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Permit File BLD-2018-0319 3932 Rock Ridge Parkway
0 ' r :. kYn� p CERTIFICATE OF OCCUPANCY This is to certify that the below listed building or structure has been inspected and occupancy is hereby authorized: Description: New Single Family Residence Location: 3932 Rock Ridge Pkwy Owner: Doug Griffith Constructed by: Strandberg Construction Building Permit #: BLD-201&0319 Date issued. June 20th, 2018 Use Zone. R2 Dated: May 8th, 2019 Authorizing Official. C I T Y O F A N A C O R T E S A S B U I L T DATE: Z 7 CONTRACTOR: 5%r toBoz l LOT ADDRESS: S 9 3 2 P o uc 2, .o c#yj/ .o� pftrL,c ,Zkq PLAT/DIVISION: 7�4 S'L#„4 M'r % ' )tj : IV PERMIT NUMBER: LOCATE STREETS ON CyF MAP `SANITARY SEWER STORM SEWER BLOCK: Lricchio, Kevin From: Sent: To: Cc: Subject: CriCChlo, Kevin Friday, June 8, 2018 9:20 AM jim@sykorahomedesign.com' Kramer, Steve; Fyrrce, Groc; Ingalls, Paul BLD-2018-0319, 3932 Rock Ridge Parkway RE: BLD-201&0319, 3932 ,Rock Ridge Parkway I have completed my review of your building permit application to construct a residence at 3932 Rock Ridge Parkway. A few revisions are needed as follows: 1. Show all property dimensions for each property line on the site plan per the recorded plat. 2. Show average original grade on the elevations and how you are complying with the 35' maximum permitted height in the R2 Zone. 3. A geotechnical report is needed for the proposed residence as the site abuts a steep stope. The report needs to address the setback from the edge of the slope which needs to be reflected on the plans. Additionally, the report needs to list required and suggested best management practices. Kevin Cricchio, AICP, WPIT � Associate Planner � Planning, Community &Economic Development Dept. City of Anacorfes P.O. Box 547 904 6'h Street Anacortes, WA 98221 360.293,1937 (work) kevinc@cityofanacortes.org www.cityofanacorfes.org My incoming and outgoing email messages are subject to public disclosure requirements per RCW 42.56. 7 j BUILDING PERMIT APPLICATION REVIEW: C )t DATE: PERMIT#: SITE ADDRESS: OL C k 1 3� SURVEYED SITE PLAN: yes ❑ no • Does site plan & dimensions match surv4yes ZONING DISTRICT.2 • Is the land use permitted in zone CRITICAL AREAS: l yes V) CS7`6 PARCEL #: 3/3 no 5� 1b�> ❑ no • Is any critical areas: Gated either on the subject property or within 300 feet yes ❑ no SHORELINE JURISDICTION: • Elyes Jno • Shoreline Environment: Setback from OHWM: • Is the land use permitted in environment IMPERVIOUS SURFACE MAXIMUM: � -�-�' MINIMUM SETBACKS: 5 ao MINIMUM LANDSCAPING: ;MINIMUM # OF TREES MAX LOT COVERAGE: 101ceeJ 35°I� MAX PERMITTED HEIGHT: OFF-STREET PARKING: EASEMENTS: :S'j, ❑ yes ❑ no S Print Window Pagelofl Parcel Number P133953 Details for Parcel: P133953 Jurisdiction: ANACORTES Please contact the city of ANACORTES for ANACURTES zoning information. Documents scanned and recorded by the Auditor's office Document scans of excise affidavits XreflD 6D46-000-006-0000 mooning Designation: Recorded Docurnenis Excise Affidavits Quarter Section Township Range NW 26 35 01 Owner Information Site Addresses) Map Links GRIFFITH REVOGABLE TRUST 3932 ROCK RIDGE PARKWAY Open in iMap GRIFFITH RAYMOND DOUGLAS TRUSTEE Anacortes, WA (Jurisdiction, State) Assessor's Parcel Map: GRIFFITH PATRICIA TOLLETT TRUSTEE Zip Code Lookup � Site Address Information PDF � DWF PO BOX 1813 ANACORTES, WA 98221 Current Legal Description Abbreviation Definitions (0.2295 ac) LOT 6, PLAT OF ROCK RIDGE SOUTH PHASE 4, RECORDED NUVEMBER 6, 2017, UNDER SKAGIT COUNTY AUDITOR'S FILE NO. 20171106D065. 