis is based on composite action with single layer of 19/32"Panels(20"Sp to and bottom)must be braced at 3'8"olc unless detailed otherwise. Proper attachment and positioning -Bracing(Lu):All compression edges(top lateral bracing is required to achieve member stability. an an for this rating include:Ceiling-112"Direct Applied Gypsum Ti-Pro RATING SYSTEM � es additional floor performance information and is based on a GLUED&NAILED 19/32"Panels(20" pan -The Ti-Pro Rating System value provides supported by wails. Additional consider Comparison Value: 1.46 Rating)decking. The controlling span is Performed by the program. Ceiling. A structural an of the deck has not been p this software will application,input design ADDITIONAL NOTES: iLevel®. iLevel®warrants the sizing of its products y resented is output from software developed by accepted design values. The span'Lefic vel®As o roduct Pate. -IMPORTANT! The analysis p product design criteria and code be accomplished in accordance with iLevprovided by the software user. This output has not been review odbct availability. loads,and stated dimensions have been p our supplier or iLevel®technical representative for p -Not all products are readily available. Check with y y g product listed above. r Building Code IBC anal zin the iLevel®Distribution ANALYSIS FOR iLevel®PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. THIS A was used fo -Allowable Stress Design methodology OPERATOR INFORMATION: Brandon Helms PROJECT INFORMATION: Maple Brook Engineering,Inc- Phone:(541)574-1855 copyright ^-, 2009 by iLevel6, Federal Way, WA. TJ1 and TJ-Beamo ace registered trademarks of iLevelC. e-I Jand T -Bea and TJ-Pro^ are trademarks of iLevel. _,evered Spline Under Deck Post 3 112" x 9 114" 1.6E Solid Sawn Douglas Fir 4&. TJ_Beam@6.35 Serial 1N r PM THIS PRODUCT MEETS OR EXCUseEEDS THE SET DESIGN pagr i Engine 9 8 _ page 1 9112,2 Version:6.35.0 CONTROLS FOR THE APPLICATION AND LOADS LISTEDn.$ Overall Dirnensro d--s' 2' Product Diagram is Conceptual. LO_ A Member. Tributary Load Width!10' Analysis is for a Header(Flush Beam) s 40.0 Live at 100%duration,12.0 Dead Primary Load Group-Residential-Living Areas(p f) Vertical Loads: Live Dead Location Application Comment Type Class _ Point(lbs) Snow0.15) 1250 400 8' Other SUPS Ibs Detail Input Bearing Vertical Reactions( ) 1 3/4"x 9 1/4"1.9E Microllam®LVL Width Length Live/Dead/Uplift/Total 1204/182/-453!1386 By Others-Rim:Rim Board None I ply 1 Stud wall 3.50" 1.50" By Others 2 Stud wall 3.501, 3."', 3879/1240/0/5119 -See iLevel®Specifiees/Builder's Guide for detail(s):By Others-Rim:Rim Board,By Others DESIGN CONTROLS: Location Maximum Design Control Result 4468 Passed(51%) Right OH under Snow loading 2782 2299 OH under Snow ALTERNATE span loading Riht Shear(Ibs) 5022 Passed(95%) 9 an loading -4756 0.093 0.200 Moment(Ft-Lbs) -4756 Passed(2U555) Right OH under Snow ALTERNATE span Live Load Defi(in) 0.113 0.215 Passed(2U457) Right OH under Snow ALTERNATE span loading Total Load Defl(in) -Deflection Criteria:STANDARD(LL:U480,TL:U240).Additional braced at 8 checks oolc unless detailed otherwise. Proper attachment and positioning of lateral -Right Overhang:(LL:0.200",TL:2U240). must b All compression edges(top and bottom) applicability of increase. -Bracing(Lu): tits,checks and shakes. See NDS for bracing is required to achieve member stability. potential of sp erformance and have not been considered. -The allowable shear stress(Fv)has not been increased due to the p -Analysis assumes continuous member. Lap joints,splices and finger joints significantly reduce member p -The load conditions considered in this design analysis include alternate member pattern loading . its products by this software will of it iLevel®. iLevel®warrants the size specific product application,input design ADDITIONAL NOTES: accepted design values. The span iLevel®Associate. product design criteria and code _IMPORTANT! The analysis presented is output from software developed Y be accomplished in accordance with iLevel®p tput as not been reviewed loads,and stated dimensions have been provided by the software user. technicallrepresenntatve for product availability. -Not all products are readily available. Check with your!upp above- -THIS ANALYSIS FOR iLevel®PR ODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. Solid Sawa lumber analysis is in accordance with 2001 NDS methodology. -Allowable Str ess Design methodology was used for Building Code IBC analyzing the solid sawn lumber material listed OPERATOR INFORMATION: PROJECT INFORMATION: Brandon Helms Maple Brook Engineering,Inc. Phone i(541)574-1855 Federal Way. WA- Copyright Z 2o09 by iLevel, m a Floor Beam FBI 7" x 18" 2.0E Parallam® PSL TJ-fiean@ 6.35 Serial Number User:2 9/13/200912:01:27 PM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Paget Engine Version:6.35.0 CONTROLS FOR THE APPLICATION AND LOADS LISTED n' ❑ Product Diagram is conceptual. LOADS: Analysis is for a Drop Beam Member. Tributary Load Width:2'8" 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 Uniform(plf) Floor(1.00) 0.0 144.0 0 To 16'6" Adds To Uniform(plf) Snow(1.15) 215.0 136.0 0 To 16'6" Adds To Point(lbs) Floor(1.00) 11000 11300 1'6" Point(lbs) Snow(1.15) 4500 2900 16, - Point(lbs) Floor(1.00) 7200 6900 16' - SUPPORTS: Input Bearing Vertical Reactions(Ibs) Detail Other Width Length Live/Dead/Uplift[Total 1 Stud wall 3.50" 9.06" 12988/13976/0/26963 L1:Blocking 1 Ply 1 1/4"x 18"1.3E TimberStrand®LSL 2 Stud wall 3.50" 9.73" 15020/13935/0/28955 L1: Blocking 1 Ply 1 1/4"x 18"1.3E TimberStrand®LSL -See iLevel®Specifier's/Builder's Guide for detail(s): L1: Blocking -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) -28833 19830 24360 Passed(81%) Lt.end Span I under Floor loading Moment(Ft-Lbs) 43771 43771 100429 Passed(44%) MID Span 1 under Snow loading Live Load Defl(in) 0.168 0.539 Passed(U999+) MID Span 1 under Snow loading Total Load Defl(in) 0.358 0.808 Passed(U542) MID Span 1 under Snow loading -Deflection Criteria:STANDARD(LL:U360,TL:U240). -Bracing(Lu):All compression edges(top and bottom)must be braced at 16'6"o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. 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 J 2009 by iLevel!), Federal Way, WA. ParallamS is a registered trademark of iLevel. C:\Users\Brandon. Helms\Desktop\Projects\2009\09131 Kirkham\ENG\FBl.sms n o Floor Beam _ . (ALT) TJ-Bearn@,6.35 Serial Number 6 3/4" x 18" Glulam (24F -V4 DF) User:2 9/1412009 10:53:10 AM - Paget Engine Version:6.35.0 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED 0 1$ s" Product Diagram is Conceptual. LOADS: Analysis is for a Drop Beam Member. T butary Load 40.0 Live at 100%duration,35.0 Dead Primary Load GroupResidential-LivingAreas(psf): Vertical Loads: Ircation Comment Type Class Live Dead Location App Uniform(plf) Floor(1.00) 0.0 144.0 0 To 16 6" Adds To Uniform(plf) Snow(1.15) 215.0 136.0 0 To 16 6" Adds To Point(lbs) Floor(1.00) ll000 1130 16' Point(lbs) Snow(1.15) 4500 Point(lbs) Floor(1.00) 7200 6900 16' SUPPORTS- Input Bearing Vertical Reactions(Ibs) Detail Other Width Length Live/Dead/UpliftlTotal 1 Stud wall 3.50" 9.37" 12988/13894/0/26882 By Others None 2 Stud wall 3.50" 10.06" 15020/13854/0/28873 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: Location Maximum Design Control Result 19766 194 Shear(Ibs) 28753 40 Passed(102%) Lt.end Span 1 under Floor loading Moment(Ft-Lbs) 43465 43465 80392 Passed(54%) MID Span 1 under Snow loading MID Span 1 under Snow loading Live Load Defl(in) 0.172 0.539 Passed(U999+) Total Load Defl(in) 0.364 0.808 Passed(U532) MID Span 1 under Snow loading -Deflection Criteria:STAN DARD(LL:U360,TL:U240). -Bracing(Lu):All compression edges(top and bottom)must be braced at 16'6"o/c unless detailed otherwise. Proper attachment and positioning o lateral bracing is required to achieve member stability. ADDITIONAL NOTES: d loped ll -%PORTANTI The analysis 1presentedith r current output cod from software design eve a uesb The specific product application,sizingnp design rloads,and tstated dimenshis software ions be accomplished in accord have been provided by the software user. This output has not been reviewed by an iLevel�l 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. OPERATOR INFORMATION: PROJECT INFORMATION: Brandon Helms Maple Brook Engineering,Inc. Phone:(541)574-1855 Copyright ' 2009 by il,evelE, Federal Way, WA. TJ-Beam: is a registered trademark of iLevelS. C:\Users\Brandon Helms\Desktop\Projects\2009\09131 Kirkham\ENG\FBl.sms 71 Floor Beam FB2 8 3/4" x 24" Glulam (24F -V4 DF) TJ_Bearr,o 635'Serial Number THIS PRODUCT MEETS OR EXCEEDS THE SET DL SIGN User 9112120096.15:04AM Page l Engine VersiM 6.35.0 CONTROLS FOR THE APPLICATION AND LOADS TED 30' Product Diagram is Oonceptual. LOADS Load Width: 11' Analysis is for a Drop Beam Member. Tributary Primary Load Group-Residential-Living Areas(psf):40.0 Live at 100%duration,35.0 Dead Live Dead Location Application Comment Vertical Loads: Type Class Adds To Uniform(plf) Snow(1.15) 108.0 64.0 0 To 30' Adds To Uniform(plf) Snow(1.15) 0.0.0 628. 