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HomeMy WebLinkAboutBLD10-220City of Port Townsend Development Services Department Correction Notice PERMIT NUMBER BLDjO-~- 220 OWNER Londreth JOBLOCATION j4b Austn Ykcthew Ln, Inspection of this structure has found the following violations: Provide Arccrs¢ Qind woe. oct Present o&r tine of tirol In se etn Co L For Re mspect 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 / O/2 IM Inspector CNB DSD Main Office (360) 379-5095 INSPECTION REQUEST (360) 385-2294 | THIS NOTICE MUST BE KEPT WITH APPROVED PLANS ON SITE City of Port Townsend Development Services Department Correction Notice PERMIT NUMBER LD 10-290 - owneR _Loanwdye ta JOBLOCATION _IY¥6 AustA Meatheo Ly, Inspection of this structure has found the following violations: J Sola / y a Te iwS{al lotion oF lw) B. Provicle insulchon ceshFicete Prior tt Finshiig GiB, screwed) QGWE tal nutled | pes 200% TeC. ——¢ Cw 4 vatil these iTems huve’ been Call For ReimnSpection prior mt Tepe GWB 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 7/7 Jif Inspector = Sst DSD Main Office (360) 379-5095 INSPECTION REQUEST (360) 385-2294 THIS NOTICE MUST BE KEPT WITH APPROVED PLANS ON SITE City of Port Townsend Development Services Department Correction Notice PERMIT NUMBER PLDIG- 226 OWNER JOB LOCATION gf Sia pstveuss Inspection of this structure has found the following violations: Bed Siar Co den Ce alike 7 Cio. Wren — | sven Ats Flidgh— Soler = “Bide te Xx IA Up XE ¢ use 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 Cs- ( 1-1 | nopecor AA Mp Or DSD Main Office (360) 379-5095 INSPECTION REQUEST (360) 385-2294 | THIS NOTICE MUST BE KEPT WITH APPROVED PLANS ON SITE City of Port Townsend Development Services Department Correction Notice 9 PENTIMA B.DID=330 owneR Lewrdyeth soptocation 146 Ausitk Mothers Inspection of this structure has found the following violations: a. FZ (p-l7-ll purl (1) Provide cl e) vain Saectite y 1 BSP iw bends Pa A Y trourde \ nsulection mar Kes (Ww ettt'c oir F Me OF Local insuletion BA Cal, Prous & A w BC. —~ Wrtl chec K oc L insvlection — Not (nsulete owti'l Structive is“Avied LW, DI Mar 6.172 St @ Provide GEE Coles ay braciny 4uly re (g-(12- 1 Ca [T ror lee inspect — ‘ ; e le 4 te an ot bye- (geil 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 (c/4 [i/ ropector Aste DSD Main Office (360) 379-5095 INSPECTION REQUEST (360) 385-2294 | | THIS NOTICE MUST BE KEPT WITH APPROVED PLANS ON SITE | 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. PARCELNO. 948334415 PERMIT NO. BLD10-220 ISSUED DATE __ 12/03/2010 __—«EXPIRATION DATE _06/01/2011 ADDRESS 146 AUSTIN MATTHEW LANE CONSTRUCTION TYPE _V-B OCCUPANT LOAD OWNER LANDRETH JAMES W PROJECT DESCRIPTION New SER in the Renee Short Plat CONTRACTOR HI-LINE HOMES LENDER INSPECTION INSP ATE COMMENT INSPECTION INSP DATE COMMENT EROSION CONTROL GWB letter in 4yle SETBACKS SURVEY PIN |(wawt | “24; TREE PLANTING/CONSR TREEPROTECTION [Mac] | Yes JE\paaed FINAL PUBLIC WORK |AA |'% /, by SES FOOTING wow [YA] whro FINAL BLDG.C OFO {oS |’26/, UFER may 2H) | 65 _ FOUNDATION WALL | mas 4%, | Wang gasir FOUNDATION DRAIN Ges oh MISCELLANEOUS FLOOR FRAMING eA pa SHEARWALL & HOLDOW\-A. |%/) FRAMING (hog, | &ln/, AIR SEAL Mask llo/a/, PLUMBING MMA Wn, MECHANICAL INSULATION 4 Yse/ TO REQUEST AN INSPECTION CALL (360) 385-2294. INSPECTION REQUESTS MUST BE RECEIVED PRIOR TO 3:00 PM FOR NEXT DAY INSPECTION. BUILDING PERMIT City of Port Townsend Development Services Department 250 Madison Street, Suite 3, Port Townsend, WA 98368 (360)379-5095 Project Information Permit # BLD10-220 Permit Type Residential - Single Family - New Project Name _ Renee Short Plat Site Address 146 AUSTIN MATTHEW LANE Parcel # 948334415 Project Description New SFR in the Renee Short Plat Names Associated with this Project License Type Name Contact Phone # Type License # Exp Date Applicant Landreth James W Owner Landreth James W Contractor Hi-Line Homes Gibbs (360) 379-8600 STATE HILINH*981B1 02/10/2012 Contractor Hi-Line Homes Gibbs (360) 379-8600 CITY NW Central 007 12/31/2010 *** 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. I further certify that I am the owner of the property or,authorized agent of the owner. Date Issued: 12/03/2010 sid Issued By: MWAY ; Date _ ie/z lO Date Expires: 06/01/2011 Print Name Signature BUILDING PERMIT City of Port Townsend Development Services Department 250 Madison Street, Suite 3, Port Townsend, WA 98368 (360)379-5095 Project Information Permit # BLD10-220 Permit Type Residential - Single Family - New Project Name __ Renee Short Plat Site Address 146 AUSTIN MATTHEW LANE Parcel # 948334415 Project Description New SFR in the Renee Short Plat Fee Information Project Details Project Valuation $91,081.00 Decks — Residential (Covered) 65 SQFT PLAN REVIEW REFUND 150 -150.00 Dwellings — Type V Wood Frame 950 SQFT PLAN REVIEW DEPOSIT 150 150.00 Units: \ Hest ‘Type: ELECTRIC BBH Building Permit Fee 937.75 Bedrooms: 1 Construction Type: V - B Mechanical Permit Fee per Dwelling 150.00 Bathrooms: 1 Occupancy Type: R-3 Unit - New Residential Plumbing Permit Fee per Dwelling 150.00 Unit - New Residential Energy Code Fee - New Single 100.00 Family Unit Plan Review Fee 609.54 Technology Fee for Building Permit 18.76 State Building Code Council Fee 4.50 Record Retention Fee for Building 10.00 Permit Site Address Fee 3.00 Total Fees $ 1,983.55 Call 385-2294 by 3:00pm for next day inspection. Permits expire 180 days from issuance if work is not commenced, or if work is suspended for a period of 180 days. Work is verified by obtaining a valid inspection. The granting of this permit shall not be construed as approval to violate any provisions of the PTMC or other laws or regulations. I certify that the information provided as a part of the application for this permit is true and accurate to the best of my knowledge. I further certify that I am the owner of the property or authorized agent of the owner. Print Name Date Issued: 12/03/2010 Issued By: MWAY Signature ; Date Date Expires: 06/01/2011 BUILDING PERMIT City of Port Townsend Development Services Department 250 Madison Street, Suite 3, Port Townsend, WA 98368 (360)379-5095 Project Information Permit # BLD10-220 Permit Type Residential - Single Family - New Project Name — Renee Short Plat Site Address 146 AUSTIN MATTHEW LANE Parcel # 948334415 Project Description New SFR in the Renee Short Plat Conditions 10. Property corner survey pins must be located at time of footing inspection to verify setbacks. 20. The Renee Short Plat requires Tree Conservation - a minimum of 8 tree units. The applicant is required to retain trees in the 10' buffer area on the west side of the property, which exceed 8 tree units (approximately 18 tree units). A Tree Conservation Affidavit must be signed by the owner prior to receiving the building permit. 30. According to the Renee Short Plat, nothing may be built in the 10' buffer on the west side of the property. All trees must be retained within this area. Call 385-2294 by 3:00pm for next day inspection. Permits expire 180 days from issuance if work is not commenced, or if work is suspended for a period of 180 days. Work is verified by obtaining a valid inspection. The granting of this permit shall not be construed as approval to violate any provisions of the PTMC or other laws or regulations. I certify that the information provided as a part of the application for this permit is true and accurate to the best of my knowledge. I further certify that I am the owner of the property or authorized agent of the owner. Print Name Date Issued: 12/03/2010 Issued By: MWAY Signature Date _ Date Expires: 06/01/2011 CITY OF PORT TOWNSEND ~ BLDG PERMIT ACTIVITY LOG PERMIT# (SUD \o-220 DATE RECEIVED. U—'@~\0 SCOPE OF WORK: New SPA. DATE ACTION INITIALS \WW~\GW ENTERED INTO CHET Mud \\~\W CHECKED FOR COMPLETENESS MW Plan Review # Bedroom(s) = # Bath(s) = Heat Type: 1(-2t-lb Dona licen yuu Sign tree Con VaR on athdayd+ 9 Sw pectoc +o ROU Vine balding pyr if ~ Sep enclpsed ae 12 A ho le View? completa ew | SEPTIC? Noa ; fl 4 CAM 10-07]. RLV Wart Flat— Zoning: (Qi sTared Setbacks OK? _(yp$=" 1S_on €ast 20! sath 1" Mocth+ 25 Wet Lot Size: R2OS (66.9 ]72.12 x (10) . Building Size: |G@UQ 4 ¢ 5 pocel, = lol¥ — £267 “13% Lot Coverage: 375 FAR OK? a ‘ Parking OK? lil ol Spa cos on Site Critical Area? (Check appedaguifer yates But short pat Kind that Impervious ee et id nd Contur'n As ( Ahdirp mee wn Sto os) Surface limits Con ah; _ So will not on tac Waiver 405 - O40, C.3. 19.05.050D4(a) T ree KVANM hb ep0 will be efrinad. fee mi, § tree vats, Shorelines 7 AyRa- Ip’ iW. Side -no Sw. chr? , no uth Turisdiction? No bey Oo ite 2 Areponits Tt Demo? ned ell aM GMa Ihe. {yl > 4x 27 18 tree Uts Historic Rev/ oN Sneed wad gt apanined Cand Design Rev? raodeg ¢ i tom’ “ an 7 Notice to Title? SP a Mekeat i Lots of Record? VY P:\DSD\Forms\General Use Forms\Activity Log Bldg Permit.doc July 12, 2010 Development Services Residential Building Permit Application Legal Description (or Tax#) Addition: ZeVER _s. P Zoning: Block: Parcel#, SIB3BSAA/S- Lot (s):__ $7 Project Descripti Pev COVE TOUCTION OF A S/V6LE FRWMILG Aes E Applications by mail must include a check for initial plan review fee of $150 for projects valued over $15,000. See Page 2 for details on plan submittal requirements. Property Applicant: Name: SHMFE PEO IIT Sc Address: PO ax B29 City/suZip:_ A /Z7777AS . LX FBRVSY Phone: Email: 206-75$~ 2127 Manele steal Name: Sime 77M ce BBS Phone: 320 -3 79- Siete Ex Lor cong 253 - 600 -S2!IO S LO. Name: Bs Lente AP ars address: //2pe £2""ave &, City/St/Zip: vp BE 72 Phone: $402> F77-GS06_ KX | oY Email: State License #4) LA/H* TRIB Exp: [pe /aele City Business License #: Building Information (square feet): 1* floor Garage: 2™ floor Carport: 3” floor Other: Basement Finished: Unfinished: Decks / Porches Coed 6S~ Uncovered Heat Type: Vinee fee Electric Heat Pump Other. Total: #Bedrooms [ #Bathrooms / Size of B25 Square feet Total Lot Coverage (Building Footprint)-* Square feet: //BS &@_ CH 2. impervious Surface:* Square feet: | “Total existing & proposed Lender Information: Lender information must be provided for projects over $5,000 in valuation per RCW 19.27.095. Name: OW = Project Valuation: $ What year was the structure built? if work includes demolition, see Page 2. Any known wetlands on the property? Y(B Any steep slopes (>15%)? YV | hereby certify that the information provided is correct, that | 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. Date. “2 LB 2/zer re) Page 1 of 2 - 1/4/2010 -~OVER- Development Services adison Street, Suite 3” nsend WA $8368 , 300. 37 5095 ww. “-cityofpt. us” Tree Conservation Affidavit Form BUILDING PERMIT/SITE DEVELOPMENT PERMIT NO. BUD | O- 220 THIS PERMIT AUTHORIZES__J ames ondcoth TO BEGIN WorK IN__ emoc Choct Plat Lat © SUBDIVISION AND/OR AT THE FOLLOWING ADDRESS \4(, Austen Mathew Cane THE AUTHORIZED PERSON ACKNOWLEDGES THAT HE/SHE IS RESPONSIBLE FOR TAKING ADEQUATE STEPS TO: See & 1. Protect the tree retention areas on this lot as identified in the tree conservation plan (normally the front, rear, and or side yard areas) in accordance with the standards of Chapter 19.06 — Tree Conservation. 2. Field locate, mark, and protect all tree conservation areas on the site during construction. Marking shall consist of tape, ribbon, or tags attached to the retained trees and protective fencing secured by posts set at least 12” into the ground installed in accordance with the requirements of 19.06.150. All tree identification and fencing shall be installed prior to site development and construction and shall remain and be maintained until home construction is 100% completed. 3. Install any trees on the lot required by the approved tree conservation plan. FAILURE TO COMPLY WITH THESE REQUIREMENTS WILL RESULT IN THE ISSUANCE OF A STOP WORK ORDER OR OTHER CITATIONS. &. ,20/6 NOTE: DISPLAY THIS PERMIT AT THE MAIN POINT OF ACCESS AND VISIBLE FROM THE STREET. (Ord. 2837 § 1, 2003). Pane 1 of 1 LY R O E L LB E P I Y £3 BY Y I S N Fi s pe n n , Qy s n e n e s F ; SV E AD O R E S S : bh ie s LO T ee Th y w 1 E S ¢ Bo n n i g é Cr v 0 e e w y pi l DS 3 B b F & PO . Bo x 86 9 Jo i e Le 4 yy Ki 7 71 7 4 5 , o7 IN E ri Tn a8 AK GI P 5S | * P _ “e TB A | L0 b - 2 5 5 - QI E % al . Oo } Ev e y fs || a i ot _ &, ° . oo f | SO A te : " n> © 6! 