2017 Values for 2018 Taxes* Building Market Value $.DO Land Market Value +$19,500.00 Total Market Value $19,500.00 Assessed Value $19,500.00 Taxable Value $19,500.OD Sale Information Deed Type WARRANTY DEED Sale Date 2017-12-19 Sale Price $389,000.00 * Effective date of value is January 1 of the assessment year (2017) 2018 Property Tax Summary 2018 Taxable Value $19,500.00 General Taxes $204.39 Special Assessments/Fees Total Taxes $204.39 Legal Description at time of Assessment 'Land Use WAC 458-53-030 Neighborhood (21AVIEW) ANACORTES VIEW RESIDENTIAL Levy Code 0900 Fire District School District SD103 Exemptions Utilities Acres 0.23 Improvement 1 Attributes Summary Building Style SINGLE FAMILY RESIDENCE Year Built Foundation Above Grade Living Area Exterior Walls Finished Basement Roof Covering *Total Living Area Heat/Air Conditioning Unfinished Basement Fireplace *Total Garage Area Bedrooms Bathrooms For addiSona/ information on individual segments see Improvements fob * 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/ 6/8/2018 sykorahomedesign@gmail.com From: Sent: To: Cc: Subject: CriCClllo, Kevin <kevinc@cityofanacortes.org> Friday, June 8, 2018 9:20 AM jim@sykorahomedesign.com Kramer, Steve; Fyrrce, Groc; Ingalls, Paul BLD-2018-0319, 3932 Rock Ridge Parkway RE: BLD-2018-0319, 3932 Rock Ridge Parkway I have completed my review of your building permit application to construct a residence at 3932 Rock Ridge Parkway. A 4' few revisions are needed as follows: 1. Show all property dimensions for each property line on the site Ian per the recorded lat. p p Y p p Y p p p 2. Show average original grade on the elevations and how you are complying with the 35' maximum permitted height in the R2 Zone. 3. A geotechnical report is needed for the proposed residence as the site abuts a steep stope. The report needs to address the setback from the edge of the slope which needs to be reflected on the plans. Additionally, the report needs to list required and suggested best management practices. Kevin Cricchio, AICP, WPIT � Associate Planner � Planning, Community &Economic Development Dept. City of Anacortes P.O. Box 547 904 6'h Street Anacortes, WA 98221 360.293.1937 (work) kevinc@cityofanacortes.org www,cityofanacortes.org My incoming and outgoing email messages are subject to public disclosure requirements per RCW 42.56. L �KH/ i June 18, 2018 Kevin Cricchio Associate Planner City of Anacortes RE: Building Dept. Review, Building Permit Application: BLD-2018-0319, 3932 Rock Ridge Parkway Kevin, I have incorporated the addition information you requested. Below is a detailed list of the updates: 1. Added information to show the compliance with the 35' height restriction from average of original grade. This shows on page A14 -West Elevation. I will bring in an updated page to include in the plan. 