0 To 30' Uniform(plf) Floor(1.00) 0.0 128.0 0 To 30' Adds To SUPPORTS: Vertical Reactions(Ibs) Detail Other Input Bearing LivelDeadlUplift[Total Width Length Others None 1 Stud wall 3.50" 5.95" 10920 l 11221 1 0 1 22141 BY Others None 5.95" 10920 1 11221 1 0 1 22141 BY 2 Stud wall 3.50" dail(s)i By Others bearing requirements. -See iLevel®Specifier'slBuilder's Guide or ut at suppod()1,2 Supplemental hardware is required to satisfy -Bearing length requirement exceeds inp DESIGN CONTROLS: Location Maximum Design Control Result rider Rt.end Sp Passed(49%) an 1 uer Snow loading 1895 -18758 38640 MID Span 1 under Snow loading 2 165070 Shear(Ibs) 1895 162385 Passed(98° ) Snow loading Moment(Ft-Lbs) 1 699 0 989 Passed(U509) MID Span 1 under Live Load Dail(in) 1 418 1.483 Passed(U251) MID Span 1 under Snow loading Total Load Defl(in) positioning of lateral -Deflection Criteria:STANDARD(LL:U360'T 24 ). must be braced at 30'olc unless detailed otherwise. Proper attachment and -Bracing(Lu):All compression edges(top d bottom) bracing is required to achieve member stability. by this software will ADDITIONAL NOTES: iLevel®. iLevel®warrants the sizing desof ign nrloadssa d stated dimensions product application,input9 accepted design values. The aneLeve®Associate. _IMPORTANT! The analysis presented is output from software developed y be accomplished in accordance with current code product availability. have been provided by the software user. This output has not r or iLevelOte technical representative for p Not all products are readiiy available. Check with your supplier the iLevel®Distribution product listed above. -PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. used Lfor lBuilding Code IBC analyzing -Allowable Stress Design methodology ate for Glulam beams. -The analysis presented is appropriate OPERATOR INFORMATION: PRO Brandon Helms JECT INFORMATION: Maple Brook Engineering,Inc. Phone:(541)574-1855 cop yright 2009 by iLevel®, Federal Way, WA. TJ-Bea is a registered trademark of iLevel(D. _ Floor Beam FB3 6 3/4" x 24" Glulam (24F -V4 DF) TJ-Beam®6.35 serial Number: User.2 9/1212009 8:16:23 AM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Page 1 Engine Version:6.35.0 CONTROLS FOR THE APPLICATION AND LOADS LISTED ,L MM 30' Product Diagrarn is Conceptual. LOADS: Analysis is for a Drop Beam Member. Tributary Load Width: 12' 40.0 Live at 100%duration,35.0 Dead Primary Load Group Residential-LivingAreas(psf): SUPPORTS: Input Bearing Vertical Reactions(Ibs) Detail Other Width Length Live/Dead/Uplift/Total Others None 1 Stud wall 3.50" 4.91" 7200/6891 /0/14091 By 2 Stud wall 3.50" 4.91" 7200/6891 /0 1 14091 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: Location Maximum Design Control Result Shear(Ibs) 13934 -11938 25920 Passed(46%) Rt.end Span 1 under Floor loading Moment(Ft-Lbs) 103344 103344 113641 Passed(91%) MID Span 1 under loor loading F Live Load Defl(in) 0.598 0.989 Passed(U596) MID SID pan I under Floor loading an 1 under Floor loading Total Load Defl(in) 1.170 1.483 Passed(U304) P -Deflection Criteria:STAN DARD(LL:U360,TL:U240). -Bracing(Lu):All compression edges(top and bottom)must be braced at 30'o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. ADDITIONAL NOTES: warrants the IMPORhis software will TANT! The analysis presented is oucode accepted design values. Theed specific product applicationlnp sizing designrloadssand by tstated dimensions be accomplished in accordance with current P reviewed by an have been provided by the software user. This output has no be o enLevel®technical representative for product availability. -Not all products are readily available. Check with your supplier -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. OPERATOR INFORMATION: PROJECT INFORMATION: Brandon Helms Maple Brook Engineering,Inc. Phone:(541)574-1855 copyright -..0 2009 by iLevelS, Federal Way, WA. TJ-Beama is a registered trademark of iLevel.^. C:\Users\Brandon Helms\Desktop\Projects\2009\09131 Kirkham\ENG\FB2.sms 2 WOOD BEAM ALLOWABLE STRESS DESIGN BM MARK: FE34 Loads Reactions(lbs) DL(psf) LL(psf) Red.LL trib(ft) wrL(plf) WLL(ptf) Left Right Span(ft): 17.0 (psf) Lu(ft):2.0 roof 16 25 25 5.5 225.5 137.5 748 748 DL TL def.<U 1 roof/flr 8 25 25 0 0 0 1169 1169 LL LL def.<U 1 floor 35 40 40 0 0 0 1917 1917 TL Co: 0.60 walVmisc. 16 0 -- 0 0 0 K: 1.0 W UNIFORM LOAD(plf): 225.5 137.5 M(lb-ft): 8146 LL Red.(Y/N)?: N DL LL Comments P PT.LOAD(lbs): 0 0 from left end:0.0 No.of MIcRoLAus: 1 C D E F 3-1/8 x 12 5-1/8 x 9 6-3/4 x 9 (1)1-3/4x 16.000 N(psi) @ d: 68 57 43 87 fb(psi): 1303 1413 1073 1309 0 TL(in): 0.52 0.76 0.57 0.37 A DL(in): 0.20 0.30 0.22 0.15 span/A: 390 270 355 546 Beam Selection(A-F): D -84 U 9 E: 5-1/8 x 9 G LL1 L4M W D D D BEAM ALLOWABLE STRESS DESIGN Loads Reactions(Ibs) BM MARK: FI6 Red.LL trib(ft) WTL(0) WLL(P) Left Right DL(psf) LL(psf) Psi 120 120 DL Span(ft):3.0 0 p 0 Lu(ft):2.0 —Cheek roof 16 25 25 300 LL roo 0 300 f/flr 0 0 0 0 TL def.<U 360 0 floor 16 40 40 5 280 200 420 420 TL LL def.<U 480 0 p 0 CD:1.00 walUmisc. 18 0 — 200 M(lb-ft): 315 W u.,F -LDAD(p1((„): 2� K:1.0 LL Red.(YIN)?:N Comments . DL LL No.of MICRGLAMs:1 P vr_Lwo(Ibs): 0 0 from left end:0.0 F A B (1)1-3/4x 5.500 4x6 6x6 45 fv(psi) @ d: 23 14 428 fb(psi): 214 136 0.01 t V"x A TL(in): 0.01 0.01 0•00 A DL(in) 0.00 0.00 3252 span/A: 5477 6993 LVL Beam Selection(A-F):F HS U9E: (T) 1-3/4x 5.5 Loads Reactions(Ibs) BM MARK: F16 DL(psf) LL(psf) Red.LL trib(ft) WTL(PlO WLL(pm Left Right Span(ft):3.5 (psf) 0 0 140 140 DL Lu(ft):2.0 —Check roof 16 25 25 0 0 350 350 LL roof/f r 0 0 0 0 0 490 TL TL def.<U 360 200 490 floor 16 40 40 5 280 LL def.<U 480 0 0 0 Co:1.00 wall/misc. 18 0 — 2DO M(lb-ft): 429 W uRIFORN LOAD(plf)• 280 K:1.0 LL Red.(Y/N)?:N DL LL Comments NO.Of MICROLAMS:1 p from left end:0.0 P v.LoeD(Ibs): 0 F A B (1)1-3/4x 5.500 4x6 6x6 56 fv(psi)Q d: 28 18 583 fb(psi): 292 186 0.02 ATL(in): 0.01 0.01 0.01 A- vwK— A DL(in): 0.00 0.00 2048 1P span/A: 3449 4404 LVL NIUD Beam Selection(A-F):F H e USE: (1) 7-3/ax s•s Loads Reactions(Ibs) BM MARK: Fi7 Red.LL trib lrtl WTL(afl WLL Off) Left Right DL 1ps6 LL(w) (Psf) Span(ft):3.5 100 483 483 DL Lu(ft):2.0 —Check roof 16 25 25 4 164 p 315 315 LL roof/fir 0 0 0 0 0 798 798 TL TL def.<U 360 80 LL det.<U 480 floor 16 40 40 2 112 0 Co: 1.00 walUmisc. 18 0 — 10 180 456 180 M(lb-ft): 698 W WRMRM LOAD(pif). K:1.0 LL Red.(Y/N)?:N Comments DL LL No.of MICROLAMs:1 from l e ft end:0.0 P FT.LonD(Ibs): 0 0 F A B (1)1-3/4x 5.500 4 x 6 6x6 92 fv(psi) Q d: - 46 29 950 +b(Psi): 0 02 002 0.02 y� USG g D �►P A TL(in): .0.01 1258 ''y A DL(in): 0.01 span/A: 2118 2704 H7 USE: (7) 1-3/4x $.5 LVL G q�y Beam Selecbon(A-F):F �_.....,..,...,n Dt.9M7.8 S) � � WOOD BEAM ALLOWABLE STRESS DESIGN Loads Reactions(Ibs) BM MARK: Ft$ DL(psf) LL(psf) M Red.LL trib(ft) wTL(P� WLL(0) Left Right Span(ft):3.0 (psf) Lu(ft):2.0 —Check roof 16 25 25 9 369 225 594 594 DL TL def.<U 360 roof/flr 0 0 0 0 0 0 608 608 LL LL def.