4 rs 2 Ye No t e s : y‘ = 2 Qo Bi n g , 2 Fr e By 2p ° | 12 ) Te E e s TO OE x 9" of p EU DV E L Cl e Py n e s "9 ; 4 © O= | r +0 x IS s t i n e TR E E S gY LA L A SO FL ry NS | = 9 _ gt pv e Pe e EO W/ E W L S lo K R 7 Jo WN Sr C4 ae a | Ni Ar e e en e LA K E S : .) “ yo | 4 D2 i v e w r y Te BE cu e v e p ™ PS 3b F Oo | Ho m e | Ho u s e 52 % ee m3 aa lIK: BF A SS eT Bl e d (0 4 23 N ! ' we e co n m r e e r o r Se ag e o e e r e <i < : x yo r rs 2" & Ie -- > — — Ne a we No t e “ ° S Pe — | t- iA No TA G E SO ag r o RE . © = PS . i ae ti RE M we ” Bt et : an e Wu t TH I N J a mn t a TH E 10 ’ a — WE S T E R L Y : _ NO V 16 20 1 0 , MI N . & TR E E UN I T S KE Q u i k E D bu FF E R 3 | Ho . . . ; CI T Y OF PO R T TO W N S E N D re M- g° EX i s h a p “t r e s s +o be pr e s e r v e d » 7 x 2 hW e e s 6" = 2 tr e e mi t s (1 ea c h ) = “ ” =\ e % : ch , q tr e e s a' — 1 4 " =1 6 de e va t s (2 €a De tr e e s to h City of Port Townsend TABLE 17.16.030 Residential Zoning Districts - Bulk, Dimensional and Density Requirements other side; 10’= abutting a street r-o-w; 20’ for garages with vehicle access facing a street right- of-way and 50’ barns and agricultural buildings and 100’ if abutting a R-II, R-Ill, or R-IV zoning district other side; 10’= abutting a street r-o- w; 20’ for garages with vehicle access facing a street right-of-way and 100’= barns and agricultural buildings vehicle access facing a street right-of-way and no setback for multifamily structures located within 200’ of an abutting mixed use zoning district DISTRICT R-l a | R-lll R-IV MINIMUM REAR 20’ except: 10’ except: 10’ except: 15’ except: YARD SETBACKS 50’ = barns and agricultural 100’ = barns and no setback for 20’ if directly abutting buildings, and 100’ if agricultural buildings multifamily structures an R-I or R-II district; abutting a R-II, R-Ill, or located within 200’ of an no setback for R-IV zoning district abutting mixed use multifamily structures zoning district located within 200’ of an abutting mixed use zoning district MINIMUM SIDE 15’ minimum total with 15’ minimum total with 5’ except: 15° except: YARD SETBACKS 10’minimum on one side, 10’minimum on one side, 10’= along a street r-o- | 20’ if directly abutting and 5’ minimum on the and 5’ minimum on the w; 20’ for garages with an R-1 or R-II district; no setback for multifamily structures located within 200’ of an abutting mixed use zoning district MODULATION ON PRIMARY STREET FACADE without modulation = 20’; minimum modulation depth = 2’; minimum modulation width = 8’ without modulation = 20’; minimum modulation depth = 2’; minimum modulation width = 8’ MAXIMUM BUILDING 30’ 30’ 35’ 35’ HEIGHT MAXIMUM LOT 25% 35% except 40% where 45% 50% COVERAGE an ADU is included on the lot MINIMUM Maximum wall length Maximum wall length Not applicable Not applicable MAXIMUM FENCE HEIGHT* Front=4’; Side=8’; Side abutting a public right-of- way =4’; rear=8’ Front=4’; Side=8’; Side abutting a public right-of- way = 4’; rear=8’ Front=4’; Side=8’; Side abutting a public right- of-way =4’; rear=8’ Front=4’;Side=8’; Side abutting a public right-of-way =4’; rear=8’ * NOTE: Maximum fence heights apply within any required front, side, or rear setback area or along the edge of any required yard; refer to Chapter 17.68 PTMC, Fences, Walls, Arbors, and Hedges for specific requirements. (Ord. 3038 § 8, 2010; Ord. 2982 § 2, 2008; 2967 § 4.2, 2008; Ord. 2939 §§ 1, 2, 2007; Ord. 2913 § 2, 2005; Ord. 2825 § 4, 2003; Ord. 2782 § 4, 2001; Ord. 2716 § 4.3, 1999; Ord. 2700 § 11, 1999; Ord. 2571 § 2, 1997). P:\DSD\Forms\Building Forms\Information-Table 17.16.030 Res Zoning Districts 9-2010.doc Page 2o0f 2 09/22/10 City of Port Townsend TABLE 17.16.030 Residential Zoning Districts - Bulk, Dimensional and Density Requirements DISTRICT R-I R-Ill R-IV MAXIMUM HOUSING 4 dwelling units (Multiple 8 dwelling units (Multiple 16 units per 40,000 sf 24 units per 40,000 sf DENSITY (units per dwelling units on a single dwelling units on a single of lot area of lot area 40,000 square foot lot must be contained lot must be contained area) within a single structure, within a single structure, except: a permitted except: a permitted accessory dwelling unit accessory dwelling unit (ADU) may be established | (ADU) may be established in a separate building if in a separate building if allowed by PTMC allowed by PTMC 17.16.020) 17.16.020) (10,000 sf of lot area per (5,000 sf of lot area per unit) unit) MINIMUM AVERAGE 10 units where a parcel 15 units HOUSING DENSITY and/or contiguous (units per 40,000 parcels under single square foot area) ownership are 12,000 square-feet in size or greater MAXIMUM NUMBER 4 (Note: limited structures | 4 (Note: limited structures No limit No limit OF DWELLING with more than 4 dwellings | with more than 4 dwellings UNITS IN ANY ONE per structure may be per structure may be STRUCTURE permitted through the PUD permitted through the process, see Chapter 17.32 PUD process, see PTMC.) Chapter 17.32 PTMC.) MINIMUM LOT SIZE 10,000 sf = single-family 5,000 sf = single-family 3,000 sq ft = single- detached detached family detached; 5,000 sf = single-family attached (duplex); 7,500 sf = single-family attached (triplex); and 10,000 sf = single- family attached (fourplex) and multi- family’ MINIMUM LOT 50’ 50’ 30’ except: 100’= WIDTH multifamily MINIMUM FRONT 20’ except: 10’ except 20’ for garages 20’ except: 20’ except; YARD SETBACKS 50’= barns and agricultural | with vehicle access facing 10’ w/ side or rear 10’ w/side or rear buildings a street right-of-way and parking/garages; parking; no setback for 50’=barns and agricultural garages with vehicle multifamily structures buildings access facing a street located within 200’ of right-of-way must be an abutting mixed use setback 20’; no setback zoning district for multifamily structures located within 200’ of an abutting mixed use zoning district See Back of This Page For More "In order to achieve the minimum density, subdivision of parcels 12,000 square-feet or greater shall not allow individual lots larger than 4,000 square-feet unless said lots are reserved for multi-family dwellings. 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BO ' is n : oe ha ] . , . ke y BF Be ' RE C O R D I N G CE R T I F I C A T E SH O R T PL A T —— aa y mi i gH ) Si on i c a c a p c s e s a i a i a e UO V E Y BF A PO R T I O N iN . an e a | oO He y Re d nc e Sp Ta r Ba o PL A N E ae re l PI O N , Bb w , we t CI V I L EN G I N E E R S SU R E D TO cn n on en a, ee C > ee r at ms t Rh o u e o T to r ‘ & SU R V E Y O R S EL D BO O K sr e e ” oo ee NS ST E V E N W. GI L E S & po r T To m v s i w p , WA nr g [P R A M on c a ET E , 20 4 , . DA V I S WI D M E R (3 6 9 ) SO L — 2 O I T sh a d e d ye al a an s TN PO R T TO W N S E N D , WA C0 ce m t w a r e WO , 27 6 8 S : RE P U at e r ip a aa c FP RI O T O R SG P T OF RE L O A D : es 3 i 9 a Plant. Administrator print Job Page 2 City of Port Townsend Building & Community Development NOV 16 2010 CITY OF PORT TOWNSEND BUILDING ADDRESS APPLICATION Name of Property Owner: __s /PM ES Z BD METH Mailing Address: Lee _ £Lfex 869 ALTTITAS IW FE? ES Telephone: 2OB- PES -2D>/EFP Property is located im: Addition. Aver= <P Block(s): Lot(s):__ S$ Faces/Access is from: ese 77v2/ L722 72/ee La FAAS Street Parcel Number: PIC FRB SY L5— «2 «6 Directions to the Pro vic map on back Qa Leeovetr ap 07 1 Ppere son If this is a new ADU, has a building permit been applied for? Yes No Date: JoLofse12 Notes DS4687~ 22°27 SR QEAITES HIOUE LCP EL. Ms (96 Aust MATHEW LAE ADRESS NUMBER ASSIGNED: Date of Approval: For Department Use Only: Application Fee Received ($3.00): Date: Copy to: | Finance | Fire Dept LU Post Office LJ) Sheriff LJ Police L) GIS (Tyler) L} Public Works L| DSD database L} Assessor’s office C:\Users\markp\AppData\LocaliMicrosoft\ Windows\Temporary Intemet Files\Content. Outlook\FLZ11870\Address Number Ap.doc Fe EIVEITIN City of Port Townsend == =|] || Development Services Department I) 250Madison Street, Suite 3 NOV 16 2010 Port Townsend, WA. 98368 (360)-379-5095: Fax: (360)344-469 CITY OF PORT TOWNSEND bso Washington State Indoor Air Quality 2006 Residential Construction Checklist for Zone 1 This form is to be completed in addition to prescriptive compliance form or component performance compliance calculations. Please answer the following questions: VENTILATION UIREMENTS FOR INDOOR AIR QUALITY: What kind of ventilation will be used throughout the house: ©. % Exhaust Option C1 HVAC Integrated Option If you chose “Exhaust Option.” complete the following: e Where is your whole house fan located (what room, etc.)? Hate vid x e What size is the whole house exhaust fan? See table below: BO CH“) Floor Bedrooms Area, ft2 | 2 or less 3 Min Max Mim Max 5 6 vi 8 Max Mim Max Mm Max Min Max Min Max 120 95 143 110 165 125 188 140 210 128 100 150 115 173 130 195 145 218 135 105 158 120 180 135 = 203 150 225 143 110 165 125 188 140 210 155 233 2001-2500 70 =—«105 85 128 150 115 173 130 195 145 218 160 240 2501-3000 75 113 90 135 158 120 180 135 203 150 225 165 248 4 Min < 500 50 «275 65 98 80 85 90 95 100 105 3001-3500 80 120 95 143 110 165 125 188 140 210 155 233 170 255 115 125 135 145 155 165 175 501 -1000 55 83 70 105 1001-1500 60 90 75 113 1501-2000 65 98 30 120 3501-4000 85 86128 100 150 173 130 195 145 218 160 240 175 263 4001-5000 95 = 143 110 165 188 140 210 155 233 170 255 185 278 5001-6000 105 158 120 180 203 150 225 165 248 180 270 195 293 6001-7000 115 173 130 195 5 218 160 240 175 263 190 285 205 308 233 170 255 185 278 200 300 215 323 248 180 270 195 293 210 315 225 338 263 190 285 205 308 220 330 235 353 7001-8000 125 188 140 210 8001-9000 135 203 150 225 >9000 145 218 160 240 *For residences that exceed 8 bedrooms, increase the minimum requirement listed for 8 bedrooms by an additional 15 CFM per bedroom. The maximum CFM is equal to 1.5 times the minimum. e Fresh Air Inlets are required for this option in each habitable room (includes all bedrooms, kitchen, etc., not bathrooms or utility rooms). What type of fresh air inlet will be installed? B= Window Port O Wall Port See next page C:\Documents and Settings\markp\Local Settings\Temporary Internet Files\Content.Outlook\Y CFWUM82\Checklist-Indoor Air Quality .doc L perth TYPE OF HEATING: e Electric: Wall Heater Baseboard 1 Electric Forced Air D Boiler @ Non-Electric: 0 Propane 0 Oil Heat 0 Heat Pump OD Boiler VAPOR RETARDERS: Vapor retarders shall be installed toward the warm surface as represented below. Select one option for floors, walls, and appropriate ceilings: @ Floors: El Plywood with exterior glue OPoly plastic (greater than or equal to 4 millimeter thick) OBacked batts © Walls: MPoly plastic (greater than or equal to 4 millimeter thick) OFace-stapled, backed batts @Low-perm paint e Ceilings: SXINot required where ventilation space averages greater than or equal to 12 inches above insulation OFace-stapled, backed batts OPoly plastic (greater than or equal to 4 millimeter thick) OLow-perm paint HEAT PUMP EFFICIENCY: As listed in the ARI directory, heat pump efficiency shall be met as follows: DSplit system, air source heat pump: HSPF greater than or equal to 6.8; COP greater than or equal to 3.0 Single package, air source heat pump: HSPF greater than or equal to 6.6, COP greater than or equal to 3.0 ClWater source heat pump: COP greater than or equal to 3.8 OGround source heat pump: COP greater than or equal to 3.0 CENTRAL COMBUSTION HEATING SYSTEM AFUE: As listed in the GAMA Directory, the central combustion heating system AFUE rating shall be: CiGreater than or equal to .78 (Med. Prescriptive Options & Chap 5 Calculation) OGreater than or equal to .74 (low Efficiency Options) CiGreater than or equal to .88 (High Efficiency Options) OOther (as per Systems Analysis Qualification) IS YY eo WW lA GBwiiiehi vu & 1 fityOdoo | |() C:\Documents and Settings\markp\Local Settings\Temporary Intemet Files\Content.Outlook\Y CFWUM82\Ch a) CITY OF PORT TOWNSEND DSD Parcel Details Parcel Number: 948334415 SEARCH Home Parcel Number: 948334415 Printer Friendly Owner Mailing Address: JAMES LANDRETH BONNIE G LANDRETH PO BOX 869 KITTITAS WA989340869 Site Address: Section: 10 Qtr Section: NW1/4 Township: 30N Range: 1W School District: Port Townsend (50) Fire Dist: Port Townsend (8) Tax Status: Taxable Tax Code: 100 Planning area: Port Townsend (1) Sub Division: RENEE SHORT PLAT Assessor's Land Use Code: 9100 - VACANT LAND Property Description: RENEE SHORT PLAT | LOT 5 | SUBJ TO EASE/REST OF RECORD | | Click on photo for larger image. No No 2nd | E) Photo Ei Photo Available Available No Permit No Assessor Data Dats Available A/V, Sales Info Map Parcel Plats & Surveys Available HOME | COUNTY INFO | DEPARTMENTS | SEARCH Best viewed with Microsoft Internet Explorer 6.0 or later € Windows - Mac http://www.co. jefferson.wa.us/assessors/parcel/parceldetail.asp?Parcel NO=948334415 Page 1 of 2 11/16/2010 Receipt Number: BLD10-220 948334415 Energy Code Fee - New Single Family ! $100.00 $100.00 $0.00 BLD10-220 948334415 Plan Review Fee $609.54 $609.54 $0.00 BLD10-220 948334415 Mechanical Permit Fee per Dwelling U: $150.00 $150.00 $0.00 BLD10-220 948334415 Plumbing Permit Fee per Dwelling Uni $150.00 $150.00 $0.00 BLD10-220 948334415 PLAN REVIEW REFUND 150 -$150.00 -$150.00 $0.00 BLD10-220 948334415 Building Permit Fee $937.75 $937.75 $0.00 BLD10-220 948334415 State Building Code Council Fee $4.50 $4.50 $0.00 BLD10-220 948334415 Technology Fee for Building Permit $18.76 $18.76 $0.00 BLD10-220 948334415 Record Retention Fee for Building Per $10.00 $10.00 $0.00 BLD10-220 948334415 Site Address Fee $3.00 $3.00 $0.00 Total: $1,833.55 10-0885 11/16/2010 PLAN REVIEW DEPOSIT 150 $150.00 BLD10-220 CHECK 1094 $ 1,833.55 Total: $1,833.55 genpmtrreceipts Page 1 of 1 Receipt Number: BLD10-220 948334415 PLAN REVIEW DEPOSIT 150 $150.00 $150.00 $0.00 Total: $150.00 CHECK 1179 $ 150.00 Total: $150.00 genpmtrreceipts Page 1 of 1 A W / d 0 0 F d 3 G N A S N M O L 14 0 d 40 At t | - Ul 0 C 91 A O N 4 | U a F A I S AS R A G — NI W W {9 1 ee / AA S SN G N O NW S = o e W L O L , S I 3 2 0 S ae | ,O l » Bu a ' | ie o n e a n c l a y ! B l l 7 7 ? BN C Z Lv @ "x ae w | K av “| | —— iT Ri Pt | 7 _ iN | _ XS i e - o | X 1 9 pe r /L 7 | \ w l ? 7 | & o2 am a s ! 5 1 I $ e — — g (A L B A . | W o C 0 0 ) ( A E F gu a Mi n t II OL ad ! S ar e \ ) | & sa AT cg zs ) o \ || | —~ : W j - s p a m e a d G+ F V I I S I R | H e | S P S 7 WI E N Y , i y 4 o o d ad i d Md u v ? 8 yy | | ~ R y S g a t d IN I L G | Xa OD | x ]h | | 7 | é 7d OS PI V 4 6 4) ga n o g m a z yf ? : | [' N S o n y SI N / 7 H f aq o f F 7 9 0 L (2 ) | " F a | 8 aN "% N 9 q y) 42 a7 A S Fy — ' P q ~ u s t h V Y ) v 7 A M Z i) | i —— _ — ae ue 63 / 7 SZ = FO P RY . | V i . m a n g e . o F A E b L b ae ee e fu / a f S Z Ye t y SH L / L L I F AN / . B 7 E 8 b a d 6 9 2 2 9 o y s e x o b o a r s Ny OF P L 1 L Wh f VL L S U Y 9 /> / ‘ S S I A I OY 2S SA L E E R / L H CI O M A A. Abrous, Ph.D., P.E. HiLine Homes, Inc. Page 1 of 18 PLAN 949-10 [30-PSF SNOW, 110 mph, Exp. C, & SDC D2] PROJECT INFORMATION AND CRITERIA 1. PROJECT INFORMATION OWNER/ADDRESS JIM & BONNIE LANDRETH SITE ADDRESS: 146 AUSTIN MATHEW LANE PORT TOWNSEND, WA 98368 JOB NUMBER: 10505478 2. STRUCTURAL DESIGNER INFORMATION ABDELOUAHAB ABROUS, Ph.D., P.E. HiLine Homes, Inc. Design & Engineering Department 11306 62ND Ave E., Puyallup, WA 98373 Phone: (253) 770-2244 Ext. 132 Email: Wabrous@HiLinehomes.com Washington License No: 36110 Oregon License No: 81419PE Idaho License No: P-14132 Note: The above stamp applies to the structural members and assemblies described in the following calculations only and is valid with a copied or wet stamp intended for reuse by HiLine Homes, Inc. 3. SCOPE OF DESIGN TYPE OF DESIGN LATERAL ENGINEERING ANALYSIS OF WIND AND SEISMIC FORCES EXTENT OF DESIGN Structural specifications 2009 International Building Code (IBC) 2009 International Residential Code (IRC) 2005 National Design Specification (NDS) ry\\ American Society of Civil Engineers $ AND STANDARDS (ASCE) Standard 7-10 NOV 16-2010 | U American Society for Testing Materials | - oe") (ASTM) Standard A307 CITY OF PUT TOWNSEND FILE COPY . |Special Design Provisions for Wind and ' |Seismic (2008 Edition) Revised PROJECT INFORMATION AND DESIGN CRITERIA Printed 7/1/2010 Plan 949-10 30-PSF Snow, 110 mph, Exp C, & SDC D2_LANDRETH 9/21/2010 A. Abrous, Ph.D., P.E. HiLine Homes, Inc. Page 2 of 18 4. DESIGN CRITERIA GROUND SNOW LOAD: P, = 30-psf FLAT ROOF SNOW LOAD (LIVE LOAD): p; = 21-psf ROOF DEAD LOAD: Droot = 15-psf EXTERIOR WALL DEAD LOAD: Dwan = 15-psf INTERIOR WALL DEAD LOAD: Dwa = 10-psf SEISMIC DESIGN CATEGORY: SDC D2 BASIC WIND SPEED: 110-mph ASCE 7-10 DESIGN WIND SPEED: 140-mph WIND EXPOSURE FACTOR: Cc ALLOWABLE SOIL PRESSURE: 1,500-psf MATERIAL SPECIFICATIONS: Framing Material: No. 2 Hem-Fir minimum. Wood Structural Panels: APA Rated. 