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Home My WebLink About18419 HAWKSVIEW DR_BLD1127_2026 Y RESIDENTIAL PERMIT APPLICATION 0 Department of Community& Economic Development fNil G,�O� City of Arlington • 18204 59th Ave NE •Arlington, WA 98223 • Phone(360)403-3551 THIS APPLICATION IS TO BE USED WHEN APPLYING FOR A NEW SINGLE-FAMILY, DUPLEX, TOWNHOUSE, ADDITION, DECK,OR ACCESSORY STRUCTURES. THIS APPLICATION MUST BE ACCOMPANIED BY TWO(2)SETS OF CONSTRUCTION DRAWINGS AND TWO(2)SETS OF STRUCTURAL CALCULATIONS. THE APPLICATION MUST ALSO INCLUDE THE PLUMBING SUBMITTAL AND THE MECHANICAL SUBMITTAL FORMS. THE ZONING VERIFICATION MAY BE SUBMITTED PRIOR. Project Address: + f �I HClWkW;el-J Or�rl 6 WA Plat: 61&1 Single-family ❑, Duplex ❑ Townhouse ❑ Addition ❑ Accessory structure Proposed Area: 1st Floor: 2nd Floor: 1 l 3 9 Garage: Total SF: Z Describe Proposal (include cross street): I , Valuation: ! 4a . Owner: Emav-� U111cis 1 Address: /&Ml eu sae" 0City: <r) o State: �-�'� Zip Code: Phone: Z06 396 - -760 Email: 12nr P (4,l.ca� Applicant: J` la t., Mal, R /fY) re, Address: ,76 h Y L ,�� City: FU re,,)4 State: 4/e4 Zip Code: Phone: 41Z S 76- Email: Contractor: S r- (61f7dU ,4 Address: �(; �L �J City: EUeetkk State: Zip Code: Phone: /7 5 • g?(• ZlQ1 Email: 2��Es c (�y�cS�ilDTfylGf,� Utn Contact Person: U R&exl License Number: 6118rekSCROP Expiration: 3- k/w 6/16LP Page 1 of 3 RESIDENTIAL PERMIT APPLICATION • • Department of Community& Economic Development City of Arlington • 18204 59th Ave NE•Arlington, WA 98223 • Phone (360)403-3551 Plumbing Section (continue filling out if plumbing is involved) (Check all that apply and indicate the number of fixtures proposed) ❑ Bath/Shower Combo (4.0) x j ❑i Sink (1.5) x I ❑ Shower (2.0) x Lavatory (1.0) x C� ❑ Clothes Washer(4.0) x ❑ Water Closet (2.5) x ? ❑ Dishwasher(1.5) x ❑ Water Heater x I ❑' Hose Bibb (2.5) x Water Heater Model # Di Other (list) x n aY, eh NFL20 C Plumbing Section Continued Proposed Water Piping Size: (r� A&',!?UOroposed DWV Material: AS Proposed Piping Material: �� o �� Proposed DWV Size: • All hose bibs required to be equipped with Atmospheric Vacuum Breakers per ASSE 1019 • All water supplies at 80psi or greater shall have Pressure Reducing Valves (PRV) 6/16LP Page 2 of 3 r J RESIDENTIAL PERMIT APPLICATION Department of Community& Economic Development City of Arlington • 18204 59th Ave NE•Arlington, WA 98223 • Phone (360)403-3551 - ;N Mechanical Section (continue filling out if mechanical equipment is involved) Select proposed appliances: Furnace(80+) Model# Goj/Wg QS'%6 /U/� AFUE Z Heat Pump Model# SEER HSPE AC Unit Model# SEER Type II Hood Genwfefe -Cooking Appliance 0 Hydronic Piping Boiler Solid-Fuel Appliance ❑' PV System Fireplace Insert ❑ Outdoor BBQ ❑ Storage Tank �I Freestanding Stove Gas Piping ❑' Other Gas Piping Information 1 Not Applicable: C-] Pipe Material: �11 4/0 ar;,1r Pipe Size: � �Z Total BTU's of all Appliances: Distance from Meter to Furthest Appliance: 7 7� • New gas piping requires a pressure test to hooking to any appliance • Sediment traps (drips) are required on all gas lines • Gas lines are required to be supported/secured every 6 to 8 feet • Proper combustion air and venting required for all appliances • A shut-off is required within 6 feet of all appliances Applicant Signature: Date: Luc Print Applicants Name: 6/16LP Page 3 of 3 AcldfQs, siiew (?(2 — 10 i A r i r5 f1� G/fl �1 D z23 !_o Po,rct.l ; 0069930aoo Igoo 33' ' L2gc,l ; Se� �,3 Tawrskp31 RaiSe 05 1 � '0 ie� eu Se��or 000 -oo I aCk D o� 9 dwne�: Emerot(d Dldc,g Uc proPos� l 0 9�Ll Alk;I}to sp«dwoy b04Z IUD°� mUk4eo, W 0� ZD6 3V —13 CC,4rmc�or Ana po'n3 0p C01,4c,( St'� I-Y1Cry� S'�Ur CD+�S�f!/L}i(J�1 m •� �fSCc n/dGh �GI�h�GJ(`en WV-, CuJuO �'u � � tcl �V2�� , WA C162 p3 No �'r''`'Ld _ll a3 'ss ZO��►�g ; (� 7. \ Glen --s Temp Eros;oo Con}ro( Sw PPP S il-� Fer�c�.s 1,��'I► �j� ins�ulledl gn�P ►mo"��ad�cc�. llv�i�� C�nS'r�rrc�l�h i EXcUvGsWA So ;`s c,,,M b,- (vve ev( pr-�V to bac F;ll fe/ al'nder W:)I 6e hc,�,w 4w`% (�olok T-II �hd RC)Ubh Gr�r � w�l fC4k� �Icrc4 p �t��er �oU�cr�c+�au� Cah►��,'cM & Co4SKJ on F-nJrUnce �A/dI Gila and Sedilrimj 0, Pvbl;c AUG 18 20,c '�3& �IZ77 CITY OF ARLINGTON 238 N. OLYMPIC AVE - ARLINGTON, WA. 98223 PHONE; (360) 403-3551 BUILDING PERMIT Address: 18419 Hawksview Drive Permit#: 1127 Parcel#:00898300001900 Valuation:206572.00 OWNER APPLICANT CONTRACTOR Name:EMERALD VILLA,LLC Name:Energy Star Construction Name:Energy Star Construction Address: 10924 MUKILTEO SPDWY,BOX 255 Address:8 76th Place SE Address:8 76th Place SW City,State Zip:MUKILTEO,WA 98275 City,State Zip:Everett,WA 98203 City,State Zip:Everett,WA 98203 Phone: Phone:425-876-4511 Phone:425-876-451 l MECHANICAL CONTRACTOR PLUMBING CONTRACTOR Name: Name: Address: Address: City,State,Zip: City,State,Zip: Phone: Phone: LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: Single Family Residence CODE YEAR: 2015 STORIES: 2 CONST.TYPE: ` 13 DWELLING UNITS: I OCC GROUP: R3 BUILDINGS: I OCC LOAD: PERMIT APPROVAL I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY,NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBC110/IRC1 I0. 'r V.Seles tax relating to construction and construction materials in the City of Arlington must be reported on your sales tax return form and dad C' Arlington#3101. 1 a", ' Signature Print Name bate Released By Date CONDITIONS See red-lined plans for additional requirement. Adhere to approved plans. THIS PERMIT AUTHORIZS ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS,MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. PERMIT FEES Date Description Fee Amount 9/2/2016 Building Permit Fee $2,215.88 9/2/2016 Building Plan Review Fee $1,440.13 9/2/2016 Furnace $25.00 9/2/2016 Gas Outlets Base Fee 1 to 5 $10.00 9/2/2016 Mechanical Permit Base Fee $25.00 9/2/2016 Miscellaneous $25.00 9/2/2016 Plumbing Permit Fee(Enter Fixture Fee) $156.00 9/2/2016 State Building Code Surcharge Fee $4.50 9/2/2016 Vents $50.00 9/2/2016 Water Heater $25.00 Total Due: $3,976.51 Total Payment: $0.00 Balance Due: $3,976.51 CALL FOR INSPECTIONS BUILDING(360)403-3417 CITY OF ARLINGTON 238 N. OLYMPIC AVE - ARLINGTON, WA. 98223 PHONE; (360) 403-3551 BUILDING PERMIT Address: 18419 Hawksview Drive Permit#: 1127 Parcel#:00898300001900 Valuation:206572.00 OWNER APPLICANT CONTRACTOR Name:EMERALD VILLA,LLC Name:Energy Star Construction Name:Energy Star Construction Address: 10924 MUKILTEO SPDWY,BOX 255 Address:8 76th Place SE Address:8 76th Place SW City,State Zip:MUKILTEO,WA 98275 City,State Zip:Everett,WA 98203 City,State Zip:Everett,WA 98203 Phone: Phone:425-876-4511 Phone:425-876-4511 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR Name: Name: Address: Address: City,State,Zip: City,State,Zip: Phone: Phone: LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: Single Family Residence CODE YEAR: 2015 STORIES: 2 CONST.TYPE: V13 DWELLING UNITS: I OCC GROUP: R3 BUILDINGS: I OCC LOAD: PERMIT APPROVAL I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY,NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBC110/IRC110. S Sales tax relating to construction and construction materials in the City of Arlington must be reported on your sales tax return form and • ded C' Arlington#3101. Signature Print Name bate Released By Date CONDITIONS See red-lined plans for additional requirement. Adhere to approved plans. THIS PERMIT AUTHORIZE ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS,MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. PERMIT FEES Date Description Fee Amount 9/2/2016 Building Permit Fee $2,215.88 9/2/2016 Building Plan Review Fee $1,440.13 9/2/2016 Furnace $25.00 9/2/2016 Gas Outlets Base Fee 1 to 5 $10.00 9/2/2016 Mechanical Permit Base Fee $25.00 9/2/2016 Miscellaneous $25.00 9/2/2016 Plumbing Permit Fee(Enter Fixture Fee) $156.00 9/2/2016 State Building Code Surcharge Fee $4.50 9/2/2016 Vents $50.00 9/2/2016 Water Heater $25.00 Total Due: $3,976.51 Total Payment: $0.00 Balance Due: $3,976.51 CALL FOR INSPECTIONS BUILDING(360)403-3417 W ailing for an inspection please leave the following -mation: Permit Number,ly pe of Inspection being requested,and whether you pre,er morning or afternoon v � � L4 Date 8/19/2016 Permit Number 1127 Project Name Energy Star Construction I Applicant Name Energy Star Construction Applicant Address 8 76th Place SE City, State, Zip Everett,WA 98203 Contact Noah Palmgren Phone 425-876-4511 Email energystarhomes@hotmail.com Permit Type Single Family Residence Site Address 18419 Hawksview Drive Valuation 206572.00 Status Applied Permit Issued Permit Expires Square Feet 0 Type of Construction/Occupancy Load VB/R3 Number of Stories 2 Proposed Use New SFR Assigned To Launa Peterson Property • • Owner Information Parcel#:00898300001900 MCKINLEY JEREMIAH BRENT MCKINLEY JEREMIAH BRENT PO BOX 430 18419 HAWKSVIEW DR ARLINGTON,WA 98223 Contractors Contractor Name Primary Contact • . • Ty License License pe ner Star Construction PJoah Palm ren 25-876-4511 ner tarhomes hotmal.com ONTRACTOR abor and Industries NERGSC890B7 Review Date Type Description Target Date Completed Date Assigned To Status 3/19/2016 Residential Dwelling /2/2016 19hris Youn n Review 3/19/2016 lResidential Dwelling /2/2016 evin Olander In Review Uploaded FilesUpioad File Date File 8/19/2016 9:16:36 AM 11127 Ago&Site Plan. df -777 � - r zz I2� �`Y ° RE&DENTIAL PERMIT APPLICATION 0 Department of Community& Economic Development City of Arlington • 18204 59th Ave NE •Arlington, WA 98223 • Phone (360)403-3551 if NG1. THIS APPLICATION IS TO BE USED WHEN APPLYING FOR A NEW SINGLE-FAMILY, DUPLEX, TOWNHOUSE, ADDITION, DECK,OR ACCESSORY STRUCTURES. THIS APPLICATION MUST BE ACCOMPANIED BY TWO(2)SETS OF CONSTRUCTION DRAWINGS AND TWO(2)SETS OF STRUCTURAL CALCULATIONS. THE APPLICATION MUST ALSO INCLUDE THE PLUMBING SUBMITTAL AND THE MECHANICAL SUBMITTAL FORMS. THE ZONING VERIFICATION MAY BE SUBMITTED PRIOR. Project Address: `f N0WkS U;eW Ord h �✓' A Plat: 61M Qfjiz C Single-family ❑ Duplex ❑ Townhouse ❑ Addition ❑ Accessory structure Proposed Area: 11 Floor: j �63 2"d Floor: 113 Garage: �I�� Total SF: Describe Proposal (include cross street): I New .S FR [fin PaJ,,' Su;w Valuation: LJ � J Owner: �✓Gl(, V i ICI S r! Address: ILL R14"Pey SVea" "'City: kl o State: Zip Code: 9975 Phone: Z06� 396 . 