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HomeMy WebLinkAboutBLD10-059CONSTRUCTION PROGRESS RECORD CITY OF PORT TOWNSEND Development Services Department 250 Madison Street, Suite 3, Port Townsend, WA 98368 POST THIS CARD IN A SAFE, CONSPICUOUS LOCATION. PLEASE DO NOT REMOVE THIS NOTICE UNTIL ALL REQUIRED INSPECTIONS ARE MADE AND SIGNED OFF BY THE APPROPRIATE AUTHORITY AND THE BUILDING IS APPROVED FOR OCCUPANCY. STAMPED APPROVED PLANS MUST BE AVAILABLE ON THE JOBSITE. PARCEL NO. 951904905 PERMIT NO. BLD10-059 ISSUED DATE 04/23/2010 EXPIRATION DATE 10/20/2010 ADDRESS 5240 MASON STREET CONSTRUCTION TYPE V-B OCCUPANT LOAD OWNER SPENCER JOHNA PROJECT DESCRIPTION New SFR CONTRACTOR ESTES BUILDERS LLC LENDER INSPECTION INSP DATE COMMENT INSPECTION _INSP_DATE COMMENT EROSION CONTROL INSULATION Kad |>/ei/ip oy a! SETBACKS SURVEY PINH—<— |/o//0 GWB — j, FOOTING FRC Yolo FINAL PUBLIC WORK |, UFER HE o/p FINALBLDG/ICOFO f¥) |75/D FOUNDATION WALL _|¥<S [Za/y, FOUNDATION DRAIN | SLAB MISCELLANEOUS FLOOR FRAMING Re bel SHEARWALL & HOLDOWES |Yalo | Ace, tinned (etter SPECIAL INSPECTION FRAMING Rev bf AIR SEAL Ue UR ; PLUMBING Ve bAbl7 ae Recme © waren eaten TRV, OK hah 2/0 MECHANICAL Wicd o/b /0 | . TO REQUEST AN INSPECTION CALL (360) 385-2294. INSPECTION REQUESTS MUST BE RECEIVED PRIOR TO 3:00 PM FOR NEXT DAY INSPECTION. City of Port Townsend Development Services Department AN rrection Notice PERMIT NUMBER LI 0s4 OWNER JOBLocaTION © 2YQ Mason) Si, Inspection of this structure has found the following violations: Ch deletion Ke Qorileh (7) RIDE EGESS nn 7 ZH TKS BERK Eom OW ee Fro" TI Te TO Et ene “~ —_ ee 4)2~OF 0] 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 “hh call for inspection. Date / b/ O Inspector C Lo DSD mi cites (360) 379-5095 INSPECTION REQUEST (360) 385-2294 | THIS NOTICE MUST BE KEPT WITH APPROVED PLANS ON SITE Feb O7 O4 08:33a ier www.sherwin-wiliams.com 108.17 INTERIOR LATEX Moisture Vapor Barrier B72W1 Interior Latex Moisture Vapor I arrier Primer/Finish is a coating desig:ied to reduce the loss of moisture though walls and ceilings. Moisture Vapor Barrier Primer/|‘inish combines a primer and finish in a !:ingle, fast drying coat. Moisture Vapor Barrier Primer/Fi|iish is specially formulated for manufa: tured housing facilities. Upon field installation of the homi:, this product can be topcoated wit: any Sherwin-Williams’ interior latex or alkyd product. Color: 'Nhite Coverage: 200 - 250 sq ft/gal @ 6.0 - 8.0 mils wet; 1.8-2.4m s dry Drying Time @ 77°F 50% RH (temperature and humidity depen: iant) SPECIFICATIONS Drywall System 1: 1-2 cts. Moisture Vapor Barrier Primer/ Finish System 2: 1 ct. Moisture Vapor Barrier Primer/ Finish Sherwin-Williams Interior, La- tex or Alkyd, Architectural Top- coat APPLICATION Do not thin. Reduction will ad- versely affect the perm rating. Apply at temperatures above 50°F. 2 cts. Brush - Use nylon/polyester brush Roller - Use 3/8" - 3/4" nap cover Spray - Airless PFOSSUFE oo... eeeececesceeseceeeeseeees 2000 psi TID. sesuresesesesectiesecoieereseenseoes .017"-.019" RFACE PRE ATION WARNING! Removal of old paint by sand- ing, scraping or other means may gener- ate dust or fumes that contain lead. Expo- sure to lead dust or fumes may cause brain damage or other adverse health ef- fects, especially in children or pregnant women. Controlling exposure to lead or other hazardous substances requires the use of proper protective equipment, such as a properly fitted respirator (NIOSH ap- Proved) and proper containment and cleanup. For more information, call the National Lead Information Center at 4- 800-424-LEAD (in US) or contact your lo- cal health authority. Remove all surface contamination by washing with ProClean™ Prep Wash Concentrated Cleaner or other appropri- ate cleaner, rinse thoroughly and allow to dry. Existing peeled or checked paint should be scraped and sanded to a sound surface. Glossy surfaces should be sanded duil. Stains from water, smoke, ink, pencil, grease, etc. should be sealed with PrepRite® ProBlock® Primer Sealer. Drywall Fill cracks and nail holes with patching paste/spackle and sand smooth. Joint compounds must be cured and sanded smooth. Remove all sanding dust. CLEANUP INFORMATION Clean spills and spatters immediately with soap and warm water. Clean hands and tools immediately after use with soap and warm water. After cleaning, flush Spray equipment with mineral spirits to prevent rusting of the equipment. Follow manufacturer's safety recommendations when using mineral spirits. To touch: 1 hour To topcoat: 4 'ours Finish: 0-10 units €: 85° Flash Point: N/A Perm Rating: less than 1.0 >erm ASTI E96 Solvent/Reducer: \‘later Tinting with Blend-A-Color: Base oz/gal Stre.igth White 0-4 76% Vehicle Type: Vinyl Acrylic/Styrene Butaciene voc: 32 g/L; 0.27 Il\/gal Volume Solids: 24 1 2% WeightSolids: 41-31 2% Weightper Gallon: 10.2:3 Ib 2005642 1/2003 TRACY’S INSULATION INC. “Insulating your Community” PO. BOX 567 PORT ANGELES, WA 98362 INSULATION CERTIFICATE THE INSULATION HAS BEEN INSTALLED IN CONFORMANCE WITH THE CURRENT THERMAL PERFORMANCE STANDARDS (WASHINGTON STATE ENERGY CODE) OR PER APPROVED PLANS, AT THE ADDRESS LOCATED BELOW. ADDRESS 5LYO Mson anit SUB- CONTRACTOR: TRACY’S INSULATION INC. CONTRACTOR’S REG. NO. TRACYII917BT MANUFACTURER THICKNESS R-VALUES EXTERIOR WALLS Vinniil = EK a oie Type of material: Fiberglass aia (\ \J " HH dz S Bibs ATTIC BATTS VAAN. , nee Type of material: Fiberglass LW IW\ £ (Z £20 SLOPE/VAULTED CEILINGS Lan Type of material: Fiberglass N | I ATTIC BLOW } ; se wap Type of material: Fiberglass (i) (I It { cS z P20 FLOORS Type of material: Fiberglass a (\\ f 6) d ZO PIPE WRAPS ‘ Type of material: Fiberglass YES x MOe VAPOR YAPOR BARRIERS CEILING SLA ay WALLS N LA FLOORS UL LG ton Hu ihe CAO MANMICer_Q1ZOLIO AUTHORIZED SIGNATURE TITLE DATE 001/001 07/20/2010 06:48 FAX 3606817127 Estes 07/19/2010 12:41 FAX 3604170574 ZENOVICK&ASSOC. MooL ts pegs os Ie pan ; es ace 3 wacges ‘ < " ene Reece EA a 5 £ ea i ras APES a eee pene Ee Le P= apenas 301 East 6th Sereet, Suite ? & ASSOCIATES Por: Angeles Wathingenn 98362 Fax (360} 417-0534 E-mail: znovic@olympus.net July 19, 2010 Estes Builders, LLC P.O. Box 1377 Sequim, WA 98382 SUBJECT: Single Family Residence for Spencer — 5240 Mason Street, Port Townsend, Washington Dear Mr. Lyckman: At your request this office has performed multiple special inspections on the residence noted above to inspect the shear wall and roof diaphragm nailing. Based on these inspections the shear wall nailing and roof diaphragm nailing was found to be in general conformance with the approved plans and is acceptable to this office. This office also inspected the holdowns, straps, and clips required as part of the lateral bracing system and found ther to be in conformance with the requirements of the plans. Please note that at Shear wall #4 between the garage and house the A36 clips were omitted since the joist blocking could be nailed down into the top plate of the shear wall with a minimum of 2 — 10d nails per block in place of the clip. The A3S clips were also omitted at shear wall #5 since the wail sheathing joint occurred on the LVL joist above the shear wall with the sheathing being boundary nailed to the LVL to provide the proper load transfer. Please feel free to call if you have any questions regarding this matter. Sincerely, |! Zs, Tracy Gudgel, P.E. fc; JN 10061 cc: Estes Buliders {via fax 681-7127) Rdi0-- 0 SY ECEIWVE MiP lo-covo Luf leo-e19 MAR 15 2010 City of Port Townsend Development Services Department CITY OF PORT TOWNSEND DSD BUILDING NUMBER APPLICATION Name of Property Owner: JO B ler Spur Mailing Address: 2ZO2ZZ\ St 250 Place Kerr WA AgOu7. Telephone: (15>) (924 - ABT Property is located in: Addition: Fawieis PANE Block(s):_4 7 Lot(s): 2g Faces/Access is from:* | _ Ma%on Street Parcel Number AG (404 40S Zz Directions to the Property (draw vicinity map on back) Highway 20N ,, Lett anto South Jasob Miia Wook, Right: Oto Hashing s Leunto Cook pve. Kignton bell Sree, Let on € Caroling Ss Rant on mason Grace” If this is anew ADU, has a building permit been applied for? ___Yes XNo Date: Notes: pf v4 HOUSE NUMBER ASSIGNED: _ 2 2 YO MASCAL STV keEeET~— _ Date of Approval: J) March 10 Lbetmoefe— EVR For Department Use Only: Application Fee Received ($3.00, TC 2200): Date: Copy to: O Finance O Fire Dept O Post Office 0 Sheriff O Police (Lyn) O GIS O Public Works _ ODSD database 0 Assessor’s Office For address changes: 0 Qwest Address Management Center ~ 206-504-1534 http://ptimaging/DSD/Building_Forms/BuildingPermitPacket/Application-Address Number.doc ; 6/12/06 3 7 2 9 7 6 1 4 923 | BR - 10 iS ie 8 22 O 6S iy) K DIVI IGN ‘ 2|% Wo \ " 7 er | U2 —Y 2 a } pe a 7 (MAGNOLIA STREET) Seaview i” ON A JBIa] Fs ae > N P 27 S £ a) my , < 14 13 8 101342014 s > ser < TAX 69 8} 101 42015. TAX 7 — 0.69 a. 8 | AX y=] th ood 8 ‘ee > E 101331004 ' - 9 2 Sard St: mesic TAX 15 8 1 1.90a * 8 S 2 Bs: 90 a. iT . , N ONL le oat aE * ow ” (op) ~ |4 17 6 101342013 ' < a Ps as i ra 101342012 S |s 94 ie ¢C é « | neh & TAX 67 © 2 oe 5 9 re) 1.38 a. NF 7 14 1 H 4 | - paar wm (2 13 2 1 ® 18 3 ; OL fF 12 3 Oo 39 & |r0 M~ 1 4 At Na le Nh ‘ 15 16 \ vo ou S : SI OS JSS] || = MARY JO | ESTATES —— > ST. - , (LARGE | LOT) gq 10 Ne eed N 41 101345001 $ | 56047 | sae" |hahgra) ||Ey | Hse Q 9 RNP i: 1.45 a. 101345002 101345003 101345004 1 > } TAX 53 TAX 54 TAX 55 1 4 e 3 31) 0 16) { 341 a. 1.55a 1.55 a. . E n =s roTAL 55 a. 1.55 a. $ 8 Pr = 4948.10 l ) 4S 4920 : }! iH 4 ls 4h d "1 | ~ p : 4906 12 9 gO" ee Water D 484 4 67 aD |S 4844 1 = —— Waste Water LL ea fo) N ise) D . = na =) rs) —— = Storm Water fo) a +tTwM 2 So 8 1 c = Lx 9 +8 a <3 a " iy Pp 49 a = x 2 x 2 1 inch = 189.631753 feet 15 16 -Re See ‘This map is provided on an “as is,” “with all faults,” / ——_ vd ise The City of Port Lowman and its employees lal lo not warrant in any way the accuracy of the = PT information contained in this map Fadeesintatioa en | of the accuracy of all map informnation is the sole 7 responsibility of the user. User releases the City of ATO Port Townsend and its employees from any liabili +78 9 | | 10 1 | ‘4 based on user’s use of tan intonation — PERMIT # {UB \0 - 0 SY CITY OF PORT TOWNSEND PERMIT ACTIVITY LOG DATE RECEIVED ©2-\S-2 010 bt peek (= Dy" SCOPE OF WORK: New SER DATE ACTION INITIALS SAS-10 ENTERED INTO CHET ee) 2-\S-~\10 | CHECKED FOR COMPLETENESS Mw S-Ww=10 [Address Coguesr 40 Scotyle. 3:24: Engineer Ta provide a ee plows SES Z-5- 1p i ppKess Br loved* S2 YO mASon Sr. oF 2: Le) Plows yveuruw complete — ff) aN . : Pa bor Krole +5 t29- ha host gable Ccales at 2eV%tp peak) IQ? wi Ge ni apen foal Sechan 32.” | Nr Atrog 2 end Vy dpe 3 of = 2? Side scabs alt 307 » Qick wH\\ “Vor ms |r 3119/0 Aver Gg Weght of pippe 0 Lod-— — ! LS a4!” OI, ~\ asd FE of © witha y deBaa hob. Zoning: K —T 200 . Setbacks OK? Ereat 20% "We Cor 20; 5: dec £, Nog hin) S (— OC, Lot Size: QYU,U7L a Building Size: 26 id eS Lot Coverage: live Lol posit FAR OK? er Z| we dent Wh Height OK? Vp Max 2.8" fo Elab por han of wil 52 to peak bikte stg Parking OK? 2 (4c Qacye Critical Area? hut Map pe Oe con (‘for re Chae. (a2 Cripcal Grea Waire. Demo? Mo #! Z Historic Rev? Notice to Title? . Lots of Record? Pr Ulihes in Mason ahs BUILDING PERMIT City of Port Townsend Development Services Department 250 Madison Street, Suite 3, Port Townsend, WA 98368 (360)379-5095 Project Information Permit # BLD10-059 Permit Type Residential - Single Family - New Project Name NewSFR Site Address 5240 MASON STREET Parcel # 951904905 Project Description New SFR Names Associated with this Project License Type Name Contact Phone # Type License # Exp Date Applicant Spencer John A Owner Spencer John A Representative Gross John (360) 683-8756 Contractor Estes Builders Llc Rick Gross (360) 683-8756 CITY 008399 12/31/2010 Contractor Estes Builders Llc Rick Gross (360) 683-8756 STATE estesbl981dl 03/13/2012 *** 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. Print Name (C1 Chass Date Issued: 04/23/2010 — Issued By: MWAY Signature es L— FUL Date yp4fo Date Expires: 10/20/2010 BUILDING PERMIT City of Port Townsend Development Services Department 250 Madison Street, Suite 3, Port Townsend, WA 98368 (360)379-5095 Project Information Permit # BLD10-059 Permit Type Residential - Single Family - New Project Name New SFR Site Address 5240 MASON STREET Parcel # 951904905 Project Description New SFR Fee Information Project Details Project Valuation $341,960.76 Dwellings — Type V Wood Frame 3,413 SQFT Plan Review Fee 1,526.82 Private Garages — Wood Frame 685 SQFT cee Code Fee - New Single 100.00 UWintis: 1 Heat Type: HEAT PUMP penny van ; ; Bedrooms: 2 Construction Type: V - B Mechanical Permit Fee per Dwelling 150.00 Bathrooms: 2 Occupancy Type: R-3 Unit - New Residential Plumbing Permit Fee per Dwelling 150.00 Unit - New Residential PLAN REVIEW DEPOSIT 150 150.00 PLAN REVIEW REFUND 150 -150.00 Building Permit Fee 2,348.95 State Building Code Council Fee 4.50 Technology Fee for Building Permit 46.98 Record Retention Fee for Building 10.00 Permit Site Address Fee 3.00 Total Fees $ 4,340.25 Conditions 2. Special Inspection required for shear wall nailing four inches and less on center 1707.3, 2006 IBC. Special Inspection reports shall be copied to the Building Department. 10. Property corner survey pins must be located at time of footing inspection to verify setbacks. Call 385-2294 by 3:00pm for next day inspection. Permits expire 180 days from issuance if work is not commenced, or if work is suspended for a period of 180 days. Work is verified by obtaining a valid inspection. The granting of this 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: 04/23/2010 Issued By: MWAY _— Date Date Expires: 10/20/2010 Signature BUDd10- 0S ceeeeeatshan ah aneaiienmammetet we LL G MAR 15 2010 Pater # 451404905 : CITY OF PORT TOWNSEND DSB CN © : WATEL% S EWERY 2 ee 7 116.27 Zu ~~ mh = > < HOdOd ) LI g x © Cc —Y y oA DECK N NJ ad Lot AREAS AY EI7, $s SQFT Lot NOUSE AQER : (708% _ Cove MG EN Gace “—n cis™ asqs” Roof iMPEUKous AREA: 3225.75” CONCRETE /mPELWIOUS AREA ( OUTSIOE OF Roof oO VELHANG ) » 207 ” TOTAL LOT COVEUGE : 2893 = 24,617.85 = 10.53% TOTAL (gM PELMOUS SUFECE : 3492.75 = ay GI7.95 14.15% 116.27° O F THOMAS ~— STREET hr : O-0-LE t Oo s t + O- O - e b + oo d t+ O- 0 - e b t 09 - 0 2 Oo s r 2 RE S Re e { | jé ? le s {) Cp r o d s te Je g | f 1 C3 vA , L. id 1. N mg t ts oe , > TT (e de s - Lb , 4 0 \ 73 ra y 5 = ct jl Ma a ® \ L ‘| 2 B 4 / FI ° ; 2 F 4 a L ST N 3 ‘ eB ({ 90 1 (a) wo o s ; 4 / 1. ] ad YY BE ( 4 et a) x (g Ni e w s (s i z LL 1 t i) A | x1 /| - 2 ie ol = a -0 0 8 - | (s Jo e s AI N O LN O A W I L3 V E G HO N O Y S ri a i o ce e o> i A _ 2Z L 0 - L L b (S 2 ¥ ) H NO H S :S 3 W S Wi 9s t iz o o g 3 aL WI 1 3 u d 60 2 - 4 S3 L S 3 ~ be e t } aa —t e ha r t ee Lh e sa r e e ei g g $¢ gg Ott Ot-tL oo7 D ECEIV MAR 15 2010 CITY OF PORT TOWNSEND dso eiaareaestieeene i FILE C wi (Job Truss ss Type Qty. |Ply R209 Prelim B0021156 T01 Job Reference (optional) | GABLE 1 1 Tri-County Truss, Burlington, WA., 98233, 7.110 s Dec 15 2008 MiTek Industries, Inc. Thu Mar 04 13:34:24 2010 Page 1 Left: 2X 3 SPF Stud/Std, Right: 2 X 3 SPF Stud/Std 1210-0, 4-0-0 ; 8-0-0 9-0-0 | 1-0-0 ' 4-0-0 7 4-0-0 "4-0-0 ' Scale = 1:25.7| 4x4 = 3 \ \ \ 1.5x4 tt fo \ \ / ‘ ‘ 1.5x4 |! A \ 12.00 [12 ° 3 1 , 4-0-0 : 8-0-0 ; ; 4-0-0 4-0-0 Plate Offsets (X.Y): [2:0-1-1,Edge], [2:0-1-11,0-5-15], [4:0-1-1,Edge], [4:0-1-11,0-5-1 5] LOADING (psf) SPACING 2-0-0 csl DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase = 1.15 TC 0.22 Vert(LL) -0.02 2-6 >999 240 MT20 185/144 TCDL 7.0 Lumber Increase 1.15 BC 0.19 Vert(TL) -0.04 26 >999 180 BCLL 0.0 * Rep Stress Incr YES WB_ 0.07 Horz(TL) 0.02 4 n/a n/a BCDL 10.0 Code IRC2006/TP12002 (Matrix) Weight: 34 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc BOT CHORD 2X4 HF No.2 purlins. WEBS 2X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2X 4 HF No.2 Mitek recommends that Stabilizers and required WEDGE cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 2=395/0-1-8 (input: 0-5-8), 4=395/0-1-8 (input: 0-5-8) Max Horz 2=-152(LC 3) Max Uplift2=-153(LC 5), 4=-153(LC 6) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/44, 2-3=-456/0, 3-4=-456/92, 4-5=0/44 BOT CHORD = 2-6=-42/281, 4-6=-42/281 WEBS 3-6=-11/315 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 100mph; TCDL=4.2psf, BCDL=3.0psf; h=25ft; Cat. ll; Exp D; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 4) Gable studs spaced at 1-4-0 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) Bearing at joint(s) 2, 4 considers parallel to grain value using ANSI/T PI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 153 Ib uplift at joint 2 and 153 Ib uplift at joint 4. 9) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job | Truss | Type Qty [Ply |Es 209 Prelim B0021156 TO02 SCISSOR 1 1 Job Reference (optional) Tri-County Truss, Burlington, WA., 98233, 7.110 s Dec 15 2008 MiTek Industries, Inc. Thu Mar 04 13:34:26 2010 Page 1 _-1-0-0 , 4-0-0 F 8-0-0 9-00 , 4-0-0 | 4-0-0 ' 4-0-0 "4-0-0 | Scale = 4:257 4x4 = Ss, \ 12.00/12 he \ 9 \ \ 3 % YX HUS Ss Sunk f/f YN ff 5x6 YY . *~ f/f - 7 % ff ; 4 2 _ fs | / 6.00/12 * E ff 5 fe ~ ‘ 1 oo \ ( fo he 3x4 S | fo 3x6 \\ : 4-0-0 ; 8-0-0 ; r 4-0-0 j 4-0-0 Plate Offsets (X,Y): [2:0-1-1,Edge], [2:0-1-11,0-5-15], [4:0-1-1,Edge], [4:0-1-11,0-5-15] LOADING (psf) SPACING 2-0-0 csi DEFL in (loc) WVdefl Ld | PLATES GRIP TCLL 25.0 Plates Increase 1.15 © TC 0.22 Vert(LL) -0.02 2-6 >999 240 MT20 185/144 TCDL 7.0 Lumber Increase 1.15 BC 0.19 Vert(TL) -0.04 2-6 >999 180 BCLL 0.0 * Rep Stress Incr YES WB_ 0.07 Horz(TL) 0.02 4 n/a n/a BCDL 10.0 Code IRC2006/TP12002 (Matrix) Weight: 31 Ib LUMBER BRACING TOP CHORD 2X4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc BOT CHORD 2X4 HF No.2 purlins. WEBS 2X4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE . MiTek recommends that Stabilizers and required Left: 2X 3 SPF Stud/Std, Right: 2 X 3 SPF Stud/Std cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. | REACTIONS (Ib/size) 2=395/0-1-8 (input: 0-5-8), 4=395/0-1-8 (input: 0-5-8) Max Horz 2=-152(LC 3) Max Uplift2=-153(LC 5), 4=-153(LC 6) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/44, 2-3=-456/0, 3-4=-456/92, 4-5=0/44 BOT CHORD _2-6=-42/281, 4-6=-42/281 WEBS 3-6=-11/315 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=3.0psf; h=25ft; Cat. Il; Exp D; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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) Bearing at joint(s) 2, 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 153 Ib uplift at joint 2 and 153 Ib uplift at joint 4. 7) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss uS Type Qty |Ply L R209 Prelim B0021156 TO3 GABLE 1 1 Job Reference (optional) Tri-County Truss, Burlington, WA., 98233, 7.110 s Dec 15 2008 Mitek Industries, Inc. Thu Mar 04 13:34:27 2010 Page 1 -1-0-0, 4-8-8 8-3-0 : 11-9-8 ; 16-6-0 47-6-0 '4-0-0' 4-8-8 : 3-6-8 , 3-6-8 ; 4-8-8 "4-0-0! 44 = Scale = 1:44.4 if ra a Aa 36% 12.00 [12 4 Let Tt “ey LS Kf J, , Af 3 W T: 1 6.00/72 4-8-8 : 8-3-0 : 41-9-8 ‘ 16-6-0 a 4-8-8 ' 3-6-8 , 3-6-8 : 4-8-8 ! Plate Offsets (X,Y): [2:0-1-9,0-1-8], [6:0-1-9,0-1-8], [11:0-4-0,0-2-8}, [1 3:0-4-0,0-2-8] LOADING (psf) SPACING 2-0-0 csl DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.20 Vert(LL) -0.00 12-13 >999 240 MT20 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.18 Vert(TL) -0.01 12-13 >999 180 BCLL 0.0 * Rep Stress Incr NO WB 0.16 Horz(TL) 0.01 6 n/a nla BCDL 10.0 Code IRC2006/TP12002 (Matrix) Weight: 121 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc BOT CHORD 2 X 4 HF No.2 puriins. WEBS 2X4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2X4 HF 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=179/0-1-8 (input: 4-8-8), 13=466/0-1-8 (input: 4-8-8), 11=466/0-1-8 (input: 4-8-8), 6=179/0-1-8 (input: 4-8-8), 8=117/0-1-8 (input: 4-8-8), 9=8/0-1-8 (input: 4-8-8), 10=-13/0-1-8 (input: 4-8-8), 16=117/0-1-8 (input: 4-8-8), 45=8/0-1-8 (input: 4-8-8), 14=-13/0-1-8 (input: 4-8-8) Max Horz 2=-305(LC 3) Max Uplift2=-136(LC 3), 13=-146(LC 5), 11=-122(LC 5), 6=-96(LC 6), 8=-87(LC 3), 9=-2(LC 4), 10=-22(LC 2), 16=-88(LC 4), 15=-1(LC 3), 14=-22(LC 2) Max Grav2=190(LC 7), 13=466(LC 1), 11=466(LC 1), 6=190(LC 8), 8=117(LC 1), 9=57(LC 2), 10=4(LC 4), 16=117(LC 1), 15=57(LC 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/43, 2-3=-156/168, 3-4=-217/112, 4-5=-217/117, 5-6=-156/66, 6-7=0/43 BOT CHORD 2-16=-114/219, 15-16=-114/219, 14-15=-114/219, 13-14=-114/220, 12-13=-126/244, 11-12=-41/153, 10-11=-9/131, 9-10=-9/131, 8-9=-9/131, 6-8=-9/131 WEBS 4-12=-42/48, 5-12=-78/228, 5-11=-394/105, 3-12=0/142, 3-13=-394/161 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; Cat. Il; Exp D; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 136 Ib uplift at joint 2, 146 Ib uplift at joint 13, 122 Ib uplift at joint 11, 96 Ib uplift at joint 6, 87 Ib uplift at joint 8, 2 Ib uplift at joint 9, 22 Ib uplift at col tint, 49, 88 8 get at joint 18: 1 Ib uplift at joint 15 ain 22 |b uplift at joint 14. Job» Truss B0021156 TO03 Type GABLE Qty Ply Es 09 Prelim 1 1 ‘ Job Reference (optional) Tri-County Truss, Burlington, WA., 98233, NOTES 9) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1 LOAD CASE(S) Standard 7.110 s Dec 15 2008 MiTek Industries, Inc. Thu Mar 04 13:34:27 2010 Page 2 (Job Truss s Type [Qty | Ply 1 R209 Prelim B0021156 To4 | SCISSORS 2 1 Job Reference (optional) Tri-County Truss, Burlington, WA., 98233, 7.110 s Dec 15 2008 MiTek Industries, Inc. Thu Mar 04 13:34:27 2010 Page 1 -1-0-0, 4-2-7 ; 8-3-0 : 12-3-9 : 16-6-0 7-6-0 4-0-0! 4-2-7 ' 4-0-9 ' 4-0-9 ' 4-2-7 "4-0-0 Scale = 1:43. 4x4 = 3- 1 0 - 1 2 F 8-3-0 : 16-6-0 ; —_ 8-3-0 8-3-0 Plate Offsets (X,Y): [2:0-1-8,Edge], [2:0-2-11,Edge], [6:0-1-8,Edge], [6:0-2-11,Edge] LOADING (psf) SPACING 2-0-0 csl DEFL in (loc) I/defl Ld PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.30 Vert(LL) -0.10 2-8 >999 240 MT20 185/144 TCDL 7.0 Lumber Increase 1.15 BC 0.51 Vert(TL) -0.27 2-8 >705 180 BCLL 0.0 * Rep Stress Incr YES WB 0.21 Horz(TL) 0.15 6 n/a n/a BCDL 10.0 Code IRC2006/TPI2002 (Matrix) Weight: 68 Ib LUMBER BRACING TOP CHORD 2X4 HF No.2 TOP CHORD _ Structural wood sheathing directly applied or 4-8-15 oc BOT CHORD 2 X 4 HF No.2 purlins. WEBS 2X4 HF No.2 BOT CHORD Rigid ceiling directly applied or 8-6-15 oc bracing. WEDGE ; MiTek recommends that Stabilizers and required Left: 2 X 3 SPF Stud/Std, Right: 2X 3 SPF Stud/Std cross bracing be installed during truss erection, in | accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 2=752/0-1-8 (input: 0-5-8), 6=752/0-1-8 (input: 0-5-8) Max Horz 2=-309(LC 3) Max Uplift2=-236(LC 5), 6=-236(LC 6) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/44, 2-3=-1294/353, 3-4=-1013/189, 4-5=-1013/227, 5-6=-1294/302, 6-7=0/44 BOT CHORD 2-8=-440/968, 6-8=-149/968 WEBS 4-8=-167/1022, 5-8=-214/304, 3-8=-214/286 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=3.0psf; h=25ft; Cat. Il; Exp D; enclosed; MWERS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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) Bearing at joint(s) 2, 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 236 |b uplift at joint 2 and 236 Ib uplift at joint 6. 7) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss rype Qty |Ply Est (09 Prelim BO021156 TO4A SCISSORS 4 1 7 Job Reference (optional) Tri-County Truss, Burlington, WA., 98233, 7.110 s Dec 15 2008 MiTek Industries, Inc. Thu Mar 04 13:34:28 2010 Page 1 4-2-7 8-3-0 j 12-3-9 16-6-0 ; : 4-2-7 ' 4-0-9 ! 4-0-9 ; 4-2-7 ' Scale = 1:43.3 44 = 8- 8 - 3 3- 1 0 - 1 2 3 5 8-3-0 , 16-6-0 , ' 8-3-0 : 8-3-0 ' Plate Offsets (X,Y): [1:0-1-8,Edge], [1:0-2-11,Edge], [5:0-1-8,Edge], [5:0-2-1 1,Edge] LOADING (psf) SPACING 2-0-0 csi DEFL in (loc) IWdefl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.29 Vert(LL) -0.10 1-6 >999 240 MT20 185/144 TCDL 7.0 Lumber Increase 1.15 BC 0.52 Vert(TL) -0.28 1-6 >694 180 BCLL 0.0 * Rep Stress Incr YES WB _ 0.22 Horz(TL) 0.16 5 n/a n/a BCDL 10.0 Code IRC2006/TPI2002 (Matrix) Weight: 65 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 4-7-10 oc BOT CHORD 2 X 4 HF No.2 purlins. WEBS 2X4 HF No.2 BOT CHORD Rigid ceiling directly applied or 8-0-2 oc bracing. WEDGE . MiTek recommends that Stabilizers and required Left: 2X 3 SPF Stud/Std, Right: 2 X 3 SPF Stud/Std cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 1=674/0-1-8 (input: 0-5-8), 5=674/0-1-8 (input: 0-5-8) Max Horz 1=311(LC 4) Max Uplift1=-167(LC 6), 5=-167(LC 5) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD = 1-2=-1319/396, 2-3=-1033/224, 3-4=-1033/261, 4-5=-1319/336 BOT CHORD 1-6=-497/994, 5-6=-194/994 WEBS 3-6=-220/1052, 4-6=-223/312, 2-6=-223/298 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=3.0psf; h=25ft; Cat. Il; Exp D; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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) Bearing at joint(s) 1, 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 167 Ib uplift at joint 1 and 167 Ib uplift at joint 5. 7) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard [ Job Truss s Type Qty. |Ply E 2209 Prelim B0021156 TO5 GABLE 1 1 Job Reference (optional) Tri-County Truss, Burlington, WA., 98233, 7.110 s Dec 15 2008 Mitek Industries, Inc. Thu Mar 04 13:34:28 2010 Page 1 4-3-2 ; 8-3-0 , 12-2-14 16-6-0 ' 4-3-2 : 3-11-14 , 3-14-14 ' 4-3-2 4x4 = Scale = 1:41.6 3 A Re y a § 12.00 [12 ; Zk b 4 q 2 LOk a Vf: RA ST. ST w2 ST 4/1 Na . &y / is ‘a Z NN Yr s Ni pwr Loaf ST: I LA 7 a B 7 a OA S 5 Wai INIA _ / In A fa i ia \AER A i ? 4 / U U U U U Cc U U U ‘ Fs I F BI 4x4 = 3x8 — 44 = ; 8-3-0 : 16-6-0 ; =< 8-3-0 8-3-0 | Plate Offsets (X,Y): [1:0-0-2,Edge], [5:0-0-2,Edge] LOADING (psf) SPACING 2-0-0 csl DEFL in (loc) Wdefl Ud PLATES GRIP TCLL 25.0 Plates Increase = 1.15 TC 0.32 Vert(LL) -0.08 56 >999 240 MT20 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.52 Vert(TL) -0.22 5-6 >873 180 BCLL 0.0 * Rep Stress Incr NO WB 0.28 Horz(TL) 0.02 5 n/a n/a BCDL 10.0 Code IRC2006/TP12002 (Matrix) Weight: 114 Ib LUMBER BRACING TOP CHORD 2X4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc BOT CHORD 2X4 HF No.2 purlins. WEBS 2X4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2X 4 HF No.2 Mitek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 1=674/0-1-8 (input: 0-5-8), 5=674/0-1-8 (input: 0-5-8) Max Horz 1=-307(LC 3) Max Upliftt=-166(LC 6), 5=-166(LC 5) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-753/228, 2-3=-594/257, 3-4=-594/257, 4-5=-753/228 BOT CHORD _ 1-6=-233/478, 5-6=-91/478 WEBS 3-6=-216/453, 4-6=-198/232, 2-6=-198/232 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=3.0psf; h=25ft; Cat. II; Exp D; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail” 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 166 Ib uplift at joint 1 and 166 Ib uplift at joint 5. 9) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Type B0021156 TO6 | COMMON Qty 3 Ply E 209 Prelim 1 Job Reference (optional) Tri-County Truss, Burlington, WA., 98233, 7.110 s Dec 15 2008 MiTek Industries, Inc. Thu Mar 04 13:34:29 2010 Page 1 _ 4-3-2 ; 8-3-0 ; 12-2-14 , 16-6-0 ; 4-3-2 3-11-14 ' 3-11-14 ' 4-3-2 44 = Scale = 1:41.6 3 8-3-0 ; 16-6-0 " 8-3-0 ' 8-3-0 ms Plate Offsets (X,Y): [1:0-0-2,Edge], [5:0-0-2,Edge] LOADING (psf) SPACING 2-0-0 csi DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.28 Vert(LL) -0.008 56 >999 240 MT20 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.47 Vert(TL) -0.22 5-6 >873 180 BCLL 0.0 * Rep Stress Incr YES WB 0.28 Horz(TL) 0.02 5 n/a n/a BCDL 10.0 Code IRC2006/TPI2002 (Matrix) Weight: 69 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc BOT CHORD 2 X 4 HF No.2 purlins. ; WEBS 2X4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 1=674/0-1-8 (input: 0-5-8), 5=674/0-1-8 (input: 0-5-8) Max Horz 1=-307(LC 3) Max Uplift1=-166(LC 6), 5=-166(LC 5) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD BOT CHORD WEBS 1-6=-233/478, 5-6=-91/478 3-6=-216/453, 4-6=-198/232, 2-6=-198/232 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=3.0psf; h=25ft; Cat. Il; Exp D; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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 166 Ib uplift at joint 1 and 166 Ib uplift at joint 5. 6) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 4-2=-753/228, 2-3=-594/257, 3-4=-594/257, 4-5=-753/228 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. B0021156 Truss Ply | R209 Prelim COMMON 1 1 ss Type | Qty T07 | Job Reference (optional) Tri-County Truss, Burlington, WA., 98233, 7.110 s Dec 15 2008 MiTek Industries, Inc. Thu Mar 04 13:34:30 2010 Page 1 4-3-2 8-3-0 12-2-14 , 16-6-0 ; t— 432 311-14 t 311-14 4-3-2 5x6 || Scale = 1:41.64 \ S& N\A aE. Ki \ \\ 5 SA NYE 8 9 7 10 W 12 1314 6 15 16 Ss 4x8 7 8x8 = 8x8 = 7 4x8 S 0-2-121-11-4_, 5-7-1 7114, 10-10-15 ; 16-6-0 = 0-2-12 1-8-8 | 3-7-13 243! 2-11-11 : 57-1 ' Plate Offsets (X.Y): [1:0-1-13,Edge], [5:0-1-13,Edge], [6:0-4-0,0-4-12], [7:0-4-0,0-4-12] LOADING (psf) SPACING 2-0-0 csi DEFL in (loc) Wdefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.57 Vert(LL) -0.11 1-7 >999 240 MT20 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.74 Vert(TL) -0.20 1-7 >978 180 BCLL 0.0 * Rep Stress Incr NO WB_ 0.93 Horz(TL) 0.03 5 n/a n/a BCDL 10.0 Code IRC2006/TP1I2002 (Matrix) Weight: 92 Ib LUMBER BRACING TOP CHORD 2X4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-8-8 oc BOT CHORD 2X6 DF 1800F 1.6E purlins. WEBS 2X 4 HF 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) 1=3564/0-3-13 (input: 0-5-8), 5=3098/0-3-5 (input: 0-5-8) Max Horz 1=-304(LC 3) Max Uplift1=-851(LC 6), 5=-815(LC 5) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-3211/814, 2-3=-3103/912, 3-4=-2979/915, 4-5=-3087/815 BOT CHORD 1-8=-636/2172, 8-9=-636/2172, 7-9=-636/2172, 7-10=-378/1459, 10-11=-378/1459, 41-12=-378/1459, 12-13=-378/1459, 13-14=-378/1459, 6-14=-378/1459, 6-15=-498/2085, 15-16=-498/2085, 16-17=-498/2085, 5-17=-498/2085 WEBS 3-6=-671/1925, 4-6=-142/238, 3-7=-666/2209, 2-7=-143/237 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=3.0psf; h=25ft; Cat. Il; Exp D; enclosed; MWERS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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, with BCDL = 10.0psf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 851 Ib uplift at joint 1 and 815 Ib uplift at joint 5. 6) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-64, 3-5=-64, 1-11=-20, 11-13=-60, 5-13=-20 | Continued on page 2 [Job Truss f Type Qty ‘|Ply Es 209 Prelim B0021156 TO7 COMMON 1 1 Job Reference (optional) Tri-County Truss, Burlington, WA., 98233, 7.110 s Dec 15 2008 MiTek Industries, Inc. Thu Mar 04 13:34:30 2010 Page 2 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 1=-644(B) 8=-630(B) 9=-630(B) 10=-630(B) 12=-590(B) 14=-521(B) 15=-521(B) 16=-521(B) 17=-521(B) [Job Truss ss Type Qty {Ply R209 Prelim B0021156 T08 GABLE 1 1 Job Reference (optional) Tri-County Truss, Burlington, WA., 98233, 7.110 s Dec 15 2008 MiTek Industries, Inc. Thu Mar 04 13:34:31 2010 Page 1 1-0-0, 6-6-0 : 13-0-0 (14-0-0, 400 | 6-6-0 ' 6-6-0 "4-0-0 ' 4x6 = Scale = 1:35. 3 A a 1.5x4 II | \ 3 - * aN eS ei 1.5x4 {1 Cy SL. 4 q 72 — SAR a a Of J \ 5 © 47 \ \ (/ 4x4 2 3x8 // 4x4 = XQ e 3x8 \\ NI 6-6-0 : 13-0-0 ' am 6-6-0 ' 6-6-0 : Plate Offsets (X,Y): [2:0-1-8,Edge], [2:0-2-11,Edge], [4:0-1-8,Edge], [4:0-2-11, Edge] LOADING (psf) SPACING 2-0-0 csi DEFL in (loc) I/defl Ld PLATES GRIP TCLL 25.0 Plates Increase = 1.15 TC 0.49 Vert(LL) 0.11 246 >999 240 MT20 185/144 TCDL 7.0 Lumber Increase 1.15 BC 0.44 Vert(TL) -0.15 2-6 >993 180 BCLL 0.0 * Rep Stress Incr NO WB 0.15 Horz(TL) 0.09 4 n/a n/a BCDL 10.0 Code IRC2006/TP1I2002 (Matrix) Weight: 62 Ib LUMBER BRACING TOP CHORD 2X4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 5-4-8 oc BOT CHORD 2X4 HF No.2 purlins. WEBS 2X4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2X4 HF No.2 Mitek recommends that Stabilizers and required WEDGE a cross bracing be installed during truss erection, in Left: 2X 3 SPF Stud/Std, Right: 2 X 3 SPF Stud/Std accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 2=605/0-1-8 (input: 0-5-8), 4=605/0-1-8 (input: 0-5-8) Max Horz 2=-245(LC 3) Max Uplift2=-201(LC 5), 4=-201(LC 6) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/44, 2-3=-940/135, 3-4=-940/198, 4-5=0/44 BOT CHORD 2-6=-148/661, 4-6=-132/661 WEBS 3-6=-91/735 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=3.0psf; h=25ft; Cat. Il; Exp D; enclosed; MWFRS (low-rise), cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 4) Gable studs spaced at 1-4-0 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) Bearing at joint(s) 2, 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 201 Ib uplift at joint 2 and 201 Ib uplift at joint 4. 9) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Type Qty Ply Es 209 Prelim B0021156 TO9 SCISSOR 9 1 Job Reference (optional) Tri-County Truss, Burlington, WA., 98233, 7.110 s Dec 15 2008 MiTek Industries, Inc. Thu Mar 04 13:34:32 2010 Page 1 ,-1-0-0, 6-6-0 i 13-0-0 / "4-0-0 ' 6-6-0 ' 6-6-0 : 4x6 = Scale = 1:35.§ , 6-6-0 ' 13-0-0 3 a 6-6-0 ° 6-6-0 ; Plate Offsets (X,Y): [2:0-1-8,Edge], [2:0-2-11,Edge], [4:0-1-8,Edge], [4:0-2-11,Edge] LOADING (psf) SPACING 2-0-0 csl DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.46 Vert(LL) 0.11 45 >999 240 MT20 185/144 TCDL 7.0 Lumber Increase 1.15 BC 0.43 Vert(TL) -0.19 4-5 >815 180 BCLL 0.0 * Rep Stress Incr YES WB 0.16 Horz(TL) 0.10 4 n/a n/a BCDL 10.0 Code IRC2006/TPI2002 (Matrix) Weight: 46 Ib LUMBER BRACING TOP CHORD 2X4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 5-2-5 oc BOT CHORD 2X4 HF No.2 WEBS 2X4 HF No.2 WEDGE Left: 2 X 3 SPF Stud/Std, Right: 2 X 3 SPF Stud/Std REACTIONS (Ib/size) 2=616/0-1-8 (input: 0-5-8), 4=530/Mechanical Max Horz 2=267(LC 4) Max Uplift2=-204(LC 5), 4=-127(LC 6) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/44, 2-3=-976/160, 3-4=-972/227 BOT CHORD = 2-5=-200/690, 4-5=-185/692 WEBS 3-5=-139/769 NOTES 1) Unbalanced roof live loads have been considered for this design. BOT CHORD purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. cross bracing be installed during truss erection, in Mitek recommends that Stabilizers and required accordance with Stabilizer Installation guide. 2) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=3.0psf; h=25ft; Cat. I; Exp D; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 204 Ib uplift at joint 2 and 127 |b uplift at joint 4. 7) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Left: 2X 3 SPF Stud/Std, Right: 2 X 3 SPF Stud/Std REACTIONS (Ib/size) 1=541/Mechanical, 3=541/Mechanical Max Horz 1=249(LC 4) Max Uplift1=-134(LC 6), 3=-134(LC 5) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1007/182, 2-3=-1007/248 BOT CHORD _ 1-4=-212/722, 3-4=-196/722 WEBS 2-4=-151/804 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=3.0psf; h=25ft; Cat. Il; Exp D; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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 134 Ib uplift at joint 1 and 134 Ib uplift at joint 3. 6) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard [Job Truss 18S Type [Qty [Ply [ek R209 Prelim B0021156 T10 SCISSOR 4 1 Job Reference (optional) Tri-County Truss, Burlington, WA., 98233, 7.110 s Dec 15 2008 MiTek Industries, Inc. Thu Mar 04 13:34:32 2010 Page 1 ’ 6-6-0 i 13-0-0 5 ' 6-6-0 : 6-6-0 : 4x6 = Scale = 1:34.9 2 Af \ NN ee KA 00 [72 ff 7 ~~ 12 y 7 ca \ 6-6-0 13-0-0 7 b— 6-6-0 6-6-0 Plate Offsets (X,Y): [1:0-1-8,Edge], [1:0-2-11, Edge], [3:0-1-8,Edge], [3:0-2-11,Edge] LOADING (psf) SPACING 2-0-0 csi DEFL in (loc) Wdefl Ld PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.48 Vert(LL) 0.13 1-4 >999 240 MT20 - 185/144 TCDL 7.0 Lumber Increase 1.15 BC 0.46 Vert(TL) -0.18 1-4 >837 180 BCLL 0.0 * Rep Stress Incr YES WB. 0.17 Horz(TL) 0.10 3 n/a n/a BCDL 10.0 Code IRC2006/TPI2002 (Matrix) Weight: 44 Ib LUMBER BRACING TOP CHORD 2X4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-5 oc BOT CHORD 2 X4 HF No.2 purlins. WEBS 2X4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Mitek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. Max Horz 1=-243(LC 3) TOP CHORD _ 1-2=-736/193, 2-3=-736/193 BOT CHORD WEBS 2-4=-15/400 NOTES 132 Ib uplift at joint 3. and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard REACTIONS (Ib/size) +1=650/Mechanical, 3=650/Mechanical Max Uplift1=-132(LC 6), 3=-132(LC 5) FORCES (Ib) - Maximum Compression/Maximum Tension 4-5=-89/427, 4-5=-89/427, 4-6=-89/427, 3-6=-89/427 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=3.0psf; h=25ft; Cat. Il; Exp D; enclosed; MWFERS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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, with BCDL = 10.0psf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 132 Ib uplift at joint 1 and [Job Truss Type Qty [Ply |Es 209 Prelim B0021156 T11 COMMON 4 1 Job Reference (optional) Tri-County Truss, Burlington, WA., 98233, 7.110 s Dec 15 2008 MiTek Industries, Inc. Thu Mar 04 13:34:33 2010 Page 1 | 6-6-0 ; 13-0-0 ' 6-6-0 ' 6-6-0 ' 4x6 = Scale = 1:34.1) 2 / AA) » va J ° \ ; \ f/f \ / / : \ S J / NN 12.00 [92 Af A iP? XA 4 Jf * \ | ff W1i \ / J / a / fo \. / » we J LN of V4 NY \ 3 A fe tS \ an tsi WE $ 4 6 4x6 = 1.5x4 II 46 = i 6-6-0 ; 13-0-0 ; : 6-6-0 ' 6-6-0 ; Plate Offsets (X,Y): [1:0-6-2,0-0-6], [3:0-6-2,0-0-6] LOADING (psf) SPACING 2-0-0 csi DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.48 Vert(LL) 0.10 14 >999 240 MT20 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.65 Vert(TL) -0.17 1-4 >909 180 BCLL 0.0 * Rep Stress Incr YES WB _ 0.08 Horz(TL) 0.01 3 n/a n/a BCDL 10.0 Code IRC2006/TPI2002 (Matrix) Weight: 45 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc BOT CHORD 2 X 4 HF No.2 purlins. WEBS 2X4 HF 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. 6) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 4 Job Truss uss Type Qty Ply E R209 Prelim 4x6 = 1.5x4 || / Dh B0021156 T12 GABLE 1 1 Job Reference (optional) Tri-County Truss, Burlington, WA., 98233, 7.110 s Dec 15 2008 Mitek Industries, Inc. Thu Mar 04 13:34:33 2010 Page 1 6-6-0 : 13-0-0 6-6-0 6-6-0 4 Scale = 1:33.6 cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. og SNA 1.5x4 | J / NON ff. yf \ x ce 154 fo AO SON 1.5x4 II 12.00/12 X\ y XX ve A BN 4 1.5x4 I AN Nay 1.5x4 I a y So f w4 \ \ : ia \ i y BT4 BT4 ‘ a, KN ‘ion Of Td BT NSO 184 / ~~ Vial IN SL 7 \ 1 rae a F i \ s g (—o—_—gt — gt, —t—t— ta B 1.5x4 || 15a 2 154i 4 1.54 | - 1.5x4 II 1.5x4 I e= 1.54 II 15x41 1.5x4 II 46 = 6-6-0 13-0-0 , 7 6-6-0 ' 6-6-0 ' Plate Offsets (X,Y): [1:0-6-2,0-0-6], [3:0-6-2,0-0-6] LOADING (psf) SPACING 2-0-0 csi DEFL in (loc) Wdefl Ld PLATES GRIP TCLL 25.0 Plates Increase = 1.15 TC 0.53 Vert(LL) 0.10 34 >999 240 MT20 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.70 Vert(TL) -0.17 3-4 >886 180 BCLL 0.0 * Rep Stress Incr NO WB _ 0.08 Horz(TL) 0.01 3 nla n/a BCDL 10.0 Code IRC2006/TPI2002 (Matrix) Weight: 74 Ib LUMBER BRACING TOP CHORD 2X4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc ; BOT CHORD 2X4 HF No.2 purlins. WEBS 2X4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2X 4 HF No.2 Mitek recommends that Stabilizers and required REACTIONS (Ib/size) 1=644/Mechanical, 3=641/Mechanical Max Horz 1=-243(LC 3) Max Uplift1=-132(LC 6), 3=-131(LC 5) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD = 1-2=-728/192, 2-3=-723/190 BOT CHORD 1-21=-88/417, 4-21=-88/417, 4-22=-88/417, 3-22=-88/417 WEBS 2-4=-15/397 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=3.0psf; h=25ft; Cat. II; Exp D; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek “Standard Gable End Detail” 4) Gable studs spaced at 1-4-0 oc. 5) This truss has been designed for a 140.0 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, with BCDL = 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 132 Ib uplift at joint 1 and 131 Ib uplift at joint 3. 8) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Joti Truss - a Type Qty |Ply E: 209 Prelim BO021156 T13 GABLE 1 4 Job Reference (optional) Tri-County Truss, Burlington, WA., 98233, 7.110 s Dec 15 2008 MiTek Industries, Inc. Thu Mar 04 13:34:34 2010 Page 1 -1-0-0, 6-6-0 i 13-0-0 ‘ "4-0-0 | 6-6-0 ' 6-6-0 ' 4x6 = Scale = 1:35.59 : 2 \ 1.5x4 || A 3 — I ° a3 Sh / | / 4x4 = 3x8 } 6-6-0 : 13-0-0 ; : 6-6-0 , 6-6-0 : Plate Offsets (X,Y): [2:0-1-8,Edge], [2:0-2-11,Edge], [4:0-1-8,Edge], [4:0-2-11,Edge] LOADING (psf) SPACING 2-0-0 cs! DEFL in (loc) IWdefl Lid PLATES GRIP TCLL 25.0 Plates Increase = 1.15 TC 0.46 Vert(LL) 0.11 4-5 >999 240 MT20 185/144 TCDL 7.0 Lumber Increase 1.15 BC 0.43 Vert((TL) -0.19 4-5 >815 180 BCLL 0.0 * Rep Stress Incr YES WB 0.16 Horz(TL) 0.10 4 n/a n/a BCDL 10.0 Code IRC2006/TP12002 (Matrix) Weight: 60 Ib LUMBER BRACING TOP CHORD 2X4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 5-2-5 oc BOT CHORD 2X4 HF No.2 purlins. WEBS 2X4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2X4 HF No.2 MiTek recommends that Stabilizers and required WEDGE a cross bracing be installed during truss erection, in Left: 2X 3 SPF Stud/Std, Right: 2 X 3 SPF Stud/Std accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 2=616/0-1-8 (input: 0-5-8), 4=530/Mechanical Max Horz 2=267(LC 4) Max Uplift2=-204(LC 5), 4=-127(LC 6) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD _ 1-2=0/44, 2-3=-976/160, 3-4=-972/227 BOT CHORD = 2-5=-200/690, 4-5=-185/692 WEBS 3-5=-139/769 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=3.0psf; h=25ft; Cat. Il; Exp D; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 4) Gable studs spaced at 1-4-0 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) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 204 Ib uplift at joint 2 and 127 Ib uplift at joint 4. ; 9) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Left: 2 X 3 SPF Stud/Std, Right: 2 X 3 SPF Stud/Std Job Truss ss Type Qty Ply R209 Prelim B0021156 714 GABLE 1 1 Job Reference (optional) Tri-County Truss, Burlington, WA., 98233, 7.110 s Dec 15 2008 MiTek Industries, Inc. Thu Mar 04 13:34:35 2010 Page 1 -1-0-0, 6-6-0 : 13-0-0 14-0-0, 7-0-0! 6-6-0 r 6-6-0 17-00! 4x6 = Scale = 1:35. 3 A 1.5%4 II 3 bs 1.5x4 || rr. +. Ki i a % “SU 3 1.5x4 11 je 1.5x4 || 4 6.00[72, 8 \ 5° X\ 3B // And S NX) ; 6-6-0 13-0-0 1 : 6-6-0 ' 6-6-0 : Plate Offsets (X,Y): [2:0-1-8,Edge], [2:0-2-11,Edge], [4:0-1-8,Edge], [4:0-2-11,Edge] LOADING (psf) SPACING 2-0-0 csl DEFL in (loc) WVdefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.49 Vert(LL) 0.11 2-6 >999 240 MT20 185/144 TCDL 7.0 Lumber Increase 1.15 BC 0.44 Vert(TL) -0.15 26 >993 180 BCLL 0.0 * Rep Stress Incr NO WB 0.15 Horz(TL) 0.09 4 n/a n/a BCDL 10.0 Code IRC2006/TP1I2002 (Matrix) Weight: 62 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 5-4-8 oc BOT CHORD 2X4 HF No.2 purlins. WEBS 2X4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2X4 HF No.2 MiTek recommends that Stabilizers and required WEDGE cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 2=605/0-1-8 (input: 0-5-8), 4=605/0-1-8 (input: 0-5-8) Max Horz 2=245(LC 4) Max Uplift2=-201(LC 5), 4=-201(LC 6) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/44, 2-3=-940/135, 3-4=-940/198, 4-5=0/44 BOT CHORD 2-6=-148/661, 4-6=-132/661 WEBS 3-6=-91/735 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=3.0psf; h=25ft; Cat. |; Exp D; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" . 4) Gable studs spaced at 1-4-0 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) Bearing at joint(s) 2, 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 201 Ib uplift at joint 2 and 201 Ib uplift at joint 4. 9) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard [Job Truss Type Qty |Ply |e 209 Prelim B0021156 T15 COMMON 1 2 . Job Reference (optional) Tri-County Truss, Burlington, WA., 98233, 7.110 s Dec 15 2008 MiTek Industries, Inc. Thu Mar 04 13:34:35 2010 Page 1 i 3-4-10 6-6-0 ‘ 9-7-6 13-0-0 14-00, , 3-4-10 ' 3-14 ' 3-1-6 ’ 3-4-10 "4-0-0 ' Sx6 |! Scale = 1:34.4 3 A \ SS \\ 12.0072, IN 154 \\ \ 1.5x4 // 4 7 ca \ \T2. L/ 2 J / SL VL 7 LZ \ s fi B1 aN 3 4 (2 TB SI 9 10 8 ot 12 7 13 14 MX 10x12 MT20H= 10x12 MT20H= \.‘ 48 = 48 = \ . 0-11-4, 2-11-4 , 4-5-1 444-4 611-4 — 8-6-15 8111-4 10-114 13-00-00 '0-11-4' 2-0-0 "4-5-13 0-6-3 2-0-0 "1-7-11 0-4-5 2-0-0 , 2-0-12 : Plate Offsets (X,Y): [1:0-8-0,0-0-15], [5:0-8-0,0-0-15], [7:0-6-0,0-5-12], [8:0-6-0,0-5-12] LOADING (psf) SPACING 2-0-0 csi DEFL in (loc) IWdefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.25 Vert(LL) -0.06 7-8 >999 240 MT20 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.45 Vert(TL) -0.13 7-8 >999 180 MT20H 139/111 BCLL 0.0 * Rep Stress Incr NO WB 0.47 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code IRC2006/TPI2002 (Matrix) Weight: 164 Ib LUMBER BRACING TOP CHORD 2X4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-15 oc BOT CHORD 2X 8 DF 1950F 1.7E purlins. WEBS 2X4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS ((b/size) 1=5625/0-3-0 (input: 0-5-8), 5=3212/0-1-11 (input: 0-5-8) Max Horz 1=-264(LC 3) Max Uplift1=-1780(LC 5), 5=-1226(LC 6) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-5366/1891, 2-3=-5213/1945, 3-4=-4201/1723, 4-5=-4372/1688, 5-6=0/52 BOT CHORD 1-9=-1331/3662, 9-10=-1331/3662, 8-10=-1331/3662, 8-11=-819/2290, 11-12=-819/2290, 7-12=-819/2290, 7-13=-1085/2946, 13-14=-1085/2946, 5-14=-1085/2946 WEBS 3-7=-1081/2167, 4-7=-115/152, 3-8=-1588/4488, 2-8=-110/146 NOTES 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 8 - 2 rows at 0-4-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=3.0psf; h=25ft; Cat. II; Exp D; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1780 Ib uplift at joint 1 and 1226 Ib uplift at joint 5. 9) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Continued on page 2 { Job Truss uss Type Qty |Ply b R209 Prelim B0021156 TS COMMON 1 2 Job Reference (optional) Tri-County Truss, Burlington, WA., 98233, 7.110 s Dec 15 2008 MiTek Industries, Inc. Thu Mar 04 13:34:35 2010 Page 2 LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pif) Vert: 1-3=-64, 3-6=-64, 1-5=-20 Concentrated Loads (|b) Vert: 9=-1656(B) 10=-1557(B) 11=-1609(B) 12=-2772 13=-56(B) 14=-56(B) Joo Truss . Type Qty Ply E {209 Prelim Bo021156 T16 COMMON 1 2 Job Reference (optional) Tri-County Truss, Burlington, WA., 98233, 7.110 s Dec 15 2008 MiTek Industries, Inc. Thu Mar 04 13:34:37 2010 Page 1 1-6-0, 6-2-8 : 12-1-4 i 18-0-0 F 23-10-12 : 29-9-8 : 36-0-0 : "4-6-0! 6-2-8 ! 5-10-12 : 5-10-12 ' 5-10-12 ' 5-10-12 ' 6-2-8 ; 12 - 5 - 3 = Scale = 1:62.9 Left: 2 X 4 HF No.2, Right: 2 X 4 HF No.2 REACTIONS (|b/size) 2=7166/0-5-14 (input: 0-5-8), 10=6425/0-5-5 (input: 0-5-8) Max Horz 2=468(LC 4) Max Uplift2=-1954(LC 5), 10=-1709(LC 6) FORCES (|b) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/54, 2-3=-9824/2517, 3-4=-8050/2073, 4-5=-7940/2097, 5-6=-6124/1715, 6-7=-6124/1710, 7-8=-7825/2114, 8-9=-7935/2089, 9-10=-9746/2566 2-17=-2156/8001, 17-18=-2156/8001, 18-19=-2156/8001, 16-19=-2156/8001, 16-20=-2156/8001, 20-21=-2156/8001, 21-22=-2156/8001, 15-22=-2156/8001, 15-23=-1660/6606, 23-24=-1660/6606, 24-25=-1660/6606, 14-25=-1660/6606, 14-26=-1561/6511, 13-26=-1561/6511, 13-27=-156 1/6511, 27-28=-1561/6511, 12-28=-1561/6511, 12-29=-2009/7939, 29-30=-2009/7939, 30-31=-2009/7939, 11-31=-2009/7939, 11-32=-2009/7939, 32-33=-2009/7939, 33-34=-2009/7939, 10-34=-2009/7939 6-14=-1707/6273, 7-14=-2557/890, 7-12=-756/2702, 9-12=-1756/642, 9-11=-453/1784, 5-14=-2720/874, 5-15=-736/2897, 3-15=-1715/607, 3-16=-431/1744 BOT CHORD WEBS NOTES 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-8-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=3.0psf; h=25ft; Cat. ll; Exp D; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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, with BCDL = 10.0psf. 7) WARNING: Required bearing size at joint(s) 2 greater than input bearing size. Continued on page 2 _ "1 = 17 18 19 16 20 21 22 15 23 24 25 14 26 13°27 28 Seta 3x8 II 6x6 = ap= | MB= 12-11-4 0-2,12 6-2-8 F 11-0-12 12-1-4 , 14-11-4, 18-00 , 2011-4 , 231012 , 29-9-8 : 36-0-0 ' 0-212 5-11-12 v 4104 "oe ' 200 ' 3012 1 2414 ' 2118 | 5-10-12 u 628 u 0-10-0 | Plate Offsets (X,Y): [2:0-2-13,0-2-0], [10:0-2-13,0-2-0], [12:0-3-0,0-3-12], [15:0-3-0,0-3-12] LOADING (psf) SPACING 2-0-0 csi DEFL in (loc) IWdefl Ld PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.90 Vert(LL) -0.2914-15 >999 240 MT20 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.82 Vert(TL) -0.54 14-15 >791 180 BCLL 0.0 * Rep Stress Incr NO WB 0.98 Horz(TL) 0.15 10 nla n/a BCDL 10.0 Code IRC2006/TPI2002 (Matrix) Weight: 399 Ib LUMBER BRACING TOP CHORD 2X4 HF No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2 X 6 HF/SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF No.2 WEBS 1 Row at midpt 7-14, 5-14 WEDGE Job Truss ss Type Qty |Ply E R209 Prelim _ B0021156 T16 COMMON 1 2 Job Reference (optional) Tri-County Truss, Burlington, WA., 98233, 7.110 s Dec 15 2008 MiTek Industries, Inc. Thu Mar 04 13:34:37 2010 Page 2 NOTES 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1954 Ib uplift at joint 2 and 1709 Ib uplift at joint 10. 9) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-6=-64, 6-10=-64, 2-15=-20, 15-24=-60, 24-27=-20, 12-27=-60, 10-12=-20 Concentrated Loads (Ib) Vert: 2=-530(F) 17=-510(F) 18=-510(F) 19=-510(F) 20=-510(F) 21=-510(F) 22=-621(F) 23=-590(F) 24=-590(F) 25=-630(F) 26=-630(F) 27=-521(F) 28=-521(F) 29=-521(F) 30=-521(F) 31=-510(F) 32=-510(F) 33=-510(F) 34=-510(F) Job Truss Type Qty Ply Es 209 Prelim B0021156 T17 COMMON 4 1 ; Job Reference (optional) Tri-County Truss, Burlington, WA., 98233, 7.110 s Dec 15 2008 MiTek Industries, Inc. Thu Mar 04 13:34:37 2010 Page 1 -1-6-0, 6-2-8 i 12-1-4 ; 18-0-0 ; 23-10-12 , 29-9-8 : 36-0-0 37-6-0 "4-6-0! 6-2-8 ' 5-10-12 , 5-10-12 ! 5-10-12 , 5-10-12 : 6-2-8 "4-6-0! Scale = 1:63.1) 12 - 5 - 3 . 9-1-14 ; 18-0-0 , 26-10-2 , 36-0-0 ; : 9-1-14 ' 8-10-2 ' 8-10-2 ' 9-1-14 ' Plate Offsets (X,Y): [2:0-0-0,0-1-0], [10:0-0-0,0-1-0] LOADING (psf) SPACING 2-0-0 csi DEFL in (loc) WVdefl Lid PLATES GRIP TCLL 25.0 Plates Increase = 1.15 TC 0.43 Vert(LL) -0.35 14-15 >999 240 MT20 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.96 Vert(TL) -0.58 14-15 >738 180 BCLL 0.0 * Rep Stress Incr YES WB 0.33 Horz(TL) 0.14 10 n/a n/a BCDL 10.0 Code IRC2006/TP12002 (Matrix) Weight: 165 Ib LUMBER BRACING TOP CHORD 2X4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-9 oc BOT CHORD 2X4 HF No.2 purlins. WEBS 2X4 HF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 6-14, 7-14, 5-14 | MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in | accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 2=1783/0-2-15 (input: 0-5-8), 10=1783/0-2-15 (input: 0-5-8) Max Horz 2=445(LC 4) Max Uplift2=-504(LC 5), 10=-504(LC 6) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD — 1-2=0/51, 2-3=-2580/580, 3-4=-2356/577, 4-5=-2247/602, 5-6=-1686/520, 6-7=-1686/520, 7-8=-2247/603 , 8-9=-2356/577, 9-10=-2580/580, 10-11=0/51 BOT CHORD 2-15=-545/2022, 15-16=-347/1687, 16-17=-347/1687, 14-17=-347/1687, 13-14=-242/1687, 13-18=-242/1687, 18-19=-242/1687, 12-19=-242/1687, 10-12=-349/2022 WEBS 6-14=-389/1371, 7-14=-652/362, 7-12=-157/547, 9-12=-267/248, 5-14=-652/362, 5-15=-156/547, 3-15=-267/247 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=3.0psf; h=25ft; Cat. Il; Exp D; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1 .60 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, with BCDL = 10.0psf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 504 Ib uplift at joint 2 and 504 Ib uplift at joint 10. 6) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job lied uss Type Qty Ply [2 R209 Prelim 12 - 5 - 3 B0021156 'T18 COMMON 1 1 Job Reference (optional) Tri-County Truss, Burlington, WA., 98233, 7.110 s Dec 15 2008 Mitek Industries, Inc. Thu Mar 04 13:34:39 2010 Page 1 -1-6-0, 6-2-8 , 12-1-4 F 18-0-0 , 23-10-12 29-9-8 : 36-0-0 7 1-6-0! 6-2-8 ' 5-10-12 ' 5-10-12 ' 5-10-12 , 5-10-12 ' 6-2-8 : Scale = 1:62.5 4, ig 5x6 = : 9-1-14 j 18-0-0 i 26-10-2 j 36-0-0 = -_ 9-1-14 ' 8-10-2 ' 8-10-2 ' 9-1-14 ' Plate Offsets (X,Y): [2:0-0-0,0-1-0], [10:0-0-0,0-1-0] LOADING (psf) SPACING 2-0-0 csi DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase = 1.15 TC 0.52 Vert(LL) -0.36 13-14 >999 240 MT20 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.97 Vert(TL) -0.59 13-14 >724 180 BCLL 0.0 * Rep Stress Incr YES WB __ 0.34 Horz(TL) 0.13 10 n/a nla BCDL 10.0 Code IRC2006/TP12002 (Matrix) Weight: 163 Ib LUMBER BRACING TOP CHORD 2 X4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-7 oc BOT CHORD 2 X 4 HF No.2 *Except* purlins. B2: 2 X 4 HF/SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2 X 4 HF No.2 WEBS 1 Row at midpt 6-13, 7-13, 5-13 cross bracing be installed during truss erection, in Mitek recommends that Stabilizers and required accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 2=1793/0-2-15 (input: 0-5-8), 10=1676/Mechanical Max Horz 2=469(LC 4) Max Uplift2=-506(LC 5), 10=-402(LC 6) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/51, 2-3=-2599/584, 3-4=-2374/581, 4-5=-2266/606, 5-6=-1704/529, 6-7=-1703/524, 7-8=-2306/635 , 8-9=-2417/610, 9-10=-2647/615 BOT CHORD 2-14=-564/2037, 14-15=-366/1702, 15-16=-366/1702, 13-16=-366/1702, 42-13=-264/1717, 42-17=-264/1717, 17-18=-264/1717, 11-18=-264/1717, 10-11=-410/2099 WEBS 6-13=-397/1389, 7-13=-677/375, 7-11=-186/597, 9-11=-309/270, 5-13=-653/362, 5-14=-156/549, 3-14=-267/247 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=3.0psf; h=25ft; Cat. Il; Exp D; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1 .60 plate grip DOL=1.60 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, with BCDL = 10.0psf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 506 Ib uplift at joint 2 and 402 Ib uplift at joint 10. 6) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Jok Truss Type Qty Ply JE .209 Prelim B0021156 T19 CAL. HIP 1 A Job Reference (optional) Tri-County Truss, Burlington, WA., 98233, 7.110 s Dec 15 2008 MiTek Industries, Inc. Thu Mar 04 13:34:39 2010 Page 1 -1-6-0, 7-4-3 , 14-6-8 14-11-14 21-0-5 21-5-8 28-7-13 36-0-0 , 4-6-0' 7-4-3 r 7-2-5 0'5'3 6-0-9 0:5:3 7-2-5 7-4-3 ! Scale = 1:61.3 j bi 9 B 46 = 7-4-3 14-6-8 ; 21-5-8 ; 28-7-13 36-0-0: ; : 7-4-3 ' 7-2-5 ' 6-10-15 : 7-2-5 7 7-4-3 ' Plate Offsets (X,Y): [2:0-0-2,0-0-4], [9:0-0-2,0-0-4] LOADING (psf) SPACING 2-0-0 csi DEFL in (loc) WVdefl Ud PLATES GRIP TCLL 25.0 Plates Increase = 1.15 TC 0.73 Vert(LL) -0.24 11-13 >999 240 MT20 . 