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Permit File BLD-2017-0506 1911 10th Street
City of Anacortes 904 6th Street P.O. Box 547 Anacortes, WA 98221-0547 (360) 293-1901 Job Address: 1911 10TH ST ANACORTES WA 98221-1419 APN: P56071 Invoice/Permit #: Applied date: Issue date: Expire date: BLD-2017-0506 09/22/2017 09/29/2017 03/28/2019 Permit Type: Single Family Alteration/Repair Permit Project: Remarks: Remodel and addition to existing home in the R3 Old -Town District. Owner: STEVEN & KATHRYN NORGAARD Contractor: Address: 1911 10TH ST Address: ANACORTES WA 98221-1419 Phone: Phone General Information: Use Zone Deck Square Footage Building Valuation Lot Area 1 st Floor Square Footage Garage Square Footage # Forced Air Furnace <=11000 # of Slop Sinks # of Range Hoods # of Clothes Dryers # of Clothes Washers # of Dishwashers # of Gas Piping # of Gas Water Heaters # of Hose Bibbs # of Kitchen Sinks # of Lavatories # of Water Closets # of Water Piping # of Ventilation Fans R3 Old Town Overlay 152 62100 6000 52 380 1 1 1 1 1 1 1 1 2 1 License #: SCOTT HERIGSTAD CONSTRUCTION PO BOX 734 STANWOOD WA 98292 (360) 631-0274 SCOTTHC014BM Fees: Building Permit Fee Plan Review Fee State Building Code Fee Mechanical Permit Fees Plumbing Permit Fee Total Calculated: Deposits/Receipts: Total Due: 734.75 477.59 4.50 89.50 83.00 1,389.34 0.00 1,389.34 1 ITS n r•r ,-i- F-� i i �;� �.y H• T:• � Ilvi t=t lL• 1�41 0-q iA 1 •-} Q tr It• 'T7 � rJl- ` THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 C AIFj, : IF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMME41GRD':= I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT. ALL AR,,VISIONS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR Ebt T_HE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTH51tl R LOCAL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. r 70 -•.j i "t i' ii"t 5t Kj J µ SIGNATURE m AGENT �z• Olsen Associates I Architecture + Planning September 26, 2017 Mr. Groc Fyrrce1 Building Inspector City of Anacortes Planning and Community Development Department PO Box 547 Anacortes, WA 98221-0547 RE: Permit- 1911 1 Oth Street Remodel and Addition z d a1 L a SEP 26 2017 CITY O .� �11�EACOR TES We herewith submit two complete revised plan sets and a revised WSEC Prescriptive Compliance worksheet for your further review. We hope that these revisions to the plans are satisfactory to the City, and that a permit can be issued in short order. Please be advised that the office of Olsen Associates will be closed from October 02 to October 25. During this time, please contact the owners, Steven and Kate Norgaard, with any correspondence relating to this project. Their contact information is as follows: Steven and Kate Norgaard 1911 1 Ou' Street, Anacortes, WA 98221 Tel: 206 683 3365 e-mail: katnorgaard@comcast.net As requested, the following corrections have been made to the Permit Set: Building Department 1. Building height at front of house 2. Front setback notation 3. Height of Deck 4. Adoption of WSEC 5. U-factor of doors to be 0.30 6. WSEC energy credits taken 7. Engineering code compliance with 2015 IBC and IRC 8. Deck lateral load connections per 2015 IRC R507.2.4 9. UPC references 1 O.a. escape door in bedroom b. combustion air supply c. ventilation fans d. showers Public Works Department 1. Driveway width at street 2. Frontage improvements not required 3. Disconnect storm water from sanitary sewer Planning and Zoning Department 1. Lot dimensions per survey 2. Side yard setback notations to total 15' 3. Eave dimensions Sheet A2.1 Sheet A0.1 � Sheet A2.2, A3.1 detail #5 C� Sheet GO.1 V Sheet GO.1 Sheet G0.1 (*1) L� WCE Report page C, item 6 (*2�/ WCE Report detail B and C (*2)� Sheet GO.1 (/ Sheet GOA Building notes #3, A1.2 Sheet A2.2 W-E SectionC/ � Sheet A1.2 ( Sheet A1.2 (� Sheet A0.1 N/A Sheet A0.1 Sheet A0.1 Sheet A0.1 Sheet A0.1, A1.3 *1 WSEC Credits This proposed addition of 352 square feet is less than 500 square feet of cononed space, therefore it requires only 0.5 credits to comply with Table R406.2 Per the Prescriptive Energy Code Compliance requirements the following Credits are taken from Table R406.2: 5b, Efficient Water Heating: Rinnai tankless hot water heater at 85% AFUE = 1.0 credit A revised worksheet is attached (dated September 27), and the water heater is noted on Sheet A 1.2 as "Tankless HWH" in the Utility room. *2 Response from West Coast Engineering: Item #7; I have stated the design compliance with 2015 IBC in my specifications under the paragraph 6. Item #8: When I do design according to IBC, I do not need to comply with the IRC requirements, especially when deck is enclosed on three side and all connections are detailed (detail B and C). IRC requirements for deck connections are for prescriptive design, and try to assure to prevent deck separating from the structure. I have tried to talk to the inspector, but left only a message. I hope this would resolved if 1 could talk to the inspector. Sinc�ely, sen, Principal Olsen Associates I Architecture +Planning PO Box906 / La Conner / WA 98257 360.399.1881 info@olsenassociates.net www.olsenassociates.net ANACORTES PUBLIC WORKS DEPARTMENT Steven Lange, Project Manager P.O. BOX 5477 ANACORTES, WA 98221 PH(360) 293-1920 E-MAIL: stevel@cityofanacortes.org FAX(360) 293-1938 Date: September 227 2017 To: Paul Ingalls, Plans Examiner From: Steven Lange v Subject: Site Plan Review #1 for 1911 101 Street cc: Eric Shjarback, Justin Symonds The submitted site plan for 1911 10th Street was reviewed by the Public Works Engineering Department on September 22, 2017. • 09-01-17: Submittal to Public Works Engineering • 09-22-17: Public Works review and memo back to Building Department The following comments are provided: • The maximum width of the driveway at the street is a maximum of 20-feet for residential access. Per 2011 EDS Standards, Chapter 3 — Streets, Section STR-28 (Typical). • No additional frontage improvements are required based on the submitted site plan. • Project will need to disconnect the storm water from the sanitary sewer. City records indicate the storm water is connected to the sanitary sewer. • Water •Wastewater •Streets •Storm Drainage •Engineering •Solid Waste • Transportation •Equipment •Capital Projects •Development Services Olsen Associates I Architecture + Planning y; SEP 2 G 2017 September 2 6, 2017 Mr. Groc Fyrrce, Building Inspector CITY ) Ai *3 iJ3 i City of Anacortes Planning and Community Development Department PO Box 547 Anacortes, WA 98221-0547 RE: Permit- 1911 10th Street Remodel and Addition We herewith submit two complete revised plan sets and a revised WSEC Prescriptive Compliance worksheet for your further review. We hope that these revisions to the plans are satisfactory to the City, and that a permit can be issued in short order. Please be advised that the office of Olsen Associates will be closed from October 02 to October 25. During this time, please contact the owners, Steven and Kate Norgaard, with any correspondence relating to this project. Their contact information is as follows: Steven and Kate Norgaard 1911 10Street, Anacortes, WA 98221 Tel: 206 683 3365 e-mail: katnorgaard@comcast, net As requested, the following corrections have been made to the Permit Set: Building Department 1. Building height at front of house Sheet A2.1 2. Front setback notation Sheet A0.1 4`0� 3. Height of Deck Sheet A2.2 A3.- detai 1 #5 4. Adoption of WSEC Sheet GO.1 V 5. U-factor of doors to be 0.30 Sheet G0.1 6. WSEC energy credits taken Sheet G0.1 (*1)1� 7. Engineering code compliance with 2015 IBC and IRC Public Works Department 1. Driveway width at street 2. Frontage improvements not required 3. Disconnect storm water from sanitary sewer Planning and Zoning Department 1. Lot dimensions per survey 2. Side yard setback notations to total 15' 3. Eave dimensions WCE Report page C, item 6 (*2)1� Sheet A0.1 N/A Sheet Am Sheet A0.1 Sheet A0.1 Sheet AU. 1, A1.3 ANACORTES PUBLIC WORKS DEPARTMENT Steven Lange, Project Manager P.O. BOX 547, ANACORTES, WA 98221 PH(360) 293-1920 E-MAIL: stevel@cityofanacortes.org FAX(360) 293-1938 Memo Date: September 22, 2017 To: Paul Ingalls, Plans Examiner From: Steven Lange Subject: Site Plan Review #1 for 1911 10"' Street cc: Eric Shjarback, Justin Symonds The submitted site plan for 1911 10th Street was reviewed by the Public Works Engineering Department on September 22, 2017. • 09-01-17: Submittal to Public Works Engineering • 09-22-17: Public Works review and memo back to Building Department The following comments are provided: • The maximum width of the driveway at the street is a maximum of 20-feet for residential access. Per 2011 EDS Standards, Chapter 3 — Streets, Section STR-28 (Typical). • No additional frontage improvements are required based on the submitted site plan. -- • Project will need to disconnect the storm water from the sanitary sewer. City records indicate the storm water is connected to the sanitary sewer. • Water •Wastewater •Streets •Storm Drainage •Engineering •Solid Waste • Transportation •Equipment •Capital Projects •Development Services ANACORTES PUBLIC WORKS DEPARTMENT Steven Lange, Project Manager P.O. BOX 547, ANACORTES, WA 98221 PH(360) 293-1920 E-MAIL: stevel@cityofanacortes.org FAX(360) 293-1938 Memo Date: September 28, 2017 To: Paul Ingalls, Plans ' er 7 From: Steven Lange Subject: Site Plan Review #2 for 1911 10t' Street cc: Eric Shjarback, Justin Symonds The submitted site plan for 1911 10th Street was reviewed by the Public Works Engineering Department on September 26, 2017. • 09-01-17: Submittal to Public Works Engineering • 09-22-17: Public Works review and memo back to Building Department • 09-28-17: Submittal to Public Works Engineering • 09-28-17: Public Works review and memo back to Building Department The following comments are provided: • All Public Works items have been addressed from the September 22, 2017 memo. Please issue the bung permit when ready. • Water •Wastewater •Streets •Storm Drainage •Engineering •Solid Waste • Transportation •Equipment •Capital Projects •Development Services Cricchio, Kevin From: Cricchio, Kevin Sent: Thursday, September 21, 2017 3:29 PM To: Fyrrce, Groc Subject: BLD-2017-OXXX, 1911 10th Street RE: BLD-2017-OXXX,1911'loth Street Hi Groc, I have completed my review of the building permit application to construct an addition at 1911 10th Street. Here are my revisions as follows: 1. Show the dimensions of the lot per the recorded survey on the site plan. 2. Please correct the side yard setbacks for the R3 /Old Town Overlay as shown on the site plan. The minimum setback is 51. However, cumulatively the side setbacks must add up to 15'. Please show this graphically on the site plan. 3. Lastly, a maximum of two feet of an eave is allowed within the setback. Please confirm that you meet this. Kevin Cricchio, AICP, WPIT � Associate Planner � Planning, Community 8Economic Development Dept. City of Anacortes I P.O. Box 547 1904 6Street I Anacortes, WA 98221 360.293.1937 (work) I kevinc@cityofanacortes.orq I www.cityofanacortes.org My incoming and outgoing email messages are subject to public disclosure requirements per RCW 42.56. J BUILDING PERMIT APPLICATION REVIEW: DATE: G� I PERMIT #: SITE ADDRESS: r C' PARCEL #: SURVEYED SITE PLAN: yes o • Does site pla & dimensions match sury yes ❑ no ZONING DISTRICT: • Is the land use permitted in zone / yes ❑ no CRITICAL AREAS: • Is any critical areas located either on the subject property or within 300 feet ❑ yes no SHORELINE JURISDICTION: • ❑ yes ❑ no • Shoreline Environment: Setback from OHWM: • Is the land use permitted in environmen ❑ yes ❑ no IMPERVIOUS SURFACE MAXIMUM: MINIMUM SETBACKS: / J 7 MINIMUM LANDSCAPING: MINIMUM # OF TREES: MAX LOT COVERAGE: v MAX PERMITTED HEIGHT OFF-STREET PARKING: EASEMENTS: A Am /I Fee/ / , ' // i J / %/ /l' ' i 9TH STREET;/ / / I de IF/, / i i�/ Ad / / i ' i e FAA /e FAA � / � ,/� �- ,� � /� At / �me A � ile / iJAdd /�� Addedi/ ', /J I'�� /��' ,/%,,/ �/ / A/ !// J J / / / , J j J / /,/ / / / /j2,J5 FAAAd Ai200'' I / fJ( 1917reo , Fe ///; //i /r� .1907 f / /e A died Ali//// led A !�% �/ t A,% �ddemddd` Ad / A Add FAA me Ad ee I Ad /A Am me e Adee Fee A, FIF Veled IF de /ee / Ad /"Idee // ,.' it I Add A/,' Atee ,Al Add Ad lid 11 I'll A IF �, % Jdee 1 At / / �� �//�/ie Fee I � % / / e / �/i /� ed all A Ad 11 All ' / , % / /�' / /, / J //' , / , / A / - ded r / , / Add / �/ ' me,Fee Ad did/ /ii'iteI All �y /� ,At i dide /',/�'-' /�/ // '// //-,J/�J// / - ,/ore i//.'�ed JJIF / ' / %ereJ/ '/AA Ad � / / /em ' /'ied/ / iededide Air A _ j /dee a, FAA /'FAA/Add It/�'J/ //; did/, /A I, All / A A,,/,'/ �/ /,, / At Fee Add/ / Ad /J We Feeme///dee J , ,Are le I e IF /mA / / / FAA // // Add w/de / % delf ��.,,/ / / / le / /,, 10 ''/ J/ J Add /920 / �'/ Aide Of I FIX IF '/2008 ' / / ' /i � / / / / r / ./-/ elder me �' ' / / /200� r��� /_ ''1918 �, J'1916 ` ' // / , / '` ��/�J / / // j'i, /j/// de jAll FAA 11 / /J /i� 1914 me F FAA "/ ///j/�1, Arele /;me. At / /, ex/ . , /FAA j/ �� /, / . / // // J ; 1820 FAA al / I me FeeIF Ad F A / // %� / F Add Ar IddAm me FAA Ad IF /ed IF I At J FA / re fme f I Ad Add All/ de `//// I Add // III,IF me /%%I A J II.dTown At % A me f Ad 2007 / , /2005 // /el - FAA we A A i Ad A // , j// /; / /le A j,'r" i ' // i, / J / / / / 'l /Ade / // IF �/ // i // ;�/� ��1915� �/191,1 1905 OiOF Ai Fee / / A/ Ad/ //// / /Fe"� �� r ';� Ae �1901/ ever ///�/' / JJ 1819 eded It A led �Ad � ', j / ' r / .// / �S ,id / / / / "� / /I de me IF ye" 'J ',/ / / / i J '/ ��,' J ' /�'/i A Ad Add me / - . %All FAA F %/ /ed < �f // JAA //J J / J dd I IF ,. / / , , J / / , / / Add r % / J , J �/ //,J / J / ' / /// / / / ��. , Ve / /At Ad efer/ J� /,/>/// ///� �Ime1L��All ede // ii J /JJ j / //, / /'� // / / /'// // Add At A / //Added�i / //IF s / //IF dide ,/� , , / / , Ad Ad/ /, / re A % iJ /�ddleme� / / ,F 0 ' / 2010 i / ,/ / / Add iFAA /: / /�/ ; /r' j i / ,/ III A ' '` �/ / 1920 1914 / // J / j IF Ae %, A, FAA j /; / j / 1910� f / f/ �: f ;' 1820 1tell 'F IFme �At ' /me re / le , rve F / / /A Add/� FAA A Ad/Al A III I A me de' i ,/ / / , //, % /,!:% /IF AAA �' eir,FAA //;' / / idded /'/i///All A IF All Fee �/ / / /die�' / / I IF '/Ade // IF de Are /me IF / / JA Add A /le le le le / �'1� A 9TREE�/' /'/, j � / j Aide Ad. / /// ;// Are IF i//�/i ' ' '� / /i ;'; / All /�/ / /// / / /%%, , �, /� A. de me iJ / / 'i J /i 1 me Am Fee Feed A Ad / j % / j J /J /, %jr AO I Add '%/// / it Added deed led it de A ffllwj�', P, de do A, me Ad //// //,Fee F/A, f �// / i Ad / / % //i ` .' IF A,/ / %' / //%/� / �///`i' ' me,' FeeJ� / ' of I, Ide .1 Fee /� �' Are JJ Jid -IF IF dee J Addf,ir ' 'd Ame de FAA F / r / /Ife // fAt Ad A IFAll FAA // '/Al A ,/ / / / IF �/t�/IF A A , /// /i reed de FAA i e de /' '// i,A IF 'i /All Am Ae Add Ad Ie / / '/// //Ad A IF Ad y /Ad IF , //// j// Al // , Print Window Page 1 of 1 Details for Parcel: P56071 �. - - - •- •- �: w� ,� � �, x`. ��., •. - . - - .- - - ■ .� •� ���- Zoning Designation: Recorded Documents Excise Affidavits Quarter Section Township Range SW 13 35 01 Owner Information Site Addresses) Map Links NORGAARD STEVEN M 1911 10TH STREET Open in iMap NORGAARD KATHRYN L Anacortes, WA (Jurisdiction, State) Assessor's Parcel Map: 1911 10TH STREET Zip Code Lookup � Site Address Information PDF � DWF ANACORTES, WA 98221 Current Legal Description Abbreviation Definitions (0.1400 ac) LOTS 6 AND 7, BLOCK 168, MAP OF THE CITY OF ANACORTES, SKAGIT COUNTY, WASHINGTON, AS PER PLAT RECORDED IN VOLUME 2 OF PLATS, PAGE 4, RECORDS OF SKAGIT COUNTY, WASHINGTON. SURVEY AF#201708080023 2017 Values for 2018 Taxes* Building Market Value $92,000.00 Land Market Value +$157,500.00 Total Market Value $249,500.00 Assessed Value $249,500.00 Taxable Value $249,500.00 Sale Information Deed Type WARRANTY DEED Saie Date 2D17-06-19 Sale Price $350,000.00 * Effective date of value is January 1 of the assessment year (2017) 2018 Property Tax Summary 2018 Taxes will be available after 2i15/2018 Use the Taxes link above for 2017 taxes Legal Description at time of Assessment *Land Use (111) HOUSEHOLD, SFR, INSIDE CITY WAC 458-53-030 Neighborhood (20ANORTH) ANACORTES NORTH RESIDENTIAL Levy Code 0900 Fire District School District SD103 Exemptions Utilities *SEW, PWR, WTR-P Acres 0.14 Improvement 1 Attributes Summary Building Style 1 � 1/2 STORY Year Built 1930 Foundation CONCRETE Above Grade Living Area 1,056 Square Feet Exterior Walls SHAKE/SHINGLE Finished Basement Roof Covering COMP *Total Living Area 1,056 Square Feet HeaUAir Conditioning FORCED AIR .Unfinished .Basement _ _ _ Fireplace_ *Total Garage Area Bedrooms 1 Bathrooms FULL BATH For additional information on individual segments see Improvements tab * Land Use codes are for assessment administration purposes and do not represent jurisdictional zoning. Please contact the appropriate planning department in your jurisdiction for land use questions. * Total living area includes above grade living area and finished basement area. * Garage square footage includes all garage areas; basement garages, attached garages, detached garages, etc. Assessment data for improvements is based on exterior inspections. Please contact the Assessor's office if the information does not accurately reflect the interior characteristics. https://www. skagitcounty.net/Search/Property/ 9/21 /2017 1' 1 : 1' I, i I MUNUMtNI 1N I:RJt V11H m COVER HELD AS CENTER OF TO AVENUE a 7-21-2017 M 0 �S 89.40'02' E 759,30' FOUND HARD NAIL AT 'D' AVENUE HELD AS CENTER OF LOTH STREET 4-22-2013 SIN wl" w /IN � 'F' AVENUE _ _ lOTH STREET S 89*40*020 E 379679' (38I 3 EDGE OF ASPHALT 0 Ix CD 17,4' SIDEWALK 5 I 10 19 I g �� � Q I I ti2°� I 1911 IOTH I a ul ° I HOUSE I 12,9' w m F I v I L r�i c 101 ch I I I z I Q z I I !PP1 89,9559,97' P GRAVEL 16' ALLEY pqq 83' na 2�ieQ�i � aw PFis zM k cw BLOCK PU CK 168 I Rv I I I 401~ I I i. Ico°� ROS AF #200909090 u lesi ��:: 5 I I I I .: I I I me ev' lei 11 I 12 13.... 1'.'...1......1,.'...-:'I .:=17 I g l 19 1 20 I I I S 89.41'26 E 756:4i' ..,' FOUND TAC 'D' AVENUI HELD AS C STREET 4-22-2013 FOUND BRASS TACK IN CONCRETE IN MONUMENT CASE WITH COVER HELD AS CENTER m I OF 'G' AVENUE 0 ,;. •`3-�TH STREET GRAPHIC SCALE ( IN FEET 1 inch = 40 ft. AUDITORS C RECORD OF SURVEY AT THE ekeglt Cow 8/8l2017 ITiI 5188.00 I OF ➢ALE K, HERRIGSTA➢ '�L,�,ESCRIPTION (PARCEL P56071) AND 7, BLOCK 168, 'MAP OF THE CITY OF ANACORTES, SKAGIT WASHINGTON', AS PER PLAT THEREOF RECORDED IN VOLUME 2 OF PAGES 4 RECORDS OF SKAGIT COUNTY, WASHINGTON, NOTES.- 1. THE LEGAL DESCRIPTION FOR THIS SURVEY IS A STATUTORY WARRANTI' DEED RECORDED UNDER AUDITOR'S FILE #201706210007, RECORDS OF SKAGIT COUNTY, WASHINGTON. 2. Q FOUND BOATNAIL, PK NAIL OR HARD NAIL AS NOTED. 3. FOUND MONUMENT IN CASE WITH COVER. 4. ®FOUND TACK IN LEAD AS NOTED. 5. FOUND RAILROAD SPIKE 6. gFOUND REBAR AND CAP 27807. 7. • SEI REBAR do RED CAP 27807. 8 EQUIPMENT USED: CARLSON CR2 TOTAL STATION. 9. MONUMENTS TIED ON 7-21-2017 OR AS NOTED. 10. ERROR OF CLOSURE MEETS WASHINGTON STATE SURVEY STANDARDS. ti. SURVEY METHOD: STANDARD FIELD TRAVERSE 12. BASIS OF BEARINGS: ASSUMED. 13. THIS SURVEY WAS PERFORMED WITHOUT THE BENEFIT OF A CURRENT TITLE REPORT. THIS SURVEY DOES NOT PURPORT TO SHOW ALL EASEMENTS RESTRICTIONS, RESERVATIONS, PROVISIONS, COVENANTS OR CONDITIONS WHICH MAY � 'F' AVENUE _ _ lOTH STREET S 89*40*020 E 379679' (38I 3 EDGE OF ASPHALT 0 Ix CD 17,4' SIDEWALK 5 I 10 19 I g �� � Q I I ti2°� I 1911 IOTH I a ul ° I HOUSE I 12,9' w m F I v I L r�i c 101 ch I I I z I Q z I I !PP1 89,9559,97' P GRAVEL 16' ALLEY pqq 83' na 2�ieQ�i � aw PFis zM k cw BLOCK PU CK 168 I Rv I I I 401~ I I i. Ico°� ROS AF #200909090 u lesi ��:: 5 I I I I .: I I I me ev' lei 11 I 12 13.... 1'.'...1......1,.'...-:'I .:=17 I g l 19 1 20 I I I S 89.41'26 E 756:4i' ..,' FOUND TAC 'D' AVENUI HELD AS C STREET 4-22-2013 FOUND BRASS TACK IN CONCRETE IN MONUMENT CASE WITH COVER HELD AS CENTER m I OF 'G' AVENUE 0 ,;. •`3-�TH STREET GRAPHIC SCALE ( IN FEET 1 inch = 40 ft. AUDITORS C RECORD OF SURVEY AT THE ekeglt Cow 8/8l2017 ITiI 5188.00 I OF ➢ALE K, HERRIGSTA➢ '�L,�,ESCRIPTION (PARCEL P56071) AND 7, BLOCK 168, 'MAP OF THE CITY OF ANACORTES, SKAGIT WASHINGTON', AS PER PLAT THEREOF RECORDED IN VOLUME 2 OF PAGES 4 RECORDS OF SKAGIT COUNTY, WASHINGTON, NOTES.- 1. THE LEGAL DESCRIPTION FOR THIS SURVEY IS A STATUTORY WARRANTI' DEED RECORDED UNDER AUDITOR'S FILE #201706210007, RECORDS OF SKAGIT COUNTY, WASHINGTON. 2. Q FOUND BOATNAIL, PK NAIL OR HARD NAIL AS NOTED. 3. FOUND MONUMENT IN CASE WITH COVER. 4. ®FOUND TACK IN LEAD AS NOTED. 5. FOUND RAILROAD SPIKE 6. gFOUND REBAR AND CAP 27807. 7. • SEI REBAR do RED CAP 27807. 8 EQUIPMENT USED: CARLSON CR2 TOTAL STATION. 9. MONUMENTS TIED ON 7-21-2017 OR AS NOTED. 10. ERROR OF CLOSURE MEETS WASHINGTON STATE SURVEY STANDARDS. ti. SURVEY METHOD: STANDARD FIELD TRAVERSE 12. BASIS OF BEARINGS: ASSUMED. 13. THIS SURVEY WAS PERFORMED WITHOUT THE BENEFIT OF A CURRENT TITLE REPORT. THIS SURVEY DOES NOT PURPORT TO SHOW ALL EASEMENTS RESTRICTIONS, RESERVATIONS, PROVISIONS, COVENANTS OR CONDITIONS WHICH MAY AFFECT THE PARCELS SHOWN HEREON. 14. THIS IS A BOUNDARY SURVEY ONLY. UTILITIES WERE NOT INVESTIGATED. )AD SPIKE SEi BY ROS AF4201604290168 FOR BLACK 177 1.1Z' NORTH OF CENTER LINE SHOWN IN ROS AF #200909090040, ROS AF #201305230129 AND ROS AF #2015D4090124 FOR BLACK 168. HELD PREVIOUS SURVEYS CENTERLINE LOCATION. 0 v CD n vi o as as fU ar 30 N • 0 ch w o¢ m yo FOUND HARD NAIL IN o M 12TH STREET HELD AS SURVEYOR'S CERTIFICATE THIS MAP CORRECTLY REPRESENTS A SURVEY MADE BY ME OR UNDER MY DIRECTION IN CONFORMANCE WITH THE REQUIREMENTS OF THE SURVEY RECORDING ACT AT THE REQUEST OF SUSAN OLSEN JULY 2017. DALE K. HERRIGSTAD, P.L.S. Cert*fi ate No. 2780 Date li%v 0c' Z SHEET 1 OF 1 RECORD OF SURVEY FOR: STEVEN & KATHRYN NORGAARD J2o17-92 1911 LOTH STREET ANACORTES, WA 98221 DI BY: DKH 160 SURVEY IN THE SW 1/4 OF SECTION 13, CHECK BY: DH TOWNSHIP 35 N„ RNG, 1 EAST, WX SKAGIT CUUUNTY, WASHINGTON �+ff: Aug2017 HERRIGSTAD ENGINEERING & SURVEYING SALE: 1�-40 4320 Whistle Lake Road, Anacortes, WA 98221 (360) 299-8604 Anacortes Planning & Community Development Dept. o Permit Center P.O. Box 547, Anacortes, WA 98221-0547 Don Measamer, Building Official, Planning Director September 21, 2017 Ken Olsen 504 E. Fairhaven Ave Burlington, WA 98233 PH (360) 293-1901 FAX (360) 2934938 RE: Plan Review notes for the proposed Remodel &Addition to a Single Family Residence at 1911 10'1i Street Please address the following items so I can complete the plan review. l . Show building height from average original grade at the front of the house, on the front elevation view. The maximum elevation of the house from average original grade, in the R3 Zone, cannot exceed 25', unless two conditions are met to allow it to be increased to 35'. 2. Please indicate on the site plan the front setback. Currently there are two back setback lines listed. 3. Please indicate on the plans the height of the deck above finish grade. If the deck more than 30" above finished grade, guards will be required, which will need to comply with the 2015 IRC. 4. Please indicate on the plans in all Energy Notes that the Washington State Energy Code (WSEC) is adopted and the amended mechanical of the 2015 IRC and not the energy section of the 2015 IRC. Because of this the Climate Zone is 4C per WSEC Table R301.1. 5. Please indicate on the plans that the U-factor of the doors needs to be a minimum of 0.30, and not 0.50, per WSEC R402.1.16 credits are met. 7. Please state in the Engineering what code it complies with. The current code is the 2015 IBC &IRC. 8. Please indicate on the plans or in the Engineering, the deck lateral load connections, required per 2015 IRC R507.2.4. 9. Please. indicate on the plans the plumbing note references to the Uniform Plumbing Code (UPC) and not the IRC. 10. Please indicate on the plans the following: a. Egress windows in the bedrooms b. Combustion air for the furnace and water heater c. All ventilation fans, including bath fans, laundry fan, and range hood d. Bathtubs and showers Please contact me if you have any questions about these notes. Sincerely, Groc Fyrrce Building Inspector City of Anacortes 360-2934901 Prescriptive Energy Code Compliance for All Climate Zones in Washington Project Information Contact Information This project will use the requirements of the Prescriptive Path below and incorporate they the minimum values listed. In additio sed on the size of the structure, the appropriate number of additional credits are c e as chosen by the permit applicant. Authorized All C i to Zones R-Valuea U-Factora Fenestration U-Factorb n/a 0.30 Skylight U-Factor n/a 0.50 Glazed Fenestration SHGCb,e n/a n/a Ceiling' 49' 0.026 Wood Frame Wallglmin 21 int 0.056 Mass Wall R-Value' 21/21h 0.056 Floor 309 0.029 Below Grade Wall`"' 10/15/21 int + TB 0.042 Stab R-Value & Depth 10, 2 ft n/a *Table R402.1.1 and Table R402.1.3 Footnotes included on Page 2. Options following minimum number of credits: . � A Small Dwelling Unit: 1.5 credits Dwelling units less than 1500 square feet in conditioned floor area with less than 300 square feet of fenestration area. Additions to existing building that are greater than 500 square feet of heated floor area but less than 1500 square feet. �. Medium Dwelling Unit: 3.5 credits All dwelling units that are not included in #1 or #3. Exception: Dwelling units serving R-2 occupancies shall require 2.5 credits. �3. Large Dwelling Unit: 4.5 credits Delling units exceeding 5000 square feet of conditioned floor area. X. wAdditions less than 500 square feet: .5 credits krenzA (mac' Table R406.2 Summary 1a Efficient Building Envelope 1a 0.5 1 b Efficient Building Envelope 1 b 1.0 1c Efficient Building Envelope 1c 2.0 1d Efficient Building Envelope 1d 0.5 2a Air Leakage Control and Efficient Ventilation 2a 0.5 2b Air Leakage Control and Efficient Ventilation 2b 1.0 2c JAir Leakage Control and Efficient Ventilation 2c 1.5 3a High Efficiency HVAC 3a 1.0 3b High Efficiency HVAC 3b 1.0 3c High Efficiency HVAC 3c 1.5 3d High Efficiency HVAC 3d 1.0 4 High Efficiency HVAC Distribution System 1.0 a Efficient Water Heating 5a 0.5 5b Efficient Water Heating 5b 1.0 5c Efficient Water Heating 5c 1.5 5d Efficient Water Heating 5d 0.5 6 Renewable Electric Energy 0.5 Total Credits �a *1 Prescriptive Energy Code Compliance for All Climate Zones in Washington Project Information Contact Information r This project will use the requirements of the Prescriptive Path below and incorporate the the minimum Values listed. In addition, b d on the size of the structure, the appropriate number of additional credits are chec chosen by the permit applicant. Authorized Representative All Climate Zones R4aluea U-Factora Fenestration U-Factorb n/a . 