7601-/ Email: l vdi)nr Lbws Applicant: EnP-c4Y 5/a, �llilS y��G� (1G111 R,hr(4re, rr99 n Address: —��6 � t' , �� City: FUZN'�A State: 4/,4 Zip Code: Phone: 4/ZS - g76-�/S// Email: S 6001irl';v'��L�1a�n1�a.�C��h� Contractor: Znv�y S r �lll7�,fIlUC��llh Address: J City: Elye)'& 1t State: vV Zip Code: OS Phone: "7Z.5 • ?� 1,91 Email: Contact Person: AOLI &)4061 License Number: I'1 A Expiration: 6 ' -3" HUU i 6/16LP Page o �. �� „ .y.;�, Y RE&DENTIAL PERMIT APPLICATION Department of Community& Economic Development City of Arlington • 18204 59th Ave NE •Arlington, WA 98223 • Phone(360)403-3551 Plumbing Section (continue filling out if plumbing is involved) (Check all that apply and indicate the number of fixtures proposed) ❑ Bath/Shower Combo (4.0) x i ❑ Sink (1.5) x 1 ❑ Shower (2.0) x ❑ Lavatory (1.0) x (� ❑ Clothes Washer(4.0) x ❑ Water Closet (2.5) x 3 ❑ Dishwasher (1.5) x i ❑ Water Heater x i ❑ Hose Bibb (2.5) x Water Heater Model# ❑ Other(list) x t / �)or 2 aA 'S Plumbing Section Continued Proposed Water Piping Size: 1,/j7 A •3A 4(/Jdi��roposed DWV Material: A-S s(,fl a /,, Proposed Piping Material: �I e Proposed DWV Size: _ /�/;;,. (1)W • All hose bibs required to be equipped with Atmospheric Vacuum Breakers per ASSE 1019 • All water supplies at 80psi or greater shall have Pressure Reducing Valves (PRV) 6/16LP Page 2 0 f 3' Y °^ RESIDENTIAL PERM11 APPLICATION Department of Community& Economic Development 'A O City of Arlington • 18204 59th Ave NE •Arlington, WA 98223 • Phone(360)403-3551 ��Nvt Mechanical Section (continue filling out if mechanical equipment is involved) Select proposed appliances: Furnace (80+) Model# AFUE ❑ Heat Pump Model# SEER HSPE ❑ AC Unit Model# SEER ❑ Type ll Hood Gamwefeief-Cooking Appliance ❑ Hydronic Piping ❑ Boiler ❑ Solid-Fuel Appliance ❑ PV System ❑ Fireplace Insert ❑ Outdoor BBQ ❑ Storage Tank Freestanding Stove Gas Piping ❑ Other Gas Piping Information Not Applicable: ❑ i// ,% li , , a Pipe Material: �1i6l� irOh Pipe Size: / 1 7Z Total BTU's of all Appliances: Distance from Meter to Furthest Appliance: 7 • New gas piping requires a pressure test to hooking to any appliance • Sediment traps (drips) are required on all gas lines • Gas lines are required to be supported/secured every 6 to 8 feet • Proper combustion air and venting required for all appliances • A shut-off is required within 6 feet of all appliances Applicant Signature: Date: Print Applicants Name: A0011 P, ►Il 'al-m 6/16LP Page'3-6f 3,`, T RESIDENTIAL ZONING VERIFICATION APPLICATION Department of Community& Economic Development City of Arlington• 18204 59th Ave NE •Arlington, WA 98223 • Phone(360)403-3551 J� I I A'ZkkMhfa3_Plat: (Please allow 72 hours for review) Project Address: -1 I � 1 abykSu-,yv Or rl& 4rb c Owner/Applicant: f Address: U 76 1 i- _�� City: G�Arvg State: Zip Code: Phone: 76, 21 Email: fit!' J / 1 0 m Describe Proposal (include cross street): S ff Z p-- Lei l I Please check one: f ; Single-family dwelling ❑ Duplex ❑ Addition ❑ Accessory structure 1. Proposed Dimensions: W) L) `7 W H) Total SF) 7 2. Allowed Lot Coverage: Total Lot Size Q_ SF x 35% _ SF 3. Actual Lot Coverage: (SF of all structures') 1 Z6 (lot size) _ S 4. Septic Tank? ❑ Yes No Private Well on Site? ❑Yes [ No If so,please provide Snohomish County Health Department approval and indicate on site plan. l 5. How many trees greater than 12" diameter will be removed? if any, please indicate on site plan. 6. Appliances permanently connected to water service may require Cross-Connection-Control. (Check all that apply) Fire Sprinkler System Medical Equipment Lawn Sprinkler System ❑ Livestock Drinking Tanks Decorative Pond/Fountain ❑ Hot Tub Re-circulating Heating System Swimming Pool Other Applicant Signature: Date: This square footage should include the footprint area of all structures on the property including:house, garages, sheds, covered patios, and decks permitted by the building code. Rev 04/2013 RESIDENTIAL PLAN; PLAN REVIEW `)Owner 6 Address _ Building Type L,— ISingle Duplex Townhouse Type of Work Existing New Reviewed By Oft 9 1 pnl Qg - Date —1 Design Criteria 301.1 Engineered I I Prescriptive 301.2 Loads:Tables 301.5-301.7 Yes No 302.1 Location on Lot:5 feet/35%maximum Yes No 302.2 Townhouse Separation I Yes INO 302.5.1 Garage Openings: 20-minute door w/closer Yes I No _ 302.6 (Garage Separation 7 T Yes No ootings and Stem Walls 401.4.1 Soils:Geotech Prescriptive 403.1 Footings: (2)#4's continuous Yes V1 No T403.1 Footing Size I Yes No 403.1.2 Continuous Footings(D2) Yes ✓ No 403.1.3.2 Vertical Reinforcement:#4 @ 4'/hook Yes No 403.1.3.1 Stem Wall: (2)#4's horizontal Yes No 403.1.6.1 Foundation anchors: 1/2 inch @ 6' Yes No 403.1.7.1 Clearances from Slopes Yes No 404 Foundation Walls(see Tables) Yes No .1.3.3.7.3 Wall Openings:Verts within 12"ea.Side Yes / No 405.1 Foundation Drainage or exception Yes No 406.1 Damproofing(basement) Yes No 407 Columns:4 X 4 and R317 Yes ✓ No 408.2 Crawl Vents 1:150 and 3' of corners Yes No 408.3 Unvented Crawl Spacel Yes No 408.4 Crawl Access: 16 x 24 or 18 x 24 Yes No Architectural 303 Light/Ventilation:8%and 4% Yes No 303.4 Whole House Fan Yes No 303.3 Bathrooms:3%or 50cfm Yes No 303.7 Stairway Illumination I Yes No 304.1 Habitable Rooms:70sf min. Yes No 305.1 Ceiling Height:7 feet min. Yes ✓ No 307.1 Plumbing Fixture Clearance Yes No 308.4 Safety Glazing: Hazardous Locations (Yes No Life Safety 310.2.1 Emergency Rescue Windows: 5sf/5.7sf 1Yes No 310.2.2 Window Sill Height: Max.44" I 310.2.3 Window Wells Yes No Life Safety Continued 1 311.2 Doors:3 feet min. @ 6'-8" Yes No 311.3 Landings:TX 3' min. Yes No 311.4 Vertical Egress Yes _ No 311.5.1 Landing Attachment Yes ✓ No 311.6 Hallway Width 3 feet min. Yes No 311.7.1 Stairway Width 3 feet min. Yes No 311.7.2 Headroom 6'-8" min. Yes 1✓ No 311.7.5.1 Stairs:7 3/4" Max/10" Min. Yes No 311.7.8 Handrail Profile I Yes No 311.7.8 Handrails-4 plus risers Yes 1/ No 311.8 Ramps I I Yes No 312.1.1 Guards-31 plus inches Yes q/ No 312.1.2 Guard Height-36-inches min. Yes No 314 Smoke Detection Yes No 314.3-#4 SD:3'outside of Bathroom Yes No , �P 315 CO Detection Yes No 316 Foam Plastic Yes No 320&321 Adult Home/Day Cares Yes I No V Floor Systems 502.3 Allowable Joist Spans or TJI's Yes /t I No 502.10 Headers/Openings Yes ✓ No 502.11 Trusses or Rafter/Joist Yes No 502.12 Draftstopping: 1,OOOsf max. Yes No 504 Pressure Treated Wood Yes No 506 Concrete Floors:3.5 inches min. IYes i/ No 507.2.1 Deck Ledger Connection _ Yes No 507.2.3(1) Deck Lateral Load Connection or Engineered Yes INo Wall Systems 602.3 Wood Wall Framing and Plates Yes No I 602.3.1 Fastener Schedules(2,3,4, 5) Yes If No 602.9 Cripple Walls: Less thin 4"or 4' Yes No Lo 602.10 Wall Bracing:engineered r Prescriptive Yes / No 602.10.4.1 Alternate Brace Wa Panel Yes No 602.10.11 Cripple Wall Bracing Yes No 602.11.2 Stepped Foundations Yes No 607 Glass Unit Masonry Yes No 609 Exterior Windows/Doors Yes I✓ No 702 Veneer I Yes No v 702.1 Interior Wall Covering ' Yes No 703 Exterior Wall Coverings(WAC) Yes No 703.8 Stone/Masonry Veneer Yes INo Roof/Ceiling 801.3 Roof Drainage(SD-14)1 Yes No 802.3 Ridge Beams:<3:12 pitch Yes No V 802.4 Ceiling Joist Span:Truss or Platform Yes No 802.5 Rafter Spans:Truss or Platform Yes No 802.11 Roof Tie-Downs(48"o.c.) I IYes No i I 803 Roof Sheathing Yes No 806.2 Roof Ventilation: 1/150 high and low Yes No 807.1 Attic Access: 22"X 30" Yes No 905.2.7 Underlayment Yes No Mechanical Systems Chapter 10 Chimney and Fireplaces Yes No 1305.1 Equipment Access:30"X 30" Yes No 1305.1.3 Appliances in Attics I Yes No V 1305.1.4.1 Ground Clearnaces:3"Concrete Slab Yes No 1307.2 Anchorgae of Appliances Yes No is 1307.3 Elevation of Ignition Source Yes No 1307.3.1 Protection from Impact Yes No Chapter 14 Specific Appliances I Yes No g/ 1401.3 1 Equipment Sizing:WSEC Yes No 1502 Clothes Dryer Exhaust: 25'or M.I. Yes No 1502.4.5 Length Identification Yes I/ No Chapter 18 Chimneys and Vents Yes No Chapter 24 Fuel Gas and Piping Yes I No Plumbing-IPC WSEC and Lighting:See Energy Code Plan Review r. ov 33, pofcti ooeo030aoo I Goo LeSc,l ; Se(_ �,3 Tawrs�'P 31 Rc,,,) 05 90 'W� '. �leh Eagle,SuJor L(S aLk 000 D-00-Lod 19 owner: Emcrct(d Vllcv, Uc. �rvQos4� I o 9�LI A(lk;l fe" speoway boxaS3 3 90 ,760 y )l/bG4'tT7 �h �Glls•Vtr��Fn Hl� d � st (J(C , 1 ,% phLf 4}c ' No IfZ-S " -t15 1 i �n�r5.�s+G,r hornes@�a��►�� .�� I a �rlt` �oo TT ns FFICE COPY Ter-p FroS;al Coy4rol S w PPP i�'Lfc,l�e�� q�� Y�� h'��n��l �u�"� n� ,c►� EXCAVAWA So iIS c,. i b, (overepi, W or to Eck V')l rem&' er 4w Qgcic T II �n� C�rJu�rh G��A�� w;ll ��k� Plu<< ` ��- rooldei)'c, T 1J, C04Shv(,�i01� EY)f CMACC W()I h-L tv Redr/ce, dirk aneQ Secl��rtcn �n Ulf( 14 ,dl Received AUG 18 2016 -bLt) 11277 45 t A . 4 ' „r `�"�� PROJECT: _ JOB#: �5Q� • E®ngineering e BY- a i 12810 NE 178TH ST STE 218 WOODINVILLE,WA 98072 (425)481-6601 DATE: AF JI Job Name: Energy Star Construction Inc Site Address: 18149 Hawksview Drive Arlington, Washington Jurisdiction: Snohomish County OFFICE PY Plans By: Residential Design Services Plan Number/Job ID: 8561 Design Specifications: 2015 IBC Building Type: Low-Rise, Simple Diaphragm Importance Factor: 1.00 Basic Wind Velocity: 110 mph (ASCE 7-10 Fig 26-1A) Wind Exposure: B (Strength Design Value) Roof Snow Load: 25 psf Kzt=1.0 Risky Category: II R: 6.5 % of Snow Incl. w/Seismic: 0 Soil Site Class: D Allowable Soil Bearing: 2000 psf Analysis Procedure: Wind: ASCE 7-10 Envelope Procedure Seismic: ASCE 7-10 Equiv.Lateral Force Procedure Spectral Response Accelerations, Ss: 125 % g Si 41 %g Load Combinations: ASD Basic Building Design Parameters: Roof DL: 15 psf Floor DL: 10 psf Wall DL: 12 psf Levels: 2 ` Floor Level Names: upper l,S A. main �' o� yr srii.by�r STRUCTURAL ENGINEERING ADDITIONAL �, REQUIREMENTS OR CHANGES TO PLANS ' � a ARE AS SHOWN ON SHEETS Z/6 �p 40893 �kr THROUGH6_11 OF THESE CALCULATIONSs F�rsrF��Gti$ WITH NOTES, SCHEDULES & DETAILS `I S7nNALt'� PER DRAWING No.S1-S2 ENGINEER'S SEAL IS FOR LATERAL LOAD Received DESIGN DUE TO SEISMIC AND WIND FORCES AUG 18 20% AND FOR GRAVITY LOAD DESIGN OF ALL BEAMS AND COLUMNS. �Z4Mi EXCEPTIONS: NONE v83107a t �, .a �. ' • iy it � •y � �' � 1i • 4 M !f' ® Tt -�J- PROJECT: JOB#: �® A Engineering A A-rc-:kAL BY: 12810 NE 178TH ST STE 218 WOODINVILLE,WA 98072 A(425)481-6601 AMA LZIN is DATE: MM Q�O13 ❑ nn 'x . d❑❑❑❑o❑❑ FRONT ELEVATION V4-.Y-0- a �-.to K ♦I I I i \ RIGHT ELEVATION ': �� :► I I ® TSE PROJECT: JOB#: is A Engineering A ATAAL.