10d Nails Diameter: 0.148-in 8d Nails Diameter: 0.131-in Concrete Strength @ 28-days: 2,500-psi Anchor Bolts: ASTM A307 Steel CONTENTS Project Information and Criteria Page 1 Description Page 3 Specifications and Design Criteria Page 3 Engineering Calculations Page 3 LIST OF TABLES Table A. Structural Specifications and Allowable Loads Page 5 Table B. Building Data Page 9 Table C. Wind Design Criteria Page 10 Table D. Seismic Design Criteria Page 11 Table E. Wind Loads Page 12 Table F. Minimum Wind Loads Page 13 Table G. Seismic Loads Page 14 Table H. Controlling Shear Loads Page 15 Table |. | Wind Shear Wall Loads Page 16 Table J. Seismic Shear Wall Loads Page 17 Table K. Roof Diaphragm Load Calculations Page 18 Revised PROJECT INFORMATION AND DESIGN CRITERIA Printed 7/1/2010 Plan 949-10 30-PSF Snow, 110 mph, Exp C, & SDC D2_LANDRETH 9/21/2010 A. Abrous, Ph.D., P.E. HiLine Homes, Inc. Page 3 of 18 DESCRIPTION This report provides engineering calculations and structural design specifications for HiLine Homes Plan 949. This one-story house is 949-sf in area. Design specifications are provided in Table A, building data are given in Table B, and wind and seismic criteria, including calculations, are included in Tables C and D, respectively. Lateral engineering calculations are provided in Tables E through K. Calculations are performed using Microsoft Excel worksheets. SPECIFICATIONS AND DESIGN CRITERIA Structural specifications and design criteria are provided in Tables A, B, C, and D as discussed in the following paragraphs. Table A. Specifications of Structural Components and Fasteners Specifications are provided for size and spacing of anchors bolts, shear wall hold-downs, shear wall sheathing and nailing, shear transfer, and roof framing. Structural specifications are identified with respect to Wall Lines, which are shown on Plan Sheet S2. Table B. Building Data The building geometrical dimensions are specified, including lengths of exterior walls, and interior partitions for the transverse and longitudinal directions. The maximum ground snow load is Pg of 30-psf. Table C. Wind Design Criteria ASCE Standard 7-10, Section 28.5, "Enclosed Simple Diaphragm Low-Rise Building" method is used for determining wind loads. Wind design criteria are based on a 110-mph basic wind speed and Building Height and Exposure Factor (A) C. Overturning moments due to wind forces are less than allowable restorative dead load moments as shown in Table G. Uplift loads for roof tributaries are calculated assuming the maximum uplift for wind Zone E or F applies to the tributary area. Table D. Seismic Design Criteria Seismic design loads are based on Site Class D soils per ASCE Standard 7-10, Section 11.4.2 and Table 20.3-1 for stiff soils. The Equivalent Lateral Force Procedure of the American Society of Civil Engineers (ASCE) Standard 7-10, Section 12.8 is used for calculating seismic forces. ENGINEERING CALCULATIONS Engineering calculations are documented in Tables E through K based on specifications in Tables B, C, and D. These tables provide the following information: Table E. Wind Loads Wind loads and overturning moments are calculated in Table E for two orthogonal directions, transverse and longitudinal. Calculated values are linked to Table H, Controlling Shear Loads to determine if wind, minimum wind, or seismic loads control design of lateral restraint. Unit uplift on the building is also calculated for both the transverse and longitudinal directions. Overturning loads due to design base winds are calculated with a link to Table G, Seismic Loads where they are compared to seismic and building restoring Table F. Minimum Wind Revised PROJECT INFORMATION AND DESIGN CRITERIA Printed 7/1/2010 Plan 949-10 30-PSF Snow, 110 mph, Exp C, & SDC D2_LANDRETH 9/21/2010 A. Abrous, Ph.D., P.E. HiLine Homes, Inc. Page 4 of 18 Revised 7/1/2010 Minimum wind loads are provided in Table F based on horizontal pressures equal to 16-psf for zones A and C, 8-psf for zones B and D, and vertical pressures equal to zero per ASCE 7-10, Section 28.6.4. Calculations are performed for both transverse and longitudinal directions and linked to Table H for comparison to wind and seismic loads. Table G. Seismic Loads Table G provides seismic shear loads based on seismic design criteria in Table D. Calculations are based on seismic design criteria in Table D and the Lateral Force Procedure method of ASCE Standard 7-10, Section 12.8. This procedure is valid for Risk Category | or II buildings of light frame construction not exceeding three stories in height for SDC D and higher per ASCE 7-10, Table 12.6.1. Seismic loads are calculated for transverse and longitudinal directions. Overturning moments are calculated in the table and compared to allowable restoring dead load moments. The building is stable with respect to overturning. Table H. Controlling Shear Loads Table H provides a summary of seismic shear loads. Shear load values from Tables E, F, and G are compared to determine controlling lateral forces. The controlling values are linked to Tables | and K for calculating maximum shear wall loads for wind and seismic forces, respectively. Table |. Wind Shear Loads Table H provides transverse and longitudinal loads on the building structure including wall length, applied unit shear, shear wall length, resistive unit shear, unit dead load on shear walls, and hold-down loads for the various shear wall lengths based on controlling wind shear loads from Table H. Shear wall hold-downs are calculated based on wind and dead load combinations using the allowable stress design method per ASCE Standard 7-10, Section 2.4. Table J. Seismic Shear Loads Table J provides transverse and longitudinal loads on the building structure including wall length, applied unit shear, shear wall length, resistive unit shear, unit dead load on shear walls, and hold-down loads for the various shear wall lengths based on seismic shear loads from Table H. Shear wall hold-down loads are calculated based on wind and dead load combinations using the allowable stress design method per ASCE Standard 7-10, Section 2.4. Table K. Roof Diaphragm Calculations Table H provides roof diaphragm load calculations for determining diaphragm shear for seismic loads and comparing these loads with wind and minimum wind loads from Table H. Shear wall and roof diaphragm deflections are calculated to confirm that the diaphragm is flexible as allowed by ASCE Standard 7, Section 12.3.1.1. Strength level seismic unit shear values are used to calculate deflections. Calculations are based on American Plywood Association (APA) Report T2002-17, Estimating Wood Structural Panel Diaphragm and Shear Wall Deflection, April 17, 2002. Uplift due to design base wind loads are calculated assuming that the roof experiences a maximum uplift pressure from wind zone E or Zone F. Allowable roof dead loads plus truss connections exceed uplift by an acceptable margin. PROJECT INFORMATION AND DESIGN CRITERIA Printed Plan 949-10 30-PSF Snow, 110 mph, Exp C, & SDC D2_LANDRETH 9/21/2010 A. Abrous, Ph.D., P.E. HiLine Homes, Inc Page 5 of 18 TABLE A. STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS THIS TABLE PROVIDES SUMMARY STRUCTURAL SPECIFICATIONS. ADDITIONAL DETAILS FOR STANDARD SPECIFICATIONS AND CALCULATION OF ALLOWABLE LOADS ARE PROVIDED AT THE END OF THIS TABLE. EXPLANATION OF WALL LINES Shear walls and structural specifications are identified with Wall Lines on plan Sheet S2. Lettered Wall Lines are generally identified from the front to the rear of the building and Numbered Wall Lines start at the left and continue to the right (STANDARD PLAN). For reversed plans, Lettered Wall Lines remain the same and the Numbered Wall Lines start at the right of the plan (REVERSED PLAN). STRUC —— TURAL SPECIFICATIONS ase es) ES ON - WALL LINES | Maximum Applied Shear per Tables | or J (Ib) 2,236 Wall length under maximum applied shear per Tables | or J (ft) 11 Minimum number of anchor bolts when installed at 72-in 0.c. minimum 2 anchors/mudsill 3 Maximum anchor bolt Load @ 72-in 0.c. minimum 2 anchors per mudsill (Ib) 789 Basic allowable single shear for fastening 1.5-in Hem-Fir framing to concrete with 1/2-in dia. ASTM A307 bolts with minimum 7-in embedment = 590-lb per 2005 NDS Table 11E. Adjustment for 10-minute 944 wind/seismic loads = 1.6 per 2005 NDS Table 2.3.2. Allowable shear load = (1.6)(590) = 944-Ib. Install 1/2-in dia. ASTM A307 anchor bolts @ 72-in o.c., minimum 7-in embedment in concrete and maximum 12- in from end of mudsills with minimum 2 anchors per mudsill. Wall Line B (Perforated Shear Wall Analysis) Maximum overturning tension due to wind load per Table | (Ib) 2,766 Maximum overturning tension due to seismic load per Table J (Ib) 2,037 Maximum shear (V) per Tables | or J (Ib). 2,236 Shear Wall Clear Height (ft) 7.8 Maximum Opening Height (ft) 5.0 Percentage of Full-Height sheathing (%) 52.0 Ratio of Maximum Opening Height to Wall Clear Height 0.64 Shear Resistance Adjustment Factor (C.) per 2008 SDPWS Table 4.3.3.5 0.68 Sum of Perforated Shear Wall Segment Lengths (ft) 5.5 Design Shear Capacity of Wall - 3-in edge nailing (Ib) 2,678 CHECK IF SHEAR CAPACITY OF PERFORATED SHEAR WALL IS ADEQUATE YES Hold-Down Tension Load, T = Vh/COZLi (Ib) 4,664 Effective Shear, v = V/CO2LIi (Ib/ft) 598 Allowable tension load for Simpson STHD14 Strap Ties is 5,025-Ib for 2,500-psi concrete. 5,025 At both ends of the wall line, install Simpson STHD14 Strap Tie Holdowns at each corner per manufacturer's instructions as shown on the plan. Fasten to minimum 3-in framing with 38-16d nails (total of 2 STHD14s). Apply 7/16-in. OSB wood structural panels to Hem-Fir framing members with 8d nails @ 3-in o.c. on panel edges, 12-in o.c. in the field, and all edges blocked. Wall Line C (Perforated Shear Wall Analysis) Maximum overturning tension due to wind load per Table | (Ib) 1,398 Maximum overturning tension due to seismic load per Table J (Ib) 996 Maximum shear (V) per Tables | or J (Ib). 1,950 Shear Wall Clear Height (ft) 7.8 Revised STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS Printed 7/1/2010 Plan 949-10 30-PSF Snow, 110 mph, Exp C, & SDC D2_LANDRETH 9/21/2010 A. Abrous, Ph.D., P.E. HiLine Homes, Inc Page 6 of 18 TABLE A. STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS Maximum Opening Height (ft) 6.8 Percentage of Full-Height sheathing (%) 36.5 Ratio of Maximum Opening Height to Wall Clear Height 0.88 Shear Resistance Adjustment Factor (Cy) per 2008 SDPWS Table 4.3.3.5 0.51 Sum of Perforated Shear Wall Segment Lengths (ft) 9.5 Design Shear Capacity of Wall - 6-in edge nailing (Ib) 2,713 CHECK IF SHEAR CAPACITY OF PERFORATED SHEAR WALL IS ADEQUATE YES Hold-Down Tension Load, T = Vh/COZLi (Ib) 3,139 Effective Shear, v = V/CO2Li (Ib/ft) 402 AllowableTension Load for Simpson STHD10 Strap Ties is 3,730-lb 3,730 At both ends of the wall line, install Simpson STHD10 Strap Tie Holdowns at each corner per manufacturer's instructions as shown on the plan. Fasten to minimum 3-in framing with 28-16d nails (total of 2 STHD10s). Apply 7/16-in. OSB wood structural panels to Hem-Fir framing members with 8d nails @ 4-in 0.c. on panel edges, 12-in o.c. in the field, and all edges blocked. pe es my PU ae Zit meer All Exterior Wall Lines (Except Wall Line B) Maximum resistive unit wind shear load per Table | (|b/ft) 205 Maximum resistive unit seismic shear load per Table J (Ib/ft) 154 Basic allowable shear for wind loads = 785-Ib/ft per SPECIAL DESIGN PROVISIONS FOR WIND AND SEISMIC Table 4.3A for 8d nails @ 6-in 0.c. on edges., 12-in o.c. in the field, & framing @ 16-in 0.c. per note 365 2. Adjustments 0.50 for ASD and 0.93 for Hem-Fir framing. Allowable shear = (0.50)(0.93)(785) = 365-Ib/ft. Basic allowable shear for seismic loads = 560-Ib/ft per SPECIAL DESIGN PROVISIONS FOR WIND AND SEISMIC Table 4.3A for 8d nails staggered @ 6-in 0.c. on edges, 12-in o.c. in the field & framing @ 16-in o.c. per Note 2. Adjustments are 0.50 for ASD and 0.93 for Hem-Fir framing. Allowable shear = (0.50)(0.93)(560) = 260-Ib/ft. Apply 7/16-in. OSB wood structural panels to Hem-Fir framing members with 8d nails @ 6-in 0.c. per standard specification. 260 Wall Lines B & C Maximum resistive unit wind shear load per Table | (|b/ft) 373 Maximum resistive unit seismic shear load per Table J (Ib/ft) 279 Maximum resistive unit wind shear load per Perforated Shear Wall Analysis (Ib/ft) 598 Basic allowable shear for wind loads = 1,540-Ib/ft per SPECIAL DESIGN PROVISIONS FOR WIND AND SEISMIC Table 4.3A for 8d nails staggered @ 3-in 0.c. on edges, 12-in o.c. in the field, & framing @ 16-in o.c. per Note 2. Framing on panel edges is 3-in nominal. Adjustments are 0.50 for ASD and 0.93 for Hem-Fir FIs framing. Allowable shear = (0.50)(0.93)(1,540) = 716-Ib/ft. Basic allowable shear for seismic loads = 1,100-Ib/ft per SPECIAL DESIGN PROVISIONS FOR WIND AND SEISMIC Table 4.3A for 8d nails staggered @ 3-in 0.c. on edges, 12-in o.c. in the field & framing @ 16- 512 in o.c. per Note 2. Adjustments are 0.50 for ASD and 0.93 for Hem-Fir framing. Allowable shear = (0.50)(0.93)(1,100) = 512-Ib/ft. Apply 7/16-in. OSB wood structural panels to Hem-Fir framing members with 8d nails @ 3-in o.c. per standard specification. All Wall Lines Revised STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS Printed 7/1/2010 Plan 949-10 30-PSF Snow, 110 mph, Exp C, & SDC D2_LANDRETH 9/21/2010 A. Abrous, Ph.D., P.E. HiLine Homes, Inc Page 7 of 18 TABLE A. STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS Fasten double top plates together with 10d nails @ 12-in 0.c. and 6-in o.c. at splices. Overlap splices 4-ft. minimum. Fasten OSB wall sheathing between shear wall segments at same fastener spacing as on shear walls. Fasten OSB panels to mudsills with minimum 8d nails @ 6-in o.c. Wall Lines B & C (Gables) Maximum applied unit wind shear per Table | (Ib/ft) 213 Maximum applied unit seismic shear per Table J (Ib/ft) 160 Basic allowable single shear for 10d common toenails with 1.5-in thickness Hem-Fir side members = (0.83)(102)=84-lb per NDS Table 11N. Adjustment for 10-minute wind/seismic loads = 1.6. Allowable shear 135 load = (1.6)(0.83)(102) = 135-Ib. Allowable load for 2-10d common toenails @ 16-in 0.c. = (0.83)(2)(12/16)(1.6)(102) = 203-Ib/ft. 203 Maximum Allowable Seismic Unit Shear seismic loads = 150-lb/ft per SDPWS Section 4.1.7 150 Fasten gable-end trusses to double top plates with 2-10d toenails @ 16-in o.c. or 1-10d toenail @ 8-in o.c. Wall Lines 1, 2 & A (Eaves) Maximum applied unit wind shear per Table | (Ib/ft) 39 Maximum applied unit seismic shear per Table J (Ib/ft) 49 See Roof Framing Specification for truss connections and blocking. Fasten per Roof Framing Specification for truss connections and blocking. 