0.30 Skylight U-Factor n/a 0.50 Glazed Fenestration SHGCble N1bC n/a n/a Ceiling' ✓ 49' 0.026 Wood Frame WallgimIn f 21 int 0.056 Mass Wall RNalue' 21/21h 0.056 Floor 309 0.029 Below Grade Wall°s'" 10/15/21 int + TB 0.042 Slab R-Value & Depth 10, 2 ft n/a *Table R402.1.1 and Table R402.1.3 Footnotes included on Page 2. Date I q I Gyu i ;ECE��EITY OF ANACORTES Iling unit in a residential building shall comply with suffi cient options from Table R406.2 so as to minimum number of credits: Nei �. Small Dwelling Unit: 1.5 credits Dwelling units less than 1500 square feet in conditioned floor area with less than 300 square feet of fenestration area. Additions to existing building that are greater than 500 square feet of heated floor area but less than 1500 square feet. El. Medium Dwelling Unit: 3.5 credits All dwelling units that are not included in #1 or #3. Exception: Dwelling units serving R-2 occupancies shall require 2.5 credits. E 3. Large-Dwelling-Unit:-4.5 credits Dwelling units exceeding 5000 square feet of conditioned floor area. K4. Additions less than 500 square feet: .5 credits jt>j (.PStJp1 �101.1rrt�(� t Table R406.2 Summary .Option .Description Credits) 1a Efficient Building Envelope 1a 0.5 lb Efficient Building Envelope lb 1.0 1c Efficient Building Envelope 1c 2.0 1d Efficient Building Envelope 1d 0.5 2a Air Leakage Control and Efficient Ventilation 2a 0.5 2b Air Leakage Control and Efficient Ventilation 2b 1.0 2c Air Leakage Control and Efficient Ventilation 2c 1.5 3a High Efficiency HVAC 3a 1.0 3b High Efficiency HVAC 3b 1.0 3c High Efficiency HVAC 3c 1.5 3d High Efficiency HVAC 3d 1.0 4 High Efficiency HVAC Distribution System 1.0 5a Efficient Water Heating 5a 0.5 5b Efficient Water Heating 5b 1.0 5c Efficient Water Heating 5c 1.5 5d Efficient Water Heating 5d 0.5 6 Renewable Electric Energy 0.5 *1200 kwh Total Credits Planning, Community, & Economic Development PO Box 547, Anacortes, WA 98221 PH: 360.299.1984 '13 Elements of SV`VPPP EP 12017 {Construction Storrnwater Pollution Prevention P'UPTY OF ANACORTES Please check off boxes to show that each element has been read and understood. Provide details where applicable and if certain aspects are unnecessary or exempt, clearly justify. Details of the 13 Elements and the correlating BMPs are listed on Pg. 236 of the 2014 Stormwater Management Manual for Western Washington (SWMMWW). A link is provided on the City of Anacortes website, under Planning, Community, & Economic Development Department, as well as under Stormwater on the Engineering Division of Public Work's page. Owner: Site Address: Steven and Kathryn Norgaard 1911 loth Avenue, Anacortes, WA Prepared by: - Ken Olsen — Olsen Associates I Architects + Planners, La Conner, WA Project Description: Remodel of existing single-family home in R-3 zone Old Town District. Lot size is 6,000 sf. Added lot coverage of 845 sf. to a total of 1,816 sf. Added Hard surface of 898 sf. to a total of 2,738 sf. Remodel will add new kitchen, laundry, master bedroom and 1-car garage. Existing landscaping and trees will be retained and protected during construction. Pre -development conditions: Established single-family lot in stable neighborhood with 864 sf. home built in the 1930=s. T-he-lot=is "urban" -in-character, fronting_on_10th Avenue, -with _alley_ access in rear. The lot is fully serviced with watery sewer, power, gas and intel services. The lot is flat with a 4' bank along the sidewalk. The lot is fully landscaped. There is no apparent un-controlled run-off from the site. ELEMEN71: Preserve Vegetation/Mark Clearing Limits Before beginning land disturbing activities, including clearing and grading, clearly mark all clearing limits, sensitive areas and their buffers, and trees that are to be preserved within the construction area. Retain the duff layer, native top soil, and natural vegetation in an undisturbed state to the maximum degree practical. 1. There will be no new grading, only excavation for foundations. There are no critical or sensitive areas. There will be no clearing. We will mark existing trees for preservation. There is no native topsoil to preserve, as this is a previously developed urban lot. Page 1 of 8 March, 2017 ELEMENT 2: Establish Construction Access Limit construction vehicle access and exit to one route, if possible. Stabilize access points with a pad of quarry spalls, crushed rock, or other equivalent BMPs, to minimize tracking onto roads. .Iz( Locate wheel wash or tire baths on site, if the stabilized construction entrance is not effective in preventing tracking sediment onto roads. .� If sediment is tracked off site, clean the affected roadway thoroughly at the end of each day, or more frequently as necessary (ex: wet weather). Remove sediment from roads by shoveling, sweeping, or pick up and transport the sediment to a controlled sediment disposal area. Conduct street washing only after sediment is removed in accordance with the above bullet. Control street wash wastewater by pumping back on site or otherwise preventing it from discharging into systems tributary to waters of the State. 2. Construction vehicle access will be limited to the existing gravel alley. ELEMENT 3: Control Flow Rates ❑ Protect properties and waterways downstream of development sites from erosion and the associated discharge of turbid waters due to increases in the velocity and peak volumetric flow rate of stormwater runoff from the project site. ❑ Where necessary to comply with the bullet above, construct stormwater retention or detention facties as one of I steps in grading. Assure that detention faces function properly before constructing site improvement (e.g. impervious surfaces). ❑ If permanent infiltration ponds are used for flow control during construction, protect these facilities -from siltation -during the -construction -phase. - - - - -- 3. No increased flow rates will be generated by this project. ELEMENT 4: Install Sediment Controls ❑ Design, install, and maintain effective erosion controls and sediment controls to minimize the discharge of pollutants. ❑ Construct sediment control BMPs (sediment ponds, traps, filters, etc.) as one of the first steps in grading. These BMPs shall be functional before other land disturbing activities take place. ❑ Minimize sediment discharges from the site. The design, installation and maintenance of erosion and sediment controls must address factors such as the amount, frequency, intensity and duration of precipitation, the nature of resulting stormwater runoff, and soil characteristics, including the range of soil particle sizes expected to be present on the site. ❑ Direct stormwater runoff from disturbed areas through a sediment pond or other appropriate sediment removal BMP, before the runoff leaves a construction site or before discharge to an Page 2 of 8 March, 2Q17 infiltration facility. Runoff from fully stabilized areas may be discharged without a sediment removal BMP, but must meet the flow control performance standard in Element #3, bullet #1. ❑ Locate BMPs intended to trap sediment on -site in a manner to avoid interference with the movement of juvenile salmonids attempting to enter off -channel areas or drainages. ❑ Provide and maintain natural buffers around surface waters, direct stormwater to vegetated areas to increase sediment removal, and maximize stormwater infiltration. ❑ Where feasible, design outlet structures that withdraw impounded stormwater from the surface to avoid discharging sediment that is still suspended lower in the water column. 4. No grading will occur; r10 increase in sediment discharge is anticipated. There are no natural buffers in the vicinity of the site. ELEMENT 5: Stabilize Soils Stabilize exposed and unworked soils by application of effective BMPs that prevent erosion. Applicable BMPs include, but are not limited to: temporary and permanent seeding, sodding, mulching, plastic covering, erosion control fabrics and matting, soil application of polyacrylamide (PAM), the early application of gravel base early on areas to be paved, and dust control. Control stormwater volume and velocity within the site to minimize soil erosion. Control stormwater discharges, including both peak flow rates and total stormwater volume, to minimize erosion at outlets and to minimize downstream channel and stream bank erosion. Soils must not remain exposed and unworked for more than the time periods set forth below to prevent erosion. o During the dry season (May 1—Sept 30): 7 days 1Juring the wet season (Oct 1—Aprdays �J Stabilize soils at the end of the shift before a holiday or weekend if needed based on the weather forecast. Stabilize soil stockpiles from erosion, protect with sediment trapping measures, and where possible, be located away from storm drain inlets, waterways, and drainage channels. Minimize the amount of soil exposed during construction activity. ❑ Minimize the disturbance of steep slopes. ❑ Minimize soil compaction and, unless infeasible, preserve topsoil. 5. Exposed soils from foundation work will be monitored and covered as necessary. Soil stockpile is located away from inlets. ELEMENT 6: Protect Slopes ❑ Design and construct cut -and -fill slopes in a manner to minimize erosion. Applicable practices include, but are not limited to, reducing continuous length of slope with terracing and diversions, reducing slope steepness, and roughening slope surfaces (Ex: track walking). Page 3 of 8 March, 2017 ❑ Divert off -site stormwater (run-on) or ground water away from slopes and disturbed areas with interceptor dikes, pipes, and/or swales. Off -site stormwater should be managed separately from stormwater generated on the site. ❑ At the top of slopes, collect drainage in pipe slop drains or protected channels to prevent erosion. o *Temporary pipe slope drains must handle the peak volumetric flow rate calculated using a 10-minute time step from a Type 1A, 10-year, 24-hour frequency storm for the developed condition. Alternatively, the 10-year, 1-hour flow rate predicted/indicated by an approved continuous runoff model, increased by a factor of 1.6, may be used. The hydrologic analysis must use the existing land cover condition for predicting flow rates from tributary areas outside the project limits. For tributary areas on the project site, the analysis must use the temporary or permanent project land cover condition, whichever will produce the highest flow rates. If using the Western Washington Hydrology Model (WWHM) to predict flows, bare soil areas should be modeled as "landscaped" area. o Where 15-minute time steps are available in an approved continuous runoff model, they may be used directly without a correction factor. ❑ Place excavated material on the uphill side of trenches, consistent with safety and space considerations. ❑ Place check dams at regular intervals within constructed channels that are cut down a slope. ❑ Consider soil types and its potential for erosion. ❑ Stabilize soils on slopes, as specified in Element 5. ❑ BMP combinations are the most effective method of protecting slopes with disturbed soils. Ex: Use both mulching and straw erosion control blankets. b. There are no slopes on the construction site, no cut and fill be conducted. ELEME T 7: Protect Drain Inlets Protect all storm drain inlets made operable during construction so that stormwater runoff does not enter the conveyance system without first being filtered or treated to remove sediment. ❑ Clean or remove and replace inlet protection devices when sediment has filled one-third of the available storage (unless a different standard is specified by the product manufacturer). Where possible, protect all existing storm drain inlets so that stormwater runoff does not enter the conveyance system without first being filtered or treated to remove sediment. ❑ Keep all approach roads clean. Do not allow sediment and street wash water to enter storm rains without prior and adequate treatment unless treatment is provided before the storm drain discharges to waters of the State. Inlets should be inspected weekly at a minimum and daily during storm events. 7. Inlet protection devices will be utilized and maintained. March, 2017 ELEMENT 8: Stabilize Channels and Outlets ❑ Design, construct, and stabilize all on -site conveyance channels to prevent erosion from the following expected peak flows: o *Channels must handle same peak volumetric flow rate as temporary pipe slope drains listed in Element 6, above. ❑ Provide stabilization, including armoring material, adequate to prevent erosion of outlets, adjacent streambanks, slopes, and downstream reaches at the outlets of all conveyance systems. . ❑ The best method for stabilizing channels is to completely line the channel with a blanket product first, then add check dams as necessary to function as an anchor and to slow the flow of water. 8. There are no on -site conveyance channels, no stream banks, and no slopes in the construction area. ELEMENT 9: Control Pollutants ❑ Design, install, implement, and maintain effective pollution prevention measures to minimize /the discharge of pollutants. Handle and dispose of all pollutants, including waste materials and demolition debris that occur on -site in a manner that does not cause contamination of stormwater. Provide cover, containment, and protection from vandalism for all chemicals, liquid products, petroleum products, and other materials that have the potential to pose a threat to human health or the environment. On -site fueling tanks must include secondary containment. Secondary containment means_ placing tanks or containers within an impervious structure capable of containing 110% of the volume contained in the largest tank within the containment structure. Double -walled tanks do not require additional secondary containment. Conduct maintenance, fueling, and repair of heavy equipment and vehicles using spill prevention and control measures. Clean contaminated surfaces immediately following any spill incident. ❑ Discharge wheel wash or tire bath wastewater to a separate on -site treatment system that prevents discharge to surface water, such as closed -loop recirculation or upland land application, or to the sanitary sewer, with local sewer district approval. Wheel wash or tire bath wastewater should not include wastewater from concrete washout areas. ❑ Apply fertilizers and pesticides in a manner and at application rates that will not result in loss of chemical to stormwater runoff. Follow manufacturers' label requirements for application rates and procedures. ❑ Use BMPs to prevent contamination of stormwater runoff by pH -modifying sources. The sources for this contamination include, but are not limited to: bulk cement, cement kiln dust, fly ash, new concrete washing and curing waters, waste streams generated from concrete grinding and sawing, exposed aggregate processes, dewatering concrete vaults, concrete pumping, and mixer washout waters. Adjust the pH of stormwater if necessary to prevent violations of the water quality standards. Page 5 of 8 March, 2017 +� Assure that washout of concrete trucks is performed off -site or in designated concrete washout areas only. Do not wash out concrete trucks onto the ground, or into storm drains, open ditches, streets, or streams. Do not dump excess concrete on site, except in designated concrete washout areas. Concrete spillage or concrete discharge to surface waters of the State is prohibited. Do not use upland land applications for discharging wastewater from concrete washout areas. ❑ Obtain written approval from Ecology and provide to the City before using chemical treatment other than CO2 or dry ice to adjust pH. ❑ Woody debris may be chopped and spread on site. ❑ Conduct oil changes, hydraulic system drain down, solvent and de -greasing cleaning operations, fuel tank drain down and removal, and other activities which may result in discharge or spillage of pollutants to the ground or into stormwater runoff using spill prevention measures, such as drip pans. ❑ Clean contaminated surfaces immediately following any discharge or spill incident. Emergency repairs maybe performed on -site using temporary plastic placed beneath and, if raining, over the vehicle. 9. All demolition debris, pollutant, chemicals, liquid products, petroleum products and other materials will be contained and removed from the site. No heavy -equipment will operate on the site. Concrete washout will be conducted off -site. ELEMENT 10: Control De -Watering ❑ Discharge foundation, vault, and trench dewatering water, which have characteristics similar to stormwater runoff at the site, into a controlled conveyance system before discharge to a sediment trap or sediment pond. Q Discharge clean, non -turbid -de -watering water, such as welt -point ground water, to systems tributary to, or directly into surface waters of the State, as specified in Element 8, provided the de -watering flow does not cause erosion or flooding of receiving waters or interfere with the operation of the system. Do not route clean dewatering water through stormwater sediment ponds. Note that "surface waters of the State" may exist on a construction site as well as off site; for example, a creek running through a site. ❑ Handle highly turbid or contaminated dewatering water separately from stormwater. ❑ Other treatment or disposal options may include: 1. Infiltration 2. Transport off -site in a vehicle, such as a vacuum flush truck, for legal disposal in a manner that does not pollute state waters. 3. Ecology -approved on -site chemical treatment or other suitable treatment technologies. 4. Sanitary or combined sewer discharge with local sewer district approval, if there is no other option. 5. Use of a sedimentation bag with outfall to a ditch or swale for small volumes of localized dewatering. ❑ Construction equipment operation, clamshell digging, concrete tremie pour, or work inside a cofferdam can create highly turbid or contaminated dewatering water. ❑ Discharging sediment -laden (muddy) water into waters of the State likely constitutes a violation me March, Z017 of water quality standards for turbidity. The easiest way to avoid discharging muddy water is through infiltration and preserving vegetation. 10. The size %J this project (621.5 SI new hardscape) does not warrant the application of these methods. ELEMENT 11: Maintain BMPs Maintain and repair all temporary and permanent erosion and sediment control BMPs as needed to assure continued performance of their intended function in accordance with BMP specifications. Remove all temporary erosion and sediment control BMPs within 30 days after achieving final site stabilization or after the temporary BMPs are no longer needed. Some temporary erosion and sediment control BMPs are bio-degradable and designed to remain in place following ,,/construction such as compost socks. Provide protection to all BMPs installed for the permanent control of stormwater from sediment and compaction. All BMPs that are to remain in place following completion of construction shall be examined and placed in full operating conditions. If sediment enters the BMPs during construction, it shall be removed and the facility shall be returned to the conditions specified in the construction documents. ❑ Remove or stabilize trapped sediment on site. Permanently stabilize disturbed soil resulting from removal of BMPs or vegetation. ELEMENT 12: Manage the Project —Projects subject to Minimum Requirements 1-9 must have a Certified Erosion and Sediment Control Lead (CESCL) for site inspections. Projects subject to Minimum Requirements 1-5 do not require the inspector to be certified. By the initiation of construction, the SWPPP must identify the CESCL or inspector, who shall be present on -site or on -call at all times. Management details starting on ❑ Phase development projects to the maximum degree practicable and take into account seasonal work limits to prevent soil erosion and prevent transporting sediment from the site during / construction. Inspection and monitoring — Inspect, maintain, and repair all BMPs as needed to assure J continued performance of their intended function. �6a Maintain, update, and implement the SWPPP. ❑ Clearing and grading activities for developments shall be permitted only if conducted using an approved site development plan (e.g., subdivision approval). ❑ From Oct 1 through Apr 30, clearing, grading, and other soil disturbing activities is permitted only if shown that the site operator will prevent silt -laden runoff from leaving the site through a combination of the following: Page 7 of 8 March, 2017 1. Site conditions including existing vegetative coverage, slope, soil type, and proximity to receiving waters. 2. Limit activities and the extent of disturbed areas. 3. Proposed erosion and sediment control measures. Weather conditions can influence the seasonal limitation on site disturbance. The City of Anacortes has the authority to take enforcement action per AMC 19.76 Stormwater. ❑ The following activities are exempt from the seasonal clearing and grading limitations: 1. Routine maintenance and necessary repair of erosion and sediment control BMPs, 2. Routine maintenance of public facilities or existing utility structures that do not expose the soil or result in the removal of the vegetative cover to soil 3. Activities where there is 100% infiltration of surface water runoff within the site in approved and installed erosion and sediment control facilities. ELEMENT 13: Protect Low Impact Development BMPS ❑ If implementing any bioretention facilities or rain gardens, see Pg. 253 for requirements. re March, 2017 G roc From: Fyrrce, Groc Sent: Friday, September 29, 2017 6:41 PM To: 'katnorgaard@comcast.net' Subject: FW: 1911 LOTH ST Hi Kathryn, I forgot to mention that the contractor needs to get a City of Anacortes Business license before doing any work in the City. Best regards, Groc Fyrrce Building Inspector/Permit Technician City of Anacortes (360)293-1901 J?e/t�i tc�r+riffrf - corn,>nantit� t�i=rtrlr- eccattc�i. �rncic�+E;rcrttr�z. hIy incoming and outgoing email messages are subject tc public disclosure requirements per �CVY 425u. From: Fyrrce, Groc Sent: Friday, September 29, 2017 6:26 PM To* 'Ken Olsen' <ken@olsenassociates.net> Cc:'katnorgaard@comcast.net' <katnorgaard@comcast.net> Subject: 1911 10TH ST Hi Ken, The permit for 1911 10th St. is ready to issue. The amount due is $1,389.34. Best regards, Groc Fyrrce Building Inspector/Permit Technician City of Anacortes (360)293-1901 2 , `riz f-try<r�i�/c-�ce cciniierr�tite�tr<cr f/r. e�ltrealrriz-«rlr<crc�irtic-iz My incoming and outgoing email messages are subject to public disclosure requirements per ?Cvv 42.5a. FI Rebarw/ Red Cap T#27807 EI 102.00 240'to hydrant ® \ Ave. d 0 w. �I �� I I/ to�e.rrain • 1 % - Water � � Existing Water Line Meter I / o t I� o _o I 1 I 1 Lawn �i Existirfg a to remain Rebarw/ Red Cap #z7807 EI. 103.25 99.94' ' - - DS i- - — Remove exsting driveway — — — — this area >1 DS _ — Ad3ition -- — � �SB p� — _t Remove Hose existing D5 Bibb Concrete walk Remove I^) I IP � l Lawn � 1 ` ' Exis ing OL 1 Downspout and Splash Block 55L_ Z2— 5g1 �, Existing House — — SBI Addition I \ Soil Remove stockpile ends wg DS J a rea II Downspout (Ds) and / Splash Block N.)B) j Ive�Gas une — Gavel Co�rstruction Entradce � Finishes � u� SB Existing Gas line- abandon I Existing Sewer Line I i I i Y ,Inch, F(TYPO +�I+. +? += + Existing trees and plantings to remain �ECEIV .�2011 ANACORTES Rebarw/ Red Cap #z7Bg7 EI. toa.zs �OCatiOn Map Zone: R-3, Old Town District Overlay a per. Ownership Parcel #: P56071 Site Plan Calculations Lot size 60 x 100 = 6000 sf / 0.138 ac. Lot Coverage Existing Proposed Total House 816 729 14545 Added Deck 35 152 187 Coverao Q Patio 120 84 84 020 demol Total 971 sf. 845 1,816=30% 845 sf. Impervious Surface Existing Proposed Total House 816 729 1,545 - c Deck 35 152 187 a Drive 800 396 853 _ (-343 demo) Walk 69 0 69 Added Patio 120 84 84 Hard Surface (-120 demol Total 1.840 sf. 898 sf. 21738=45% 898'sf. Landscaping Lot area = 6000 sf. - Landscaping Required = 20% or 1,2000. Landscaping Provided = 54% or 3,262 sf. Trees preserved = 16 Rebar w/ Red Cap #27807 El. 104.25 Scale: 1/8" = 1' —off 0 8 16 North Permit Application 01 September 2017 Site / Landscape Plan 14 I-6n ANNANNA I I l otl $I_�II 6h INA, 51��11 ]All I. l :U I/✓2$29 _1 p U All �3 ly(29$'jG Tankless �.c1 [Ell A'l Kitchen HWH Utility 1 Relocate furnace Remove existing _ _ _ _ LI HW tank - - kitchen cabinets, — � to. Utility; replace appliances & sink I MNNbL Vestibule Widen opening o rand east — � I —�_, 4Cx� AAA I Living All Dining �l op ' Woe f9sti V- y ' N 81, 4 1 I �ll of Deck ,f1,311 Utility sink i I Remove existing foundation walls &footings this area Garage Remove concrete stoop & steps, roof, walls, window & door at existing addition III I - I I �1 wz�2a ra ___�_ I I I AA--1—i -_j SEP 12011 WindOWs: MilgardTuscari}89rid YYIOF ANACORTES 5430 ganged unit: 1830C + 1830 + 1830C at Kitchen north 2828 Kitchen east, Garage west 2828C Utility, Garage east 28485H Vestibule (w/safety glazing), Dining 4848C ganged unit.. two 2448C at Bedroom 2133DH with obscure glazing, at Bath 1818C two single units at Bedroom west Window type legend: C = casement; SH = single hung; DH = double hung; all others fixed Exterior doors 36 x 80 x 1-3/4 wood, traditional style primed door, at Garage 36 x 80 x t-3/4 wood panel, traditional or craftsman style primed, glazed door, at Vestibule 24x80x 1-3/4 pair of in -swinging 'French' doors, wood panel, traditional style primed, at Bedroom. Insulating glazing. Active leaf meets emergency egress requirement. 108 x 96 insulated metal overhead door, 4lites in top section, & track, at Garage Interior doors: wood, traditional panel, primed 36 x BO x 1-3/B Tam' door an wall -mounted track, at Bedroom 30 x 80 x 1-3/8 two sliding closet doors on concealed track, at Bedroom 36 x 80 x 1-3/6 three sliding closet doors on concealed track, at Office 32x80z 1-3/8 at Utility 30 x 80 x 1-3/0 existing door to be relocated from Office (existing bedroom) to Powder Bath `� II Notes: ff A 21 011 _ _� I 1. Dimensions are to face or centerline of framing or concrete, c�R I --- - - unless indicated otherwise. Z4 80 24x8'0 New wall framing — — — _ _ _ Remove existing door, _ 2. Verify all dimensions in the field before beginning construction. at existing closetsN7der 3GXr'G 11 r landing and steps Do not scale drawings. Bring all conflicts to the attention of the architect. to create Powder 'earn door' m and (2) closets I s' ffice3. Existing vs. new consvuction indicated as followI' q I existing construction Tel AN AAAA II. i ,9 3 — new construction crawls m Office I IIWp Bedroomic — pace access I M i existing to be removed h, 18"x24" min., Iin — — -- oor, insulatedeather strippedI I �y 1218G WIB19L 1/2gypsum board at walls and ceiling under stairway �I'No 11 III—`ll I21_311 I7,1_o° Scale: 114" = 1' - 0" 0 4 8 North -seta REGISTERED ARD M 9 aUBA KLO 3fATEOF WASHINOTON Permit Application 01 September 2017 Floor Plan r_� Utz �, o� PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT RESIDENTIAL BUILDING PERMIT APPLI r V Mailing Address: P.O. Box 547, Anacortes, WA 98 Office Location: 904 0 Street, Anacortes WA 98 SEP 0 ' 2�'r ~-- Phone: (360) 2934901, Fax: (360) 293-1938 11TY OF ANACORF PLEASE REFER TO THE RESIDENTIAL BUILDING PERMIT CHECKLIST BELOW FOR SUBMITTAL REQUIREMENrP%a PROJECT ADDRESS (Street ,Suite #): Parcel(s) #: � (Vol1 Subdivision/Lot#: Project Valuation: $ (� APPLICANT: C--�-� j2Oct pr1� Phone: Fax: of l Address (Street, City, State, Zip): E-Mail Address: 17ck LA 604FgAZ WIA ol u � � • l; PROPERTY OWNER: Phone: Fax: 5 z.V�l basD K�zkl'�1'�1 NaRG p��d Zee CP '� ��� Address (Street, City, State, Zip): &Mail Address: loll 1044\. m sob WA gooeM lfAc �.I bIZ Ps C�V1 CA5 . N ; . CONTACT PERSON. Phone: Fax: oKe (�t<loo J p,Ozc.1.4� tt� Zr7 al`E-1 Address (Street, City, State, Zip): &Mail Address: 0. LAB L60K�i.