- BY: 12810 NE 178TH ST STE 218 WOODINVILLE,WA 98072 A(425)481-6601 /+/VAL..Y.5;a DATE: tpLAA) VIEW GREAT y ' LNa ve- • o , o'r c u__.GARAGE A ." 1 r— 2"OA m 1 l i i i i TSE Engineering Job#: By:E� Y Page: Wind Pressures (Wind per ASCE 7-10 Method 2) Plan Number/Job ID VelocitV pressure 8561 qh = 0.00256 Kh Kzt Kd V2 = 18.43 psf where: qh =velocity pressure at mean roof height, h. (Eq.28.3-1 page 298&Eq. 30.3-1 page 316) Kh=velocity pressure exposure coefficient evaluated at height, h, (Tab. 28.3-1, pg 299) = 0.70 Kd=wind directionality factor. (Tab.26.6-1, for building, page 250) = 0.85 h=mean roof height = 21.50 ft < 60 ft, [Satisfactory] Design pressures for MWFRS p= qh [(G Cpf)-(G Cpi)] where: p=pressure in appropriate zone. (Eq. 28.4-1, page 298). G Cp f=product of gust effect factor and external pressure coefficient, see table below. (Fig.28.4-1, page 300&301) G Cp i=product of gust effect factor and internal pressure coefficient.(Tab, 26.11-1, Enclosed Building, page 258) 0.18 or -0.18 Roof Rise 6 to 12 Note:pressures shown 6 27 degrees are Strength Design and notes: -negative values considered as 0 later adjusted for ASD -when roof type is Gable end,use'l+4'and TRANSVERSE DESIGN WIND PRESSURES '1E+4E'for'2+3'and'2E+3E',respectively Roof Type 1 Design ASD Design Sloped Pressure Combos Results(Horiz Comp) Pressures Pressures 1+4 17.17 17.17 10.30 Net Design Net Roof 1 E+4E 25.77 25.77 15.46 Pressure,psf Components 2+3 -1.83 -1.83 0.74 Surface +Gcpi -Gcpi Horiz. Vert. 2E+3E -3.27 -3.27 1.34 1 6.20 12.84 5+6 12.72 12.72 7.63 2 -16.03 -9.40 -7.17 -14.34 5E+6E 19.17 19.17 11.50 3 -11.95 -5.32 5.35 -10.69 4 -10.97 -4.34 ! 1E 11.06 17.70 2 2E -23.04 -16.40 -10.30 -20.61 3E -15.73 -9.09 7.03 -14.07 4r � . _ �i -14.71 -8. fE 5 5 4.05 10.6969 6 -8.66 -2.03 5E 7.93 14.56 REFrfaealt)E CORtvER 6E -11.24 -4.61 ° LONGITUDINAL DESIGN WIND PRESSURES 'WHO n!Rrc ION Roof Type 2 Design ASD Design Gable end Pressure Combos Results(Horiz Comp) Pressures Pressures Net Design Net Roof Pressure Pressure,psf Components Surface +Gcpi -Gcpi Horiz. Vert. 1 -11.61 -4.98 5+6 12.72 12.72 7.63 2 -16.03 -9.40 -7.17 -14.34 5E+6E 19.17 19.17 11.50 3 -10.14 -3.50 4.53 -9.07 4 -11.61 -4.98 3E 3 1 E -12.16 -5.53 E 2E -23.04 -16.40 -10.30 -20.61 3E -13.09 -6.45 5.85 -11.70 4E -12.16 -5.53 5 4.05 10.69 _► ! 6 -8.66 -2.03 5E 7.93 14.56 REFERENCE CORMER- tC 6E -11.24 -4.61 D'REC7ioP4 TSE Engineering Job#: By. ilk Page:.1.2 TRANSVERSE WIND FORCES Plan Number/Job ID 8561 Grid: 1 2 3 4 5 6 7 8 Wind Pressures per: ASCE 7-10 Interior Zone; Horiz.Wind Roof= 0.74 psf Horiz.Wind Wall = 10.30 psf End Zone; Horiz.Wind Roof= 1.34 psf Horiz.Wind Wall = 15.46 psf 2a = 7.3 ft. Sum of Transverse Wind Shears: A)ASCE 7-10 Wind Pressure on Projected Area of Building; upper 2333lbs. main 4596 lbs. Total 6930 lbs. B) 10psf Wind Pressure at Wall and 5 psf at Roof on Projected Area of Building; upper 3131 lbs. main 3801 lbs. Total 6932lbs. CONTROLS (see following pages for distribution) LONGITUDINAL WIND FORCES Grid: A B C D E F Wind Pressures per: ASCE 7-10 Interior Zone; Horiz.Wind Roof= 7.63 7.63 7.63 psf Horiz.Wind Wall = 7.63 7.63 7.63 psf End Zone; Horiz.Wind Roof= 11.50 11.50 11.50 psf Horiz.Wind Wall = 11.50 11.50 11.50 psf 2a = 7.3 ft. Sum of Longitudinal Wind Shears: A)ASCE 7-10 Wind Pressure on Projected Area of Building; upper 2426lbs. main 3850 lbs. Total 6276lbs. CONTROLS (see following pages for distribution) B) 10psf Wind Pressure at Wall and 5 psf at Roof on Projected Area of Building; upper 1809lbs. main 4137 lbs. Total 5946 lbs. � if L f TSE Engineering Job#: I. By:C� 1 Page;' TRANSVERSE WIND FORCE DISTRIBUTION Plan Number/Job ID FRONT ELEVATION 8561 Grid::1 ;2 ;3 ;4 ;5 ;6 ;7 ;8 ; ; Roof End Zone E �E Wall Ht.; 8.1 ;ft. Wall End Zone/No SW:E ;E ' Wall Ht.: 10 Wall End Zone/No SW E :E jL Width; 44 ; :ft. X 42 LEVEL: ,upper Roof Type; 1 Ridge/Gable Ht 6.5 eft. OH left:1 ;ft. OH right; 1; :ft. Area left; .sq.ft. Area right; ;sq.ft_ ; V left:1566 ;0 ;0 ;0 ;0 ;0 ;0 lbs. V right; 1566: 0: 0; 0; 0; 0: 0 Ibs. LEVEL: main Roof Type; Ridge/Gable Ht; OH left; :ft. OH right: ft. Area left: ;sq.ft. Area right; ;sq.ft. V left;3466 :0 :0 :0 :0 :0 :0 lbs. V right: 3466; 0: 0: 0: 0: 0: 0 lbs. TSE Engineering Job#: By: Page: LONGITUDINAL WIND FORCE DISTRIBUTION Plan Number/Job ID RIGHT ELEVATION 8561 Grid-:A :B :C ;D :E :F Roof End Zone;E E E Wall Ht.: 8.1 8.1 ;ft. Wall End Zone/No SW; ;N ;E Wall Ht.; 9.1 10 10 ;ft. Wall End Zone/No SW;E :N E Length: 42 42 42 :ft. Y; 16 13.4 14.6 LEVEL: upper Roof Type; 1 t Ridge/Gable Ht; 6.5 6.5 OH front: 1 j ;ft. OH back: 1 A Area front; -10 -10 :sq ft Area back: -10 -30 : ;sq ft. V front:0 :1229 :0 :0 :0 Ibs V back: 0: 0: 1197: 0: 0; Ibs. LEVEL: Roof Type: 1 Ridge/Gable Ht: 5 ;ft. OH front:1.5 :ft. OH back; ; ;ft. Area front: :sq.ft. Area back: ;sq.ft. V front:2039 :0 504 :0 :0 Ibs. V back; 0; 1777: 1956: 0; 0; Ibs. i 7SEEoginn*mring Job#: By� �~~ yr~~ v Page:� SEISMIC ANALYSIS -SEISMIC WEIGHTS Plan Number/Job |D 8561 TRANSVERSE Total per Level: 27965 |bo. at Roof 4000 |ba at upper F: �-------';------'' _--_--'�—_.---�-----� -----..— -------'� ' ' ' ' ' ' ' ' . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . E: �—' '----+-----+-------+-------+-------j-----''—'+-------| . . . . . . . . . . . . . . . . . . . . . . . . O� � � � | � � � r'---'-----------'r------'r---------------'r-------�-------'��o � " .`°'v| — � F 15254: lbs c. . . . . . . . �-------';-------.�-------+-------+-------+-------;------—'� � R 1358G� � � | � | �|bs. � F 147�U� |bu � � | � | � � � B �...............�-------''-------�-----'—'+------- -------'/-------'| . . . . . . . . . . . . . . . . � R 16065: !|bs. A�Ghd�c-------�2 ------'�� .------~-------'~-------'�-------';--'-----8 . . . . . . LONGITUDINAL Total per Leve| 22522 |ba. at Roof 30614 |ba at upper F: � � � �----'�-------'/'--------'-''--''�------'-----____I--------------- � . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . E�'---------------_______.'—'------'---'-------------------` . . . . . . . . . . . . . . . . O: |---------------;................................-------------------------------- ...............+............... | �2 11715� ||bs. � 9303� � | � � � �|ba C| 2'...............^---'''--'`-------^-------^-------^---'--__^_______~ '� 1O8OG' ' ' ' ' ' xbo | � � � � � � . � 8538: � � � | � ;bo. . . . . . . . . B| 2 �-------' -------' -------�----.--'�-------�---------------I-------'� 2 � 13772� | � . . |ba.. . . . . . A 2 �-------' ---------------------------------------------------------------------------------|--------------- Grid::1 2 3 4 5 �6 7 8 TSE Engineering Job#: r By:� Page:q SEISMIC ANALYSIS -VERTICAL DISTRIBUTION OF FORCES Plan Number/Job ID 8561 Seismic Factor, IE = 1.00 Soil Site Class = D Coefficient, Ct = 0.02 0 Coefficient, x = 0.75 10 Coefficient, R = 6.5 hn = 18.1 ft. Ss = 1.25 g S1 = 0.41 g Ta= 0.18 secs. Fa = 1.00 Fv= 1.59 k= 1 SMs = 1.25 SM1 = 0.65 SDs = 0.833 g SD1 = 0.43 g Cs = 0.1282 TRANSVERSE DIAPHRAGM FORCES Base Shear= 9492 lbs. Diaphragm Wall LATERAL FORCE PER LEVEL DIAPHRAGM FORCE Name Ht. hx wx wxhx" Cvx Fx Vx EFi EWi Fpxx (ft.) (ft.) (Ibs.) (ft.-lbs.) (lbs.) (Ibs.) (Ibs.) (Ibs.) (Ibs.) Roof 18 27965 506162.9 0.524 4969 4969 27965 4969 8.1 4969 upper 10 46070 460698 0.476 4523 9492 74035 7678 10 9492 main 0 0 0 0.000 0 0 0 0 0 0 E = 74035 966860.9 LONGITUDINAL DIAPHRAGM FORCES Base Shear= 6812 lbs. Diaphragm Wall LATERAL FORCE PER LEVEL DIAPHRAGM FORCE Name Ht. hx wx wxhx" Cvx Fx Vx EFi EWi Fpxx (ft.) (ft.) (Ibs.) (ft.-lbs.) (Ibs.) (Ibs.) (lbs.) (Ibs.) (Ibs.) Roof 18 22522 407641 0.571 3890 3890 22522 3890 8.1 3890 upper 10 30614 306138 0.429 2922 6812 53135 5102 10 6812 main 0 0 0 0.000 0 0 0 0 0 0 E = 53135 713779 Note: Base shear values and all seismic forces calculated this page are at ultimate level with no adjustments i 7SEEngineering Job#- � By��, �y ` pagelm SEISMIC ANALYSIS -DISTRIBUTION OF DIAPHRAGM FORCES Plan Number/Job |O 8561 TRANSVERSE Total Force per Level: 4969 |bs. at Roof 9492 |bs. at upper O F: �-----.--;—'—...--' .------- —_. '--�--_� —�------- _-----'� . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . E: /-------+----_.— ---...—'— .------'+---_.—.+-------/--'----. . . . . . . . . . . . . . . . . . . . . . . . . ~�-------'�-------�-------'�------..�-----..—�-------�-------� '|bs ' R 2555' ' ' ' ' ' � . ' F 37Q0' ' ' ' ' ' .|ba' | � � � � � . . ' | �� C: �-------'�'----.—'�-------+-------�-------+-------;-------� ' R 2414' ' ` ' ' ` '|bn | � � � � � � | � F 3633� 1bn� . . . . . . . . B' ' �-------'�-------�—_-----L------'. .............. -------'|-------. / R 2060| ||be | . A� � | | Ghd�c-------�---------------'r4------'�------------'--'---------8 . . . . . . . Base shear values are summed per block between grids LONGITUDINAL Total Force per Level� 3890 |bo. at Roof 0812 |ba. at upper O F!�...............�--------------�---------------�------------------------------ -_______r_______- . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . E:'---''''''''''-------------------------------_______._______` . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . D: ............... .............................. .................. ------+-------/-------. �2 2024� lba � 2695� �|bo.C: 2^---------------^--------------^---------------^----------------------------------------------'--------------- |�2 18G7 � � � � � ;b� . . . . . . . . � 2�8O: � � � � � � . . . . . . . .|bn. B: 2�---------------�______�________�_____.__�_—.