<U 480 floor 16 40 40 4.5 252 180 1202 1202 TL CD: 1.00 wall/misc. 18 0 — 10 180 0 IFS 801 405 M(lb-ft): 901 IC 1.0 W UNFORM LOAD(P"/ Ly DL LL Comments P PT.LOAD(Ibs): 0 0 from left end: 0.0 No.of MlcaoLa+s: 1 F A B (1)1-314x 5.500 4 x 6 6x6 130 fv(psi) @ d: 65 41 1226 fb(psi): 613 390 0.03 Lre F A TL(in): 0.02 0.01 0.02 / �yy� A DL(in): 0.01 0.01 1137 4-1 f"^'• span/A: 1915 2445 Beam Selection(A-F): F HB USE: (1) 1-3i4x s.s a v� rOD D $A0 Loads Reactions(Ibs) BM MARK: H9 DL(psf) LL(psf) Ree.LL trib(ft) wrL(Plf) WLL(Plf) Left Right Span(ft): 3.5 (P f) Lu(ft):2.0 —Check roof 16 25 25 9.5 389.5 237.5 266 266 DL 0 q1g 416 LL TL def.<U 360 roof/fir 0 0 0 0 0 0 682 682 TL LL def.<U 480 floor 16 40 40 0 0 Co: 1.00 wall/misc. 18 0 — 0 0 0 389.5 237.5 M(lb-ft): 596 K: 1.0 W UNIFORM LOAD(P"IFS/: DL LL Comments P PT.LOAD(Ibs): 0 0 from left end:0.0 No.of MICROLAMs: 1 F A B (1)1-3/4x 5.500 4x6 6x6 78 fv(psi) @ d: 39 25 811 fb(psi): 406 258 0.03 A TL(in): 0.02 0.01 0.01 A DL(in): 0.01 0.01 1472 span/A: 2480 3166 Beam Selection(A-F):A H9 USE: 4 x 6 i r stp BUT 0� t1h�E (o. >rs.t ZoPS� vim,-���, •�- 33�3 Plc- ;3�1�- 6` WA,, rot- 8' wau uw jTl) r 3'S?S �EF T6psN 4.?� (.o Fes- 6" FS� PAi4eL Lj P2 e Wall art 1 PBS Defa118105A ALLOWABLE DESIGN LOADS for TYPE S (SPLINE) PANELS Panel Span ft) Panel Core Thickness 8' 10' 12' 16' 20' 2W Axial Load plf 3500 2553 2452 31/2" na na na Trans Load psf 61 57 46 Axial Load pit 4250 4042 3373 3358 na na Trans Load psf 80 60 46 34 Axial Load pif 4917 4325 4473 4194 na na Trans Load psf 85 75 69 50 Axial Load pif 4200 4200 4200 4200 3389 na Trans Load psf 86 65 57 48 .39 111/4 Axial Load plf 3890 3890 3890 3890 3890i I . . na rr Trans Load psf 1 94 76 59 51 39 Loads do not reflect secondary effect of PA More Information on this chart can be found in Technical Bulletin#4 PBS Dem1#t15 m It Wall Chart 2 - Panel Core ALLOWABLE DESIGN LOADS for TYPE L(LUMBER) PANELS Panel Span (fL) Thickness g■ 10' 12' 16' 20' 24' Axial Load pif 4723 3903 3094 2350 3112" na na Trans Load psf 91 61 45 23 51/2" Axial Load plf 5849 5889 4278 4311 na na Trans Load psf 1 182 112 80 49 71/4" Axial Load pif 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 plf 4500 4333 4167 3750 3750 3333 Trans Load psf 188 167 1 153 110 83 70 Axlalloads represent ultimate divided byasafetyfactorof3 More Information on this chart can be found in Technical Bulletin#4 Transverse loads are IL than or equal to Ut BO deflection or ultimate load divided bya safety factor of 3 Note:2x's are spaced at4'O.C. Loads do not reflect secondary effect of PA 4609 70th Ave.E-Fife,WA 98424 6120 Structural Panels 3434 W.Papago SL-Phoenix,AZ 85009 (800)2757086-Fax:(253).9263992 7220 Roof&Deck Insulation (8W)240.6691-Fax:(602)26S-M www'pbspanel.com 7/OS ps bmall fjremler-I nd u stries.co m WOOD POST DESIGN BASED ON 2007 CBC/2006 IBC ALLOWABLE STRE55 DESIGN Allowable Loads(kips) Load Duration Factor=1.25(Roof Live Load) ALLOWABLE Unbraced Height of Post(ft) 1,:i[ �16 BEAM BEARING POST 8 T 1 12 1 20 2x4 stud* 2.6 2.1 1.7 1.2 4" 3.3 7 sz 14 5.2 1.7 2x6 stud* 7.4 6.6 5.8 4.4 3.4 21 2.1 L7 7.7 ;72,756l,rr� 111� Fti7 - - 4x4 no.2 7.2 5.8 4.8 3.4 2.5 R 077 g ;g N,T�0,67?`,rp27N ia Ilzl�'I�__11 aal:� ROM= 15.9 4x8 no 14.8 11.9 9.8 6.9 5.2 6.1 1�, ; . . 14-1F 11;'A r 2 � -. I .p�� 1 (6x 110 89 73� 18.9 23.2 13.9 6 x 6 no 28.9 2' 1- -7 NMgi MOM 19.0 15.0 121 9.9 25.8 6 x 8 no 39.4 35.6 31.6 24.5 - ",", 2s Load Duration Factor 1.15(Snow Load) ALLOWABLE Unbraced Height of Post(f 16 18 20 BEAM BEARING 12 14 POST 8 9 10 1.2 T 0.9 - - 3.3 2.5 21 1.7 T"M 2x4 stud* mr :a 1, 7 u2z4Fno�2`..,717-7NIT77"' 2 x 6 stud 7.0 6.3 5.6 4.3 3.3 2.6 2.1 1 7* -VN2�2� 7.7 4x4 no.2 7.1 5.7 4.7 3.3 2.5 . . 01 7 4RM . 017 * 7 , SO�REM 4x8 no 146 118 9.8 69 5.1 -1-5.l- 9 K-1,16k7,�P-YiI 0A. 1L 18.9 25.0 22.4 17.6 13.8 10.9 8.8 7.2 *7'-- 1r- 11- 6 x 6 no.1 27.4 -;-5� -I r 17_tF7 -q '08��!;LV I =7r-z 73•'rfir.18 2 277,f 51'IM'�Wik 25.8 24.0 18.8 14.9 12.0 9.9 6 x 8 no. I 37.3 34.0 30.5 21% t 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 2.5 2.0 1.7 1.2 0.9 -53V 7t,, '__* 7.5 7__ 1 .ram, 35.2 22� 2.1 1.7 2x6 stud* 6.4 5.9 5.3 4.2 3.3 2.6 ` . " Y9 794�7_5�l Xl�=0_,P M 5 2.5 7.7 4 x 4 no.2 7.0 5.7 4.7 3.3 T 7; �,- : .12,0 1:1--7 37 m=:TZQg-PrE1 15.9 4x8 no 14.3 11.7 9.7 6.9 5.1 Mail-�V 2' �!WM-3` RE 6 10.7 8.7 2§ 1120--E�' M�� - 16.9 13.4 Q.11 7.2 18.9 6 x 6 no. 1 24.8 23.0 21.0 x8 not 1=,1,78 2� 126 , 14.6 11.9 9.8 25.8 6x8 no 33.9 31.4 28.6 23.0 18.3 -- 1, 7 Post is considered braced by sheathing in weak direction O O O i I _ 1 � ( I w' L - - � 0� U ■ lit All ------------- I I I , i - I : G � NSECAWind Version 2 . 0 . 0 . 3 per .ASCE 7-05 Developed by MECA Enterprises, Inc. Copyright 2009 Date 9/12/2009 Project No. Company Name MBE Designed By BTH Address 111 SE Douglas St, Suite D Description scriptitomer Name City Newport State Oregon Proj Location File Location: C:\Program Files\MECAWind\Default.wnd Simplified Wind Load Design - MWFRS - Method 1 per ASC8 mph V: Basic Wind Speed = 5. 00 Cat: Structural Category(I,II, III, and IV) _ C II Exp: Exposure Category(B,C, or D) 27.00 ft RHt: Ridge Height = 22.00 ft EHt: Eave Height = 24 .50 ft Ht: Mean Roof Height of Building = 9.46 Deg Theta: Roof Angle = 30.00 ft L: Length of Building(If Gabled, along Ridge) = 60.00 ft B: Width of Building(Perpendicular to Ridge) = 1.00 Kzt: Topographic Factor - Lambda: Adjustment Factor for Building Height and Exposure 1.34= 34 1.00 I: Importance Factor _ a: 10% of Least Horiz Dim. or .4h, whichever is smaller - 6.00 ft 2a: Length over which Zone A acts on Each Corner = 6.00 ft jv ! 1 4`'• � i i Transver�2 215 Londtudinaf 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 MECAWind Version 2 . 0 . 0 . 3 ASCE 7-05 Developed by MECA Enterprises, Inc. Copyright 2009 aes; erpr_sCOM 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 - C & C - Method 1 per ASCE 7-05 S Flat Roof Hip Roof(7° <0<_27°) Gable Roof(0< 7°) Gable Roof(7°<0 45°) §" End Lv^ a ..�c.t�•'?5.+�2::5- 'v^_2- :t�ri 7{...a: .�2:i3-Z�:.^?_' ...._-i.,�s_ 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 MaxP will be zero per Figure 6-3. Notes: 2) Max P & Min P = pnet30(from Fig.6-3) * Lambda * Importance Factor * K,zt. 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)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 Ibs End Zone? Y (B) 234.56 Ibs Total Wind Shear 1619.66 Ibs (C) 616.14 Ibs Trib Roof Height 4 ft (D) 151.92 Ibs 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 Ibs End Zone? Y (B) 234.56 Ibs Total Wind Shear 1619.66 Ibs (C) 616.14 Ibs Trib Roof Height 4 ft (D) 151.92 Ibs 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 Ibs End Zone? Y (B) 0 Ibs Total Wind Shear 986.54 Ibs (C) 492.91 Ibs Trib Roof Height 0 ft (D) 0 Ibs 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 Ibs End Zone? Y (B) 0 Ibs Total Wind Shear 986.54 Ibs (C) 492.91 Ibs Trib Roof Height 0 ft (D) 0 Ibs 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: 11.41 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 Ibs End Zone? Y (B) 80.63 Ibs Total Wind Shear 2584.97 Ibs (C) 1232.28 Ibs Trib Roof Height 1 ft (D) 37.98 Ibs 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 Ibs End Zone? Y (B) 0 Ibs Total Wind Shear 2466.36 Ibs (C) 1232.28 Ibs Trib Roof Height 0 ft (D) 0 Ibs 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 Ibs End Zone? Y (B) 0 Ibs Total Wind Shear 2466.36 Ibs (C) 1232.28 Ibs Trib Roof Height 0 ft (D) 0 Ibs 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 Ibs End Zone? Y (B) 0 Ibs Total Wind Shear 2466.36 Ibs (C) 1232.28 Ibs Trib Roof Height 0 ft (D) 0 Ibs Roof Overhang 0 ft Trib Wall Height 12 ft �Y Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 48.112032 Longitude = -122.771153 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) 'Als` 817S .o � t i 7 f 1 = P cs jars:2+.(� �f: 6.(ZS�ic•l k) � y�go tbs oe UNc 2 y l,r�'s 3- l3� ibs VkPftv",r1•. i�ate�t. V� = 2{•3tF�=1,11 Ft.`s« �s�)} V_!f- V- 6•lK s60e�tips �1a1,=44•`� k Uwe I �aE 2= lia��y2go4(es Two Story Conventional Wood Shearwall Line: 2 Floor Depth: 1 ft 2nd Story Shear Walls 1st Story Shear Walls Lateral Force: plf Lateral Force: 2504 plf Trib Width: ft Trib Width: 1 it Geometry Modification: lbs Geometry Modification: 0 lbs p: All", p: 1.00 Total Wall Length: o ft Total Wall Length: 26 ft Short Wall Length: 15 ft Short Wall Length: 26 ft Wall Height: 1% ft Wall Height 12 ft Roof DL: 16 psf Floor DL: 35 psf Trib Width: f ft Trib Width: 2 ft DL Opp Pt of OT: 0 lbs DL Opp Pt of OT: 0 lbs Wall Weight it psf Wall Weight 16 psf DL Factor. 