� P� 55 5 1�� ptr�1��-y�A">;�h • Nr✓ LENDING AGENCY: Phone: Fax: Address (Street, City, State, Zip): &Mail Address: CONTRACTOR:* Phone: Fax: (A fcv C Cab 02 Address (Street, City, State, Zip). &Mail Address: 5 w qS bQ Professional License #: Exp. Date: *All Contractors & Subcontractors must have a valid City of Anacortes business license prior to doing work in the City. Contact the City's U. Business License #: Exp. Date: Finance Department at (360) 2994968. PROPOSED WORK: IAA, PROPOSED FOOTAGE* Basement SQ': 0 Finished Basement: ❑ Unfinished Basement ❑ I' Floor SQ': '�jZ. Garage /Carport SQ': 2nd Floor SQ': 0 Deck/ Covered Porch/ Patio SQ': (.p Fire Sprinkler: Yes ❑ No Lot Area SQ': 000 Is construction associated with an accessory dwelling unit? Yes ❑ No I declare under penalty of perjury that the information I have provided on this form/application is true, correct, and complete, and that I am the property owner or duly authorized agent of the property owner to submit a permit application to the City of Anacortes. Print Name: Owner ❑ Agent )a (specify): As AV V Y Si afore: gnWil Date: Page 1 of 3 Existing Impervious SQ': IMPERVIOUS C) SURFACE AREA. New Impervious SQ': Total Disturbed Land/Soil SQ': Z ��j�j Total Proposed: Cut:rj'J GU. p Fill: p New hard surfaces (pervious & impervious) $ Land converted from native vegetation to lawn or landscaping SQ': Land converted from native vegetation to pasture SQ': Equipment Type: Appliance/Equipment Information (new and relocated): Total #: Furnace: Gas #: ( Elec #: Other #: i Gas Water Heater: #: Location(s): MLAT' ? RPJt>>M Heat Pump: Elec #: Other #: Air Conditioning: Elec #: Other #: Boiler: Gas #: Elec #: Other #: BTUs: Exhaust Fans: Bath #: ( Laundry #: Other #: Range Hood: #: ( Location(s): k1e41((ktj1. r Fireplace: Gas #: Elec #: Other: #: Location(s): Clothes Dryer: /Duct: Gas #: Elec #: j Other: #: Location(s): uLlUj( I;ZM, Stove/Range/Oven: Gas #: Elec #: Other: #: Location(s): Range Hood: Location(s): Gas Outlet(s): #: Location(s): Other: #: Location(s): TOTAL OUTLETS: PLUMBING FIXTURES. Fixture Type (new and relocated): Total #: Fixture Type (new and relocated): (p Total #: Water Closet (Toilet): efrigerator water supply (for water/ice dispenser): Kitchen Sink: ressure Reduction Valve/Pressure Regulator: Utility Sink: ( ater Service Line: Tub: Water Piping: Hand Sink: Clothes Washer: Shower: Water Heater: Tank -less? Yes No ❑ Dishwasher: ackflow Prevention Device: Hose Bib: TOTAL OUTLETS: TOTAL OUTLETS. 3 I Page 2 of 3 PLANNING, COMMUNITY; & ECONOMIC DEVELOPMENT DEPARTMENT RESIDENTIAL BUILDING PERMIT CHECKLIST Mailing Address: P.O. Box 547, :4nacortes, WA 98221 Office Location: 904 6`h Street, Anacortes WA 98821 Phone: (360) 2934901, Fax: (360) 2934938 Plans shall be of sufficient clarity to indicate the location, nature, and extent of the work proposed, and conform to the provisions of the adopted International Codes and City Ordinances. PERMIT TYPE: ¢ c 0 SUBMITTAL REQUIREMENTS: p The number indicates the number of copies ; ° '"' ,b as n for submittal (if applicable). - ,� ? O CD 0 x o o C rA Residential Building Permit Application 1 1 1 1 1 Site Plan (Drawn to Scale 2 2 0 2 2 Copy of Boundary Survey ✓Mee ✓ ✓ Building Plans (Drawn to Scale) 2 2 2 2 2 Reduced Site Plan (11" X 17") 2 2 0 1 1 Reduced Floor Plan (I I" X 17") 2 2 2 2 1 Mew Structural Calculations (if applicable) 2 2 2 2 2 Energy Code Compliance (shown on plans) Complete Stormwater Plan 2 2 0 2 Mee 13 Elements SWPPP Checklist 2 2 0 2 Landscape Plan 2 2 2 Mee Grading Plan/Cut/Fill 2 2 2 Critical Areas Report (if applicable) 1 1 1 1 Geotechnical Report (if applicable) 1 1 1 1 Plan Review Deposit (due upon submittal) ✓ 1. Handouts and Standard Details may be found on the City's website at www.cityofanacortes.org_or can be obtained at City Hall during normal business hours. 2. Plans, calculation, &reports prepared by state licensed architects or professional engineers must be stamped and signed by the design professional. 3. The Stormwater Plan & Drainage Analysis shall comply with the 2012 Department of Ecology's Stormwater Management Manual for Western Washington (as amended in December 2014). For details on the Complete Stormwater plan, please see the Residential Stormwater Application Checklist. Page 3 of 3 v� ON V !X Y 0 ORL PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT RESIDENTIAL BUILDING PERMIT SITE PLAN CHECKLIST Mailing Address: P.O. Box 547, Anacortes, WA 98221 Office Location: 904 6`h Street, Anacortes WA 98821 Phone: (360) 2934901, Fax: (360) 2934938 SITES PLANS MUST BE ACCURATE, CLEAR, AND DRAWN TO SCALE. DRAWINGS SHALL INCLUDE: 1. Draw plans to a standard engineering (i.e., 1" =10', 1" =20', etc.) or architectural scale. List the graphic scale used on the site plan. 2. Include landowner name(s), parcel number, & site address on the site plan 3. Provide north arrow on site plan 4. Show property lines (from a recorded survey), lot dimensions, property corner locations, & adjoining street name(s) 5. Provide a copy of a survey of the subject property with the site plan 6. Show the location, dimensions, and distances to property line of all existing and proposed structures, drain -fields, septic tanks, and wells. Additionally show zone's setback lines. 7. Location of rock construction entrance 8. List lot size square footage & acreage 9. Provide corner elevations of the site & lot topography o exit proposed gra ing (drawn at either 2 or 5 foot contours) 10, Location of proposed soil stockpile area 11, Location of decks & patios (existing & proposed; covered & uncovered) 12. Location of driveway (existing & proposed) 13. Sidewalk /walkway location (existing & proposed) 14. Retaining wall /bulkhead location (if applicable) 15. Location of existing septic system &/or well 16. Provide lot coverage calculations for existing & proposed buildings 17. Provide impervious surface calculations (existing & proposed) 18. Location & name of streets /alleys (existing & proposed) 19. Location & purpose of easements (public & private) —if applicable PAGE 1 OF 2 20. Show the location of drainage, catch basins, low impact development (i.e., rain gardens & bio-swales) —include a complete stormwater plan (see residential stormwater application checklist for more information) 21. Show proposed landscaping (along street frontage, around perimeter, & internally to property) either on the site plan or as a separate landscape plan. List the plants chosen (common name &/or species). Provide landscape area square footage /calculations and how the required minimum landscaping is met. Native plants are preferred. 22. Show the location of utilities (existing & proposed), connection to the sanitary -sewer, storm -water, and potable water service connections 23. Show the distance that the front of the building is to the nearest fire hydrant 24. Show the location of critical areas (i.e., streams /creeks, wetlands, and geologically hazardous areas/ steep slopes) that are either on the subject property or within 300 feet of it —include a critical area report if applicable 25. If the subject property abuts a shoreline show the location of the shoreline, bulkhead, ordinary high water mark (OHWM) and setback. List the percent slope as measured from top of bank landward. Provide impervious surface calculations for existing & proposed development (from top of bank landward). A shoreline exemption may be required — inquire with PCED for what this entails. PAGE20F2 1520 Parker Way — Suite �G' WEST COAST ENGINEERS, I11C. Mount Vernon, WA 98273 Structural and Civil Engineering Phone: (360)424-3404 E-Mail: ivank@wcoasteng.com Gravity And Lateral Analysis, for Norgaard Residence Addition Located at: 1911 10t'' St., Anacortes, WA � � � � n„ For: Olsen Associates D �y� WCE Job Number: 746-17 August 18, 2017 SEP 0 � ��» CITY OF ANACORTES EXPIRES 9/19/201� INDEX. Design Sketches. Pages SK1 — SK18 Standard Specifications. Pages B — H Calculations. Lateral Analysis Pages L1 — L14 Gravity Design and Analysis Pages G1 — G36 Total Number of pages excluding cover sheet: 74. Notes. Disclaimers: • West Coast Engineers (WCE) takes no responsibility for items not specifically addressed within this report set. • This report is valid only for the specific project shown above and herein. Further, this report is valid only if it is stapled or otherwise bound as it originally left this office, and contains all of the sheets as originally bound. Any sheets that are not bound to the original complete set are not valid and shall not be used (excluding authorized, stamped addendums). The calculations shown herein, if any, do not necessarily include all possible calculations that could be performed for this project. For example: certain items may be designed by inspection; only the worst case loading scenarios may be included; etc. 746-17 Strl Specs 08-17-17.doc Page A i-� Main Floor Level Beams, Columns, Posts (Min Size) Alt. 1: Mat'1 and Alt. 2: Mat'I and Minimum Max West Coast Egr. Max Special End Foot- Member Info. O.C. Spacing if O.C. Spacing if Span (ft.) Bearing Cantilever Connectorz notes applicable applicable Length. (ft.) 94/2 TJI 230 at 2x8 DF-L#2 at 16" J1 joist 9.0 ft. 1.5 in. 2.0 ft. - - 16" o. c. o. c. J2 joist Match Existing - 6.0 ft. 1.5 in. me- - .....................:...........................................:.........................:.........................:...........................:........................................:................. 9-1/2 TJI 230 at 2x8 DF-L#2 at 16" J3 joist 10.5 ft. 1.5 in. 's ME MEN - 16".0:C:........... ' 2x8 HF#2 pate at ...............0:C:..................... ............ 5.5+5.5'me ' J4 joist 1.5 in. 2.0 ft. LUS28 - '• 16" o.c. cont. ............................................................................................ € a...........................;........................................;................. HU48 w/(14) B10 beam 4x8 HF#2 pate me5.25'+5.25 1.5 in. _ `: `: Titen1/4x2-3/4 ........................................................:.........................a....................... cont ......... C4 max top,I C10 post 4x4 HF#2 pat. - 4.0 ft. ma _ ABU44 bttm €me ................................................................................................................... Footnote 1 For beams, joists, and rafters, span is the horizontal distance, in feet, between (outermost) supports. For posts and columns, span is the distance between points of lateral support (such as floor or roof diaphragms). Footnote 2 If blank, use default connectors per standard specifications. Pad Footings West Coast Footing Size'Z Min distance below Footing Footing top Column Egr. Footing g g (length x width x exist'g bottom rebar rebar (2" s Info. height) in. -grade -to- bottom -(3"cover) cover) - connection of footing '• (3) #4's Ea. € Per Column F 1 18" x 18" x 8" n/a Way i Above ..............................................................................................................................:..............................a.....0 '• (4) #4's Ea. Per Column =F224"x 24" x 8" Det. S ;. Way............. Above........... .. ME, ...... MEMO OEM ................. ME; ................................... ME, .... ME, Footnote 1 Footings are to be centered under the centerline of the column. Footnote 2 Concrete strength = 2,500 psi. Rebar Grade = 40 unless specifically noted otherwise. Assumed basic bearing capacity of soils = 1,500 psf Footnote 3 If nothing is specified, default is Simpson ABU style connector. Continuous Footings West Coast � z Footing Footing top Footing Size below exist'g Additional Egr. Footing (width x height) in. grade to bottom bottom rebar rebar (2" Footnotes Info. of footin (3" cover) cover) Per Local Bldg, CF1 16"x 8" Dept. (2) #4 cont. - a Min distance Footnote 1 Footings are to be centered under the centerline of the stem wall. Footnote 2 Concrete strength = 2,500 psi. Rebar Grade = 40. Assumed basic bearing capacity of soils = 17500 psf " 6stem (footing) wall min. 24" tall with (2) #4 rebars at top at the holdown location Footnote a extend min. 5ft, each way from a holdown, otherwise (1) #4 cont., #4 @18" oc vertically and #4 @ 16" oc horiz. NEW m It coor Gf'1 I /a O 5 � � sV - �4�- 1'l Provide (3) #5 rebars dowels to existing foundatio wall and footing using Epoxy SET, * with min. embedment of wall thickness or 12". Extend rebar to new footing wall and footing min. 24". WEST COAST ENGINEERS, Inc. 1520 Parker Way #G, Mount Vernon, WA 98273 Phone: (360)424-3404,Fax: (360)424 2063 Footnote 1 Footings are to be centered under the centerline of the stem wall. Footnote 2 Concrete strength = 2,500 psi. Rebar Grade = 40. Assumed basic bearing capacity of soils = 17500 psf " 6stem (footing) wall min. 24" tall with (2) #4 rebars at top at the holdown location Footnote a extend min. 5ft, each way from a holdown, otherwise (1) #4 cont., #4 @18" oc vertically and #4 @ 16" oc horiz. NEW m It coor Gf'1 I /a O 5 � � sV - �4�- 1'l Provide (3) #5 rebars dowels to existing foundatio wall and footing using Epoxy SET, * with min. embedment of wall thickness or 12". Extend rebar to new footing wall and footing min. 24". WEST COAST ENGINEERS, Inc. 1520 Parker Way #G, Mount Vernon, WA 98273 Phone: (360)424-3404,Fax: (360)424 2063 Roof Level Beams, Columns, Posts (minimum size) Alt. 1: Mat'I and Alt. 2: Mat'I and Minimum Max West Coast Egr. Max Special, End Foot- O.C. Spacing if O.C. Spacing if Bearing Cantilever Member Info. applicable applicable Span (ft.) Length. (ft.) Connectors notes EMINE R1 rafter 2x6 DF-L#2 at 24" _ 6.0 ft. 1.5 in. 1.5 ft. We We o. c. ...................... .................................................:........ .......................................... ;...................................................................:................. R2 rafter 2x6 DF-L#2 at 24" _ 9.0 . 1.5 in. - Det. N+O - ft o. c. R3 rafter 2x4 DF-L#2 at 24" 3.5'+4.5' € 1.5 in. 1.5 ft. - - o. c. cont. ...........................................>.........................i......boo ...........................................i..................saw* also . Boom .........i................. R4 rafter 2x6 DF-L#2 at 24" _ 8.0 ft. 1.5 in. 1.5 ft. - - o. c. CT1 collar tie 2x6 DF-L#2 collar ties at 24" o.c. rafter Optional ridge beam B41 and rafters 12.0 ft. € 1.5 in. 1.5 ft. Det. H+J - ...........:.....................NSA 0 €......................... _........................... a........................................:................. CT2 collar tie 2x6 DF-L#2 top chord and collar ties rafter at 24Ft o.c. 11.5 ft. € 1.5 in. 1.5 ft. Det. H+J - .......................................... It, ...................................................................i............................................................................................;................. Belbeam 4x8 DF-L#2 - 10.0 ft. 1.5 in. Mad As - ............... ........................................................................................................ ..¢................................................................... ................. B2 beam 5418x13-112 24F- 5414x14 Versa- 24.0 ft. 1.5 in. WE We - V4 GLB Lam .......................... .......... ......0............ .................... ................A................... ........... B3 beam 4x8 DF-L#2 - 8.0 ft. € Is We Via in. B4 beam 4x8 DF-L#2 AM10 +8 1.5 in. - AN d cont. H header 4x8 DF-L#2 We per plan € 1.5 in. - - - .............................. memo ... Ease ..i.....................Soso .. *WE ....III .....•i....................... ..i.........................q....................... a . . . (...............................A........i................. H1 header 6x10 DF-L#12 3 1/2GL8 F-V4 9,0 ft, i 1.8 in. WE We - ............ i...........................................i.........................i.........................a...........................i........................................i................. H2-header 4x_1.0 DF-L#2 _i- _9-5-ft. 1,5 in. As We € c ...........................................i..........................................:..................... ....i.........................5................... ................................................i............... .. C1 post 2x6 DF-1#2 We - - - - a :...................................................................:.....".................._.................................................................... ................. C2 post (2) 2x6 DF-L#2 € AN 8.0 ft. As - AN As ................. ................................................... ............ ........ ............................ ................ ............................ I................. C3 post 6x6 DF-L#2 - i 15.0 ft. € We:ECC66 (ACE6) i top, ABU bttm .............................. .............1...........................................j.........................1....................A.... P...........................1..................Boom ONE Mom .......... Ili ................. C4 post 6x6 DF-L#2 - 7.0 ft. - _ ECC66 (ACE6) i...........................................i. i i...top,.AC6bttm.....i........ j....................................................�. 4x4 or 6x6 DF- CC/AC top CB C5 post L#2 6x6 HF#2 pit, 9.0 ft. (ABU) bttm :...........................................:.........................:......................... a........................... a........................................:................. C6 post 2x4 DF-L#2 We 8.0 ft. - - - b ..............Now .........................:...........................................:..................................boo .............;..................... IV, ...j....................................... ................. C7 post (2)2x4 DF-L#2 As i 8.0 ft. AN - b, c C8 post 4x6 DF-L#2 - 15.0 ft. _ _ ECC46 (ACE6) e i........................................... .........................i..........................................ONE .....................'We °!°.................i................. Footnote 1 For beams, joists, and rafters, span is the horizontal distance, in feet, between (outermost) supports/ clear span. For posts and columns, span is the distance between points of lateral support (such as floor or roof diaphragms). Footnote 2 If blank, use default connectors per standard specifications. Footnote a This a default header/beam support when it is not labeled in plans. Footnote b Block through the main floor cavity under trimmer. Footnote c Header extends and is supported at exterior wall. Footnote d Optional to collar tie, w/ 2x6 DF-1#2 at 24" o.c. on both sides. Footnote a Use when using continuous ridge beam B4+B3, otherwise (2)2x6 DF-L#2 are OK. t7 6e� -am WEST COAST ENGINEERS, Inc. 1520 Parker Way #G, Mount Vernon, WA 98273 Phone: (360)424-3404, GENERAL STRUCTURAL NOTES. A. SHEAR WALL CONNECTIONS. Each shear wall must be connected at its top and bottom per the typical structural details shown on pages SK4 — SK15. These details are intended only to show TYPICAL situations. Due to varying framing methods, not all aspects of each detail will necessarily pertain to specific field conditions, however, the bolting, nailing, and connecting schemes must be followed. If in doubt, contact West Coast Engineers, B. WOOD FRAMED WALLS. Wood framed walls intended to act as shear walls are indicated as PWx. Wood framed walls not intended to act as shear walls are not typically labeled and should be standard IBC construction. C. REVISIONS. Any change in a door and/ or a window size or location (located in the designated shear walls) will result a change in the shear wall schedule and/ or a change in a type and/ or location of a holdown. 1.1 51.4011 d A oil a 1 d1� Shear Wall Types (Assuming Douglas Fir Framing) Nail size' Edge /Field Sole Plate; 16d Framing at Allowable shear Sheathing on Edges West Coast Egr. thickness Stud spacing, (common or Nailing Nails. Adjoining Panel (per ANSI/ AF&PA Shear Wall Type and T e of One id Both Blocked or maximum yp yp galvanized Distance, 1-1/2" Min. Edges and Sill SDPWS-2015 Table Sheathing' Sides Unblocked box) Maximum Embed.' Plate 4.3A - D) PW2 7/16"Ply One Blocked 16" OC Sd 6"/ 12" OC 5 in. OC 1.5 in. wind - 364 plf. Seis - 260 plf. .......7/16"..PI....... s.............One....................8locked...........16" or 24" OC..............8�.......... .......4„/ 12° OC......_ .......4 in. OC....... ..........1.5 in........... _ .... ........ .. PW3 y Seis — 350 plf. :........................mama ......_........................... ONE Now ..:................. mamma ............. _........................... III . I'm ......................................._.. all ........................... I'm . add ..... INN ........ Oda ...... add ............_.................... Now ............ add . Footnote 1 Ply = CDX, C—C, or C-D plywood. OSB of similar thickness and span rating may be substituted for plywood. Ply and OSB are assumed to be nailed directly to the face of the stud. All nails are common wire nails 8d (0.131" Dia. x 2.5"), 10d (0,148" Dia, x 3"), 16d (0.162" Dia. x 3.5"), or box galvanized nails 8d (0.120"x2.5"), 10d (0.128"x3" ). Minimum sizes of all cooler nails: 5d (0.120" x 1.5"), 6d (0.120" Dia. x 1.75"). 11.311 Ott �.t�1� uP Wf�-l. W/ WAt, + - T4; 3 1�-1 7 0 S 1 a WEST COAST ENGINEERS, Inc. 1520 Parker Way #G, Mount Vemon, WA 98273 Phone: (360)424-3404, - WEST COAST ENGINEERS, Inc. STRUCTURAL AND CIVIL ENGINEERING 1520 PARKER WAY, SUITE *G, MT. VERNON, WA 98273 PHONE: (360) 424-3404 FAX: (360) 424-2063 WEB: WWW.WCOASTENG.COM SHEAR WALL PER PLAN SHEAR WALL EDGE NAILING N.T.S. c Z 000 dJ (Z d — ; 00 f t 00 (SOO ° og D 1 746-11 OL5EN - NOR GAARD RES. ADDITION SHEET NO, CALCULATED BY CHECKED BY — SCALE 6 D ° ° D z D p 01 PER ° D PLAN D Z D D ° U n 11 PLAN (16' SK-4 OF. IK DATE DATE 8/I6/201 1 FLOOR DIAPHRAGM PER SPECIFICATIONS ANCHOR BOLTS PER TABLE BELOW FLOOR FRAMING PER PLAN FOUNDATION RE I NFORGEMENT PER PLAN Bottom of Shear Wall Connection West Coast Eng. Shear Wall Type 1/2' Anchor Bolt 5pacing2 5/8" Anchor Bolt 5pacin92 3/4' Anchor Bolt 5pacing2 Sole Plate 16d Nails 1-1/2" Minimum Embedment Allowable Shear Capacity / Ea. q12 Ib. 1328 Ib. 1,840 Ib. PW2 30 In. 44 In. 48 In. 5 in. o c. 364 plf PW3 21 In. 30 in. 42 in. 4 In. oz. 532 plf Footnote 1 This table generally applies to full height shear panels only. For shear wall sections between full height shear panelsunder windows), the table may be used; or minimum IBC requirements may be used. Footnote 2 May use any of the three diameters listed. All anchor bolts shall be embedded 7" min, and shall have 3" square x 1/4" plate washers and nuts. Minimum of 2 anchor bolts per piece of mudsill, and one bolt located not more than 12 inches or less than seven bolt diameters from each end of the piece. WEST COAST ENGINEERS, Inc. STRUCTURAL AND CIVIL ENGINEERING 1520 PARKER WAY, SUITE I VERNON, WA 98273 PHONE: (360) 424-3404 FAX:(360) 424-2063 WEB: WWW.WCOASTENG.COM RETROFIT EXIST. SHEAR WALL PER PLAN SHEAR WALL EDGE NAILING DECK FRAMING PER PLAN SHEAR WALL Z EDGE NAILING EXISTING FOUNDATION .WALL TO .REMAIN. JOB 74647 OL5EN - NORGAARD RE5. ADDITION SHEET N0. - CALCULATED BY CHECKED BY _ SCALE D ° D D ° ° D SK-5 OF_ IK DATE DATE 8/I6/2011 � 5/8" BOLT AT 32" O.G. PLUS Ibd AT 4" O.G. LEDGER TO RIM J015T FLOOR DIAPHRAGM PER SPECIFICATIONS RETROF I T ANCHOR BOLT5 PER TABLE BELOW AND PER PET. 0 EXISTING FLOOR FRAMING TO REMAIN I N LIEU OF A.B. OK TO RETROF I T RETROFIT UFPIO - SD53 FOUNDATION PLATE5 AT SPACING PER TABLE BELOW FOR 0 5/8" BOLT5 Bottom of .Shear Wall Gonnection� West Coast Eng. Shear Wall Type 1/2" Anchor Bolt Spacing 5/8" Anchor Bolt Spacing 3/4" Anchor Bolt Spacing2 Sole Plate Ibd Nails 1-1/2" Minimum Embedment Allowable Shear Capacity / Ea. ql2 Ib. 1,328 Ib. IW Ib. PW2 30 In. 44 In. 48 In. 5 In. of,. 364 plf P03 21 In. 30 In. 42 In. 4 In. o c. 532 If Footnote 1 This table generally applies to full height shear panels only. For shear wall sections between full height shear panels (i.e. as under windows), the table may be used; or minimum IBC requirements may be used. Footnote 2 May use any of the three diameters listed. All anchor bolts shall be embedded 7" min., and shall have 3" square x 1/4" plate washers and nuts. Minimum of 2 anchor bolts per piece of mud sill, and one bolt located not more than 12 inches or less than seven bolt diameters from each end of the piece. OK to retrofit with Simpson Epoxy SET or Titen HD (See Detail D). N.T.S. WEST COAST ENGINEERS, Inc. STRUCTURAL AND CIVIL ENGINEERING 1520 PARKER WAY, SUITE #G, MT. VERNON, WA 98273 PHONE: (360) 424-3404 FAX: (360) 424-2063 WEB: WWW.WCOASTENG.COM DECK FRAMING. PER PLAN SHEAR WALL PER PLAN SHEAR WALL EDGE NAILING Ibd NAILS AT 4" O.G. 746-11 OLSEN - NORGAARD RE5. ADDITION SHEET N0. 5K - 6 OF CALCULATED BY IK DATE 5/18/2011 CHECKED BY SCALE i_ SHEAR WALL `fl x EDGE NAILING, ° °, D z At PER �[ \\��>e ° ° PLAN �l z \\Y Op i' � ° a D ° ° PLAN (Ib") I�T . FLOOR DIAPHRAGM PER SPECIFICATIONS ANCHOR BOLTS PER TABLE BELOW FLOOR FRAMING PER PLAN FOUNDATION REINFORCEMENT PER PLAN Bottom of Shear Wall Connection West Coast Eng. Shear Wall Type 1/2' Anchor Bolt Spacing2 5/8" Anchor Bolt Spacmg2 3/4' Anchor Bolt 5p=ing2 Sole Plate Ibd Nalls 1-1/2" Minimum Embedment Allowable Shear Gapaclty / Ea. q12 Ib. 1,328 Ib. 1W Ib. PW2 30 In. 44 In. 48 In. 5 In. o.c. 364 pIf PW3 21 In. 30 In. 42 in. 4 In. o.c. 532 pIf Footnote 1 This table generally applies to full height shear panels only. For shear wall sections between full height shear panelsunder windows), the table may be used; or minimum IBC requirements may be used. N.T.S. Footnote 2 May use any of the three diameters listed. All anchor bolts shall be embedded 7" min, and shall have 3" square x 1/4" plate washers and nuts. Minimum of 2 anchor bolts per piece of mudsill, and one bolt located not more than 12 inches or less than seven bolt diameters from each end of the piece. WEST COAST ENGINEERS, Inc. STRUCTURAL AND CIVIL ENGINEERING 1520 PARKER WAY, SUITE #G, MT. VERNON, WA 98273 PHONE: (360) 424-3404 FAX:(360) 424-2063 WEB: WWW.WCOASTENG.COM SHEAR WALL PER PLAN SHEAR WALL EDGE NAILING FLOOR DIAPHRAGM PER 5PEGIFIGATION5 GONTI NUOUS SOLID J015T FOUNDATION PER PLAN 746-11 OL5EN - NORGAARD RE5. ADDITION SHEET N0. CALCULATED BY CHECKED BY - SCALE OF. IK DATE DATE 8/I6/2011 30d BOX NAILS ®SPACING PER 5HEAR WALL TABLE (Ibd SOLE PLATE NAILING) OR L570 AT I6" O.G. L570 ®I6" O.G. FLOOR FRAMING PER PLAN ANCHOR BOLTS PER TABLE DETAIL A FOUNDATION REINFORCEMENT PER PLAN ANCHOR BOLTS PER TABLE DETAIL A FLOOR DIAPHRAGM PER SPEGIFIGATIONS FLOOR FRAMING PER PLAN LTE1iN�TIY� CONNECTION N.T.S. �06 146-11 OL5EN - NOR6AARD RE5. ADDITION WEST COAST ENGINEERS, Inc. STRUCTURAL AND CIVIL ENGINEERING 1520 PARKER WAY, SUITE #G, MT. VERNON, WA 98273 PHONE: (360) 424-3404 FAX: (360) 424-2063 WEB: WWW.WCOASTENG.COM y211 SHEAR WALL PER PLAN SHEAR WALL � I� EDGE NAILING II EXISTING I I I 77 SHEET N0. 5K - 8 OF _ CALCULATED BY IK DATE CHECKED BY SCALE 30D BOX NAIL ®sPAG I NG PER SHEAR WALL TABLE (I 5D SOLE PLATE NAILING) 21-011 ADDITION IOD 4" O.G. DATE 8/16/2OI u7 GONTINUOUs sOLID BLOCKIN6 FLOOR DIAPHRAGM PER SPEGIFICATION5 Ls-ro ®16" o.C. BLOGKIN6 TO PLATE FLOOR FRAMING PER PLAN � ANCHOR BOLTS DD I I PER TABLE DETAIL A OFD _ Z PER PLAN FOUNDATION REINFORCEMENT PER PLAN ° AtbZ7� z wA PER PLAN N.T.S. WEST COAST ENGINEERS, Inc. STRUCTURAL AND CIVIL ENGINEERING 1520 PARKER WAY, SUITE #G, MT. VERNON, WA 98273 PHONE: (360) 424-3404 FAX:(360) 424-2063 WEB: WWW.WCOASTENG.COM SHEAR WALL PER PLAN SHEAR WALL EDGE NAILING OPTIONAL SLAB PER 5PEG5. OR BY OTHER5 DETAIL F 146-11 OL5EN - NORGAARD RE5. ADDITION SHEET N0. 