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.74 Vert(TL) -0.41 11-13 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.25 Horz(TL) 0.14 9 n/a n/a BCDL 10.0 Code IRC2006/TPI2002 ~ (Matrix) Weight: 161 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc BOT CHORD 2 X4 HF No.2 purlins, except WEBS 2X4 HF No.2 2-0-0 oc purlins (4-3-14 max.): 4-6. BOT CHORD Rigid ceiling directly applied or 7-2-13 oc bracing. WEBS 1 Row at midpt 3-13, 4-11, 8-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 9=1577/Mechanical, 2=1707/0-2-13 (input: 0-5-8) Max Horz 2=394(LC 4) Max Uplift9=-389(LC 6), 2=-493(LC 5) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/51, 2-3=-2443/548, 3-4=-1921/486, 4-5=-3/0, 4-6=-1484/507, 6-7=-3/0, 6-8=-1906/497, 8-9=-2463/579 BOT CHORD 2-14=-577/1902, 13-14=-577/1902, 13-15=-376/1498, 12-15=-376/1498, 11-12=-376/1498, 10-11=-365/1935, 9-10=-365/1935 WEBS 3-14=0/310, 3-13=-490/314, 4-13=-136/547, 4-11=-233/226, 6-11=-132/519, 8-11=-545/346, 8-10=0/316 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=3.0psf; h=25ft; Cat. Il; Exp D; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * 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, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 389 Ib uplift at joint 9 and 493 Ib uplift at joint 2. 7) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard Job Truss — s Type Qty [Ply | 2209 Prelim B0021156 T20 CAL. HIP 1 1 Job Reference (optional) Tri-County Truss, Burlington, WA., 98233, 7.110 s Dec 15 2008 Mitek Industries, Inc. Thu Mar 04 13:34:40 2010 Page 1 -1-6-0, 5-10-3 11-6-8 11-41-14 18-0-0 : 24-0-5 24-5-8 30-1-13 F 36-0-0 , 4-6-0! 5-10-3 : 5-8-5 0-513 6-0-5 : 6-0-5 0-53 5-8-5 : §-10-3 ' Scale = 1:61.4 5x8 1.5x4 || 8 8” E 10 i ig 5x6 = 1.5x4 || , 5-10-3 j 11-6-8 : 18-0-0 i 24-5-8 30-1-13 : 36-0-0 ; ‘ §-10-3 : 5-8-5 ' 6-5-8 ' 6-5-8 : 5-8-5 ; 5-10-3 ' Plate Offsets (X,Y): [2:Edge,0-1-0], [10:0-0-0,0-1-0] LOADING (psf) SPACING 2-0-0 csl DEFL in (loc) WVdefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.44 Vert(LL) -0.1912-14 >999 240 MT20 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.64 Vert(TL) -0.36 12-14 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.57 Horz(TL) 0.14 10 n/a n/a BCDL 10.0 Code IRC2006/TPI2002 (Matrix) Weight: 166 Ib LUMBER BRACING TOP CHORD 2X4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-3 oc BOT CHORD 2X4 HF No.2 purlins, except WEBS 2X 4 HF No.2 2-0-0 oc purlins (3-8-14 max.): 4-7. BOT CHORD Rigid ceiling directly applied or 6-10-3 oc bracing. Mitek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 10=1629/Mechanical, 2=1746/0-2-14 (input: 0-5-8) Max Horz 2=321(LC 4) Max Uplift10=-367(LC 6), 2=-471(LC 5) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD = 1-2=0/51, 2-3=-2541/559, 3-4=-2165/540, 4-5=-3/0, 4-6=-1994/531, 6-7=-1994/531, 7-8=-3/0, 7-9=-2186/547, 9-10=-2599/578 BOT CHORD 2-16=-675/1988, 15-16=-675/1988, 15-17=-536/1736, 14-17=-536/1736, 13-14=-358/1752, 43-18=-358/1752, 12-18=-358/1752, 11-12=-397/2059, 10-11=-397/2059 WEBS 3-16=0/235, 3-15=-310/225, 4-15=-94/405, 4-14=-305/542, 6-14=-427/287, 7-14=-300/522, 7-12=-111/437, 9-12=-375/263, 9-11=0/243 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=3.0psf; h=25ft; Cat. Il; Exp D; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * 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, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 367 Ib uplift at joint 10 and 471 |b uplift at joint 2. 7) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard Job Truss Type Qty Ply l= 209 Prelim B0021156 T21 CAL HIP 4 1 Job Reference (optional) Tri-County Truss, Burlington, WA., 98233, 7.110 s Dec 15 2008 MiTek Industries, Inc. Thu Mar 04 13:34:41 2010 Page 1 5-11-11 30-5-14 ,-1-6-0, 5-6-2 5-714 10-7-0 1 15-6-5 \ 20-5-11 i 25-5-0 n 30-0-5 30-4;2 36-0-0 F "1-6-0! 5-6-2 0-142 4-7-5 ! 4-11-6 ! 4-116 ' 4-114 ' 4-7-5 0-3-43 5-6-2 } 0-3-13 0-1-12 Scale = 1:61.7 8x10 1.5x4 || 7 = 4x4 = 4x8 = 1.5x4 || 0s 3 4 18 6 7 8 m = P=) fal 7 fal peal =a a1 1 (73 iy = i Cg hs. iy Ct —| ic 6 1% 20 449 1 av 6x10 = Sxt2'= ada 6x12 MT20H= axl 1.5x4 11 , 5-6-2 ; 10-7-0 15-6-5 20-5-14 , 25-5-0 30-5-14 , 36-0-0 ' _ 5-6-2 ' 5-0-14 ; 4-11-46 ; 4-11-6 : 4-114 ' 5-0-14 ' 5-6-2 ' Plate Offsets (X,Y): [2:0-2-1,Edge], [3:0-3-8,Edge], [9:0-3-8,Edge], [10:0-2-1,Edge], [14:0-2-4,Edge] LOADING (psf) SPACING 2-0-0 csi DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase = 1.15 TC 0.78 Vert(LL) 0.51 13-15 >840 240 MT20 185/144 TCDL 7.0 Lumber Increase 1.15 BC 0.68 Vert(TL) -0.86 13-15 >493 180 MT20H 139/108 BCLL 0.0 * Rep Stress Incr NO WB 0.90 Horz(TL) 0.25 10 n/a n/a BCDL 10.0 Code IRC2006/TP12002 (Matrix) Weight: 165 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-1-7 oc T2,T3: 2 X 6 HF/SPF 1650F 1.5E purlins, except BOT CHORD 2X4 SPF 2400F 2.0E 2-0-0 oc purlins (3-2-6 max.): 3-9. WEBS 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 4-3-4 oc bracing. WEDGE WEBS 1 Row at midpt 3-16, 9-12 Left: 2X 6 HFSPF 1650F 1.5E, Right: 2X 6 HFSPF 1650F 1.5E Mitek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 10=2792/0-3-0 (input: 0-5-8), 2=2908/0-3-2 (input: 0-5-8) Max Horz 2=159(LC 4) Max Uplift10=-1424(LC 3), 2=-1455(LC 4) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD = 1-2=0/51, 2-3=-4617/2478, 3-4=-5809/3233, 4-5=-5809/3233, 5-18=-6859/3777, 6-18=-6859/3777, 6-7=-5816/3235, 7-8=-5816/3235, 8-9=-5816/3235, 9-10=-4645/2488 BOT CHORD 2-17=-2111/3740, 17-19=-2113/3732, 16-19=-2113/3732, 15-16=-3781/6849, 15-20=-3781/6849, 14-20=-378 1/6849, 13-14=-3781/6849, 12-13=-3751/6859, 12-21=-1986/3758, 11-21=-1986/3758, 10-11=-1984/3767 WEBS 3-17=0/321, 3-16=-1549/2680, 4-16=-631/539, 5-16=-1319/736, 5-15=0/283, 5-13=-45/46, 6-13=0/282, 6-12=-1323/735, 8-12=-625/536, 9-12=-154 1/2670, 9-11=0/326 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=3.0psf; h=25ft; Cat. Il; Exp D; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 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 1424 Ib uplift at joint 10 and 1455 Ib uplift at joint 2. 8) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) Girder carries hip end with 6-0-0 end setback. ORS ASSUMES 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. Job Truss uss Type B0021156 T21 CAL HIP Qty [Ply b R209 Prelim 1 1 Job Reference (optional) Tri-County Truss, Burlington, WA., 98233, NOTES 11) In the LOAD CASE(S) section, loads applied to the face of the truss a LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-64, 3-9=-121, 9-10=-64, 2-10=-38(F=-18) Concentrated Loads (Ib) Vert: 3=-288 9=-288 7.110 s Dec 15 2008 MiTek Industries, Inc. Thu Mar 04 13:34:41 2010 Page 2 re noted as front (F) or back (B). Jes Truss Type Qty Ply E: 209 Prelim B0021156 T22 CAL HIP 1 1 Job Reference (optional) Tri-County Truss, Burlington, WA., 98233, 7.110 s Dec 15 2008 MiTek Industries, Inc. Thu Mar 04 13:34:41 2010 Page 1 -1-0-0 6-11-2 13-8-8 13-44-11 18-6-0 , _—-23-0-5 —-23,3-8 30-0-14 va 37-0-0 1-0-0 6-11-2 : 6-9-6 03-3 465 #' 465 0-3-3 6-94 6-11-2 Scale = 1:70.9 40x12 MT20H — 10x12 MT20H= 12.00/12 a NX UN 3x6 > 8 d 3 3x6 q2 ° 3 a3 ‘Ve 2 ay a Mf aN ea Je \ 4 Ne , ty Y Vi Ne) om 2 fo AS Gel ay = BZ 8 le aig 16 12 20 Pr 21 5 = 326 = 1.5x4 || ; 6-11-2 ‘ 13-8-8 ; 23-3-8 : 30-0-14 ; 37-0-0 7 a 6-11-2 ' 6-9-6 ' 9-7-0 ' 6-9-6 ’ 6-11-2 ' Plate Offsets (X,Y): [2:0-0-0,0-0-4], [5:0-7-12,0-0-11], [7:0-7-12,0-0-11], [10:0-0-0,0-0-4] LOADING (psf) SPACING 2-0-0 csI DEFL in (loc) WVdefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.76 Vert(LL) -0.46 12-14 >944 240 MT20 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.84 Vert(TL) -0.78 12-14 >563 180 MT20H 139/111 BCLL 0.0 * Rep Stress Incr YES WB 0.31 Horz(TL) 0.10 10 n/a n/a BCDL 10.0 Code IRC2006/TP1I2002 (Matrix) Weight: 206 Ib LUMBER BRACING TOP CHORD 2X4 HF No.2 TOP CHORD Structural wood sheathing directly applied, except BOT CHORD 2 X 4 HF/SPF 1650F 1.5E 2-0-0 oc purlins (4-7-7 max.): 5-7. WEBS 2X4 HF No.2 BOT CHORD Rigid ceiling directly applied or 8-10-3 oc bracing. WEBS 1 Row at midpt 3-14, 5-14, 6-14, 6-12, 7-12, 9-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 2=1996/0-3-5 (input: 0-5-8), 10=1915/0-3-2 (input: 0-5-8) Max Horz 2=529(LC 4) Max Uplift2=-437(LC 5), 10=-362(LC 6) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD = 1-2=0/47, 2-3=-2435/438, 3-4=-1901/459, 4-5=-1731/493, 5-6=-1239/471, 6-7=-1240/474, 7-8=-1732/498 , 8-9=-1902/463, 9-10=-2441/450 BOT CHORD 2-16=-603/1586, 15-16=-603/1586, 15-17=-603/1586, 14-17=-603/1586, 14-18=-353/1281, 13-18=-353/1281, 13-19=-353/1281, 12-19=-353/1281, 12-20=-188/1592, 11-20=-188/1592, 11-21=-188/1592, 10-21=-188/1592 WEBS 3-15=0/333, 3-14=-495/374, 5-14=-181/818, 6-14=-296/317, 6-12=-295/316, 7-12=-180/820, 9-12=-503/386, 9-11=-2/340 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=3.0psf; h=25ft; Cat. Il; Exp D; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 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, with BCDL = 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 437 Ib uplift at joint 2 and 362 Ib uplift at joint 10. 8) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard TOP CHORD BOT CHORD WEBS NOTES Max Horz 1=-433(LC 3) Max Uplift1=-353(LC 5), 7=-353(LC 6) FORCES (ib) - Maximum Compression/Maximum Tension 4-2=-2311/444, 2-3=-1910/491, 3-4=-1478/429, 4-5=-1478/429, 5-6=-1910/491, 6-7=-231 1/444 1-14=-628/1511, 13-14=-628/1511, 12-13=-628/1511, 12-15=-457/1275, 11-15=-457/1275, 10-11=-293/1275, 10-16=-293/1275, 9-16=-293/1275, 8-9=-213/1511, 8-17=-213/1511, 7-17=-213/1511 2-13=0/244, 2-12=-339/324, 3-12=-188/483, 3-11=-314/534, 4-11=-454/298, 5-11=-314/534, 5-9=-188/483, 6-9=-339/324, 6-8=0/244 LOAD CASE(S) Standard 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=3.0psf; h=25ft; Cat. II; Exp D; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * 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, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 353 Ib uplift at joint 1 and 353 Ib uplift at joint 7. 7) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC wi 2-10d nails. Job Truss ss Type Qty Ply R209 Prelim B0021156 T23 CAL HIP 1 1 Job Reference (optional) Tri-County Truss, Burlington, WA., 98233, 7.110 s Dec 15 2008 MiTek Industries, Inc. Thu Mar 04 13:34:42 2010 Page 1 514-2 ; 4-8-8 14-44-11 18-6-0 25-0-5 25;3-8 31-0-14 37-0-0 ; 5-11-2 ' 5-9-6 0-3-3 6-6-5 , 6-6-5 0-3-3 5-9-6 4s §-11-2 Scale = 1:61.4 5x8 = 1.5x4 || 5x8 = y ed m2 . a. Peal = hy . LL \ HV ~ ‘ jj ‘ IN \ 3x6 7 Sis ~ pore 42 va \y S" 4 58 / AN P CF 4 vB Aw i Va Ng : Py pf ly Wa Wy! Ya \ Va ‘ J! \ Y N 4 “& o BI = SS a BZ o S) 3 ey “ 3 12 as " 10 “18 9 8 v 4x6 = 3x6 = 4x6 = 1.5x4 || 34 = 3x8 = 34 = 1.5x4 || 5-11-2 , 11-8-8 ; 18-6-0 : 25-3-8 ; 31-0-14 ; 37-0-0 4 : 5-11-2 ' 5-9-6 : 6-9-8 ' 6-9-8 ' 5-9-6 q 5-11-2 ' Plate Offsets (X,Y): [1:0-6-2,0-0-10], [3:0-4-0,0-0-11], [5:0-4-0,0-0-11], [7:0-6-2,0-0-10] LOADING (psf) SPACING 2-0-0 csi DEFL in (loc) Idefl Ud PLATES GRIP TCLL 25.0 Plates Increase 145 TC 0.48 Vert(LL) -0.18 9-11 >999 240 MT20 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.61 Vert(TL) -0.31 9-11 >999 180 BCLL 0.0 * Rep Stress Incr YES WB __ 0.50 Horz(TL) 0.11 7 n/a n/a BCDL 10.0 Code IRC2006/TPI2002 (Matrix) Weight: 202 Ib LUMBER BRACING TOP CHORD 2X4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-2 oc BOT CHORD 2X4 HF No.2 purlins, except WEBS 2X 4 HF No.2 2-0-0 oc purlins (4-3-14 max.): 3-5. BOT CHORD Rigid ceiling directly applied or 6-10-7 oc bracing. WEBS 1 Row at midpt 2-12, 3-11, 4-11, 5-11, 6-9 REACTIONS (Ib/size) 1=1801/0-2-15 (input: 0-5-8), 7=1801/0-2-15 (input: 0-5-8) MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. [Job Truss Type Qty [Ply |E 209 Prelim Bo021156 T24 CAL. HIP 1 1 Job Reference (optional) Tri-County Truss, Burlington, WA., 98233, 7.110 s Dec 15 2008 MiTek Industries, Inc. Thu Mar 04 13:34:42 2010 Page 1 4-11-2 ‘ 9-8-8 9-14-11 15-6-13 : 21-5-3 ; 27-0-5 27;3-8 32-0-14 , 37-0-0 ' 4-11-2 ' 4-9-6 0-3-3 5-7-2 ; 5-10-5 ' 5-7-2 0-3-3 4-9-6 ' 4-11-2 : Scale = 1:61.9 5x8 = 3x4 = 3x4 = 5x8 = 3 $ 3 fi ma ivzal iva) = iv=al 1Z =a) = pal p=al ES Ay /, \\ A WY h / . NS f Q 10 - 4 - 1 4 10 - 0 - 4 gk i LI N / Ss < LO a BS = LL \A 4 / am ey .S » 10 - 0 - 4 iN \\ law XA Wy ~ \\ Ss oN \ ' NN ; IN , LE XA 8 9 gE NI Va aN 9 4 i = 111 Sz f lg 13 14 12 15 16 1 10 17 9 18 19 5x6 = a= 34—- 36— saa 5x6 = Fi 9-8-8 ; 18-6-0 , 27-3-8 , 37-0-0 ; ' 9-8-8 ' 8-9-8 : 8-9-8 d 9-8-8 y Plate Offsets (X,Y): [1:0-0-0,0-0-4], [3:0-4-0,0-0-11], [6:0-4-0,0-0-1 1], [8:0-0-0,0-0-4] LOADING (psf) SPACING 2-0-0 csi DEFL in (loc) Idefl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.55 Vert(LL) -0.28 11-12 >999 240 MT20 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.90 Vert(TL) -0.52 1-12 >847 180 BCLL 0.0 * Rep Stress Incr YES WB 0.48 Horz(TL) 0.12 8 n/a n/a BCDL 10.0 Code IRC2006/TPI2002 (Matrix) Weight: 183 Ib . LUMBER BRACING TOP CHORD 2X4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-0 oc BOT CHORD 2 X 4 HF No.2 purlins, except WEBS 2X4 HF No.2 2-0-0 oc purlins (4-0-2 max.): 3-6. BOT CHORD Rigid ceiling directly applied or 6-11-8 oc bracing. WEBS 1 Row at midpt 4-12, 5-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 1=1819/0-3-0 (input: 0-5-8), 8=1818/0-3-0 (input: 0-5-8) Max Horz 1=-359(LC 3) Max Uplift1=-414(LC 4), 8=-414(LC 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-2253/550, 2-3=-2062/580, 3-4=-1392/490, 4-5=-1800/526, 5-6=-1391/490, 6-7=-2060/581, 7-8=-2252/550 BOT CHORD _ 1-13=-644/1508, 13-14=-644/1508, 12-14=-644/1508, 12-15=-578/1739, 15-16=-578/1739, 11-16=-578/1739, 10-11=-523/1739, 10-17=-523/1739, 9-17=-523/1739, 9-18=-286/1507, 18-19=-286/1507, 8-19=-286/1507 WEBS 2-12=-147/263, 3-12=-207/1010, 4-12=-762/382, 4-11=-68/274, 5-11=-68/275, 5-9=-764/382, 6-9=-206/1009, 7-9=-147/263 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=3.0psf; h=25ft; Cat. Il; Exp D; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * 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, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 414 Ib uplift at joint 1 and 414 lb uplift at joint 8. 7) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard [Job Truss .S Type Qty ‘|Ply b 209 Prelim B0021156 725 CAL. HIP 1 1 Job Reference (optional) Tri-County Truss, Burlington, WA., 98233, 7.110 s Dec 15 2008 Mitek Industries, Inc. Thu Mar 04 13:34:43 2010 Page 1 , 7-7-8 7-11-14 14-10-13 22-1-3 ; 29-0-5 29-4-8 37-0-0 0. - 7-7-8 0-4°3 6-11-2 ' 7-2-5 : 6-11-2 0-4-3 7-7-8 4-0. Scale = 1:62.3 44 = 5x6 = ma aon _ ca_ma NN NS XA \ iN 12.00 [72 \ Bs \ i \ \ X | ek 32 pu ad gl LZ we Nv} IN a fff \ . JS . Ku NG 1 J, INN SA 2 \ \A 7 oe 4 (a e—m pz B. 8 lg =e 15 1" 1016 7 3 18 an “ee 4 = 4x6 = bb = S6= | 7-7-8 18-6-0 29-4-8 37-0-0 —— 7-7-8 ' 10-10-8 ' 10-10-8 7-7-8 Plate Offsets (X.Y): [1:0-0-13,Edge], [2:0-2-4,0-2-0}, [6:0-2-4,0-2-0}, [7:0-0-0,0-0-4] LOADING (psf) SPACING 2-0-0 csI DEFL in (loc) Idefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.97 Vert(LL) -0.38 9-11 >999 240 MT20 185/144 TCDL 7.0 Lumber Increase 1.15 BC 0.94 Vert(TL) -0.74 9-11 >596 180 BCLL 0.0 * Rep Stress Incr YES WB_ 0.58 Horz(TL) 0.11 7 n/a n/a BCDL 10.0 Code IRC2006/TP12002 (Matrix) Weight: 171 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No.2 *Except* TOP CHORD Structural wood sheathing directly applied, except T2,T3: 2 X 6 HF/SPF 1650F 1.5E 2-0-0 oc purlins (5-8-4 max.): 2-6. BOT CHORD 2X4 SPF 2400F 2.0E *Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. B2: 2 X 4 HF/SPF 1650F 1.5E WEBS 1 Row at midpt 3-12, 5-9 WEBS 2X4 HF No.2 Mitek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 1=1896/0-2-1 (input: 0-5-8), 7=1977/0-3-4 (input: 0-5-8) Max Horz 1=-305(LC 3) Max Uplift1=-481(LC 4), 7=-503(LC 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-2456/636, 2-3=-1596/571, 3-4=-2358/696, 4-5=-2358/696, 5-6=-1592/569, 6-7=-2449/633, 7-8=0/47 BOT CHORD 1-13=-562/1617, 12-13=-562/1617, 12-14=-723/2244, 14-15=-723/2244, 11-15=-723/2244, 10-11=-680/2242, 10-16=-680/2242, 16-17=-680/2242, 9-17=-680/2242, 9-18=-341/1613, 7-18=-341/1613 WEBS 2-12=-294/1178, 3-12=-1058/497, 3-11=-7/302, 5-11=-9/306, 5-9=-1059/501, 6-9=-294/1177 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=3.0psf; h=25ft; Cat. II; Exp D; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * 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, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 481 Ib uplift at joint 1 and 503 Ib uplift at joint 7. 7) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard REACTIONS TOP CHORD BOT CHORD WEBS NOTES 2) Wind: ASC 4) All plates a 2-0-0 wide 1903 Ib upl 8) This truss i Job Truss Type Qty Ply E .209 Prelim B0021156 T26 CAL HIP 1 1 Job Reference (optional) Tri-County Truss, Burlington, WA., 98233, 7.110 s Dec 15 2008 MiTek Industries, Inc. Thu Mar 04 13:34:43 2010 Page 1 5-11-11 31-3-8 ; 5-8-8 5-10-4 10-9-14 : 15-11-5 : 21-0-11 : 26-2-2 oy 31-0-5 31-412 37-0-0 38-0-0 , 5-8-8 0-142 4-10-3 , 5-146 r 5-16 : 5-16 ’ 4-10-3 0-417 5-8-8 4-0-0 0-1-7 0-1-12 Scale = 1.61.4 44 = 1242 || 44 = 34 = 1.5x4 || 4x6 = 5x10 = 4 A 2 Pa = m 2 rm 8 a Ssa Pm _ ep is . secon (| X Yj N % be # \ \ \ VA en 3 bi, Vv \ Nv; he Vv; % iV; vi vB V4 Nv] \ pu 3 47 4 A \ /, Y/, X : Th \ \ \ Le \ Sa \ AN | vf 4 \\ Rx \ Wi VA A |. \\ ‘ \ \ g 9 »o | 4 ee ij an “4 ot. 82 o Base \ 10h Sen 17 16 15 2 443 2 1" oN 1.5x4 11 5x6 = 4x4 = 3x12 MT20H= 5x6 = 1.5x4 | — 4x8 = , 5-8-8 ; 10-9-14 : 15-11-5 ; 21-0-11 : 26-2-2 _ 31-3-8 : 37-0-0 ; J 5-8-8 : 5-1-6 ' 5-1-6 ' 5-1-6 ' 5-1-6 i 5-1-6 : 5-8-8 : Plate Offsets (X,Y): [1:0-3-7,Edge], [2:0-0-11,0-7-12], [6:0-3-0,Edge], [8:0-5-12,0-0-11], [9:0-3-7,Edge] LOADING (psf) SPACING 2-0-0 csi DEFL in (loc) WVdefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.95 Vert(LL) 0.48 13-15 >905 240 MT20 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.88 Vert(TL) -0.67 13-15 >650 180 MT20H 139/111 BCLL 0.0 * Rep Stress Incr NO WB_ 0.90 Horz(TL) 0.22 9 n/a n/a BCDL 10.0 Code IRC2006/TP1I2002 (Matrix) Weight: 178 Ib LUMBER BRACING TOP CHORD 2X4 HF No.2 TOP CHORD Structural wood sheathing directly applied, except BOT CHORD 2 X 4 HF/SPF 1650F 1.5E 2-0-0 oc purlins (2-1-1 max.): 2-8. WEBS 2X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 3-10-14 oc bracing. WEDGE WEBS 1 Row at midpt 2-16, 8-12 Left: 2X 8 SPF 1950F 1.7E, Right: 2 X 8 SPF 1950F 1.7E FORCES (Ib) - Maximum Compression/Maximum Tension 1) Unbalanced roof live loads have been considered for this design. cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 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 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1881 Ib uplift at joint 1 and and referenced standard ANSI/TPI 1. 