381 Roof Sheathing Maximum applied unit wind shear per Table | (lb/ft) 213 Maximum applied unit seismic shear per Table J (Ib/ft) 160 Basic allowable unit shear for wind/seismic loads = 645/460-lb/ft per 2008 SDPWS Table 4.2C for 7/16-in unblocked panel diaphragms. Adjustment Factor (AF) for ASD = 0.5. Adjusted allowable unit shear =| 323/230 (0.50)(645/460) = 323230-Ib/ft. Allowable snow (live) load for 7/16-in APA Span Rated 32/16 with supports @ 24-in o.c. per APA Table 25 = 40-psf Allowable snow (live) load for 15/32-in APA Span Rated 24/16 with supports @ 24-in o.c. per APA Table 25 = 70-psf Up to 40 psf ground snow load, install 7/16-in unblocked APA Span Rated 24/16 (32/16) panels to engineered trusses @ 24-in o.c. per IBC Case 1. Fasten with 8-d nails @ 6-in 0.c. on supported edges and 12-in o.c. in the field. Beyond 70 psf ground snow load, use See Truss Blocking & Boundary Nailing below for additional requirements. Beyond 40 psf ground snow load, use 15/32-in panels instead. Beyond 70 psf ground snow load, use 19/32-in sheathing. 40 70 Truss Blocking & Boundary Nailing Fasten 2X4 vent blocking in each truss bay with 1-10d toenail into truss, each side. Fasten roof diaphragm to blocking with 8d nails @ 6-in o.c. Truss Connections (Lateral Loads) Maximum applied unit shear per Table H (Ib/ft) | 115 Truss Connections (Longitudinal Loads) Maximum applied unit shear per Tables | and J (Ib/ft) | 39 Revised STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS Printed 7/1/2010 Plan 949-10 30-PSF Snow, 110 mph, Exp C, & SDC D2_LANDRETH 9/21/2010 A. Abrous, Ph.D., P.E. HiLine Homes, Inc Page 8 of 18 TABLE A. STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS Basic allowable single shear for 10d common toenails with 1.5-in thickness Hem-Fir side members = (0.83)(102)=84-Ib per NDS Table 11N. Adjustment for 10-minute wind/seismic loads = 1.6. Allowable shear 135 load = (1.6)(0.83)(102) = 135-Ib. Allowable load for 2-10d common toenails = (0.83)(2)(1.6)(102) = 271-Ib/ft. 271 Simpson H2.5A/H1 Seismic & Hurricane Tie lateral load resistance F2 = 110/140-Ib 110/140 Simpson H2.5A/H1 Seismic & Hurricane Tie longitudinal load resistance F, = 110/415-Ib 110/415 Allowable load for 2-10d common toenails = (2)(0.83)(1.6)(102) = 271-lb per truss end. Allowable load for H2.5A or H1 Seismic & HurricaneTies = 110-lb per truss end for Hem-Fir. Total allowable load per truss end = 381 271 + 110 = 381-Ib per truss end = 381-lb (H2.5A ties control lateral loads). Fasten truss tails to top plates with 2-10 toenails and a Simpson H2.5A or H1 Seismic & Hurricane Tie fastened to truss and top plates per manufactures instructions. (see sheet S3, Roof Framing Plan). Truss Connections (Uplift Loads) Maximum net uplift on truss connection for 85 mph, Exposure C per Table K (Ib). -134 Maximum net uplift on truss connection for 110 mph, Exposure D per Table K (Ib). -513 Maximum net uplift on truss connection for 120 mph, Exposure C per Table K (Ib). -497 Allowable uplift for H2.5A/H1 Seismic & Hurricane Ties = 520/400-lb for Hem-Fir framing. 520/400 Allowable uplift for H10 Seismic & Hurricane Ties = 850-lb for Hem-Fir framing. 850 Fasten truss tails to top plates with H2.5A or H1 Seismic & Hurricane Ties for 85-mph wind speeds. Use H10 Ties for higher speeds. Truss Chord Splice Nailing Maximum applied chord tension load per Tables J, C = T = M/b = vrL2/b8 (Ib). 839 Allowable chord splice tension load for 10d nails @ 6-in 0.c. 1,469 Fasten exterior wall top plate splices together with 10d nails @ 6-in 0.c. Minimum splice length = 48-in. Revised STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS Printed 7/1/2010 Plan 949-10 30-PSF Snow, 110 mph, Exp C, & SDC D2_LANDRETH 9/21/2010 A. Abrous, Ph.D., P.E. HiLine Homes, Inc. Page 9 of 18 TABLE B. BUILDING DATA Description | Value Description Value BUILDING DIMENSIONS BUILDING INERTIAL DATA Transverse Width of Building (ft) 26.0 Roof Diaphragm Dead Load (psf) 15 Longitudinal Length of Building (ft) 39.0 Exterior Walls Dead Load (psf) 15 Partition Walls Dead Load (psf) 10 Roof Slope (6/12) 0.5 Length of Gable-End Roof Overhang (ft) 1.0 MEAN AND MAXIMUM BUILDING HEIGHTS Length of Eave-End Roof Overhang (ft) 1:3 Roof Height (ft) 7.8 Maximum Truss Span (ft) 26.0 Mean Height (ft) 11.1 Maximum Height (ft) 14.3 MAIN FLOOR DIMENSIONS Wall Height (ft) 7.8 CALCULATION OF LENGTH OF END ZONE, 2a Transverse Exterior Walls Length (ft) 52.0 Least horizontal Building Dimension, b (ft) 26.0 Longitudinal Exterior Walls Length (ft) 78.0 0.4 * Mean Building Height (ft) 4.4 Total Exterior Walls Length (ft) 130.0 0.1*b (ft) 2.6 Total Partitions Weight (Ib) - ASCE 7-10 12.7.4 9,490 End Zone Dimension, a (ft) 2.6 Adjusted End Zone Dimension, a (ft) 3.0 Length of End Zone, 2a (ft) 6.0 BUILDING ENCLOSED AREA Building Enclosed Area (sf) | 949.0 | SNOW DATA Maximum Ground Snow Load, pg (psf) Assumed 30.0 xposure Factor, C, ASCE 7-10 Table 7-2, for Exposure C 1.0 Thermal Factor, C, ASCE 7-10 Table 7-3, for Residences 4.0 Snow Importance Factor, |, ASCE 7-10 Table 1.5-2, for Category Il 4.0 ope Factor, C, ASCE 7-10 Figure 7-2a 4.0 Flat Roof Snow Load, p; (psf) ASCE 7-10 Equation 7.3-1, py=0.7 C, Cyl, pg 21.0 Note: Transverse Width is measured perpendicular to the ridge line and longitudinal length parallel to the ridge line. Revised 7/1/2010 BUILDING DATA Plan 949-10 30-PSF Snow, 110 mph, Exp C, & SDC D2_LANDRETH Printed 9/21/2010 A. Abrous, Ph.D., P.E. HiLine Homes, Inc. Page 10 of 18 TABLE C. WIND DESIGN CRITERIA Description | Value Description Value WIND DESIGN CRITERIA MAIN FLOOR Basic Wind Speed V3, (mph) 110 TRANSVERSE BUILDING ZONE DATA ASCE 7-10 Design Wind Speed (mph) 140 Horizontal Wind Force Loading Wind Exposure Category Cc Transverse Zones A & B Width (ft) 6.0 Simplified Procedure per ASCE 7-10 28.5 Yes Transverse Zones C & D Width (ft) 33.0 Exposure & Height Factor, A 1.21 Transverse Zones A & C Height (ft) 7.8 Topographical Factor, Kz 1.00 Transverse Zones B & D Height (ft) 6.5 Vertical Wind Force Loading DESIGN WIND PRESSURES (psf) Transverse Roof Zones E & F Width (ft) 6.0 TRANSVERSE DIRECTION (CASE A) Transverse Roof Zones G & H Width (ft) 33.0 A - End Zone of Wall 39.0 Transverse Roof Zones E & F Length (ft) 13.0 B - End Zone of Roof 6.3 Transverse Roof Zones G & H Length (ft) 13.0 C - Interior Zone of Wall 28.2 D - Interior Zone of Roof 6.4 LONGITUDINAL BUILDING ZONE DATA E - End Zone of Windward Roof -17.3 Horizontal Wind Force Loading F - End Zone of Leeward Roof -23.6 Longitudinal Zone A Width (ft) 6.0 G - Interior Zone of Windward Roof -12.5 Longitudinal Zone C Width (ft) 20.0 H - Interior Zone of Leeward Roof -19.0 Longitudinal Zone A Height (ft) 9.3 Eo - End Zone of Windward OVHG Roof -32.3 Longitudinal Zone C Height (ft) 11.6 Go - Interior Zone of Windward OVGH Roof -27.5 Vertical Windforce Loading LONGITUDINAL DIRECTION (CASE B) Longitudinal Roof Zones E & F Width (ft) 6.0 A - End Zone of Wall 31.1 Longitudinal Roof Zones G & H Width (ft) 20.0 B - End Zone of Roof -16.1 Longitudinal Roof Zones E & G Length (ft) 19.5 C - Interior Zone of Wall 20.6 Longitudinal Roof Zones F & H Length (ft) 19.5 D - Interior Zone of Roof -9.6 E - End Zone of Windward Roof -37.3 F - End Zone of Leeward Roof -21.2 G - Interior Zone of Windward Roof -26.0 H - Interior Zone of Leeward Roof -16.4 Eo - End Zone of Windward OVHG Roof -52.3 Go - Interior Zone of Windward OVGH Roof -40.9 Note: Transverse Width is measured perpendicular to the ridge line and longitudinal length parallel to the ridge line. Revised WIND DESIGN CRITERIA Printed 7/1/2010 Plan 949-10 30-PSF Snow, 110 mph, Exp C, & SDC D2_LANDRETH 9/21/2010 A. Abrous, Ph.D., P.E. HiLine Homes, Inc. Page 11 of 18 TABLE D. SEISMIC DESIGN CRITERIA Description | Reference/Calculation |Value SEISMIC GROUND MOTION VALUES AND SITE SPECIFICATIONS Building Risk Category ASCE Standard 7-10, Table 1-5.1 ll Seismic Importance Factor, I, ASCE Standard 7-10, Table 1.5-2 1.0 Default Seismic Site Classification ASCE Standard 7-10, Table 20.3-1 D Seismic Design Category 2009 IRC Table R301.2.2.1.1 D2 Response Modification Coefficient, R ASCE Standard 7-10, Table 12.2-1 6.5 Building Period Parameter: C;, ASCE Standard 7-10, Table 12.8-2 0.02 Redundancy Factor, p ASCE Standard 7-10, Section 12.3.4.2 1.000 Site Short Period Design Acceleration, Sps (g) 2009 IRC Table R301.2.2.1.1, for SDC D2 1.170 Mapped MCE Long Period Acceleration, Sm (g) ASCE Standard 7-10, Figure 22-2 0.600 Ground Snow Load (psf) Building Department 30.0 Flat Roof Snow Load (psf) Calculation, See Table B 21.0 COMPUTATION OF DESIGN RESPONSE SPECTRUM DATA Mean Building Height, h (ft) Per Plan (Calculated in Table B) 11.1 Building Period, T, = C,h°“ (sec) ASCE Standard 7-10, Section 12.8.2.1 0.121 Site Long Design Period Acceleration, Sp, (g) ASCE Standard 7-10, 11.4.4, Sp; = 2/3Su4 0.400 Tp = 0.2*Sp,/Sps (sec) ASCE Standard 7-10, Section 11.4.5 0.068 T, = Sp1/Sps (sec) ASCE Standard 7-10, Section 11.4.5 0.342 COMPUTATION OF SEISMIC DESIGN COEFFICIENT Seismic Design Coefficient: C, = Sps*I,./R |ASCE Standard 7-10, Section 12.8.1.1 0.180 Revised SEISMIC DESIGN CRITERIA Printed 7/1/2010 Plan 949-10 30-PSF Snow, 110 mph, Exp C, & SDC D2_LANDRETH 9/21/2010 A. Abrous, Ph.D., P.E. HiLine Homes, Inc. Page 12 of 18 TABLE E. WIND LOADS Wind Zone Zone Sone Aron Zone Moment Moment Zone Pressure Width Ht./Leng. (sf) Force Arm (ft-lb) (psf) (ft) (ft) (Ib) (ft) TRANSVERSE WIND LOADING Horizontal Wind Loads Transverse Wall Zone A 39.0 6.0 7.8 46.8 2,208 3.9 8,613 Transverse Roof Zone B 6.3 6.0 6.5 39.0 297 7.8 2,319 Transverse Wall Zone C 28.2 33.0 7.8 257.4 8,783 3.9 34,254 Transverse Roof Zone D 6.4 33.0 6.5 214.5 1,661 7.8 12,956 STRENGTH LEVEL Lateral Force/Moment 7,454 58,142 CONVERT TO ALLOWABLE STRESS DESIGN 4,472 34,885 Vertical Wind Loads Transverse Roof Zone E -17.3 6.0 13.0 78.0 -1,633 19.5 31,839 Transverse Roof Zone F -23.6 6.0 13.0 78.0 -2,227 6.5 14,478 Transverse Roof Zone G -12.5 33.0 13.0 429.0 -6,489 19.5 126,528 Transverse Roof Zone H -19.0 33.0 13.0 429.0 -9,863 6.5 64,108 Roof Overhang Zone E -32.3 6.0 1.3 8.0 -312 26.7 8,316 Roof Overhang Zone F -23.6 6.0 1.3 8.0 -228 -0.7 -152 Roof Overhang Zone G -27.5 33.0 1.3 43.9 -1,460 26.7 38,943 Roof Overhang Zone H -19.0 33.0 1.3 43.9 -1,009 -0.7 -671 STRENGTH LEVEL Uplift Force and Overturning Moment on Building -23,221 283,389 CONVERT TO ALLOWABLE STRESS DESIGN -13,932 170,034 Total Overturning Moment Due to Transverse Wind Loading (ASD) 204,919 Unit Uplift on Building (psf) -14.7 LONGITUDINAL WIND LOADING Horizontal Wind Loads Longitudinal Wall Zone A 31.1 6.0 9.3 55.8 2,100 4.7 9,764 Longitudinal Wall Zone B 0.0 6.0 0.0 0.0 0 7.8 0) Longitudinal Wall Zone C 20.6 20.0 11.6 231.5 5,770 5.8 33,396 Longitudinal Wall Zone D 0.0 20.0 0.0 0.0 0 7.8 0 STRENGTH LEVEL Lateral Force/Moment 4,436 43,160 CONVERT TO ALLOWABLE STRESS DESIGN 2,661 25,896 Vertical Wind Loads Longitudinal Roof Zone E -37.3 6.0 19.5 117.0 -5,281 29.25 154,456 Longitudinal Roof Zone F -21.2 6.0 19.5 117.0 -3,001 9.75 29,263 Longitudinal Roof Zone G -26.0 20.0 19.5 390.0} -12,269 29.25} 358,880 Longitudinal Roof Zone H -16.4 20.0 19.5 390.0 -7,739 9.75 75,457 Roof Overhang Zone E -52.3 6.0 1.0 6.0 -380 39.5 14,998 Roof Overhang Zone F -21.2 6.0 1.0 6.0 -154 -0.5 -77 Roof Overhang Zone G -40.9 20.0 1.0 20.0 -990 39.5 39,096 Roof Overhang Zone H -16.4 20.0 1.0 20.0 -397 -0.5 -198 STRENGTH LEVEL Uplift Force and Overturning Moment on Building} —_-30,211 671,875 CONVERT TO ALLOWABLE STRESS DESIGN -18,126 403,125 Total Overturning Moment Due to Longitudinal Wind Loads (ASD) 429,021 Unit Uplift on Building (psf) -19.1 Note: (+) and (-) signs signify wind pressures acting toward and away from the projected surfaces, respectively per ASCE Standard 7-10. Revised WIND LOADS Printed 7/1/2010 Plan 949-10 30-PSF Snow, 110 mph, Exp C, & SDC D2_LANDRETH 9/21/2010 A. Abrous, Ph.D., P.E. HiLine Homes, Inc. Page 13 of 18 TABLE F. MINIMUM WIND LOADS Wind Zone Zone Sone Aran Zone Moment Moment Zone Pressure Width Ht./Leng. (sf) Force Arm (ft-lb) (psf) (ft) (ft) (Ib) (ft) TRANSVERSE WIND LOADING Horizontal Wind Loads Transverse Wall Zone A 16.0 6.0 7.8 46.8 749 3.9 2,920 Transverse Roof Zone B 8.0 6.0 6.5 39.0 312 7.8 2,434 Transverse Wall Zone C 16.0 33.0 7.8 257.4 4,118 3.9 16,062 Transverse Roof Zone D 8.0 33.0 6.5 214.5 1,716 7.8 13,385 STRENGTH LEVEL Lateral Force/Moment 4,462 34,800 CONVERT TO ALLOWABLE STRESS DESIGN 2,677 20,880 Vertical Wind Loads Transverse Roof Zone E 0.0 6.0 13.0 78.0 0 19.5 0 Transverse Roof Zone F 0.0 6.0 13.0 78.0 0 6.5 0 Transverse Roof Zone G 0.0 33.0 13.0 429.0 0 19.5 0 Transverse Roof Zone H 0.0 33.0 13.0 429.0 0 6.5 0 Roof Overhang Zone E 0.0 6.0 1.3 8.0 0 26.7 0 Roof Overhang Zone F 0.0 6.0 1.3 8.0 0 -0.7 0 Roof Overhang Zone G 0.0 33.0 1.3 43.9 0 26.7 0 Roof Overhang Zone H 0.0 33.0 1.3 43.9 0 -0.7 0 STRENGTH LEVEL Uplift Force and Overturning Moment on Building 0 0 CONVERT TO ALLOWABLE STRESS DESIGN 0 0 Total Overturning Moment Due to Transverse Wind Loading (ASD) 20,880 Unit Uplift on Building (psf) 0.0 LONGITUDINAL WIND LOADING Horizontal Wind Loads Longitudinal Wall Zone A 16.0 6.0 9.3 55.8 893 4.7 4,152 Longitudinal Wall Zone B 8.0 6.0 0.0 0.0 0 7.8 0 Longitudinal Wall Zone C 16.0 20.0 11.6 231.5 3,704 5.8 21,437 Longitudinal Wall Zone D 8.0 20.0 0.0 0.0 0 7.8 0 STRENGTH LEVEL Lateral Force/Moment 2,715 25,588 CONVERT TO ALLOWABLE STRESS DESIGN 1,629 15,393 Vertical Wind Loads Longitudinal Roof Zone E 0.0 6.0 19.5 117.0 0 29.25 0 Longitudinal Roof Zone F 0.0 6.0 19.5 117.0 0 9.75 0 Longitudinal Roof Zone G 0.0 20.0 19.5 390.0 0 29.25 0 Longitudinal Roof Zone H 0.0 20.0 19.5 390.0 0 9.75 0 Roof Overhang Zone E 0.0 6.0 1.0 6.0 0 39.5 0 Roof Overhang Zone F 0.0 6.0 1.0 6.0 0 -0.5 0 Roof