5K - G OF CALCULATED BY IK DATE 5/18/2011 CHECKED BY SCALE I D D p / j R PLAN 6" ° D D a DATE ANCHOR BOLTS PER TABLE BELOW D oU D D e ----�'� /\ /\ /\ PER PLAN 0 CONCRETE SLAB PER 5PEG5. OR BY OTHERS FOUNDATION WALL REINFORCEMENT PER PLAN: VERT. #4 AT 18" O.G. HORIZ. #4 AT 16' O.G. FOOTING REINFORCEMENT: (2)#4 CONTINUOUS Bottom of Shear Wall Connection West Goast Eng. Shear Wall Type 1/2' Anchor Bolt 5pacing2 50' Anchor Bolt 5pacing2 3/4' Anchor Bolt 5pac►ng2 Sole Plate 16d Nalls H/2" Minimum Embedment Allowable Shear Capacity / Ea. q12 Ib. 1r328 Ib. 1,840 Ib. PN2 30 In. 44 in. 48 In. 5 In, o c. 364 plf PW3 21 In. 30 In. 42 In. 4 M. o c. 532 plf Footnote 1 This table generally applies to full height shear panels only. For shear wall sections between full height shear panels (i.e. as under windows), the table may be used; or minimum IBC requirements may be used. Footnote 2 May use any of the three diameters listed. All anchor bolts shall be embedded 7" min, and shall have 3" square x 1/4" plate washers and nuts. Minimum of 2 anchor bolts per piece of mudsill, and one bolt located not more than 12 inches or less than seven bolt diameters from each end of the piece. WEST COAST ENGINEERS, Inc. STRUCTURAL AND CIVIL ENGINEERING 1520 PARKER WAY, SUITE #G, MT. VERNON, WA 98273 PHONE: (360) 424-3404 FAX:(360) 424-2063 WEB: WWW,WCOASTENG.COM NON -SHEAR WALL PARTITION C SLAB PER SPEGIFIGATIONS OR BY OTHER5 5TRUGTURAL FILL PER 5PEGIFIGATION5 DETAIL G �46-11 OL5EN - NOR6AARD RE5. ADDITION SHEET N0. 5K - 10 OF CALCULATED BY IK DATE 8/16/2011 CHECKED BY SCALE D C � o p �\ j PER \ PLAN D X � D n � C C c o n n PER PLAN DATE BLOGK AT 24" O.G. WHERE JOISTS ARE PARALLEL TO WALL FLOOR DIAPHRAGM PER 5PEGIFIGATION5 ANGHOR BOLTS PER TABLE DETAIL A � FLOOR FRAMING PER PLAN Z FOUNDATION REINFORGEMENT PER PLAN WEST COAST ENGINEERS, Inc. STRUCTURAL AND CIVIL ENGINEERING 1520 PARKER WAY, SUITE #G, MT. VERNON, WA 98273 PHONE: (360) 424-3404 FAX:(360) 424-2063 WEB: WWW.WCOASTENG.COM 106 746-I� OLSEN - NORGAARD RES. ADDITION SHEET N0. CALCULATED BY CHECKED BY SCALE 12 ROOF DIAPHRAGM PER SPECIFICATIONS 8 8d NAILS AT 6" O.G. ,05/8" THROUGH BOLT AND - WA5HER5 PLUS (4)Ibd NAILS N.T.S. SHEAR WALL EDGE NAILING SHEAR WALL EDGE NAILING SHEAR WALL PER PLAN (EXTEND TO ROOF) SHEAR WALL EDGE NAILING SHEAR WALL _ PANEL JOINT N.T.S. O. SK - II OF_ IK DATE DATE 8/1712011 ON SITE GOLL.AR-TIE ROOF FRAMING 2x6 DF-L#2 AT 24" O.G. H I TRUSS TO TOP PLATE (OK TO LOCATE OUTSIDE) SHEAR WALL PER PLAN ROOF DIAPHRAGM NAILING PER SPEGIFIGATIONS (8d NAILS AT 6" O.Ca I ON -SITE FRAMED GABLE TRU55 W/ 2x4 DF-L#2 VERTICAL AT 16" O.G. OR MANUFACTURED GABLE TRUSS PROVIDE L5 50 AT 30" O.G. IF SHEAR WALL SHEATHING IS NOT CONTINUOUS OVER TOP PLATE JOINT SHEAR WALL PER PLAN 74b-17 OL5EN - NORGAARD RES. ADDITION WEST COAST ENGINEERS, Inc. STRUCTURAL AND CIVIL ENGINEERING 1520 PARKER WAY, SUITE #G, MT. VERNON, WA 98273 PHONE: (360) 424-3404 FAX:(360) 424-2063 WEB: WWW.WCOASTENG.COM 2x4 DF-L#2 OVER -FRAMING AT 24" O.G. SUPPORT WITH VERTICAL 2x4 DF-L#2 AT 24" O.G. WHERE 5PAN 15 MORE THAN 48" I II (2)Ibd NAILS TO EACH EXI5TIN6 5TUD I 8d NAIL5 I I AT b" O.G. � � I SHEAR WALL EDGE NAILING DETAIL J 3y2�� SHEET NO. 5K - 12 OF CALCULATED BY IK DATE 8/I1/2011 CHECKED BY SCALE 8d NAILS AT b" O.G DATE ON SITE COLLAR -TIE ROOF FRAMING ROOF D I APH'M PER 5PEG5 2xb DF-L#2 AT 24" O.G. HI TRU55 TO TOP PLATE (OK TO LOCATE OUTSIDE) 85/8" THROUGH BOLT AND WASHERS PLUS (4)Ibd NAIL5 SHEAR WALL PER PLAN 2xb DF-L#2 BLOCKING PER SPECS /� 2xb DF-L#2 AT 24 O.G. Joe 3/4" PLYWOOD GUSSET ONE 51DE OF GOLLAR-TIE P r= TA I Lm K WITH (4) 8d NAIL5 BOTH 2xb 2xb DF-L#2 AT 24" O.G. N.T.S. 746-11 OLSEN - NOR6AARD RES, ADDITION WEST COAST ENGINEERS, Inc. STRUCTURAL AND CIVIL ENGINEERING 1520 PARKER WAY, SUITE #G, MT. VERNON, WA 98273 PHONE: (360) 424-3404 FAX:(360) 424-2063 WEB: WWW.WCOASTENG.COM ROOF DIAPHRAGM PER PLAN 8d NAILS AT 611 O.G. 12 SHEAR WALL EDGE NAILING N.T.S. 2 J \ I A 11 r SHEAR WALL EDGE NAILING N.T.S. SHEET N0. 5K - 13 OF CALCULATED BY IK DATE 5/11/2011 CHECKED BY SCALE DATE RAFTERS PER PLAN CONTINUOUS SOLID BLOGKI N6 HI RAFTER TO TOP PLATE ALL OUTSIDE SHEAR WALL PER PLAN ROOF DIAPHRAGM PER SPEGIFIGATIONS ROOF FRAMING PER PLAN l�L�l 146-I1 OL5EN - NOR6AARD RE5. ADDITION WEST COAST ENGINEERS, Inc. STRUCTURAL AND CIVIL ENGINEERING 1520 PARKER WAY, SUITE #G, MT. VERNON, WA 98273 PHONE: (360) 424-3404 FAX:(360) 424-2063 WEB: WWW.WCOASTENG.COM 8d NAILS - AT 6" O.G. RAFTERS PER PLAN 12 SHEAR WALL EDGE NAILING SHEAR WALL PER PLAN SHEAR WALL PANEL JOINT SHEAR WALL EDGE NAILING N.T.S. 8d NAIL5 AT 6" O.G� RAFTERS 12 PER PLAN 2 ���� SHEAR WALL EDGE NAILING SHEAR WALL PER PLAN SHEAR WALL PANEL JOINT SHEAR WALL EDGE NAILING SHEET N0. SK - 14 OF CALCULATED BY 1K DATE 5/11/2011 CHECKED BY SCALE 0 12 DATE ROOF DIAPHRAGM PER PLAN RAFTERS PER PLAN 8d NAILS AT 6" O.G. CONTINUOUS SOLID BLOGKIN6 H2.SA RAFTER TO TOP PLATE INSTALL OUTSIDE SHEAR WALL PER PLAN H2.SA RAFTER TO TOP PLATE INSTALL OUTSIDE E%] 12 ROOF DIAPHRAGM PER PLAN Ibd NAILS RAFTERS PER PLAN � LSU26 HANGER � PER PLAN -_= DOOR /WINDOW HEADER -- PER PLAN FRAMING BEYOND OPENING N.T.S. SHEAR WALL PER PLAN WEST COAST ENGINEERS, Inc. STRUCTURAL AND CIVIL ENGINEERING 1520 PARKER WAY, SUITE #G, MT. VERNON, WA 98273 PHONE: (360) 424-3404 FAX:(360) 424-2063 WEB: WWW.WCOASTENG.COM 2x4 DF-L#2 OVER -FRAM SUPPORT WITH VERTICAL AT 24" O.G. WHERE SPAN (2)Irod NAILS TO EAGH EXI5TIN6 5TUD 8d NAILS AT roll O.G. — ;4 DF-L#2 MORE THAN 48" 'c P I II I II I I I I I I I I SHEAR WALL � Lj�— L u EDGE NAILING Y2" i��TAILo N.T.5. GONTI NUOUS SOLID BLOCKING RAFTERS PER PLAN —a JOB 14ro-11 OL5EN - NORGAARD RE5. ADDITION SHEET N0. CALCULATED BY CHECKED BY - SCALE 8d NAILS - AT roll O.G. SK new IS OF IK DATE DATE 2x6 DF-L#2 AT 24" O.G. ROOF RAFTER PER PLAN 8/21/2011 ROOF DIAPH'M PER SPEG5 2xro DF-L#2 AT 24110064 CEILING JOISTS HI TRU55 TO TOP PLATE (OK TO LOCATE OUTSIDE) (3)Irod NAILS CEILING JOIST TO ROOF RAFTER SHEAR WALL PER PLAN (ro) Irod NAILS RAFTER TO RAFTER 12d TOE NAILS DC/'11�1 PER PLAN ROOF DIAPHRAGM PER PLAN N.T.S. 746-11 OL5EN - NORGAARD RE5. ADDITION WEST COAST ENGINEERS, Inc. STRUCTURAL AND CIVIL ENGINEERING 1520 PARKER WAY, SUITE #G, MT. VERNON, WA 98273 PHONE: (360) 424-3404 FAX:(360) 424-2063 WEB: WWW.WCOASTENG,COM EXIST WALL FRS CONTRACTOR T( 5TUD5 LOGATIOI 5PAGINCG AND R AS NECESSARY EXISTING FLOOD FRAMING TO REI EXISTING FND. WALL TO REMAI' RETROFIT HOL�.., ,.. ANCHOR BOLT (ALL THR'D ROD) ATTACHED WITH EPDXY "SET" PER MANUFACTURER REGOMMENDATION5 N.T.S. SHEET N0. 5K - 16 OF CALCULATED BY IK DATE 5/11/2011 CHECKED BY SCALE DATE RETROFIT HOEDOWN SHEAR WALL 1\L 1 1\VI 1 1 ..DILL 1 LrI L ANCHOR BOLTS (ALL THR'D ROD) ATTACHED WITH EPDXY "SET" PER MANUFACTURER REGOMMENDATION5 BOLT5 5HALL BE 5PAGED PER TABLE DETAIL A OK TO U5E 51MP50N TITEN HD 5PAGED PER TABLE OR UPFIO AT INTERVAL5 OF 05/8" BOLT5 WEST COAST ENGINEERS, Inc. STRUCTURAL AND CIVIL ENGINEERING 1520 PARKER WAY, SUITE #G, MT, VERNON, WA 98273 PHONE: (360) 424-3404 FAX:(360) 424-2063 WEB: WWW.WCOASTENG.COM ROOF RAFTER OR COLLAR -TIE TRU55 PER PLAN SHEAR WALL EDGE NAILING SHEAR WALL PER PLAN —� (EXTEND TO ROOF) SHEAR WALL EDGE NAILING SHEAR WALL _ PANEL JOINT GWB CEILING BY OTHERS N.T.S. SOB 146-11 OL5EN - NORGAARD RE5. ADDITION SHEET N0. SK - I'l OF CALCULATED BY CHECKED BY SCALE ROOF DIAPHRAGM NAILING 8d AT 4" O.G. ROOF RAFTER PER PLAN ON -SITE GABLE TRU55 ALIGNING WITH WALL 4 W/2x4 AT 16" O.G. VERT. DATE 8/18/201 1 DATE PROVIDE LS "f0 AT 30" O.G. IF SHEAR WALL SHEATHING IS NOT GONTINUOU5 OVER TOP PLATE JOINT SHEAR WALL PER PLAN 6WB GEILIN6 BY OTHERS WEST COAST ENGINEERS, Inc. STRUCTURAL AND CIVIL ENGINEERING 1520 PARKER WAY, SUITE #G, MT. VERNON, WA 98273 PHONE: (360) 424-3404 FAX:(360) 424-2063 WEB: WWW.WCOASTENG.COM BEAM PER PLAN Z e e D o D D e � e e n i JOB 146-11 OL5EN - NOR6AARD RE5. ADDITION SHEET N0. 5K - 18 OF CALCULATED BY IK DATE 8/11/2011 CHECKED BY DATE SCALE b� "I 0 PER PLAN e e p e D D p D e e D eD D e n AG OR LGE4 TYPE GOLUMN GAP (OR EQUAL) OK TO U5E GG TYPE GOLUMN PER PLAN GB66 TYPE OR ABU66Z (5HOWN) GOLUMN BASE (OR EQUAL - 6PTZ6(b) 12"xl2" OR �12" PLINTH WITH (4) #4 VERT. REBARS AND #3 5TIRRUP5 ® 6" O.G. WHEN U51 NCG GB TYPE OK 8"x8" OR 0 8" PLINTH, WHEN USING ABU OR GPTZ TYPE BA5E 5A5E REINFORCEMENT PER PLAN #4 AT 6" O.G. BOTH WAY5 FOR PAD, AND (3) #4 GONTINUOU5 FOR GONT, FOOTING N.T.S. STANDARD STRUCTURAL SPECIFICATIONS: 1) LOADS. a) Following are the loads used for the subject design /analysis: i) Roof live load: 20 psf viii) Floor dead: 12 psf ii) Roof dead load: 15 psf ix) Deck live: 60 psf iii) Snow load: 25 psf (ground) x) Deck dead: 10 psf 2) 3) 5) iv) Snow load: 20 psf (balanced) v) Snow load: 25 psf (unbalanced) vi) Floor live: 40 psf (living areas) vii) Floor live: 30 psf (sleeping areas) APPLICABILITY OF THESE SPECIFICATIONS: xi) Exterior wall dead load: 12 psf xii) Interior wall dead load: 8 psf xiii) Seismic Base Shear, V = 0.119 x W. xiv) Wind: 110 mph 3-second gust wind speed, Exposure 'C', a) These specifications shall be adhered to for all work addressed in this report. b) Some sections of these specifications may not apply to the scope of work of West Coast Engineers. (WCE). Use of these specifications for work outside of WCE's scope shall be at the sole risk of the Contractor. LIMITED SCOPE OF WCE'S WORK: a) The scope of work of West Coast Engineers (WCE) is limited to Lateral and Gravity Analysis for addition only (structural concerns only). WCE leaves issues such as thermal /moisture detailing, ingress /egress, insulation, and fire /life /safety concerns to other design professionals. WCE takes no responsibility or liability for items not specifically addressed in the calcs, sketches, or call - outs. b) Analysis and design in this structural report are solely based on the as -built plans provided by the client or his representative. We (WCE) have visited the site, however, have not verified dimensions, therefore, we disclaim all liability arising from discrepancies between plans and actual existing construction. c) WCE has not analyzed any portion of the existing building, including but not limited to: foundations, beams, columns, walls, floors, floor framing systems, roof framing system, connections, etc. Such analyses are beyond the present scope of work assigned to WCE by the client. d) All structural and other matters not shown or addressed in the following calculations and sketches do not form part of the scope of work of WCE. e) Structural analysis, design and specifications apply for one structure at the location shown in this report only. WCE cannot be held liable for unauthorized reuse of this work at a different location(s). OWNERSHIP OF THIS REPORT: a) Ownership of this report, all calculations, sketches, and other intellectual information pertaining to the project shown herein shall remain the sole property of WCE. WCE will furnish copies of this information to others only with the express permission of the Client. b) These calculations, sketches, notes, and specifications are valid only for the project indicated herein. These documents are not valid, and shall not be used for any other project. COMPLETION OF WCE'S CURRENT SCOPE OF WORK: a) Submittal of this report to the Client completes the present scope of work and budget of WCE for this project. All other consultation, design, calculations, sketches, inspection, etc. after submittal of this report shall be billed on a time and materials basis at WCE's current fee schedule. 746-17 Strl Specs 08-17-17.doc 1520 Parker Way —Suite 'G', Mount Vernon, WA 98273 ®Tel: (360) 424-3404 ivank@wcoasteng.com est Oast Engineers, Inc. � 6) BASIS OF DESIGN —APPLICABLE CODES: a) This design is based on the IBC, 2015. All construction shall adhere to the minimum requirements of the 2015 International Building Code, unless shown otherwise in this report. Contractor shall be responsible to comply with all OSHA and State Labor and Industries Standards. Contractor assumes full responsibility as to construction methods used, safety provisions employed, and the finished as -built condition of the structure and related systems. 7) COMPETENT CONSTRUCTION PERSONNEL: a) Only competent personnel familiar with construction and safety practices germane to the project shown herein should be employed to assemble and construct the work. 8) TEMPORARY SUPPORT AND BRACING: a) General. Provide adequate temporary support to all walls, roofs, beams, columns, and floors during construction. Design of same is not included herein, unless specifically shown. Contractor or owner should check all temporary -supporting devices with a qualified person. Contractor shall be responsible for the adequacy of all temporary and/or permanent support systems. 9) CONFLICTS OR ERRORS IN PLANS: a) Contractor shall verify all dimensions and 'fit' conditions in the field. Should the Contractor or fabricator note any conflicts or errors in the Plans and/or specifications, they shall be brought to the immediate attention of the Engineer. If any questions arise during construction pertaining to any structural matter, the Engineer shall be consulted immediately. 10) FOOTINGS, FOUNDATIONS, SLABS ON GRADE: a) Geotechnical Report. Soils analysis and geotechnical engineering are. not a specialty of WCE. WCE depends on others for the provision of soils data, which includes but is not limited to: allowable bearing capacity, liquefaction potential, slope stability, active and passive lateral pressures, internal friction angle, and cohesion. WCE strongly recommends that a geotechnical report be performed by a qualified geotechnical engineer for all land based construction projects. b) Foundations, Footings on Soil: General. All footings to bear on undisturbed existing soil, unless otherwise shown in the plans or calculations. All organic and deleterious material beneath the footings, foundations and slabs to be removed and replaced with granular fill compacted to 95% relative compaction. Bottom of footings to be below locally prescribed frost zone, not less than 18". Replace all over -excavated areas with granular material compacted in 8" maximum lifts to 95% Relative Compaction (RC). All footings are proportioned and designed for 1,500 psf allowable soil bearing pressure, unless other information is supplied by the Owner or Owner's representative. c) Slabs on Grade. Subgrade below slabs shall be similar to the above, except that 92% relative compaction is acceptable. A layer of free draining material and a suitable vapor barrier (designed by others) are recommended for all interior slabs. i) Contraction Joints. Contraction joints shall be provided in all slabs at a maximum of 12 feet on center in each orthogonal direction. Contractor may use tooled joints or `zip strips'. Light gage metal -keyed joints are not recommended in slabs subject to vehicular traffic. Slab reinforcement shall be continuous across all contraction joints. ii) Expansion (isolation) joints. Expansion (isolation) joints are required where new concrete slabs are poured against existing concrete or masonry, and where shown on the plans. Expansion joint material shall be asphalt impregnated fiberboard or similar, %inch thick. iii) Construction (cold) joints. Where used, the previously placed concrete surface shall be clean and free of laitance. Reinforcing shall be continuous across the joint. Cold joints in slabs should be full depth, vertical face, and form astraight-tooled edge. Cold joints constructed in this manner may also function as contraction joints. d) Footing Drains. Footing drains, with washed drain rock extending to within one foot of top of finished grade, shall be provided at the base of all footings and retaining walls, which will have, 746-17 Strl Specs 08-17-17.doc Page C 1520 Parker Way—Suite'G', Mount Vernon, WA 98273 Tet: (360) 424-3404 Fax: (360) 424-2063 ivank@wcoasteng.com •. • � earth placed against them. Footing drains shall be 4" perforated pipe routed downgradient to daylight, unless otherwise specified. 11) STANDARD CONCRETE: a) General. Structural concrete shall be designed and constructed in accordance with the requirements of 2015 IBC, chapter 19, and AC1318-14. b) Strength, Mix, Placing. All concrete, unless otherwise specified in the Plans or Calculations, shall attain a 28 day strength of fc = 2,500 psi for footings and foundations not exposed to weather, and f'c = 3,000 psi for any concrete exposed to weather, and shall contain not less than 5-1/2 sacks of cement per cubic yard. Maximum water/cement ratio shall be 0.45, and maximum slump = 4". Max. aggregate size = 7/8". Mixing and placing of all concrete and selection of material to be in accordance with IBC and ACI 318 (latest editions). Provide 5% air entraining in all concrete exposed to the earth or weather. c) Waterproof Concrete. For concrete applications that are required to be waterproof, the Contractor shall use KIM admixture by Kryton International Inc. (contact Marlen Hansen (360) 650-9038). Note that air entraining must be a maximum of 5% after this admixture. Contractor shall follow manufacturer's recommendations in use of KIM. d) Concrete Admixtures. All admixtures are entirely at the discretion of the contractor and / or concrete batch plant and must not affect the minimum requirements herein. 12) CONCRETE REINFORCING: a) Strength, Splicing, Bending. Reinforcing bars (rebar) shall be per drawings and sketches attached, and shall be grade 40 (Fy = 40 ksi), unless noted otherwise. All reinforcing shall be detailed, bolstered and supported in accordance with applicable ACI code. Bars shall be bent with minimum 6 bar diameter radius for sizes up to and including No. 8, and 8 bar diameter radius for bars larger than No.8. b) Ties. For reinforced concrete beams, walls, columns, pilasters, and any other element wherein the main reinforcement bars are enveloped with tie bars (a.k.a. stirrups), the ties shall be bent with the least radius of bend so as to envelop the main rebars without the tie bars cracking or breaking. The tie bar ends shall overlap the main bars at least one bar diameter. The diameter of bend shall not be smaller than the diameter of the main bars in contact. c) Slabs. Slabs on grade that will be subjected to vehicular traffic shall have 6" minimum (thickness) and thickened edges as described below, unless designed and specified by others. Reinforcement shall be #4 centered in the slab, at 16" O.C. each way. Such slabs shall have thickened edges consisting of a 12" x 12" minimum monolithic footing with 2 ea. #4 continuous at the top and bottom of the footing. i) Reinforcement for slabs which will not be subjected to vehicu►ar traffic shall be WWF, 6"x6"x10ga. or #3 at 24" O.C. each way, centered in a 4" slab. As an alternate to this reinforcing, Forta FERRO structural fiber mesh (or equivalent) may be used per the manufacturer's specific instructions and requirements below. Contact Forta at (800) 245-0306 or Marlen Hansen at (360) 650-9038. Note that the maximum slump of concrete having fiber mesh is 3". The contractor must install construction joints or saw -cuts per specs above or per Forta requirements within 12 hours of concrete placement (sooner if possible). (1) Minimum fiber mesh requirements: Fiber shall be a synergistic combination of a twisted - bundle non-fibrillating monofilament and a fibrillating network fiber system. Fiber shall be made of 100% virgin materials in the form of fully -oriented copolymer /polypropylene. The fiber dosage rate (amount of fiber per cubic yard) shall be as provided by Forta. Fiber length shall be 2.25 in. (54 mm). Fibers shall comply with ASTM C-1116 "Standard Specification for Fiber Reinforced Concrete and Shotcrete". d) Welded Wire Fabric. Welded wire fabric (WWF) shall be ASTM A-185. Splice by lapping one mesh +2" all sides. 746-17 Strl Specs 08-17-17.doc Page D 1520 Parker Way—Suite'G', Mount Vernon, WA 98273 •Tel: (360) 424-3404 •Fax: (360) 424-2063 ivank@wcoasteng.com a. � e) Hooks. For 180 degree hooks, provide a minimum of 2-1/2 inches or 4 bar diameters extending beyond the bend. For 90 degree hooks, provide a minimum of 12 bar diameters extending beyond the bend. f) Cover. Provide the following minimum cover: i) Footings and other unformed surfaces, distance from the bar to earth face...3" ii) Formed surfaces in direct contact with earth ......2" iii) Surfaces exposed to weather ........................1-1/2" iv) Surfaces exposed to salt water ...........................3" g) Rebar Splice, Lap &Development Length. Splice, lap, and development lengths shall be per the following table (Table 1) unless noted otherwise. Development Length Table From ACI 318-14 Section 25.4 fc = 2,500 si Minimum Concrete Strength Bar Diameters 2d (min.) Spacing And d min. Clear Cover Examples Minimum Steel Stren th Uncoated Reinf. Bar Epoxy Coated Reinf. Bar Uncoated E ox Coated #4 #5 #6 #4 #5 #6 GR40 40,000 psi GR60 60,000 psi 32 d 48 d 38 d 58 d 16 in 20 in 24 in 24 in 30 in 36 in 19 in 24 in 29 in 29 in 36 in 43 in Notes: d = rebar diameter. If bars #7 and larger increase length by 1.25. See code for negative impact of lightweight concrete and benefit due to cover > 12" Table 1—Rebar Development Lengths 13) EPDXY BOLT CONNECTIONS: a) General. Use Simpson epoxy -tie bolt system with SET high strength epoxy, with zinc plated, A307 'all -thread' bolts as shown in the sketches. The end, edge distances, and depth of all drilled holes shall be provided appropriately to required bolt (rod or stud) loads; all installation shall be in strict accordance with manufacturer's recommendation. b) Existing Reinforcing. It is imperative that no existing rebars are drilled or cut during the installation epoxy bolting. First locate existing reinforcing bars using non-destructive methods (pachometer) and mark the locations of the reinforcements. Locate epoxy -bolts and boltholes such as to avoid hitting any existing reinforcements. Should the location of the bolts be greater than one inch from the suggested location in the drawings, or if minimum edge distances cannot be maintained consult with WCE for further guidance. 14) CONVENTIONAL WOOD FRAMING: a) Material. All sawn framing lumber shall be Douglas Fir -Larch, Number 2 or better, unless otherwise shown. This material may be either green (moisture content less than 25%), recycled (reclaimed) or conventionally kiln dried (in an approved kiln). Regarding radio frequency vacuum (RFV) dried timbers: the effects of radio frequency vacuum drying on Douglas Fir timbers have yet to be determined. Therefore, use of RFV dried Douglas Fir timbers is at the risk of the Contractor and / or Owner. b) General Construction: Pre -drill all nail holes where required to avoid splitting. Connect all wood members per these sketches, callouts, and the IBC. 746-17 Strl Specs 08-17-17.doc Page E 1520 Parker Way —Suite 'G', Mount Vernon, WA 98273 •Tel: (360) 424-3404 •Fax: (360) 424-2063 ivank@wcoasteng.com 1�°est boast Engineers, Inc. F c) Anchor Bolts. Anchor bolts to mud sill, use 5/8" diameter x 10" embedment at 48" OC, with 3" x 3" x 3/16" heavy steel washers, wrench tight, unless otherwise shown. d) Pressure Treated Lumber. Use pressure treated lumber in contact with concrete and / or soil. Selection of all metal connectors shall be per manufacturer recommendation in respect to the possible corrosion by the wood treating chemicals (including nails, bolts, Simpson or other framing connectors, etc.). For more information refer to Simpson Strong Tie `Wood Construction Connectors' Corrosion Information (page 5). e) Blocking /Bridging. Provide full depth bridging or blocking at 8' OC max. in joist or rafters without continuous plywood diaphragm connection on the top . i) Provide solid blocking at all bearing points. ii) Framed floors which support posts shall be solidly blocked within the floor to positively transfer posts loads through the floor to the supports beneath. f) Partition Walls. All non -shear wall partition walls on slabs shall be secured with 0.145" diameter power pins at 12" OC, unless otherwise shown. Shear wall partition walls on slabs shall be connected to the slab with the anchor bolting schedule shown above and herein. i) Provide double joists under all non -bearing partition walls. Partition walls, which carry loads from above, shall bear on joists or beams sized to carry said loads. g) Stair Framing. All framing and supports for all stair components shall be by others unless shown herein. h) Beam Supports (Trimmers). All Glu-Lams or Parallam beams shall have (at a minimum) double trimmers or a 4X post at each bearing point unless otherwise shown. Sawn beams 6X12 or less may use single trimmer at bearing points, larger size sawn beams to use double trimmer or 4X post. All beam supports shall carry down through the structure to the foundation. These supports shall be blocked through a floor at the minimum with a member of the same size or the same cross sectional area as the member above the floor. i) Bolts. Unless otherwise specified: Use washers on all bolts; tighten all bolts to a very snug wrench tight condition; use standard A307 bolts; use hooks on all embedded anchor bolts. Unless noted otherwise, the minimum distances shall be as follows: end distance 7D (parallel to grain, where D is bolt diameter), bolt spacing 5D, edge distance 1.5D (when loaded parallel to grain), edge distance 4D (for loaded edge, perpendicular to grain), and edge distance 1.5D (for unloaded edge, perpendicular to grain). i) Minimum distance between edge of bolt and any edge of steel plate (angles, gussets, flanges, webs, etc.) shall be one inch. ii) Engineer shall specifically approve any bolted connection using smaller distances than shown above. j) Nails. All nails used and specified in drawings and sketches shall be common wire nails unless shown otherwise. Common wire nails may be substituted with nails of the same shank diameter and same length. Minimum embedment into the main supporting framing is 12 times the nail diameter, unless noted otherwise. k) All connection nailing that is not specifically shown in the attached details defaults to the 2015 IBC Chapter 2304.10 with appropriate table (2304.10.1), and 20151RC fastener schedule for structural members table R602.3(1) and alternate attachment schedule table R602.3(2), stringer requirement governs. 15) PRE -FABRICATED FRAMING CONNECTORS: a) Manufacturer: Simpson brand is specified, however any other nationally recognized brand (Silver, KC, USP, etc.) may be used provided that they are equivalent in their ability to carry all applied loads in all orientations. 