9) Girder carries hip end with 6-0-0 end setback. 10) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). ‘COS NERAA SPB der ——— : 7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. (Ib/size) 1=2862/0-4-11 (input: 0-5-8), 9=2943/0-4-14 (input: 0-5-8) Max Horz 1=-234(LC 3) Max Uplift1=-1881(LC 4), 9=-1903(LC 3) 4-2=-3805/2626, 2-3=-3977/2901, 3-4=-4702/3383, 4-18=-4698/3380, 5-18=-4698/3380, 5-6=-4698/3380 , 6-7=-4698/3380, 7-8=-3975/2900, 8-9=-3796/2622, 9-10=0/47 1-17=-1925/2593, 16-17=-1926/2586, 15-16=-2886/3977, 15-19=-3368/4702, 14-19=-3368/4702, 13-14=-3368/4702, 12-13=-2806/3975, 11-12=-1746/2578, 9-11=-1744/2584 2-17=0/334, 2-16=-1612/2191, 3-16=-1464/1266, 3-15=-794/1107, 4-15=-633/652, 4-13=-43/52, 5-13=-618/631, 7-13=-792/1105, 7-12=-1464/1267, 8-12=-1618/2195, 8-11=0/332 E 7-05; 100mph; TCDL=4.2psf; BCDL=3.0psf; h=25ft; Cat. II; Exp D; enclosed; MWFRS (low-rise); re M720 plates unless otherwise indicated. will fit between the bottom chord and any other members. ift at joint 9. is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 Job Truss 3S Type B0021156 T26 CAL HIP Qty Ply ia R209 Prelim 1 1 Job Reference (optional) Tri-County Truss, Burlington, WA., 98233, LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-64, 2-8=-121, 8-10=-64, 1-9=-38(F=-18) Concentrated Loads (Ib) Vert: 2=-288 8=-288 7.110 s Dec 15 2008 MiTek Industries, Inc. Thu Mar 04 13:34:43 2010 Page 2 [Job Truss Type Qty ‘|Ply i 209 Prelim B0021156 727 GABLE 1 1 | Job Reference (optional) Tri-County Truss, Burlington, WA., 98233, 7.110 s Dec 15 2008 MiTek Industries, Inc. Thu Mar 04 13:34:44 2010 Page 1 _-1-0-0 , 5-0-0 ; 10-0-0 .11-0-0 , 4-0-0 7 5-0-0 , 5-0-0 4-0-0 | 44 = 5- 5 - 3 , a aFaraarehete%a%ePehate%e%e%a%e*e%e%e%e%s%e%s%e%s"6s se CeCe CECE CCC CCCCCCCCCONCOOONCON WB "eres LSS ff ff ose 1 / So a 18 7 16 15 14 13 12 aya = \ L = 154 1 1.5x4 II 15x4 |] 1.54 I] 1.5x4 I} 1.54 I 1.5x4 I = Scale = 1:30.1) \ 10-0-0 , ' 10-0-0 } Plate Offsets (X,Y): [2:0-2-6,0-1-8], [10:0-2-6,0-1-8] LOADING (psf) SPACING 2-0-0 CsI DEFL in (loc) Wdefl Ud PLATES GRIP TCLL 25.0 Plates Increase = 1.15 TC 0.11 Vert(LL) -0.00 11 nr 120 MT20 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.07 Vert(TL) -0.00 11 nr 90 BCLL 0.0 * Rep Stress Incr NO WB_ 0.05 Horz(TL) 0.00 10 n/a n/a BCDL 10.0 Code IRC2006/TP12002 (Matrix) Weight: 55 Ib LUMBER BRACING TOP CHORD 2X4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc BOT CHORD 2 X 4 HF No.2 puriins. OTHERS 2X4 HF 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=150/0-1-9 (input: 10-0-0), 10=150/0-1-9 (input: 10-0-0), 15=61/0-1-9 (input: 10-0-0), 12=88/0-1-9 (input: 10-0-0), 13=121/0-1-9 (input: 10-0-0), 14=95/0-1-9 (input: 10-0-0), 48=88/0-1-9 (input: 10-0-0), 17=121/0-1-9 (input: 10-0-0), 16=95/0-1-9 (input: 10-0-0) Max Horz 2=-185(LC 3) Max Uplift2=-106(LC 3), 10=-69(LC 4), 12=-68(LC 3), 13=-119(LC 6), 14=-49(LC 6), 18=-71(LC 4), 17=-117(LC 5), 16=-58(LC 4) Max Grav 2=150(LC 1), 10=150(LC 1), 15=116(LC 6), 12=88(LC 8), 13=122(LC 8), 14=97(LC 8), 18=88(LC 7), 17=122(LC 7), 16=97(LC 7) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD = 1-2=0/43, 2-3=-180/114, 3-4=-113/100, 4-5=-47/101, 5-6=-38/121, 6-7=-38/112, 7-8=-47/65, 8-9=-65/52, 9-10=-131/64, 10-11=0/43 BOT CHORD 2-18=-14/170, 17-18=-14/170, 16-17=-14/170, 15-16=-14/170, 14-15=-14/170, 13-14=-14/170, 12-13=-14/170, 10-12=-14/170 WEBS 6-15=-112/0, 9-12=-75/83, 8-13=-91/118, 7-14=-74/59, 3-18=-75/84, 4-17=-91/117, 5-16=-74/66 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=3.0psf; h=25ft; Cat. Il; Exp D; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 106 Ib uplift at joint 2, 69 Ib uplift at joint 10, 68 Ib uplift at joint 12, 119 Ib uplift at joint 13, 49 Ib uplift at joint 14, 71 Ib uplift at joint 18, 117 Ib uplift cofilif ia 14 nd LBoo uplift at joint 16. Job B0021156 Truss T27 3S Type GABLE Qty Ply [= R209 Prelim Job Reference (optional) Tri-County Truss, Burlington, WA., 98233, NOTES 9) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 7.110 s Dec 15 2008 MiTek Industries, Inc. Thu Mar 04 13:34:44 2010 Page 2 Job Truss Type Qty Ply E 209 Prelim B0021156 T28 COMMON 1 1 Job Reference (optional) Tri-County Truss, Burlington, WA., 98233, 7.110 s Dec 15 2008 MiTek Industries, Inc. Thu Mar 04 13:34:44 2010 Page 1 il 5-0-0 F 10-0-0 eee ; 5-0-0 5-0-0 Scale = 1:27.9 4x6 = 2 y, 1) \ Sf ee J ~ 12.00 [12 L eK / a eS q 11 mh “4 Jf wt YX ~ oe be \ \ ‘ \ \ _ Ps V4 \ \ 3 1 Jy : \ AY é / lal Ss I> j Bi Us1 in i SS SI 4x4 = Sell 4x4 = i 5-0-0 ; 10-0-0 ; ' 5-0-0 ' 5-0-0 ' Plate Offsets (X,Y): [1:0-0-2,Edge], [3:0-0-2,Edge] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Idefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.53 Vert(LL) -0.07 3-4 >999 240 MT20 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.80 Vert(TL) -0.13 3-4 >857 180 BCLL 0.0 * Rep Stress Incr NO WB 0.16 Horz(TL) 0.01 3 nla n/a BCDL 10.0 Code IRC2006/TPI2002 (Matrix) Weight: 34 Ib LUMBER BRACING TOP CHORD 2X4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-0 oc BOT CHORD 2 X4 HF No.2 purlins. | WEBS 2X4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS | (Ib/size) Max Horz 1=-187(LC 3) Max Uplift1=-324(LC 6), 3=-324(LC 5) FORCES (|b) - Maximum Compression/Maximum Tension TOP CHORD _ 1-2=-868/327, 2-3=-868/327 BOT CHORD _ 1-4=-199/558, 3-4=-199/558 WEBS 2-4=-269/783 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=3.0psf; h=25ft; Cat. Il; Exp D; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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. 1=956/0-1-9 (input: 0-5-8), 3=956/0-1-9 (input: 0-5-8) MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 324 Ib uplift at joint 1 and 324 Ib uplift at joint 3. 6) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) Girder carries tie-in span(s): 8-0-0 from 0-0-0 to 10-0-0 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-64, 2-3=-64, 1-3=-136(F=-116) { Job Truss ss Type Qty |Ply R209 Prelim B0021156 T29 GABLE 1 1 Job Reference (optional) Tri-County Truss, Burlington, WA., 98233, 7.110 s Dec 15 2008 MiTek Industries, Inc. Thu Mar 04 13:34:45 2010 Page 1 -1-6-0 6-7-8 12-5-8 ; 15-1-15 160 * 6-7-8 5-10-0 a 2-8-7 4- 1 - 5 H ST1 il 1.5x4 || 7 real al Al ney thy j U a U Cc 1.5x4 | 7 Fd 1.5x4 || 5 - 3x4 = 1.5x4 || 6-7-8 ; 12-5-8 F— 6-7-8 5-10-0 : Plate Offsets (X,Y): [6:0-2-0,0-0-0) LOADING (psf) SPACING 2-0-0 csl DEFL in (loc) IWdefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.60 Vert(LL) -0.06 2-7 >999 240 MT20 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.41 Vert(TL) -0.16 2-7 >902 180 BCLL 0.0 * Rep Stress Incr YES WB 0.65 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code IRC2006/TPI2002 (Matrix) Weight: 54 Ib LUMBER BRACING TOP CHORD 2X4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-12 oc BOT CHORD 2 X 4 HF No.2 purlins, except end verticals. WEBS 2X4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2X4 HF No.2 Mitek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (|b/size) 6=703/0-1-8 (input: 0-5-8), 2=605/0-1-8 (input: 0-5-8) Max Horz 2=198(LC 4) Max Uplift6=-272(LC 4), 2=-260(LC 5) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/22, 2-3=-1035/268, 3-4=-139/54, 4-5=-44/0, 4-6=-370/232 BOT CHORD 2-7=-283/953, 6-7=-283/953 WEBS 3-7=0/268, 3-6=-1003/345 NOTES 1) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=3.0psf; h=25ft; Cat. Il; Exp D; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1 .60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail” 3) Gable studs spaced at 1-4-0 oc. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 272 Ib uplift at joint 6 and 260 Ib uplift at joint 2. 7) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Type Qty Ply Es 209 Prelim B0021156 T30 MONO TRUSS 5 1 Job Reference (optional) Tri-County Truss, Burlington, WA., 98233, 7.110 s Dec 15 2008 Mitek Industries, Inc. Thu Mar 04 13:34:45 2010 Page 1 -1-6-0 6-7-8 12-5-8 15-1-15 “460 6-7-8 5-10-0 2-8-7 4- 1 - 6 34 = 6-7-8 \ 12-5-8 ; _ 6-7-8 ' 5-10-0 ' LOADING (psf) SPACING 2-0-0 csi DEFL in (loc) I/defl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.60 Vert(LL) -0.06 2-7 >999 240 MT20 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.41 Vert(TL) -0.16 2-7 >902 180 BCLL 0.0 * Rep Stress Incr YES WB 0.65 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code IRC2006/TPI2002 (Matrix) Weight: 46 Ib LUMBER : BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-12 oc BOT CHORD 2 X 4 HF No.2 purlins, except end verticals. WEBS 2X4 HF 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) 6=704/0-1-8 (input: 0-5-8), 2=605/0-1-8 (input: 0-5-8) Max Horz 2=198(LC 4) Max Uplift6=-272(LC 4), 2=-260(LC 5) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/22, 2-3=-1035/268, 3-4=-139/54, 4-5=-44/0, 4-6=-370/232 BOT CHORD =. 2-7=-283/953, 6-7=-283/953 WEBS 3-7=0/268, 3-6=-1003/345 NOTES 1) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=3.0psf; h=25ft; Cat. Il; Exp D; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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 capable of withstanding 272 Ib uplift at joint 6 and 260 Ib uplift at joint 2. 5) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Max Horz 2=105(LC 4) [Job Truss ss Type Qty [Ply R209 Prelim | B0021156 T31 GABLE 1 1 Job Reference (optional) Tri-County Truss, Burlington, WA., 98233, 7.110 s Dec 15 2008 Mitek Industries, Inc. Thu Mar 04 13:34:45 2010 Page 1 : -1-6-0 L 4-6-8 i 8-0-0. 46-0 4-6-8 3-5-8 4 Scale = 1:17.3 2 4 ; a Tx Ti L_I 3x4 = cae LOADING (psf) SPACING 2-0-0 csl DEFL in (loc) WVdefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.16 TC 0.26 Vert(LL) -0.19 2-5 >484 240 MT20 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.57 Vert(TL) -0.47 2-5 >193 180 BCLL 0.0 * Rep Stress Incr NO WB_ 0.12 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code IRC2006/TP!2002 (Matrix) Weight: 28 Ib LUMBER BRACING TOP CHORD 2X4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc BOT CHORD 2X4 HF/SPF 1650F 1.5E purlins, except end verticals. WEBS 2X4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2X 4 HF No.2 MiTek recommends that Stabilizers and required REACTIONS (lb/size) 2=443/0-1-8 (input: 0-5-8), 5=308/0-1-8 (input: 0-5-8) cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. Max Uplift2=-218(LC 5), 5=-100(LC 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/22, 2-3=-505/225, 3-4=-35/24, 4-5=-94/50 BOT CHORD 2-5=-214/454 WEBS 3-5=-474/251 NOTES 1) Wind: ASCE 7-05; 100mph; TCDL=4.2psf, BCDL=3.0psf; h=25ft; Cat. Il; Exp D; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 3) Gable studs spaced at 1-4-0 oc. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 218 Ib uplift at joint 2 and 100 Ib uplift at joint 5. 7) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard (Job BO0021156 Truss T32 “ype MONO TRUSS aty 2 Ply Es ‘09 Prelim 1 Job Reference (optional) Tri-County Truss, Burlington, WA., 98233, 7.110 s Dec 15 2008 MiTek Industries, Inc. Thu Mar 04 13:34:46 2010 Page 1 TOP CHORD WEBS NOTES LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 2-5=-94(F=-74), 1-4=-64 FORCES (Ib) - Maximum Compression/Maximum Tension 1-2=0/22, 2-3=-756/223, 3-4=-24/18, 4-5=-70/36 BOT CHORD = 2-6=-226/695, 5-6=-226/695 3-6=-74/311, 3-5=-747/243 REACTIONS (Ib/size) 2=570/0-1-8 (input: 0-5-8), 5=425/0-1-8 (input: 0-5-8) Max Horz 2=80(LC 4) Max Uplift2=-275(LC 5), 5=-146(LC 3) ; -1-6-0 3-6-4 : 5-11-8 ; 1-6-0 | 3-6-4 2-5-4 ' Scale = 1:13.8 6 1.5x4 |] 5 a= j 3-6-4 i 5-11-8 4 : 3-6-4 ' 2-5-4 : LOADING (psf) SPACING 2-0-0 CsI DEFL in (loc) \Wdefl Ld PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.26 Vert(LL) -0.02 2-6 >999 240 MT20 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.41 Vert(TL) -0.05 2-6 >999 180 BCLL 0.0 Rep Stress Incr NO WB O11 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code IRC2006/TP12002 (Matrix) Weight: 21 Ib LUMBER BRACING . TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-8 oc BOT CHORD 2 X 4 HF No.2 purlins, except end verticals. WEBS 2X4 HF 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 | nstallation guide. 1) Wind: ASCE 7-05; 100mph; TCDL=4.2psf,; BCDL=3.0psf; h=25ft; Cat. Il; Exp D; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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 capable of withstanding 275 Ib uplift at joint 2 and 146 |b uplift at joint 5. 5) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 6) Girder carries tie-in span(s): 6-0-0 from 0-0-0 to 5-11-8 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). f a | | | | se a oe mt —— mi ch e Fa f a ct o | su k 1 — a, ~ f l | mo E | 3 - : | = hi s . | fi AS } | = i = <i = |_ | _— ma } —_ | 2. = SA a a Jo i e Lc z 1a LS A T ~ | r ‘l i n a io | (e e Pi s o i . a) “| a lh TT or 2 in n | | + = ~O \ } _ wd _ a — fo s ee ee e ee oo = b | ab a” : ea ) = S "— \ a oo ia C na n LY i ee ee + re ] fl S} Pl | o™ Q 2 Pa ir ) | i ee a ee ed A ao x y = ) i Aj jt tT We zi ti J to ® 3 ‘ 3 fi e 1 |_ | 7 | 3 8 | Ci r tL = | y e ra ) a 3- 2 = te t +s 3 AH O , ™ 3 Q — ae rs | “ Ko m, = be e s ~ 13 te a i ta — SF E : ve l CV ) “S s an | Ba z iS = ™“ s i x) =, ar ¥ #/ 2 fo o d es e t a V OS , ay fe a v \— + $ — aN VA S + Yo aa , OR E S i: | a BR A G _| VA r rt _| J td M | 5 q o | " J VY at | aN Ie 21 5 n : JA _G R ie rs ie |e ma l a a \ | KE S H R S I E G * | & Au s it ) 4 tt DA La l i ma KS u S) St wa mi ) | a ae a NK he yY Q MY Uy NI | | as wb q) 0 \ iS . 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[I M I S 4 5 \\ \ \ NS vt Sa IE SA - , N ve zl | N pt ag \ i mi = nH hh tt x 4K | re { { if ~— — y , f N) : D N; iS ) Vi c t 19 0 \ VA T S : ’ NN Y Q f | \S | SN MA r A NM — = LW he ha Ss : \ DS \— © N+ Q ®) SS ha r e gq . y WI R = I ul Ne V a wi W V) QV SC P E ae Se ) | ea PS P tb we K OX - 4 — S a ts | 3 ta e 4 on e s } # Hg A fa a +t aR Th y NO \ Vy ) i \ \ +t we t [| yd t ha s = = fi Ni r V N NM we s Nt 1W a \ () mS JM E N ae es ph e 7 W Ha er ie Cs IP s € S A= et o Xe St [O r s Hd \J \A £Q 2 wi ST gi g ee 3 Pe ee e LN SE SN mi St ta e [y i OL OL A aw a 4 = rN 2 VP as | \ eR SS ) , T U C O E E E P U P P E T g S S F g S| | wi s v Sa PR Y aa n = t e H C N St h 8 S o f h N * } —f fl e | ~ a | Re im 1) ro Nt \ f \ » Va t . e s x = g y + 4 - 9 8 C m S E E S LW A ™— \ , | Wr N nV 5 . i i n e e e e mr A e s S e e R I N e wa l [ | \D 4) : a el ~ r AL N AT TT / VS / g q 44 \ ‘ a, ~ \U / 1 EN Sh ; ; J/ \ AN 4 * ( Ly | = N a NY \ N ~ le VA ee \ y yp e = WD ~ A . fb NS N ra Pa | - \ Ta N i ( SI S T A . ; 4 “ 4 U M N ) , + om ch RY \ {\ | a QL <> Vi N Ra i | \ AS ) 1 NY \ W MW ‘\ ~\ KO N Y NR qv x 4 (\ + ] ~ \ t = ¥ 5+ 4 mM | 7 \ F a e a g e s a e S t e e r B g a h L O S E , a N a a m m r i r e R E S T T S T e L I E R W A F A R L O S S g \ =| C S A S I N IN p = LA R U E \ S A V E S . fc cE : " A i h e o g x H O ZY iS S u n : C C I E S P S T C O A e t T ; a y & NE V E S S C R o S i m m i n t i e SO R LE A R N : R O E E O S U B / R S E R I E S C E E T E E R S E R C L E s x Q m ey it wa y s N S E AN i ) N) LE N N Y iS 4 {9 \ = V+ NY a ty pu aN X ¥ Vv 7 m >t ol Ni : p S g g o g s a t s = H S L t S C 4 ; ST E R N T T TA S Ax e d t= a f IN a n y \h = oS © j rm ~ Am [ w IN S N y pi e A N H E N E I t t S C e B e S S o e o S o J T HO a y e e S i y e S g l e a ) Wi t } q NI << ~ Se = a il . fe a eS dD aa ) » A < 1 Pe i s | + Q C] fa s a + _ m4 wa = <= < ay i J 5 \ ] WJ sa s = NN > 17 Sy | = - M e 4ttt+thy / Lf fH we ae y —) ' () al fx =) aN : / 4 5 | LOAN, fecteu_ | 4 ATEUAL Z a LAME (AD = si B7¢7C4 med esis 7 / ' Y \ (Rt BWEL/ Ol = WBpde (CA lan Go el Yt =| $163 fia + Yee dc} — c 4 : ATH Le \S"ol 6. (47 | Pela — | OTM = Bx 14 X Ml) = Herik et 7 DL ERXLO | t+ Oxo} tris! = st ALD / rnd (Dn = AWS KID 2 Yor eo | Pa Ue) STU. MN=| (“e234 +ee0) Ara CET | S — | : to] ys) Dh M WAH M7 XV ep = AIL | OC NE BLP NWEK LH VCS | er. LS SST it Z = 1614e5 # | Om a7 fst tll pce (OG cern. |) | | ra CV VE ADus = does |/2t.1s + VWBe@e | LA = f ; fm | == _~ > ae a lf t LI WHS Bel DB Ad. 4 GACT Zt LNG, > Mensacsees: sala sctakansii sash Lamont aim |= eet 44a |=) P77? OD is = LZ a) t+ GisKkloit G. Sri BS) + $33 P wale fiat i) ; = eZ +d Q2 VASA Lic = Gl7 | ( fpf C | ‘o ‘ HOE CALI Baer ) AZZI7S |= LAY EF > EE? Ld et 4) nani N wear TAO =121xX/2= | 4as CAS LOMEHR PERC) | ‘ ™ _ Bra | mo - i | | fot | |_| | La _ | | = L | Seen TT yt AN to h >. r \ \ IN a) ya [* bp x VU / | \ C \\ i . > ‘ S) N => g BY x, as t LY _ NS SW ] Ny te ci JN 5 de “ . f a. SU S v nN Pa N S E R AS G mm NM I Vi (i X | fs IN AS \ Vi o l | SU S E rt o np = 4 tr iN SN aA ln \ me P il WN ) a | al NN I I A N a Mi s Ss = J AG T ) N ee ie Ss On i s ‘ Y VI : NE D / ws Ss A AN AS O T ea l HE T DS cs NR K el ih sy YJ a. NC Te Da s cn n rm a x NM si l l \ aN nS Mk IM yl + a_ 1 0 a_ \ ~ MS I SI N oY II IS N AA S ae ) “T R E 2 : ST O N TA R T — a | A \ \2 Pw J = Wo N Se c i c e TO R CP AR Re n n y , ¥ we VV V \l ni 4 rt NY Ss ra l * \ LY ~— NX 0 | s) IN } ye tt & ly S CN = Xo (e ) ; + GR E BN NC \A iS ie SB : NU lo l er a 7 N\ WN OS Ls NS OA T N 7 C V/ \ SS 1 wy x = . we KR Ka l ty NN Nh \ a xX , AS . tt “e A Oy eT in (N O T Se IN Wi g Ag e YA oO ) [S RO R I I N N AA S r ai ™ N [4 fy Pi a o NS A g N m™ \ IN A “ / 4 \ $ Ol y \ < St Al ta l ta l Ve iQ Wi t t ty id dd SS NT y ‘e d “a t y J J £9 i 4 c 2 3 WE T Ri we 4 Op es t a t hd t+ b G VA S J} 7 KS N 45 Na y , Nw | al ra e 7 an L Ta N So / ma N) yf or Wy w Au ie < > x | ~ a MI H > me 4 ; in a [y s J . + ~ A SH I N L = AN T ) ws : 6 +] AY ~ + S LL Si g |. IN ol \ SK \. tt WJ \ o \ eH | ZI O N j | . w\ Wa \ “ ® | / | V Pa Ww W ‘ - a ns aA wt h = WL I N SS ‘ a <& ra p "i x Se N Ni aw e MY C aa n am e s SY IN sa . ~~ NY iw \\ “I J nd a2 iS Wa s A pi e iM A | NN < Va ) ; Ra ™ RA an Pw na d g x ay \ Ka i ~ ZA we G < AY ~) \ : & ") | * Pa l a k a th y mm .N =s NJ f. ~c A ra = WN >< V4 Si e a Wo t ) 9 y, xX ~ . U r \ th ee is VR e h gy ~ - = >< a i \ . bi s ( =: i] ND \ tp t (I = \] L a ey L me 7 VI i Q Pa l _ ‘ NA N 2 Va n ec y) ai a SN ar SY wy \ f \ i a >) an V W + Zé ih NY | / Se ) ne S Ke \ | rz N S RN Se i el f» . Pe a l re s I~ ™N ts NU N x } ~ DA N LE N i 3 ia l an "| a Ph S \ F le y ~ ™ NN \ i ae s a | > eS ai ST el f (\ NS Lf Sl / IN E Ni d | SE R SI U E C ‘ } } I £ J [y Si t a 24 ud lq as S RO N » Wa 13 ) Ss Si s k hs = TS ! > “7 he di } yw iu aw d or ) L al il l aah aw Sa w | ‘ al i ( NS | \ fs Na y IN m om e x _ \f ~ LD an YY hs hd x 9 ie J 3e “2 ' i or e (N +4 SE M I N | AE S b O r a? : a: ~ rs YY af in s : x x N (S N vA = MC C RO T x FI L P vA . Tl tT Na S NN vi n d oe De ae Ni ae ls 4 1 ' = \ y Q S Ww j Ld N J i) fm = ei of FA W iY tw | Oe ce l RI A 3X | 0 = eS es e iy V7 ? iN es eS 7 ol e ~~ | — ~ ey WT le e r a al — mR ee e ey = | en r = I Ne n e aN i _ 4 AT X at iA \ : a WS ] > : =\ XS Ay j ND i S N = \. \ < \ Ml at LY | SC NW Mi e TS | N Ks ) 1/ 9 | 2 a w sa l l e ad RY vi Pa l i ER A Se x PE C K CC H SS ‘u a l er se n i t / NP ak e Te ca m i - as vs am e c : . EO PA S C NY uf Ny iM Ww W iy ER a i F s x qo WN = TT MS A] (O x W in d QL T np \A p . x! a ee AY we WN : 4 - ad w 1h ( wa y AN . : NS = = WY he ~ pe : x . s ~ 4 > Ga l s il fi ni t WW 4 2 An al bi x RS 4 eT Ty a Vi A D S m (l x \ Ne J | LY Px > J W f NN 2 an aN ©) oS 2 a rN nS “ oN x | 19 ‘ = wl Td aN > > Ly J XK > DS .g | a w QT WI N a + ' W A OY ry ia n at k S RA “) aN q | in t J va y | U \ WJ \w me iN vi iS TE E Sa l th a CO P S PO P As t e r NN iy WL | ir a e E’ aS [ AR V <3 fv } “ ' = R) fa ) (= wr — ay rn ) Vi f\ ny * ' ) ra ) = \ = rd gi } = Wi \ . { L a ~ } ee = ci NI NY 4- 8 y a SS T N> Z GS a = al ~ af = -' | [e o 4 = 4 S| { . Nj NY wl ~< iN }i ) \ ; ys | ny x aN a N a) / t ra NW Al Ls Iw ™ Xi L a oh SN S Ps NI ." x \) a Ss } th LD wm Xi » [L W IN >} My fe ‘. di NI T E S TT R © Wi e r ~ SN I P S VN N NA S 2) x ' a \ Q wh e t ie XY d oi ‘ . Na ! ~ NA S M = t Y VA < x 2 © gt e i y NQ | 7 3 Xo ~ 4 A ao r wi e ha h am na n ay e > 4 If | __ y N » l “4 21 S an N “= ~ ~ MT N = Ga N ak ~ 9) |) < Ra s 0 Ti e Mu n e i, “a eS te TT S NS yo iS aP C OC S CR C RT E RS C CS N Y x ‘ SS O SS C s a [ pe t o~ jt é e A Q as +o Pe Ne hh —_ . Np NR ie e e 5k ® Ys Ra Ma KX i‘ \ q x Q ¢ \ Lo a Nw a ‘a NJ fe ) t : Ni No k YT ee ee y NI M Yi h v) N J 2 | a X Q ~ YY r~ RS \A MW he eI Ay NX S —— ® N J < SS L N 1 <| | ee : i of yp r VE N WL L L LM A wr y SX wy i ta | NT \) 5 a PROJECT: SPENCER RESIDENCE CLIENT: ESTES BUILDERS JOB # 10061 DESCRIPTION: 18' STUDS SIDES WINDOWS DATE: 3/11/2010 ZENOVIC AND ASSOCIATES, INC. 301 EAST 6TH STREET SUITE 1 PORT ANGELES, WA 98382 SECTION _ UNBRACED DEPTH OF MEMBER MODULUS OF COMP. DESIGN BENDING DESIGN [_WIND FACTOR] Ib/ft TABLULATED VALUES(SEE SHEET 2) __— LOADING INFO. } Pg ee VERT. LOAD MOMENT HORIZ. REACTION Ke P M fe Paxies 8 Peet (Ib, (ft-lb) _(Ib) 754.0 171 COMPUTED VALUES _ fb(psi) b(p ‘B(p: fc(psi) F*c(psi) 598 1556.4 1556.1 63 2334.15 F'c(psi) 315 “72 . v2 p_-|\K2k = papell +(F/F) (1+ F)) Pel F “ Le/d 325 eee 20 2c c tf.) i’ —_— + b < | 0 EE ee F F' - IF . COMBINED LOADING CALC. DEFLECTION Sled 6 © cE, 0.52 OK 4 (in) f ——————————— 0.63 =+| <1 0 AXIAL LOAD CALC Lx a | 0.20 OK (infin) 334 ft, mg CALC Fi. $1.0 0.38 OK __ SUMMARY NO. MEMBERS 2 SIZE b h 2 6 MODULUS LENGTH (UNBRACED) ELASTICITY STRENGTH VALUE # w A s L d E Fe Fb . (sq. in) (in’3) : , ne 16.5, | 15.13 ZENOVIC AND ASSOCIATES, INC. PROJECT: SPENCER RESIDENCE 301 EAST 6TH STREET SUITE 1 CLIENT: ESTES BUILDERS PORT ANGELES, WA 98382 JOB # 10061 DESCRIPTION: 18' STUDS BTWN. WINDOWS DATE: 3/11/2010 SECTION UNBRACED DEPTH OF MEMBER MODULUSOF COMP. DESIGN BENDING DESIGN MODULUS LENGTH (UNBRACED) ELASTICITY STRENGTH VALUE s i d E Fe Fb (in*3) in a . 5 30.25 spiro 4S ea iene CA 7 Pie BGS SPS AS aS 1st RE GRR, 3 Ib/ft U ET: LOADING INFO. T. BUCKLING COEF. VERT. LOAD MOMENT HORIZ. REACTION z Hi eae SS wicca Ib, (ft-lb) (ib) 2834.6 643 COMPUTED VALUES fo(psi) ‘b(psi) b(p fe(psi) F*c(psi) ee 1124 1556.1 1556.1 80 2334.15 F'c(psi) 315 , At . v2 pr, -|Ke£ a i+(F./F) (i+ Fl Pal F. a (2./ d } 325 = 2c 2c c c 2 Sf. + Af b $] 0 NY F'’ F's -Uf/F : COMBINED LOADING CALC. DEFLECTION Lt ¢ 6 e Lz, 4.02 OK Z (in) 11 rf ‘1.0 [AXIAL LOAD CALC Lix a 0.25 OK (infin) 178 f, ees CALC Fh $1.0 0.72 OK SUMM NO. MEMBERS 4 SIZE b h 2 6 PROJECT: SPENCER RESIDENCE CLIENT: ESTES BUILDERS JOB # 10061 DESCRIPTION: 18'STUDS SIDES WINDOWS 3/11/2010 DATE: ZENOVIC AND ASSOCIATES, INC. 301 EAST 6TH STREET SUITE 1 PORT ANGELES, WA 98382 MEMBER INFO. NO. MEMBERS| MEMBER TOTAL AREA SECTION UNBRACED DEPTH OF MEMBER MODULUS OF COMP. DESIGN BENDING DESIGN WIDTH MODULUS LENGTH (UNBRACED) ELASTICITY STRENGTH VALUE A Ss L d E Fe Fb (sq. in) (in*3) S Si Si LOADING INFO. VERT. LOAD MOMENT HORIZ. REACTION P M Ib (ft-lb) (ib) 1794.3 407 fo ‘b(psi) ‘b(p (psi) F*c(psi) 1424 3617.6 3617.6 106 3990 F'c(psi) |_339 | F = KaxE FcE F' = Fx 1 +(Fe/F) 1 Arar) F.IF) cE Jd 345 e e 2c c al i. - + b < ] 0 (a F F's -U/F . COMBINED LOADING CALC. DEFLECTION Suled 6 ef 0.67 OK 4 (in) f = L+} 619 AXIAL LOAD CALC Ux FR’, : 0.31 OK (infin) 149 f, BENDING CALC F, $1.0 ; OK _ SUMMARY NO. MEMBERS 2 SIZE b h 2 6 BoISE Sing! 1/8"x9" BOISE GLULAM® 2 = ‘/4/DF Floor Beam\FB01 BC CALC® 2.0 Design Report - US 1 span | No cantilevers | 0/12 slope Friday, March 12, 2010 07:36 Build 287 File Name: BEAMS AND HEADERS Job Name: 10061 ESTES-SPENCER Description: FB01 Address: Specifier: SRH City, State, Zip: PORT TOWNSEND, WA Designer: Customer: Company: ZENOVIC ASSOCIATES, INC. Code reports: ICBO 5745, LA - 01365 Misc: BO, 3-1/2" B1, 4-1/4" LL 1,422 Ibs LL 1,438 Ibs DL 393 Ibs DL 397 Ibs Total Horizontal Product Length = 11-00-00 Live Dead Snow’ Wind Roof Live Load Summary Tag Description Load Type Ref. _Start End 100% 90% 115% 133% 125% Trib. 1 Standard Load Unf. Area (psf) Left 00-00-00 11-00-00 40 10 06-06-00 Controls Summary Value % Allowable _ Duration Case Span Disclosure Pos. Moment. 4,554 ft-lbs 54.0% 100% 1 1 - Internal Completeness and accuracy of input must End Shear 1,469 Ibs 29.6% 100% 1 1 - Left be verified by anyone who would rely on Total Load Defi. L/477 (0.263") 50.3% 1 1 output as evidence of suitability for Live Load Defi. L/609 (0.206") 59.1% 1 1 nav ib sete ae based Max Defl. 0.263" 26.3% 1 1 eeleean seieknolicae, Span / Depth 14.0 n/a 1 installation of BOISE engineered wood products must be in accordance with % Allow % Allow current Installation Guide and applicable Bearing Supports _ Dim. (L x W) Value Support _ Member __ Material pc po To ote —— Guide BO Wall/Plate 3-1/2" x 3-1/8" 1,815 Ibs n/a 25.5% Unspecified een ee eee B1 Wall/Plate 4-1/4"x 3-1/8" 1,835 Ibs nla «21.3% ~—- Unspecified (OOD) ZE2O7RS ets: MARSH, BC CALC®, BC FRAMER® , AJS™, Notes ALLJOIST® , BC RIM BOARD™, BCI® , Design meets Code minimum (L/240) Total load deflection criteria. BOISE GLULAM™, SIMPLE FRAMING Design meets Code minimum (L/360) Live load deflection criteria. Slice eRGAROe — Design meets arbitrary (1") Maximum load deflection criteria. VERSA-STRAND®, VERSA-STUD® are trademarks of Boise Wood Products, LLC. Page 1 of 1 BOISE Single 1 ~‘ I" x 11-7/8" VERSA-LAM® 2.07700 DF — Floor Beam\FB02 BC CALC® 2.0 Design Report - US 1 span | No cantilevers | 0/12 slope Friday, March 12, 2010 07:49 Build 287 . . File Name: BEAMS AND HEADERS Job Name: 10061 ESTES-SPENCER Description: FB02 Address: Specifier: SRH City, State, Zip: PORT TOWNSEND, WA Designer: Customer: Company: ZENOVIC ASSOCIATES, INC. Code reports: ESR-1040 Misc: wh BO, 3-1/2" B1, 4-1/4" LL 1,097 Ibs LL 1,113 Ibs DL 497 Ibs DL 1,421 Ibs SL 333 Ibs SL 1,867 Ibs Total Horizontal Product Length = 08-06-00 Live Dead Snow Wind Roof Live Load Summary Tag Description Load Type Ref. Start End 100% 90% 115% 133% 125% Trib. 1 Standard Load Unf. Area (psf) Left 00-00-00 08-06-00 40 10 06-06-00 2 Conc. Pt. (Ibs) Right 01-06-00 01-06-00 1,320 2,200 n/a Controls Summary Value % Allowable _ Duration Case Span Disclosure Pos. Moment 5,186 ft-lbs 46.9% 115% 2 1 - Internal Completeness and accuracy of input must End Shear -3,957 Ibs 87.2% 115% 2 1 - Right be verified by anyone who would rely on Total Load Defi. L/796 (0.12") 30.2% 2 1 oa = sani of Grd hee beaed ; " 9, articular application. Outpu “fh Oy Defi. 7 Da (0.085") a be 7 ' on building code-accepted design : : : properties and analysis methods. Span / Depth 8.1 n/a 1 Installation of BOISE engineered wood products must be in accordance with % Allow % Allow current Installation Gulde and applicable Bearing Supports Dim. (L x W) Value Support ___ Member __ Material ser ae To = —— Guide BO Wall/Plate 3-1/2" x 1-3/4" 1,927 Ibs n/a 41.9% Unspecified ee et) Pe eee B1 Wall/Plate 4-1/4" 1-3/4". 4,401 Ibs nla 78.9% Unspecified (ap yeeeores bones keeaamn. BC CALC®, BC FRAMER® , AJS™, Notes ea , BC RIM BOARD™, ans ; Design meets Code minimum (L/240) Total load deflection criteria. pecan pol pega teyer Design meets Code minimum (L/360) Live load deflection criteria. Shee ins Ries j VERSA IM Design meets arbitrary (1") Maximum load deflection criteria. VERSA-STRAND®, VERSA-STUD® are — of Boise Wood Products, L.L.C. Page 1 of 1 BOISE Single BC CALC® 2.9 Design Report - US 12" x 11-7/8" VERSA-LAM® 2 3 spans | Left cantilever | 0/12 slope 100 DF Floor Beam\FB03 Friday, March 12, 2010 08:35 Build 287 File Name: BEAMS AND HEADERS Job Name: 10061 ESTES-SPENCER Description: FB03 Address: Specifier: SRH City, State, Zip: PORT TOWNSEND, WA Designer: Customer: Company: ZENOVIC ASSOCIATES, INC. Code reports: ESR-1040 Misc: | B1, 3-1/2" B2, 3-1/2" B3, 4-1/4" LL 1,515 Ibs LL 1,241 Ibs LL 449 Ibs DL 261 Ibs DL 582 Ibs DL 1,337 Ibs SL 434 Ibs SL 1,937 Ibs Total Horizontal Product Length = 24-00-00 Load Summary Live Dead Snow’ Wind Roof Live Tag Description Load Type Ref. _ Start End 100% 90% 115% 133% 125% Trib. 1 Standard Load Unf. Area (psf) Left 00-00-00 24-00-00 40 10 01-03-00 2 Unf. Lin. (pif) Left 00-00-00 04-06-00 160 40 n/a 3 Conc. Pt. (Ibs) Left 15-06-00 15-06-00 495 124 n/a 4 Conc. Pt. (Ibs) Right 01-06-00 01-06-00 1,320 2,200 n/a Controls Summary Value % Allowable__ Duration Case Span Disclosure Pos. Moment 4,481 ft-lbs 18.3% 115% 13 3 - Internal Completeness and accuracy of input must Neg. Moment -3,883 ft-lbs 15.9% 115% 19 2 - Right be verified by anyone who would rely on End Shear -3,626 Ibs 39.9% 115% 13 3 - Right output as evidence of suitability for Cont. Shear 1,383 Ibs 15.2% 115% 19 3 - Left Pantene steal Ouiput id based Uplift 104 Ibs n/a 19 1 - Right srstinien ond coeivanreeliods. Total Load Def. 2xL/1,215 (0.089") 19.7% 13 1- Cantilever _ installation of BOISE engineered wood Live Load Defi. 2xL/1,610 (0.067") 22.4% 13 1-Cantilever products must be in accordance with Total Neg. Defi. -0.021" 4.1% 13 2 current Installation Guide and applicable Max Defi. 0.132" 13.2% 13 3 —, codes. To ran Installation Guide or ask questions, please call Span / Depth 13.8 na 3 (800)232-0788 before installation. . % Allow = % Allow BC CALC®, BC FRAMER® , AJS™, Bearing Supports _ Dim. (Lx W) Value Support Member Material ALLJOIST® , BC RIM BOARD™, BCI® , B1 Beam 3-1/2" x 3-1/2" 1,775 lbs 19.3% 19.3% Versa-Lam 1.7 BOISE GLULAM™, SIMPLE FRAMING B2 Post 3-1/2" x 3-1/2" 2,257 Ibs nla 24.6% Unspecified See Meer ali VERSA-RIM . w ” [ey . . - , B3 Wall/Plate = 4-1/4" x 3-1/2 3,724 Ibs n/a 33.4% Unspecified VERSA-STRAND®, VERSA-STUD® are . trademarks of Boise Wood Products, Cautions L.L.C. Uplift of 104 Ibs found at span 1 - Right. Notes Design meets User specified (2xL/240) Total load deflection criteria. Design meets User specified (2xL/360) Live load deflection criteria. Design meets arbitrary (1") Maximum load deflection criteria. Page 1 of 1 BOISE Single 3- ~~" x 10-1/2" BOISE GLULAM® =--V4/DF __ Floor Beam\FB04 eer ta 2.0 Design Report - US 1 span | No cantilevers | 0/12 slope Friday, March 12, 2010 08:39 ui Job Name: 10061 ESTES-SPENCER File Name: BEAMS AND HEADERS Description: FB04 Address: Specifier: SRH City, State, Zip: PORT TOWNSEND, WA Designer: Customer: Company: ZENOVIC ASSOCIATES, INC. Code reports: ICBO 5745, LA - 01365 Misc: PSPS SS PSS SSS SSeS iy | 12-06-00 J BO, 3-1/2" B1, 3-1/2" LL 2,046 Ibs LL 1,215 Ibs DL 748 Ibs DL 439 Ibs SL 298 Ibs SL 136 Ibs Total Horizontal Product Length = 12-06-00 Load Summary Live Dead Snow Wind Roof Live Tag Description Load Type Ref. _ Start End 100% 90% 115% 133% _ _—«125% Trib. 1 Standard Load Unf. Area (psf) Left 00-00-00 04-00-00 40 10 06-03-00 2 Unf. Area (psf) Left 04-00-00 12-06-00 40 10 03-00-00 3 Conc. Pt. (Ibs) Left 04-00-00 04-00-00 1,241 582 434 n/a Controls Summary Value % Allowable _ Duration Case Span Disclosure Pos. Moment 7,978 ft-lbs 69.5% 100% 1 1 - Internal Completeness and accuracy of input must End Shear 2,420 Ibs 41.7% 100% 1 1 - Left be verified by anyone who would rely on Total Load Defi. L/376 (0.384") 63.8% 2 1 output as evidence of suitability for Live Load Defi. L/499 (0.289") 72.1% 2 1 pares aepeceton, Cutout hate based Max Def 0.384” 38.4% 2 1 pater phate eet . : . nalysi F Span / Depth 13.8 n/a 1 installation of BOISE engineered wood products must be in accordance with % Allow % Allow current Installation Guide and applicable Bearing Supports _ Dim. (Lx W) Value Support Member __ Material -_ _— To che an Guide BO Post 3-1/2" x 3-1/8" 3,092 Ibs nla 43.5% Unspecified ee ee B1 Post 3-1/2" x 3-1/8" 1,790 Ibs n/a 25.2% Unspecified (800)232-0788 before installation. BC CALC®, BC FRAMER® , AJS™, Notes ALLJOIST® , BC RIM BOARD™, BCI® , Design meets Code minimum (L/240) Total load deflection criteria. Design meets Code minimum (L/360) Live load deflection criteria. Design meets arbitrary (1") Maximum load deflection criteria. Page 1 of 1 BOISE GLULAM™, SIMPLE FRAMING SYSTEM® , VERSA-LAM®, VERSA-RIM PLUS® , VERSA-RIM®, VERSA-STRAND®, VERSA-STUD® are oo of Boise Wood Products, L.L.C. BOISE Single | BC CALC® 2.0 Design Report - US Build 287 Job Name: 10061 ESTES-SPENCER Address: City, State, Zip: PORT TOWNSEND, WA Customer: Code reports: ESR-1040 2" x 11-7/8" VERSA-LAM® 2. 2 spans | No cantilevers | 0/12 slope Floor Beam\FB05 Friday, March 12, 2010 08:45 ~ 00 DF File Name: BEAMS AND HEADERS Description: FB05 Specifier: SRH Designer: Company: ZENOVIC ASSOCIATES, INC. Misc: [. rr yyy yy yw iy H H T H T 1 | B1, 3-1/2" BO, 4-1/4" B2, 4-1/4" DL 1,183 Ibs LL 118 Ibs LL 122 Ibs SL 893 Ibs DL 3,282 Ibs DL 0 Ibs SL 2,454 Ibs Total Horizontal Product Length = 22-00-00 Load Summary Live Dead Snow Wind Roof Live Tag Description Load Type Ref. _ Start End 100% 90% 115% 133% 125% Trib. 1 Unf. Lin. (pif) Left 00-00-00 22-00-00 155 125 nla 2 Unf. Lin. (pif) Left 17-06-00 22-00-00 53 13 n/a Controls Summary Value % Allowable _ Duration Case Span Disclosure Pos. Moment 6,818 ft-lbs 27.9% 115% 3 1 - Internal Completeness and accuracy of input must Neg. Moment -8,801 ft-lbs 36.0% 115% 2 1 - Right be verified by anyone who would rely on End Shear 1,766 Ibs 19.4% 115% 3 2 - Right output as evidence of suitability for Cont. Shear 2,682 Ibs 29.5% 115% 2 1 - Right particular application. Output here based ; H on building code-accepted design Uplift 1,358 Ibs n/a 3 2 - Right properties and analysis methods. Total Load Defi. L/677 (0.305") 35.5% 3 1 installation of BOISE engineered wood Live Load Defl. L/1,573 (0.131") 22.9% 3 1 products must be in accordance with Total Neg. Defi. -0.016" 3.1% 3 2 current Installation Guide and applicable Max Defi. 0.305" 30.5% 3 1 ppc codes. To obtain pena Guide or ask questions, please cal Span / Depth 17.4 nia L (800)232-0788 before installation. . % Allow = % Allow BC CALC®, BC FRAMER® , AJS™, Bearing Supports Dim. (L x W) Value Support Member Material ALLJOIST® , BC RIM BOARD™, BCI® , BO Wall/Plate 4-1/4" x 3-1/2" 2,076 Ibs n/a 18.6% Unspecified BOISE GLULAM™, SIMPLE FRAMING B1 Beam 3-1/2" x 3-1/2" 5,854 Ibs 63.7% 63.7% — Versa-Lam 1.7 See ce VERSA-RIM " " a - 0, i ’ - ’ B2 Wall/Plate 4-1/4" x 3-1/2 640 Ibs n/a 5.7% Unspecified VERSA-STRAND®, VERSA-STUD® are Cautions trademarks of Boise Wood Products, L.L.C. Uplift of 1,358 Ibs found at span 2 - Right. Notes Design meets Code minimum (L/240) Total load deflection criteria. Design meets Code minimum (L/360) Live load deflection criteria. Design meets arbitrary (1") Maximum load deflection criteria. Page 1 of 1 BOISE Single: 2"x 11-7/8" VERSA-LAM® 2.7 ““00 DF — Floor Beam\FB06 BC CALC® 2.0 Design Report - US 2 spans | No cantilevers | 0/12 slope Friday, March 12, 2010 08:52 Build 287 ‘ File Name: BEAMS AND HEADERS Job Name: 10061 ESTES-SPENCER Description: FB06 Address: Specifier: SRH City, State, Zip: PORT TOWNSEND, WA Designer: Customer: Company: ZENOVIC ASSOCIATES, INC. Code reports: ESR-1040 Misc: | | 2 y¥ v ¥ y¥ x = y yv yyw ¥ +¥_¥. ¥ ¥ ¥v an 2 ¥ a 2 yyw yy ¥ vy ¥ ¥ | BO, 3-1/2” B1, 3-1/2" B2, 3-1/2" LL 317 Ibs LL 759 Ibs LL 199 Ibs DL 1,220 Ibs DL 3,026 Ibs DL 391 Ibs SL 1,798 Ibs SL 4,457 Ibs SL 575 Ibs Total Horizontal Product Length = 23-03-00 Live Dead Snow Wind Roof Live Load Summary Tag Description Load Type Ref. _ Start End 100% 90% 115% 133% ___—- 125% Trib, 1 Standard Load Unf. Area (psf) Left 00-00-00 23-03-00 40 10 01-03-00 2 Unf. Area (psf) Left 00-00-00 23-03-00 15 25 11-09-00 Controls Summary Value % Allowable _ Duration Case Span Disclosure Pos. Moment 9,486 ft-lbs 38.8% 115% 13 1 - Internal Completeness and accuracy of input must Neg. Moment -10,807 ft-lbs 44.2% 115% 2 1 - Right be verified by anyone who would rely on End Shear 2,639 Ibs 29.1% 115% 13 1 - Left output as evidence of suitability for Cont. Shear 4,071 Ibs 44.8% 115% 2 1 - Right hogar enopeeere re lami Total Load Def. L/559 (0.312") 43.0% 131 scelen lanes Live Load Defi. L/877 (0.199") 41.1% 13 1 Installation of BOISE engineered wood Total Neg. Defi. -0.033" 6.7% 13 2 products must be in accordance with Max Defi. 0.312” 31.2% 13 1 current Installation Guide and applicable Span / Depth 14.7 n/a 1 building codes. To obtain Installation Guide or ask questions, please call % Aliow % Allow (800)232-0788 before installation. Bearing Supports _ Dim. (Lx W) Value Support Member Material BC CALC®, BC FRAMER® , AJS™, BO Wall/Plate 3-1/2" x 3-1/2" 3,335 Ibs n/a 36.3% Unspecified ALLJOIST® , BC RIM BOARD™, BCI® , B1 Beam 3-1/2" x 3-1/2" 8,241 Ibs 89.7% 89.7% Versa-Lam 1.7 Bee eet hie veneer Int 1/2" x 3-1/2" 9 i , x i - B2 Wall/Plate 3-1/2" x 3-1/2 1,166 Ibs n/a 12.7% Unspecified PLUS®, VERSA RIM, VERSA-STRAND®, VERSA-STUD® are Notes trademarks of Boise Wood Products, Design meets Code minimum (L/240) Total load deflection criteria. L.L.C. Design meets Code minimum (L/360) Live load deflection criteria. Design meets arbitrary (1") Maximum load deflection criteria. Page 1 of 1 Single ~ BC CALC® 2.0 Design Report - US Build 287 Job Name: Address: City, State, Zip: PORT TOWNSEND, WA Customer: 10061 ESTES-SPENCER Code reports: ESR-1040 12" x 11-7/8" VERSA-LAM® 2 2 spans | No cantilevers | 0/12 slope 100 DF Floor Beam\FB07 Friday, March 12, 2010 09:18 File Name: BEAMS AND HEADERS Description: FB07 Specifier: SRH Designer: Company: ZENOVIC ASSOCIATES, INC. Misc: BO, 3-1/2” B1, 3-1/2" B2, 3-1/2” LL 303 Ibs LL 734 Ibs LL 209 Ibs DL 1,198 Ibs DL 3,036 Ibs DL 525 Ibs SL 1,774 Ibs SL 4,493 Ibs SL 777 Ibs Total Horizontal Product Length = 23-00-00 Load Summary Live Dead Snow Wind _ Roof Live Tag Description Load Type Ref. __ Start End 100% 90% 115% 133% 125% Trib. 1 Standard Load Unf. Area (psf) Left 00-00-00 23-00-00 40 10 01-03-00 2 Unf. Area (psf) Left 00-00-00 23-00-00 15 25 12-03-00 Controls Summary Value % Allowable _ Duration Case Span Disclosure Pos. Moment 8,787 ft-lbs 35.9% 115% 13 1 - Internal Completeness and accuracy of input must Neg. Moment -10,263 ft-lbs 41.9% 115% 2 2 - Left be verified by anyone who would rely on End Shear 2,554 Ibs 28.1% 115% 13 1 - Left i hci , aeons bes ed 0, 0, - Ri 5 Cont. Shear 3,984 Ibs . 