2. Dimensions were added to site plan property lines to match the recorded plan map. 3. I have included a Geo-Tech report that addresses the steep slope and related setbacks. I have included more labels on the site plan to clarify the setbacks. Please let me know if you have any other questions. Jim Sykora Sykora Home Design 360-929-4639 jim@sykorahomedesi�n.com PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT RESIDENTIAL BUILDING PERMIT APPLICATION Mailing Address: P.O. Box 547, Anacortes, WA 98221 Office Location: 904 6th Street, Anacortes WA 98821 Phone: (360) 293-1901, Fax: ( L60�, 293-1938, ; PLEASE REFER TO THE RESIDENTIAL B UILDING PERMIT CHECKLIST BEL FOR SUBMITTAL REREM PROJECT ADDRESS (StreetSuite #): , 2 O R �R PARCEL(S) #: 1 yy �� 3 5 'da , ,6 Subdivision/Lot#: PROJECT VALUATION: $ P�DCA4 P tA5E 4 LOT G !to APPLICANTa Phone: OU 'r17INMCIA erg4FFInA Address (Street, City, State, Zip): E-Mail Address: PROPERTY OWNER: Phone: ADU fi %?AT1ZNet1n 61MxffITA Address (Street, City, State, Zip): E-Mail Address: Ro• Box l b uto m5 VA q6 zz CONTACT PERSON: Phone: �J I m Kej 9A S&0� 429 -4 03q Address (Street, City, State, Zip): /&W3 YOUN4WvrV9R oN 1AA 782075 E-Mail Address: j' ism LENDING AGENCY: Phone: Address (Street, City, State, Zip): E-Mail Address: CONTRACTOR:* Phone: 5MANIDEPalt C0)V5MVCT16A1 D- 2q s' 7 3( Address (Street, City, State, Zip): PZ ►0. Y E I ANiptcole rc5 E-Mail Address: *All Contractors &Subcontractors must have a valid City of Anacortes Professional License #: Exp. Date: business license prior to doing work in the City. Contact the City's Finance Department at (360) 2994968. Business License #: Exp. Date: PROPOSED WORK: NEW 5Fe oN DZvEtoPED Lor. PROPOSED NEW SQUARE FOOTAGE* Basement SQ': 1, ( $ ( X Finished Basement: ❑ Unfinished Basement I" Floor SQ': 21041 Garage /Carport SQ': 110140 2°d Floor SQ': Deck/ Covered Porch/ Patio SQ': 281 Fire Sprinkler: ❑ Yes ❑ No j $ p Lot Area SQ': q 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: j i m 5YKoitA Owner ❑ Agent Vi�(specify): Signature: I�M� jugn& Date: $ • Zl - ► 8 u Page 1 of 3 Existing Impervious SQ': 0 IMPERVIOUS SURFACE AREA. New Impervious SQ': $ :5 04 Total Disturbed Land/Soil SQ': j q 7,3 Total Proposed: Cut: Fill: New hard surfaces (pervious & impervious) 95 3c4 Land converted from native vegetation to lawn or landscaping SQ' 2 & t q Land converted from native vegetation to pasture SQ' Equipment Type: Appliance/Equipment Information (new and relocated): Total #: Furnace: Gas #: Elec #: Other #: Gas Water #: ! Location(s): Heat Pump: Elec #: Other #: Air Conditioning: Elec #: Other #: Boiler: Gas #: Elec #: Other #: BTUs: Exhaust Fans: Bath #: ,�j Laundry #: Other: (p Range Hood: #: l Location(s): 6GirGHEN t Fireplace: Gas #: Elec #: Other: #: Location(s): &IzEAr p.00mI Clothes Dryer: /Duct: Gas #: N Elec #: Other: #: Location(s): LAvtme q l Stove/Range/Oven: Gas #: ( Elec #: Other: #: Location(s): Klr¢,I+r.W Gas Outlet(s): #: l Location(s): $ �Euc Other: #: Location(s): PLUMBING Fixture Type (new and relocated): Total #: TOTAL OUTLETS: FIXTURES. Fixture Type (new and relocated): 3 Total #: Water Closet (Toilet): Refrigerator water supply (for water/ice dispenser): 0 Kitchen