746-17 Strl Specs 08-17-17.doc Page F 1520 Parker Way —Suite 'G', Mount Vernon, WA 98273 m Tel: (360) 424-3404 •Fax: (360) 424-2063 ivank@wcoasteng.com •. � b) Installation: The Contractor shall install all prefabricated items in strict accordance with the manufacturer's recommendations and requirements (location, exposure, end and edge distances, nails, ... etc.). The load carrying capacity of the prefabricated item cannot be guaranteed if this provision is not adhered to. c) Weather Exposure: All connectors exposed to weather conditions or excessive moisture shall be post hot dipped galvanized (ASTM 123 and ASTM A153), coated equivalent to Simpson Z-Max (G185, ASTM 653), or stainless steel (stainless steel connectors shall be used with stainless steel nails, bolts, and other fasteners). It is the responsibility of the general contractor to ensure that the connector chosen for treated and pressure treated wood, and/or saltwater or chlorine environments will be corrosion resistant. Fastener corrosion protection shall be at minimum per the Simpson manufacturer recommendations. d) Holdowns: Where holdowns are shown on the plans, Contractor shall supply the holdown, the factory specified anchor bolts, and factory specified bolts, lags, or nails that connect to the vertical member. Vertical members shall be double 2x, or single 4x material unless otherwise specified and shall be nailed to the sheathing using edge -nailing as called out for that segment of shear wall. Doubled vertical members shall be composed of either two full -height studs, or one full -height stud and one trimmer (of 6' min. length). Doubled 2x members must be nailed together using either 16d nails at 3" o.c. or using sheathing edge nailing into both members. Single vertical members shall be the full height of the wall, unless noted otherwise. Anchor bolts (for hold down attachment), which are too long to fit in the footing in a vertical orientation, may be bent in a smooth curve to a maximum of 90 degrees and extended horizontally within the footing. Horizontal portion of bend must be placed as close to the bottom of the footing as concrete cover requirements will permit. `All -thread' may be substituted for long anchor bolts. e) Use with Prefabricated Wood Products. i.e. Parallam. TJI, etc.: The Contractor shall verify with the prefab. wood manufacturer that the specified connectors will work as intended with their product. f) Default Connector Tvpes. Unless otherwise shown, the following metal plate connectors shall be used. i) Post caps...................................CC, AC, LCE or equal series ii) Post bases.................................CB, ABU series iii) Joist hangers.............................LUS series. iv) Truss and rafter holdowns.........H1, H2.5A at each heel to double plate. 16) PREFABRICATED WOOD PRODUCTS: a) I-beam Composite Web /Flange Joist Products. These are as designed by others, unless specifically called out herein. The contractor shall install the I -Joist products complete with web stiffeners and other blocking /bracing as shown on the Plans and / or as recommended by the manufacturer. All manufacturer's installation recommendations (bearing, blocking, bracing, hangers, provisions for double joist, etc.) shall be followed. b) Glue -Laminated Timbers. Unless otherwise noted, all glu-lam beams shall be 24F-V4 DF/DF industrial appearance grade for simple span and 24F-V8 DF/DF for continuous span, manufactured by an AITC approved fabricator. Note that wane is not permitted for any piece of lumber used for laminations. For laminations that are made from multiple pieces instead of single pieces, edge bonding is required. Store and install in accordance with manufacturer's recommendations. If visually exposed to interior living space, use Architectural Appearance Grade. Taper, notching, and/ or holes are not permitted for any beams unless specifically approved by engineer of record. Camber beams per plan or per manufacturer's recommendation (whichever is more stringent), but not less than to 2000 ft radius for beam more than 15ft span. c) Plywood or OSB Shear Walls. All plywood on shear walls, except Type PW1, shall have all edges blocked. All blocking to receive edge nailing. Any exterior wall not specifically shown as a shear wall shall be Type PW1 (7/16" OSB or CDX w/8d nails at 6" OC panel edges, and 12" OC field, unblocked) or PW2. All shear walls shall be positively connected to horizontal diaphragms at their 746-17 Strl Specs 08-17-17.doc Page G 1520 Parker Way —Suite 'G', Mount Vernon, WA 98273 •Tel: (360) 424-3404 •Fax: (360) 424-2063 ivank@wcoasteng.com Vilest boast Engineers, Inc. H tops and bottoms per the Callouts herein. Plywood structural panels shall conform to the requirements in DOC PS1 or PS2, CDX plywood unless otherwise noted. Store in accordance with the manufacturer's recommendations, and install per IBC (NDS) requirements for shear resisting vertical and horizontal diaphragms. Nails. All nails used and specified in drawings and sketches shall be common wire nails (ASTM F1667) unless shown otherwise. Common wire nails may be substituted with nails of the same shank diameter and same length. Framing .(studs) shall be Douglas Fir —Larch species unless otherwise noted in the plans and sketches. d) Plywood Roof. If roof diaphragm is not specified in Plans or Calculations, use 1/2" over non - blocked supports at 24" OC. Use IBC Case 1 pattern. Nail with 8d (diameter 0.131, 2-1/2" long) at 6" on edges, and 12" in field. Contractor to verify all span ratings. At locations of overframing, sheathing is assumed to extend to the wall top plates (under overframed roof sections) unless noted otherwise. e) Floors. All wood floor diaphragms shall be glued and nailed. Use thickness as shown on the Plans, but not less than'/" T&G. Contractor to verify all span ratings of plywood or OSB (minimum grade DOC PS2). Where otherwise not shown on Plans, nail floor diaphragm using 10d common wire nail (twisted shank type nails recommended) at 6" on edges, 12" in field, non -blocked, per IBC Case 1 pattern. GENERAL STRUCTURAL NOTES. A. SHEAR WALL CONNECTIONS. Each shear wall must be connected at its top and bottom per the typical structural details shown on pages SK4 — SK18. These details are intended only to show TYPICAL situations. Due to varying framing methods, not all aspects of each detail will necessarily pertain to specific field conditions, however, the bolting, nailing, and connecting schemes must be followed. If in doubt, contact West Coast Engineers. B. WOOD FRAMED WALLS. Wood framed walls intended to act as shear walls are indicated as PWx. Wood framed walls not intended to act as shear walls are not typically labeled and should be standard IBC construction. C. REVISIONS. Any change in a door and/ or a window size or location (located in the designated shear walls) will result a change in the shear wall schedule and/ or a change in a type and/ or location of a holdown. 746-17 Strl Specs 08-17-17.doc Page H 1520 Parker Way —Suite 'G', Mount Vernon, WA 98273 •Tel: (360) 424-3404 Fax: (360) 424-2063 ivank@wcoasteng.com WEST COAST ENGINEERS, Inc. STRUCTURAL AND CIVIL ENGINEERING 1520 PARKER WAY, SUITE *G, MT. VERNON, WA 98273 PHONE: (360) 424-3404 FAX:(360) 424-2063 WEB: WWW.WCOASTENG.COM 146-11 OLSEN - NORGAARD RE5. ADDITION SHEET N0. CALCULATED BY IK DATE 8/9/2011 CHECKED BY SCALE 8I8/2017 Design Maps Summary Report Zj Design Maps Summary Report User -Specified Input Report Title 74&17 Olsen - Norgaard Res, Addition Wed August 9, 2017 20:32:33 UiC Building Code Reference Document ASCE 740 Standard (whlch utilizes USGS hazard data available in 2008) Site Coordinates 48.514110N, 122.62757DW Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III USGS-Provided Output Ss = 1.085 g SNs = 1.156 g SD5 = 0.771 g S1 = 0.430 g SM1 = 0.675 to SD1 = 0.450 g For information on how the SS and SS values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP" building code reference document. i.s m c re t, u c c: e:x a.TJ MCEx Response Spectrum a� ua� aca a a; Q, aat o aca as a za n_m a� Design Response Spectrum Perixl I Vy`'_) V'ni�xY, f (ee�) For PGAM, T�, Cas, and Ca, values, please view the detailed report. Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or Implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge. DATE hltps://earthquake.usgs.govlcn2/designmaps/us/summary. php?template=mi nima181atitude=48.51410781ongitude=-122.6275688sReGass=38riskcafeg. Sf'�GT1Z,�L 1Z�5�O�ls� 1/1 MCEx Response Spectrum a� ua� aca a a; Q, aat o aca as a za n_m a� Design Response Spectrum Perixl I Vy`'_) V'ni�xY, f (ee�) For PGAM, T�, Cas, and Ca, values, please view the detailed report. Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or Implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge. DATE hltps://earthquake.usgs.govlcn2/designmaps/us/summary. php?template=mi nima181atitude=48.51410781ongitude=-122.6275688sReGass=38riskcafeg. Sf'�GT1Z,�L 1Z�5�O�ls� 1/1 Design Response Spectrum Perixl I Vy`'_) V'ni�xY, f (ee�) For PGAM, T�, Cas, and Ca, values, please view the detailed report. Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or Implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge. DATE hltps://earthquake.usgs.govlcn2/designmaps/us/summary. php?template=mi nima181atitude=48.51410781ongitude=-122.6275688sReGass=38riskcafeg. Sf'�GT1Z,�L 1Z�5�O�ls� 1/1 DATE hltps://earthquake.usgs.govlcn2/designmaps/us/summary. php?template=mi nima181atitude=48.51410781ongitude=-122.6275688sReGass=38riskcafeg. Sf'�GT1Z,�L 1Z�5�O�ls� 1/1 WEST COAST ENGINEERS, Inc. STRUCTURAL AND CIVIL ENGINEERING 1520 PARKER WAY, SUITE *G, MT. VERNON, WA 98273 PHONE: (360) 424-3404 FAX: (360) 424-2063 WEB: WWW.WCOASTENG.COM N loB 146-11 OLSEN - NORCGAARD RE5. ADDITION SHEET N0. L ' 2 OF CALCULATED BY IK DATE 5/q/2011 CHECKED BY DATE SCALE r I MM Laftft . q .rgttrsa +�s,.ear [I =a GDUNTY TOPO 1��f� WEST OAST ENGINEERS, Inc. SHEET NO, 10 1 Q., _ OF 1520 Parker Way #G, Mount Vernon, WA 98273 CALCULATED BY ILL DATE_�I� Phone: (360) 4243404, Fax: (360) 424-2063 CHECKED BY DATE SCALE WEST COAST ENGINEERS, Inc. STRUCTURAL AND CIVIL ENGINEERING 1520 PARKER WAY, SUITE #G, MT. VERNON, WA 98273 PHONE: (360) 424-3404 FAX:(360) 424-2063 WEB: WWW.WCOASTENG.COM r rs r North Job 14(5-11 OL5EN - NORCGAARD RE5. ADDITION SHEET N0. L - I OF CALCULATED BY IK DATE 8/9/2011 CHECKED BY DATE SCALE LET=M^Lm ^N�L.Y515 I) WIND 110 MPH, 3 SEC GUST - - EXPOSURE 'C' TOPO FACTOR Kzt = 1.0 DIRECTIONAL PROCEDURE VELOCITY PRESSURE qh = 22.66 PSF 2) SEISMIC V = 0.119W WOOD SHEAR WALLS E = RoxVxO.7 Ro = 1.3 E = 0.108 W WOOD S—W W — DEAD WEIGHT ROOF = 15 PSF FLOOR = 12 PSF DECK = 8 PSF EXTERIOR WALLS = 12 PSF INTERIOR PART. = 8 PSF EQUIVALENT LATERAL FORCE PROCEDURE Structural Design Loads - IBC 2015 & ASCE 7=10 Seismic Calculations = Per ASCE. 7=10 Equivalent Lateral Force Procedure ASCE 7-10 (12.8) Earthquake Spectral Response Accelerations Approx, Site Location USGS 0.2 Second Response USGS 1.0 Second Response L-4 Project: 746-17 Olsen - Norgaard Res. Add. Anacortes - Skagit Coun Ss = 1,085 % of gravity S, = 0.430 % of gravity IE = Note: Assuming 5%Critical Damping, Site Class B SMs and 2% Probability Of Exceedance In 50 Years SM1 = SDS — Site Class Stiff Soil, D (Typ.) SD1 = j CTs — Risk Category Risk Category II (All Buildings Except Risk Category I, III, & IV) I Ta = CU _ Structural System Lght frm'd walls w/wood or steel rated panels R=6.5 I T = Csmax = Long -period Transition Period TL = 1 g Seattle area TL=6 Csmin = Elev. Of Top Of Building h = 20,00 ft Cs = Design Categories Required Seismic For Short Period Response D Design Category For 1 Second Period Response D D Height Limit (feet) 65' (NL - No Limit, NP - Not Permitted) Max. Allowable Story Drift 0.02 hsx OR L / 50 Seismic Base Shear V = 0.119 W Wind Loads Per ASCE. 7-10 -Directional Procedure, PART 1 Applicable for Main Force Resisting Systems (MWFRS) of Rigid Buildings of AII Heights Building Wind Exposure Exp C -Open Terrain &Bodies Of Water < 1 Mi Wide P' Enclosure Classification Enclosed Building (Typical) Wind Speed Type Input 3-Second Gust Wind Speed (New Higher Value)__ 3-Second Gust Wind Speed � tto mph Roof Pitch 1 Roof Pitch 2 Hill Shape Topographic Factor Not Applicable Building Width Perp, To Ridge B = Building Length Parallel To Ridge L = Mean Height Of Roof (ft) h;n = Eave Height (ft) heaVe = Directionality Factor Height of Hill or Escarpment Narrowest Half -Width of Hill at Half -Height Horiz. Distance From Crest To Bldg. Site Height Above Ground Level Topographic Factor Gust Effect Factor Velocity Press, Exposure Coefficient Velocity Pressure 8.00 /12 2,00 /12 Ka = 0.85 H= Oft Ln= Oft x= Oft z = 16,00 ft KZ�= 1,000 G = 0.85 Kn = 0,860 qn = 22.66 psf Downwind no 1.00 0.265 1.157 0.675 0.771 0.450 0.020 0.189 1.400 0.261 0.034 0.119 Ica = 1.00 E3 = 33.7 deg f3 = 9.5 deg 746-17 Norgaard ASCE?-10 Loads 8-9-17.x1s 8/9/2017 Downwind no 1.00 0.265 1.157 0.675 0.771 0.450 0.020 0.189 1.400 0.261 0.034 0.119 Ica = 1.00 E3 = 33.7 deg f3 = 9.5 deg 746-17 Norgaard ASCE?-10 Loads 8-9-17.x1s 8/9/2017 Ica = 1.00 E3 = 33.7 deg f3 = 9.5 deg 746-17 Norgaard ASCE?-10 Loads 8-9-17.x1s 8/9/2017 Windward Wall Pressures Internal Pressure L=5 Option 1 Option 2 Elev Intermed, Value Windward Wall 9z 0-15 feet 22.35 psf 15,20 psf 15-20 feet 23,75 psf 16.15 psf 20-25 feet 24.89 psf 16,92 psf 25-30 feet 25,86 psf 17.59 psf 3040 feet 27,48 psf 18.68 psf 40-5O feet 28.80 psf 19,58 psf 50-60 feet 29,93 psf 20.35 psf 60-70 feet 30.91 psf 21.02 psf 70-80 feet 31.79 psf 21,62 psf Transverse (Perp. To Ridge) Leeward Wall Side Walls -9.63 psf =13,48 psf (Outward) (Outward) Windward Roof Windward Roof- Slope 2 - Slope 1 - 8.00 / 12 2.00 / 12 4.02 psf -19.76 sf 4.80 psf 4.21 psf Leeward Roof - Leeward Roof -Slope Slope 2- 1-8.00/12 2.00 / 12 -11.55 psf -11.67 psf (Outward) (Outward) Snow Load Calculations Per ASCE 7-10 Internal Pressure +/- 4.08 sf Uplift Pressures GC Constant Pressure 3.7 83.83 psf 2.8 63,44 psf 2.0 45,31 psf 1.7 38,52 psf Longitudinal (Parallel To Ridge) Leeward Wall Side Walls -6.50 psf -13,48 pczf (Outward) (Outward) Roof Pressures - Based On Posn, Down Ridge Pressure 0 to h/2 .17.33 Esf h/2 to h =17,33 psf h to 2h -17.33 psf > 2h -17.33 psf Typical Elements Mid -Wall Studs 29.00 sf Mid -Roof Rafters 26.73 sf Mid -Roof Rafters 24.47 sf Roof Shelter Selection � Partially Exposed (Typical) � Slope 1 Slope 2 Thermal Factor 'Cold Bldgs., Or Vented Cold Roof Having R-Value > 25 Roofing Material Calculation Method Choice Input Ground Snow Load Horiz. Dist. From Eave To Ridge Horiz. Dist. From Eave To Ridge (I„) Adjusted Flat Roof Snow Load Calculated Ground Snow Load Overhang / Ice Dam Load Maximum Valley Snow Load Maximum Valley Snow Load Obstructed, Or Unslippery Surface (Comp., Shingle, Etc.) Calc, Flat Roof Snow Load Usina Ground Load Provided Pin = 25 psf Wt = 14 ft (Max. For Slope 1) Wz = 16 ft (Max. For Slope 2) Pr = 20.00 psf p9 = 25.00 psf 2xpr= N/A p = 20.00 psf Pv = 60.00 psf Y = 17.25 pcf (Depends On Thermal Factor) For Nonparallel Reidges (Snow Anal. for WA) For Parallel Reidges Reduced Snow Load For Slope 1 pst = 20.00 psf (On Horiz. Area) Reduced Snow Load For Slope 2 psz = 20.00 psf (On Horiz. Area) Balanced Unbalanced Snow Loads For Hip &Gable Roofs Slope 1 - 8.00 / 12 Pitch Slope 2 - 2.00 / 12 Pitch Left Side Right Side Left Side Rioht Side Case 1 -Balanced Case 2 -One Side Only Case 3 -Unbalanced 20.00 psf 20.00 sf N/A N/A N/A N/A Dist from Ridge for Surch Minimum Roof Snow Load 20 psf Case 1 -Balanced Case 2 -One Side Only Case 3 -Unbalanced 20.00 psf 20.00 sf 0.00 psf 25.00 sf N/A N/A Dist from Ridge for Surch 746-17 Norgaard ASCE7-10 Loads 8-9-17.x1s 8/9/2017 Snow Drift on Lower Structure L-6 Length of roof upwind Max. Height of drift snow Calc'd drift depth Max. drift load Wdth of snow drift I n/a n/a n/a ha = n/a Pa = n/a w = n/a Wind Pressures Per ASCE 7-10 -Directional Procedure toy psf -4.02 psf 4.80 psf 17.59 psf 16.92 psf \ 16.15 psf 15.20 psf ��18.68 psf 17.59 psf Z� 16.92 psf 16.15 psf 4.08 psf � 0 0 co Min. Pressure = 8.00 psf Roof = 16.35 psf Slope 1 - 0.6W = 9.81 psf 8.00 / 12 -11.55 psf 24.00 ft -9.63 psf Min. Pressure = 8.00 psf Roof = 7.46 psf Slope 2 - 0.6W = 4.80 psf 2.00 / 12 -19.76 psf =11.67 psf 4.21 psf J# +/- 4.08 psf I I -► 1 4.08 psf o of 15.20 psf a~ 24.00.ft Total Gxlrirl 28.31 psf 16.99 psf 27.22 psf 16.33 psf 26.55 psf 15.93 psf 25.78 psf 15.47 psf 24.83 psf 14.90 psf Total 0.6W 28.31 psf 16.99 psf 27.22 psf 16.33 psf 26.55 psf 15.93 psf -9.63 psf 25.78 psf 15.47 psf 24.83 psf 14.90 psf 746-17 Norgaard ASCE7-10 Loads 8-9-17.x1s 8/9/2017 JOB k(o=l WEST COAST ENGINEERS, Inc. SHEET NO. 1520 Parker Way #G, Mount Vernon, WA 98273 CALCULATED BY Phone: (360) 424-3404, Fax: (360) 424-2063 CHECKED BY _ SCALE o� a 1 ►z.' J 7'�) �(1 � 1 ql Lkmf WEST COAST ENGINEERS, Inc. 1520 Parker Way #G, Mount Vernon, WA 98273 Phone: (360) 424-3404, Fax: (360) 424-2063 JOB I Ls� SHEET NO. F- '_ OF /may CALCULATED BY DATE CHECKED BY DATE SCALE � r� M G� ����� 1� P� c^_ 2�++ �Zep L �c 1d�5I u �2�15l� Tcv1 U AL � �i co: _ JOB WEST COAST ENGINEERS, Inc. SHEET NO. I" OF Q� Q 1520 Parker Way #G, Mount Vernon, WA 98273 CALCULATED BY �� DATE Phone: (360)424-3404,Fax: (360)424-2063 CHECKED BY DATE SCALE �1 4� Cam) ® L,_6� wm=wmww� po 14 Lwn (t 4� Co .�c-� l y.at�2,1 + I1 q 1 1 S 11_� A0017 4-� U z 'L C40 Cp ` * 2rZ000 (Vi) -t��-r,►�- fit,. �. _ o ,J �2' Cal o - -A,� -f JOB ti (p � 1� WEST COAST ENGINEERS, Inc. SHEET NO. OF 1520 Parker Way #G, Mount Vernon, WA 98273 CALCULATED BY �� DATE f 1 Phone: (360) 424-3404, Fax: (360) 424-2063 CHECKED BY DATE SCALE w �� (n -F_ I, L f lyor Ll c.0 df ATt Lt (vj C rzf loco&) �s 7A�o o7 _@ 2�0coo + t� JOB �O WEST COAST ENGINEERS, Inc. SHEET NO. �' OF 1520 Parker Way #G, Mount Vernon, WA 98273 CALCULATED BY AQ� DATE Phone: (360) 42+3404, Fax: (360) 424-2063 CHECKED BY DATE SCALE bl I' L ,Z Lail ki �Lz 74t(p =a t Fp- � ul 7 Q �- -i3 746-17 Norgaard Res = Perforated Shear Wall Factor Co = [r/(3-2r)*(Ltot/SLi) opening width it = 0.9412 Co = 1.123 GL F Ltat = 12 ft h= 8ft width [ft[ height [ft] area [sf] Ao = 1.5 1.5 2.25 1.5 1.5 2.25 0 6667 0 0 6067 0 0 4 0 Total Ao = 4.5 L; = s-w segment length [ft] 2.00 5,00 2.00 0.00 0000 Total L; = 9000 WEST COAST ENGINEERS, Inc. 1520 Parker Way #G, Mount Vernon, WA 96273 Phone: (360)424-3404, Fax: (360)424-2063 .l fit-. ' +L i w28�eo ° �7 u $L¢II ,I-4u 21- au SHEET NO. CALCULATED BY _ CHECKED BY SCALE OF �j r DATE tI� I c I I � L-ram _ I � LT IZ7 - lol-OII 51-W El II II 'I II II I ; wIs18� W161e� W20465Ft --- �X�lT TLT1�V WEST COAST ENGINEERS, Inc. I520 Parker Way #G, Mount Vernon, WA 98273 Phone: (360) 424-3404,Fax: (360)424-2063 I IcaVie ) 0 , lb q�e Lf G Z 2�1' JOB 1 Lt (I � I SHEET NO, I OF Ir CALCULATED BY �� DATE_ K 77 CHECKED BY DATE SCALE l INt �Its 1 ; 4Lr /�%47,) livill lie Z y cps 2u clri WEST COAST ENGINEERS, Inc. 1520 Parker Way #G, Mount Vernon, WA 98273 Phone: (360) 424-3404, Fax: (360) 424-2063 t9 e k v tide 2 Co I� 4� Z 4 too 00 G� 4 f SHEET NO. '( (i OF I CALCULATED BY (� DATE CHECKED BY DATE SCALE — t X (O � >r ti%V III= Ilk 4 � 1 2�2� ti64 u A/1 01p � � coo WEST C®AST ENGINEERS, InC. 1520 Parker Way #G, Mount Vernon, WA 98273 Phone: (360) 424-3404, Fax: (360) 424-2063 JOB �74 (p` 11 / 2 SHEET NO, OF CALCULATED BY DATE_ ' (P / e') CHECKED BY DATE SCALE JOB 74%-1�l WEST COAST ENSINEERS, Inc. SHEET NO. � - 4 OF 1520 Parker Way #G, Mount Vernon, WA 98273 CALCULATED By DATE ��lrl Phone: (360) 4243404, Fax: (360) 424=2063 CHECKED By DATE SCALE woo JOB 1 I WEST COAST ENGINEERS, Inc. SHEET NO. �l OF 1520 Parker Way #G, Mount Vernon, WA 98273 CALCULATED BY k� DATE Phone: (360) 424-3404, Fax: (360) 424-2063 CHECKED BY DATE i SCALE IF �/— IF �4* -" r IF k - - __._ - t Zt t 1 If00001 f py lee, roo 2� o� C - 5 L _ __ _. oil ---- �- 1.,.� y� ' ;5 _.. V�t� i0 _ u`►Jv..- �c __ _ . WEST COAST ENGINEERS, Inc. I520 Parker Way #G, Mount Vernon, WA 98273 Phone: (360) 4243404, Fax: (360) 424-2063 �3 2¢_o _. Ili-c) JOB I (9- 11 SHEET NO, 6`2 OF /- CALCULATED BY DATE CHECKED BY DATE SCALE I F - Lu _ — o�_ o I �I 3 II F O R T E MEMBER REP®RT Roof, R1 1 piece(s) 2 x 4 Douglas Fir -Larch No. 2 � 24" OC 0 0 All locations are measured from the outside fate of left support (or left cantilever end).AII dimensions are horizontal. De51 n Results Actual � t.ocation Allowed Result LOF LosA: combination (Pattern) Member Readlon (Ibs) 490 @ 5' 7 3/4" 3327 (3.50") Passed (15%) -- 1.0 D + 1.0 S (Adj Spans) Shear (Ibs) 248 @ 6' 15/16" 725 Passed (34%) 1.15 1.0 D + 1.0 5 Adj Spans) Moment (Ft-Ibs) -261 @ 5' 7 3/4" 456 Passed (57%) 1.15 1.0 D + 1.0 S (Adj Spans) Uve Load Defl. (In) 0.105 @ 8' 10 1/8" 0.301 passed (U686 -- 1.0 D + 1.0 S (Alt Spans) Total Load Defl.(in) 0.164 @ 8'10 5/16" 0.401 Passed (L/440) -- 1.0 D + 1.0 5 (Alt Spans) ° Deflectlon criteria: LL (U24o) and TL (L/180). • Overhang deflectlon criteria: LL (2U240) and TL (2U180). ° Top Edge Bracing (Lu): Top compression edge must be braced at 11' 11" o/c unless detailed otherwise. ° Bottom Edge Bracing (Lu): Bottom compression edge must be braced at il' 11" o/c unless detailed otherwise. • A 15% increase in the moment capacity has been added to accrount for repetitive member usage. • Applicable calculations are based on NDS. Su Bearing Lenptfi Loads to SuppoHs (Ibs) Actessoriea ToGti Available Required Dead. .Snow Total 1 -Beveled Plate - DF 3.50" 3.50" 1.50" 97 176 273 Blocking Z -Beveled Plate - DF 3.50" 3.50" 1.50" 181 309 490 None 3 -Beveled Plate - DF 3.50" 3.50" 1.50" 80 136 216 Bloddng • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. l.OAlliS loeatlan {side) Spadnp dead {0.90) Snow _ {i.1S) Comments 1 -Uniform (PSF) 0 to 11' 9 112" 24" 15.0 25.0 Roof - Snow Weyellitaeuiser Names Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser producC design criteria and published design values. Weyerhaeuser expressly disclaims any other warrantles related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible th assure that this calculation is compatible with the overnll project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufatWred at Weyerhaeuser facilltles are third -party certifled to sustainable forestry standards. Weyerhaeuser Engineered Wmber>3roducts have been evaluated by ICC ES under technical reports ESRd153 and ESR-1387 and/or �s�d In accordance with applicable ASTM standards. For current code evaluatlon reports, Weyerhaeuser product 1(terature and Installa0on details refer th www.weyerhaeusencom/woodproducts/document-library. The product applicatlon, input design loads, dimensions and support informatlon have been provided by Forte Software Ope2toe Forte Software Operator Job Notes Ivan Kaliban 746-17 Olsen - Norgaard Res. Addition West Coast Engineers, Inc. (360)770-7399 ivank@wcoasteng.com System :Roof Member Type :Joist Building Use :Residential Building Code :IBC 2015 Design Methodology : ASD Member Pitch: 2/12 l SUSTAINABLE FtlRESTRY INn1ATIVE 8/10/2017 10:24:32 AM Forte v5.3, Design Engine: V7.0.0.5 Page 1 of 1 F O R T E° MEMBER REPORT Roof, R2 1 piece(s) 2 x 6 Douglas Fir -Larch No. 2 (� 24" OC Overall Sloped Length: 10' S 11/16" All Ibcatlons are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. Deal n Relwits Actual �'4ocatlon Aliuwad rtiesl+it, LDF i1,gW: cnmbioarJan (Potterer) Member Reaction (Ibs) 408 @ 9' 7" 3281 (3.50") Passed (12%) -- 1.0 D + 1.0 5 (All Spans) Shear (Ibs) 349 @ 9' 13/i6" 1139 Passed (31%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 878 @ 6' 975 Passed (90%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (In) 0.222 @ 5' 2 7/8" 0.494 Passed (L/535 -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.395 @ 5' 2 1/4" 0.659 Passed (L/300) -- 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/240) and TL (I,/180). • Top Edge Bracing (Lu): Top compression edge must be braced at 8' 3" o/e unless detailed otherwise. • Bottom Edge Breeing (Lu): Bottom compression edge must be braced at SO' 4" o/c unless detailed otherwise. • A 15%Increase In the moment capacity has been added tD account for repetltive member usage. • Applicable calculatlons are based on NDS. Stl ppPtg EAafihrl LAr141ft I.wde tD Suppau pbo) . , Act:OpodB,f Total AvaMaWe Requireld ilaad ' Snow Total 1 -Beveled Plate - DF 3.50" 3.50" 1.50" 97 88 185 Bocking 2 -Beveled Plate - DF 3,50" 3.50" 1.SD" 167 242 409 Blocking • Blocking Panels are assumed to Barry na loads applied directly above them and the full load is applied ro the member being designed. LOadB lacadon (9id�) Syadnp Da�A- (9.90) tSnolrr ; (3.iS), ComnMnb 1 -Uniform (PSF) 6' !b 9' 9 1/2" 24" 15.0 25.0 Roof -Snow 2 -Uniform (PSF) 0 to 6' 24" 5.0 - Roof -Snow 3 -Point (PLF) 6' 24" 40.0 70.0 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in aceordance with Weyerhaeuser product design crl6eria and published design values, Weyerhaeuser e�ressly disclaims any other warrantles related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdictlon. The designer of record, builder or framer is responsible to assure that this cakulatlon is rnmpatlble wtth the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are notdeslgned by this software. Products manufactlned at Weyerhaeuser facilities are third -party certified bo sustainable forestry standards, Weyerhaeuser Engineered Lumber Products have been evaluated M ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and Installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product applkatlon, Input design loads, dimensions and support Information have been provided by Forhe Software Operator Forte Software Operator Job Notes Ivan Kaliban 746-17 Olsen - Norgaard Res. Addition West Coast Engineers, Inc. (360)770-7399 ivank@wcoasteng.com PASSED System :Roof Member Type :Joist Building Use : Residentlal Building Code :IBC 2015 Design Methodology : ASD Member Pitch: 4/12 tij) SUSTAINABLE FORESTRY INITIATIVE 8/10/2017 10:31:01 AM Forte v5.3, Design Engine: V7.0.0.5 Page 1 of 1 � F O R T E� MEMBER REPORT Roof, R2 1 piece(s) 2 x 6 Douglas Fir -Larch No. 2 � 24" OC All locations are measured from the outside fate of left support (or I®ft cantilever end).All dimensions are horizontal. Des) n Results Attuat � l:oeation Allowed R+asult ' LDF tasdb camwnaaae taaetent) Member Reaction (Ibs) 425 @ 9' 7" 3281 3.50") Passed (13%) -- 1.0 D + 1.0 S (Alf Spans) Shear jibs 367 @ 9' 1 7/16" 1139 Passed (32% 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 905 @ 6' 975 Passed (93%) 1.15 1.0 D + 1.0 S (All Spans) Uve Load Defl. (in) 0.288 @ 5' 2 7/8" 0.563 Passed (U469) -- 1.0 D + 1.0 S (All Spans Total Load Deft. (in) 0.532 @ 5' 2 3/16" 0.751 Passed (L/254} -- 1.0 D + 1.0 S (All Spans) • Deflectlon criteria: LL (L/240) and 7L (L/180), • Top Edge Bracing (W): Top compression edge must be braced at 7' 1" o/e unless detailed otherwise. • Bottom Edge Bracing (W): Bottom eompresslon edge must be braced at 11' 9" o/c unless detailed otherwise. • A 15°k increase in the moment capacity has been added to account for repetitive member usage. • Applicable calculations are based on NDS. SUppbrt$ ' �iir►p Wtgfh _ Loetlm tq $appals p6s? ACe4ssprlrep Total AvsilaWe Required Ds'dtd 81taw Tolsh 1 -Beveled Plate - DF 3.50" 3.50" 1.50" 106 88 194 Blocking 2 -Beveled Plate - DF 3.50" 3.50" 1.50" 183 242 425 Blocking • Blocking Panels are assumed th carry no loads applied directly above them and the full load is applied to d,e member being designed. LOadS teca,tlat (Side) spt�efns toad (d:90) $i'r0atr (5.15) CotnntenFs 1 -Uniform (PSF) 6' to 9' 9 1/2" 24" 15.0 25.0 Roof - Snow 2 -Uniform (PSF) 0 to 6' 24" 5.0 Roof - Snow 3 -Point (PLF) 6' 24" 40.0 70.0 Weyerheeluser Notes Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design cdfeda and published design values. Weyerhaeuser e�ressly disclaims any other warranties related m the software. Use of this software Is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufac4ued at Weyehaeuser fadllties are third -party certlfied ko sustainable forestry standards. Weyerhaeuser Engineered Wmber Products have been evaluated by ICC ES tinder technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and Installation details refer m www.weyerhaeuser.com/woodproducts/document-librery. The product appilcatlon, Input design loads, dimensions and support Information have been provided by FQrhe Software Operator Forte Software Operator Job Notes Ivan Kaliban 746-17 Olsen - Norgaard Res. Addition West Coast Engineers, Inc. (360)770-7399 wank@wcoasteng.com t\:;> PASSED System :Roof Member Type : bist Building Use : Residential Building Code :IBC 2015 Design Methodology : ASD Member Pitch: 8/1Z [IS) SUSTAINABLE FORESTRY INn1ATIVE 8/10/2017 10:32:35 AM Forte v5.3, Design Engine: V7.0.0.5 Page 1 of 1 igF O R T E MEMBER REPORT Roof, R3 1 plece(s) 2 x 6 Douglas Fir -Larch No. 2 0 24" OC PASSED V� 0 „ r, 1' 6" 7' 0 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. ©I Des n Results ncawl em l.Oteflen nllorNed Result LDF Load: taombtnaaon Member Reaction (Ibs) 457 @ 1' 7 3/4" 3944 (3.50") Passed (12%) — 1.0 D + 1.0 S (All Spans) Shear(Ibs) Moment (Ft-Ibs) 270 @ 2'2 1/16" 477 @ 513 1/16" 1139 975 Passed Passed (24%) (49%) 1.15 1.15 1.0 1.0 D D + + 1.0 1.0 S S (Al Spans) (Alt Spans) Live Load Defl.