43.9 % 115% 2 1 - Right on building code-accepted design Total Load Defi. L/639 (0.259") 37.6% 13 1 properties and analysis methods. Live Load Defi. L/1,001 (0.165") 36.0% 13 1 Installation of BOISE engineered wood Total Neg. Defi. -0.025" 5.0% 13 2 products must be in accordance with Max Defi. 0.259” 25.9% 13 1 current Installation Guide and applicable Span / Depth 13.9 n/a 4 building codes. To obtain Installation Guide or ask questions, please call % Allow % Allow (800)232-0788 before installation. Bearing Supports Dim. (L x W) Value Support Member Material _ BC CALC®, BC FRAMER® , AJS™, Bo Post 3-1/2" x 3-1/2" 3,275 Ibs n/a 35.6% Unspecified ALLJOIST® , BC RIM BOARD™, BCI® , B1 Beam 3-1/2" x 3-1/2" 8,263 Ibs 89.9% 89.9% Versa-Lam 1.7 vere Nagy Eg Lf oh ae ” ” 0, ° , eal A = B2 Post 3-1/2" x 3-1/2 1,511 Ibs n/a 16.4% Unspecified PLUS® , VER ae VERSA-STRAND®, VERSA-STUD® are Notes trademarks of Boise Wood Products, Design meets Code minimum (L/240) Total load deflection criteria. Design meets Code minimum (L/360) Live load deflection criteria. Design meets arbitrary (1") Maximum load deflection criteria. Page 1 of 1 L.L.C. Single 3- ~~" x 13-1/2" BOISE GLULAM® “*"-V4/DF Floor Beam\FB09 BC CALC® 2.0 Design Report - US 1 span | No cantilevers | 0/12 slope Friday, March 12, 2010 09:30 Build 287 , File Name: BEAMS AND HEADERS Job Name: 10061 ESTES-SPENCER Description: FBO9 Address: Specifier: SRH City, State, Zip: PORT TOWNSEND, WA Designer: Customer: Company: ZENOVIC ASSOCIATES, INC. Code reports: ICBO 5745, LA - 01365 Misc: | v4 ee PoP PP ee i to we vwrvyprvywryryryrvrvrYerh rere YT yy YY yy §$ vy yy yy yy y y yy yy yy yy yy yy yy y yy y y yi y vy , _ r a an ae | ‘cme wer ees coe Ct BO, 3-1/2" B1, 3-1/2" LL 981 Ibs LL 2,029 Ibs DL 1,223 Ibs DL 1,485 Ibs SL 650 Ibs SL 650 Ibs Total Horizontal Product Length = 16-03-00 Load Summary Live Dead Snow Wind Roof Live Tag Description Load Type Ref. _Start End 100% _90% 115% 133% ___—« 125% Trib. 1 Unf. Lin. (pif) Left 05-06-00 16-03-00 280 70 n/a 2 Unf. Lin. (plf) Left 00-00-00 16-03-00 110 80 n/a Controls Summary Value % Allowable _ Duration Case Span Disclosure Pos. Moment 14,809 ft-lbs 67.8% 115% 2 1 - Internal Completeness and accuracy of input must End Shear -3,384 Ibs 39.5% 115% 2 1 - Right be verified by anyone who would rely on Total Load Defi. L/337 (0.563") 71.3% 2 1 areca rem ~ Outrnt hore based : . i . Live Load Defi. L/S37 (0.353 ) 67.1 % 2 1 on building code-noceplen design Max Defi. 0.563 56.3% 2 1 properties and analysis methods. Span / Depth 14.0 n/a 1 Installation of BOISE engineered wood products must be in accordance with % Allow % Allow current Installation Gulde and applicable Bearing Supports _ Dim. (Lx W) Value Support Member __ Material pact — To chien saad Guide BO Post 3-1/2" x 3-1/8" 2,854 Ibs n/a 40.1% Unspecified pe Arcee gino high, iar B1 Post 3-1/2"x 3-1/8" 4,163 Ibs nia 58.6% ‘Unspecified -—«-(200)232-0788 before installation. BC CALC®, BC FRAMER® , AJS™, Notes ALLJOIST® , BC RIM BOARD™, “ws : Design meets Code minimum (L/240) Total load deflection criteria. BOISE GLULAM™, or ing Bien Design meets Code minimum (L/360) Live load deflection criteria. Sloe Olean cne. ERS Design meets arbitrary (1") Maximum load deflection criteria. VERSA-STRAND®, VERSA-STUD® are trademarks of Boise Wood Products, L.L.C. Page 1 of 1 Bese Single /8" x 21" BOISE GLULAM® | V4/DF Floor Beam\FB08 BC CALC® 2.0 Design Report - US 1 span | No cantilevers | 0/12 slope Friday, March 12, 2010 09:30 Build 287 File Name: BEAMS AND HEADERS Job Name: 10061 ESTES-SPENCER Description: FB08 Address: Specifier: SRH City, State, Zip: PORT TOWNSEND, WA Designer: Customer: Company: ZENOVIC ASSOCIATES, INC. Code reports: ICBO 5745, LA - 01365 Misc: BO, 3-1/2" B1, 5-1/2” LL 5,595 Ibs LL 5,949 Ibs DL 2,590 Ibs DL 3,764 Ibs SL 1,395 Ibs SL 3,098 Ibs Total Horizontal Product Length = 23-06-00 Load Summary Live Dead Snow Wind _ Roof Live Tag Description Load Type Ref. __ Start End 100% _ 90% 115% 133% __ 125% Trib. 1 Standard Load Unf. Area (psf) Left 00-00-00 23-06-00 40 10 11-06-00 2 Conc. Pt. (Ibs) Left 16-00-00 16-00-00 734 3,036 4,493 n/a Controls Summary Value % Allowable _ Duration Case Span Disclosure Pos. Moment 74,151 ft-lbs 91.5% 115% 2 1 - Internal Completeness and accuracy of input must End Shear -11,483 Ibs 52.5% 115% 2 1 - Right be verified by anyone who would rely on Total Load Defi. L/296 (0.928”) 81.2% 2 1 output as evidence of suitability for Live Load Defi. L/418 (0.656") 86.0% 2 1 parE sean Caen te Dee Max Defi 0.928" 92.8% 2 1 ions pp ae . . propel analysis me iS. Span / Depth 13.1 n/a 1 Installation of BOISE engineered wood products must be in accordance with % Allow % Allow current Installation Guide and applicable Bearing Supports _ Dim. (L x W) Value Support __ Member __ Material building codes. To obtain Installation Guide BO Wall/Plate 3-1/2"x 5-1/8" 9,580 Ibs nla 82.2% _Unspecified (ao0 lane O78 be _ co Bi Wall/Plate 5-1/2" x 5-1/8" 12,811 Ibs n/a 69.9% Unspecified ° ° Notes Design meets Code minimum (L/240) Total load deflection criteria. Design meets Code minimum (L/360) Live load deflection criteria. Design meets arbitrary (1") Maximum load deflection criteria. Page 1 of 1 BC CALC®, BC FRAMER® , AJS™, ALLJOIST® , BC RIM BOARD™, BCI® , BOISE GLULAM™, SIMPLE FRAMING SYSTEM® , VERSA-LAM®, VERSA-RIM PLUS® , VERSA-RIM®, VERSA-STRAND®, VERSA-STUD® are ie ale of Boise Wood Products, L.L.C. ROIs= BC CALC® 2.0 Design Report - US Build 287 Job Name: 10061 ESTES-SPENCER Address: City, State, Zip: PORT TOWNSEND, WA Customer: Code reports: ICBO 5745, LA - 01365 Singk ~ 1/8" x 9" BOISE GLULAM® 2 ~ V4/DF 1 span | No cantilevers | 0/12 slope Roof Beam\RB01 Friday, March 12, 2010 11:29 File Name: BEAMS AND HEADERS Description: RBO1 Specifier: SRH Designer: Company: ZENOVIC_ASSOCIATES, INC. Misc: a? 12 W vv yyw y vy vy vw yy vy + + vy vy TT i | Tt] vv wv yw yw y ~ yw y yw yw BO, 5-1/2" B1, 5-1/2” DL 1,921 Ibs DL 2,378 Ibs SL 3,103 Ibs SL 3,865 Ibs Total Horizontal Product Length = 10-06-00 Load Summary Live Dead Snow Wind __ Roof Live Tag Description Load Type Ref. _Start End 100% 115% 133% 125% Trib. 1 Standard Load Unf. Area (psf) Left 00-00-00 10-06-00 25 19-06-00 2 Conc. Pt. (Ibs) Left 07-03-00 07-03-00 1,850 n/a Controls Summary Value % Allowable __ Duration Case Span Disclosure Pos. Moment 14,024 ft-lbs 88.1% 115% 3 1 - Internal Completeness and accuracy of input must End Shear -5,288 Ibs 56.4% 115% 3 1 - Right be verified by anyone who would rely on Total Load Defi. L/278 (0.419") 64.7% 3 1 output as evidence of suitability for Live Load Defi. L/450 (0.259") 53.4% 3 1 aeahpr yaar re haat Max Def. 0.419" 41.9% 3 1 pl fe peer dpm er S properties and analysis methods. pan / Depth 12.9 n/a 1 Installation of BOISE engineered wood products must be in accordance with % Allow % Allow current Installation Guide and applicable Bearing Supports _ Dim. (L x W) Value Support___Member__ Material a —_ To =~ ieee Guide BO Wall/Plate 5-1/2" x 5-1/8" 5,024 Ibs n/a 27.4% Unspecified pple cok appealed pememerla B1 Wall/Plate 5-1/2"x 5-1/8" «6,244 Ibs nia 34.1% Unepeciied «(8002520788 before Installation. Cautions For roof members with slope (1/4)/12 or less final design must ensure that ponding instability will not occur. For roof members with slope (1/2)/12 or less final design must account for Rain-on-Snow surcharge load. Notes BC CALC®, BC FRAMER® , AJS™, ALLJOIST® , BC RIM BOARD™, BCI® , BOISE GLULAM™, SIMPLE FRAMING SYSTEM® , VERSA-LAM®, VERSA-RIM PLUS® , VERSA-RIM®, VERSA-STRAND®, VERSA-STUD® are oe es of Boise Wood Products, L.L.C. Design meets Code minimum (L/180) Total load deflection criteria. Design meets Code minimum (L/240) Live load deflection criteria. Design meets arbitrary (1") Maximum load deflection criteria. Page 1 of 1 a BOISE Single ’ BC CALC® 2.0 Design Report - US Build 287 Job Name: 10061 ESTES-SPENCER Address: City, State, Zip: PORT TOWNSEND, WA Customer: Code reports: ICBO 5745, LA - 01365 (/8" x 12" BOISE GLULAM® 2__—~‘V4/DF Roof Beam\RB01 1 span | No cantilevers | 0/12 slope Friday, March 12, 2010 11:28 File Name: BEAMS AND HEADERS Description: RB01 Specifier: SRH Designer: Company: ZENOVIC ASSOCIATES, INC. Misc: BO, 5-1/2" DL 1,910 Ibs SL 3,103 Ibs B1, 5-1/2" DL 2,367 Ibs SL 3,865 Ibs Total Horizontal Product Length = 10-06-00 Load Summary Live Dead Snow Wind Roof Live Tag Description Load Type Ref. Start End 100% 90% 115% 133% 125% Trib. 1 Standard Load Unf. Area (psf) Left 00-00-00 10-06-00 15 25 19-06-00 2 Conc. Pt. (Ibs) Left 07-03-00 07-03-00 1,110 1,850 n/a Controls Summary Value % Allowable Duration Case _— Span Disclosure Pos. Moment 14,001 ft-lbs 81.2% 115% 3 1 - Internal Completeness and accuracy of input must End Shear -5,082 Ibs 66.7% 115% 3 1 - Right be verified by anyone who would rely on Total Load Defl. L/403 (0.289") 44.7% 3 1 output as evidence of suitability for Live Load Defi. L/650 (0.179") 36.9% 3 1 partioular apphoaion. Ouiuthere based ” 0 on building code-accepted design Max Defi. 0.289 28.9% 3 1 properties and analysis methods. Span / Depth 9.7 n/a 1 Installation of BOISE engineered wood products must be in accordance with % Allow % Allow current Installation Guide and applicable Bearing Supports _ Dim. (Lx W) Value Support Member Material oe pec To stead on Guide BO Wall/Plate 5-1/2" x 3-1/8" 5,013 Ibs n/a 44.9% Unspecified Of ASK quesuons; prease . B1 Wall/Plate 5-1/2"x 3-1/8" «6,233 Ibs nla 55.8% Unspecified RE Sar 7 DEST EMARS EAT: BC CALC®, BC FRAMER® , AJS™, Cautions Cee aL , BC RIM BOARD™, BCI® , A : Fa a OISE GLULAM™, SIMPLE FRAMING rl roof members with slope (1/4)/12 or less final design must ensure that ponding instability SYSTEM VERS. , LAME, VERSA-RIM For roof members with slope (1/2)/12 or less final design must account for Rain-on-Snow VERSA-STRAND®, VERSA-STUD® are surcharge load. Notes trademarks of Boise Wood Products, Lit, Design meets Code minimum (L/180) Total load deflection criteria. Design meets Code minimum (L/240) Live load deflection criteria. Design meets arbitrary (1") Maximum load deflection criteria. Page 1 of 1 Project Name = 10061 ESTES-SPENCER Date = Wed Mar 10 08:44:58 PST 2010 Conterminous 48 States 2006 International Residential Code Latitude = 48.136 Longitude = -122.803 Residential Seismic Design Category Ss and S1 = Mapped Spectral Acceleration Values Site Class D - Fa = 1.00, Fv = 1.52 MCE MAP VALUES Short Period Map Value - Ss = 1.32g 1.0 sec Period Map Value - S1 = 0.48g RESIDENTIAL DESIGN INFORMATION Short Period Map Value - Ss = 1.32g Soil factor for Site Class D- Fa = 1.00 Residential Site Value = 2/3 x Fa x Ss = 0.88g MECAWind Version 2.0.2.2 per ASCE 7-05 Developed by MECA Enterprises, Inc. Copyright 2010 www.mecaenterprises.com Date : 3/10/2010 Project No. : 10061 Company Name : ZENOVIC & ASSOCIATES, INC. Designed By : SRH Address : 301 EAST 6TH STREET, SUITE 1 Description : SFR FOR SPENCER City : PORT ANGELES Customer Name : ESTES BUILDERS State : WA Proj Location : MASON STREET, PORT TOWNSEND, W File Location: \\Zen-server\data\Active Projects\10061 ESTES-SPENCER\ENGR\Structual\WIND SINGLE STORY.wnd User Input Data: Basic Wind Speed(V) = 85.00 mph Structure Type = Building Structural Category = II ; Exposure Category = D Natural Frequency = N/A Flexible Structure = No Importance Factor = 1.00 Kd Directional Factor = 0.85 Alpha = 11.50 Zg = 700.00 ft At = 0.09 Bt = 1.07 Am = 0.11 Bm = 0.80 Cc = 0.15 1 = 650.00 ft Epsilon = 0.13 Zmin = 7.00 ft Slope of Roof = 12: 12 Slope of Roof (Theta) = 45.00 Deg Ht: Mean Roof Ht = 18.25 £t Type of Roof = Hipped RHt: Ridge Ht = 27.50 ft Eht: Eave Height al 9.00 ft OH: Roof Overhang at Eave= .00 ft Roof Area = 2368.00 ft* 2 Bldg Length Along Ridge = 72.00 ft Bldg Width Across Ridge= 37.00 ft Main Wind Force Resisting System (MWFRS) Figure 6-5 Internal Pressure Coefficients for Buildings, GCpi Enclosed Bldg +GCpi = 0.18 Enclosed Bldg -GCpi = -0.18 Figure 6-6 External Pressure Coefficients Cp - Loads on Main Wind-Force Resisting Systems (Method 2) MWFRS-Wall Pressures Perpendicular to Ridge Wall Cp +GCpi (psf) -GCpi (psf) Leeward Walls -0.50 -10.14 -4.11 Side Walls -0.70 -12.99 -6.95 Elev Kz Kzt qz ----Windward Wall---- Total Shear Moment ft psf +GCpi -GCpi +/-GCpi Kip K-ft 27.50 1.14 1.00 18.00 9.22 15.25 19.36 3.48 4.36 25.00 113 1.00 17.70 9.02 15.05 19.16 10.38 25.96 20.00 1.08 1.00 17.03 8.56 14.60 18.70 17.11 68.74 15.00 1.03 1.00 16.20 8.00 14.03 18.14 23.64 127.85 10.00 1.03 1.00 16.20 8.00 14.03 18.14 30.17 203.29 5.00 1.03 1.00 16.20 8.00 14.03 18.14 36.70 295.04 Note: 1) Total = Leeward GCPi + Windward GCPi 2) Shear and Moment are sum of forces (Leeward+Windard) acting on bldg Roof Location Cp +GCpi (psf) -GCpi (psf) Windward - Min Cp 0.01 -2.87 3.16 Windward - Max Cp 0.40 2.68 8.71 Leeward Perp to Ridge -0.60 =11,.56 -5.53 Overhang Top (Windward) 0.01 0.14 0.14 Overhang Top (Leeward) -0.60 -8.55 -8.55 Overhang (Windward only) 0.80 11.01 104, MWFRS-Wall Pressures Parallel to Ridge Wall Cp +GCpi (psf) -GCpi (psf) Leeward Walls -0.31 -7.44 -1.41 Side Walls -0.70 -12.99 -6.95 Elev Kz Kzt qz ----Windward Wall---- Total Shear Moment ft psf +GCpi -GCpi +/-GCpi Kip K-ft 27.50 1.14 1.00 18.00 9.22 15.25 16.67 1.54 1.93 25.00 1.13 1.00 17.70 9.02 15.05 16.46 4.59 11.47 20.00 1.08 1.00 17.03 8.56 14.60 16.01 1255 30.34 15.00 1.03 1.00 16.20 8.00 14.03 15.44 10.41 56.35 10.00 1.03 1.00 16.20 8.00 14.03 15.44 13.26 89.51 5.00 1.03 1.00 16.20 8.00 14.03 15.44 16.12 129.81 Note: 1) Total = Leeward GCPi + Windward GCPi 2) Shear and Moment are sum of forces (Leewardt+Windard) acting on bldg Roof - Dist from Windward Edge Cp +GCpi(psf) -GCpi (psf) 0.0 £6 to 9.1 £t -0.90 -15.84 -9.80 9.1 ft to 18.3 ft -0.90 -15.84 -9.80 18.3 ft to 36.5 ft -0.50 -10.14 -4.11 36.5 ft to 72.0 ft -0.30 =71.29 -1.26 Low Rise Bldg Provisions per Fig. 6-10: MWFRS Transverse Direction Building GCpf +GCpi -GCpi qh Min P Max P Surface psf psf psf 1 0.56 0.18 -0.18 16.76 6.37 12.40 2 0.21 0.18 -0.18 16.76 0.50 6.54 3 -0.43 0.18 -0.18 16.76 -10.22 -4.19 4 -0.37 0.18 -0.18 16.76 =9.22 -3.18 5 -0.45 0.18 -0.18 16.76 -10.56 -4.53 6 -0.45 0.18 -0.18 16.76 =10,.56 =-4.53 1E 0.69 0.18 -0.18 16.76 8..55 14.58 2E 0.27 0.18 -0.18 16.76 13 Si 1254 3E -0.53 0.18 -0.18 16.76 -11.90 -5.87 4E -0.48 0.18 -0.18 16.76 -11.06 -5.03 1T ss * * * 1.59 3.10 2T * * * * 0.13 1.63 3T x * * * =2:.56 -1.05 4T * * ¥ * -2.30 -0.80 Low Rise Bldg Provisions per Fig. 6-10: MWFRS Longitudinal Direction Building GCpf +GCpi -GCpi qh Min P Max P Surface psf psf psf 1 0.4 0.18 -0.18 16.76 3.69 9.72 Z -0.69 0.18 -0.18 16.76 -14.58 -8.55 3 -0.37 0.18 -0.18 16.76 =-9.22 -3.18 4 -0.29 0.18 -0.18 16.76 -7.88 -1.84 5 -0.45 0.18 -0.18 16.76 -10.56 -4.53 6 -0.45 0.18 -0.18 16.76 -10.56 -4.53 1E 0.61 0.18 -0.18 16.76 7.21 13.24 2E =1,.07 0.18 -0.18 16.76 -20.95 -14.92 3E -0.53 0.18 -0.18 16.76 =11..90 -5.87 4E -0.43 0.18 -0.18 16.76 =10..22 “4 19 1T * * * * 0.92 2.43 -3.65 -2.30 -1.97 -2.14 -0.80 -0.46 MECAWind Version 2.0.2.2 per ASCE 7-05 Developed by MECA Enterprises, Inc. Copyright 2010 www.mecaenterprises.com Date : 3/10/2010 Project No. : 10061 Company Name : ZENOVIC & ASSOCIATES, INC. Designed By : SRH Address : 301 EAST 6TH STREET, SUITE 1 Description : SFR FOR SPENCER City : PORT ANGELES Customer Name : ESTES BUILDERS State : WA Proj Location : MASON STREET, PORT TOWNSEND, W File Location: \\Zen-server\data\Active Projects\10061 ESTES-SPENCER\ENGR\Structual\WIND 2 STORY.wnd User Input Data: Basic Wind Speed(V) = 85.00 mph Structure Type = Building Structural Category = II Exposure Category = D Natural Frequency = N/A Flexible Structure = No Importance Factor = 1.00 Kd Directional Factor = 0.85 Alpha = 11.50 Zg = 700.00 ft At = 0.09 Bt = 1.07 Am = 0.11 Bm = 0.80 Cc = 0.15 L = 650.00 ft Epsilon = 0.13 Zmin _ 7.00 ft Slope of Roof = 8: 12 Slope of Roof (Theta) = 33.68 Deg Ht: Mean Roof Ht = 24.17 £t Type of Roof = Hipped RHt: Ridge Ht = 30.33 ft Eht: Eave Height = 18.00 ft OH: Roof Overhang at Eave= /00 £t Roof Area = 1114.00 ft* 2 Bldg Length Along Ridge = 33.50 ft Bldg Width Across Ridge= 37.00 £t Main Wind Force Resisting System(MWFRS) Figure 6-5 Internal Pressure Coefficients for Buildings, GCpi Enclosed Bldg +GCpi = 0.18 Enclosed Bldg -GCpi = -0.18 Figure 6-6 External Pressure Coefficients Cp - Loads on Main Wind-Force Resisting Systems (Method 2) MWFRS-Wall Pressures Perpendicular to Ridge Wall Cp +GCpi (psf) -GCpi (psf) Leeward Walls -0.48 =10.33 -4.00 Side Walls -0.70 -13.64 -7.30 Elev Kz Kzt qz ----Windward Wall---- Total Shear Moment ft psf +GCpi -GCpi +/-GCpi Kip K-ft 30.33 1.16 1.00 18.31 9.28 15.62 19.62 0.22 0.04 30.00 1.16 1.00 18.27 9.26 15.59 19.59 3.50 8.28 25.00 1.13 1.00 17.70 8.87 15.20 19.20 6.72 25.06 20.00 1.08 1.00 17.03 8.41 14.75 18.75 9.85 49.70 15.00 1.03 1.00 16.20 7.85 14.18 18.18 12.90 81.95 10.00 1.03 1.00 16.20 7.85 14.18 18.18 15.95 121.81 5.00 1.03 1.00 16.20 7385 14.18 18.18 18.99 169.29 Note: 1) Total = Leeward GCPi + Windward GCPi 2) Shear and Moment are sum of forces (Leeward+Windard) acting on bldg Roof Location Cp +GCpi(psf) -GCpi (psf) Windward - Min Cp =0.21 -6.31 0.03 Windward - Max Cp 0.25 0.57 6.91 Leeward Perp to Ridge -0.60 -12.14 -5.81 Overhang Top (Windward) -0.21 “3.14 -3.14 Overhang Top (Leeward) -0.60 -8.97 -8.97 Overhang (Windward only) 0.80 11.37 11. 