0.67 Wall: DL Factor: 0.67 Wall: Force(F2): 1620 lbs B Force(Fl): 2804 lbs A Total Force(Ft): 1620 Ibs Total Force(Ft): 4424 lbs Shear(V2): 270.00 lbs Shear(Vl): 107.95 lbs. Total Shear(Vt): 270.00 lbs Total Shear(Vt): 170.1538462 lbs Total O.T.M.: 16200 ft-lbs Total O.T.M.: 70908 ft-lbs Short Wall O.T.M.: 16200 ft-lbs Hold Down: Short Wall O.T.M.: 70908 ft-lbs Hold Down: Short Wall M.R.: 25200 ft-lbs N/A Short Wall M.R.: 164268 ft-lbs N/A Uplift®2nd Floor. 0 lbs Uplift: -240 lbs Total Uplift: 0 lbs Total Uplift: 0 lbs Line: 3 Floor Depth: 1 ft 2nd Story Shear Walls 1st Story Shear Walls Lateral Force: 1620 plf Lateral Force: 29W 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: 9.5 ft Total Wall Length: 8.33 ft Short Wall Length: 15 ft Short Wall Length: 3.67 ft Wall Height 10 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 Wall Weight 16 psf DL Factor: 0.67 WalL- DL Factor. 0.67 Wall: Force(F2): 1620 lbs A Force(F1): 28N lbs • C Total Force(Ft): 1620 lbs Total Force(Ft): 4424 lbs Shear(V2): 170.5263158 lbs Shear(Vl): 336.6146459 lbs Total Shear(Vt): 170.5263158 lbs Total Shear(Vt): 531.092437 lbs Total O.T.M.: 16200 ft-lbs Total O.T.M.: 70908 ft-lbs Short Wall O.T.M.: 16200 ft-lbs Hold Down: Short Wall O.T.M.: 73656.08795 ft-lbs Hold Down: Short Wall M.R.: 25200 ft-lbs N/A Short Wall M.R.: 3272-9427 ft-lbs Uplift®2nd Floor. 0 lbs Uplift 6051 lbs Total Uplift 0 lbs Total Uplift 19472 lbs Line: A Floor Depth: 1 ft 2nd Story Shear Walls 1st Story Shear Walls Lateral Force: 1320 plf Lateral Force: 28N pill 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 25 ft Total Wall Length: 13.5 ft Short Wall Length: 8 ft Short Wall Length: 30 ft Wall Height. 12 ft Wall Height 12 ft Roof DL: 16 psf Floor DL: 35 psf Trib Width: 6 ft Trib Width: 2 ft DL Opp Pt of OT: 0 lbs DL Opp Pt of OT: 0 lbs Wall Weight: ib psf Wall Weight: 16 psf DL Factor. 0.67 Wall: DL Factor. 0.67 Wall: Force(F2): 1320 lbs A Force(F1): 2804 lbs B Total Force(Ft): 1320 lbs Total Force(Ft): 4124 lbs Shear(V2): 52.8 lbs Shear(V1): 207.7037037 lbs Total Shear(Vt): 52.8 lbs Total Shear(Vt): 305.4814815 lbs Total O.T.M.: 15940 ft-lbs Total O.T.M.: 66648 ft-lbs Short Wall O.T.M.: 5068.8 ft-lbs Hold Down: Short Wall O.T.M.: 66648 ft-lbs Hold Down: Short Wall M.R.: 9216 ft-lbs N/A Short Wall M.R.: 247500 ft-lbs STHDB Uplift @ 2nd Floor. 0 lbs Uplift: 1033 lbs Total Uplift 0 lbs Total Uplift 0 lbs 77 Single Story Conventional Wood Shearwall Line: C Line: D Lateral Force: 1320 plf Lateral Force: 2804 ptf Trib Width: ] ft Trib Width: 1 ft Geometry Modification: 0 lbs Geometry Modification: 1:320 lbs p: I.00 p: 1.00 Total Wall Length: 8 ft Total Wall Length: 10 ft Short Wall Length: 8 ft Short Wall Length: 5 ft Wall Height: 8 ft Wall Height: 12 ft Roof DL: 16 psf Roof DL: 16 psf Trib Width: 10 ft Trib Width: 3 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: 1320 lbs A Force: 4124 lbs C Shear(V): 165 lbs Shear(V): 412.4 lbs Short Wall O.T.M.: 10560 ft-lbs Hold Down: Short Wall O.T.M.: 24744 ft-lbs Hold Down: Short Wall M.R.: 9216 ft-lbs CS20 Short Wall M.R.: 3000 ft-lbs STHD14 Uplift: 548 . lbs Uplift: 4547 lbs Line: 1 Line: B Lateral Force: 550 plf Lateral Force: 550 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: 9 ft Total Wall Length: 4.5 ft Short Wall Length: 9 ft Short Wall Length: 4.5 ft Wall Height: 8 ft Wall Height: 8 ft Roof DL: 16 psf Roof DL: 16 psf Trib Width: 3 ft Trib Width: 9 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: 550 lbs A Force: 550 lbs A Shear(V): 61.11111111 lbs Shear(V): 122.9222222 lbs Short Wall O.T.M.: 4400 ft-lbs Hold Down: Short Wall O.T.M.: 4400 ft-lbs Hold Down: Short Wall M.R.: 7128 ft-lbs N/A Short Wall M.R_: 2754 ft-lbs F N/A Uplift: 0 lbs Uplift: 568 lbs 20 r PREMIER S.I.P. PANEL SHEAR WALL SCHEDULE (NTA PRS032808-3) ATTACHMENTS ALLOWABLE A35/LTP4 MARK SHEAR TOP PLATE BOTTOM PLATE VERT FRAMING SOLE NAILING NCHORAGE SILL (plfl SPACING 8d BOX NAIL (2) 16d NAILS 5/8"x 10"A.B. A 8d BOX NAIL 8d BOX NAIL @ 6" O.C. 250 20" O.C. @ 6' O.C. @ 6 O.C. (2 ROWS) @ 12 O.C. @ 4'-0" O.C. 8d BOX NAIL 8zi� @6" OCd BOX IL 8d@66" OCOX �L @6" O.C. (2@112 OCS 5@2-800c 350 15" O.C. (2 ROWS) 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 8d BOX NAIL 8d BOX NAIL 8d BOX NAIL SIDS 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. ZL (2 ROWS) (2 ROWS) (4 ROWS) W/3x PLATE 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 -jI ,17 -Z l� q� 0-2 :C� a� ,F 10.24 Chapter Ten b blh=b-bo 0 +f r 5 h So DOOR WINDOW Figure 10.8b Wall and opening dimensions. o. hol h is brhlb 1/3 1/2 2/3 5/6 1.0 F Co 0.0 1.00 0.67 0.50 0.40 0.33 (r €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 F j` 0.4 1.00 0.77 0.63 0.53 0.45 t c 0.5 1.00 0,80 0.67 0.57 0.50 0.6 1.00 0.83 0.71 0.63 0.56 0.7 1.00 0.87 0.77 0.69 0.63 6.8 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 1.00 1.00 1.00 1.00 t: Figure 10.8c Tabulated opening adjustment factor C. as a function of the ratio of unrestrained opening height to the total wall height h,/h,and the ratio of wall length with full-height sheathing ?K ; to the total wall length b jhl b.Use linear interpolation between tabulated values. 9' From Fig. 10.8a bfh _ 30 + 10 n = 0.66 b 60 Nr If a door opening of h; = 12 ft is assumed,then ho/h = 3/4. Using liner interpolation between b h/b = 0.6 and 0.7, and between ha/h = 2/3 and 5/6, then I = 0.706. f The tabulated allowable shearwall strgngth for a full-height segment from UBC Ta . ', ble 23-II-I-1 is �a v = 3901b/ft r.. The allowable shearwall capacity for the perforated wall is i A Coublh = 0.706(390)(40) = 11.0 k j. as compared to 15.6 k from the segmented approach. n�• If the door height were changed from ho= 12 ft to ho = 8 ft,the capacity.determi using the segmented approach would not change. However, using the perforated aP : acity.. ;c. . proach, the opening adjustment factor Co increases to Ca = 0.854 and t e cap the wall increases to V= (0.854)(390)(40) = 13.3 k. O O 3 30'O' STHDB ® 7/8"ATS -------------------------- 7/e"ATS b I �........................ o k I. g3�la•1' l h� 4"CONCRETE SLAB ON GRADE I V� I -�•e�RL�� W/93BARS O.C.E.W.OVER 4"CLEAN CRUSHED STONE OVER ER�! 6 MIL VAPOR BARRIER I I> I I (TYP BUILDING SLAB) I I I I II I li I 1 m I; I � �z•.Zt2 �' �, �,ok-tPS I —'—.." ---.-"'--- ——— —•"-"-'_--_-".- ..I; 718"ATS I31 yti11�1 S I 0.............._...,...._.. STH014 7/8"ATS STHD1 ® STHD14 8. 3.. 30'-0' `3 Foundation Design Strip Footings Allowable Bearing Pressure: 1500 psf Typical Exterior Strip Footing: Type DL+LL Trib Width Total Load Roof 42 9 378 Floor 75 8 600 Wall 16 24 384 Total Load 1362 USE V-0"Cont.Footing W/(1)#4 Bars Cont Good For 1500 plf OK Foundation Design Spread Footings Allowable Bearing Pressure: 1500 psf F4.6 USE T-6"Square x 12"Thick Footing w/(5)#4 Bars Each way Good For 30.3 kips OK F4.0 USE 4'-0"Square x 12"Thick Footing w/(4)#4 Bars Each way Good For 24.0 kips OK F2.0 USE 2'-0"Square x 8"Thick Footing w/(2)#4 Bars Each way Good For 6.0 kips OK �r 2 I r Ism I ' Ll ------_._._ nth PRER ILDING SYSTEMS Siran�et. Siralg,';ter: ;;rvr::rtcr. Transverse Load Chart 3 PREMIER SIPS TYPE S(SPLINE)TRANSVERSE LOAD CHART(psfl Panel Core Panel Span(ft.) Thickness Deflection ' ' 4 8 10 12 14' 16' 18' 20' 22' 24' L 6o 99 38 28 21 16 to 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/180 166* 8o* 6o* 46* 40* 34* 29 21 L 6o 119 59 6o 41 34 26 20 15 71/4" 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 9 1/4 L/240 16o* 86* 65* 57* 51* 46* 41 34 29 25 L/18o 16o* 86* 65* 57* 51* 46* 42* 39* 37* 34 L 6o 115 94* 75 51 49 47 38 28 1 24 21 11 1/4" L/240 16o* 94* 76* 59* 55* 51* 45* 39* 36 31 L/18o 16o* 94* 76* 59* 55* 51* 45* 39* 36* 33 Maximun Floor Span � Notes: Maximun Roof Span *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.P8SSIPS.COM000000 3 WOOD BEAM ALLOWABLE STRESS DESIGN BM MARK: SH1 Loads Reactions(lbs) DL(psf) LL(psf) Red.LL trib(ft) WTL(pff) WILL(PIS Left Right Span(ft):10.5 (psf) Lu(ft):2.0 roof 16 25 25 10 410 250 840 840 DL TL def.<U 360 roof/f1r 0 0 0 0 0 0 1313 1313 LL LL def.