(in) -0.074 @ 0 0.200 Passed (2L/638) - 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 00.120 @ 0 0.264 Passed (2L/396) -- 1.0 D + 1.0 S (Alt Spans) • Deflection criteria: LL (LJ240) and TL (1�180). • Overhang deflection criteria: LL (0.2") and TL (2L/180)a Top Edge Bracing (Lu): Top compression edge must be braced at 10' 7" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be traced at 10' 7" o/c unless detailed otherwise. A 15% increase in the moment capacity has been added to account for repetitive member usage. Applicable calculations are based on NDS. searing SY tuenpth Laada to Supports (Ifu) Acceeaorles Total Available Raqulmd Deed Snow Total 1 - Beveled Plate - DF 3.50" 3.50" 1.5o" 191 265 456 Blocking 2 - Beveled Plate - DF 3,50" 3.50" 1.50" 126 179 305 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load Is applied to the member being designed. Dead snow (1 Loads Location (side) Spadno (0.90) .15) Comments 1 - Uniform (PSF) 0 to 8' 9 1/2" 24" 15.0 25.0 Roof - Snow Weyehhaetnser Notes Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation Is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are thlyd-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR4387 and/or tested in accordance with applicable ASTM standards. For current cote evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/docuumtllbrary. The product application, input design loads, dimensions and support Information have been provided by Forte Software Operator Forte Software Operator Job Notes Ivan Kaliban 74Fr17 Olsen - Norgaard Res. Addition West Coast Engineers, Inc. (360)770-7399 ivank@wcoasteng.com System :Roof Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology: ASD Member Pitch: 8/12 (Zj) SUSTAINABLE FORESTRY INITIATIVE 8/10/2017 10:35:23 AM Forte v5.3, Design Engine: V7.0.0.5 Page 1 of 1 iti F O R T E° MEMBER REPORT Roof, R5 1 piece(s) 2 x 6 Douglas Fir -Larch No. 2 @ 24" OC a 2 1 Overall Sloped Length: 10' 2 9/16" �`: 1' 6• ' 8' 6" Afl locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. 0 De9i 11 RCsults Actual t)p'll:4catlon Allowed leauk 'utP LotrlgE Cat»Wnhllipr (I>yd�tefn) Member Reaction (Ibs) 473 @ P 7 3/4" 3327 (3.50") Passed (14%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 293 @ 2' 215/i6" 1139 Passed (26%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 630 @ 5' 10" 975 Passed (65%) 1.15 1.0 D + 1.0 S (Alt Spans) Live Load Defl. (in) -0.090 @ 0 0.200 passed (2U446 -- 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) -0.138 @ 0 0.222 Passed (2U290) -- 1.0 D + 1.0 S (Alt Spans} • Deflectlon criteria: LL (L/240) and TL (L/180). • Overhang deflection criteria: LL (0.2") and TL (2L/180). • Top Edge Bracing (Lu): Top compression edge must be braced at 10' 2" o/e unless detailed otherwise. • Bottom Edge Bracing (W): Botmm compression edge must be braced at 10' 2" o/c unless detailed otherwise- • A 15%increase in the moment capacity has been added to account for repetltive member usage. • Applicable calculatlons are based on NDS. Su rrr:6 I�rinp,Len�th .': LnArts.tuSupporFsQW) Aooe�orles Total . ; AVailablie Required Dead Snow Tt>tal 1 -Beveled Plate - DF 3.50" 3.50" 1.50" 179 294 473 Blocking 2 -Beveled Plate - DF 3.50" 3.50" 1.50" 125 210 335 Blocking • Blocking Panels are assumed m carry no loads applied directly above them and the full load is applied to the member being designed. Loads ' Locadon (61de) speclnp- Oleld (0.90) Stto�lr (i.xa) Comments 1 -Uniform (PSF) 0 to 10' 24" 15.0 25,0 Roof -Snow werheeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design crteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overell project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facllitles are third -party certified to suslalnable forestry standards. Weyerhaeuser Engineered Wmber Products have been evaluated try ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested (n accordance with applicable ASfM standards. r-or current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.Weyerhaeuser.com/woodproducts/document-library. The product applkadon, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Ivan Kaliban 746-17 Olsen - Norgaard Res. Addition Wes[ Coast Engineers, Inc. (360)770-7399 wank@wcoasieng.com PASSED System :Roof Member Type :Joist Building Use ;Residential Building Code :IBC 2015 Design Methodology : ASD Member Pitch: 2/12 l SUSTAINABLE r-ORESlR1' INmATNE 8/16/2017 11:15:32 AM Forte v5.3, Design Engine: V7.0.0.5 746-17 Beams Job.4te Page 1 of 1 igF O R T E° MEMBER REPORT Roof, 81 1 plece(s) 4 x 8 Douglas Fir -Larch No. 2 Overall Length: 141" 10' o a All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. a 0 Desi n Results acatai a i.oc.rtat AUovirea R�wlt wF IIAed: ComWnatlon cneoen) Member Reaction (Ibs) 1755 @ 3' 11 1/4" 7656 (3.50") Passed (23%) -- 1.0 D + 1A S (All Spans) Shear (Ibs) 865 @ 4' 8 1/4" 3502 Passed 25%) 1.15 1.0 D + 1.0 S (AII Spans) Moment (Ft-Ibs) -1587 @ 3' 11 1/4" 3438 Passed (46%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.071 @ 9' 4 13/16" 0.499 Passed (L/999+ 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 0.116 @ 9' 4 7/8" 0.665 Passed (L/999+) -= 1.0 D + 1.0 5 (Alt Spans) • Deflection criteria: U.(L/240) and TL (L/180). Top Edge Bracing (Lu): Top compression edge must be braced at 14' 1" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 14' 1" o/c unless detailed otherwise. Applicable calculations are based on NDS. SuppOft 8oerinp len9tlt ,: LAads to StlpperL9 Nam) Acoessorles Tomj -`Available Regyli'ed Dead Snow TWO 1 - Stud wall - DF 1.50" 1.50" 1.50" -16 90/-125 90/441 Blocking 2 - Column - DF 3,50" 3.50" 1.50" 700 1055 1755 None 3 - Column - DF 3.50" 3.50" 1.50" 279 42.3 702 None • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Loalds LocoMon(Side) Tri6ufarll MBidfh Daod (D.9G) Snottr (1.f5) Commert� 0 - Self Weight (PLF) 0 to 14' 1" N/A 6.4 1 -Uniform (PLF) 0 to 4' (Front) N/A 67.0 111.0 Roof - Snow 2-Uniform (PSF) 4'to 14' 1" (Front) 4' 15.0 25.0 Roof - Snow Weyprhilj�user Notes Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software Is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufacWred at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESRd387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product Ilrerabure and installation details refer tDwww,weyerhaeuser.com/woodproducts/document-librarye The product application, input design loads, dimensions and support Information have been provided by Forte Software Operabor Forte Software Operator Job Notes Ivan Kaliban 746-17 Olsen - Norgaard Res. Addition West Coast Engineers, Inc. (360)770-7399 ivank@wcoasteng.com PASSED System :Roof Member Type : Drop Beam Building Use: Residential Building Code : IBC 2015 Design Methodology : ASD Member Pltch: 0/12 4 SUSTAINABLE FORESTKY INITIATIVE 8/15l2017 5:18:13 PM Forte v5.3, design Engine: V7.0.0.5 746-17 Beams Job.4te Page 1 of 1 _ �� ®F O R T E � MEMBER REPORT Roof, 82 f. 1 pieces) 4 x 8 Douglas Fir -Larch No. 1 � fl All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. Dtlti n R2SUIC5 AcWal �r'f.oCatlon Alloxred � LDt= lllttd: Gombinetloe (Pptb'rnt) Member Reaction (Ibs) 964 @ 2" 7656 (3.50") Passed (13%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 815 @ 10 3/4" 3502 Passed (23%) 1.15 1.0 D + 1.0 S All Spans Moment (Ft-Ibs) 2633 @ 5' 9 1/2" 3820 Passed (69%) 1.15 1.0 D + 1.0 S (Ail Spans) Live Load Deft. (in) 0.191 @ 5' 9 1/2" 0.563 Passed (U708) -- 1.0 D + 1.0 S (All Spans) Total Load Deft. (in) 0.317 @ 5' 91/2" 0.750 Passed (LJ425) -- 1.0 D + 1.0 5 (All Spans) • Deflectlon criteria: LL (tJ240) and tL (LJi80). • Top Edge Bracing (Lu): Top compression edge must be braced at 11' 7" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be b2ced at 11' 7" o/c unless detailed otherwise. • Applicable calculatlons are based on NOS. $tI {10ftS eearli�w >.� toad. E1, saaao� pba) , Acoes9oMas Total Available Required Dead , 9how Total 1 -Column - DF 3.50" 3.50" 1.50" 385 579 964 Blocking 2 -Column - DF 3.50" 3.50" 1.50" 385 579 964 None • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to tits member being designed. 1j.08d3 Lot8Ub1;(Siddj, Tribuq►Y Width Dead' (6,80) Smowv (Y.15) toma+aMs 0 -Self Weight (PLF) 0 to 11' 7" N/A b.4 1 -Uniform (PSF) 0 to 11' 7" (Front) 4' 15.0 25.0 Roof -Snow _�.��____--, r _.�. ----..___ W�Ye[ttaeulselr Nta�es Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warrantles related to the software. Use of this software is not Intended to circumvent the need for a design professional as determined by the authority having jurlsdlctlon. The designer of record, builder or framer is responsible to assure that fhls calculatlon is Compatlble with the overall projeck. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facllitles are third -party certlfled to sustainable foresUy standards. Weyerhaeuser Engineered Wmber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tesmd in accordance with applicable ASTM sfandanis. rvr current code evaluation reports, Weyerhaeuser product literature and Installatlon devils refer to www.Weyerhaeuser.com/woadproducts/document-library. product application, Input design loads, dimensions and support Informatlon have been provided try Forte Software Operator Forte Software Operator Job Notes Ivan Kaliban � 746-17 Olsen - Norgaard Res. Acididion West Coast Engineers, Inc. (360)770-7399 wank@wcoasteng.com PASSED System :Roof Member Type :Drop Beam Building Use : Residentlal Building Code :IBC 2015 Design Methodology : ASD Member Pitch: 0/12 1 SUSTAINABLE FORESTIM INITIATIVE 8l15/2017 5:20:28 PM Forte v5.3, Design Engine: V7.0.0.5 746-17 Beams Job.4te Page 1 of 1 i� F O R T E° MEMBER REPORT Roof, B3 1 piece(s) 5 1/8" x 13 1/2" 24F-V4 DF Glulam Overall Length: 25' a Alt locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. a 0 Dissi In Results aausl � I.ccaaon Al�qulad Result iI:DF 1.ppdt com�inaatian (na116ern) Member Reaction (Ibs) 4460 @ 2" 11211 (3.50") Passed (40%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 3955 @ 1' S" 14D57 Passed (28%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-Ibs) Z7138 @ 12' 6" 34820 Passed (78%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (In) 0.936 @ 12' 6" 1.233 Passed (U316) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 1.571 @ 12' 6" 1.544 Passed (L/188) -- 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (LJ240) and TL (LJ180). • Top Edge Bracing (Lu): Top compression edge must be braced at 25' o/e uhless detailed otherwise. • Bottom Edge Bracing (W): Bottom compression edge must be braced at 25' o/c unless detailed otherwise. • Critlwl positive moment adjusted by a volume factor of 0.97 that was calculated using length L = 24' 8". • The effects of positive or rtegative camber have not been accounted for when calculating deFlectlon. • The speclFled glulam is assumed fp have Its strong laminatlons at the bottom of the beam. Install with proper side up as Indlwted by tfie manufacWrer. • Applicable wlculatlons are based on NDS. Sup .its I'teerinQ 1.enpth Lwdsto SnppaNs p6s) Aattasalrles Totes AtM4blo aenuired oad Shaw Toiel 1 -Stud wall - DF 3.50" 3.50" 1.50" 1804 2656 4460 Blocking 2 -Stud wall - DF 3.50" 3.50" 1.50" 1804 2656 4460 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load Is applied to the member belrrg designed. LOeds 4ocatlon (Side) , THlwtary, ` Width Deed (Q.90) Snow (S.1S) +Commwrts 0 -Self Weigh[ (PLF) 0 to 25' N/A 16.8 1 -Uniform (PSF) 0 � 25' (Front) B' 6" 15.0 25.0 Roof -Snow Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser e�gxessly disclaims any otlter warrantles related to the software. lJse of this software is not intended ba circumvent the need far a design professional as determined by the authority having jurlsdictlon. The designer of record, builder or framer is responsible to assure that this calculation is compaliWe with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufacWred at Weyerhaeuser facilitles are third -party certlfied bD sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC E5 under technical reports ESR-1163 and ESR-1387 and/or tested in accordance with applicable ASTM standards. Far current code evaluation reports, Weyerhaeuser product literature and Ins411atlon details refer to www.weyerhaeuseacom/woodproduds/document-library, The product application, Input design loads, dimensions and support Informatlon have been provided by Forte Software Operator Forte Software Operator Job Notes Ivan Kaliban 746-'17 Olsen - Norgaard Res. Addition West Coast Engineers, Inc. (360) 770-7399 ivank@wcoasteng.com PASSED System : RooF Member Type :Drop Beam Building Use ;Residential Building Code :IBC 2015 Design Methodology : ASD Member Pitch; 0/12 l SUSTAINABLE FORESTRI' INITIATIVE 8/15/2017 5:23:19 PM Forte v5.3, Design Engine: V7.0.0.5 746-17 Beams Job.4te Page 1 of 1 F O R T E° MEMBER REPORT Roof, R4 1 piece(s) 2 x 4 Douglas Fir -Larch No. 2 @ 24" OC �� PASSED __ - Overall Sloped Length: 10' 11 3/8" 0 12 " � 2 �. �� n 1' 6" � � 6' 3" �, 3' -i a a All locations are measured from the outside face of left support (or left cantilever end).A11 dimensions are horizontal. 0 Q851 n Results aetatai � GpCalaott Aiiowea Result LDF 1.4ad: Combinatian (II�(ertl) Member Reaction (Ibs) 479 @ T 9" 2262 (3.50") Passed (21%) -- 1.0 D + 1.0 S (Adj Spans) Shear (Ibs) 240 @ 7' 3 13/16" 725 Passed (33%) 1.15 1.0 D + 1.0 5 (Adj Spans) Moment (Ft-Ibs) -256 @ 7' 9" 456 Passed (56%) 1.15 1.0 D + 1.0 S (Adj Spans) Live Load Defl. (In) -0.079 @ 0 0.200 Passed (2L/506) -- 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) -0.311 @ 0 0.222 Passed (2L/360) -- 1.0 D + 1.0 S (Alt Spans) • Deflection criteria: LL (U240) and TL (L/180). • Overhang defleetion erimria: LL (0.2'� and TL (2U180). Top Edge Bracing (Lu): Top compression edge must be braced at 10' 11" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 10' 11" o/c unless detailed otherwise. • A 15%increase in the moment capacity has been added to account for repetitive member usage. Applicable ralculatlons are based on NDS. SU rt5 Beetling Length Loads bo supparis {Ibs) Acsessorlas Total Available Requited Dead Snotu Total 1 -Beveled Plate -SPF 3.50" 3.50" 1.50" 134 222 356 Blocking 2 -Beveled Plate -SPF 3.50" 3.50" 1.50" 177 302 479 None 3 -Beveled Plate -SPF 3.50" 3.50" 1.50" 16 54/-16 70/-16 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. i.OadS LOCAtlorl {Side) Spacing .Dead (0.90) r 5ihow , {.i6) CMntrtedb 1 -Uniform (PSF) 0 to 10' 9" 24" 15.0 25.0 Roof -Snow Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of Its products will be in accodance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser e>�ressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by tl1e authority having judsdiction. The designer of record, builder or framer i5 responsible to assure that this talculatlon is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufaobared at Weyedlaeuser facilitles are third -party certlfled m sustainable forestry standards. Weyerhaeuser @ngineered lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or msmd in accordance wltll applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and Installation details refer ro www,weyerhaeuser,comlwoodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Form Software pperetor Forte Software Operator Job Notes Ivan Kaliban 746-17 Olsen - Norgaard Res. Addition West Coast Engineers. Inc. (360)770-7399 ivank@wcoasteng.com System :Roof Member Type :Joist Building Use :Residential Building Code :IBC 2015 Design Methodology : ASD Member Pitch: 2/12 (Z� SUSTAINABLE FORESTRY INITIATIVE 8/15/2017 4:47:42 PM Forte v5.3, Design Engine: V7.0.0.5 746-17 Beams Job.4te Page 1 of 1 � F O R T E� MEMBER REPORT Roof, Exit) 1 piece(s) 2 x 10 Douglas Fir -La ch No. 2 � i6" OC Overall Length: 12' 1 3/4" 0 0 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. Desi 11 Results Ad1ua� {p Lgcallan AUowad � Nkdult LDF 'tawRl: Combinatlon (Patber"1 Member Reaction (Its) 473 @ 31' 11 1/4" 2109 (2.25") Passed (22°h) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Its) 425 @ 11' 1" 1915 Passed (22%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Moment Ft -Its) 1694 @ 7' 2334 Passed (73%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in) 0.150 @ 6' 3 13/16" 0.391 Passed (L/940) -- 1.0 D + 0.75 L + 0.75 S (All S ens) Total Load Defl. in) 0.225 @ 6' 3 5/8" 0.586 Passed (�/625) -- 1.0 D + 0.75 L + 0.75 S (All Spans) 7J-Pro'TM Rating N/A N/A -- -- -- • Deflectlon criteria: LL (1J360) and TL (LJ240). • Top Edge Bracing (W): Top compression ed9c must be braced at 7' S" o/e unless detailed otherwise. • Bottom Edge 8radng (W): Bottom compression edge must be braced at il' il" o/c unless detailed atherwlse. • A 1556 increase in the moment capacity has been added to account for repetltive member usage. • Applicable calculatlons are based on NDS. • No composite action between deck and joist was considered in analysis. Supp01'�S ldarirlg laweh Loads bo Supt�'(�Y AooawoMa� Tonal" Atxdlable Ra4uh'�ti Dwd Floor Sttow Totoat 1 -Stud wall - DF 3.50" 2.25" 1.50" 108 123 146 377 1 1/4" Rlm Board 2 -Stud wall - DF 3.50" 2,25" 1,50" 144 245 201 590 1 1/4" Rim Board • Rim Board is assumed to cant' all loads applied directly above it bypassing the member being designed. Dead Flopr,l,lre Srtovlr LAads ' Locagon (Side) spedna (0:90) t.00) - (1.16) t,^•ommertts 1 -Uniform (PSF) 0 to 7' 16" 5.0 50.0 - Attic 2-Uniform (PSF) 7' W 12' 1 3/4" 16" 8.0 40,0 - Residentlal - Uving Areas 3-Point(PLF) T 16" 113.0 - 260.0 Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design criteda and published design values. Weyerhaeuser expressly disclaims any other warranties related m the software. Use of this software Is not Intended to circumvent the need for a design professional as determined by the authority having jurisdlctlon. The designer of record, builder or framer Is responsible tp assure that this calculatlon Is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) ere not designed by this software. Products manufactrired at Weyerhaeuser fadlitles are third -party certified fn sustainable forestry standards. Weyerhaeuser Engineered Wmber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluatlon reports, Weyerhaeuser Rroduct literature and Installation details refer to www,weyerhaeuser,com/woadproducts/document-library, product application, input design loads, dimensions and support information have been provided by rrorte Software Operator Forte Software Operator Job Notes Ivan Kaliban 746-17 Olsen - Norgaard Rem. Axlditi!a�m West Coast Engineers, Inc. I, (360)770-7399 ivank@wcoasteng.cnm PASSED System :Floor Member Type :Joist Building Use : Residentlal Building Code ;IBC 2015 Design Methodology : ASD 1 SUSTAINABLE FORESTRY INITIATIVE 8/16/2017 10:01:07 AM Forte v5.3, Design Engine: V7.0.0.5 746-17 Beams Job.4te Page 1 of 1 O F O R T E� MEMBER REPORT Roof, H1 1 piece(s) 3 1/2" x 9 1/2" 24F-V4 DF Glulam PASSED l� Overall Length: 9' 6" 0 A11 locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. Design Results Actual >8f t.acation allowed Result Inc lic,ad: Combination (Patten) Member Reaction (Ibs) 2496 @ 1 1/2" 6825 (3.00") Passed (37%) -- 1,0 D + 1.0 5 (All Spans) Shear (Ibs) 2438 @ 1' 1/2" 6755 Passed (36%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-Ibs) 10914 @ 4' 9" 12109 Passed (90°h) 1.15 1.0 D + 1.0 S (All Spans) live Load DeFl. (in) 0.168 @ 4' 9" 0.308 Passed (L,/660) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.303 @ 4' 9" 0.463 Passed (L/367) -- 1.0 D + 1.0 S (All Spans) • Deflectlon criteria: LL (U360) and TL (LJ240). ° Top Edge Bracing (Lu): Top compression edge must be braced at 9' 6" o/c unless detailed otherwise. ° Bottom Edge Braeing (Lu): Bohm compression edge must be breced at 9' 6" o/c unless detailed otherwise. ° Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 9' 3". • The effects of positve or negative camber have not been accounted for when calculating deFlectlon. • The specified gkulam is assumed to have Its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. ° Applicable calculations are based on NDS. SU�Orts Bearinp Length !.Dads tq supports (Ibs) Accesyoties Total Araileble Required Deed Snow Tote! 1 -Trimmer - DF 3.00" 3.00" 1.SD" 1168 1328 2496 None 2 -Trimmer - DF 3.00" 3.00" 1.50" 1i68 1328 2496 None 'LpadS Weyerhaeuser l.acation ($itlC) TMbutary Width Dear) (D.90) snow (i.iS) Comments 0 -Self Weight (PLF) 0 to 9' 6" N/A 8.1 1 - Uniform (PSF) 0 to 9' 6" 4' 12A Wall 2 - Point (lb) 4' 9" N/A 1804 2656 Noses Weyerhaeuser warrants that the sizing of its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser e�ressly disclaims any outer warrantles related to the software. Use of this software Is not intertded to circumvent the need far a design professional as determined by the authority having jurisdictlan, The designer of record, builder or framer is responsible to assure that this cakulalion is compatlble with the overall project. Attessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by thl5 software. Products manufactured at Weyerhaeuser facilitles are third -parry certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evakuatlon reports, Weyerhaeuser product literature and Installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The pradud application, Input design loads, dimensions and support infonnatlnn have been provided by Forte Software Operator Forte Software Operator Job Notes Ivan Kaliban 746-17 Olsen - Norgaard Res. Addition West Coast Engineers, Inc. (360) 770-7399 wank@wcoasteng.com System :Wall Member Type :Header Building Use :Residential Building Code :IBC 2015 Design Methodology : ASD l SUSTAINABLE FORESTRY INRIATIVE 8/15/2017 6:25:00 PM Forte v5.3, Design Engine: V7.0.0.5 746-17 Beams Job.4te Page 1 of 1 a F O R T E MEMBER REPORT Roof, H2 1 plece(s) 4 x 6 Douglas Fir -Larch No. 2 Overall Length: 3a + + o 0 i 3' o a All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. Dols) n Results Actual 0 tacatlon Allowed Result LDP Load: Gombinatlen (petbern) • Deflection criteria: LL (L/360) and TL (L/240). • Top Edge Bracing kw): Top compression edge must be braced at 3' 3" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 3' 3" o/c unless detailed otherwise. Applicable calculations are based on Nos. Bearing Weyerhaeuser NNotes, Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values, Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software Is not inbended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software, Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Wmber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyertiaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator tj PASSED System Member Reaction (Ibs) 463 @ 0 3281(1.50") Passed (14%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 297 @ 7" 2657 Passed (11%) 1.15 1.0 D + 1.0 S (AII Spans) Moment (Ft-Ibs) 376 @ 1' 7 1/2" 1979 Passed (19%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.006 @ 1' 71/2" 0.108 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.009 @ 1' 7 1/2" OA62 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Top Edge Bracing kw): Top compression edge must be braced at 3' 3" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 3' 3" o/c unless detailed otherwise. Applicable calculations are based on Nos. Bearing Lee9g1 Loads m Supports plw) suppolrts Total Available Required Deed Snow Total Accessories 1 - Trimmer - SPF 1.50" 1.50" 1.50" 179 284 463 None 2 - Trimmer - SPF 1.50" 1.50" 1.50" 179 284 463 None Trlbubtry Deed ` Snow Loetds Laeation (Side) widq► (0.90) (1.42) Comments 0 - Self Weight (PLF) 0 t0 3131, N/A 4.9 1 - Uniform (PSF) 0 to 3' 3" 7' 15.0 25.0 Roof - Snow Weyerhaeuser NNotes, Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values, Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software Is not inbended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software, Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Wmber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyertiaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Ivan Kaliban 746-17 Olsen - Norgaard Res. Addition West Coast Engineers, Inc. (360)770-7399 ivank@wcoasteng.com tj PASSED :Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD (Zj) SUSTAINABLE FORESTRY INInAT1VE 8/16/2017 10:10:21 AM Forte v5.3, Design Engine: V7.0.0.5 746-17 Beams Job.4te Page 1 of 1 (Zj) SUSTAINABLE FORESTRY INInAT1VE 8/16/2017 10:10:21 AM Forte v5.3, Design Engine: V7.0.0.5 746-17 Beams Job.4te Page 1 of 1 O F O R T E� MEMBER REPORT Roof, Ha i piece(s) 4 x 6 Douglas Fir -Larch No. 2 Overall Length: 5' I, ,. 