----'�---------------- rm"sv.wmw:2 . . . . . . . . � 1637/ '|be. A' 2 ' . . . . . � �------..- ,...----'�..—..'...--�.------+=------'+=------';------- ~' Grid:: |2 .3 �4 �5 �b �7 8 I I TSE Engineering Job#: By. Page: SEISMIC DESIGN FORCES AT SHEARWALLS Plan Number/Job ID 8561 p = 1.0 TRANSVERSE GRID LEVEL Lsw QE o OE E 0.7E (ft.) (Ibs.) (lbs.) (lbs.) (lbs.) 1 upper 17 2484 2484 2484 1739 main 37 4746 4746 4746 3322 2 upper 17 2484 2484 2484 1739 main 30 4746 4746 4746 3322 I TS8 Engineering Job#: BY: G� Page: 1 SEISMIC DESIGN FORCES Plan Number/Job ID 8561 p = 1.3 LONGITUDINAL GRID LEVEL Lsw QE o QE E 0.7E (ft.) (lbs.) (lbs.) (lbs.) (lbs.) A main 10.3 2219 2885 2885 2020 6 upper 17 1948 2532 2532 1772 main 0 C upper 0 main 19 2315 3009 3009 2106 D upper 21.8 1943 2526 2526 1768 main 22.5 2278 2962 2962 2073 .t TSE Engineering Job#: By: � , Page:6 TRANSVERSE SHEARWALLS Plan Number/Job ID SW OPENING -SEE SHT. 13A 8561 Grid 1 Grid::A :B � C :D F. T :G :H Level: upper 2 Lsw: 17 ;ft. v wind: 92 plf v seismic: 102 ;plf USE:: SW1 R wind: 746 ;Ibs. R seismic: 829 .Ibs Roof Trib.: 2 :ft. Roof DL: 510 Ibs Wall DL: 1652 ;Ibs Uplift wind: 97 :Ibs Uplift seismic: 0 :Ibs USE:' Level: main Lsw: 30 7 :ft. vwind: 94 94 plf v seismic: 90 90 ;plf USE:: SW1 SW1 R wind: 1279 937 :Ibs R seismic: 1279 898 :Ibs Roof Trib.: :ft. Roof DL: 0 0 Ibs Wall DL: 3600 840 ;Ibs Floor Trib.: 1 4 :ft. Floor DL: 300 280 :Ibs Uplift wind: 0 601 :Ibs Uplift seismic: 0 394 ;Ibs USE:: ;STHD10RJ Anchor Bolts: 5/8" Dia. @ 48"o.c. TSE Engineering Job#: By: Page: REINFORCEMENT AT OPENINGS IN TRANSVERSE SHEARWALLS Plan Number/Job ID 8561 a- --- [B] [A] [B] Y2 ------------------------ 1 2 ---------- ------------- [C] [C] OH Hsw 3 4 [D] [E] [D] Y1 X1 OL X2 Lsw Grid 1 Level upper upper main main Grid B=C Lsw 17 ft. OL 2 ft. X1 11 ft. X2 4 ft. Hsw 8 ft. OH 3.5 ft. Y1 3 ft. Y2 1.5 ft. Panel Shears v (max.wind/seismic) 102 plf v[A] 222 1----. plf v[B] 86 plf V[C] 116 plf v[D] 116 plf v[E] 102 plf Maximum Horizontal Tensions and Design of Reinforcement at Openings 1 325 lbs. USE: CS16x21 2 118 lbs. USE: CS16x21 3 238 lbs. USE: CS16x21 4 86 lbs. USE: CS16x21 1 I I TSE Engineering Job#: By:C r Pagelt TRANSVERSE SHEARWALLS Plan Number/Job ID SW OPENING - SEE SHT.6Y/k 8561 Grid 2 Grid::A ;B C :D E :F G H Level: upper 7 Lsw; 17 v wind; 92 plf , v seismic: 102 ;plf USE:; SW2 R wind; 746 ;Ibs R seismic; 829 ;Ibs Roof Trib.; 2 :ft. Roof DL: 510 :Ibs Wall DL; 1652 ;Ibs Uplift wind; 97 ;Ibs' , Uplift seismic; 0 t ;Ibs USE:: CS16x40 SW OPENING -SEE SHT./4F.¢ Level. main 5.5 Lsw; 30 ;ft. , v wind; 116 : plf v seismic: 111 : ;plf USE:: SW2 R wind; 1578 ;Ibs , R seismic; 1577 ;Ibs Roof Trib.: :ft. Roof DL: 0 ;Ibs Wall DL; 3600 ;Ibs Floor Trib.; 1 ;ft. Floor DL; 300 ;Ibs Uplift wind: 0 :Ibs Uplift seismic: 0 ;Ibs USE:; Anchor Bolts: 5/8" Dia.@ 32"ox. .� ii, TSE Engineering Job#: By:e( Page: Iq A- REINFORCEMENT AT OPENINGS IN TRANSVERSE SHEARWALLS Plan Number/Job ID 8561 V -♦ ____Y____. [B] [A] [B] Y2 ....................... ------------------------- 1 � [C] [C] OH Hsw 3 4 [D] [E] [D] Yi X 1 OL X2 Lsw Grid 2 Level upper upper main main Grid B-C B-C Lsw 17 30 ft. OL 7 5.5 ft. X1 9 17 ft. X2 1 7.5 ft. Hsw 8 9 ft. OH 4 4 ft. Yi 2.5 4 ft. Y2 1.5 1 ft. Panel Shears v(max.wind/seismic) 102 f�. (�$c` 116 - U plf v[A] 239 ` 347 plf v[B] 7 64 plf V[C] 174 141 plf v[D] 174 141 plf v[E] 102 116 plf Maximum Tensions and Design of Reinforcement at Openings 1 1504 1323 lbs. USE: (2)CS16- (2)CS16 2 167 584 lbs. USE: CS16x21 CS16x21 3 1160 661 lbs. USE: CS16x21 CS16x21 4 129 292 Ibs. USE CS16x21 CS16x21 �, I I ;, i TSE Engineering Job#: By: v' Page:1.5 LONGITUDINAL SHEARWALLS Plan Number/Job ID 8561 Grid A Grid:;1 :2 :3 :4 :5 ;6 :7 :8 Level: upper , Lsw; , :ft. : v wind: plf , , v seismic: ;plf USE: R wind: ? :Ibs , R seismic: ;Ibs Roof Trib.: :ft. Roof DL: ; ;Ibs Wall DL: ;Ibs , Uplift wind: ;Ibs , Uplift seismic: ;Ibs , , USE: ', Level: main , Lsw: 6.5 1.9 ' 1.9 :ft. , v wind: 198 198 plf v seismic; 196 ; 196 ;plf USE:: SW2 :PORTAL FRAME R wind: 1980 ;Ibs R seismic: 1961 :Ibs Roof Trib.: 8 :ft. , Roof DL: 780 ;Ibs Wall DL: 780 ; ;Ibs , Floor Trib.: :ft. Floor DL: 0 :Ibs Uplift wind: 1512 : :Ibs Uplift seismic: 1259 ; ;Ibs USE STHD14 ' Anchor Bolts: 5/8" Dia. @ 32"o.c. fA AT GA R AC-1 e 'i' TSE Engineering Job#: By. 1 Page: LONGITUDINAL SHEARWALLS Plan Number/Job ID 8561 Grid B Grid::1 :2 :3 :4 :5 :6 :7 :8 Level: upper Lsw; 7 10 :ft. vwind 72 plf v seismic: 104 ;plf USE:: SW1 R wind: 586 ;Ibs R seismic: 844 :Ibs Roof Trib.: 14.5 :ft, Roof DL: 1523 Ibs Wall DL; 680 Ibs Uplift wind; 0 ;Ibs Uplift seismic: 0 :Ibs USE:: ' Anchor Bolts: V i! "A I TSE Engineering Job#: By: Page:/'it LONGITUDINAL SHEARWALLS Plan Number/Job ID 8561 Grid C Grid::1 2 :3 :4 ;5 ;6 7 8 Level: upper Lsw: ;ft. v wind: : plf v seismic: ;plf , USE: , R wind; ;Ibs R seismic: ;Ibs Roof Trib.: :ft. Roof DL Ibs Wall DL; ;Ibs Uplift wind; :Ibs Uplift seismic: ;Ibs USE: Level: main � Lsw; 8 of �Aa�A��; 11 :ft. v wind: 120 ;plf v seismic: 111 ;plf USE:: SW1 ' R wind: 1201 :Ibs R seismic; 1109 ;Ibs , Roof Trib. : ;ft. Roof DL: 0 Ibs Wall DL: 960 ;Ibs Floor Trib.: 12 ;ft. Floor DL: 960 ;Ibs Uplift wind 625 ;Ibs Uplift seismic: 245 :Ibs USE::STHD10RJ: ; Anchor Bolts: 5/8" Dia. @ 48" ox. 'a I ,.� i TSE Engineering Job#: By: Page: LONGITUDINAL SHEARWALLS Plan Number/Job ID OPENING REINF. - SEE SHT. V4 8561 Grid D Grid::1 �:2 ;3 5 :6 :7 :8 Level: upper 5 , , Lsw; 15 6.8 vwind: 55 55 plf v seismic: 81 81 ;plf USE:: SW2 SW1 R wind: 445 445 ;Ibs R seismic: 657 657 ;Ibs Roof Trib.: 14.5 14.5 :ft. Roof DL: 3263 : 1479 :Ibs Wall DL: 1458 661 ;Ibs Uplift wind: 0 0 ;Ibs Uplift seismic: 0 0 :Ibs USE:: OPENING REINF. -SEE SHT. ¢ Level: main 4 Lsw: 14.5 4 4 :ft. v wind: 87 87 pif v seismic: 92 92 ;plf USE:: SW2 SW1 R wind: 1300 1187 :Ibs R seismic: 1558 1391 :Ibs Roof Trib.: :ft. Roof DL: 0 0 :Ibs , Wall DL: 1740 0 :Ibs Floor Trib.: 6.75 6.75 :ft. Floor DL: 979 270 :Ibs ; Uplift wind: 0 464 :Ibs Uplift seismic: 0 307 :Ibs USE:: :STHD10RJ: 5/8" Dia. @ 32"ox. I I I I TSE Engineering Job#: By:F Page:/ ' REINFORCEMENT AT OPENINGS IN LONGITUDINAL SHEARWALLS Plan Number/Job ID 8561 v [B] [A] [B] Y2 -------------------------' 1 2 [C] [C] OH Hsw 3 4 [D] [E] [p] Y1 X1 OL X2 Lsw Grid D Level upper upper main main Grid 1-2 1-2 Lsw 15 14.5 ft. OL 5 4 ft. X1 6 5.5 ft. X2 4 5 ft. Hsw 8 9 ft. OH 4 4 ft. Y1 2.5 3.5 ft. Y2 1.5 1.5 ft. Panel Shears v (max.wind/seismic) 81 / USt 92 � plf v[A] 189� Su�Z 215-4�- S(,OZ plf v[B] 27 45 plf V[C] 122 127 plf v[D] 122 127 plf v[E] 81 92 plf Maximum Tensions and Design of Reinforcement at Openings 1 568 450 Ibs. USE: CS16x21 CS16x21 2 378 410 Ibs. USE: CS16x21 CS16x21 3 438 303 Ibs. USE: CS16x21 CS16x21 4 292 276 Ibs. USE. CS16x21 CS16x21 i �. .,: ., i �. PROJECT: JOB#: _ n Engineering r �L7 �1 Y!I y ( ®A B) 12810 NE 178TH ST STE 218 WOODINVILLE,WA98072 d(425)481-6601 �NAc ysl S _ DATE: ROOF FRAMING PLAN I IF A)0f2 b ❑ Np77 : OX IN,61CA7-C PAGE H UAV'C& Toe SEAM og CoLUM AN CALL | ' - - , / , ° � . '^ | / � � | / w ' ° i TSE Engineering Job#: By:CI Pager HEADER INPUT: Uniform Loading Span Length w(DL) w(LL) L Roof(psf) 15 25 5 0 Tributary(ft) 15.5 15.5 ft Wall (psf) 10 0 Tributary(ft) 0 Floor(psf) 10 40 Tributary(ft) 0 Other(plf) 10 0 w (TL) 0 242.5 387.5 630 0 plf plf plf RESULTS: VI (DL) Vr(DL) VI (LL) Vr(LL) VI (TL) Vr(TL) M (DL) M (LL) M (TL) 606 606 969 969 1575 1575 758 1211 1969 lbs. lbs. lbs. lbs. lbs. lbs. ft.lbs. ft.lbs. ft.lbs. DESIGN: MATERIAL Fb Fv Fc(perp) E x 10^6 Manuf.Lbr. CD 1 15 Timber CH 1 Dimen. Lbr. DFL#2 1170 180 625 1.6 Cr 1 psi psi psi psi Ci 1 b d A S I 3.5 7.25 25.38 30.7 111 in. in. in.A2 in.A3 in.A4 fv= 71 psi Brg.Lgth.= 0.060 ft. CL= 1.000 fb = 770 psi GL Cv = N/A R = N/A A (DL) = 0.02 in. A (LL) = 0.03 in. A (TL) = 0.05 in. RATIOS OF ACTUAL TO ALLOWABLE RATIOS OF SPAN TO DEFLECTION fv/ Fv' = 0.34 L/ 1958 for LL fb/Fb' = 0.57 L/ 1204 for TL USE 4x8 DFL#2 I TSE Engineering Job#: By: f' Page: ROOF BEAM INPUT: Uniform Loading Span Length w(DL) w(LL) L Roof(psf) 15 25 6 0 Tributary(ft) 21.5 21.5 ft Wall (psf) 10 0 Tributary(ft) 6 0 Floor(psf) 10 40 Tributary(ft) 0 Other (plf) 10 0 w (TL) 0 392.5 537.5 930 0 plf plf plf RESULTS: VI (DL) Vr(DL) VI (LL) Vr(LL) VI (TL) Vr(TL) M (DL) M (LL) M (TL) 1178 1178 1613 1613 2790 2790 1766 2419 4185 lbs. lbs. lbs. lbs. lbs. lbs. ft.lbs. ft.lbs. ft.lbs. DESIGN: MATERIAL Fb Fv Fc(perp) E x 10^6 Manuf.Lbr. CD 1.15 Timber CH 1 Dimen. Lbr. DFL#2 1080 180 625 1.6 Cr 1 psi psi psi psi Ci 1 b d A S 1 3.5 9.25 32.38 49.9 231 in. in. in.A2 in.A3 in.114 fv = 96 psi Brg.Lgth.= 0.106 ft. CL= 1.000 fb= 1010 psi GL Cv= N/A R = N/A A (DL) = 0.03 in. A (LL) = 0.04 in A (TL) = 0.07 in. RATIOS OF ACTUAL TO ALLOWABLE RATIOS OF SPAN TO DEFLECTION fv/Fv' = 0.46 L/ 1697 for LL fb/Fb' = 0.81 L/ 981 for TL USE 4x10 DFL#2 i TSE Engineering Job By Page , RAFTER INPUT: Uniform Loading Span Length w (DL) w (LL) L Roof (psf) 15 25 12 0 Tributary(ft) 2 2 ft Wall (psf) 0 0 Tributary(ft) 0 0 Floor (psf) 15 40 Tributary(ft) 0 0 Other (plf) 10 0 w (TL) 0 40 50 90 0 plf plf plf RESULTS: VI (DL) Vr (DL) VI (LL) Vr(LL) VI (TL) Vr(TL) M (DL) M (LL) M (TL) 240 240 300 300 540 540 720 900 1620 Ibs. lbs. Ibs. lbs. Ibs. Ibs. ft.lbs. ft.lbs. ft.lbs. DESIGN: MATERIAL Fb Fv Fc(perp) E x 10116 Manuf.Lbr, CD 1.15 Timber CH 1 Dimen. Lbr. : HF#2 850 150 405 1.3 Cr 1 psi psi psi psi Ci 1 b d A S I r 1.5 11.25 16.88 31.6 178 in. in. in.^2 in.^3 in.^4 fv= 41 psi Brg.Lgth.= 0.074 ft. CL= 1.000 fb= 610 psi GL Cv= N/A R = N/A A (DL)= 0.08 in. A. (LL)= 0.10 in. A (TL) = 0.18 in. RATIOS OF ACTUAL TO ALLOWABLE RATIOS OF SPAN TO DEFLECTION fv/ Fv'= 0.23 L/ 1428 for LL fb/Fb' = 0.62 L/ 793 for TL USE 2x12 HF#2 AT 24" o.c. v 3.3.03 I ,� .• I TSE Engineering Job#: By: E( Page:,'P� GARAGE HEADER INPUT: Uniform Loading Span Length w(DL) w(LL) L Roof(psf) 15 25 16.5 0 Tributary(ft) 2.5 2.5 ft Wall (psf) 10 0 Unsupported Span Length RB Tributary(ft) 6 0 16.5 12.7 ft Floor(psf) 10 40 Tributary(ft) 0 Other(plf) 10 0 w(TL) 0 107.5 62.5 170 0 plf plf plf RESULTS: VI (DL) Vr(DL) VI (LL) Vr(LL) VI (TL) Vr(TL) M (DL) M (LL) M (TL) 887 887 516 516 1403 1403 3658 2127 5785 lbs. lbs. lbs. lbs. lbs. lbs. ft.lbs. ft.lbs. ft.lbs. DESIGN: MATERIAL Fb Fv Fc(perp) E x 10^6 Manuf.Lbr. GL 2400 265 650 1.8 CD 1.15 Timber CH 1 Dimen. Lbr. Cr 1 psi psi psi psi Ci 1 b d A S 1 5.5 13.5 74.25 167.1 1128 in. in. in.