Overhang Zone G 0.0 20.0 1.0 20.0 0 39.5 0 Roof Overhang Zone H 0.0 20.0 1.0 20.0 0 -0.5 0 STRENGTH LEVEL Uplift Force and Overturning Moment on Building 0 0 CONVERT TO ALLOWABLE STRESS DESIGN 0 0 Total Overturning Moment Due to Longitudinal Wind Loads (ASD) 15,353 Unit Uplift on Building (psf) 0.0 Note: (+) and (-) signs signify wind pressures acting toward and away from the projected surfaces, respectively per ASCE Standard 7-10. Revised MINIMUM WIND LOADS Printed 7/1/2010 Plan 949-10 30-PSF Snow, 110 mph, Exp C, & SDC D2_LANDRETH 9/21/2010 A. Abrous, Ph.D., P.E. HiLine Homes, Inc. Page 14 of 18 TABLE G. SEISMIC LOADS SEISMIC SHEAR LOADS ON HOUSE Height/ Seismic Seismic Building Component neh Width i ‘c) Weight Shear (ft) (Ib) (Ib) Roof Diaphragm & Ceiling 15.0 949 14,235 2,562 20% of Flat Roof Snow Load > 30-psf 0.0 949 0 0 One-Half Exterior Walls 15.0 7.8 130.0 1,014 7,605 1,369 One-Half Partitions 10.0 949 4,745 854 Total Dead Load for Restoring Moment 38,935 Roof Diaphragm Tributary Dead Load 26,585 STRENGTH LEVEL BASE SHEAR 4,785 CONVERT TO ALLOWABLE STRESS DESIGN BASE SHEAR 3,350 OVERTURNING ANALYSIS DUE TO TRANSVERSE LOADS - HOUSE Building Component by), “ft . nae : Roof Diaphragm & Ceiling 2,562 7.8 19,986 Exterior Walls 1,369 7.8 10,677 Partitions 854 7.8 6,662 Total Dead Load 38,935 13.0 506,155 Total Moment Due to Transverse Seismic Forces 37,325 Total Moment Due to Transverse Wind Forces 204,919 Total Restoring Moment in Transverse Loading 506,155 6/10 of Total Restoring Moment in Transverse Loading 303,693 OVERTURNING STABILITY YES OVERTURNING ANALYSIS DUE TO LONGITUDINAL LOADS Building Component rn a , nA : Roof Diaphragm & Ceiling 2,562 7.8 19,986 Exterior Walls 1,369 7.8 10,677 Partitions 854 7.8 6,662 Total Dead Load 38,935 19.5 759,233 Total Moment Due to Longitudinal Seismic Forces 37,325 Total Moment Due to Longitudinal Wind Forces 429,021 Total Restoring Moment in Longitudinal Loading 759,233 6/10 of Total Restoring Moment in Longitudinal Loading 455,540 OVERTURNING STABILITY YES Revised SEISMIC LOADS Printed 7/1/2010 Plan 949-10 30-PSF Snow, 110 mph, Exp C, & SDC D2_LANDRETH 9/21/2010 A. Abrous, Ph.D., P.E. HiLine Homes, Inc. Page 15 of 18 TABLE H. CONTROLLING SHEAR LOADS GARAGE Floor Level Main Floor Level Second Floor Level Type Load Transverse | Longitudinal] Transverse Longitudinal ASD Wind Load (Ib) 4,472 2,661 N/A N/A ASD Minimum Wind Load (Ib) 2,677 1,629 N/A N/A ASD Controlling Wind Load (Ib) 4,472 2,661 N/A N/A ASD Seismic Diaphragm Load (Ib) 3,350 3,350 N/A N/A Nature of Controlling Load WIND SEISMIC N/A N/A ASD Maximum wind/seismic load (Ib) 4,472 3,350 N/A N/A NOTE: ASD = ALLOWABLE STRESS DESIGN Revised CONTROLLING LOADS Printed 7/1/2010 Plan 949-10 30-PSF Snow, 110 mph, Exp C, & SDC D2_LANDRETH 9/21/2010 A. Abrous, Ph.D., P.E. HiLine Homes, Inc. Page 16 of 18 TABLE I. WIND SHEAR WALL LOADS TRANSVERSE LOADS Floor Level Main Floor Level Wall Identification A B Cc Check Wall Type OSB GWB OSB Total Tributary Load Distance (ft) 2:5 19.5 17.0 39.0 Tributary Load Fraction 0.064; 0.500) 0.436 1.0 Applied Shear (Ib) 287| 2,236) 1,950 4,472 Wall Length (ft) 10.5 10.5 26.0 Applied Unit Shear (Ib/ft) 27 213 75 Shear Wall Length (ft) 5.5 6.0 9.5 Resistive Unit Shear (Ib/ft) 52 373 205 Shear Wall Height (ft) 7.8 7.8 7.8 Unit DL on Wall (lb/ft) 150 188 150 0.60*[Unit DL on Wall] (\b/ft) 90 113 90 Max. Hold-Down 2.5-ft SW (Ib) 294| 2,766 Max. Hold-Down 3.5-ft SW (Ib) 2,710 Max. Hold-Down 4.5-ft SW (Ib) 1,398 Max. Hold-Down 5.0-ft SW (Ib) 1,376 LONGITUDINAL LOADS Floor Level Main Floor Level Wall Identification 1 2 Check Wall Type OSB OSB Total Tributary Load Distance (ft) 13.0 13.0 26.0 Tributary Load Fraction 0.500 0.500 1.0 Applied Shear (Ib) 1,331 1,331 2,661 Wall Length (ft) 34.0 39.0 Applied Unit Shear (Ib/ft) 39 34 Shear Wall Length (ft) 34.0 27.5 [Resistive Unit Shear (Ib/ft) 39 48 Shear Wall Height (ft) 7.8 7.8 Unit Wall DL (lb/ft) 335 335 0.6*[Unit DL on Wall] (Ib/ft) 201 201 Max. Hold-Down 10.5-ft SW (Ib) -678 Max. Hold-Down 17.0-ft SW (Ib) -1,331 Max. Hold-Down 34.0-ft SW (Ib) -3,111 Revised WIND SHEAR LOADS Printed 7/1/2010 Plan 949-10 30-PSF Snow, 110 mph, Exp C, & SDC D2_LANDRETH 9/21/2010 A. Abrous, Ph.D., P.E. HiLine Homes, Inc. Page 17 of 18 TABLE J. SEISMIC SHEAR WALL LOADS TRANSVERSE LOADS Floor Level Main Floor Level Wall Identification A B Cc Check Wall Type OSB GWB OSB Total Tributary Load Distance (ft) 2.5 19.5 17.0 39.0 Tributary Load Fraction 0.064; 0.500} 0.436 1.0 Applied Shear (Ib) 215 1,675 1,460 3,350 Wall Length (ft) 10.5 10.5 26.0 Applied Unit Shear (Ib/ft) 20 160 56 Shear Wall Length (ft) 5.5 6.0 9.5 Resistive Unit Shear (Ib/ft) 39 279 154 Shear Wall Height (ft) 7.8 7.8 7.8 Unit DL on Wall (lb/ft) 150 188 150 0.60*[Unit DL on Wall] (Ib/ft) 90 113 90 Max. Hold-Down 2.5-ft SW (Ib) 192} 2,037 Max. Hold-Down 3.5-ft SW (Ib) 1,980 Max. Hold-Down 4.5-ft SW (Ib) 996 Max. Hold-Down 5.0-ft SW (Ib) 974 LONGITUDINAL LOADS Floor Level Main Floor Level Wall Identification 1 2 Check Wall Type OSB OSB Total Tributary Load Distance (ft) 13.0 13.0 26.0 Tributary Load Fraction 0.500 0.500 1.0 Applied Shear (Ib) 1,675} 1,675 3,350 Wall Length (ft) 34.0 39.0 Applied Unit Shear (Ib/ft) 49 43 Shear Wall Length (ft) 34.0 27.5 Resistive Unit Shear (Ib/ft) 49 61 Shear Wall Height (ft) 7.8 7.8 Unit Wall DL (lb/ft) 335 335 0.6*[Unit DL on Wall] (Ib/ft) 201 201 Max. Hold-Down 10.5-ft SW (Ib) -580 Max. Hold-Down 17.0-ft SW (Ib) “1,233 Max. Hold-Down 34.0-ft SW (Ib) -3,032 Revised SEISMIC SHEAR LOADS Printed 7/1/2010 Plan 949-10 30-PSF Snow, 110 mph, Exp C, & SDC D2_LANDRETH 9/21/2010 e , A. Abrous, Ph.D., P.E. HiLine Homes, Inc. Page 18 of 18 TABLE K. ROOF DIAPHRAGM CALCULATIONS DIAPHRAGM CHORD SPLICE & STRESS CALCULATIONS DESCRIPTION REFERENCE EQUATION/COMMENT ~ |VALUE Maximum Transverse Shear Load (Ib) Calculation s 4,472 Diaphragm Span (ft) Design Drawings = 26 Diaphragm Length (ft) Design Drawings = 39.0 Diaphragm Unit Shear (Ib/ft) Calculation w = V/Length = 115 Diaphragm Maximum Moment (ft-lb) Calculation M = wl4/8 = 21,803 Diaphragm Chord Force (Ib) Calculation C=T=Mlb= 839 Allowable Nail Load (|b) NDS Table 11N H-F & 10d Common 102 Adjustment For Wind/Seismic Loads NDS Table 2.3.2 10-minute loads 1.6 Adjusted Allowable Nail Load (Ib) Calculation F = 1.6F ait 163.2 Minimum Number of Nails Required At Splices Calculation Ny-min = C/F 4 5.1 Maximum Nail Spacing at Splices (in) Design Drawings S= 6.0 Minimum Splice Length (in) Calculation Lsptice = SNw-min 30.8 Design Splice Length (in) Design Drawings Design Specification 48.0 Allowable Diaphragm Chord Force (Ib) Calculation 10d @ 6-in o.c. 1,469 Cross Sectional Area of Shear Wall Chords (in’) Design Drawings Achord = 2(1.5)(5.5) = 16.5 Axial Chord Stess (psi) Calculation F.,= CIA= TIA 51 Allowable Parallel Compressive Stress (psi) WWPA Table 1 No. 2 Hem-Fir 1,250 Allowable Parallel Tensile Stress (psi) WWPA Table 1 No. 2 Hem-Fir 500 ROOF UPLIFT CALCULATIONS Roof Truss Span, b (ft) Design Drawings 26.0 Tributary Area to Truss Connection (sf) Trusses @ 24-in 0.c. A= 2b/2 =b 26.0 Maximum Wind Uplift Pressure, 85 mph, C (psf) Calculated [0.5*(13.8+9.6)] x 1.21 -14.2 Maximum Wind Uplift Pressure, 110 mph, D (psf) Calculated [0.5*(23.1+16)] x 1.47 -28.7 Maximum Wind Uplift Pressure, 120 mph, C (psf) Calculated [0.5*(27.4+19.1)] x 1.21 -28.1 Maximum Wind Uplift Load At Connection (Ib) 85 mph, Exp. C Fup = PA -368 Maximum Wind Uplift Load At Connection (Ib) 110 mph, Exp. D Fup = pA -747 Maximum Wind Uplift Load At Connection (Ib) 120 mph, Exp. C Fup = pA -731 Roof Unit Dead Load, wg, (psf) Design Criteria 15.0 Roof Dead Load to Truss Connection (Ib) Fp, =0.6 waA 234 Revised ROOF DIAPHRAGM CALCULATIONS Printed 7/1/2010 Plan 949-10 30-PSF Snow, 110 mph, Exp C, & SDC D2_LANDRETH 9/21/2010 ~ Ne yy, GE N E R A L ~O N S T R U C T I O N NO T E S RO O F FR A M I N G NO T E S FO U N D A T I O N & LA T E R A L DE S I G N CR I T E R I A FL O O R FR A M I N G NO T E S AN D MI N I M U M SI T E CO N D I T I O N S IN F O R M A T I O N 1. 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BU I L D E R IM M E D I A T E L Y FO R AR E P L A C E M E N T — FO U N D A T I O N WA L L S , PO R C H AN D GA R A G E SL A B S , eo n ai s is ah a TO de t te AD S IN Zz xr . a TR U S S . ST E P S , AN D AL L OT H E R AR E A S TH A T AR E EX P O S E D Ke DD © : AC C O R D A N C E WI T H TH E 20 0 9 IN T E R N A T I O N A L zr Se c 6. WA T E R HE A T E R IS TO BE IN S T A L L E D PE R MA N U F A C T U R E R SP E C I F I C A T I O N S , I. R . C . TO TH E WE A T H E R . MA X I M U M ST R E N G T H IS AT 28 WP en RE Q U I R E M E N T S , AN D TH E ST A T E AD A P T E D PL U M B I N G CO D E . IN SD C D1 , D2 , TA N K 4. FR A M I N G CO N N E C T I O N S SH A L L BE DA Y S . AL L O W AD E Q U A T E TI M E FO R FO U N D A T I O N TO Be e OP E Pe Ph e ae Oy x 2 s 4 MU S T BE ST R A P P E D AT TH E UP P E R AN D LO W E R TH I R D OF TH E TA N K . AT TH E "S I M P S O N ST R O N G TI E " (O R ) AN AP P R O V E D —S E T BE F O R E BA C K FI L L I N G . . EG U A U E H O N . 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HiLine Homes.com (206) 755-2189 HI L I N E HO M E S 11 3 0 6 62 N D AV E N U E PU Y A L L U P WA , 98 3 7 3 (2 5 3 ) 77 0 - 2 2 4 4 ex t . 12 9 PL A N : DA T E : JO B # : 10 5 0 5 4 7 8 94 9 S S 09 / 0 8 / 1 0 yy RO O F SH E A T H I N G RE Q U I R E M E N T S Gr o u n d sn o w lo a d MF G . PR E - E N G I N E E R E D RO O F TR U S S E S @ 24 " O. C . RI D G E VE N T I N G Wa s h i n g t o n St a t e En e r g y Co d e . R- v a l u e ma r k e r s to be in s t a l l e d at le a s t on e fo r ev e r y 30 0 sq . ft . fa c i n g th e at t i c ac c e s s . Ma r k e r s sh a l l be af f i x e d to th e tr u s s or jo i s t an d ma r k e d wi t h th e mi n i m u m in s u l a t i o n th i c k n e s s . MI N . RO O F MA T E R I A L S : CO M P O S I T O N SH I N G L E S CL A S S 'B ' 15 # FE L T OV E R AP A RA T E D 24 / 0 SH E A T H I N G . 2x VE N T BL O C K ‘ (A T Y P I C A L MA X . 40 ps f | MA X . 70 ps f |B e y o n d 70 ps f 7/ 1 6 " O. S . B . | 15 / 3 2 " 0. S . B . | 5/ 8 " 0. S . B . BA T T E N BO A R D W/ 1" AI R SP A C E Ww FF At Ic o > R BAOSAG \ R- 3 8 IN S U L A T I O N "S I M P S O N " HU R R I C A N E CL I P S H- 1 (O R ) H- 2 . 5 A UP TO 85 mp h , EX P O S U R E 'C ' . H- 1 0 ON L Y BE Y O N D 85 mp h . R- 2 1 IN S U L A T I O N W/ VA P O R BA R R I E R PA I N T OV E R SH E E T RO C K R- 3 0 FL O O R IN S U L A T I O N 9- 1 / 2 " "I " JO I S T S @ 19 . 2 " 0. C . NN a 5/ 8 " G. W . B . (O R ) 1/ 2 " SA G RE S I S T A N T (I L R . C . , R7 0 2 . 3 . 5 ) TY P I C A L IN T E R I O R WA L L : (2 ) 2x 4 TO P PL A T E S OV E R 2x 4 ST U D S @ 19 . 2 " 0. C . W/ 3" G. W . B . EA . SI D E OV E R 2x 4 BO T T O M PL A T E 3/ 4 " T & G SU B - F L O O R I N G . AP A RA T E D 48 / 2 4 GL U E D & = NA I L E D = EA V E EN D S N ry Ad ) TY P I C A L EX T E R I O R WA L L : fe 2x 6 TO P PL A T E S OV E R 2x 6 ST U D S @ 16 " 0. C . OV E R 2x 6 BO T T O M PL A T E OV E R ST R U C T U R A L RA T E D 3/ 4 " J SH E A T H I N G . WR A P HO U S E W/ = AN AP P R O V E D VA P O R BA R R I E R = PE R IR C , R7 0 3 . 2 7 BL A C K 6 MI L . PO L Y VI S Q U E E N | VA P O R BA R R I E R TH R O U G H O U T CR A W L SP A C E . | il —_-—-T TY P I C A L PO N Y WA L L \ S 4 SE C T I O N A- A a= To r TY P I C A L FO U N D A T I O N \S 5 / / yy, ©copyright 2005 HiLine Homes www. HiLine Homes.com P.O. BOX 869 KITTITAS, WA 98934 (206) 755-2189 JIM & BONNIE LANDRETH SECTIONAL PLAN HI L I N E HO M E S 11 3 0 6 62 N D AV E N U E PU Y A L L U P WA , 98 3 7 3 (2 5 3 ) 77 0 - 2 2 4 4 ex t . 12 9 PL A N : 94 9 S S DA T E : 09 / 0 8 / 1 0 JO B # : 10 5 0 5 4 7 8 yy , \ SI T E AD D R E S S : 14 6 AU S T I N MA T H E W LA N E PO R T TO W N S E N D , WA 98 3 6 8 GA B L E VE N T S WH E R E RE Q U I R E D | — [S.G FR O N T EL E V A T I O N NO T E : AD D R E S S MU S T BE LO C A T E D ON TH E HO U S E WH E R E IT IS EA S I L Y SE E N FR O M TH E MA I N AC C E S S RO A D (O W N E R RE S P O N S I B I L I T Y ) PR O P E R MA T E R I A L LE N G T H S - FL O O R [_ ] BA R G E BO A R D LE N G T H jit as at h I i 1} i at \ L 7/ 1 6 " LP SO F F I T LE F T EL E V A T I O N 1/ 8 " = 1' - 0 " RI D G E FI B E R G L A S S CO M P . VE N T I N G SH I N G L E S CL A S S "B " MI N . 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Ww Ww 2ELVO Zo Bi Z S282 © ee # m cE: oS 33 = = zo 23 z8 30 re) 3 SIN AWOIdAL {€) WWLAd SSSAD0V IMVdao ONILOOS ——=+} ‘NIN uvd Z\5 4 =| * Yaq0VaH / ‘7 dn Lng N Bs Fd \ ; \ \ ys / ymanod Sel 7% \ oe eee YaWWIeL — SalVidbXe 7 JO.z6b SNONNILNOO 6 sisior ” SIN WOIdAL MVLSAG TIVM YOIdSLNI STIVM HORaLXa =a __-— Osants oxz = yayov"e an TIVMANG 9XZ (T1VM YOIMSLNI) “STIVM ula . ONIHS8 “LNOO — NOILWINSNI SLN WOIdAL | WWLAG GNA SAVA ALV1d dOL 9xz (Z) “SS1OH TIVN T1V Tild “LASHS €S Yad SVL | SdI19 wHu NOSAINIS. | SSNUL IL ‘“SS10H TIVN TV T1l4 °0'0 wvZ@® SdIND y 998y .NOSdWIS. 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C (I R C , R 3 1 1 . 4 . 3 ) : = = - A (2 TY P I C A L 6 S4 / P O N Y W A L L = ai g MC = Z 6 MI N VI S Q U E E N Fa l l ) VA P O R BA R R I E R = TH R O U G H O U T Oo | fe ) -_ | ie HE GR A N T S PA C E , : | AT T E N T I O N =| jo LA P . 1 2 MI N m | —— — — % Ih P ® = "S I M P S O N " ST H D 1 4 HO L D 7 CR A W L . (3 o 7 DO W N SE E DE T A I L 1 ON = AC C E S S \ A4 | > A SH E E T SS . (T O T A L = 2) 8 ° bo r e s | 8 18 " x2 4 " IN S U L . / \ | / z, = "S I M P S O N " ST H D 1 0 HO L D DO O R CR A W L = DO W N SE E DE T A I L 3 ON AC C E S S : W/ T I G H T a B SH E E T S4 . (T O T A L = 2) FI T T I N G DO O R f A __ A —- 4 L Sh e a r wa l l na i l i n g an c ho l d o w n s ar e to be in s p e c t e d an d ap p r o v e d pr i o r to co v e r . PI E R PA D \$ 5 / 25 ' - 1 1 " FO U N D A T I O N PL A N 1/ 8 " 1 Fa t ©copyright 2005 HiLine Homes www. HiLine Homes.com P.O. BOX 869 KITTITAS, WA 98934 (206) 755-2189 in Sr Lu Or a0 SZ =3 = FOUNDATION PLAN HI L I N E HO M E S 11 3 0 6 62 N D AV E N U E PU Y A L L U P WA , 98 3 7 3 (2 5 3 ) 77 0 - 2 2 4 4 ex t . 