Sink: Pressure Reduction Valve/Pressure Regulator: Utility Sink: ( Water Service Line: Tub: Water Piping: Hand Sink: (p Clothes Washer: Shower: ?j Electric Water Heater: Tank -less? Yes ❑ No F Dishwasher: Backflow Prevention Device: Hose Bib: G(^ Other: TOTAL OUTLETS: Z ( TOTAL OUTLETS: 2, Page 2 of 3 l �'0S PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT RESIDENTIAL BUILDING PERMIT CHECKLIST MailingAddress: P.O. Box 54/, Anacortes, WA 98221 Office Location: 904 6th Street, Anacortes WA 98821 Phone: (360) 2934901, Fax: (360) 293-1938 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. 1. Handouts and Standard Details maybe found on the City's website at www.cityofanacortes.or� 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. Page 3 of 3 PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT Mailing Address: P. O. Box 347, Anacortes, WA 98221 Office Location: 904 0 Street, Anacortes WA 98821 Phone: (360) 2934901, Fax: (360) 293-1938 February 11, 2019 Griffith Revocable Trust Griffith Raymond Douglas Trustee Griffith Patricia Tollett Trustee RE: Permit BLD-2018-0319 Address: 3932 Rock Ridge Parkway Anacortes, WA 98221 Dear Sir: The City of Anacortes requires a Drainage BMP Facility Maintenance Covenant for your project. In order to provide a final certificate of occupancy on your project please take the following actions. 1. Read and sign the attached Drainage BMP Facility Maintenance Covenant 2. Have the signed covenant recorded by the Skagit County assessor's office. 3. Return a copy of the recorded document to the City of Anacortes Building Department. A certificate of occupancy or final approval cannot be issued until the recorded covenant is received by the City of Anacortes. Thank you for your attention on these matters and I look forward to working with you on this project. If you have any questions please do not hesitate to contact me at (360) 299-1957 or by e-mail at daviddCcDcityofanacortes.org Sincerely, David Diamond Building/Storm water Inspector davidd(cityofanacortes.org Office (360) 293-1901 My incoming and outgoing email messages are subject to public disclosure requirements per RCW 42.56 Residential Building Air Leakage Test (Blower Door Test) Results Permit #: L#;, (i t . Tk House address or lot number: 3 3 Z iN © (,,. rl R iYM Z r /1 Love City: 11 C� C. b , t-e") Cond. Floor Area (ft2) 3ZLZ Source (circle one): Ian Age of house: Estimated Measured Results shall be reported as Air Changes per Hour at 50 Pascals (ACHso) and shall be calculated as follows: ACHso = (CFM50 x 60)/ Volume Where: CFM50 =Blower door fan flow at 50 Pascal pressure difference Volume = Conditioned Floor Area of the housing unit x ceiling height Blower Door Test Result: / S ACH50 CFM@50Pa Ring (circle one if applicable): Open B C Blower Door Fan Location: � ��' Ci � L d ua : Weafher Conditions: � LG � i<� I certify that these blower door results are accurate and determined using standard industry protocol. Company Name: !✓�an& y J r'�e4;�q / I Technician Signature: ���*C �' 2012 Washington State Energy Code reference: Technician: �L'I'l Phone Number: 4 Z� � �1 R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, and � 5 air changes per hour in Climate Zones � through 3. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. "Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. Once visual inspection has confirmed the presence of a gasket (see Section 502.4), operable windows and doors manufactured by small business shall be permitted to be sealed off at the frame prior to the test. Duct Leakage Affidavit (New Construction) Permit House address or lot number: 3 13 L R ��� ��: dr7 z r�l� City: Cond. Floor Area (ft2): Source (circle one}: la Estimated Measured ❑ Duct tightness testing is not required. The total leakage test is not required for ducts and air handlers located entirely within the building thermal envelope. Ducts located in crawl spaces do not qualify for this exception. Air Handler in conditioned space? ❑yes ®no Circle Test Method: Leakage to Outside Air Handler present during test? [�'j yes ❑ no al Leakage Maximum ducf leakage: Post Construction, total duct leakage: (floor area x .04) = I L $ CFM@25 Pa Post Construction, leakage to outdoors: (floor area x .04) = CFM@25 Pa Rough4n, total duct leakage with air handler installed: (floor area x .04) _ Rough -In, total duct leakage with air handler not installed: (floor area x .03} _ Test Result: f Ec CFM@25Pa Ring (circle one if applicable): Duct Tester Location: / ^n 5 at Open 1 2 Pressure Tap Location: CFM@25 Pa CFM@25 Pa 3 tZ ztu.^h /,�, I certify that these duct leakage rates are accurate and determined using standard duct testing protocol. Company Name: 11ovld' y✓ Technician: n6`v Technician Signature: kG Date: (7 Phone Number: Z4_ CC,69 Tim K. Garrison, P.E. CFILE onsulting Engineer coy 2316 Antone Way Anacortes, WA 98221 Phone: (360) 7084865 Time@TimKGarrison.com Structural Analysis: New Home at 3932 Rock Ridge Parkway, Anacortes, WA Client: Patricia Griffith Job Number: T18043 Building Design: Ti Sykora INDEX: Design Sketches Callouts and Tables Standard Specifications Calculations. Total No. of pages excluding cover sheet: Date: Apri123, 2018 1-0 J COI - C07Y B-G 2 2 2018 C 1- C20 1,1A 0 36 CITY OF M\IACOPTrl Notes, Disclaimers: ConstructionCalc, Inc. (CCI) takes responsibility only for items specifically addressed within this zeport 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). 20 I I I � I I � I � � I � � I I I I � I I � I I � I I I I � � I � I � I I I I I I Structural Plan: Upper Level Walls and Roof Framing 1/811 = 11 - Roof is 11RD, typo -Trusses and layout are OPA, typ - Exterior walls and pony walls at roof pop -ups are 1PW, except as noted. - Ledgers at lower roof to upper .shear wall are 80L, typo .(3' 3" - 2tl BQ.FT. "I j: b^-yb•_°' n°t 3. 9••� I 3Z T�RI FOAM AT 4 �y I f 'P 1/� I �� � ° . +...r — — — � ... RIMETER A4 If. _ I =� � 1 �Z�ttG3�� E Pr a I I':� • .:.a ,:$H :. .. y` - _ � I ` I ��jjl� �'��i�4 r � 73� 4 � .I„ RIGID FOAM AT ������', � ��' I I 4 �(f� — — — J PERIMETER I ! � •�.� L J ]' A4 b' ° � 2 b � �� �• .� � ` - I .�,- ��� � f' �C`— ® I, �.�.' .RUNDER SLABM.� � 7 ��$4' ••.. 1 _ I � "�/ I I� ' � .� ' . F. .� �� L'��`'' { 1 I I t ..: '•��•.. -� _• f I I �'� •I � •• RI61D FO MAT � I I �� - �� 11 PERIMET R I I f :. p; 1 I _ _ . I I �I �---------� -- ---- -- J ° i I. L- A�_ - lid ' � ✓ v } ,.... .... I `� t :..... .. ------ •i I �� Y r { � • , , I I I ,� 21h � 2•I�i 7.5° 2 I I I I �_� '. A4 I �,� 4� � r:�., ' 1 I. I I a '' . ' . •.