^2 in.^3 in.^4 fv= 24 psi Brg.Lgth.= 0.033 ft. CL= 0.968 fb = 420 psi GL Cv= 1 R = 3082 ft. A (DL) = 0.09 in. A (LL) = 0.05 in. A (TL) = 0.14 in. RATIOS OF ACTUAL TO ALLOWABLE RATIOS OF SPAN TO DEFLECTION fv/ Fv' = 0.08 L/ 3856 for LL fb/Fb' = 0.16 L/ 1418 for TL USE GLULAM 5-1/2x13-1/2 i i COLLECTOR BEAM W RA Re 3 3.4 3.4 3.4 3.4 3.4 INPUT: w(DL) plf 0 0 0 0 0 0 w (LL) plf 95 95 95 95 95 95 w(TL) pif 95 95 95 95 95 95 P (DL) lbs P (LL) lbs P (TL) lbs 0 0 0 0 0 RESULTS: RA(TL) = 950 lbs. RB(TL) = 950 lbs. VA(TL) = 950 Ibs.(max.) VB(TL) = 950 Ibs.(max.) MA(TL) = 0 ft.lbs. MA-B (TL) = 4748 ft.lbs.(max.) MB (TL) = 0 ft.lbs. A(DL) = A(DL) = 0.000 In. A(DL) _ A (LL) = A(LL) = 1.015 In. A(LL) _ A (TL) = A (TL) = 1.015 In. A(TL) _ BEAM PROPERTIES:_ MATERIAL Fb Fv Fc er E x 10^6 GL Cv = R = Manuf.Lbr. GL 2400 265 650 1.8 0.986136 #DIV/O! ft. Timber Dimen. Lbr. psi psi psi psi b d A S 1 Brg.Lgth. CD 1.6 13.5 5.5 74.25 68.1 187.2 0.01 CH 1 in. in. in.A2 in.A3 in.A4 ft. Cr 1 Ci 1 STRESSES: fv= 18 psi fv = 18 psi fb = 837 psi RATIOS OF ACTUAL TO ALLOWABLE STRESSES: fv/ Fv' = 0.04 fv/ Fv' = 0.04 fb/ FU = 0.22 RATIOS OF SPAN TO DEFLECTION: L/ 237 for LL L/ 237 for TL USE GLULAM 5-1/2x13-1/2" 24F-V4 v 3.3.03 �� V I I I� I f PROJECT: --_-- JOB#: e Engineering ® 2AVBTS _�.o/-��%� BY: e _ 1 10 NE 178TH ST STE 218 WOODINVILLE,WA98072®(425)481-6601 ANALYSIS DATE: L1 f'elffg i:Z OFC l l.A N 30 J. All L "' Ya `i 1f lVor : INb(CATcm PAGE Huar30z. -Foo- SCAM og Cowwl C.ALC I r I �' )tt,6 r / S go*F AbovE -� WALL/ � HEADER . is FL-00 60 WALL fi /Zook w F RA RB i 1 2 1 1.5 1.5 _t L= 8 ft. INPUT: w(DL) plf 400 400 400 170 170 170 w(LL) pif 700 700 700 310 310 310 w(TL) pif 1100 1100 1100 480 480 480 P (DL)Ibs 685 P (LL)Ibs 1090 P (TL)Ibs 0 0 1775 0 0 RESULTS: RA(TL) = 4668 Ibs. RB(TL) = 3428 Ibs. VA(TL) = 4668 Ibs.(max.) VB(TL) = 3428 Ibs.(max.) MA(TL) = 0 ft.lbs. MA-B (TL) = 9870 ft.lbs.(max.) MB (TL) = 0 ft.lbs. A(DL) = A(DL) = 0.064 in. A(DL) A(LL) = A(LL) = 0.110 in. A(LL) _ A (TL) = A (TL) = 0.174 in. A(TL) _ BEAM PROPERTIES: MATERIAL Fb Fv Fc er E x 10"6 GL Cv= R = Manuf.Lbr. GL 2400 265 650 1.8 1 1000 ft. Timber Dimen. Lbr. psi psi psi psi b d A S I Brq.Lgth, CD 1.15 3.5 10.5 36.75 64.3 337.6 0.15 CH 1 in. in. in.^2 in.A3 in.A4 ft. Cr 1 Ci 1 STRESSES: fv= 151 psi fv= 123 psi fb = 1842 psi RATIOS OF ACTUAL TO ALLOWABLE STRESSES: fv/Fv' = 0.50 fv/ Fv' = 0.40 fb/ Fb' = 0.67 RATIOS OF SPAN TO DEFLECTION: L/ 876 for LL L/ 553 for TL USE GLULAM 3-1/2x10-1/2" 24F-V4 v 3 3.03 .� _' i !` •` W=ly.-f Roof ar=Am 4.LVA, 01 HEADER W�. BALL f �f P w RA Ra 1 1 0.875 0.875 0.875 0.875 INPUT: w(DL) plf 400 400 170 170 170 170 w(LL) plf 700 700 310 310 310 310 w(TL) plf 1100 1100 480 480 480 480 P (DL) Ibs 605 P (LL) Ibs 970 P (TL) Ibs 0 1575 0 0 0 RESULTS: RA(TL) = 3337 Ibs. RB(TL) = 2118 Ibs. VA(TL) = 3337 Ibs.(max.) VB(TL) = 2118 Ibs.(max.) MX(TL) = 0 ft.lbs. MA-B (TL) = 4474 ft.lbs.(max.) MB (TL) = 0 ft.lbs. A(DL) = A(DL) = 0.021 In. A (DL) _ A (LL) = A (LL) = 0.036 in. A(LL) _ A (TL) = A (TL) = 0.057 In. A(TL) _ BEAM PROPERTIES: MATERIAL Fb Fv Fc er E x 10A6 GL Cv= R = Manuf.Lbr. GL 2400 265 650 1.8 1 1436 ft. Timber Dimen. Lbr. psi psi psi psi b d A S I Brg.Lgth. CD 1.15 3.5 9 31.50 47.3 212.6 0.1 CH 1 in. in. in.A2 in.A3 in.A4 ft. Cr 1 Ci 1 STRESSES: fv = 120 psi fv= 84 psi fb= 1136 psi RATIOS OF ACTUAL TO ALLOWABLE STRESSES: fv/ Fv' = 0.39 fv/ Fv' = 0.27 fb/ FU 0.41 RATIOS OF SPAN TO DEFLECTION: L/ 1828 for LL L/ 1154 for TL USE GLULAM 3-1/2x9" 24F-V4 v 3.3 03 I 1 �I I TSE Engineering Job#: By:C Page: HEADER INPUT: Uniform Loading Span Length w (DL) w(LL) L Roof(psf) 15 25 5.5 0 Tributary(ft) 0 ft Wall (psf) 10 0 Tributary(ft) 8 0 0 Floor(psf) 10 40 P Tributary(ft) 7.75 7.75 Concentrated Loading Other(plf) 10 0 Load Xc P (DL) P (LL) P (TL) w(TL) 1 1.5 1210 1940 3150 167.5 310 477.5 2 0 plf plf plf ft lbs lbs lbs RESULTS: VI (DL) Vr(DL) VI (LL) Vr (LL) VI (TL) Vr(TL) M (DL) M (LL) M (TL) 1341 791 2263 1382 3604 2172 1953 3289 5242 lbs. Ibs. lbs. Ibs. lbs. lbs. ft.lbs. ft.lbs. ft.-lbs. DESIGN: MATERIAL Fb Fv Fc(perp) E x 10^6 Manuf.Lbr. GL 2400 265 650 1.8 CD 1 Timber CH 1 Dimen. Lbr. Cr 1 psi psi psi psi Ci 1 b d A S 1 3.5 9 31.50 47.3 213 in. in. in.^2 in.^3 in.^4 fv= 155 psi Brg.Lgth.= 0.106 ft. CL= 1.000 fb = 1330 psi GL Cv = 1 R = 1089 ft. A (DL) = 0.02 in. A (LL) = 0.04 in. A (TL) = 0.06 in. RATIOS OF ACTUAL TO ALLOWABLE RATIOS OF SPAN TO DEFLECTION fv/Fv' = 0.58 L/ 1676 for LL fb/ Fb' = 0.55 L/ 1055 for TL USE GLULAM 3-1/2x9" I ., I V TSE Engineering Job#: By: l Page:°t9 FLOOR JOIST INPUT:_ Uniform Loading Span Length w(DL) w(LL) L Roof(psf) 15 25 14.3 0 Tributary(ft) 0 ft Wall (psf) 10 0 Tributary(ft) 0 Floor(psf) 10 40 Tributary(ft) 1.33 1.33 Other(plf) 0 w(TL) 0 13.3 53.2 66.5 0 plf plf plf RESULTS: VI (DL) Vr(DL) VI (LL) Vr(LL) VI (TL) Vr(TL) M (DL) M (LL) M (TL) 95 95 380 380 475 475 340 1360 1700 Ibs. lbs. lbs. lbs. lbs. lbs. ft.lbs. ft.lbs. ft.lbs. DESIGN: MATERIAL Fb Fv Fc(perp) E x 10^6 Manuf.Lbr. CD 1 Timber CH 1 Dimen. Lbr. HF#2 935 150 405 1.3 Cr 1.15 psi psi psi psi Ci 1 b d A S 1 1.5 9.25 13.88 21.4 99 in. in. in.A2 in.A3 in.A4 fv = 46 psi Brg.Lgth.= 0.065 ft. CL= 1.000 fb = 950 psi GL Cv= N/A R = N/A A (DL) = 0.10 in. A (LL) = 0.39 in. A (TL) = 0.49 in. RATIOS OF ACTUAL TO ALLOWABLE RATIOS OF SPAN TO DEFLECTION fv/ Fv' = 0.31 L/ 441 for LL fb/Fb' = 0.88 L/ 353 for TL USE 2x10 HF#2 @ 16" ox 1 I I TSE Engineering Job#: Page:3o INTERIOR BEAM INPUT: Uniform Loading Span Length w(DL) w(LL) L Roof(psf) 15 25 3.5 0 Tributary(ft) 0 ft Wall (psf) 10 0 Tributary(ft) 0 Floor(psf) 10 40 Tributary(ft) 14 14 Other (plf) 10 0 w (TL) 0 150 560 710 0 plf plf plf RESULTS: VI (DL) Vr(DL) VI (LL) Vr(LL) VI (TL) Vr(TL) M (DL) M (LL) M (TL) 263 263 980 980 1243 1243 230 858 1087 lbs. lbs. lbs. lbs. lbs. lbs. ft.lbs. ft.lbs. ft.lbs. DESIGN: MATERIAL Fb Fv Fc(perp) E x 10^6 Manuf.Lbr. CD 1 Timber CH 1 Dimen. Lbr. DFL#2 1080 180 625 1.6 Cr 1 psi psi psi psi Ci 1 b d A S 1 3.5 9.25 32.38 49.9 231 in. in. in.A2 in.A3 in.A4 fv= 32 psi Brg.Lgth.= 0.047 ft. CL = 1.000 fb= 260 psi GL Cv= N/A R = N/A A (DL) = 0.00 in. 0 (LL) = 0.01 in A (TL) = 0.01 in. RATIOS OF ACTUAL TO ALLOWABLE RATIOS OF SPAN TO DEFLECTION fv/Fv' = 0.18 L/ 8204 for LL fb/Fb' = 0.24 L/ 6471 for TL USE 4x10 DFL#2 !f .' I TSE Engineering Job#: By:-/ Page: FLOOR BEAM INPUT: Uniform Loading Span Length w(DL) w(LL) L Roof(psf) 15 25 9 0 Tributary(ft) 0 ft Wall (psf) 10 0 Tributary(ft) 8 0 Floor(psf) 10 40 Tributary(ft) 14 14 Other(plf) 10 0 w(TL) 0 230 560 790 0 plf plf plf RESULTS: VI (DL) Vr(DL) VI (LL) Vr(LL) VI (TL) Vr(TL) M (DL) M (LL) M (TL) 1035 1035 2520 2520 3555 3555 2329 5670 7999 lbs. lbs. lbs. lbs. lbs. lbs. ft.lbs. ft.lbs. ft.lbs. DESIGN: MATERIAL Fb Fv Fc(perp) E x 10"6 Manuf.Lbr. GL 2400 265 650 1.8 CD 1 Timber CH 1 Dimen. Lbr. Cr 1 psi psi psi psi Ci 1 b d A S 1 3.5 9 31.50 47.3 213 in. in. in.A2 in.^3 in.A4 fv= 141 psi Brg.Lgth.= 0.130 ft. CL = 1.000 fb- 2030 psi GL Cv= 1 R = 913 ft. A �DL) = 0.09 in. A (LL) = 0.22 in A (TL) = 0.30 in. RATIOS OF ACTUAL TO ALLOWABLE RATIOS OF SPAN TO DEFLECTION fv/ Fv' = 0.53 L/ 500 for LL fb/ Fb' = 0.85 L/ 354 for TL USE GLULAM 3-1/2x9 TSE Engineering Job#: By:F j Page: BEAM UNDER WALL INPUT: Uniform Loading Span Length w(DL) w(LL) L Roof(psf) 15 25 11.5 0 Tributary(ft) 22.5 22.5 ft Wall (psf) 10 0 Tributary(ft) 8 0 Floor(psf) 10 40 Tributary(ft) 7.5 7.5 Other(plf) 10 0 w (TL) 0 502.5 8625 1365 0 plf plf plf RESULTS: VI (DL) Vr(DL) VI (LL) Vr(LL) VI (TL) Vr(TL) M (DL) M (LL) M (TL) 2889 2889 4959 4959 7849 7849 8307 14258 22565 lbs. lbs. lbs. lbs. lbs. lbs. ft.lbs. ft.lbs. ft.lbs. DESIGN: MATERIAL Fb Fv Fc(perp) Ex 10"6 Manuf.Lbr. GL 2400 265 650 1.8 CD 1.15 Timber CH 1 Dimen. Lbr. Cr 1 psi psi psi psi Ci 1 b d A S 1 5.5 12 '66.00 132.0 792 in. in. in.A2 in.A3 in.A4 fv= 147 psi Brg.Lgth.= 0 183 ft. CL= 1.000 fb = 2050 psi GL Cv= 1 R = 953 ft. A (DL) = 0.14 in. A (LL) = 0.24 in. A (TL) = 0.38 in RATIOS OF ACTUAL TO ALLOWABLE RATIOS OF SPAN TO DEFLECTION fv/Fv' = 0.48 L/ 580 for LL fb/Fb' = 0.74 L/ 366 for TL USE GLULAM 5-1/2x12 ,. .� I TSE Engineering Job# I By:is 1 Pager COLUMN Overall End Conditions Intermediate Supports Loading Length Kexx Keyy xx axis yy axis P axial w xx vv yy 8 1 1 0 0 0 0 ft. lbs. plf plf Column Size Duration _ Plate Properties b d CD Specie Fc(perp) Cb? Cb 4.5 5.5 1.15 HF 405 YES 1.083 in. in. psi MATERIAL Type/Specie Grade Fbxx Fbyy Fc Exx (10)"6 Eyy(10)^6 Manuf.Lbr. Timber Dimen.Lbr HF STUD 776 776 800 1.2 1.2 psi psi psi psi psi fc 0 psi RESULTS SRxx (le/d) 17.45 SRyy (le/b) 21.33 COLUMN CSI = 1.0 Fc* 920 psi KcE 0.3 FcE 791 psi fc(perp)/ Fc(perp)' = 1.336 c 0.8 33.6 % Overstress ki 1.162543 kz 1.075085 ALLOWABLE AXIAL LOAD = 14500 lbs. Cp 0.636786 And For Fc(perp)' Controlling = 10853 lbs. Fc' 586 psi J�ZaM j3CA1-9 at Mxx 0 ft.lbs Sxx 22.69 inA3 fbxx 0 psi OK xx 1182 psi P axial Fbxx' 893 psi k3 0 x\ y Myy 0 ft.lbs y x Syy 18.56 in13 fbyy 0 psi FcE yy 791 psi KbE 0.438 W x x RB 5.106 Wyy FbE 20158 psi k4 0 U d USE: (3)2X6 HF STUD v 3.3.03 i I TSE Engineering Job#: By:C Page:3� FLOOR BEAM INPUT: Uniform Loading Span Length w (DL) w(LL) L Roof(psf) 15 25 3.5 0 Tributary(ft) 22.5 22.5 ft Wall (psf) 10 0 Tributary(ft) 8 0 Floor(psf) 10 40 Tributary(ft) 7.5 7.5 Other(plf) 10 0 w(TL) 0 502.5 862.5 1365 0 plf plf plf RESULTS: VI (DL) Vr(DL) VI (LL) Vr(LL) VI (TL) Vr(TL) M (DL) M (LL) M (TL) 879 879 1509 1509 2389 2389 769 1321 2090 lbs. lbs. lbs. lbs. lbs. lbs. ft.lbs. ft.lbs. ft.lbs. DESIGN: MATERIAL Fb Fv Fc(perp) E x 10^6 Manuf.Lbr. CD 1.15 Timber CH 1 Dimen. Lbr. DFL#2 1080 180 625 1.6 Cr 1 psi psi psi psi Ci 1 b d A S 1 3.5 9.25 32.38 49.9 231 in. in. in.A2 in."3 in.^4 fv= 62 psi Brg.Lgth.