4, 9" All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. Desi n Results karat � t.owton Ailowad rteeu�e LIlP Lgpde Combination (natta+t) Member Reaction (Ibs) 594 @ 0 3281 (1,50") Passed (18%) -- 1.6 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 456 @ 7" 2657 Passed 17°k) 1.15 1.0 D + 0.75 L + 0.75 S All S ns) Moment (Ft-Ibs) 743 @ 2' 6" 1979 Passed (38%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. in) 0,028 @ 2' 6" 0.167 passed (L/999+) -- 1.0 b + 0.75 L + 0.75 S (All S ans) Total Load Defl. (in) 0.043 @ 2' 6" 0.250 Passed (L/999+) -- 1.0 D + 0.75 L + 0.75 S {All Spans) • Deflection criteria: LL (L/360) and TL (LJ240). • Top Edge Bracing (Lu): Top compression edge must be braced at S' o/e unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 5' o/c unless detailed otherwise. • Applicable calculations are based on NDS. Supports lesrlllY Lerttlih 'iosdf tiu StiPI►ol'fs (fbefl) Itcrtea ' Totai - : nvailaWe Regtyl►pd 'oessa Floor snow' rgat 1-Trimmer -SPF 1.50" 1.50" 1.50" 215 231 275 721 None 2 -Trimmer -SPF 1.50" 1.50" 1.50" 215 231 275 721 None Loads 6oeaf5on (Side) '1Yltwtary Width DeAd. {tl.9tl) FiotSl' Lute (i,tltl) Snow (i.iS) Comntwtfs 0 -Self Weight (PLF) D tp 5' N/A 4.9 1 - UnNorm (PLF) 0 to 5' N/A 81.0 92.5 110.0 Attick joists Exist J Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design crfteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as tletermined by the authority having jurisdiction. The tleslgner of record, builder or framer is responsible to assure that this calculation is compatlble with the overall project. Accessories (Rim Board, Blodting Panels and Squash Blocks) are not designed by this software. Products manufachtred at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in acrnrdance with applicable ASTM standards. For cunent code evaluation reports, Weyerhaeuser product literature and inslaliation details refer to www.Weyerhaeuser.com/woodproducts/documenMibrary. The product application, input design loads, dimensions and support information have been provided by Forte Software Operamr Forte Software Operator Job Notes Ivan Kaliban 746-'17 Olsen - NonJaard Rom.. AECdik7aas West Coast Engineers, Inc. (360)770-7399 ivank@wcoasteng.com PASSED System :Wall Member Type :Header 8uliding Use :Residential Building Code :IBC 2015 Design Methodology : ASD `L� SUSTAINABLE FORESTIM INITIATIVE 8/16/2017 10:11:36 AM Forte v5.3, Design Engine: V7.0.0.5 746-17 Beams Job.4te Page 1 of 1 �� l F O R T E �� MEMBER REPORT Roof, its 1 piece(s) 4 x 6 Douglas Fir -Larch No. 2 Overall Length: 4' 3" 4 is All locations are measured from the outside face of left support (or left cantilever end).Afl dimensions are horizontal. Desk n Results Actwi � t.ocauon Anowrd Result ILDF t.o.d: cotnWnadorr (I�.ItUalm) Member Reaction (Ibs) 605 @ 0 3281 (1.50") Passed (k8%) -- 1.0 D + k.0 S (All Spans) Shear (Ibs) 439 @ 7" 2657 Passed (17%) 1.15 1.0 D + 1.0 S jAll Spans) Moment (Ft-Ibs) 643 @ 2' 1 1/2" 1979 Passed (33%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.017 @ 2' 1 1/2" 0.142 Passed (U999+ -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (In} 0.027 @ 2' 1 1/2" 0.213 Passed (L/999+) -- 1.0 D * 1.0 S (All Spans) • Deflectlon criteria: LL (U360) and TL (L/2R0). • Top Edge Bracing (Lu): Top compression edge must be braced at 4' 3" o/e unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom comprcsslon edge must be braced at 4' 3" o/e unless detailed otherwise. • Applicable calculations are based on NDS. .SNp �115 1Jd►in0 Le+tpih Loads 6D Snppais Qom) AoateoHes Total AvilleWa ftegWl'ed Cesd Snow TWaI 1 -Trimmer -SPF 1.50" 1.50" 1.50" 233 372 605 None 2 -Trimmer -SPF 1.50" 1.50" 1.50" 233 372 605 None Loads Lowticn (Side) Tiibgtltry Widtlt pesrJ (4.90) Snor+ (1.iS) Commanfs 0 -Self Weight (PLF) 0 to 4' 3" N/A 4,9 1 -Uniform (PSF) 0 to 4' 3" 7' 15.0 25.0 Roof -Snow WeYerhaeuwr Notes Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser e�ressly disclaims any other warPdndes related to the software. Use of this software Is not intended bu circumvent the need for a design professional as determined by the autltority having jurisdiction, The designer of record, builder or framer Is responsible to aswre that this calculation is compatible with the overall project, Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software, Products manufactured at Weyerhaeuser fadlitles are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer m www.weyerhaeuser.cam/woodproducts/document library. The product application, input design loads, dimensions and support Information have been provided by forte Software Operator Forte Software Operator Job Notes �'� Ivan Kaliban 746-17 Olsen - Norgaard Res. Addition West Coast Engineers, Inc. (360)770-7399 ivank@wcoasleng.com PASSED System :Wall Member Type :Header Building Use ;Residential Building Code :IBC 2015 Design Methodology : ASD (iS) SUSTAINABLE FORESTKY INmATIVE 8/16/2017 10:10:48 AM Forte v5.3, Design Engine: V7.0.0.5 746-17 Beams Job.4te Page 1 of 1 F O R T E MEMBER REPORT Roof, H5 1 piece(s) 4 x 10 Douglas Fir -Larch No. 2 Q � All Iocatlons are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. DeSi A Ret:ultts pobasl �,Cocatlan Allpwed Resole toP Lbatle CombintNjon (vatbt+rt) Member Reaction (Ibs) 1791 @ 0 3281 (1.50") Passed (55%) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (!bs) 1462 @ 30 3/4" 4468 Passed (33%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Moment (Ft-Ibs) 4366 @ 4' 10 1/2" 5166 Passed (85%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans} L1ve Load Defl. (In) 0.138 @ 4' 10 1/2" 0.325 Passed (LJ846) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load DeFl. (in) 0.202 @ 4' 10 1/2" 0.488 Passed (L/578) -- 1.0 D + 0.75 L + 0.75 S (All Spans) • beflection criteria: LL (LJ360) and TL (LJ240). • Top Edge Bracing (Lu): Top compression edge must be braeed at 9' 9" o/e unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced et 9' 9" o/e unless detailed otherwise. • Applicable calculations are based on NDS. SuPPo� Aooerlwrlal 'total , AvagaWe ttequlred ' Dasd floor tAtow ; ToW 1 -Trimmer -SPF 1.SD" I.50" 1.50" 566 897 736 2199 None 2 -Trimmer -SPF 1.SD" 1.50" 1.50" 566 897 736 2i99 None Loads t.oratlon (Sidra) 'Mbutary Width r Dead (tl.90) FIo4r tJire (i.t1t1) Snow; fS.iS) Comments D -Self Weight (PLF) 0 in 9' 9" N/A 8,2 1 -Uniform (PLF) 0 to 9' 9" N/A lO6.0 184.0 151,0 Attick joists Eb5t ] Wey®rhaeluser Notes . Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteda and published design values. Weyerhaeuser e�ressly disclaims any other warranties related to the software. Use of this software Is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facllitle5 are gtiM-party certified to sustainable Forestry Standards, Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under �chnkai reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current cede evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document library. The product application, input design loads, dimensions and support Information have been provided by forte Software Operator Forte Sotivrare Operator Job Notes Ivan KaEiban 746-i 7 Olsen - Nsrrr�2ami t2es. Rddiiion West Coast Engineers, Inc. (360) 770-7399 ivank@wcoasteng.com �� PASSED System :Wall Member Type :Header Building Use ;Residential Building Code :IBC 2015 Design Methodology : ASD (I� SUSTAINABLE FORESTRY INn14TNE 8/16/2017 10:08:56 AM Forte v5.3, Design Engine: V7.0.0.5 746-17 Beams Job.4te Page 1 of 1 Bi-Axial Bending Column Design Spreadsheet Based on 2005 NDS Design Specifications collar tie CT1 top chord 2K6 DF-L#2 at 24" o.c.SL+DL General Member Specifications Cross -Section Properties Breadth d2 = 1.500 in Member Type visually Graded Depth d, = 5,500 in Nominal Size 12x6 Area A = 8.250 in2 Species Douglas Fir -Larch W Top Section Modulus SIT = 7,563 in" Grade No, 2 Bottom Section Modulus SIB = 7.563 in3 Left Section Modulus Su = 2,063 in Grade (For CF) j select, No.l, No.2 or No.3 Right Section Modulus S2R = 2.063 in3 Size Classification Dimension Lumber Custom Breadth d2 = Depth d, = Tabulated Strength Properties Bending Strength Fe = 900 psi Unbraced Length I, = 87 in Shear Strength F„ = 180 psi Loading Type Both ends pinned . Compressive Strength Fc = 1350 psi Modulus of Elasticity Ervin = 580,000 psi Unbraced Length 12 = 12 in Effective Length le, = 86.50 in Loading Type Both ends pinned Effective Length Ie2 = 12.00 in Slenderness Ratio Raj = 19.621 Duration Factor I Two Months (Snow) MW Slenderness Ratio R82 = 2.795 Load Duration Factor Co = 1.15 Min. Compr. Edge Sheathed ? yes Incision Factor (Fb, Fj C,= 1.00 Pressure Treated no Incision Factor (E, Emin) C,= 1.00 Size Factor CFI = 1,300 Size Factor CF2 = 1,000 Flat Use Factor Cf, = 115 Repetitive Use Factor (Edgewise) yes • Modified Modulus of Elasticity Em;n' = 580,000 psi Crit. Buckling Stress FbEt = 1,81E+03 psi Crit. Buckling Stress FbE2 = 8.91 E+04 psi Column Lateral Load: (select only one) Repetitive Use Factor Cr, = 1,15 Cant. post w/ top load no Basic Mod. Bending Stress Fb,* = 19547 psi Cant. post w/ uniform load no Basic Mod. Bending Stress Fb2* = 11190 psi Simly Supp. (SS) uniform load yes Beam Stability Factor CL, = 1,0000 SS point at mid-pt., no lat, support no Beam Stability Factor CL2 = 0.9993 SS point at mid-pt., w/ lat, support no Allowable Bending Stress Fb,' = 11547 psi SS point at 1/3pt, w/ lat. support no Allowable Bending Stress Fb2 = 11368 psi SS point at 1/4pt, w/ lat, support no Buckling Design Value (Comp.) FcE, = 1.93E+03 psi Buckling Design Value (Comp.) FEZ = 7.45E+03 psi Basic Mod. Compressive Stres: Fr,* = 21018 psi Basic Mod. Compressive Strew Fr2* = 11553 psi Column Stability Factor CP1= 0,6749 Column Stability Factor CP2 = 0.9528 Allowable Compressive Stress Fc I = 11362 psi Applied Forces Axial Load P = 360 lb Compressive Stress fc = 44 psi Edgewise Bending M, = 432 ft-Ib Applied Bending Stress fb, = 685 psi Flatwise Bending M2 = 0 ft4b Applied Bending Stress fb2 = 0 psi Incidental Eccentricities e, = 16% x d e2 = 0% x d Unity Check (should be <= I A) 0.459 OK West Coast Engineers, Inc. 05 Beam -Column 2-12-08.x1s 8/11/2017 ®p � E ` MEMBER REP®RT Main Floor, J1 1 pieces) 9 1/2" T]I® 110 @ 16" OC Overall Length: 11' 6" All locations are measured from the outside face of left support (or Left cantilever end).AII dimensions are horizontal. Desi n Results Actuate Location Alloyed ' Result uDF Wad: GornbinatFon (Prtt�egn) Member Reaction (Ibs) 739 @ 2' 2 3/4" 2350 (5.25") Passed (31%) 1.00 1.0 D + 1.0 L (All Spans) Shear (Ibs) 467 @ 2' 1403 Passed (33%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Moment (Ft-Ibs) -943 @ 2' 2 3/4" 2875 Passed (33%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.042 @ 0 0.200 Passed 2 999+ -- 1.0 D + 1.0 S (Ail Spans) Total Load Defl. (In) 0.079 @ 0 0.223 Passed (2U678) -- 1A D + 1.0 S (Ati Spans) T)-Pro'"' Rating 60 40 Passed -- -- • Deflectlon cdteHa: LL (U360) and TL (L,/240). • Overhang deflection criteria: LL (01") and TL (2U240). • Top Edge Bracing (Lu): Top compression edge must be braced at T 4" o/c unless detailed otherw(se. ° Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 5' 2" o/c unless detailed otherwise. ° A structural analysis of the deck has not been performed. • Deflectlon analysis Is based on composite actlon with a single layer of 23/32" Weyerhaeuser Edge•" Panel (24" Span Rating) that is glued and nailed down. • Additional consideretions for the TJ-Pro'" Rating Include: None Supports 8eadng lengtlt Loeda m Supports pbs) Accecsories Total. Available Required Dead Rlaor Snow Total 1 -Plate on concrete - HF 5.50" 5.50" 3.50" 368 371 250 989 Blocking 2 -Plate on concrete - HF 5.50" 4.25" 1.75" 21 257/-9 -50 278/-59 1 1/4" Rim Board • Rim Board is assumed 1A carry all loads applied directly above it, bypassing the member being designed. • Blocking Panels are assumed to carry no loads applied directly strove them and the full load Is applied to the member being designed. Dead Floor Live Snow Loads Location (Side) Sptadnp (0.9@) (S.OD) (l.35) Comments t •Uniform (PSF) 0 to 11' 6" 16" 12.0 40.0 - Residentlal - Living Areas 2 -Point (PLF) 0 16" 154.0 - 150.0 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly d(sdaims any other warranties related to the software. Use of this software Is not Intended to circumvent the need for a design professional as determined by the authority having jurisdlctlon. The designer of record, builder or framer is responsible to assure that this calculation Is compatlbie with the overall project. Accessories (Rim Boarcl, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certfled to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have tleen evaluated by ICC ES under technical reports ESR-1153 and ESR-1367 and/or testad in accordance with applicable ASTM standards. Far current code evaluatlon reports, Weyerhaeuser product literature and installatlon details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support Informatlon have been provided by Forte Software Operator Forte Software Operator Ivan Kaliban West Coast Engineers, Inc. (360)770-7399 ivank@wcoasteng.com Job Notes 746-17 Olsen - Norgaard Res. Addition �� PASSE® System :Floor Member Type :Joist @uliding Use : Residenliai Building Code :IBC 2015 Design Methodology : ASD [ZjJ SUSTAINABLE FORESTRY INfnA77VE 8/16/2017 1:44:17 PM Forte v5.3, Design Engine: V7.0.0.5 74fi-97 Beams Job.4te Page 1 of 1 r O � � � � MEMBER REPORT Main >=loor, J1 r i pieces) 2 x 8 Douglas Fir -Larch No. 2 a� 16" OC All locations are measured from the outside face of left support (or left �antllever end).AII dimensions are horizontal. Desl n Results gcwaL 1p wcadat Atli ilt$iN�r u>,F wool: cor�inatlan (PNtibant) Member Reaction (Ibs) 834 @ 2' 2 3/4" 3341 (5.50") Passed (25%) — 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 434 @ 1' 4 3/4" 1501 Passed (29%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Moment Ft-Ibs) -943 @ 2' 2 3/4" 1564 Passed (60%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.084 @ 0 0.200 Passed 2U640) -- 1.0 D + 1.0 S (All S ans) Total Load Defl (In) 0.153 @ 0 0.223 Passed (2L/350) -- SAD + 1A S (All Spans) TJ-Pro'" Rating N/A N/A -- -- -- • Deflection criteria: LL (U360) and TL (U240). • Overhang deflectlon cdteria: LL (0.2") and TL (2L/240). • Top Edge Bracing (LuS: Top compression edge must be braced at 11' S" o/c unless detailed otherwise. • Bottom Edge Bracing (W): Bottam compression edge must be braced at li' S" o/c unless detailed otherwise. • A 15%Increase in the moment capacity has been added to account for repetldve member usage. • Applicable calculations are based on NDS. • No composite actlon between deck and joist was considered in analysis. SupPcrts Bearittq Ilsugth La�dt Utl SW►V� 0�) /1aesaotias rani , AVailaglla nwulra Dnd Floor >gnew Taal 1 - Plale on concrete - HF 5,50" 5.50" 1.50" 368 371 250 4B9 Blocking 2 -Plate on concrete - HF 5.50" 4.25" 1.50" 21 257/-9 -50 278/-59 1 1/4" Rim Boats • Rim Board Is assumed m carry all loads applied directly above it, bypassing the member being designed. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. O�ad Floorihrt .' Snow Loads logtigf (Sia.� snaeo (0.90) cl.00) cLis� comments 1 -Uniform (PSF} 0 t0 11' 6" 16" 12.0 40.D - Residential - Uving Areas 2 -Point (PLF) 0 16" 154.0 - 150.0 Weyerhaeuser Naies Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disdalms any other warrantles related to the software, Use of tltis software is not intended to circumvent the need for a design professional as de�rmined by the authority having jurisdiction, The designer of record, builder or framer Is responsible to assure that this calculation is compatlble with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufachired at Weyerhaeuser facllitle5 are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Wmber Products have been evaluated try ICC B under technical reports ESR-1153 and ESR-1387 and/or bested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer bD www.weyerhaeuser.com/woodproducls/document-library. The product application, Input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Ivan Kaliban 746-17 Olsen - Norgaard Res. Addition ' West Coas[ Engineers, Inc. --(360)770-7399 ivank@wcoasteng.com �� PASSED System :Floor Member Type : bist Building Use : Residentlal Building Code :IBC 2015 Design Methodology : ASD 1 SUSTAINABLE FORESTRY INITIATIVE 8/16/20171:44:01 PM Forte v5.3, Design Engine: V7.0.0.5 746-17 Beams Job.4te Page 1 of 1 2c.P F 0 R T E� MEMBER REPORT Main Ffoor, J3 1 piece(s) 2 x 8 Douglas Fir -Larch No. 2 � 16" OC Overall Length: 12' S" 0 All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. D86i 11 Retslults At;tusl � lacpbloh Atlgwed ttewlt I:DF LtN�d: PomWnp(ian (I►�tbern) Member Reaction (Ibs) 326 @ 41/2" 2582 (4.25") Passed (13%) -- 1.0 D + 1.D L (Ail Spans) Shear (Ibs) 274 @ 1' 3/4" 1305 Passed (21%) 1.00 1.0 D + 1.0 L All Spans Moment (Ft-Ibs) 907 @ 6' 2 1/2" 1360 Passed (67%) 1.00 1.0 D + 1.0 L (All Spans) Live Load DeFl. (in) 0.219 @ 6' 2 1/2" 0.389 Passed L/640) -- 1.0 D + 1.0 L (All Spans) Total Load DeFl. (in) 0.292 @ 6' 2 1/2" 0.583 Passed (LJ480) -- 1.0 D + 1.0 L (All Spans) T]-ProT" Rating N/A N/A -- -- -- • Deflectlon criteria: LL (U360) and TL (L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 12' 3" o/c unless detailed otherwise. • Bothom Edge Bracing (Lu): Bottom compression edge must be braced at 12' 3" o/c unless detailed otherwise. • A 15%increase in the moment capacity has heen added to account for repetltive member usage. • Applicable calculations are based on NDS. • No composite action between deck and joist was considered in analysis, . SePPo� tbearingLAngih Letafl5EOS4pports�pbs) Aot�BoNas Toot AvaNabN Rikqutred Dasd . Plaar Total 1 - Plate on concrete - HF 5.50" 4.25" 1.50" 83 248 331 1 1/4" RIm Board 2 -Plate on concrete • HF 5.50" 4,25" 1,50" 83 248 331 1 1/4" Rlm Board Rim Board is assumed th carry all Toads applied directly above it, bypassing ttre member lxing designed. Cesd Woer Uve `. L.oadB Loeatlarr(Side) �nY (0.94) (lAD) Ctlminenp 1 -Uniform (FSF) 0 to 12' S" 16" 10.0 30.0 Residentai - I in Areas Wl�yerhaeu9er Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criberla and published design values, Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software Is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to assure that this caltulatton is compatlble with the overall project. Accessories (Rim Board, Blacking Panels and Squash Blocks) are not deslgn� by this software. Products manufactlrred at Weyerhaeuser fatlllties are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested In accordance wide applicable ASTM standards. For current code evaluatlon reports, Weyerhaeuser product literature and Installatlon details refer to www.Weyerhaeuser.com/woodproducts/dacument-library. The product applicatlon, Input design loads, dimensions and support Information have been proNded by Forte Software Operator Forte Sokware Operator Job Notes Ivan Kaliban 746-17 Olsen - Norgaard Res. Addition West Coast Engineers, Inc. (360) 770-7399 ivank@wcoasteng.com PASSED System :Floor Member Type :Joist Building Use ;Residential Building Code :IBC 2015 Design Methodobgy : ASD 1 SUSTAINABLE FORESTRY INITIATIVE 8/16/2017 1:50:41 PM Forte v5.3, Design Engine: V7.0.0.5 746-17 Beams Job.4te Page 1 of 1 ®� O R � � ° MEMBER REPORT Main Floor, J3 1 pieces) 9 i/2" T7I® 210 @ 16" OC �- i PASSED � r s� 0 All locations are measured from the otrtside face of left support (or left cantilever end).All dimensions are horizontal. Desi n ResWts Ac�uaf �i Location AIIpYved Result; LbF waa: Com4lpaaoo (patoern) Member Reaction (Ibs) 326 @ 4 1/2" 1460 (3.50") Passed (22%) 1.00 1.0 D + 1.0 L (All Spans) Shear (Ibs) � 307 @ 5 1/2" 1330 Passed (23°/a) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 907 @ 6' 2 1/2" 3000 Passed (30%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.087 @ 6' 2 1/2" 0.389 Passed (U999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.116 @ 6' 2 i/2" 0.583 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) TJ-Pro'" Rating 52 40 Passed — -- • Deflection criteria: LL (L/360) and TL (LJ240). - • Top Edge Bracing (W): Top compression edge must be braced at 6' 10" o/c unless detailed otherwise. • Bottom Edge Bracing (W): Bottom compression edge must be braced at 12' 3" o/c unless detailed otherwise. • A structural analysis of Lhe deck has not been performed. • • Deflection analysis is based on composite action with a single IaYer of 23/32" Weyerhaeuser Edger" Panel (24" Span Raring) that is glued and nailed down. • Additional considerations for the TJ-Pro"" Rating include: None . 9etrinq Length L09ds to Supports (ibs) tJupQOil'tS Accessories Total Available Requlrad �Jesd _ HOOr ToEai 1 -Plate on concrete - HF 5.50" 4.25" 1.75" 83 • 248 331 1 1/4" Rlm Board 2 -Plate on concrete • HF `5.50" 4,25" 1.75" 83 248 331 1 1/4" Rim Board Rim Board is assumed � carry all loads apRlied directly above it, bypassing the member being designed. . Dmd FIOor Wve' loads 1.ocanon.(slde) spednp (o.9p) (3.00) Comments 1 - Un'rfonn (PSF) 0 to 12' S" 16" 10.0 30.0 Residential - " Slee Area We erhaeuser Notes Weyerhaeuser wanants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values, Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professions! as determined by fhe authority having judsdictlon. The ffesigner of record, builder or framer is responsible to assure [hat this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactitred at Weyerhaeuser facilities are third -party certlfied tD sustainable forestry standards. Weyerhaeuser Engineered Wmtxr Products have been evaluated try ICC ES under technical reports ESR-1153 and ESR-1387 and/or bested In accordance with applicable ASTM standards. For current code evaluatlon reports, Weyerhaeuser product literature and Installation details refer to www.Weyerhaeuser.com/woodproducts/document-library. The product application, Input design loads, dimensions and support Information have been provided by For4e Software Operator Forte Software Operator Job Notes Ivan Kaliban 746-17 Olsen - Norgaard Res. Addition West Coast Engineers, Inc. (360)770-7399 ivank@wcoasteng.com System :Floor Member Type ;Joist Building Use :Residential Building Code :IBC 2015 Design Methodology : ASD l SUSTAINABLE FORESTRY INnIATIVE 8/16/2017 1:51:47 PM Forte v5.3, Design Engine: V7.0.0.5 746-17 Beams Job.4te Page 1 of 1 F O R T E MEMBER REPORT Main Floor, ,l4 1 piece(s) 2 x 8 Hem -Fir No. 2@ 16" OC PASSED Overall Length: 12' 0 a a a All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. Deli n Results Actual � Lowdon Allowed Itesull LDF l.oade Corniiinatlon (Paikrn) Member Reaction (Ibs) 558 @ 5' 2126 (3.50") Passed (26%) -- 1.0 D + 1.0 L (Adj Spans) Shear (ibs) 213 @ 4' 3" 1088 Passed (20%) 1.00 1.0 D + 1.0 L Adj Spans) Moment (Ft-Ibs) -266 @ 5' 1284 Passed (21%) 1.00 1.0 D + 1.0 L (Adj Spans) Live Load Den. (in) 0.027 @ 12' 0.200 Passed 2 999+ __ 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) D.029 @ 12' 0.215 Passed 2 999+ -- 1.0 D + i.D L (Alt Spans) T)-Pro'"" Rating N/A N/A -- -- -- • Deflection criteria: LL (L/360) and TL (U240). • Ovefiang deflecton cdberla: LL (0.2") and TL (2L/240). - Top Edge Bracing (Lu): Top compression edge must t7e braced at 11' li" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Botmm compressbn edge must be braced at 11' 11" o/c unless detailed otherwLse. • A 15% increase in the moment capacity has been added to account for repetltive member usage. • Applicable calculatlons arc based on NDS. • No composite action between deck and joist was considered in analysis. supports BeaHnp l,eapfh Loads Ea 2ittpp0l'iy (Ihs} Ac�aorias Total AYallahla Required 'baaa FIoOr fatal 1- Hanger on 7 1/4" HF beam 1.50" Hanger3 1.50" 28 190/-14 218/-14 See Hobe 1 2-Beam - HF 3.50" 3.50" 1.50" 72 465 558 None 3 -Beam - HF 3.50" 3.50" 1.50" 61 389 450 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied ip the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supportlng the hanger • 1 See Connector grid below for additional Informatlan and/or requirements, System : Fioar Member Type : Joist Building Use ;Residential Building Code :IBC 2015 Design Methodology : ASD Connector: Sim n $from -Tie Cernnectors $appal Mbtlel 9eal,ienytlt top Naha Face Halls Remher Nails . Acceepbrfe6' 1 -Face Mount Hanger Connector not round N/A N/A N/A N/A lollds iocalion'(Slde) !3P+Iclno Dead., (q:90) Flgdr Uva tt.o0) Comnibnta ' 1 -Uniform (PSF) 0 m 12' 16" 10.0 60.0 Decks and Balcony Weyerhaeuser Notes , Weyerhaeuser wanants that the sizing of its products will be In accordance with Weyerhaeuser product design cribeda and published design values. Weyerhaeuser e�ressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible m assure that this catculatan is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products nranufadured at Weyerhaeuser facilltles arethird-party terrified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evacuated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or bested in accordance with applicable ASTM standarcls. For current code evaluatlon reports, Weyerhaeuser product literature and Installatlon details refer 1n www.weyerhaeuser.com/woodproductsjdocument-library. The product applicatlon, input design loads, dimensions and support information have been provided t>)r r<xte Software Operator Forte Software Operator Job Notes Ivan Kaliban 746-17 Olsen - Norgaard Res. Addition West Coast Engineers, Inc. (360)770-7399 ivank@wcoasteng. com tij) SUSTAINABLE FORESTRY INRIATIVE 8/16/2017 2:04:42 PM Forte v5.3, Design Engine: V7.0.0.5 746-17 Beams Job.4te Page 1 of 1 9 F O R T E no MEMBER REPORT Main Floor, B10 Deck 1 piece(s) 4 x 8 Hem -Fir No. 2 q� PASSED Overall Length: I 6" L©I All locations are measured from the outside face of left support (or left cantilever end).Ail dimensions are horizontal. Design Results Build actual 0Location Allowed Result LDF Load: Ganbinatlan (Patberrt) Member Reaction (Ibs) 2766 @ 5' 9" 4961 (3.50") Passed (56%) — 1.0 D + 1.0 L (All Spans) Shear (Ibs) 1067 @ 6' 6" 2538 Passed (42%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) -1452 @ 5' 9" 2823 Passed (51%) 1.00 1.0 D + 1.0 L (All Spans) • uenecoon cnmrla: LL tyjou) ana i L lytqu). Top Edge Bracng (Lu): Top compression edge must to braced at 10' 6" o/e unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 10' 6" o/c unless detailed otherwise. Applicable calculations are based on NDS. 9esrinp leepti► Loads tia saPPoNs pba) Supports Total Available RequitedWar tal Dead ToACC esa ides uve 1 - Hanger on concrete 6.00" Hanger' 1.50" 146 1010 1156 See note ' 2 - Column - HF 3.50" 3.50" 1.95" 397 2369 2766 Blocking - Hanger on concrete 6,00" Hanger' 1150" 146 1010 1156 See note' . uwclung I+aneis are assumetl to carr• y no loads applied directly above them and the full load Is applied to the member being designed. At hanger supports, the Total Bearing dimension Is equal to the width of the material that Is supporting the hanger • ' See Connector grid below for additional information and/or requirements. i System : Floar Member Type : Drop Beam Building Use: Residential ng Code; IBC 2015 Design Methodology : ASD {,"tlrlin@II".toii Simpson Stron -Tie t:0»vectors . . uwclung I+aneis are assumetl to carr• y no loads applied directly above them and the full load Is applied to the member being designed. At hanger supports, the Total Bearing dimension Is equal to the width of the material that Is supporting the hanger • ' See Connector grid below for additional information and/or requirements. i System : Floar Member Type : Drop Beam Building Use: Residential ng Code; IBC 2015 Design Methodology : ASD {,"tlrlin@II".toii Simpson Stron -Tie t:0»vectors . SItPPort Madel Seatt Lft9w Top Malls Face NaUs Member Us Adxsaories 1 - Face Mount Hanger Connector not found N/A N/A N/A N/A 3 - Face Mount Hanger Connector not found N/A N/A N/A N/A Loads Lacatlat(Side) Tributary Wldtlt Deal) (D.9gj Floor live (i:0o) �ommattis 0 - Self Weight (PLF) 6" to 11' N/A 6A 1 - Uniform (PLF) 0 to 11' 6" (Front) N/A 54,0 361.0 Dec W rhaetlser Notes Weyerttaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software Is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www. Weyerhaeuser.com/woodproducts/document-Hbraty. The product application, Input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Ivan Kaliban 746-17 Olsen - Norgaard Res. Addition West Coast Engineers, Inc. (360)770-7399 ivank@wcoasteng.com l SUSTAINABLE FORESTKY INITIATIVE 8/16/2017 2:43:42 PIVI Forte v5.3, Design Engine: V7.0.0.5 746-17 Beams Job.4te Page 1 of 1 JOB �W ' � 1 �1/EST COAST ENGINEERS, inc. 1520 Parker Way #G, Mount Vernon, WA 98273 'I Phone: (360) 424-3404,Fax: (360)424-2063 SHEET NO. CALCULATED BY CHECKED BY SCALE __ 1 � OF DATE �/ � ���� �. _. L,.-- i �� F 0 R T � `� MEMBER REP®RT Roof, 83 r " 1 piece(s) 5 1/S" x 13 1/2" 24F-V4 DF Glulam Overall Length: 25' 0 � , � , 25' ,. a a All locations are measured from the outside fate of left support (or left cantilever end).AII dimensions are horizontal. 