37 MWFRS-Wall Pressures Parallel to Ridge Wall Cp +GCpi (psf) -GCpi (psf) Leeward Walls -0.50 -10.65 -4.31 Side Walls -0.70 -13.64 -7.30 Elev Kz Kzt qz ----Windward Wall---- Total Shear Moment ft psf +GCpi -GCpi +/-GCpi Kip K-ft 30.33 1.16 1.00 18.31 9.28 15.62 19.93 0.24 0.04 30.00 1.16 1.00 18.27 9.26 15.59 19.90 3.93 9.29 25.00 1.13 1.00 17.70 8.87 15.20 19.52 7.54 28.13 20.00 1.08 1.00 17.03 8.41 14.75 19.06 11.06 55.78 15.00 1.03 1.00 16.20 7.85 14.18 18.49 14.48 91.99 10.00 1.03 1.00 16.20 7.85 14.18 18.49 17.90 136.75 5.00 1.03 1.00 16.20 7.85 14.18 18.49 21:33 190.06 Note: 1) Total = Leeward GCPi + Windward GCPi 2) Shear and Moment are sum of forces (Leeward+Windard) acting on bldg Roof - Dist from Windward Edge Cp +GCpi(psf) -GCpi (psf) 0.0 ft to 12.1 ft -0.96 -17.56 -11.22 12.1 ft to 24.2 ft -0.81 -15.30 -8.97 24.2 ft to 33.5 ft -0.59 -11.97 -5.64 Low Rise Bldg Provisions per Fig. 6-10: MWFRS Transverse Direction Building GCpf +GCpi -GCpi gh Min P Max P Surface psf psf psf 1 0.56 0.18 -0.18 17.60 6.69 13.02 2 0.21 0.18 -0.18 17.60 0.53 6.86 3 -0.43 0.18 -0.18 17.60 -10.74 -4.40 4 -0.37 0.18 -0.18 17.60 -9.68 -3.34 5 -0.45 0.18 -0.18 17.60 -11.09 -4.75 6 -0.45 0.18 -0.18 17.60 -11.09 -4.75 1E 0.69 0.18 -0.18 17.60 8.98 15.31 2E 0.27 0.18 -0.18 17.60 1.58 7.92 3E -0.53 0.18 -0.18 17.60 =12.50 -6.16 4E -0.48 0.18 -0.18 17.60 -11.62 -5.28 1T * * * * 1.67 3.26 ar * * * * 0.13 1.72 3T ~ * * * -2.68 -1.10 4T i * * * -2.42 -0.84 Low Rise Bldg Provisions per Fig. 6-10: MWFRS Longitudinal Direction Building GCpf +GCpi -GCpi qh Min P Max P Surface psf psf psf 1 0.4 0.18 -0.18 17.60 3.87 10.21 2 -0.69 0.18 -0.18 17.60 =15:.. 31 -8.98 3 -0.37 0.18 -0.18 17.60 -9.68 -3.34 4 -0.29 0.18 -0.18 17.60 -8.27 -1.94 5 -0.45 0.18 -0.18 17.60 -11.09 -4.75 6 -0.45 0.18 -0.18 17.60 -11.09 -4.75 1E 0.61 0.18 -0.18 17.60 7.57 13.90 2E -1.07 0.18 -0.18 17.60 -22.00 -15.66 3E -0.53 0.18 -0.18 17.60 -12.50 -6.16 4E -0.43 0.18 -0.18 17.60 -10.74 -4.40 1T 2T 3f 4T + + F + + + + + + + 0.97 =3.83 —2 42 -2.07 2.55 -2.24 -0.84 -0.48 DEG eiVe iy) Development Services im WAR <1 5.200 Ly (iY OF PORT- TOWNSEND DSB 250 Madison Street, Suite 3 Port Townsend’WA 98368 Phone: 360-379-5095 Fax: 360-344-4619 www-.cityofpt.us Residential Building Permit Application Project Address: Mason Stveet Zoning Parcelt# aS IA04UI0S Legal Description (or Tax#) Addition: Fowlevs Pars _ Office Use Only — Block: US Permit # BLD10- el Lot (s): See A*WOnrn eal Asso jated Per its: * O : i Pin ol: 4 Project Description: New see Applications by mail must include a check for initial plan review fee of $150 for projects valued over $15,000. See Page 2 for details on plan submittal requirements. Property Owner/Applicant: Name: ‘at = C2) Address: ZOZZ1 SE ZI04n Place city/svzip: Lent WA A042 Phone: Email: proour 1d @ comcast Net Name: Lic cee Phone: (WO) WSS : K45U Email: (iC @ estes OWIIde -Com Contractor: Name: Address: PO GOK ean City/SUZip: Seay Wu) WA ALZE ZL. Phone: SUO- tree 15 oO ‘ae as Owner Ss) Email: (i luildes . State License #: Ve) hes) AS Exp: 3: | | City Business License #: ae) ‘4 BAA Building Information (square feet): voor L102 Garage: SV + I/6 2™ floor \LUL Carport: 3 floor Other: 242. Basement Finished: VA Unfinished: UA Decks / Porches Covered: Uncovered Heat Type: /:LECTALC For.céo W/ NER pump Electric_,~— Heat Pump = Other. Total: #Bedrooms 2 #Bathrooms 2 Size of lot 2Y 6/7. gs Square feet Total Lot Coverage (Building Footprint):* Square feet: 2893 % (0-535 9o Impervious Surface:* Square feet: /¥./5 4%, *Total existing & proposed Lender Information: Lender information must be provided for projects over $5,000 in valuation per RCW 19.27.095. . Name: 1Or Project Valuation: $__2?5 O90 ~ What year was the structure built? = If work includes demolition, see Page 2. Any known wetlands on the property? Y N Any steep slopes (>15%)? Y N | 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. Print Name: Evin baumstar eK Signature: VEL. bawmstprf Date: kb 2S ZOID Page 1 of 2 - 1/4/2010 -OVER- RESIDENTIAL BUILDING PERMIT APPLICATION: (7 2 |) = CHECKLIST | This checklist is for new dwellings, additions, remodels, and garages. MAR 15 2010 PM Residential permit application. Washington State Energy & Ventilation Code forms CITY OF Ea eirerea wo (2) sets of plans with North arrow and scaled, no smaller than %” = 1 foot: A site plan showing: 1. Legal description and parcel number (or tax number), 2. Property lines and dimensions 3. Setbacks from all sides of the proposed structure to the property lines in accordance with a pinned boundary line survey 4. On-site parking and driveway with dimensions 5. If creating new impervious surfaces, indicate measures utilized to retain stormwater on-site 6. Street names and any easements or vacations 7. Location and diameter of existing trees 8. Utility lines 9. If applicable, existing or proposed septic system location 10. Delineated critical areas boundaries and buffers Foundation plan: 1. Footings and foundation walls 2. Post and beam sizes and spans 3. Floor joist size and layout 4. Holdowns 5. Foundation venting loor plan: Room use and dimensions Braced wall panel locations Smoke detector locations Attic access Plumbing and mechanical fixtures Occupancy separation between dwelling and garage (if applicable) Window, skylight, and door locations, including escape windows and safety glazing all section: Footing size, reinforcement, depth below grade Foundation wall, height, width, reinforcement, anchor bolts, and washers Floor joist size and spacing Wall stud size and spacing Header size and spans Wall sheathing, weather resistant barrier, and siding material Sheet rock and insulation Rafters, ceiling joists, trusses, with blocking and positive connections . Ceiling height 10. Roof sheathing, roofing material, roof pitch, attic ventilation atserior elevations (all four) with existing slope of the land in relation to all proposed structures Ccinmeraa 2 designed, one set of plans must have an original signature ngineered, one set of plans must have one original signature or new dwelling construction, Street & Utility or Minor Improvement application co u o w s u n s d v o u s e n a d If you are proposing partial or full demolition of a structure that is at least 50 years old, per Ordinance 2969 Historic Preservation Committee (HPC) review is required. If within the National Historic Landmark district: $58.00 for full committee review. If outside the National Historic Landmark district and not on the Historic Register: no fee for HPC Administrative review. Complete HPC Form. Partial demolition includes exterior demolition for additions and remodels. Page 2 of 2 - 1/4/2010 -OVER- 8 PVC a= =) (Ani = |e roa <————) aa n | 1 5 2 0 1 0 ol aS. PO R T T O W N S E N D D S D 53 H Thomas St. | __ Wa t e r —- Wa s t e Wa t e r —— — St o r m Wa t e r 1 in c h = 72 . 1 8 7 1 5 2 fe e t Estes Builders, LLC Vicinity Map a tz a Job Name: SPENCE fl e Ae [-: pl Sutter Job Address: Mason St Port Townsend WA AQ2UH Directions: Take Hwy 101 East Turn slight Left onto Hwy 20 (drive apprx. 7.8 miles) Left on Hwy 20 again (apprx. 1.5 miles) JT O G H O G SG Cw ) CE E R I S3 9 BE E S PY Turn Left on S Jacob Miller Rd S Jacob Miller curves to the right, then to the left, then right again Continue on S Jacob Miller Turn Right on Hastings Tum Left on Cook Ave Turn Rignt on Bell Seer Tun Lett on Canoline Stunt Turn rignton mason Svat ECEIVE:N | waR 15 200 (LY CITY OF "PORT TOWNSEND DSD =) EWE | Ni City of Port Townsend Vi ia ) eon ° MAR 15 [——~ | Development Services Department | 250Madison Street, Suite 3 ET OF POR 7 TOWNSE iD Port Townsend, WA. 98368 Td (360)-379-5095: Fax: (360)344-469 DSD 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 REQUIREMENTS FOR INDOOR AIR QUALITY: What kind of ventilation will be used throughout the house: 0 Exhaust Option PAHVAC Integrated Option If you chose “Exhaust Option,” complete the following: e Where is your whole house fan located (what room, etc.)? e@ What size is the whole house exhaust fan? See table below: Floor Bedrooms Area, ft2 | 2 or less 3 4 5 6 7 8 Min Max Min Max Min Max Min Max Min Max Min Max Min Max < 500 50 =—75 65 98 80 120 95 143 110 165 125 188 140 210 501 -1000 55 83 70 105 85 128 100 150 115 173 130) 195 145 218 1001-1500 60 90 75 113 90 135 105 158 120 180 135 203 150 225 1501-2000 65 98 80 120 95 143 110 165 125 188 140 210 155 233 2001-2500 70 105 85 128 100 150 115 173 130 195 145 218 160 240 2501-3000 375113 90 135 105 158 120 180 135 203 150 225 165 248 3001-3500 80 120 95 143 110 165 125 188 140 210 155 233 170 255 3501-4000 85 128 100 150 115 173 130 195 145 218 160 240 175 263 4001-5000 95 143 110 165 125 188 140 210 155 233 170 255 185 278 5001-6000 105 158 120 180 135 203 150 225 165 248 180 270 195 293 6001-7000 115 173 130 195 145 218 160 240 175 263 190 285 205 308 7001-8000 125 188 140 210 155 233 170 255 185 278 200 300 215 323 8001-9000 135 203 150 225 165 248 180 270 195 293 210 315 225 338 >9000 145 218 160 240 175 263 190 285 205 308 220 330 235 353 *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? O 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 yh TYPE OF HEATING: e Electric: O Wall Heater OO Baseboard Zectric Forced Air O Boiler e@ Non-Electric: 0) Propane O Oil Heat O Heat Pump O Boiler VAPOR RETARDERS: Vapor retarders shall be installed toward the warm surface as represented below. Select one option for floors, walls, and appropriate ceilings: e Floors: EY Plywood with exterior glue OPoly plastic (greater than or equal to 4 millimeter thick) CBacked batts e Walls: OPoly plastic (greater than or equal to 4 millimeter thick) OFace-stapled, backed batts ow-perm paint e Ceilings: CNot 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) CLow-perm paint HEAT PUMP EFFICIENCY: As listed in the ARI directory, heat pump efficiency shall be met as follows: OSplit 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 CO)Water 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: OGreater than or equal to .78 (Med. Prescriptive Options & Chap 5 Calculation) OGreater than or equal to .74 (low Efficiency Options) OGreater than or equal to .88 (High Efficiency Options) OlOther (as per Systems Analysis Qualification) C:\Documents and Settings\markp\Local Settings\Temporary Internet Files\Content.Outlook\Y CF WUM82\Checklist-Indoor Air Quality .doc 2006 Washington State Energy Code - P | TABLE 6-1 L | PRESCRIPTIVE REQUIREMENTS” FOR GROUP R OCCUPAN CLIMATE ZONE 1 CITY OF PORT TOWNSEND Glazing | __ Glazing U-Factor poor — Wall"? | Wale wae | Slab® tion Area: or Ceiting? | Yautte Above Floor® on el % of Floor | Vertical | Overhead"’ | U-Factor 3° | Ceiling? | Grade | Below | Below Grade Grade | Grade L 10% 0.32 0.58 0.20 R-38 R-30 R15 R-15 R-10 R-30 R-10 t.* 15% 0.35 0.58 0.20 R-38 R-30 R-21 R-21 R-10 R-30 R-10 iH. 25% 0.40 0.58 0.20 R-38 / R-30/ R-21/ R-15 R-10 R-30/ R-10 Group R-1 U=0.031 | U=0.034 | U=0.057 U=0.029 and R-2 Occupancies Only IV. Unlimited 0.35 0.58 0.20 R-38 R-30 R-21 R-21 R-10 R-30 R-10 Group R-3 and R-4 Occupancies Only Vv. Unlimited 0.35 0.58 0.20 R-38 / R-30/ R-21 / R-15 R-10 R-30/ R-10 Group R-! U=0.031 | U=0.034 | U=0.057 U=0.029 and R-2 Occupanctes Only * Reference Case 0. Nominal R-values are for wood frame assemblies only or assemblies built in accordance with Section 601.1. 1. Minimum requirements for each option listed. For example, if a proposed design has a glazing ratio to the conditioned floor area of 13%, it shall comply with all of the requirements of the 15% glazing option (or higher). Proposed designs which cannot meet the specific requirements of a listed option above may calculate compliance by Chapters 4 or 5 of this Code. 2. Requirement applies to all ceilings except single rafter or joist vaulted ceilings complying with note 3. 'Adv' denotes ... Advanced Framed Ceiling. 3. Requirement applicable only to single rafter or joist vaulted ceilings where both (a) the distance between the top of the ceiling and the underside of the roof sheathing is less than 12 inches and (b) there is a minimum 1-inch vented airspace above the. insulation. Other single rafter or joist vaulted ceilings shall comply with the “ceiling” requirements. This option is limited to 500 square feet of ceiling area for any one dwelling unit. 4. Below grade walls shalt be insulated either on the exterior to a minimum level of R-10, or on the interior to the same level as walls above grade. Exterior insulation installed on below grade walls shall be a water resistant material, manufactured for its. ' intended use, and installed according: to the manufacturer's specifications. See Section 602.2. 5. Floors over crawl spaces or exposed to ambient air conditions. 6. Required slab perimeter insulation shal! be a water resistant material, manufactured for its intended use, and installed | according to manufacturer's specifications. See Section 602.4. 7. nt. denotes standard framing. 16 inches on center with headers insulated with a minimum of R-10 insulation. 8. This wall insulation requirement denotes R-19 wall cavity insulation plus R-5 foam sheathing. © 9. Doors, including all fire doors, shall be assigned default U-factors from Table 10-6C. 10. Where a maximum glazing area is listed, the total glazing area (combined vertical plus overhead) as a percent of gross conditioned floor area shall be less than or equal to that value. Overhead glazing with U-factor of U=0.40 or less is not included in glazing area limitations. 11. Overhead glazing shall have U-factors determined in accordance with NFRC 100 or as specified'in Section 502.1.5. 12. Log and solid timber walls with a minimum average thickness of 3.5" are exempt from this insulation requirement. Effective July 1, 2007 2006 Edition Parcel Details Page 1 of 2 Jetferson Count , aun 2S ols (GDA Maps = @) Webcam | “Home County Info ~Departments ~ Search Parcel Number: 951904905 SEARCH Parcel Number: 951904905 Printer Friendly Owner Mailing Address: JOHN SPENCER TERI A SPENCER 20221 SE 290TH PL KENT WA980426876 Site Address: Section: 33 School District: Port Townsend (50) Qtr Section: NE1/4 Fire Dist: Port Townsend (8) Township: 31N Tax Status: Taxable Range: 1W Tax Code: 100 Planning area: Port Townsend (1) Sub Division: FOWLER'S PARK ADDITION Assessor's Land Use Code: 9100 - VACANT LAND Property Description: FOWLER'S PARK ADDITION | BLK 49 LOTS 8,9,12&13(ALL) | 7&14(N16.67' OF EA) | TGTH W/PTN VAC ALLEY ADJ | BND TGTH THRU LLA#103958 Click on photo for larger image. No No 2nd Photo El Photo Available Available No Permit Sata No Assessor — . Tax, A/V, Sales Info Map Parcel |Plats & Surveys ‘ Data Availabl vailable inte € » Jefferson County HOME | COUNTY INFO | DEPARTMENTS | SEARCH A Best viewed with Microsoft Internet Explorer 6.0 or later http://www.co.jefferson.wa.us/assessors/parcel/parceldetail.asp?Parcel_ NO=95 1904905 3/15/2010 Contractors or Tradespeople Detail Return to List > Start a New Search > & Printer friendly Verify Workers' Comp Premium Status About General/Specialty Contractor A business registered as a construction contractor with L&l to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. Business and Licensing Information Name Estes Builders Lic UBI No. Uj 602181421 Phone No. (360) 683-8756 Status 4 Active Address 239 E Washington St License No. ESTESBL981 DL Suite/Apt. License Type 4) Construction Contractor City Sequim Effective Date 3/13/2002 State Wa Expiration Date 3/13/2012 Zip 98382 Suspend Date eS) County Clallam Specialty 1 General Business Type Limited Liability Company Specialty 2 i) Unused Parent Company {=| Other Associated Licenses Specialty Specialty Effective Expiration License Name T Status ype 1 2 Date Date Kevin Estes Construction KEVINEHO25MF “ce General Unused 7/6/1998 5/28/2011 _ Active ~~ Homes Lic Contractor : Construction ; ESTESB*088KG Estes Builders General Unused 5/7/1992 4/13/2002 Archived OO Contractor ; Construction OEESTB*101CM OE Estes Builder — General Unused 2/14/1990 2/12/1992 Archived Contractor @ Business Owner Information © Hide All Name Role Effective Date Expiration Date Estes, Kevin Worden Partner/Member 03/13/2002 Estes, Jo Anne C Partner/Member 03/13/2002 = Bond Information 4 Bond Bond Company Bond Account Effective Expiration Cancel Impaired Bond Received Name Number Date Date Date Date Amount Date Until ] CBIC SE2352 03/07/2002 $12,000.00 03/13/2002 Cancelled Receipt Number: BLD10-059 951904905 Plan Review Fee $1,526.82 $1,526.82 $0.00 BLD10-059 951904905 Energy Code Fee - New Single Family | $100.00 $100.00 $0.00 BLD10-059 951904905 Mechanical Permit Fee per Dwelling U! $150.00 $150.00 $0.00 BLD10-059 951904905 Plumbing Permit Fee per Dwelling Uni $150.00 $150.00 $0.00 BLD10-059 951904905 PLAN REVIEW REFUND 150 -$150.00 -$150.00 $0.00 BLD10-059 951904905 Building Permit Fee $2,348.95 $2,348.95 $0.00 BLD10-059 951904905 State Building Code Council Fee $4.50 $4.50 $0.00 BLD10-059 951904905 Technology Fee for Building Permit $46.98 $46.98 $0.00 BLD10-059 951904905 Record Retention Fee for Building Per $10.00 $10.00 $0.00 BLD10-059 951904905 Site Address Fee $3.00 $3.00 $0.00 Total: $4,190.25 10-0271 03/15/2010 PLAN REVIEW DEPOSIT 150 $150.00 BLD10-059 CHECK ~ 2195 ~~~. $2,000.00 CHECK 2197 $ 2,000.00 CHECK 2196 $ 190.25 Total: $4,190.25 genpmtrreceipts Page 1 of 1 ga s Receipt Number: oe BLD10-059 951904905 PLAN REVIEW DEPOSIT 150 $150.00 $150.00 $0.00 Total: $150.00 CHECK 2167 $ 150.00 Total: $150.00 genpmtrreceipts Page 1 of 1