= 0.091 ft. CL = 1.000 fb = 500 psi GL Cv= N/A R = N/A A (DL) = &00 in. A (LL) = 0.01 in. A (TL) = 0.01 in. RATIOS OF ACTUAL TO ALLOWABLE RATIOS OF SPAN TO DEFLECTION fv/ Fv' = 0.30 L/ 5327 for LL fb/Fb' = 0.40 L/ 3366 for TL USE 4x10 DFL#2 i .S I FLOOR BEAM 4- WALL w Ra �Re 3.2 3.2 3.2 3 3.7 _ 3.7 L = 20 ft. INPUT: w(DL) pif 395 395 395 425 425 425 w(LL) plf 600 600 600 730 730 730 w(TL) pif 995 995 995 1155 1155 1155 P (DL) Ibs P (LL) Ibs P (TL) Ibs 0 0 0 0 RESULTS: RA(TL) = 10383 Ibs. RB(TL) = 11181 Ibs. VA(TL) = 10383 Ibs.(max.) VB(TL) = 11181 Ibs.(max.) MA(TL) = 0 ft.lbs. MA-B(TL) = 53824 ft.lbs.(max.) MB (TL) = 0 ft.lbs. A(DL) = A (DL) = 0.250 in. A(DL) _ A(LL) = A(LL) = 0.407 In. A (LL) _ A(TL) = A(TL) = 0.657 in. A(TL) _ BEAM PROPERTIES: MATERIAL Fb Fv Fc er E x 10"6 GL Cv= R = Manuf.Lbr. GL 2400 265 650 1.8 0.938748 1600 ft. Timber Dimen. Lbr. psi psi psi psi b d _A S I Brq.Lgth. CD 1.15 6.75 18 121.50 364.5 3280.5 0.2 CH 1 in. i1v in.^2 in.A3 in.14 ft. Cr 1 Ci 1 STRESSES: fv= 110 psi fv= 117 psi fb = 1772 psi RATIOS OF ACTUAL TO ALLOWABLE STRESSES: fv/ Fv' = 0.36 fv/ Fv' = 0.38 fb/ Fb' = 0.68 RATIOS OF SPAN TO DEFLECTION: L/ 590 for LL L/ 365 for TL USE GLULAM 6-3/4xl8" 24F-V4 v3303 r I TSE Engineering Job# By:E-71 Page:36 COLUMN Overall End Conditions Intermediate Supports Loading Length Kexx Keyy xx axis yy axis P axial w Xa w yy 8.5 1 1 0 0 0 0 ft. lbs. plf plf Column Size Duration _ Plate Properties b d CID Specie Fc(perp) Cb? Cb 7.5 5.5 1.15 HF 405 YES 1 in. in. psi MATERIAL Type/Specie Grade Fbxx Fbyy Fc Exx(10)^6 Eyy (10)^6 Manuf.Lbr. Timber Dimen.Lbr HF STUD 776 776 800 1.2 1.2 psi psi psi psi psi fc 0 psi RESULTS SRxx(le/d) 18.55 SRyy (le/b) 13.6 COLUMN CSI = 1.0 Fc* 920 psi KcE 0.3 FcE 1046 psi fc(perp)/ Fc(perp)' = 1.666 c 0.8 66.6 % Overstress ki 1.335734 1<2 1.421467 ALLOWABLE AXIAL LOAD = 27835 lbs. Cp 0.733474 And For Fc(perp)' Controlling = 16708 lbs. Fc' 675 psi TgoM gfyiM j:i 3,$ t $04M *3� Mxx 0 ft.lbs 10 39 3 f- ,P3 14bs Sxx 37.81 in^3 ��fJ 1�S fbxx 0 psi � FcE xx 1046 psi P axial Fbxx' 893 psi o K k3 0 x\ -y Myy 0 ft.lbs y x Syy 51.56 in^3 fbyy 0 psi FcE yy 1946 psi KbE 0.438 W x x RB 3.158 Wyy RE 52701 psi k4 0 d b USE: (5)2X6 HF STUD v 3 3,03 � 1 . TSE Engineering Job# By: Page:3$ COLUMN Overall End Conditions Intermediate Supports Loading Length KeXX Keyy xx axis yy axis P axial w>a w yy 8.5 1 1 0 0 0 0 ft. lbs. plf plf Column Size Duration _ Plate Properties b d CD Specie Fc(perp) Cb? Cb 9 3.5 1.15 H F 405 YES 1 in. in. psi MATERIAL Type/Specie Grade Fbx Fbyy Fc Exx(10)^6 Eyy(10)^6 Manuf.Lbr. Timber Dimen.Lbr HF STUD 854 854 840 1.2 1.2 psi psi psi psi psi fc 0 psi RESULTS SRxx (le/d) 29.14 SRyy (le/b) 11.33 COLUMN CSI = 1.0 Fc* 966 psi KcE 0.3 FcE 424 psi fc(perp)/ Fc(perp)' = 0.928 <1 o.k. c 0.8 ki 0.8993 k2 0.548601 ALLOWABLE AXIAL LOAD = 11845 lbs. Cp 0.389261 Fc' 376 psi Tk°M ,3��tkt # 8.=_� � M� o ft.Ibs Sxx 18.38 inA3 0 K, fbxx 0 psi FcE XX 424 psi P axial Fb)(x' 982 psi k3 0 x y Myy 0 ft.lbs Y x Syy 47.25 inA3 fbyy 0 psi FcE yy 2804 psi KbE 0.438 W x x RB 2.099 WYY FbE 119254 psi k4 0 b USE: (6)2X4HF STUD v 3.3.03 it I TSE Engineering Job By , Page HEADER AT LIVING ROOM INPUT: Uniform Loading Span Length w (DL) w (LL) L Roof (psf) 15 25 6.25 0 Tributary(ft) 8 8 ft Wall (psf) 10 0 1 Tributary(ft) 0 0 Floor (psf) 15 40 Tributary(ft) 0 0 Other(plf) 10 0 w (TL) 0 130 200 330 0 plf plf plf RESULTS: VI (DL) Vr (DL) VI (LL) Vr (LL) VI (TL) Vr (TL) M (DL) M (LL) M (TL) 406 406 625 625 1031 1031 635 977 1611 lbs. lbs. lbs. lbs. lbs. lbs. ft.lbs. ft.lbs. ft.lbs. DESIGN: MATERIAL Fb Fv Fc(perp) E x 10^6 Manuf.Lbr. CD 1.15 Timber CH 1 Dimen. Lbr. DFL#2 1080 180 625 1.6 Cr 1 psi psi psi psi Ci 1 b d A S 1 3.5 9.25 32.38 49.9 231 in. in. in.^2 in.^3 in.^4 fv= 36 psi Brg.Lgth.= 0.039 ft. CL= 1.000 fb= 390 psi GL Cv = N/A R= N/A A (DL)= 0.01 in. A (LL) = 0.02 in. A (TL)= 0.03 in. RATIOS OF ACTUAL TO ALLOWABLE RATIOS OF SPAN TO DEFLECTION fv/ Fv' = 0.17 L/ 4034 for LL fb / Fb' = 0.31 L/ 2445 for TL USE 4x10 DFL#2 v 3.3.03 TSE L17gineering ,lob By , e Pag PORCH HEADER INPUT: Uniform Loading Span Length w (DL) w (LL) L Roof (psf) 15 25 10 0 Tributary(ft) 3 3 ft Wall (psf) 10 0 Tributary(ft) 0 0 Floor (psf) 15 40 Tributary(ft) 0 0 Other(plf) 10 0 w(TL) 0 55 75 130 0 plf plf plf RESULTS: VI (DL) Vr(DL) VI (LL) Vr(LL) VI (TL) Vr (TL) M (DL) M (LL) M (TL) 275 275 375 375 650 650 688 938 1625 lbs. lbs. lbs. lbs. lbs. lbs. ft.lbs. ft.lbs. ft.lbs. DESIGN: MATERIAL Fb Fv Fc(perp) E x 10^6 Manuf.Lbr. Co 1.15 Timber CH 1 Dimen. Lbr. HF#2 1020 150 405 1.3 Cr 1 psi psi psi psi Ci YES Cifactors b d A S I Fb 0.85 3.5 9.25 32.38 49.9 231 Fv 1 in. in. in.^2 in^3 in.^4 Fc(perp) 1 E 0.95 fv= 25 psi Brg.Lgth.= 0.038 ft. CL= 1.000 fb = 390 psi GL Cv= N/A R= N/A A (DL)= 0.04 in. A (LL)= 0.06 in. A (TL) = 0.10 in. RATIOS OF ACTUAL TO ALLOWABLE RATIOS OF SPAN TO DEFLECTION fv/Fv' = 0.15 L/ 2027 for LL fb/Fb' = 0.39 L/ 1170 for TL USE 4x10 HF#2 v 3.3.03 TSE Engineering Job#: By: Pager HEADER INPUT: Uniform Loading Span Length w(DL) w(LL) L Roof(psf) 15 25 8.25 0 Tributary(ft) 2 2 ft Wall (psf) 10 0 Tributary(ft) 8 0 Floor(psf) 10 40 Tributary(ft) 1 1 Other(plf) 10 0 w (TL) 0 130 90 220 0 plf plf plf RESULTS: VI (DL) Vr(DL) VI (LL) Vr(LL) VI (TL) Vr(TL) M (DL) M (LL) M (TL) 536 536 371 371 908 908 1106 766 1872 Ibs. lbs. Ibs, lbs. lbs. lbs. ft.lbs. ft.lbs. ft.lbs. DESIGN: MATERIAL Fb Fv Fc(perp) E x 10"6 Manuf.Lbr. CD 1.15 Timber CH 1 Dimen. Lbr. HF#2 935 150 405 1.3 Cr 1 psi psi psi psi C1 1 b d A S 1 3 9.25 27.75 42.8 198 in. in. in.A2 in.^3 in.A4 fv= 40 psi Brg.Lgth:= 0.062 ft. CL = 1.000 fb = 530 psi GL Cv= N/A R = N/A A (DL) = 0.05 in. 0 (LL) = 0.04 in. 0 (TL) = 0.09 in. RATIOS OF ACTUAL TO ALLOWABLE RATIOS OF SPAN TO DEFLECTION fv/FV = 0.23 L/ 2715 for LL fb/Fb' = 0.49 L/ 1111 for TL USE (2)2x10 v 3.3.03 1 1 • n I I I TSE PROJECT: JOB#: ® L A7tR A a-- BY: 9 ® Engineering e 12810 NE 178TH ST STE 218 WOODINVILLE,WA98072®(425)481-6601 A/VAL7�'f f DATE: M-I FOUNDATION FLAN Inr•.r•p- �f3 4�L -- - --- ----------- I 1 In.sil Y •I140.I�TtF I I r.0 l.4• ••.W Y3 ' t-r Y••r I -- — r � 1''� rir F 1 -1-o++- 'a-1 F--- §` I I re, nr I I.ur.• v.nw• �w• ..or � .,r W r a-1 ----I - -�---Fo i _I(y it II I I 1 I I t• ccNc.st.an I i II I I• I L.---- ——— --- I I 9fd' I ----- ' - -- - -j I_ IFS t� a /` ore: IA161C'A7F_ jPACE /YUM OER !-oR �EAM� �aLuM�!/ oX f-ooTeAJC Gh[.� I I 1 I TSE Engineering Job#: r,/,� By:F_�� -, Page: 4 t CRAWLSPACE BEAM INPUT: Uniform Loading Span Length w(DL) w(LL) L Roof(psf) 15 25 4 0 Tributary(ft) 0 ft Wall (psf) 10 0 Tributary(ft) 8 0 Floor(psf) 10 40 Tributary(ft) 28 28 Other(plf) 10 0 w (TL) 0 370 1120 1490 0 plf plf plf RESULTS: VI (DL) Vr(DL) VI (LL) Vr(LL) VI (TL) Vr(TL) M (DL) M (LL) M (TL) 740 740 2240 2240 2980 2980 740 2240 2980 lbs. lbs. lbs. lbs. lbs. Ibs, ft.lbs. ft.lbs. ft.lbs. DESIGN: MATERIAL Fb Fv Fc(perp) E x 10'6 Manuf.Lbr. CD 1 Timber CH 1 Dimen. Lbr. DFL#2 1080 180 625 1.6 Cr 1 psi psi psi psi Ci 1 b d A S 1 3.5 9.25 32.38 49.9 231 in. in. in.A2 in.A3 in.A4 fv= 85 psi Brg.Lgth.= 0.114 ft. CL= 1.000 fb = 720 psi GL Cv= N/A R = N/A A (DL) = 0.01 in. A (LL) = 0.02 in. A (TL) = 0.02 in RATIOS OF ACTUAL TO ALLOWABLE RATIOS OF SPAN TO DEFLECTION fv/Fv' = 0.47 L/ 2748 for LL fb/Fb' = 0.67 L/ 2066 for TL USE 4x10 DFL#2 ,� i TSE Engineering Job# By i Page 4,3 ISOLATED F7PLLFbrg ING .`j 960 16S P DL (Ult.) Fbrg (Net) Brg. Depth Cover Depth Soil Density Slab Thick. Slab LL 2385 3575 2000 0 1 1 110 lbs. lbs. psf psf ft. ft. pcf in. psf A B T a b f'c fy Size(A) Size (B) 2 2 8 3.5 5.5 2.5 40 4 4 ft. ft. in. in. in. ksi ksi DL slab 0 lbs. Results DL soil 440 lbs. DL footing 400 lbs. f brg/F brg = 0.85 <1.0 o.k. E DL 3225 lbs. LL slab 0 lbs. Vn/Vu = 3.4 >1.0 o.k. E LL 3575 lbs. E vert load 6800 lbs. Reinforcing Steel: f brg 1700 psf Qty Size F brg 2000 psf Req'd: 1.96 4 EW Pu 9417lbs. Use: 2 4 EW pu 2354 psf d ay. 4.5 ( sE Two Way Shear: bo 36 in. �Ql4IC'K�7'Ea T!!U Vu 8109 lbs. _ VC (11-35) 42120 lbs. C-e/ as 40 VC(11-36) 56700 lbs. VC(11-37) 32400 lbs. �Vn 27540 lbs. One Way Shear: Vu 1864lbs. VC(11-3) 10800 lbs. �Vn 9180 lbs. Moment: LA 0.854167 ft. L6 0.770833 ft. Mu(A) 1.72 ft.kips Development Lengths: Mi(n) 1.40 ft.kips a(A) 1 a(B) 1 dA 4.25 in. P (A) 1 R (B) 1 de 4.75 in. r(A) 0.8 y(B) 0.8 ka(A) 1.18 a,(A) 1 X(B) 1 kb(A) -12.75 Ktr(A) 0 Kt,(B) 0 As(A) 0.136 sq.in. c(A) 2.917 in. c(B) 2.916667 in. AS(A)min 0.384 sq.in. Ld (A) 12.000 in. Ld (B) 12.000 in. ka(B) 1.18 Excess Ratio 0.978 Excess Ratio 0.978 Kb(B) -14.25 Ld (A) 12.000 in. Ld (B) 12.000 in. As(B) 0.099 sq.in. As(B)min 0.384 sq.in. i .� ,., i 1' TSE Engineering Job# By Page 4 ISOLATED FOOTING 1p P DL P LL Fbrg (Ult.) Fbrg (Net) Brg. Depth cover Depth Soil Density Slab Thick. Slab LL 4475 6710 2000 0 1 1 110 4 40 lbs. lbs. psf psf ft. ft. pcf in. psf A B T a b f'c fy Size(A) Size (B) 3 3 10 5.5 5.5 2.5 40 4 4 ft. ft. in. in. in. ksi ksi DL slab 450 lbs. Results DL soil 990 lbs. DL footing 1125 lbs. f brg/F brg = 0.784 <1.0 o.k. E DL 7040 lbs. LL slab 360 lbs. Vn /Vu = 3.38 >1.0 o.k. E LL 7070 lbs. E vert load 14110 lbs. Reinforcing Steel: f brg 1568 psf Qty Size F brg 2000 psf Req'd: 3.67 4 EW Pu 17672lbs. Use: 4 4 EW pu 1964 psf d ay. 6.5 Two Way Shear: Lis: X bo 48 in. boTiN� Vu 15708 1bs. 01V CKCTE VC(11-35) 93600 lbs. US 40 VC (11-36) 115700 lbs. VC(11-37) 62400 lbs. �Vn 53040 lbs. One Way Shear: Vu 4295lbs. VC(11-3) 23400 lbs. �Vn 19890 lbs. Moment: LA 1.270833 ft. LB 1.270833 ft. Mu(A) 4.76 ft.kips Development Lengths Mu(B) 4.76 ft.kips a(A) 1 a(B) 1 dA 6.25 in. R (A) 1 R (B) 1 dB 6.75 in. r(A) 0.8 r(B) 0.8 ka(A) 0.786667 2,(A) 1 k(B) 1 Kb(A) -18.75 Kt,(A) 0 Ktr(B) 0 As (A) 0.256 sq.in. c(A) 3.750 in. c(B) 3.25 in. As(A)min 0.720 sq.in. Ld (A) 12.000 in. Ld (B) 12.000 in. ka(B) 0.786667 Excess Ratio 0.917 Excess Ratio 0.917 Kb(B) -20.25 Ld (A) 12.000 in. Ld (B) 12.000 in. As (B) 0.237 sq.in. AS(B)min 0.720 sq.in. i :- _ i 1 TSE Engineering Job# By V Page ISOLATED FOOTING P P DL /--�P LL Fbr9 (Ult.) Fbr9 (Net) Br9� Depth cover Depth Soil Density Slab Thick. Slab LL 5110 7665 2000 0 1 1 110 4 40 lbs. lbs. psf psf ft. ft. pcf in. psf A B T a b f'c fy Size(A) Size (B) 3.33 3.33 12 5.5 5.5 2.5 40 4 4 ft. ft. in. in. in. ksi ksi DL slab 554 lbs. Results DL soil 1220 lbs. DL footing 1663 lbs. f brg/F brg = 0.751 <1.0 o.k. E