<U 480 floor 16 40 40 0 0 0 2153 2153 TL Co:1.0C wall/misc. 18 0 - 0 0 0 K:1.0 w UNFORM LOAD(plf): 410 250 M(lb-ft): 5650 LL Red.(Y/N)?:N DL LL Comments P vr.LOAD(lbs): 0 0 from left end:0.0 No.of MIcRoLAMs:2 A B C F 4 x 12 6 x 10 3-1/8 x 9 (2)1-3/4x 9.250 tv(psi) (d d: 67 52 98 85 fb(psi): 918 820 1607 1358 A TL(in): 0.17 0.22 0.33 0.26 A DL(n): 0.07 0.09 0.13 0.10 A yr span/A: 747 574 384 493 K� Beam Selection(A-F):F SH 1 USE: (a) 1-3/4x 9.25 LVL Gxz7v fvV2_ $75,p BM MARK: SH2 Loads Reactions(lbs) DL(psf) LL(psf) Red.LL bib(ft) w,(plf) -LL(plf) Left Right Span(ft):3.0 (psf) Lu(ft):2.0 -Check roof 16 25 25 10 410 250 240 240 DL TL def.<U 360 roof/flr 0 0 0 0 0 0 375 375 LL LL def.<U 480 floor 16 40 40 0 0 0 615 615 TL Co:1.00 wall/misc. 18 0 - 0 0 0 K:1.0 W UNIFORM LOAD(plf): 250 M(lb-ft): 461 LL Red.(YIN)?:N DL LL Comments P vr.Low(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 tv(psi) @ d: 33 21 67 fb(psi): 314 200 627 A TL(in): 0.01 0.01 0.02 A DL(in): 0.00 0.00 0.01 spardA: 3741 4776 2221 kr �4 U J�P C1 rV Beam Selection(A-F):F SHz USE: (1) 1-3/4X 5.5 LVL (lop 4, F�7 BM MARK: SH3 Loads Reactions(lbs) t Span(ft):3.0 DL(psr) LL(psrl Red.LL trib(R) wTL(nlr) W.(plf) Left Right Lu(ft):2.0 -Check roof 16 25 25 4 164 100 96 96 DL TL def.<U 360 roof/flr 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 walUmisc. 18 0 - 0{� 0 0 K:1.0 W UNIFORM LOAD(p„{): 164 100 M(lb-ft): 185 LL Red.(Y/N)?:N DL LL Comments P v.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) ®d: 13 8 27 fb(psi): 125 80 251 A TL(in): 0.00 0.00 0.01 A DL(in): 0.00 0.00 0.00 span/A: 9352 11940 5553 d,v Iv. {1,�y,� 2W �n Beam Selection(A-F):F SH3 USE: (1) 1-3/4X 5.5 LVL fwL !/ jfGY�t `� V 6MP kt- 4�9 ��� z S"."n I I} DID y i5;o. I PEP— — 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: 11.41 psf (D)Pressure: 4.22 psf (D)Pressure: 4.22 psf Line: Line S1 Direction: F/B Total Building Width: 24 ft Trib Width: 12 ft (A) 411.36 Ibs End Zone? Y (B) 149.53 Ibs Total Wind Shear 1062.8 Ibs (C) 410.76 Ibs Trib Roof Height 3 ft (D) 91.15 Ibs Roof Overhang 2 ft Trib Wall Height 5 ft Line: Line S2 Direction: F/B Total Building Width: 24 ft Trib Width: 12 ft (A) 411.36 Ibs End Zone? Y (B) 149.53 Ibs Total Wind Shear 1062.8 Ibs (C) 410.76 Ibs Trib Roof Height 3 ft (D) 91.15 Ibs Roof Overhang 2 ft Trib Wall Height 5 ft Line: Line SA Direction:S/S Total Building Width: 16 ft Trib Width: 8 ft (A) 329.09 Ibs End Zone? Y (B) 0 Ibs Total Wind Shear 657.7 Ibs (C) 328.61 Ibs Trib Roof Height 0 ft (D) 0 Ibs Roof Overhang 0 ft Trib Wall Height 6 ft Line: Line SB Direction: S/S Total Building Width: 16 ft Trib Width: 8 ft (A) 329.09 Ibs Total Wind Shear 657.7 Ibs End Zone? Y (B) 0 Ibs (C) 328.61 Ibs Trib Roof Height 0 ft (D) 0 Ibs Roof Overhang 0 ft Trib Wall Height 6 ft s (i,v C-6 �Av-- leiT S-5 Rtj� -45 5-1 Single Story SIP Panel Shear wall Line: Sl Line: S2 Lateral Force: 1.063 plf Lateral Force: 1063 plf Trib Width: I ft Trib Width: 1 ft Geometry Modification: 0 lbs Geometry Modification: 0.0 lbs p: 1.010 Total Wall Length: 13 ft Total Wall Length: ft Short Wall Length: 16 ft Short Wall Length: 9.5 ft Wall Height: 9 ft Wall Height: 9 ft Roof DL: 16 psf Roof DL: 16 psf Trib Width: 4 ft Trib Width: 4 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: 1063.0 lbs A Force: 1063.0 lbs A Shear(V): 81.8 plf Shear(V): 212.6 plf Short Wall O.T.M.: 9567.0 ft-lbs Hold Down: Short Wall O.T.M.: 9567.0 ft-lbs Hold Down: Short Wall M.R.: 26624.0 ft-lbs N/A Short Wall M.R.: 9386.0 ft-lbs N/A Uplift. 0 lbs lift U p 35 lbs Line: SA Line: SB Lateral Force: 825 plf Lateral Force: 825 plf Trib Width: 1 ft Tnb Width: 1 ft Geometry Modification: 0 lbs Geometry Modification 0 lbs p: I.00 p: 1.00 Total Wall Length: A ft Total Wall Length: 11..25 ft Short Wall Length: 6 ft Short Wall Length: 11.25 ft Wall Height: 10.5 ft Wall Height: 10.5 ft Roof DL: 16 psf Roof DL: 16 psf Trib Width: 9 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: 825.0 lbs A Force: 825.0 lbs A Shear(V): 58.9 PH Shear(V): 73.3 plf Short Wall O.T.M.: 3712.5 ft-lbs Hold Down: Short Wall O.T.M.: 8662.5 ft-lbs Hold Down: Short Wall M.R.: 5616.0 ft-lbs N/A Short Wall M.R.: 18731.3 ft-lbs N/A Uplift: 0 IN Uplift. 0 lbs �aTr,/ : �`� It�SY�t�(low 1 Cor�KCLTIm� kDJ�c��`t AKA- fs D�v� kAIDWO hst�L �St� �J6p�WJtr`ii - • �.(o t� b ���� r CSI 06 12 16 L I S T E u 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 70th Avenue East Structural Insulated Panels shall only be used on Fife, Washington 98424 buildings of combustible construction (Type V).1"ACU11 (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.IACU1s1 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,3-112-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 7-1/4-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 listing report is intended to indicate that AIT.A lr1c.has evaluated product des ?i e rnW-_bastund�to eel ibl r/ Pi . Product not labeled as specified he, is not col eyed by this report. a''7:A Inc.makes no lrarrunty.either)i s^`stedai tmpHedrrega+tlin�dii�Ivered by this report. NTA.INC.• 305 NORTH OAKLAND AVENUE P.O.BOX 490 • NAPPA LE.IINI DIANVA%6550LI ) PHONE: 574-773-7975 WEB: W W W.NTAINC.COM LA 2 2 2009 FAX: 574-773-2732 PRS032808-3 Listing Report revised 2009-PLE Issue Revision Date: 07/28/2009 cor CITY OF PORT TOWNSEND apiration Date: 03/10/2010 DSD Page I of 15 CSI 06 12 16 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.("Acu4) 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.1"Acne) 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.(Acua) 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. AIT.4 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 Pate 2 of'15 CSI 06 12 16 L I S T E D Listing Report: PRS032808-3 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 11ACU3) 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, Do= 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 'a) 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, 00 = directed by the designer. 3.0; Deflection Amplification Factor, Cd=4.0.(Ac"")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.(Acu1e) 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 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.("Ac ) 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.(Acu6) 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.(Acu7) 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 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 3 of 15 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.""") 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.("ACu ) other approved materials.(ACU11) 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.(ACU9) the local authority having jurisdiction.("ACU2) 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.(ACU2) 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.(ACUs) within 2-inches of each other.(ACu12) 7.4. The panels are manufactured in the production facility(ies)noted in this report.("Acua) 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. ACU16) 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 PFIONE: 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 ONCSI 06 12 16 L 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 00T production quality meets or exceeds the ON Pq 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 I S T E D noted below. PRS032808 - 3 o 0 Surface Spline(Type S) Block Spline(Type S) Engineered Lumber Spline(Type 1) Dimensional Lumber Spline(Type L) Figure 1: SIP Spline Types This listing report is intended to indicate that NTA Inc.has evaluated product described and has found a 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 0 oz 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 L/360 100 43 29 21 16 10 3.5 U240 143 60 42 33 25 16 U180 143* 61 57 46 34 22 L/360 105 52 39 30 24 18 15 11 5.5 U24O 162 78 58 36 32 28 22 16 U18O 191* 80 60* 46* 40 34 29 21 U36O 120 61 60 42 34 26 21 15 13 11 7.25 U24O 179* 85 75 61 50 39 31 23 21 18 L/180 179* 85 75 69 60 50 42 31 28 24 L/36O 131 80 66 52 43 33 28 22 20 18 9.25 U240 168* 86 71 57 51 46 42* 34 30 26 U180 168* 86 71 57 51 46 42 39 37 34* U36O 132 94 76 51 50 48 38 28 24 20 11.25 U240 163* 94' 76' 59' 55' 51 45' 39' 36' 31 L/180 163* 94 76 59 55 51 45 39 1 36 1 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. °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. s 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: 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 6 of 15 CSI 06 12 16 L I S T E D Listing Report: PRS032808-3 Table 2: Maximum Allowable Uniform Transverse Load ( s -Type I Panels''' Panel Panel S an ft Core Thickness Deflection in Limit2 44 8 10 12 14 16 18 20 22 24 U360 132 136 93 60 50 40 31 21 19 16 7.25 L/240 318* 148* 107* 91 75 59 45 31 27 23 U180 318* 148* 107* 92* 87 1 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 U180 336* 164* 124* 107* 96 84* 76 65 56 47 U360 258 143* 103* 86 83 77* 61 42 37 32 11.25 U240 318* 143* 103* 93* 85 77* 68 59* 54 46 L/180 318* 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. 