12 9 PL A N : 94 9 S S DA T E : 09 / 0 8 / 1 0 JO B # : 10 5 0 5 4 7 8 yy _3 " ED G E NA I L I N G ©copyright 2005 HiLine Homes www. HiLine Homes.com DI N I N G GE N E R A L LA T E R A L NO T E S 1. NO CH A N G E S SH A L L BE MA D E WI T H O U T TH E CO N S E N T OF TH E GE N E R A L CO N T R A C T O R AN D BU I L D I N G DE P A R T M E N T . LU + 2 LE G E N D = E2 2 8 2. O. S . B . WA L L SH E A T H I N G 7/ 1 6 " MI N I M U M gu m s = SH E A R W A L L SE G M E N T = wy Fa s ON L Y FO R EX T E R I O R SH E A R W A L L S . NA I L Or se e SH E A R W A L L S PE R EX T E R I O R SH E A R W A L L Oo A a g r DE T A I L 1 ON SH E E T S4 U. N . O . = "S I M P S O N " ST H D 1 4 HO L D DO W N SE E SZ o t e DE T A I L 1 ON SH E E T S5 . (T O T A L = 2) = to c a 3. NA I L AL L EX T E R I O R TO P PL A T E S A ]= i j k TO G E T H E R WI T H 10 d NA I L S @ 12 " 0 . C . MI N . | x 48 " LA P AT SP L I C E S W/ 6" O. C . NA I L I N G . AL L = "S I M P S O N " ST H D 1 0 HO L D DO W N SE E EX T E R I O R BO T T O M PL A T E D WI T H (2 ) 10 d DE T A I L 3 ON SH E E T S4 , (T O T A L = 2) NA I L S EA C H ST U D BA Y . B ; 4. FA S T E N AL L O. S . B . SH E A R W A L L W/ 8d NA I L S @ 6" 0. C . ED G E AN D 12 " 0. C . FI E L D . U. N . O . 5. WH E R E PL A N RE Q U I R E S SH E A T H I N G TO BE AT T A C H E D TO TH E MU D S I L L ON TH E PO N Y = WA L L S PE R SH E A R W A L L DE T A I L S , PO N Y W A L L —! MA Y BE OF F E T TO ON E SI D E WH E N A 2x 6 ~e MU D S I L L IS US E D . TH I S WI L L AL L O W FO R TH E = z RE Q U I R E D MU D S I L L AT T A C H M E N T . SE E xt PL A N S FO R TH I S RE Q U I R E M E N T . Y LU HI L I N E HO M E S 11 3 0 6 62 N D AV E N U E PU Y A L L U P WA , 98 3 7 3 (2 5 3 ) 77 0 - 2 2 4 4 ex t . 12 9 PL A N : 94 9 S S DA T E : 09 / 0 8 / 1 0 JO B # : 10 5 0 5 4 7 8 SH E A R WA L L PL A N 1/ 8 " = 1' - 0 " YD Ji yy , LE G E N D ®& = CU T OU T FO R VE N T I N G . KI T C H E N = 8" x 8 " FO R HO O D VE N T . BA T H R O O M S = 4" x 4 " , AN D UT I L I T Y RO O M = 6" x 6 " FO R WH O L E HO U S E FA N . 14 . 5 " = CU T OU T 14 . 5 " RO U N D HO L E FO R ME C H . VE N T I L . PL A C E VE N T 2 FT . FR O M TH E RI D G E . @ = GU T T E R DO W N S P O U T LO C A T I O N m_ ~ © - € , = NO N - S T R U C T U R A L FU L L HE I G H T WA L L FO R SH E E T RO C K AT T A C H . AT T A C H ST U D S TO TR U S S BO T T O M CH O R D W/ (2 ) 10 d NA I L S AT EA . FR A M E D UP ST U D . 1. B . C . CA S E 1 2 x 4 LO O K - RO O F SH E A T H I N G \ / OU T S @ 48 " LA Y O U T 0. C . \ 6X 1 0 DF . #2 10 D. F . #2 \e he C ] Ww \ / al / uw a L / Ot V/ 3 ac / \ oa a 1) / \ \ z / VY E a r A\ & >] , \ Yu \ a \ co fe | : ZI Oo f= s S = = = = = = 5 ( ig x| ! [8 8 €) 5: 1 2 5 es 74 4" E- == = of nH [ Ss = dp ) i= 3 a a a) Lo d ~ es s 14 5° fe = a re — 1- = = 3 5 = = Ne | KC "S I M P S O N " HU R R I C A N E LL } CL I P S H- 1 (O R ) H- 2 . 5 A UP TO BE A M 85 mp h , EX P O S U R E 'C ' . H- 1 0 / PO C K E T ON L Y BE Y O N D 85 mp h . ey u. j FI B E R G L A S S CO M P . SH I N G L E S ) SS S 3 CL A S S "B " MI N . x Ya a LA I N LP \ on 5: 1 2 "S I M P S O N " —— — Se je ) HU C Q 4 1 0 - S D S "S I M P S O N " BC 4 6 CO N N E C T O R 4x 6 PO S T TY P . -_ RO O F FR A M I N G PL A N 1/ 8 " = 1- 0 " yy ©copyright 2005 HiLine Homes www. HiLine Homes.com P.O. BOX 869 KITTITAS, WA 98934 (206) 755-2189 i. Si LU Or oO 3 Z Ss = ROOF FRAMING PLAN HI L I N E HO M E S 11 3 0 6 62 N D AV E N U E PU Y A L L U P WA , 98 3 7 3 (2 5 3 ) 77 0 - 2 2 4 4 ex t . 12 9 PL A N : 94 9 S S DA T E : 09 / 0 8 / 1 0 JO B # : 10 5 0 5 4 7 8 y (2 ) aE TO NA I L S @ 12 " 0. C . BI R D BL O C K I N G . (O R ) CO N T . BL O C K I N G . + NA I L TH R O U G H RO O F SH E A T H . W/ 8d NA I L S @6 " 0 . C . ) NA I L MI N . 7/ 1 6 " WA L L SH E A T H I N G W/ 8d nH / CO M M O N NA I L S @6 " |] O. C . E D G E A N D 12 " . j O. C . FI E L D A v4 2x ST U D S —— — 4 @ 16 " 0. C . ae , BO T T O M PL A T E —— — ~ : 2x MU D S I L L —— — ~ _ + EA C H ST U D BA Y \ \ — > EN G I N E E R E D %& CO N N E C T I O N \ : FR O M MU D S I L L TO + FO U N D A T I O N . SE E Ne CO N N E C T I O N ad DE T A I L S ON S4 . @) EX T E R I O R S GE T H E R W/ 10 d IL TO P PL A T E S —— . _ | t 10 d NA I L S ) —\ “I K 0. S B. (O R ST O O ! UP R I G H T ) BL O C K E D | PR E S C R I P T I V E .. FO U N D A T I O N HE A R W A L L OV E R PR E S C R I P T I V E FO U N D A T I O N WA L L CO N T I N U O U S BO T T O M ~~ ~ a CH O R D . AT T A C H W/ 10 d NA I L @ 12 " 0. C . (O R ) SO L I D BL O C K I N G W/ 8d NA I L S TH R O U G H RO O F SH E A T H I N G @ 6" O. C . WH E N AT EA V E S . NA I L TO P PL A T E S TO G E T H E R zt x NT S a ae t W/ 10 d NA I L S @ 12 " 0. C . U. N . O . WI N D O W OR DO O R HE A D E R — W/ 8d CO M M O N NA I L S 4 3" 0. C . ED G E AN D 12 " O. C . Ne , FI E L D . 2x ST U D S @ 16 " 0. C . (2 ) 10 d NA I L S EA . ST U D BA Y — AT T A C H SH E A T H I N G TO 4. —+ | | MU D S I L L AN D BO T T O M PL A T E S W/ 8d NA I L S @ 3" O. C . "S I M P S O N " ST H D 1 0 HO L D \ MS i \ DO W N . AT T A C H PE R MA N U F . SP E C S . |, B L O SP o. s . B . !I l | VE R T I C A L ! E CK E D | A EL S P. T . MU D S I L L ~ ~ _ 4" x 1 0 " AN C H O R BO L T S W/ 3" x 3" WA S H E R #4 HO R I Z O N T A L RE B A R SH E A R WA L L DE T A I L 3 SI M P S O N ST H D 1 0 NT S y— SO L I D \ HU N G \\ RE Q U I R E D WH E N JO I S T S AR E — BL O C K I N G AT BE A R I N G NO T ON TH E MU D S I L L U. N . O . \ DO U B L E TO P PL A T E S W/ A MI N I M U M 48 " L A P \ \_ FL O O R JO I S T AE AT SP L I C E S . 2X 4 WA L L @ 19 . 2 " —~ _ O. C . ST U D S DI R E C L T Y ™a BE L O W JO I S T S TY P . SH E A T H PO N Y \ WA L L S AT IN T E R I O R a] SH E A R W A L L S ON L Y 12 " x 6 " CO N T I N . —— \ yy / !" - - — - - AT T A C H JO I S T S TO TO P PL A T E S W/ (2 ) 10 d NA I L S AT EA . BE A R I N G PO I N T TY P . fr 2x TR E A T E D PL A T E (O R ) 2x PL A T E OV E R VA P O R BA R R I E R FO O T I N G . NO RE B A R — 1/ 2 " AN C H O R BO L T S @ PE R I. R . C . SE C T I O N . 3m 4 1A M . 6' 0. C . W/ 3" x 3 " x 1 / 4 R4 0 3 . 1 . 3 U. N . O . ON + -* WA S H E R U. N . O TH E S1 SH E E T . a PO N Y WA L L DE T A I L Z TY P I C A L NT S 2x VE N T BL O C K I N G W/ BO R E D HO L E S & IN S E C T SC R E E N S . NA I L 8d NA I L S @ 6" O. C . TH R O U G H RO O F SH E A T H I N G . TO E - N A I L BL O C K I N G TO EA C H TR U S S W/ (1 ) 10 d NA I L S EA . EN D OF LA P RO O F I N G PA P E R OV E R CO N T I N U O U S “¢ ME T A L GU T T E R Zz BL O C K . WO > (2 ) 2X 6 TO P PL A T E S W/ _/ MI N . 48 " LA P . AT T A C H /\ W/ 10 d NA I L S @ 12 " LJ O. C . TY P I C A L L Y AN D eo AT 6" O. C . AT LA P S . ir TY P . WA L L SH E A T H I N G : oe SH E A T H W/ MI N . 7/ 1 6 " = v4 = 0. S . B . AT T A C H TO WA L L ST U D S ST O O D UP R I G H T — OR BL O C K E D W/ 8d NA I L S —— _ @ 6" O. C . ED G E AN D 12 " — O. C . FI E L D . SH E A T H I N G Se MU S T BE AT T A C H E D TO oo MU D S I L L . SE E S2 SH E E T eo FO R AD D I T I O N A L ee RE Q U I R E M E T S . eo ee = = oe > HO L D DO W N CO N N E C T I O N S MA Y BE RE Q U I R E D . SE E TH E S2 L BA T T E N IN S U L A T I O N BO A R D W/ 1" AI R SP A C E FO R VE N T I L A T I O N . "S I M P S O N TR U S S CL I P S PE R S3 SH E E T . FI L L AL L NA I L HO L E S . BE N D TO CL E A R BO T T O M CH O R D . (W H E R E RE Q U I R E D AT VA U L T S ) I EX T E R I O R WA L L ST U D S @ 16 " 0. C . AT T A C H AL L BO T T O M PL A T E S W/ 10 d NA I L S @ 8" O. C . FL O O R SY S T E M : 3/ 4 " MI N . T& G SU B F L O O R GL U E D AN D NA I L E D TO JO I S T w/ 8d @ 6" O. C . ED G E & 12 " 0. C . FI E L D . FL O O R JO I S T S PE R PL A N @ 16 " 0. C . IN S U L A T I O N PE R iz TH E A2 SH E E T . SH E E T FO R TY P E AN D LO C A T I O N . EN G I N E E R E D —— ~ CO N N E C T I O N - SE E FO U N D A T I O N }— — SE E HO U S E FO U N D A T I O N DE T A I L FO R SI Z E DE T A I L . AN D RE B A R RE Q U I R E M E N T S . TI em oo ee me @ EX T E R I O R WA L L FR A M I N G TY P I C A L WA L L FR A M I N G SE C T I O N NT S JO I S T S HU N G TO FO U N D A T I O N WA L L \ *% (2 ) 2X 6 TO P PL A T E S W/ _, MI N . 48 " LA P . AT T A C H W/ 10 d NA I L S @ 12 " 0. C . TY P I C A L L Y AN D AT 6" O. C . AT LA P S . TY P . WA L L SH E A T H I N G : —— — ~ | UN L E S S NO T E D OT H E R W I S E , SH E A T H BO T H SI D E S W/ MI N . 1/ 2 " G. W . B . AT T A C H TO WA L L ST U D S ST O O D UP R I G H T OR BL O C K E D W/ TY P E S OR TY P E W DR Y W A L L SC R E W S @ 4" ED G E AN D 4" FI E L D . FI R E TA P E AL L SE A M S . SE E TH E S2 SH E E T FO R AD D T I O N A L RE Q U I R E M E N T S . HO L D DO W N CO N N E C T I O N S MA Y BE RE Q U I R E D . SE E TH E S2 SH E E T FO R TY P E AN D LO C A T I O N . AT T A C H G. W . B . SH E A T H I N G TO BO T T O M PL A T E AN D MU D S I L L W/ TY P E S OR W SC R E W S @ 4" 0. C . ED G E AN D 4" O. C . FI E L D . = N GA R A G E en e it S SL A B EN G I N E E R E D CO N N E C T I O N - SE E FO U N D A T I O N DE T A I L . a DI A P H R A G M CO N N E C T I O N DE T A I L PE R PL A N o EX T E R I O R WA L L ST U D S @ 16 " 0. C . PS in e u c a T i o n PE R TH E A2 SH E E T FL O O R SY S T E M : 3/ 4 " MI N . T& G SU B F L O O R GL U E D AN D NA I L E D TO JO I S T w/ 8d @ 6" 0. C . ED G E & 12 " 0. C . FI E L D . FL O O R JO I S T S PE R PL A N @ 16 " O. C . }+ — — SE E GA R A G E FO U N D A T I O N DE T A I L FO R SI Z E AN D RE B A R RE Q U I R E M E N T S . ( | L =T T ® GA R A G E FI R E WA L L FR A M I N G GA R A G E / HO U S E SE P A R A T I O N WA L L NT S JO I S T S HU N G TO FO U N D A T I O N WA L L yy £ 82 3% Es Sf = sr £8 a = E 8 56 LU st — oO Z- g 8 3 Zw ch OY “ s e 8 fa a ) Ww Qn " a 20 5 8 S= S C E S = 2 x Yn 5 = re =< OF > W Yy A be op ) HI L I N E HO M E S 11 3 0 6 62 N D AV E N U E PU Y A L L U P WA , 98 3 7 3 (2 5 3 ) 77 0 - 2 2 4 4 ex t . 12 9 PL A N : 94 9 S S DA T E : 09 / 0 8 / 1 0 JO B # : 10 5 0 5 4 7 8 A la ( CO N T I N U O U S BO T T O M CH O R D . AT T A C H W/ 10 d NA I L S pe p i =, No fT @ 12 " O. C . (O R ) SO L I D vd t t t BL O C K I N G W/ 8d NA I L S TH R O U G H RO O F SH E A T H I N G @ 6" 0. C . WH E N AT EA V E S . TI Mr OT : li a l Wp I || TI T NA I L TO P PL A T E S TO G E T H E R W/ 10 d NA I L S @ 12 " O. C . U. N . O . LL Le LL : \J “_ N WI N D O W OR DO O R HE A D E R —} - { { / — — 1] NA I L W/ 8d CO M M O N NA I L S @ + 3" 0. C . ED G E AN D 12 " 0. C . FI E L D . 2x ST U D S @ 16 " 0. C . +" (2 ) 10 d NA I L S EA . ST U D BA Y -— ~ VT E | HE II I i ak ll o . s . p . | Ii | Ve r t i c a l | E[ / _ - — AT T A C H SH E A T H I N G TO MU D S I L L AN D BO T T O M PL A T E S W/ 8d NA I L S @ 3" O. C . "S I M P S O N " ST H D 1 4 HO L D Tt ' (B L O C K E D ) | |, . \ "P a v e r s II T & IT . | || . DO W N . AT T A C H PE R MA N U F . SP E C S . P. T . MU D S I L L 4" x 1 0 " AN C H O R BO L T S W/ 3" x 3" WA S H E R #4 HO R I Z O N T A L RE B A R SH E A R WA L L DE T A I L 1 SI M P S O N ST H D 1 4 NT S AT T A C H M E N T PE R SH E A R W A L L DE T A I L S EN G I N E E R E D CO N N E C T I O N - a AT T A C H MU G S = Si (O R ) 2X PR E S S U R E TR E A T E D WI 1/ 2 " x 1 0 " = ma u l h RE B A R RE Q U I R E M E N T S : AN C H O R BO L T W/ % | SL O P E oi (1 ) #4 HO R I Z . BA R WI T H I N 12 " OF 1/ 4 " x 3 " x 3 " PL A T E = “G R A D E ! | /] - II . TO P OF ST E M W A L L AN D WH E N WA S H E R . EM B E D _.| 6" |N 10 - 0 " wl A CO N S T R U C T I O N JO I N T EX I S T S BO L T A M I N I M U M 2 ae s ei Z| PE R IR C , 40 3 . 1 . 3 US E (1 ) #4 VE R T . 7 IN C H E S (D O NO T = =| | / 4 | S| RE B A R @ 48 " W/ ST A N D A R D CO U N T E R S I N K . ) Hj $9 | HO O K . 14 " MI N I M U M =H i ( | PE N E T R A T I O N . (1 ) #4 CO N T . —— _ X : T = if — RE B A R |: al | 6 MI L PO L Y VA P O R BA R R I E R . IN FO O T I N G i PL A C E TH R O U G H O U T CR A W L SP A C E . LA P SE A M S 12 " MI N I M U M . DR A I N A G E SY S T E M DA M P PR O O F EX T E R I O R WH E R E RE Q U I R E D - FO U N D A T I O N WA L L S PE R IR C , PE R LO C A L CO D E S . 12 40 6 . 1 , WH E R E RE Q U I R E D . RE S P O N S I S L E T Y ) * EO O T I N G WI D T H S MA Y VA R Y . SE E 2 FL O O R SY S T E M : 3/ 4 " MI N . T& G SU B F L O O R GL U E D AN D NA I L E D TO JO I S T w/ 8d @ 6" 0. C . ED G E & 12 " O. C . FI E L D . FL O O R JO I S T S PE R PL A N @ 19 . 2 " 0. C . HU N G W/ TO P FL A N G E JO I S T HA N G E R S . 2x BO R A T E TR E A T E D MU D S I L L TH E S1 SH E E T FO R FO O T I N G WI D T H S . FO U N D A T I O N DE T A I L MA X . 4' - 6 " WA L L , MA X . 4' - O " BA C K F I L L NT S PR E S C R I P T I V E 1 ST O R Y FO U N D A T I O N "S I M P S O N " AB U 4 4 CO N N E C T O R OR EQ U I V A L E N T \ IN S T A L L E D PE R MA N U F . IN S T R U C T I O N S . AT T A C H TO CO N C R E T E PI E R PE R PL A N W/ 5/ 8 " x 8" "S I M P S O N " TI T E N HD OR EQ U I V A L E N T . J 4x 4 PO S T PE R PL A N 3 \ |. {I e | =h = = I » ET = ee In : OS T TO PI E R CO N N . "S I M P S O N " AB U 4 4 W/ TI T E N NT S y, www. HiLine Homes.com ©copyright 2005 HiLine Homes JIM & BONNIE LANDRETH P.O. BOX 869 KITTITAS, WA 98934 (206) 755-2189 STRUCTURAL DETAILS HI L I N E HO M E S 11 3 0 6 62 N D AV E N U E PU Y A L L U P WA , 98 3 7 3 (2 5 3 ) 77 0 - 2 2 4 4 ex t . 12 9 PL A N : 94 9 S S DA T E : 09 / 0 8 / 1 0 JO B # : 10 5 0 5 4 7 8 yy EL E C T R I C A L NO T E S 1. SM O K E DE T E C T O R S SH A L L BE 11 0 v . HA R D WI R E D WI T H BA T T E R Y BA C K U P AN D SH A L L BE IN T E R C O N N E C T E D . OW N E R SH A L L BE RE S P O N S I B L E FO R SM O K E DE T E C T O R S IF A MO N I T O R E D FI R E SY S T E M IS RE Q U I R E D . 2. EL E C T R I C A L CO N T R A C T O R SH A L L CO O R D I N A T E LO C A T I O N OF PA N E L AN D ME T E R WI T H CO N T R A C T O R . 3. EL E C T R I C A L CO N T R A C T O R SH A L L PR O V I D E HE A T - L O S S CA L C U L A T I O N S (O R ) FO L L O W TH E PR E S C R I P T I V E PA T H RE Q U I R E M E N T S FO R SI Z I N G HE A T I N G EQ U I P M E N T . 4. EL E C T R I C A L CO N T R A C T O R SH A L L CO N F O R M TO AL L LO C A L AN D ST A T E CO D E S . 5. EX A C T PL A C E M E N T OF OU T L E T S MA Y VA R Y DE P E N D I N G ON CO N S T R U C T I O N VA R I A B L E S . 6. WH E R E A DR Y E R IS VE N T E D TR O U G H A FO U N D A T I O N VE N T TH E VE N T MU S T BE CO M P L E T E L Y SE A L E D TO PR E V E N T MO I S T EX H A U S T AI R FR O M RE E N T E R I N G TH E CR A W L SP A C E . 