DL 8548 lbs. LL slab 444 lbs. Vn /Vu = 4.57 >1.0 o.k. E LL 8109 lbs. E vert load 16656 lbs. Reinforcing Steel: f brg 1502 psf Qty Size F brg 2000 psf Req'd: 4.88 4 EW Pu 20185lbs. Use: 5 4 EW pu 1820 psf d ay. 8.5 Two Way Shear: bo 56 in. F0507 /VCj Vu 17707 lbs. VC(11-35) 142800 lbs. / as 40 VC (11-36) 192100 lbs. VC (11-37) 95200 lbs. �Vn 80920 lbs. One Way Shear: Vu 4410lbs. VC(11-3) 33966 lbs. �Vn 28871 lbs. Moment: LA 1.435833 ft. La 1.435833 ft. Mu(A) 6.25 ft.kips Development Lengths: Mu(a) 6.25 ft.kips a(A) 1 a(B) 1 dA 8.25 in. R (A) 1 R (B) 1 de 8.75 in. y(A) 0.8 y(B) 0.8 ka(A) 0.708709 X(A) 1 X(B) 1 Kb(A) -24.75 Kt,(A) 0 Kt,(B) 0 As (A) 0.254 sq.in. c(A) 3.750 in. c(B) 3.25 in. AS(A)min 0.959 sq.in. Ld (A) 12.000 in. Ld (B) 12.000 in. ka(B) 0.708709 Excess Ratio 0.977 Excess Ratio 0.977 Kb(B) -26.25 Ld (A) 12.000 in. Ld (B) 12.000 in. AS(B) 0.240 sq.in. As(B)min 0.959 sq.in. i i (Residential Building Air Leakage Test(Blower Door Test) Results Permit House address or lot number: ' � / Ti/�tJl<Ui�U D. City: — ur Zip: _ ,qz23 Cond. Floor Area(ft2): /`7'V Age of house: Source(circle one): Plan Estimated Measured Results shall be reported as Air Changes per Hour at 50 Pascals(ACH50)and shall be calculated as follows: ACH50= (CFM50 x 60)/Volume Where: CFM50= Blower door fan flow at 50 Pascal pressure difference Volume=Conditioned Floor Area of the housing unit x ceiling height Blower Door Test Result: __ ACH50 CFM@50Pa Ring (circle one if applicable): Open B C Blower Door Fan Location: �/I t F4ky 11 4— Weather Conditions: ��l LI/,1�Gi I certify that these blower door results are accurate and determined using standard industry protocol. Company Name: �/ „('f1C. Technician: Pr S .S'CG Technician Signature: Date: Phone Number:4�' 7 aEY- 2015 Washington State Energy Code reference: R402.4.1.2 Testing.The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour.Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g.(50 Pascals).Where required by the code official,testing shall be conducted by an approved third party. A written rewwrt of the results of the test shall be signed by the party conducting the test and provided to the code official.Testing shall be performed at any time after creation of all penetrations of the building thermal envelope.Once visual inspection has confirmed sealing(see Table R402.4.1.1),operable windows and doors manufactured by small business shall be permitted to be sealed off at the frame prior to the test. Received JUN 16 2017 I i 1 Duct Leakage Affidavit(New Construction) Permit#: I1 f -7 House address or lot number: City: f'1il hir\ Zip: M-Z3 Cond. Floor Area(ftz):, Source(circle one): Pla�_,) Estimated Measured ❑ Duct tightness testing is not required.The total leakage test is not required for ducts and air handlers located entirely within the building thermal envelope. Ducts located in crawl spaces do not qualify for this exception. Air Handler in conditioned space? ❑yes no Air Handler present during test?ffyes❑ no Circle Test Method: Leakage to Outside (: T�otaleakage Maximum duct leakage: Post Construction,total duct leakage:(floor area x.04)= CFMQ25 Pa Post Construction, leakage to outdoors: (floor area x.04)= CFM@25 Pa Rough-in,total duct leakage with air handler Installed:(floor area x.04)_ CFM@25 Pa Rough-In,total duct leakage with air handler not installed:(floor area x.03)= CFM@25 Pa � Test Result: 4/NCFM@25Pa Ring (circle one if applicable): Open 1 3 Duct Tester Location: /y Pressure Tap Location: 1 certify that these duct leakage rates are accurate and determined using standard duct testing protocol. Company Name:�� E /- CS1)C_ Technician: _ �I`C_ . Technician Signature: Date: / zz Z S -�� 3�y Phone Number: Received JUN 16 2017 i i i ,I 1' Receive, .;UN 1. 6 20 i7 y c • r� • �n �� C �� ` ,f MC I I �,r S I1 II I I I i i r' 7 ' u " i r. �. 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U ALL SAWN BEAMS ASSUMED DP UNLESS NOTED OTHERU&E. U Z ALL GW LAM E A BEAMS ASSUMED 24F-V4 UNLESS NOTED OTHERUB ALL PAR4LLM BEAMS ASSUMED 2E UNLESS NOTED OTHERU6E ^' R •TTP.B.TO BE S'-I OL .SID BLOCK OVER SIPPORT6. CIS •FIRE BLOCK, V� Q .ALL PLUMBIC PENETRATIONS V •E •CONCEALED SPACES OF STUD WALLS AND PARTITIONS, INCLUDING MR;ED SPACES AT BOTH CEILING AND FLOOR n ISO. CONK PATIO LEVELS SJ .AT ALL SOFFITS,DROPPED AND COVED CEILINGS. ") •FIRE BLOCKING REQUIRED AT FLOOR AND CEILING BUT NOT IO FT -"7/ FIB NILAR OPENINGS INTERVALS VERTICAL.NO FIRE BLOCKING RED,AT STAIRS, IN MINGS ACES AND UND VENTS, DUCTS. AT CEILING AND FLOOR Z LEVELS. uJ II 3/4' 14'•3 04' E'•0• 6'-b• •AT O.ENNGS BETWEEN ATTIC SPACES AND CHIMNEY CHASES Q FOR FACTORY WILT CHV EY6 AM FLIES ({� •ALL PENETRATIONS FROM GARAGE TO MAW HOUSE(LIVNG AREA) r�1J 1-10-RISER( %1 TO BE SEALED WITH AN APPROVED MATERIAL TO RESIST THE lJL PAOSAGE CF FLAMES AND THE PR0DIKT6 OF CCMSUSTION ! •TOP OF WINDOWS u V-0"ABOVE MAN FLR UNLESS Tl'ls^ y fit. NOTED OTHERWISE.I �•( � •TTP.EXT.WALLS TO BE 2Wi F IS-OZ.UNLESS +•_Y�� '.0 T >SYQ Ix SWY11 NOTED OTHERWISE. 61.�Yc' Yy E 5l5F OX 5.5.XO �• TBG S*S'XO 4 XO •EXTERIOR CAR 2ERS015 TO BE 2 BND,FULLY INSULATED 71C. 6E a� 0 ASSEMBLY PER 70LS WSEC dP•�SI$KY`.{ � .QMOKE ALARM TO BE HOT WIRE NTERCOMNECTED jI 3-Irz'x YISLB •—i.lq-.4T•V7 GLB� pu$ �g•.a'� _ WBA04tl'BAt1ERT TYPICAL.�•DA Afl��TI 9 X • --�DAW 1 1 SMOKE ALARMS TO BE AUDIBLE N ALL BEDROOMS. i■ �s! I < ( •HANDRAIL•34 -W'ABOVE TREAD NOSILY 55 lilt] b' H s I •GUARDRAIL AND HANDRAILS TO BE ABLE TO WITHSTAND �� 4a A BIMY.LE POUT LOAD APPLIED IN ANT DIRECTION AT THE �I :�-j•!� RAGE O TOP MOST PART.OF 200 I»CONCENTRATED AND 50 Ell ] sL_ GREAT RM, V-Toe- IL.� APPLIED HORZ TO ANY INTERMEDIATE BALLUSTERS OR SBg>- 55 CARPET ®MAIN pb g$ G INECK CO GUARDRAIL T PER IRD. / S /''� �y DECK GUARDRAIL TO BE P.T.WOOD.CEDAR Ix 4 1_ Q IB D b{: ) NOOK I �D SOP FABRICATED WOOIGHT IRON-MAP gilC lJ O PREFAB STEEL TUBE AND TSG. Y m N5. f I Y FIELD VERIFY u/CONTRACTOR LIMNER i° �I •INTERMEDIATE PICKETS TO BE SPACED NO FURTHER APART •�T�'• y 41 1 SUCH THAT A SPHERE 4'IN DIAMETER CANNOT PASS THROUGH F3'-II I/1' 3'•6 1/2' S'•7• II ¢I AT ANY PONT. II I •NSTALL FIREPLACS)PER MACNRER SPECIFICATIONS. J Sr�V p Y I L L ^ 'n D E MAF ENOTES SOLID BEARING UNDER CONCENTRATED LOADS Gp I G1 US (2)2x6 AT 6'WALL°.USE(2)2,4 AT 4'WALLS.UNLESS 3°'•�°' NOTED OTHERWISE. WASTE � Dl = P,INIIxr m DENOTES MULTIPLE CRIPPLE•HEADERS OVER 6'•0'LOW, §6+ e LIB. OR AT SHEAR PANEL ENDS FOR HOLD DO11N&-SEE PLANS.; •10'G ON HOUSE/GARAGE COMMON WALLS, SSS -- - -- - C- "T-1� 7 ( 9••1 I?' 3'-7 IR ALL BEARWG WALLS,POSTS,BEAMS AND CEILINGS WITHOUT ; 1 7'•S• C•A 1 DRYEP6 1 \J� ►MTA,NT.NW Ol�1 V.T0.S9NdASItIi� '`.. LIVING AREA ABOVE. eb 1 1 L_ JL�-J F`- •TYPGARAGE'X CEILINGS WITH LIVRG AREA ABOVE TO BE 5/8' 344 &1 C TYPE'X' TU TYPICAL.(2 LAYERS REO'D WITH TJITf•24'GUTS, OL.) '.SN �6! ; O � 4 ALL STRUCTURAL POSTS AND BEAMS WRAPPED u/VS'CALT3. 3Jp O 2xS BLOCK AT 51'FOR THERMOSTAT. 6 •�f1 / VEN AND T ALL FANS,DRYER EXHAUST TO OUTSIDE }p P['$a y¢• C �° T 2• 19 --- DINING % .ALL BEAMS HEADERS TO BE VERIFIED WITH 11r1�7p ��.• CARPET 1 O STAMPED ENGINEERING CALCULATIONS,THIS 9 % OFFICE MUST BE NOTV ED WITH ANT VARIATIONS I I i. BEFORE PROCEEDING. Y B'•3� IP•B I!1• 3'-6 1/t' •� m n ;n •ALL EXTERIOR DOOR AND WINDOW OPENING°TO BE FLASHED TO LIMIT MOISTURE NTRL5ICN-SEE ELEVATION PAGES•TYPICAL IRC 3B3-FASTENERS FOR PRESSURE PRESERVATIVE AND W MIN.IUM1 CFM m - m FIRE RETARDANT-TREATED WOOD°HALL BE OF HOT-DIPPED F D IN WRRWMMI1f�}}PENT f E 1 s - N2 GALVANIZED STEEL,STAINLESS STEEL,SILICON BRONZE OR Q m V.f q® AI ;p COPPER Q m 'i •SHEAR WALL BOTTOM PLATE NAILNG AND ALL NAILING AT PRESSURE 1&12R4% (5)2Yb'n (4)144'. -i'-!4)2x4', (3)1.4•'•-_ .• TREATED PLATEAMEMBERD SHALL BE HOT DIPPED ZINC-COATED 6 4•xK•GL(ORGPF'EDl ,I GALVANIZED STEEL OR STAINLESS STEEL NAILS PER IRC 3M 3. 0 OJIM IBCC 5 Z 2 GA GARAGE ° •1d� i n •Fob CARBON MONOXIDE DETECTORS OUT6'0 SLEL'PWG a4'EAn 1 / LIVING I (fi OIpCS{I.DG 6 a� RspOEti�FTFGlI(�C�p 4'CONK-SLAB-SLOPE 3' 1 �/ I SAlC OPT. m CARNET ^' GAS SE 8 NE PVC VENTS •L TOIIARDS CA DOORS I A 1 2x4 SKY �-. AD EIGHT NUMBERS O OVER1/ 1 LINE I •• rzSTRO HEIGHT 1 �./�_y `•J CONTRASTING BACKGROUND r A C R3113.1 FLOOR ELEVATIONS AT THE REQUIRED EGRESS DOORS I THE EMERIOR LANDING OR FLOOR&HALL NOT BE MORE THAN 1-314 INCHES v I m T �y I iM BELOW THE TOP OF THE THRESHOLD. r ON GAR DR w Bo 1 d •DECK LATERAL LOAD CONNECTIONS tlTER 1 I NOT LESS THAN 2 LOCATIONS 6 1 I •MINIMUM 1$00 POUND CAPACITY P3012 Is H I 1 m ® •ENGINEER OF RECORD MUST ADDRESS SIM5 I^ I WITHM TOPOGRAPHIC WIND SPEED-UP AREAS V, I 7°•PFIX 6F XO •ALL HANGERS,STRAPS AND HOLOOINS ARE TO BE MANUFACTURED BT SIMPSON 1 I TO !!! b'-4 3/4" ^ AND INSTALLED PER MANUFACTURED SPECIFICATIONS-5 10'xB 10" I _btl!ELEVATION FOR 1M _ n e ��D��h��TT pp! Q O` INSTALL TO CORNERI _ _ � • r , OVER WSECTSEE 6 rnERT E WFu V CNEOf?-MANUFACTURE 1 l xOFA ABOVE DOOR 4'10 OF Z BM TH US H O�R UBEO E OHEE ECI wOJI�RED df4Y 6 94 PERCENT. ^, O PORTAL 1 IL RAFE PER PANEL DETA A/52 2A BATH FAN kt O FMMA CONDENSED EXHAUST TO OUTSIDE O O SEE 6EETMECISMSOC . II 2B KITCHEN MN.100 CXM, J BEE SHEET ECI MI501A CONDENSED.EXHAUST TO OUTSIDE LL IG �C 4 FFKEENt BUILD6G ENVELOP 03 CREDITS WH NCAL RENEBTRAtIGN U.)S Qg 8 CµOMFI.WrE BASE IN SECTION R4021A ,F-F�Q ())OUT6IDE AIR REQUIRED PER MAW3�FACTURE v^- > Q 3'•6• I IS'x 74'CRAWL SPACE ACCESS W EL L i9 O12-X 30'ATTIC ACCESS N Z:E, ODIRECT VENT GAS/LSD METAL FIREPLACE,INSTALL PER M Z�Q AMLFACTAIRS SPEC,PREFAB.FP.TO BEAR THE STAY OF AN APFROVEO TESTNG LAB PROVIDE 6'CUTSDE AIR MCI Z FOR 0-CLEARANCE 11 ONLY.HEARTH PER BUILDER/OWNER �f OSTAIR ILLU:NNt0`4 PER 3031 MID 3O3B 0_ 9 }DpOORE BETWEEN 1815E I GARAGE I(•-3• 1•fs I WM 6EV OSM TED DO DEVISE j ARE AND WCAAING Q STRIPPED, I-PMPW-�PN-Ty.V..1��p��MTNMU'136'LANDNG INDIRECTION OF TRAVEL 70'•0' 10'-0' 12'•0' O 0 ^""-TRAM 1.10'BELOW DOOR TNESIOLD TYPICAL OIIWALL TO BE CCNTIN OUSLY FRAMED WY7X6 N NO 2 AT W'OC FILE NO FROM MAIN FLOOR BOTTOM PLATES TO UPPER LEVEL TOP PLATES d2••r P�UMBING NOTES: I LW'WT I(1TCNEN 56%FLQV TOTS LFK LAVATORY FAUCETS RATED AT MID GPM •LW11T BHOUIER FLOW TO L15 GPri MAIN FLOOR,-FLAN •LMITLAVATOR FLOW TO 10 GPri — --= AREA SUMMARY: SHEET I/4"FI'•p' MAIN FLOOR 1263 9QFT. OF UPPER FLOOR 1,139 BQ FT. TOTAL 2,402 BQ FT. GARAGE 4Sl SQ FT. / p fc7 U— c � J/ Q Z W Q ]r.IO FLR.JSTB, 0% ALGN WIiH S .5121 PIP 'n pj3 p�p llrirfflu B DZ• �t:�_ a � 1 n 3: A yr xy a �TA'05' H E W K S] K 74'-8 1/8' 52 3'-2". W-t 1W -y I'-B l/B' •L O � U p- � Z O (� — - - -- -� - - - E U u- 4 O Zo LL �I> Wd NOTES: N Z7�QQ2 -Q--TT •ALL JOISTS TO BE PER PLAN- uJ�Ol J •ALL FLR.TRUSSES TO BE INSTALLED A BRACED TO MAN . SPECS.AND STAMP. •FLR TRUSSES BNALL NAVE DESIGN DETAILS A ORAWPGB ON SITE FOR INSPECTION (J(� •3/4'TK.PLTUUM SUBFLGOR-GLUE I NAIL, BLOCK IL •ALL Wd1PPORIED EDGES. .SOLID BLOCKING F BEARING POINTS. •ALL BEAMS AND HEADERS TO BE VERPIED WITH STAMPED ENGINEERING CALCULATIO& THIS OFF FILE NO: ICE MUST BE NOTFIED WTN ANY VARIATIONG BEFORE PROCEEDING. ALL HANGERS PER ENGINEER TJI JOIST HANGERS TO BE SIMP8011 ]US OR ITS SERIES SHEET 4 1 OF i U Z (� O o RID Q A Z 0 U1 4Y.4D 8 t2k cs) 1T•4• M'•5' 13'•3' B.