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 NT.4 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 warranh-,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: 03/10/2C10 Page 7 of 15 O CSI 06 12 16 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 U360 103 45 33 24 18 11 3.5 U24O 225 68 47 1 34 26 17 L/180 297* 91 61 45 1 34 23 L/360 307* 129 57 42 34 25 20 15 5.5 U24O 307* 182* 87 61 49 37 30 22 U180 307* 182* 112* 80 65 49 1 39 29 U360 253 171 82 66 54 41 32 23 7.25 L/24O 288* 188* 128 100 81 61 48 35 L/180 288* 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. z 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 warranh-.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 8 of 15 000or CSI 06 12 16 L I S T E D Listing Report: PRS032808-3 Table 4: Maximum Allowable Uniform Axial Load I -Type S Panels''2,3'4 Panel Core Panel S an ft Thickness (in) 8 10 12 16 20 24 3.5 3500 2553 2453 2117 5.5 4250 4043 3373 3923 2817 2183 7.25 4917 1 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. z 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 I —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 1 5557 1 5180 4837 4083 9.25 5473 5709 5946 5948 4729* 4250 11.25 5667 5474 5281 5775* 4729* 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 btc.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. ArTA 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: 07/28/2-)09 Expiration Date: 03/10/2010 Page 9 of 15 0000 CSI 06 12 16 r4 r 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 Bearing 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 2 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 I I X. I � I Top Plate I I � I I I � I i I i I I � I I i ' I Figure 3: Top Plate Configurations This listing report is intended io 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 10 of 15 CSI 06 12 16 L I S T E D Listing Report: PRS032808-3 Table 7: Maximum Allowable Uniform SIP Header Vertical Loads (plf) 3-1/2 through 11-1/4-inch Core Thickness 1,2 Header Deflection Header Span ft Depth (in) Limit4 4 6 8 10 U480 740 384 228 142 12 U360 740 384 229 142 U240 740 384 229 142 U480 798 574 385 311 18 U360 798 574 385 311 U240 798 574 385 311 U480 886 629 429 361 24 U36O 886 629 429 361 U24O 886 629 429 361 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. 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. Table 8: Maximum Allowable Uniform Header Loads(pif) Panel Splice a minimum of 6-in.from edge of opening)3-1/2 through 11-1/4-inch Core Thickness'2 Header Deflection Header Span ft Depth (in) Limit4 4 6 8 10 U480 345 243 156 99 12 U360 450 295 190 125 L/24O 630 382 236 153 U480 705 388 254 235 18 U36O 750 482 302 281 L/24O 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. 2 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 NTT 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. NT.4 Inc.makes no warranty.either exp-essed 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 I I 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)1,2 Framing Minimum Facing Con nections2 Shear Spline Minimum Strength Type SG Chord Plate 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. 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 evahiated 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 blip 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 12 of'15 ONCSI 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 ''2 Framing Minimum Facing Connections Shear Spline Minimum Strength Type SG Chord Plate Spline 3 I 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) Lumber 6"oc 3"oc 0.113"x 2-1/4"nails,6"oc 360 Spline 0.113"x 2-1/4"nails, 0.113"x 2-1/4"nails, (3/4"thick,3-inch wide spline) (Type S,Type L) 0.50 6"oc 6"oc 0.113"x 2-1/4"nails,6"oc 360 0.113"x 2-3/8" 0 x 2-3/8" round (23/32"thick, 3-inch wide Block, Surface, or nails, 3"oc .113" spline)0.113"x 2-3/8"nails, Lumber 0.50 Staggered (3/8° head nails, 3"oc 3"oc Staggered (3/8"edge 720 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) Block, Surface, or 0.113"x 2-3/8" 0.113"x 2-3/8"round (23/32"thick, 3-inch wide Lumber Staggered (3/8', 3/4" nails, 2"oc head nails, 2"oc spline)0.113"x 2-3/8"nails, Spline 0.50 Staggered (3/8" edge 2"oc Staggered (3/8"edge 920 (Type S,Type L) edge distance and distance) distance and 3/4"edge 3/4"edge 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 NT.4 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 13 of 15 or 000 ONCSI 06 12 16 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 0.113"x2.5"nails,3"oc PBS#14 Panel Screw with 1-in.penetration 7/16-inx 4-in OSB Spline with 1-in.penetration 0.113"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 PBS#14 Panel Screw 0.113"x2.5"nails, 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(top only) Spline Attachment Surface Spline(top only) Boundary Support Attachment (per table) (per table) (per table) Support Attachment (per table) Interior Support PP 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 NT.4 Inc.has evahiated product described and has found it to be eligible for labeling. Product not labeled as specified herein is not covered by this report. NT.4 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 f 000V CSI 06 12 16 r4 L I S T E D 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 I 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 1 L3 Phoenix, Arizona Elgin, IL 60124 100 Mile House, BC (Mill Mor-Ad M652 JSI 20 Series Joists #445 Tolko Industries, Ltd. Ashland Specialty 3203 30th Avenue Chemical Company Superior Wood Systems Vernon BC, Canada V1T Insulfoam Treated ASTM 5200 Blazer Parkway 1301 Garfield Avenue 6M1 C578 Type I EPS Foam Dublin, OH 430 Superior, Wisconsin Meadow Lake, SK Kent, Washington ISOSET@ EPI WD3-A322 54880 (Mill#492 with ISOSET CX47 24 and 34 Series I-Joists This listing report is intended to indicate that N7A 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. N7:4 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 +-hoof ` P, _.C'v 1 1 - 1 A. rl T (�1 O' ( 7 I r /^ ✓V N V7�� ly" -.. I 1 I I; 1 i r N� Ir - ! NG'- � I Cil'r Of F'-jR _ y , i t z�— 7�Alr- 6ti TTM �jEi�fiM� �iT Z �►o.�--�- 1r�4'� 7b Crrw4,j�- .z T3 qvl� ort �� ' `°�� E C 0 V DEC 1 4 2009 i11 9 ,a1)1 Brook CITY OF PORT TOWNSEND DSD December 10,2009 &j6�A *'LL-U 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 #4 bars®12" o.c.max #5 bars @ 18" o.c. max 10"Walls Horizontal Reinforcement #4 bars®12" o.c. max ? #5 bars @ 16" o.c. max �r�,. r.' Vertical Reinforcement #4 bars @ 3" o.c. max #5 bars®6" o.c. max 7 --�� #6 bars @ 9" o.c. max - #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. Si ereh Bran on s,P.E. Principal HLE COPY Maple Brook Engineering,Inc. www.maple-brook.com Phone: 541.574.1855 Fax: 541.574.1841 I C1 .i ' I i I ATS 7/8" FIELD CUT 4'WINDOW jl i ATS 7/8" ATS 5/8" REVISED COTTAGE ENTRY SCALE: 1/4"=1'-O" A . � o 00 i` 2 vi/ -----;{ -- Single Story SIP Panel Sheanvall Line: C1 Line: NOT USED Lateral Force: plf Lateral Force: p1t Trib Width: ft Trib Width: ft GCO1110tIA Ills Geometry Modification: Ills 1 Total Wall Length: ft Total Wall Length: ft Short 1\all Leiwth: 0 ft Short Wall Length: ft Wail Height: ft Wall Height: ft Roof DI_: psf Roof DL: psf Trib Width: J. rt Trib Width- ft DL Opp Pt of OT: lbs DL Opp Pt of OT: Ills %VA!Weight: W Wall eight: psf DL Factor: Wall: DL Factor: Wall: Force: 6190.0 1115 D Force: 1.0 lbs Shear(V): 1238.0 plf;_ Shear(N7): 1.0 plf Short Wall O.T.M.: 35710.0 ft-lbs Hold Down: Short Wall O.T.M.: 1.0 ft-lbs Hold Down: Short A-all NI.R.: 2600.0 ft-lbs Short Wall NI.R.: 1.0 ft-)bs Uplift: 10794 lbs Uplift: 0 lbs U% Ljj04q_ "�Ru� IV CONV"OPAt, VJODD WW, V� GOO F0 - (ZX F(� i i C1 i i 1 � i O F2.6 ' ATS 7/ " FIELD CUT o ,, WINDO04 W i u- F2.6 WF1.0 �— i• ATS 7/ " 0 F2.6 11 F 2..6 WF2.0 ! �� WF1.0 77 e ATS 5/8" REVISED COTTAGE ENTRY SCALE: 1/4"=1'-O" 0043C3, 01 . �L / ` 4-tTY OF PORT TOWNS, PERMIT ACTIVITY LOG PERMIT# 4BL )O9 — Z d'b DATE RECEIVED SCOPE OF WORK: DATE ACTION INITIALS ZZ- O ENTERED INTO CHET CHECKED FOR COMPLETENESS cj_ ZZ_ �q 0 o I o PI v� Zoning: Setbacks OK? n,�- j a`;�„- KOW S `nU4 h i Lot Size: Building Size: S _ - Lot Coverage: FAR OK? Height OK? Parkin OK? Critical Area? No Demo? p-- - Historic Rev? o Notice to Title? Lots of Record? QX ! 