7. HA R D WI R E ME C H A N I C A L RO O F VE N T IN AT T I C SP A C E . RE F E R TO RO O F FR A M I N G PL A N FO R LO C A T I O N . IN S T A L L TI M E R SW I T C H FO R ME C H A N I C A L RO O F VE N T IN SA M E LO C A T I O N AS WH O L E HO U S E FA N WH O L E HO U S E FA N W/ TI M E R TI M E R SW I T C H WH E R E RE Q U I R E D . SW I T C H & VE N T E D WI N D O W S IN HA B I T A B L E RO O M S . EL E C T R I C SY M B O L S $ LI G H T SW I T C H <> SU R F A C E MN T . LI G H T ¢) 11 0 V. DU P L E X OU T L E T { RE C E S S E D DO W N L I G H T db ) 22 0 V. OU T L E T @ EQ U I P M E N T CO N N E C T I O N we ( ) WE A T H E R P R O O F OU T L E T @ SM O K E / CA R B O N MO N O X I D E DE T . GF I ¢) GR O U N D FA U L T IN T E R R U P T E R @® SM O K E DE T E C T O R @ RE C E S S E D CA N LI G H T S @O ) HE A T E R / F A N CO M B O . VT O S A TE L E P H O N E JA C K rm ZO N E D EL E C . HE A T E R [© ] TE L E V I S I O N OU T L E T ®& 10 0 C. F . M . EX H A U S T FA N . VT O S NO T E EX A C T LO C A T I O N S OF EL E C T R I C A L FE A T U R E S SU C H AS SW I T C H E S , OU T L E T S , LI G H T S , OP T I O N S , ET C . MA Y VA R Y PE R BU I L D AR E A AN D EL E C T R I C A L CO N T R A C T O R . 1/ 8 " = 1' - 0 " yy, E oo 32 3% Es SF Io gs =F is $ Eg 50 Lu st 51 , 8 S- 3 3 8 Ue «a y O Xs F8 Aa gr E o E 8 = CE S = ¥ —? : | @ oa LU —l LU HI L I N E HO M E S 11 3 0 6 62 N D AV E N U E PU Y A L L U P WA , 98 3 7 3 (2 5 3 ) 77 0 - 2 2 4 4 ex t . 12 9 PL A N : 94 9 S S DA T E : 09 / 0 8 / 1 0 JO B # : 10 5 0 5 4 7 8 y To the City of Port Townsend Development Services Department: Permit # 10-220 146 Austin Mathew Ln. Port Townsend, WA. This home’s dry wall was taped and mudded without the city having seen the screws installed correctly by the sheet rocker. The home owner Jim Landreth, and Lexar Homes are satisfied with the installation of the insulation and the drywall of this home as per code and ask that we self certify these items as complete. The insulation was installed by Quality Plus Insulation and they have certified there install for the home. (Attached) The dry wall Company, Corral Drywall does certify that he has fastened the drywall with Screws per the 20661RC code. Aal I, 5 anager; Tim Gibbs, sit apg wd Home Owner; Jim Landreth, CHOOSERIGHT LIVERIGHT LEXAR HOMES - Olympic Peninsula 94 Kala Square Place Port Townsend, WA 98368 www.LexarHomes.com Mt / Sales Office: (860) 379.1799 Const. Office: (360) 379.8600 Fax: (360) 379.4171 LEXARH* SO9QT To the City of Port Townsend Development Services Department: Permit # 10-220 146 Austin Mathew Ln.Port Townsend, WA. This home’s dry wall was taped and mudded without the city having seen the screws installed correctly by the sheet rocker. The home owner Jim Landreth, and Lexar Homes are satisfied with the installation of the insulation and the drywall of this home as per code and ask that we self certify these items as complete. The insulation was installed by Quality Plus Insulation and they have certified their install for the home. (Attached) The dry wall Company, Corral Drywall does certify that he has fastened the drywall with Screws per the 2606 IRC code. 29 LW — : “K<Texar Homes Manager; Tim Gibbs, <7? Ff Home Owner; Jim Landreth, INSULATION CERTIFICATION This is to certify that in conformance with the current Washington State Energy Code, | have reviewed the energy package and certify that it has been installed in accordance with those standards in the building located at: Lexar Homes BUILDER / DEVELOPMENT 146 Austin Mathew Lane — Port Townsend, WA ADDRESS OF PROPERTY Exterior Walls: DESCRIPTION OF INSTALLATION “aa [ ae os ree : r cre Type of material Manufacturer | Thickness ° R-value | Ceilings batted: Not accessible to blow sn nn : ce | Fiberglass | Johns Manville i 12" | R38 Type of material § Manufacturer | Thickness | R-value | Floors: Ane tab aN RENAN tes AE OO EN _feienconiecniounnnaitinwinnnni Rid MSNA pes anirarenevenainnnnnrnd A prrenrnvonannnedincin ao onreennenth | Fiberglass | Johns Manville 40" | R80 Manufacturer ' Thickness R-value | Type of material § Other: \ | CERTIFY UNDER PENALTY OF PERJURY UNDER THE LAWS OF THE STATE OF WASHINGTON THAT THE FORGOING IS TRUE AND CORRECT. Sub-contractor: Quality Plus Insulation, Inc Contractor's Registration No. QUALIP! 101 QE By: _,Stesha Kirk Title: Admin Date and Place: 07.13.14 Marysville, WA \ \ 34-0-0 A3 AP ( 14) 39-0-0 24 JUB24 Li 5-0-0 J52 J54 RO O F TR U S S LA Y O U T DE S I G N LO A D I N G (2 5 - 8 - 7 ) PS F @ 24 " O. C . WI N D 11 0 MP H EX P O S U R E "C " AL L DI M E N S I O N S AR E IN : Fe e t - I n c h e s - S i x t e e n t h s (F F - I I - S S ) 15 - 6 - 0 [c u s T o M E R Le x a r Ho m e s th e TR U S S co . & BU I L D I N G SU P P L Y IN C . ® ane Milek POWER To PERFORM.” MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 HiLine Homes // CM The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by The Truss Company-Sumner, WA. Pages or sheets covered by this seal: R33090869 thru R33090877 My license renewal date for the state of Washington is August 1, 2012. Important Notice: If visually graded lumber is used for the trusses covered by these designs, see "SPIB Important Notice, Dated July 28, 2010" (reprinted at www.mii.com) before use. MiTek does not warrant third-party lumber design values. May 12,2011 Tingey, Palmer The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI 1. Job Truss Truss Type Qty [Py | HiLine Homes // CM | | R33090869 95882 Al GABLE 1 | 1 | Job The Truss Co., Sumner WA / Eugene OR 7.250 s Mar 23 2011 MiTek Industries, Inc. Thu May 12 11:01:40 2011 Page 1 ID:GD7?PMhj4FWivS3WymDGmmy4jAV-ADfocUPx86QbXEVXtwM8b0rgZYLIvBo36rM5kczHE Tv ,-1-4-0 4 5-11-14 10-7-15 ;__12-6-12 18-0-9 nl 15-4-1 n 20-0-2 4 26-0-0 4 27-40 4 4-40 ' 5-11-14 , 4-8-2 "4-9-4138 rT 49-13 | 4-8-2 , 5-11-14 “4-400! Scale: 1/4"=1' 4x5 = x6 II ove i axg || OO exi0 = ars 5 6 7 24 II a7 = = 8 400/12 24 = w= ‘ x4 = 3x9 = = x4 = 7 1-0-8 99 > 4 3 25 a 2 il 26 2x4 = 2x4 = = 2x4 = 2x4 = 7 ee a 10 2 iQ [nl An 4 Dat 1 im S TEL s mi 1m E> "1 5 KOKORO OOO EEO “4 P “4 2s aS = JUS24 JUS24 2x4 II 6x8 = 35 = x4 II JUS24 JUS24 “= 27 28 16 29 3 15 \ 5-11-14 \ 40-7-15 i 15-4-1 \ 20-0-2 n 26-0-0 { i 5-11-14 : 4-8-2 : 4-8-2 : 4-8-2 5-11-14 Plate Offsets (X,Y): [2:0-1-4,0-1-8], [3:0-2-4,0-1-8], [3:0-1-12,0-1-0], [4:0-1-14,0-2-0], [4:0-1-4,0-1-0], [5:0-4-13,0-3-O], [6:0-2-8,0-1-12], [7:0-4-13,0-3-0], [8:0-1-4,0-1-0], [8:0-1-14 0-2-0], [9:0-1-12,0-1-0], [9:0-2-4,0-1-8], [10:0-1-4,0-1-8], [17:0-1-12,0-0-12], [18:0-1-12,0-1-0], [19:0-1-12,0-1-0], [20:0-1-12,0-0-12] LOADING (psf) SPACING 2-0-0 CsI DEFL in (loc) \WVdefl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.79 Vert(LL) 0.12 12-13 >999 360 MT20 220/195 TCDL 8.0 Lumber Increase 1.15 BC 0.61 Vert(TL) -0.16 12-13 >999 240 BCLL 0.0 * Rep Stress Incr NO WB 0.65 Horz(TL) 0.02 10 n/a nla BCDL 7.0 Code IRC2009/TP12007 (Matrix) Weight: 156 Ib FT = 16% LUMBER BRACING TOP CHORD 2X4DF No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-0 oc purlins. BOT CHORD 2X4DF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2X 4 DF No.2 MiTek recommends that Stabilizers and required cross bracing OTHERS 2X 4 DF No.2 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 11-0-0 except (jt=length) 10=0-5-8. (Ib) - Max Horz2=-105(LC 4) Max Uplift All uplift 100 Ib or less at joint(s) except 2=-188(LC 5), 15=-1257(LC 6), 16=-242(LC 3), 10=-562(LC 6) Max Grav All reactions 250 Ib or less at joint(s) except 2=276(LC 9), 15=2340(LC 1), 16=492(LC 9), 10=879(LC 1) FORCES (ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD ~ 3-25=-142/307, 3-4=-422/991, 4-5=-472/1131, 5-6=-185/254, 6-7=-122/481, 7-8=-629/512, 8-9=-547/392, 9-26=-1645/991, 10-26=-1782/1015 BOT CHORD — 16-29=-251/193, 29-30=-251/193, 15-30=-251/193, 13-32=-831/1536, 32-33=-831/1536, 12-33=-831/1536, 12-34=-859/1632, 34-35=-859/1632, 10-35=-859/1632 WEBS 7-13=-976/1628, 8-13=-561/373, 9-13=-1203/766, 9-12=-117/390, 5-15=-2028/1110, 4-15=-212/470, 3-15=-806/506, 3-16=-119/269 NOTES (15) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 110mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. 4) Gable studs spaced at 2-0-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 188 Ib uplift at joint 2, 1257 Ib uplift at joint 15, 242 Ib uplift at joint 16 and 562 Ib uplift at joint 10. 8) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Use USP JUS24 (With 10d nails into Girder & 10d nails into Truss) or equivalent spaced at 17-10-8 oc max. starting at 2-0-12 from the left end to 23-11-4 to connect truss(es) J52 (1 ply 2 X 4 DF) to front face of bottom chord. 11) Fill all nail holes where hanger is in contact with lumber. Continued on page 2 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10-'08 BEFORE USE. | Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown i is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the I ie erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding POWER TO PERFORM. fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 7 i Safety Information available from Truss Plate institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314, sven louie Job Truss Truss Type Qty Ply HiLine Homes // CM R33090869 95882 At GABLE | 1 Job Reference (optional) The Truss Co., Sumner WA / Eugene OR 7.250 s Mar 23 2011 MiTek Industries, Inc. Thu May 12 11:01:40 2011 Page 2 ID:GD7?PMhj4FWiv53WymDGmmy4jAV-ADfbcUPx86QbXEVXtwM8b0rgZY LlvBo36rM5kczHETv NOTES (15) 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 180 Ib down and 142 Ib up at 5-0-0, and 180 Ib down and 142 Ib up at 21-0-0 on top chord, and 154 Ib down and 98 Ib up at 6-0-12, 154 Ib down and 98 Ib up at 8-0-12, 154 Ib down and 98 Ib up at 10-0-12, 154 Ib down and 98 Ib up at 12-0-12 , 154 Ib down and 98 Ib up at 13-11-4, 154 Ib down and 98 Ib up at 15-11-4, and 154 Ib down and 98 Ib up at 17-11-4, and 154 lb down and 98 Ib up at 19-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) This truss is designed for a creep factor of 1.25, which is used to calculate the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. 14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 15) All dimensions given in feet-inches-sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pif) Vert: 1-6=-66, 6-11=-66, 2-10=-14 Concentrated Loads (Ib) Vert: 14=-154 12=-154 16=-154 25=-130 26=-130 27=-20(F) 28=-19(F) 29=-154 30=-154 31=-154 32=-154 33=-154 34=-19(F) 35=-20(F) Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding POWER TO PERFORM. fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCS! Building Component i Safety Information available from Truss Plate Institute, 281 N. Lee Steet. Suite 312, Alexandria, wy 22314. 8 P FATT Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Ay WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7472 rev. 10-'08 BEFORE USE. a lle Job [Truss Truss Type Qty Ply HiLine Homes // CM R33090870 95882 A2 ROOF TRUSS 16 4 Job Reference (optional) The Truss Co., Sumner WA / Eugene OR 7.250 s Mar 23 2011 MiTek Industries, Inc. Thu May 12 11:01:41 2011 Page 1 ID:GD7?PMhj4FWivS3WymDGmmy4jAV-ePD_pqQZvQYS904jRetN7 DOwpyg2emTDLVS5eH2zZHE Tu p40 6-10-14 ' 13-0-0 f 19-1-2 f 26-0-0 4-27-40, 1-4-0 6-10-14 6-1-2 6-1-2 6-10-14 1-4-0 Scale = 1:47.0 4- 7 - 1 5 } 8-11-4 17-0-12 f 26-0-0 | 8-11-4 8-1-8 8-11-4 Plate Offsets (X.Y): [2:0-3-14,0-1-8], [6:0-3-14,0-1-8] LOADING (psf) SPACING 2-0-0 csl DEFL in (loc) WVdefl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.50 Vert(LL) 0.16 10 >999 360 MT20 220/195 TCDL 8.0 Lumber Increase 1.15 BC 0.64 Vert(TL) -0.32 2-10 >953 240 BCLL 0.0 * Rep Stress Incr YES WB 0.18 Horz(TL) 0.08 6 nla nia BCDL 7.0 Code IRC2009/TP12007 (Matrix) Weight: 100 |b FT =16% LUMBER BRACING TOP CHORD 2X4DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-9 oc purlins. BOT CHORD 2X 4DF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2X4DF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 2=1125/0-5-8 (min. 0-1-8), 6=1125/0-5-8 (min. 0-1-8) Max Horz 2=-108(LC 4) Max Uplift2=-621(LC 5), 6=-621(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD = 2-3=-2427/1140, 3-4=-2099/990, 4-5=-2099/991, 5-6=-2427/1140 BOT CHORD = 2-10=-1065/2231, 9-10=-569/1495, 8-9=-569/1495, 6-8=-961/2231 WEBS 4-8=-317/650, 5-8=-472/411, 4-10=-31 7/650, 3-10=-472/410 NOTES (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 110mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 621 Ib uplift at joint 2 and 621 Ib uplift at joint 6. 6) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) This truss is designed for a creep factor of 1.25, which is used to calculate the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. 9) All dimensions given in feet-inches-sixteenths (FFIISS) format. LOAD CASE(S) Standard May 12,2011 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-74732 rev. 10-'08 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding POWER TO PERFORM. fabrication, quality control, storage, delivery, erection and bracing, consult | ANSI/TPI1 Quality Criteria, DSB-89 and BCS! Building Component i Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, uy 22314. 9 P Chas Heigtes, CA BSa10 108 Job Truss Truss Type Qty Ply HiLine Homes // CM R33090871 95882 A3 GABLE 1 1 Job Reference (optional) _ The Truss Co., Sumner WA / Eugene OR 7.250 s Mar 23 2011 MiTek Industries, Inc. Thu May 12 11:01:44 2011 Page 1 ID: SOTIP MAREE RINGO AY: -2_v6SrSSCLw1Orpl6mQ4|sOWi9rir9Zf1 TKIUNZHE Tr 11-40 13-0-0 f 1 27-4-0 | 440° 13-0-0 y ree 4-40 | Scale = 1:47.0 4- 7 - 1 5 . fe a x aS = 38 37 36 35 34 33 32.31 30 29 28 27 26 25 24 23 22 3x5 = 3x5 = } _26-0-0 { 26-0-0 _Plate Offsets (X,Y): [11:0-2-8,Edge] LOADING (psf) SPACING 2-0-0 csl DEFL in (loc) WVdefl Ld PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.14 Vert(LL) -0.00 21 nr = 120 MT20 220/195 TCDL 8.0 Lumber Increase 1.15 BC 0.07 Vert(TL) 0.00 21 nr 90 BCLL 00* | Rep Stress Incr NO WB 0.03 Horz(TL) 0.00 20 n/a n/a BCDL 7.0 | Code IRC2009/TP12007 (Matrix) Weight: 131 Ib FT = 16% LUMBER BRACING TOP CHORD 2X4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2X 4 DF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 26-0-0. (Ib) - Max Horz2=-108(LC 4) Max Uplift All uplift 100 Ib or less at joint(s) 32, 33, 34, 35, 36, 37, 29, 28, 27, 26, 25, 23 except 2=-166(LC 5), 38=-145(LC 3), 22=-145(LC 4), 20=-182(LC 6) Max Grav All reactions 250 lb or less at joint(s) 2, 31, 30, 32, 33, 34, 35, 36, 37, 29, 28, 27, 26, 25, 23, 20 except 38=270(LC 9), 22=270(LC 10) FORCES 6((b) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES (13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 110mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 32, 33, 34, 35, 36, 37, 29, 28, 27, 26, 25, 23 except (jt=lb) 2=166, 38=145, 22=145, 20=182. 10) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) This truss is designed for a creep factor of 1.25, which is used to calculate the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. 