•9• B'•l' 5'-6 WA- S'•101/4' 6'-5 3/4' b••9 1/A• I TYP ALL ® B SWZ �t•�Hilt 5'44 XO 5y4'X0 Q e4y EGRESS �. DAL f�t1E �` — - - — -- �n $ N C23 gam My X MST BED BED 2 DBED o on; AFPET CARPET OPT.CATH C t x C Mali �, 5'.B• 5•.9• 3'-n 1n .4 , 1 TIRE T&Top AND Y Y iry of Q'• Q. ?I BLOCK ALL r7A :iI n SFBP SA z --e,P---- _ e TUBS d SHOWERS: $�lyyl598 n 0^ f�/R4 JH' - --SNP----_ ry .FIREBLOOG BETWEEN STUDS. I ■ i SA I\;y C•J - - •LNT 6.%E�R FLOW TO J!4Prt � '6p 3 _ JLJ O y C O 6� Y •WALLS SHALL BE WATERPROOF TO M4110'ABOVE DRAIN ii db _ • - y 3 •ALL GLAZING INCLUDING WINDOWS WITH"10.OF DRAM � �� 222 � O N m INLET TO BE SAFETY GLASS. � fi n A I Y '? •KBULATICN BEHIND F/G TUB I SIUIR WITS NOT TO EXCEED FLAME B �$n C C E V MST BATH ' ` 1 C SPREAD D 8-1 OF 75 4 A BFTION DENSITY CF5C. BEE UBC. N STANDARD B•I AND UB4 SECTION 1013,AND UBC.SEC.10671 YYY 9 m ST ]• S. B--TyN i q BC�t 4 I 0 O'vwiE'°TRPrmCF rEr E a'IEIn aLLPPr O BAA`CKEA RRBBOARD 1 (wA PANT REdIMBD AT Tee 4 SHOWER BURRCkIRD I 4i C MAN I &C `114 FW Y •ALL SHOWER AND TUB W N FI ITS TO BE HAFACTERD BEIQr L5 A8 ITS UNLESS NOTED OTHERWISE. 0 BITE BUILT SHOWER RECEPTORS SHALL BE TESTED f P VtK• '�— FOR WATERTIGHTNESS PER UPC 41791 TEE Q tTLE FREE� � 5 TUB F/94GHB2 .O1 CO NOTES: A _ (3)Y FIX 1 3)] r• C •ALL BMB.4 HDRS.TO BE 418 DF•1 UNLESS NOTED OTHERWSE. U ' ALL BEAMS ABSU•ED DF4 UNLESS NOTED OTHERWISE. Z 1 g'-O• B'•0' FUG D CENTER WINDOW A •TYP.IS.TO BE B'-1 1/5" _ DATE DT LL VOIDS ON STAIRS T TIONb 8 .SOLID BLOCUOING OVER SUPPORTS, •FIRE BLOCK ALL PLUMBU4G PENETRATIONS. Z CONCEALED SPA OF STUD WALLS AND PARTITIONS, O 10'•0" 9'•6- 6'•3 3/4' 6'-3 774• INCLUDNG FURRED SPACES AT BOTH CIELING AND FLOOR' LEVELS AND AT TEN FOOT(10'-0'/INTERVALS BOTH VERTICAL AND HORIZONTAL. 19'•6' 6'•B' 3'-Z In' O'-T In' AT ALL SOFFITS.DROPPED AND COVED CEILINGS. ! SPACESIN CONCEALED BETWEEN STAIR �E 47'-0' OP AND BOTTOM OF R AND STUDS qy;THE N --- -- AND IN LINE WITH THE RUN OF STAIR5 AT 1N FINISHED SPACES BELOW STAIRS. Z IN OPENRYGS AROUND VENTS,PIPES,DUCTS,CHIMNEYS, ❑ �.ml FIREPLACES AND SIMILAR OPENINGS AT CEILRG AND FLOOR `n LEVELS. V AT OPENINGS BETWEEN ATTIC SPACES AND CHIMNEY CHASES Z FOR FACTORY BUILT CHIMNEYS AND FLUES. O •TOP OF IWNDOUB•6'-10"ABOVE MAIN FLR UNLESS NOTED OTHERWISE. 13 ❑ •TYP.EXT.WALLS TO BE 7x6�16'OL.UNLESS �J NOTED OTHERWISE. O •QSA SMOKE ALAW*TO BE HOT WIRED 4 INTERCONNECTED 0 W BACKUP BATTERY TYPICAL, WALL SHEATHING ABOVE GARAGE R35 ALARMS TO BE AUDIBLE T RS BEDROOMS, I HEADER (ATY CARBON MONOXIDE DETECTORS n OUTSIDE SLEEPING AHy¢.AS 1-111 (ATTACHED GARAGES A`ES ft UNDER TAIR ASEEQU TO IT BE U P F E R FLOOR L OO R FLAN /�1� ALL FINISHED /STORAGE AND TYPE -6 UNDER STAIRCASE TO BE V/ I I\ r I fjl� FINISHED x/5/B'TYPE'X'GWB. 1�Q"s 1••�„ •HANDRAIL y 3H••3B'ABOVE TREAD NOSING, 3Q •INSTALL FIREPLACE(&)PER MAN FACTURER BPECIFIACTICNS. W • 0 DENOTES SOLID BEARING.UNDER CONCENTRATED LOADS Eq USE(7)216 AT 6•WALLS.119E(J)7x4 AT 4'W41.1.5.UNLESS NOTED OTHERWSE. J •VENT ALL FANSpRI'ER EXHAUST TO OUTSIDE Q w E MI �Q •ALL BEAMS AND HEADERS TO BE VERIFIED WITH UI STAMPED ENGINEERING CALCULATICNS.THIS OFFICE MUST BE NOTIFIED WITH ANY VARIATIONS 1 I 1 O� B w N1 BEFORE PROCEED Z_QQV •ALL HANGERS,STRAPS AND HOLDOILNS ARE TO BE MANUFACTURED BY SIMP60N Y AND I146TALLED PER MANUFACTURED SPECIFICATIONS 4 O77'x 30'MIN.ATTIC ACGE65 O7A T FAN BATH MN.S0 Get KITCHEN MIN.I C0M. 5pJH,B�y EQTyI1..111501A OO•DENSEO.EbUUST TO OUTSIDE 7C WTOiJOR NR STALL BE D 1..TED TO EACH HABITABLE SPACE PER W604 STATE VENTILATION M15013AA FILE NO: OSTAIR ILLUMINATION PER R303.1 4 303E ,861 OBMT CF WINDOW MIN 4B'TO FLOOR AT STAIRS OR T- O5 BED—EI'ERGENCY ESCAPE lEGRE861 WMDOp PER R110) MIN.OPEN HEIGHT CLEAR 24' MN.OPEN WIDTH CLEAR 70' C C T MIN OPEN AREA CLEAR 5.1 SOFT J I--I E L OF i W� ICJ uz NOTES: w p ® •VENTED BLOCKING OVER SUPPORTS. z Q n .ROOF OVERHA 65 TO BE IV UNLESS OTHERWISE NOTED. •BEE ELEVATIONS FOR ROOF PITCHES. Q e •SKYLIGHTS ON 2 b CURB-SAFETY GLA66 M • IJSSE9•RAFTERS WALL BE 74'O.C.UNLESS OTHER / OTHERWISE NOTED_ Q •ALL BEAMS AND HEADERS TO BE VERIFIED WITH R� STAMPED ENGINEERING CALCJA.ATIONS.THIS Z OFFICE MUST BE NOTIFIED WITH ANT VARIATIONS "A BEFOiE PROCEEDING. 0 n 9" 41'•0' •DETAIL FOR-HOUR FIRE-RESISTIVE TY LINES OR FOR THE HFOLLOWING: UNDERSIDE EAVES WITHIN 2-5 FEET OF PROPERTY LINES OR PROVIDE THE FOLLOWING: A (A)PROVIDE SOLID BLOCKING FROM THE WALL TOP PLATE TO THE UNDER5IDE OF M $ THE ROOF SHEATHING rN0 EAVE VENTS/ D5 5-2 De CB, NO GABLE END VENTS ARE INSTALLED 7y� (G)A DETAIL SHOWING OTHER METH005 FOR ATTIC VENTING < 3 BR TRUSS NOTES: •TRUSSES WITH A CLEAR RECTANGULAR SPACE O 24"WIDE N 42"HIGH t�•` '- M BETILEEN CHORD MEMBERS MUST BE DE6ICNEO AS-LIMITED ATTIC bF�Jy 7 a a I• A.�� 6TORAr E•WITH 20 MF LIVE LOAD ON BOTTOM CHORD, R301.5. 3yS�y�D. I IY I •ALL 7R190E8 WALL CARRY MANFACTURES STAMP- ALL S�-4WS p �� S •MANFAACCTUURES SPECIFICATIONS. 1BRACED TO I 1 iSaaa o .TRU05EB WILL NOT BE FIELD ALTERED WITHOUT PRIOR BUILDINGjE= � DEPT.APPROVAL OR ENGINEERING CALCULATIONS- ALL TRJSWS SHALL HAVE DE86N DETAILS N DRAWIINGS ON '2S O SITE FOR FRAMING INSPECTION 3;•e � o .. O O •ALL CGIRNE R ONB E RAFTERS,JACK US HIP MANUFACTURE. TO E. MAN GIRDER TO BE PROVIDED BY TRUSS H4NFACTURE. i k O ❑ ❑ ❑ ❑ ❑ ❑ •WASHING G N STATE TO STRUCTURAL 67AMPFD ENGINEER AND SIGNED BT A LICENSED -a 3 0 • TON WALL BE MANACTURED IN A ROGE PLAJT APPROVED $��}�✓$ 9 ❑ TRIBSEB MANUFACTURED UDDER THE REQUIREMENTS OF SECTION 1100.EACH TRUSS SHALL BE THE QUALITY CONTROL STAMP(SECTION 13116)AS WELL AS �y, M�ANFAG•TURING PLANT'B NAME/ADDRESS,DESIGN LOAD AND HAXPIM 'J•��1—, .16 l N •APPROVED HANGERS SHOULD BE USED AT ALL CONNECTIONS OF_4 Z__ c__ S4LAd a4 S-T RAFTERS,JACK OR HIP TRUSSES TO MIN GIRDER TRUSSES. NN •LIGHT METAL PLATE CONNECTORS TO HAVE FIELD AND GIRDER tt IDENTFICATION INFORMATION BRANDED,MARKED,OR OTHERWISE PERIANENTLT AFFIXED TO EACH TRUSS SHALL CONTAIN THE A @a 9 FOLLOWING: V i 3v I N•� I I A IDENTIFICATION OF THE TRUSS,MANUFACTURING COMPANY. B. THE DESIGN LOAD. 4•, .VI. L ® C.THE TRIBE SPACING. I I OPT. 77 ALL ROOF TRUSSES SHALL BE 50 FRAMES AND TIED INTO THE 9KTL HT FRAMEWORK AND SUPPORTING WALLS 50 AS TO FORM AN INTEGRAL W PART OF THE WHOLE BUILDING.ROOF TRI .SHALL HAVE JOINTS )IMI I�I T AL 5 VE T BEFORE ANY CAD 16 �LPLACED UPON TL HAVE ALL HE ORUSS DIAGONAL AND SWAT ~Y AST6 ,TP L V m BRACING SHALL BE USED TO BRACE ALL ROOF TRUSSES. (\� I •BEARINROOF G B SOLID BD BE SUPPORTED LO(XING PREVENT NOTATION AND�TS OF LATERAL LI -- - DISPLACEMENT.THEY WOULD ALSO BE BLOCKED AT THE RIDGE _- -- - 7•Q•L OGER •• IRDB BLOCKING BO.M 2'DIAL A BA NED `7 �'JN I i ❑ D. ❑ i❑ i D VENTILATION REQUIREMENTS Z AF.•60 RONs VENT EVERY SAVE BLOCK TO DE VENTED Z SAVE MORE THAN 5'FR M PROP.LINE /\ EACH IFNr10F 4911•(YI•A S1 N). 2N&F. O w 0.7 ❑ b� -_ _- _- OPT C a y - 0 VEO'D ATION•P MDJ 5FRE {-- 6/D ---- - SKTL Ni 171 7 (7OAL , ` •GABLE VENTS Up1A N61ll 10.E) v. SF Z (114) ATTIC VENTILATION REQUIRED CO`TMON TRUSSES T4• JJ0'.0'SPY! 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AIUW Inatr 1AL JUM In`u 44J Mlli Lurnurlrtum Wttrmid Pump Lumtvual Lasrtg Cub fulaal utbory tLoad itldritla ►nmay Mad tnitatgr.]lartle+,Strd "MAI tulull"ol-a ]rLutdarr tH.t t tJtwvv.llalr4"I Jrd a ut 1'rVL,Cr%X,1'tl/Prupoww T ut taltaust !-yaaul tan vWm I Ipr wit ILLna It Amot.I NiHims 'w I'rK,Crvt,r11►prU6yla>t 1-w Mltr A-t4miA Lr.Vast I p1m a"ILInt It A'WL1 Wit Ltrrnam U-In Ltaribinblbo AM.Ipt4uti L%;wdwm"m iur,YIIda lunpadutr MIO Lent!ivAkh tahawt /eta trrttlwiaurr I11Ah Unat%wr ur.I'taarr 1V/,Y 11Ar Permit#: 1127 Permit Date: 08/19/16 Permit Type: RESIDENTIAL SINGLE FAMILY Project Name: Energy Star Construction Applicant Name: Energy Star Construction Applicant Address: 8 76th Place SE Applicant, City, State, Zip: Everett,WA 98203 Contact: Noah Palmgren Phone: 425-876-4511 Email: energystarhomes@hotmail.com Scope of Work: New SFR Valuation: 206572.00 Square Feet: 2402 Number of Stories: 2 Construction Type: Occupancy Group: ID Code: Permit Issued: 09/02/2016 Permit Expires: 03/02/2017 Form Permit Type: Status: COMPLETE Assigned To: Launa Black Property Parcel# Address Legal Description Owner Name Owner Phone Zoning Section 23 Township 31 00898300001900 18419 HAWKSVIEW DR Range 05 GLENEAGLE EMERALD VILLA, I I I Single Family SECTOR 413 BLK 000 D-00 LLC Residence-Detached -LOT 19 Contractors Contractor Primary Contact Phone Address Contractor Type License License# Energy Star CONSTRUCTION Labor and Construction Noah Palmgren 425-876-4511 8 76th Place SW CONTRACTOR Industries ENERGSC890B7 Inspections Date Inspection Type Description Scheduled Date Completed Date Inspector Status 11/30/2016 R20.SFR/DUPLEX 06/16/2017 Completed FINAL Plan Reviews Date Review Type Description Assigned To Review Status 08/19/2016 RESIDENTIAL SINGLE z.Christopher Young FAMILY 08/19/2016 RESIDENTIAL SINGLE BUILDING FAMILY Fees Fee Description Notes Amount Building Permit Table 4-1 $2,215.88 Building Plan Review Table 4-2 $1,440.13 Forced Air Heat fee per Btu $25.00 Gas Piping/Units Enter#of units $10.00 Mechanical Base Permit Fee $25.00 Mechanical Misc. 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