'yaA h - --�'l� �� (� L-vFo 6 --0 3 z �OFpORTT�hy BUILDING PERMIT City of Port Townsend Development Services Department awns+ ' 250 Madison Street,Suite 3,Port Townsend,WA 98368 (360)379-5095 Project Information Permit# BLD09-200 Permit Type Residential -Accessory Dwelling Unit Project Name ADU/COTTAGE Site Address 2036 CLAY ST Parcel# 969912508 Project Description COTTAGE/ADU 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 permit is true and accurate to the best of my knowledge. 1 further certify that I am the owner of the property or authorized agent of the owner. Print Name R Date Issued: 10/08/2009 Issued By: FSLOTA Signature K=xof Date dq 0 ct U q Date Expires: 04/06/2010 QoRT rO�y BUILDING PERMIT City of Port Townsend Development Services Department �Wnst 250 Madison Street,Suite 3,Port Townsend,WA 98368 (360)379-5095 Project Information Permit# BLD09-200 Permit Type Residential -Accessory Dwelling Unit Project Name ADU/COTTAGE Site Address 2036 CLAY ST Parcel# 969912508 Project Description COTTAGE/ADU Fee Information Project Details Project Valuation $36,545.28 Dwellings—Type V Wood Frame 384 SQFT Plan Review Fee 333.09 Units: Heat Type: HYDRONIC Energy Code Fee -New Single 100.00 Bedrooms: 1 Construction Type: V -B Family Unit Bathrooms: I Occupancy Type: R-3 Mechanical Permit Fee per Dwelling 150.00 Unit-New Residential Plumbing Permit Fee per Dwelling 150.00 Unit-New Residential PLAN REVIEW DEPOSIT 150 150.00 PLAN REVIEW REFUND 150 -150.00 PLAN REVIEW REFUND 50 -50.00 Building Permit Fee 512.45 State Building Code Council Fee 4.50 Technology Fee for Building Permit 10.25 Record Retention Fee for Building 10.00 Permit Total Fees $ 19220.29 Conditions 10. Property corner survey pins must be located at time of footing inspection to verify setbacks. 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 pennit 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 t� c L`��r�' K r (,t G�-- Date Issued: 10/08/2009 Issued By: FSLOTA Signature Date Oi 0 c9Q7 Date Expires: 04/06/2010 i 547065 AS : 2 NTIT 10/08/2009 08:31 AM $63.00 RICHARD KIRKHAM Jefferson County WA Auditor's Office - Donna El l dridge, Auditor mil Irl G�IA,L+��Ui�rW,I%LW 1�1C1��14�h�'fth 11111 City of Port Townsend Development Services Department 250 Madison Street Suite 3 Port Townsend,WA 98368 NOTICE TO TITLE Grantor/Owner: Richard Kirkham Grantee: City of Port Townsend, a Washington municipal corporation Reference: City Building Permit Number: BLD09-199 and BLD09-200 Legal description: Grantors/Owners own the following described real property: Mabel Addition, Block 125, Lot 7 Assessors Property Tax Parcel Number: 969-912-508 NOTICE IS HEREBY GIVEN to the Grantor/Owner of the above-referenced real property, to potential purchasers and future owners, to agents or representatives, and to any other concerned person or entity: 1) A detached Accessory Dwelling Unit(ADU) and the main residence is proposed to be built through building permits BLD09-199 and BLD09-200. The ADU will be addressed as 2036 Clay Street and will share utilities with the single-family residence at 2030 Clay Street. 2) The Port Townsend Municipal Code (PTMC) requires that the property owner reside on the subject property, in either the principal residence or ADU in order to rent or lease the other unit. A one-year hardship waiver may be granted by the City in accordance with PTMC 17.16.020.C.2. Additionally, neither the principal nor accessory unit shall be used as a transient accommodation (PTMC 17.16.020.C.3). A transient accommodation is defined as a use no more than 29 consecutive calendar days (PTMC 17.08.060). Pagel of 2 i Kirkham ADU Notice to Title 3) This notice may be removed or modified only with approval by the City. CITY OF PORT TOWNSEND By S �cT°Boy O� kha . Sepler, AlP Date Development Services/Planning Director Development Services Department y L Richard Kirkham Date Property Owner STATE OF WASHINGTON ) )ss. COUNTY OF JEFFERSON ) I certify that I know or have satisfactory evidence that Richard Kirkham is the person who appeared before me, and who acknowledged that he signed the same as his free and voluntary act for the uses and purposes mentioned in the instrument. 1 Given under my hand and official seal this ��1 day of , 2009. K. S S.\•���Sg,oN e�'A��• .J I� 1� A O 5�0TA�n�N (Print Name) NOTA)ZY PUBLIC in and for the State of y A)UBOG as k: YrF'•,p-1'* •GAO Residing at: p. � i kA VU' � ' OF•WASN�� I I owh5 My appointment expires a A:O::, 1 [Notary stamp inside 1" margin] Page 2©f 2 3 L-`D o9 PORT ro City of Port Townsend Development Services Department BUILDING ADDRESS APPLICATION � WASH"_ Name of Property Owner: �l C mr� -l) Mailing Address: 0 K\-) 94 i1<-- -#ice �d �l y/Aly, n> l 2 -7- 1 T 2 Telephone: Property is located in: Addition: rn lq-io\,-;,, L Block(s): Lot(s): Faces/Access is from: Parcel Number Directions to the Pro ert draw vicinity map on back 4=6Kivy If this is a new ADU, has a building permit been applied for? Ye No Date: Notes: *tV55E h1,( —�VA I �j L LA S �`b`jXze5 se�:)�. ADDRESS NUMBER ASSIGNED: Date of Approval: For Department Use Only: Application Fee Received ($3.00): Date: Copy to: ❑ Finance ❑ Fire Dept ❑ Post Office ❑ Sheriff ❑ Police ❑ GIS ❑ Public Works Kf'DSD database ❑ Assessor's Office P:ADSD\Forms\Building Forms\Application-Address Number.doc;2/5/09 CD 7 OW\ cp 0 � 7 4 � 6 0o a ti 2 52 � 4 4 3 Goa 6 5 QQ �J a OJ �a 101 s 8 � 4 6 1 518862 Page: 2122f2006 02:10P ierFe�....., r�,,,, „ o„a c�rrrn Mrconrni r CAT 49 CAA City of Port Townsend Development Services Department 250 Madison Street Suite 3 Port Townsend, WA 98368 CERTIFICATION OF CONFORMANCE & RECOGNITION OF LOTS OF RECORD FILE NO. LUP06-032 DEVELOPMENT SERVICES DIRECTOR DECISION Grantee: Ezekiel and Dessa McFadin, husband and wife Grantor: City of Port Townsend, a Washington municipal corporation Information of lots or parcels being certified: Address: 2024 Clay Street Assessor tax 9: 969-912-205 Legal description: Lots 5 and 7 in Block 125 of Mabel Addition Zoning: R-II Purpose: The Port Townsend Municipal Code (PTMC) Section 18.18.020 states that Lots . of Record is required when the proposed development of nine or fewer lots of record platted prior to 1937 (the effective date of the State Subdivision Act, RCW 58.17) requires a building or land use permit and the extension or public utilities and/or the development of an unopened street. The owners intend to split the property into two parcels: A) Lot 5 B) Lot 7 The single-family residence is located on Lot 5. A detached garage was located on Lot 7, but has been removed so the lot is now vacant. In R-II, the minimum width is 50 feet and the minimum lot size is 5,000 square feet (17.16.030 PTMC). Each lot was platted to be 55 feet wide by 110 feet long, and meets the minimum lot width and size. The lots are not mapped as a Critical Area as defined in Chapter 19.05 of the PTMC. 518862 Page: 2 of 2 12/22/2006 02:10P .lnifnr cnn T:nnnfv Ours F7FKTF1 MCFOTITM CFRT 31 On The Mabel Addition was platted in 1889, and an additional future residence on Lot 7 of the above property would require an extension of the water main line. The above lot(s) meet the requirements for two (2) legal, buildable lots under the Port Townsend Zoning Code(Title 17 PTMC) and Land Division Ordinance (Title 18 PTMC) in effect at the time this certification is signed below. The Development Services Department Director hereby finds that the above parcels are legal lots for building purposes under the Port Townsend Zoning Code and Land Division Ordinance;provided, however: 1) This certification is conditioned upon the Applicant or the Applicant's successors and assigns installing all public improvements (including street access, and water, sewer and stormwater improvements) in full conformance with the Port Townsend engineering design standards in effect at the time the Applicant applies for a building permit or other development permits. 