13) All dimensions given in feet-inches-sixteenths (FFIISS) format. LOAD CASE(S) Standard May 12,2011 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REF ERENCE PAGE MII-74732 rev. 10-'08 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding POWER TO PERFORM. fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Gitteria, DSB-89 and BCSI Building Component 7 ite 109 Safety Information available from Truss Plate Institute, 281 N. Lee S$ reet, Suite 312, Alexandria, VA 22314. Loran rig ga Job Truss Truss Type Qty Ply HiLine Homes // CM R33090872 95882 HR1 ROOF TRUSS 2 1 Job Reference (optional) __ The Truss Co., Sumner WA / Eugene OR 7.250 s Mar 23 2011 MiTek Industries, Inc. Thu May 12 11:01:45 2011 Page 1 ID:GD7?PMhj4FWiv53WymDGmmy4jAV-XBTUfBT 4ze2td?NVgTyJI3ZZUZBMacEoG73rQpzHETq L -1-10-10 \ 2-9-3 n 7-0-2 | : 4-10-10 : 2-9-3 4-2-18 Scale = 1:17.6 3 2 2.83 [12° 2 i et 4 3x4 = \ 2-9-3 j : 2-9-3 ' LOADING (psf) SPACING 2-0-0 csi DEFL in (loc) IWV/defl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.65 Vert(LL) -0.00 2-4 >999 360 MT20 220/195 TCDL 8.0 Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 2-4 >999 240 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 nla n/a BCDL 7.0 Code IRC2009/TP12007 (Matrix) Weight: 16 Ib FT = 16% LUMBER BRACING TOP CHORD 2X4DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-3 oc purlins. BOT CHORD 2X4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (\b/size) 3=196/0-1-8 (min. 0-1-8), 2=404/0-7-0 (min. 0-1-8), 4=17/0-1-8 (min. 0-1-8) Max Horz2=140(LC 3) Max Uplift3=-159(LC 3), 2=-349(LC 3) Max Grav3=196(LC 1), 2=404(LC 1), 4=41(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES (10) 1) Wind: ASCE 7-05; 110mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 4. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=Ib) 3=159, 2=349. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 7) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) This truss is designed for a creep factor of 1.25, which is used to calculate the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. 10) All dimensions given in feet-inches-sixteenths (FFIISS) format. LOAD CASE(S) Standard May 12,2011 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REF ERENCE PAGE MIl-7473 rev. 10-'08 BEFORE USE. a Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown . is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Mi erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding POWER TO PERFORM. fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 i Safety Information available from Truss Plate Institute, 281 N. Lee Steet, Suite 312, Alexandria, VA 22314. $ . Cue cl sseier 109 Job ‘Truss Truss Type [Qty Ply HiLine Homes // CM | R33090873 95882 \J22 ROOF TRUSS 2 1 | Job Reference (optional) The Truss Co., Sumner WA/ Eugene OR 7.250 s Mar 23 2011 MiTek Industries, Inc. Thu May 12 11:01:45 2011 Page 1 ID:GD7?PMhj4FWiv53WymDGmmy4jAV-XBTUfBT4ze2td?NVgTyJI3ZiiZBdacEoG73rQpzHETq \ -1-4-0 \ 4-11-14 j , 1-4-0 : 1-14-11 ' Scale = 1:9.6 5 3x4 = ' 2-0-0 \ : 2-0-0 : LOADING (psf) SPACING 2-0-0 csi DEFL in (loc) WVdefl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TO 0.12 Vert(LL) -0.00 2 >999 360 MT20 220/195 TCDL 8.0 Lumber Increase 1.15 BC 0.03 Vert(TL) -0.00 2-4 >999 240 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 nla n/a BCDL 7.0 Code IRC2009/TP|2007 (Matrix) Weight: 8 Ib FT = 16% LUMBER BRACING TOP CHORD 2X4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins. BOT CHORD 2X4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 2=201/0-5-8 (min. 0-1-8), 4=14/0-1-8 (min. 0-1-8), 3=30/0-1-8 (min. 0-1-8) Max Horz2=79(LC 3) Max Uplift2=-184(LC 3), 3=-24(LC 6) Max Grav2=201(LC 1), 4=33(LC 2), 3=30(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES (10) 1) Wind: ASCE 7-05; 110mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4, 3. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3 except (jt=Ib) 2=184. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 7) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) This truss is designed for a creep factor of 1.25, which is used to calculate the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. 10) All dimensions given in feet-inches-sixteenths (FFIISS) format. LOAD CASE(S) Standard May 12,2011 Ay WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REF ERENCE PAGE MII-7473 rev. 10-'08 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the I (> 7 erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding POWER TO PERFORM.” fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Steet, Suite 312, Alexandria, VA 22314 Citrus Heights, CA, 95610 Job Truss Truss Type laty Ply HiLine Homes // CM | R33090874 95882 J24 ROOF TRUSS I? 1 Job Reference (optional) The Truss Co., Sumner WA / Eugene OR 7.250 s Mar 23 2011 MiTek Industries, Inc. Thu May 12 11:01:46 2011 Page 1 ID:GD7?PMhj4FWiv53WymDGmmy4jAV-2N1 stXUikyAkF9yhEBTYqH5sMzXsJ3UyUnpPyFZHETp L -1-4-0 n 2-0-0 in 3-11-1 j / 1-4-0 , 2-0-0 ' 1-11-11 , Scale = 1:13.8 } 4.00 [72 4 F 3 i 1 4 3x4 = 1 2-0-0 | ; 2-0-0 : LOADING (psf) SPACING 2-0-0 csi DEFL in (loc) I/defl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.19 Vert(LL) -0.00 2 >999 360 MT20 220/195 TCDL 8.0 Lumber Increase 1.15 BC 0.03 Vert(TL) -0.00 2-4 >999 240 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 nla nla BCDL 7.0 Code IRC2009/TP|2007 (Matrix) Weight: 10 Ib FT = 16% LUMBER BRACING TOP CHORD 2X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOTCHORD 2X4DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 3=111/0-1-8 (min. 0-1-8), 2=248/0-5-8 (min. 0-1-8), 4=14/0-1-8 (min. 0-1-8) Max Horz2=119(LC 3) Max Uplift3=-95(LC 3), 2=-207(LC 3) Max Grav3=111(LC 1), 2=248(LC 1), 4=33(LC 2) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES (10) 1) Wind: ASCE 7-05; 110mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 4. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3 except (jt=Ib) 2=207. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 7) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) This truss is designed for a creep factor of 1.25, which is used to calculate the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. 10) All dimensions given in feet-inches-sixteenths (FFIISS) format. LOAD CASE(S) Standard May 12,2011 Ay WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIl-7478 rev. 10-'08 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the I ek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding POWER TO PERFORM. fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply HiLine Homes // CM R33090875 95882 J52 ROOF TRUSS 2 1 Job Reference (optional) The Truss Co., Sumner WA / Eugene OR 7.250 s Mar 23 2011 MiTek Industries, Inc. Thu May 12 11:01:46 2011 Page 1 ID:GD7?PMhj4FWiv53WymDGmmy4jAV-?N1stXUikyAkF9yhEBTY qHStSzU4J3UyUnpPyFZHETp : -1-4-0 ' 4-11-11 / ~~ 1-4-0 , 4-14-14 : Scale = 1:12.5 q i 1 4 x4 = jes 5-0-0 { 5-0-0 LOADING (psf) SPACING 2-0-0 csi DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.12 Vert(LL) -0.03 2-4 >999 360 MT20 220/195 TCDL 8.0 Lumber Increase 1.15 BC 0.21 Vert(TL) -0.06 2-4 >999 240 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 nla nla BCDL 7.0 Code IRC2009/TP12007 (Matrix) Weight: 12 Ib FT = 16% LUMBER BRACING TOP CHORD 2X4DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins. BOT CHORD 2X4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (ib/size) 2=221/0-5-8 (min. 0-1-8), 4=34/Mechanical, 3=30/0-1-8 (min. 0-1-8) Max Horz 2=79(LC 3) Max Uplift2=-172(LC 3), 3=-24(LC 6) Max Grav2=221(LC 1), 4=83(LC 2), 3=30(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES (11) 1) Wind: ASCE 7-05; 110mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3 except (jt=Ib) 2=172. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 8) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) This truss is designed for a creep factor of 1.25, which is used to calculate the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. 11) All dimensions given in feet-inches-sixteenths (FFIISS) format. LOAD CASE(S) Standard May 12,2011 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REF ERENCE PAGE MII-7473 rev. 10-'06 BEFORE USB. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding POWER TO PERFORM.” fabrication, quality control, storage, delivery, erection and prochy: consult _ ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 re Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply HiLine Homes // CM R33090876 95882 J54 ROOF TRUSS 2 1 Job Reference (optional) The Truss Co., Sumner WA/ Eugene OR 7.250 s Mar 23 2011 MiTek Industries, Inc. Thu May 12 11:01:47 2011 Page 1 ID:GD7?PMhj4FWiv53WymDGmmy4jAV-TZaF 4tUKVGlbtJXtnu_nNUe1hMrZ2WkS5jRYyUizHETo -1-4-0 \ 3-14-11 j 1-4-0 ' 311-11 Scale = 1:13,7 3 4.00 [12 4 a4 = } 5-0-0 { 5-0-0 LOADING (psf) SPACING 2-0-0 csi DEFL in (loc) WVdefl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.15 Vert(LL) -0.03 2-4 >999 360 MT20 220/195 TCDL 8.0 Lumber Increase 1.15 BC 0.19 Vert(TL) -0.05 2-4 >999 240 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 nla nla BCDL 7.0 Code IRC2009/TP12007 (Matrix) Weight: 14 Ib FT = 16% LUMBER BRACING TOP CHORD 2X4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-11 oc purlins. BOT CHORD 2X4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS ((b/size) 3=100/0-1-8 (min. 0-1-8), 2=279/0-5-8 (min. 0-1-8), 4=33/Mechanical Max Horz 2=119(LC 3) Max Uplift3=-84(LC 3), 2=-211(LC 3) Max Grav3=100(LC 1), 2=279(LC 1), 4=80(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES (11) 1) Wind: ASCE 7-05; 110mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3 except (jt=Ib) 2=211. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 8) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) This truss is designed for a creep factor of 1.25, which is used to calculate the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. 11) All dimensions given in feet-inches-sixteenths (FFIISS) format. LOAD CASE(S) Standard A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REF ERENCE PAGE MII-7473 rev. 10-'08 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult _ ANSI/TPI1 Quality Criteria, DSB-89 and BCS Building Component Safety Information available from Truss Plate Institute, 281 N. Lee Steet, Suite 312, Alexandria, VA 22314. POWER TD PERFORM.” 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply HiLine Homes // CM R33090877 95882 J55 MONO TRUSS 8 1 | Job Reference (optional) The Truss Co., Sumner WA/ Eugene OR 7.250 s Mar 23 2011 MiTek Industries, Inc. Thu May 12 11:01:48 2011 Page 1 ID:GD7?PMhj4FWiv53WymDGmmy4jAV-xm8dHDVyGZQSUT64LcVOwiBAHmBynz_Ey5IW18zHETn ' 1-4-0 \ 4-10-8 5,0-9 , 1-4-0 : 4-10-8 01-8 Scale = 1:15.7 : 3 ; . is 4 3x4 = ' 5-0-0 j t am 1 LOADING (psf) SPACING 2-0-0 csi DEFL in (loc) W/defl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.29 Vert(LL) -0.02 24 >999 360 MT20 220/195 TCDL 8.0 Lumber Increase 1.15 BC 0.18 Vert(TL) -0.05 2-4 >999 240 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 nla nla BCDL 7.0 Code IRC2009/TP12007 (Matrix) Weight: 18 Ib FT = 16% LUMBER BRACING TOP CHORD 2X 4DF No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, except BOT CHORD 2X4 DF No.2 end verticals. WEBS 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer | Installation guide. REACTIONS ((\b/size) 2=306/0-5-8 (min. 0-1-8), 4=168/0-1-8 (min. 0-1-8) Max Horz 2=126(LC 4) Max Uplift2=-237(LC 3), 4=-89(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES (10) 1) Wind: ASCE 7-05; 110mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Bearing at joint(s) 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4 except (jt=Ib) 2=237. 7) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) This truss is designed for a creep factor of 1.25, which is used to calculate the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. 10) All dimensions given in feet-inches-sixteenths (FFIISS) format. LOAD CASE(S) Standard May 12,2011 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REF ERENCE PAGE MII-7473 rev. 10-'08 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown J is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Mi e erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding POWER TO PERFORM. fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component i Safety Information. avaliable from Truss Plate insfitute, 281 N. Lee Street, Suite 312, Alexanaria, VA 22314. sreme inten cose Symbols PLATE LOCATION AND ORIENTATION « 1 3 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. For 4 x 2 orientation, locate plates O-'12' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. *Plate location details available in Mitek 20/20 software or upon request. PLATE SIZE 4x4 The first dimension is the plate width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T, | or Eliminator bracing if indicated. BEARING Wr~I Indicates location where bearings oe (supports) occur. Icons vary but reaction section indicates joint l Ld { number where bearings occur. Industry Standards: ANSI/TPI1: = National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) | 2 3 TOP CHORDS Cl-2 C2-3 9 ‘ WEBS 5 St NA EL UL 5 O = . O Qa C7-8 Cé6-7 C5-6 je) BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ER-5243, 9604B, 95-43, 96-31, 9667A NER-487, NER-561 95110, 84-32, 96-67, ER-3907, 9432A © 2006 MiTek® All Rights Reserved POWER TO PERFORM.” MiTek Engineering Reference Sheet: MIl-7473 rev. 10-08 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 20. . Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative T, |, or Eliminator bracing should be considered. Never exceed the design loading shown and never stack materials on inadequately braced trusses. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. Cut members to bear tightly against each other. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. . Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. . Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. . Plate type, size, orientation and location dimensions indicated are minimum plating requirements. . Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. . Top chords must be sheathed or purlins provided at spacing indicated on design. . Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. . Connections not shown are the responsibility of others. . Do not cut or alter truss member or plate without prior approval of an engineer. . Install and load vertically unless indicated otherwise. . Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. . Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.