0 Det51 n Results Actual � Location Allowed. Result LDF Load: Combination (IPattarrt) Member Reaction (Ibs) 4210 @ 2" 11211(3.50") Passed (38%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 3733 @ 1' 5" 14057 Passed (27%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-Ibs) 25617 @ 12' 6" 34820 Passed (74%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.881 @ 12' 6" 1.233 Passed (LJ336) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 1.483 @ 12' 6" 1.644 Rassed (L/200) -- 1.0 D + 1-0 S (All Spans) • Deflection criteria: LL (U240) and TL (U180). • Top Edge Bracing (Lu): Top compression edge must be braced at 25' o/e unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 25' o/c unless detailed otherwise. • Critical positive moment adjusted by a volume factor of 0.97 that was calculated using length L = 24' 8". • The effects of positive or negative camber have not been accounted for when calculating deflecton. • The specified glulam is assumed to have Its strong laminations at the bottom of the beam, Install with proper side up as Indiwbed by the manufacwrer. • Applicable calculations are based on NDS. $UjlpOrts e�rittg Length Loeds >r4 Supports (Ibs) Aoces>rories Total Available Required Dead Snow Totef 1 - Stvtl wall - DF 3.50" 3.50" 1.50" 1710 2500 4210 Blocking 2 -Stud wall - DF 3�50" 3.50" 1.50" 1710 2500 4210 Blocking • Blocking Panels are assumed th carry no loads applied directly above them and the full load is applied to the member being designed, Coatis Lacatlon (Side) Trilwlary Wldittt Dead... (O:gO) Snow (1.16) ' Commenf9 0 - S®tf Weight (PLF) 0 to 25' N/A 16.8 15.0 25.0 Roof -Snow 1 -Uniform (PSF) 0 m 25' (front) 8' Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related t9 the software. Use of this software Is not intended to circumvent the need for a design professional as determined by the authority having judsdiction. The designer of record, builder or framer Is responsible to assure that this calculation is compatible with the overall protect. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.Weyerhaeuser,com/woodproducts/document-library. The product appBcation, Input design loads, dimensions and support information have been provided by Forte Software Operetor Forte Software Operator Job Notes Ivan Kaliban 746-17 Olsen - Norgaard Res. Addition West Coast Engineers, Inc. (360) 770-7399 wank@wcoasteng.com System :Roof Member Type :Drop Beam Building Use : Residential Building Code :IBC 2015 Design Methodology : ASD Member Pitch: 0/12 ti SUSTAINABLE FORESTRY INRIATIVE 8/1812017 10:56:37 AM Forte v5.3, Design Engine: V7.0.0.5 746-17 Beams Job.4te Page 1 of 1 a F O R T E MEMBER REPORT Roof, B4 1 piece(s) 4 x 10 Douglas Fir -Larch No. 2 a All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. a Desi n Results 'toat actual Pcea Alllow Result pIt LDF tnada Combination (IPattaen) Member Reaction (Ibs) 1365 @ 2" 7656 (3.50") Passed (18%) - 1.0 D + 1.0 S (All Spans) Shear (lbs) 1101 @ 1' 3/4" 4468 Passed (25%) 1.15 1.0All Spans) Moment (Ft-Ibs) 3530 @ 5' 6" 5166 Passed (68%) 1.1S 1.0 D + 1.0 S (Ail Spans) Live Load Defl. (in) 0.118 @ 5' 6" 0.533 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.196 @ 5' 6" 0.711 Passed (L/654) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/240) and TL (L/180). • Top Edge Bracing (Lu): Top compression edge must be braced at 11' o/c unless detailed otherwise. • Bottom Edge Bracing (L.u): Bottom compression edge must be braced at 11' o/c unless detailed otherwise, • Applicable calculations are based on NOS. Supports BaeNLengthLengtLengthLoada to Supporla (�) Aceeaaariap Total Available Required Dead Snow Totes 1 - Column - OF 3.50" 3.50" 1.50" 540 825 1365 Blocking 2 - Column - OF 3.50" 3.50" 1.50" 540 825 1365 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load Is applied to the member being designed. LAadS Uo Uan (Side) Tribatarlf' "14RM Dead (0.9Q) inaw" (1,15) 0 - Self Weight (PLF) 0 to li' N/A 8.2 1 - Uniform (PSF) 0 to 11' (Front) 6' 15.0 25.0 Roof - Snow Weyerhaeuser Notes , Weyerhaeuser warrants that the siring of Its products will be in accordance with Weyerhaeuser product design crkthria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software, Use of this software is not Intended m circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation Is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASFM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, Input design loads, dimensions and support information have been provided by Forte Software Operator Forte Sotiware Operator Job Notes Ivan Kaliban 746-17 Olsen - Norgaard Res. Addition West Coast Engineers, Inc. (360)770-7399 ivank@wcoasteng.com PASSED System :Roof Member Type: Drop Beam Building Use; Residential Building Code : IBC 2015 Design Methodology : ASO Member Pitch: 0/12 4 SUSTAINAB4E FORESTRY INITIATIVE 8/18/2017 11:21:48 AM Forte v5.3, Design Engine: V7.0.0.5 746-17 Beams Job.4te Page 1 of 1 F O R T E MEMBER REPORT Roof, B5 1 piece(s) 4 x 8 Douglas Fir -Larch No. 2 �� PASSED fl All locations are measured from the outside face of left support (or Left cantilever end).All dimensions are horizontal. 0 .Deal n Results Actual! 01 wcatYon ' ntlowadl tLecullt LDII= toad: Combinstlon (Il�tttiem) Member Reaction (!bs) 1047 @ 2" 7656 (3.50") Passed (14%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 827 @ 10 3/4" 3502 Passed (24%) 1.15 1.0 D + 1.0 S (Ail Spans) Moment (Ft-Ibs) 2054 @ 4' 3" 3438 Passed (60%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. In) 0.084 @ 4' 3" 0.408 Passed (U999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.139 @ 4' 3" 0.544 Passed (L/707) -- 1.0 D + 1.0 S {Ail Spans) • uenectlon crt[ena: LL (IJ240) and TL (L/180). • Top Edge Bracing (Lu): Top compression edge must be braced at 8' 6" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Botbm compression edge must be braced at 6' 6" o/c unless detailed otherwise. • Applicable calculations are based on NDS. SIJppOrtB eeaa� ��, toaga o sunny (+�) Aooearories Tciai, Available Ftequirad .:Dead Sn¢w Talal. 1 -Column - DF 3.50" 3.50" 1,50" 410 638 1048 Blocking Z -Column - DF 3,50" 3.50" 1.50" 410 638 1048 Bloddng • Blocking Panels are assumed 1D carry no loads applied directly above them and the full load is applied tD the member befog designed. LOedS location (Side) Tributary. tM%dth Del�d (0.90y ,itiOW (4.iej Comte D -Self Weight (PLF) 0 to B' 6" N/A 6.4 1 -Uniform (PSF) 0 to 8' 6" (Front) 6' 15.0 25.0 Roof -$now WeyetfiaeuselrNotes _ Weyerhaeuser warrants that the sizing of its products will be In accordance with Weyerhaeuser product design cdterta and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the autfiority having judsdictlon. The designer of record, builder or framer Is responsible to assure that this calculatlon Is compatlble with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilitles are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Wmber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standarcJs. For current code evaluation reports, Weyerhaeuser product literature and installatlon details refer la www.weyerhaeuser.com/woodproducts/document library. The product application, Input design loads, dimensions and support informatlon have been provided by Forte Software Operator Forte Sottware Operaior Job Notes Ivan Kaliban 746-17 Olsen-Norgaard Res. Addition West Coast Engineers, (nc. (360) 770-7399 ivank@wcoasteng.com System : Raof Member Type :Drop Beam Building Use ; Residentlal Building Cade : IBC 2015 Design Methodology : ASD Member PIhCFI: 0/12 l SUSTAINABLE FORESTRY INITIATIVE 8/18/2017 11:29:57 AM Forte v5.3, Design Engine: V7.0.0.5 746-17 Beams Job.4te Page 1 of 1 F O R T E MEMBER REPORT Roof, Ba+B5 1 piece(s) 4 x 8 Douglas Fir -Larch No. 2 PASSED Overall Length: 19' 4" 0 4.1 0 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. ©I Deal n ItCS1111tS Actual, Laatiat AllowedResult LDF Wst1: Combin�UOn (PatOaen) Member Reaction (Ibs) 2963 @ 10' 10 1/4" 7656 (3.50") Passed (39°h) -- 1.0 D + 1.0 5 (All Spans} Shear (lbs 1404 @ 10' 1 1/4" 35D2 Passed (40%) L15 lA D + 1.D 5 (All Spans) Moment (Ft-Ibs) -2930 @ 10' 10 1/4" 343$ Passed (85%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.146 @ 5' S/$" 0.534 Passed (U879) -- 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 0.22$ @ 5' 0.712 Passed (L/564) -- lA D + 1.0 5 (Alt 5 ans) • Ueneetlon Cnterta: LL (Ltz40) antl TL (Lf 180). • Top Edge Bracing (Lu): Top compression edge must be txaeed at 19' 4" o/e unless detailed otherwise. Bottom Edge Bracing (Lu): 8otinm compression edge must be braced at 19' 4" o/e unless detailed otherwise. • Applicable calculations are based on NDS. �PPo� Beadnp lmplfi 6aad9 to Supports phe) Ax�soriae Total. AvallYbie. Requirod Dead Snow Total i -Column - DF 3.50" 3.50" 1.50" 425 687 1112 Blakfng 2 -Column - DF 3.50" 3.50" 1.50" 1160 1804 2964 Blocking 3 -Column - DF 3.50" 3.50" 1.50" 280 508 788 Blocking • Blocking Panels are assumed in carry no loads applied directly above them and the full load is applied to the member being designed. Loads location {Side) 7i'Ibutary wlanr C,ead (0.90) snow (1.15) comn"nis 0 -Self Weight (PLF) 0 to 19' 4" N/A 6.4 1 -Uniform (PSF) 0 to 19' 4" (Front) 6' 15.0 25.0 Roof -Snow Weyerhaeuser Notes Weyerfiaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser e�ressly disclaims any other warranties related to the software. Use of this software is not Intended to circumvent the need for a design professional a5 determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation is compatible with the overall project. Accessories (Wm Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilitles are third -party certlfled to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or bested In accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer tb www.weyerhaeuser.com/woodproducts/document-library. The product applica8on, Input design loads, dimensions and support Informatlon have been provided by Forte Software Operator Forte Software Operator Job Notes Ivan Kallban 746-17 Olsen-4Worgaard Res. Addition West Coast Engineers, lnc. (360) 770-7399 ivank@wcoasteng.com System :Roof Member Type :Drop Beam Building Use ; Residentlal Building Code :IBC 2015 Design Methodology : ASD Member Pitch: 0/12 1 SUSTAINABLE FDRESTIiY INn1ATIVE 8/18/2017 11:29:41 AM Forte v5.3, Design Engine: V7.0.0.5 746-17 Beams Job.4te Page 1 of 1 F O R i E w MEMBER REP®RT Roof, Ceiling Joists 1 piece(s) 2 x 6 Douglas Fir -Larch No. 2 � 24" OC � � All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. iae5i n Results ACWaI � t.ocatioa Allowed Result LDF t.Wrd: Combination (Patbe+n) Member Reaction (Ibs) 176 @ 4 1/2" 5156 (S.SD") Passed (3%] — 1.0 D + 1.0 L (All Spans) Shear (Ibs) 151 @ il" 990 Passed (15%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 490 @ 6' 3 1/2" 848 Passed (58%) 1.00 i.0 D + 1.0 L (All Spans) Live Load DeFl. (in) 0.265 @ 6' 3 1/2" 0.394 passed (L/536) -- 1.0 D + 1.0 L (All Spans) Total Load DeFl. (In) 0.371 @ 6' 3 1/2" 0.592 Passed (L/383) -- 1.0 D + 1.0 L (All Spans) TJ-Pror"' Rating N/A N/A -- -- -- • UerleCl]on crltena: LL (L/360) antl TL (L/240). • Tap Edge Bracing (Lu): Top compression edge must be braced at 12' 7" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 12' 7" o/c unless detailed otherwise. • A 15% inerease in the moment capacity has been added to account for repetitive member usage. ° Applicable caltulatlons are based on NDS. ° No composite action between deck and joist was considered in analysis, Supp01'ts 6edrinq length I.aldiz m support (its) Aoolwsaies Total Available Retluirod DOatl �°Or To1a1 1 -Stud wall - DF 5.50" 5,50" 1.50" 50 126 176 Blocking 2 -Stud wall - DF 5.50" 5.50" 1.50" 50 126 176 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Loads Locetiun (side) Specinp Deatl (O,qO) Floorllve {Lqq) , Gomm�its 1-llnifgrrn_(P$F) _ 0_fo.12'J" �4" g_p _�0,0 Residental-Attic Areas --- Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design criteria and published design values, Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended In circumvent the need for a design professional as determined by the authority having jurisdictlon. The designer of record, builder or framer is responsible to assure that this calculaBon is compatlble with the ove211 project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Rroducts manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards. For current code evaluatlon reports, Weyerhaeuser product Ilthrature and Installatlon details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support informatlon have been provided by Forth Software Operator Forte Software Operator Job Notes Ivan Kaliban 746-17 Olsen - Norgaard Res. Addition West Coast Engineers, Inc. (360)770-7399 ivank@wcoasteng.com System :Floor Member Type : bist Building Use :Residential Building Code :IBC 2015 Design Methodology : ASD l SUSTAINABLE FORESTRY INITIATIVE 8/18/2017 11:28:25 AM Forte v5.3, Design Engine: V7.0.0.5 746-17 Beams Job.4te Page 1 of 1 PASSED a F O R T E ` MEMBER REPORT Roof, H1 Rev 1 piece(s) 3 1/2" x 9" 24F=V4 DF Glulam Overall Length: 96" 9' 6" 0 All locations are measured from the outside face of left support (or left cantilever end),AII dimensions are horizontal, GeSI tf Relstlwo Achtal A Locatlo" Allowed Raeult LDF L,aed: Can6i"etion (Fettem) Member Reaction (lbs) 3459 @ 4' 4 1/2" 6825 (3,00") Passed (51%) LO D + 1.0 S (All Spans) Shear pbs) 3403 @ 8' 6" 6400 Passed (53%) 1.15 1.0 D + U S (Ail Spans) Pos Moment (Ft-Ibs) 8869 @ 6' 9" 10868 Passed (82%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defi. (in) 0.152 @ 5' 2 11/16" 0.308 Passed (L/729) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.279 @ 5' 2 5/16" 0.463 Passed (L/397) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 9' 6" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu)c Bottom compression edge must be braced at 9' 6" o/c unless detailed otherwise. • Critical positive moment adjusted by a volume factor of 1,00 that was calculated using length L = 9' 3". The effects of positive or negative camber have not been accounted for when calculating deflection. • The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. Applicable calculations are based on NDS. Sup 4e6ritfq Letttifh trr•ds ol► SYPP� n�) Aawenrles TOFdI Avalk"a Ret'ed gel Deed snow Tool 1 - Timmer - DF 3.00" 3,00" 1.50" 776 754 1530 None 2 - Trimmer - DF 3.00" 3.00" 1,52" 1556 1902 3458 None LO�dS Weyerhaeuser Lootiae(Slde) Tdbtt�ry .:.:Width ' Deed (0.90) Sttoau (1.13) Comment 0 - Self Weight (PLF) 0 to 9' 6" N/A 7.7 1 - Uniform (PSF) 0 to 9' 6" 4' 12.0 Wall 2 - Point (lb) 6' 9" N/A 1804 2656 Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ES114153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document library. The product application, Input design loads, dimensions and support Information have been provided by Forte Software Operator Forte Software Operator Job Notes Ivan Kaliban 746-17 Olsen - Norgaard Res. Addition West Coast Engineers, Inc. (360) 770-7399 ivank@wcoasteng.com System :Wall Member Type: Header Building Use : Residential Building Code : IBC 2015 D�fgn Methodology: ASD 1 SUSTAINABLE FORESTRY INITIATIVE 8l18/2017 11:35:43 AM Forte v5.3, Design Engine: V7.0.0.5 746-17 Beams Job.4te Page 1 of 1 Fyrrce, Groc From: Sent: To: Subject: Groc, Thank you ! Ken Olsen <ken@olsenassociates.net> Friday, September 15, 2017 4:17 PM Fyrrce, Groc Re: Permit review status To save time, please let me know when you are done, and I will come up to pick them up. Ken Olsen Associates � Architecture +Planning 360 399 1881 office 425 890 9415 cell info(i olsenassociates. net Olsen Associates 1 Architecture + Planning On Sep 15, 2017, at 3:57 PM, Fyrrce, Groc <gfyrrce(a�cityofanacortes.or�> wrote: Hi Ken, I am hoping to have all the reviews done next week and send out the comments next week. Best regards, Groc Fyrrce Building Inspector/Permit Technician City of Anacortes (360)293-1901 tC<yfi�laj(-k rZlezr�=»ra�ztc�utieJ t/xcf q11 ecfceaflr=r: tr�r�/ec�beirtfl6ir �y incoming and outgoing email messages are subject to public disclosure requirements per RCJV 42.5b. From: Ken Olsen[mailto:ken@olsenassociates.net] Sent: Friday, September 15, 2017 2:48 PM . _ To: Ingalls, Paul <pauli@cityofanacortes.or> 1 Cc: Fyrrce, Groc <gfyrrce@cityofanacortes.org> Subject: Permit review status Dear Paul and Groc, I just want to check in on the permit review for the Norgaard Residence addition at 1911 1 Oth Street, which was submitted on September 01. We are just trying to predict some scheduling. We, the architects, are leaving for a bit of time off on October 2, and hope that during the week of September 25 we might be able to respond to any comments you may have. I appreciate any help you can give in that regard. Thank you, Ken Olsen Olsen Associates � Architecture +Planning 360 399 1881 office 425 890 9415 cell info olsen associates. net Olsen Associates Architecture + Planning 2 Fyrrce, Groc From: Sent. To: Cc: Subject: Attachments: Hi Ken, Fyrrce, Groc Friday, September 22, 2017 5:38 PM Ken Olsen' Ingalls, Paul; Lange, Steve; Nelson, Kait; Cricchio, Kevin 09-22-17 PW Review 1911 loth Street.pdf 09-22-17 PW Review 1911 10th Street.pdf; Plan Revision &Additional Info Cover Sheet.pdf; 1911 loth Street Plan Review Olsen Associates.doc Please see my attached plan review note for corrections that need to be addressed so that I can finish my plan review. Please see Steve's attached plan review note for corrections that need to be addressed so that he can finish his plan review. Please see Kevin's plan review note below for corrections that need to be addressed so that he can finish his plan review: RE: BLD-2017-0506, 1911 10th Street Hi Ken, I have completed my review of the building permit application to construct an addition at 1911 10th Street. Here are my evisions as follows: 1. Show the dimensions of the lot per the recorded survey on the site plan. 2. Please correct the side yard setbacks for the R3 /Old Town Overlay as shown on the site plan. The minimum setback is 5. However, cumulatively the side setbacks must add up to 15'. Please show this graphically on the site plan. 3. Lastly, a maximum of two feet of an eave is allowed within the setback. Please confirm that you meet this. Kevin Cricchio, AICP, WPIT � Associate Planner � Planning, Community &Economic Development Dept. City of Anacortes � P.O. Box 547 � 904 bth Street � Anacortes, WA 98221 360,293,1937 (work) I kevinc@cityofanacortes.org I www.cityofanacortes.org My incoming and outgoing email messages are subject to public disclosure requirements per RCW 42.56. All other plan reviews were accepted as submitted. a Please fill out the attached Plan Revision & Additional Cover Sheet along with a transmittal letter(s) stating the correction required, and how it was corrected, for each item, on each review, and address it to the appropriate party. You do not have to submit separate site plans, if all the items required in each review can be clearly and legibly shown on one site plan. If you have any questions, feel free to address them to the appropriate party. Best regards, Groc Fyrrce Building Inspector/Permit Technician City of Anacortes (360)293-1901 �� ta�Grccrt�%� c�lnzrnuirlttPf tiz��+rc�ir e�z�atiarz u�r{/��u�er-atto,�z My incoming and outgoing email messages are subject to public disclosure requirements per RCW 42.56. 2 Fyrrce, Groc From: Fyrrce, Groc Sent: Friday, September 22, 2017 5:42 PM To: 'Ken Olsen' Subject: RE: Permit review status Hi Ken, I sent the corrections. I forgot to mention that the contractor needs to obtain a business license from the City to do work here in Anacortes. Best regards, Groc Fyrrce Building Inspector/Permit Technician City of Anacortes (360)293-1901 W / /-��l�catcc.��: arec�ec�fcrc�itc�z, fJy incoming and ou�going email messages are subject to F�ubiic disclosure requirements er RCW ?2.56. From: Ken Olsen[mailto:ken@olsenassociates.net] Sent: Friday, September 15, 2017 4:17 PM To: Fyrrce, Groc <gfyrrce@cityofanacortes.org> Subject: Re: Permit review status Groc, Thank you ! To save time, please let me know when you are done, and I will come up to pick them up. Ken Olsen Associates � Architecture +Planning 360 399 1881 office 425 890 9415 cell info(olsenassociates. net Olsen Associates I Architecture + Planning i On Sep 15, 2017, at 3:57 PM, Fyrree, Groc <g_ rrcencityofanacortes.org> wrote: Hi Ken, I am hoping to have all the reviews done next week and send out the comments next week. Best regards, Groc Fyrrce Building Inspector/Permit Technician City of Anacortes (360)293-1901 i(�2, t�f�arrlr <r}�- r f�rranu�riliP tlrrir7/r e<lr�rstc i�, rcnr/e�rcvcrlifi7 h�\/ Ir�COR'll"1✓ anGl OUiyUln9 e"Tlali n"1e55a�+e 5 are SLI�J�a_Ci iu �:11i%IIC �IS��OSi.11"e reGuilements tier RC1N 42.55_ From: Ken Olsen [mailto:ken@olsenassociates.net] Sent: Friday, September 15, 2017 2:48 PM To: Ingalls, Paul <pauli@cityofanacortes.org> Cc: Fyrrce, Groc <gfyrrce@cityofanacortes.org> Subject: Permit review status Dear Paul and Groc, I just want to check in on the permit review for the Norgaard Residence addition at 1911 1 Oth Street, which was submitted on September 01. We are just trying to predict some scheduling. We, the architects, are leaving for a bit of time off on October 2, and hope that during the week of September 25 we might be able to respond to any comments you may have. I appreciate any help you can give in that regard. Thank you, Ken Olsen Olsen Associates � Architecture +Planning 360 399 1881 office 425 890 9415 cell info olsenassociates.net Olsen Associates I Architecture + Planning r� Olsen Associates I Architecture + Planning September 26, 2017 Mr. Groc Fyrrce, Bung Inspector City of Anacortes Planning and Community Development Department PO Box 547 Anacortes, WA 98221-0547 RE: Permit - 1911 1 Oth Street Remodel and Addition a 3 SEP 2 G 2017 �I OFAINAGORTES We herewith submit two complete revised plan sets and a revised WSEC Prescriptive Compliance worksheet for your further review. We hope that these revisions to the plans are satisfactory to the City, and that a permit can be issued in short order. Please be advised that the office of Olsen Associates will be closed from October 02 to October 25. During this time, please contact the owners, Steven and Kate Norgaard, with any correspondence relating to this project. Their contact information is as follows: Steven and Kate Norgaard 1911 10t' Street, Anacortes, WA 98221 Tel: 206 683 3365 e-mail: katnorgaard@comcast.net As requested, the following corrections have been made to the Permit Set: Building Department 1. Building height at front of house Public Works Department 1. Driveway width at street 2. Frontage improvements not required 3. Disconnect storm water from sanitary sewer Planning and Zoning Department 1. Lot dimensions per survey 2. Side yard setback notations to total 15' 3. Eave dimensions Sheet WCE Report page C, item 6 (*2) WCE Report detail B and C (*2) Sheet GO.1 Sheet G0.1 Building notes #3, A1.2 Sheet A2.2 W-E Section Sheet A1.2 Sheet A1.2 Sheet A0.1 N/A Sheet A0.1 Sheet A0.1 Sheet A0.1 Sheet Au. 1, A1.3 *1 WSEC Credits This proposed addition of 352 square feet is less than 500 square feet of conditioned space, therefore it requires only 0.5 credits to comply with Table R406.2 Per the Prescriptive Energy Code Compliance requirements the following Credits are taken from Table R406.2: 5b, Efficient Water Heating: Rinnai tankless hot water heater at 85% AFUE = 1.0 credit A revised worksheet is attached (dated September 27), and the water heater is noted on Sheet A 1.2 as "Tankless HWH" in the Utility room. *2 Response from West Coast Engineering: Item #73 1 have stated the design compliance with 2015 IBC in my specifications under the Paragraph 6. Item #8: When I do design according to IBC, I do not need to comply with the 1RC requirements, especially when deck is enclosed on three side and all connections are detailed (detail 13 and C) _ IRC requirements for deck connections are for prescriptive design, and try to assure to prevent deck separating from the structure. I have tried to talk to the inspector, but left only a message_ I hope this would resolved if I could talk to the inspector. Ken Olsen, Principal Olsen Associates I Architecture +Planning PO Box906 / La Conner / WA 98257 360.399.1881 info@olsenassociates.net www.olsenassociates.net Fyrrce, Groc From: Ken Olsen <ken@olsenassociates.net> Sent: Friday, September 22, 2017 7:30 PM To: Fyrrce, Groc Subject: Re: Permit review status Groc, Thank you. We will work on these on Monday and get them back to you asap. We have noted the licensing requirement to the contractor and client. Must that occur prior to issuance of the permit? Ken PS. Also, please note, your letter of 21 Ken Olsen 504 E. Fairhaven Ave Burlington, WA 98233 September is addressed a follows: I have no such address, and do not know where it may have come from. Our address is: Olsen Associates � Architecture +Planning PO Box Wo La Conner, WA 98257 Olsen Associates � Architecture +Planning 360 399 1881 office 425 890 9415 cell infoCcD,olsenassociates,net Olsen Associates I Architecture + Planning On Sep 22, 2017, at 5:41 PM, Fyrrce, Groc <g_fyrrce(a�cityofanacortes.org> wrote: Hi Ken, I sent the corrections. I forgot to mention that the contractor needs to obtain a business license from the City to do work here in Anacortes. 1 Best regards, Groc Fyrrce Building Inspector/Permit Technician City of Anacortes (360)293-1901 �k' w tr=��cta�/e4"1' 11?'"Af , er��rt�trajl aa�alc<=c�er-attc r. fVfy incoming ar,d outgoing e�riail massages are subject to public disclosure rec7�_�ire,rienis per- r.C1rJ From: Ken Ken Olsen[mailto:ken@olsenassociates.net] Sent: Friday, September 15, 2017 4:17 PM To: Fyrrce, Groc <gfyrrce@cityofanacortes.org> Subject: Re: Permit review status Groc, Thank you ! To save time, please let me know when you are done, and I will come up to pick them up. Ken Olsen Associates � Architecture +Planning 360 399 1881 office 425 890 9415 cell info(moIsenassociates.net Olsen Associates I Architecture + Planning On Sep 15, 2017, at 3:57 PM, Fyrrce, Groc <gfyrrce(a�cityofanacortes.org> wrote: Hi Ken, I am hoping to have all the reviews done next week and send out the comments next week. Best regards, Groc Fyrrce Building Inspector/Permit Technician City of Anacortes (360)293-1901 2 •��lszf-tc�>=�c�a��Gc� cciJiriuldzCti�i tfir�rr ff e���eccttciz c��ti/c-���el=atic-n My incoming and outgoing email messages are subject to Public disclosure requirements per MCA 4256. From: Ken Olsen[mailto:ken@olsenassociates.net] Sent: Friday, September 15, 2017 2:48 PM To: Ingalls, Paul <pauli@cityofanacortes.org> Cc: Fyrrce, Groc <gfyrrce@cityofanacortes.org> Subject: Permit review status Dear Paul and Groc, I just want to check in on the permit review for the Norgaard Residence addition at 1911 1 Oth Street, which was submitted on September 01. We are just trying to predict some scheduling. We, the architects, are leaving for a bit of time off on October 2, and hope that during the week of September 25 we might be able to respond to any comments you may have. I appreciate any help you can give in that regard. Thank you, Ken Olsen Olsen Associates � Architecture +Planning 360 399 1881 office 425 890 9415 cell infoCcD,olsenassociates,net Olsen Associates I Architecture + Planning, 3 Site Address ct lb ` Pro e ode I IkJd(w�i Project Inter-C�epartmental Plan Revievw Tracking