2) This certification shall not be construed to limit the authority of the City of Port Townsend to review any property development or building permit applications in accordance with all applicable regulations, and to impose conditions upon any development or construction on the property in accordance with applicable regulations. This certification is subject to revocation if it is found that the information upon which it is based is erroneous. CITY OF P WNSEND Leonard Yar rry, r r Date Development Services Department Page 2 of 2 Mcfadin LUP06-032 Parcel Details Page 1 of 2 �Y Weaker Stat�on�_,Ya� Database Tools -, �Mapsy�,"�.Vlebcam Parcel Number: 969912508 SEARCH Parcel Number: 969912508 Printer Friendly Owner Mailing Address: RICHARD KIRKHAM 155 RAINBOW DR LIVINGSTON TX773991055 Site Address: 2030 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 I I Click on photo for larger image. No 1J No 2nd j Photo Photo I Available Available No Permit No Assessor Data Data Available ax A/V Sales Info Map Parcel Plats&Surveys Available N,u C OUNTY INFO I DEPARTMENTS I SEARCH � ' Best viewed with Microsoft Internet Explorer 6.0 or later ZN�N'Windows-Mac http://www.co.jefferson.wa.us/assessors/parcel/parceldetal1.asp 9/22/2009 Parcel Details Page 1 of 2 a ` `�,w :,;� `"'��„Vleatl�er Statran � '� Database Taols - =;Maps �' (b: .Webcam Halve County Info Depalments = eorch i s Parcel Number: 969912508': SEARCH Parcel Number: 969912508 Printer Friendly Owner Mailing Address: RICHARD KIRKHAM 155 RAINBOW DR LIVINGSTON TX773991055 Site Address: 2030 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 CERT/LTS OF REC #518862 I I Click on photo for larger image. J No No 2nd Photo Photo Available Available No Permit No Assessor Data Data Available _ax,A/v, Sales Info Map Parcel Plats &Surveys Available vlr ' i r HOME I COUNTY INFO I DEPARTMENTS I SEARCH Best viewed with Microsoft Internet Explorer 6.0 or later Windows - Mac http://www.co.jefferson.wa.us/assessors/parcel/parceldetai1.asp 10/2/2009 n � } K y � U r! � oll mw � � � 4 'x�� P t�as � � sv;.• i MEM it l " sit z a 1 inch=50 feet Suzanne Wassmer From: Alex Angud Sent: Monday, October 05, 2009 1:34 PM To: Suzanne Wassmer Subject: RE: Kirkham SDP09-021 Yes they are. . . ..a requirement for the open lot, plan was engineered and prepared by McFadin Davis. R, Alex From: Suzanne Wassmer Sent: Friday, October 02, 2009 5 :54 PM To: Alex Angud Subject: Kirkham SDP09-021 Hey Alex, Is Kirkham extending the water line in Clay Street for the house and ADU at the corner of Clay and Gaines? If so, I need to ask them for a Lots of Record application. Thanks, Suzanne Suzanne Wassmer Land Use Development Specialist 385-0644 z OF pOHT o Receipt Number: 1270662 �WA� Receipt Date ,y 10/29/2012 Cashier SWASSMER — Payer/Payee � Name KIRKHAM RlCHARD D A. r .; ., Nil ry y14, Ori inaEee F Amount F Per .. - ;Amount Paitl � Balance `# Parcel Fee Descri tion BLD09-200 969912508 Extra inspection if necessary $50.00 $50.00 $0.00 BLD09-200 969912508 Extra inspection if necessary $50.00 $50.00 $0.00 Total: $100.00 Payment �CFieck � ��`" :yam �'� payment Method s � Nuinber'f 3 - ..7.�_.. �. yAmount CHECK 1299 $100.00 Total: $100.00 Notes: y Previous,, Jyment History Receipt# ,'Receipt Date Fee Description AmountPaid Permit N . 09-0830 10/08/2009 Building Permit Fee $512.45 BLD09-200 09-0830 10/08/2009 Energy Code Fee-New Single Family Unit $100.00 BLD09-200 09-0830 10/08/2009 Mechanical Permit Fee per Dwelling Unit-New $150.00 BLD09-200 09-0794 09/22/2009 PLAN REVIEW DEPOSIT 150 $150.00 BLD09-200 09-0830 10/08/2009 PLAN REVIEW REFUND 150 -$150.00 BLD09-200 09-0830 10/08/2009 PLAN REVIEW REFUND 50 -$50.00 BLD09-200 09-0954 12/14/2009 PRF-REVISION $150.00 BLD09-200 09-0830 10/08/2009 Plan Review Fee $333.09 BLD09-200 09-0830 10/08/2009 Plumbing Permit Fee per Dwelling Unit-New R $150.00 BLD09-200 09-0830 10/08/2009 Record Retention Fee for Building Permit $10.00 BLD09-200 09-0830 10/08/2009 State Building Code Council Fee $4.50 BLD09-200 09-0830 10/08/2009 Technology Fee for Building Permit $10.25 BLD09-200 genpmtrreceipts Page 1 of 1 of poRT to y u No Receipt Number 09 0954W", Receipt Date 12/14/2009 Cashier M1NAY � PayerlPayee Name KIRKHAM RICHARD . ,:. ` -€ - A-7 3aOnginal Aun C"IM"" Parcel ttl glance 6 .'e - . :=� �� BLD09-200 969912508 PRF-REV-TI $150.00 $150.00 $0.00 Total: $150.00 Prevrous Paymenf�Hisfory s } Receipt# , RecIRK— eipt;Dated Fee Descnp ion , Amount Paid ermt# , 09-0830 10/08/2009 Building Permit Fee $512.45 BLD09-200 09-0830 10/08/2009 Energy Code Fee-New Single Family Unit $100.00 BLD09-200 09-0830 10/08/2009 Mechanical Permit Fee per Dwelling Unit-Nev $150.00 BLD09-200 09-0794 09/22/2009 PLAN REVIEW DEPOSIT 150 $150.00 BLD09-200 09-0830 10/08/2009 PLAN REVIEW REFUND 150 -$150.00 BLD09-200 09-0830 10/08/2009 PLAN REVIEW REFUND 50 -$50.00 BLD09-200 09-0830 10/08/2009 Plan Review Fee $333.09 BLD09-200 09-0830 10/08/2009 Plumbing Permit Fee per Dwelling Unit-New 1 $150.00 BLD09-200 09-0830 10/08/2009 Record Retention Fee for Building Permit $10.00 BLD09-200 09-0830 10/08/2009 State Building Code Council Fee $4.50 BLD09-200 09-0830 10/08/2009 Technology Fee for Building Permit $10.25 BLD09-200 Pyment E Check Payment i- Methotl .; Numberzgmount CHECK 2051 $150.00 Total: $150.00 genpmtrreceipts Page 1 of 1 OF PORT ro Receipt Number: 09 0830m, WE rvm � + Receip Date 10/08l2009 Cashier FSLOTA' fi Payer/Payee Name KIRKHAM RtCHARD D� 1,..... ,>�n,� :4 :,. ?, ;3+r; .< -<�,��r,... . .a'a... �� AP' ..a. :. '` 31111 }3'' •�,�^#y., � 5 �'« h "�` yc� 4 mTi �y, � y 'il I - �+ f .� 3 g '� 3 3 r� �3 : s Ongtnal Fee Amount. Fee ya Permit# parcel, Fee Description Amountb �Patd r Balance .Y'6� ... •` ,. - e, ..�b._ r� BLD09-200 969912508 Plan Review Fee $333.09 $333.09 $0.00 BLD09-200 969912508 Energy Code Fee-New Single Family i $100.00 $100.00 $0.00 BLD09-200 969912508 Mechanical Permit Fee per Dwelling Ui $150.00 $150.00 $0.00 BLD09-200 969912508 Plumbing Permit Fee per Dwelling Uni $150.00 $150.00 $0.00 BLD09-200 969912508 PLAN REVIEW REFUND 150 -$150.00 -$150.00 $0.00 BLD09-200 969912508 PLAN REVIEW REFUND 50 -$50.00 -$50.00 $0.00 BLD09-200 969912508 Building Permit Fee $512.45 $512.45 $0.00 BLD09-200 969912508 State Building Code Council Fee $4.50 $4.50 $0.00 BLD09-200 969912508 Technology Fee for Building Permit $10.25 $10.25 $0.00 BLD09-200 969912508 Record Retention Fee for Building Per $10.00 $10.00 $0.00 Total: $1,070.29 �Rece�ptF# �k����Receipt Date =u ��Fee�Descnption� � ��Amount Pa�d� Permit# _ fdo3Ae3+�,•,__ 09-0794 09/22/2009 PLAN REVIEW DEPOSIT 150 $150.00 BLD09-200 Fayrr%ent Check --,- Pa ent FMethod�� � sr . CHECK 2038 $ 1,070.29 Total: $1,070.29 genpmtrreceipts Page 1 of 1 OF 9OR7 TOE y�o Receipt Number: b9T0794 u ME Affiflpt'Date 09/22/2009 Cashier SFOSTER Payer/Payee Name MICHELL�E CARON/KIRKHAM „ -s i .. a� ^; ME � S yx ffOrtgmal'Fee �Amount Fee Permit°# - Parcels Fee Description Amount Paid Balance ,e _ ..,,s..ro v, .� ,A'. ."�: :'` % .,z�'::' :r...-. '4... h..; BLD09-200 969912508 PLAN REVIEW DEPOSIT 150 $150.00 $150.00 $0.00 Total: $150.00 ., Prevrous PaIS yment Hrstory ' - £ Receipt# Receipt Date Fee�Desenption AmountPaid Permit# .« .. yPaym�nt k. � x P a ent Check ° ym Method rt Number ` Amount t CHECK 1093 $150.00 Total: $150.00 genpmtrreceipts Page 1 of 1