�. . � �'e I I .. ..... '. -. i , ram; a-.—� I �. T ... ' .' . I I A4 A4 �� t po � ,. . rT------------� I I I I 6 MIL VISQUEEN � a I � A4 I �' � � �I I I I ��. w : e� ' u 1 p. I @ III I II � ;� 4 F�_ � �• ° r Aq �, � � MIL VlsauEEN — � I ` I •.. .' - - _ _• �. _. '" � � ' �'.I' �I GONLRETE PAD .: •, �O• �• I r��� I '� I —•—-----°----" - — '�J. 595a FT �p �— L---__—J— V--J I 4 I I 4 _ 'b -� �- I � .25,-5,. ��-�^ I N I cI - 6 BUGKOUT FOR ° ° � ' ' . I. • ° MAN DOOR. ° ° °.. o I 3�' O�� � ° ..°, ° •I°� I �• °.. ° ° ° .. .I�I i .. � '. ° ' . �, .. •. '• .... �..��'—�"' ,. •I .b .SLOPE GARAGE FLOOR •°• °" d •. .A4 I•� I A4 Structural Plan: Foundation, Lower Level '• • • ' • • ° • ° • • • • •• • •• ° • I I - Walls and Main Floor Fra�nin� 1/s° =1� LONLRETE PAD I ,I • ° • ' I � I - 3°SO.FT. I , I• ' • � '• ° � °•" � � I -Exterior walls are 1PW, typ. I I �. ° �° ° •• " .' - ° � ' • ' 'r I -All floor sheathing is 12FD, typ. I • I • ._ � • - ° ' . , r'. I - Floorjoists are OPA, typ. a I I °4 •'° , .° ° .' ° • " .• `. `I ' I -Stair framing per Arch and code min. A4 I I A4 � � °. i° i -Decking is 13DD, typ. I 1 • ' ° ' °• ' ' °• • °" °� • � i -Foundations and slabs are OPA exce t as noted. I I I .I ° .I ° .. °. °'.I d A4 I • i ' I A4 4 I 4 ;' SLOPE GARAGE FLOOR ° "• '. •' I I A4 A4 A4 � LP--°�—'. --v ----- --s-� a � s�3 Simpson Wood Shear D8 Wall, WSW S::'x6x' SD5 Heavy-lJuty • Connector screws (provided) installed from top. See Detail 4/SWS62 for spacing r quirerments , s Pufax 740 wood shim as Pejuired Atteenatc; Tap Connection SDS 'Za" X t3174" ided +with $VV$S Sir�npSol, Strong LTP4 or A36 freeing arogles uli length stud site �trGitg-'v4ra4! 3D Rake 1�'Val[ �4�p:ii.oafii©alr I lit t:r fr i. px r i li i jj; +ate 31 C� T lit'iEf x 64 �Mo o� PC 00 ��E-� 3 con 00 v x eta n � c.kr) Al bA i. CD CD �o ci -" to Itoco a 3 o� U Cd `^ Cc ct o F" � o U o c,. ,� o GO N z b rA on ao i co N N CA A a � 0 0 CJ 00 00 C b 3 r" oo -" 3 0 0 C3 v .. U cl 'b O ou • N N p 3 U � Fct P, N N Val Y G% ✓ .nl 11 on o .� y�j i .� cd �N �� �H �I �I �I �r� y CC ., es at U v EEO �' '^ N N N N N N al"at �r YE U Cd O �o 00 N ct "= � y N w 00 p M 0 ? '� N L • 0 i ... 0 on N s a 00 r" kn p+ 00 O Oh. O ..wa �o rn O O N (a.) v N i y U ° �" N C Headers Default header material is Doug Fir No. 2 or better 2x headers must be in tall orientation with flat 2x nailed at bottom in "L" configuration Default Trimmer, use 1, 2x stud or Simpson LUC hanger, each end. Default King Stud, opening 6-feet wide and less use 1, full height stud each end (plate to plate.) Default King Stud, opening wider than 6-feet, use 2, full height studs each end (plate to plate.) Callout Min, use Alt 1 min. use Alt 2 min., use Trimmer, each end (if blank use default above.) King Stud, each end (if blank use default above.) 20H 2x6, "L" config 4x6 21 H 2x10, "L" config 2- 2x8 4x8 22H 5x12 glulam 23H 2- 2x12 4x12 6x10 Cif Beams Default sawn material is Doug Fir No 2 or better. Default glulam, LVL, PSL materials - see Standard Structural Specs herein. Default wall connection: 3" bearing in pocket or on plate with min., 2 studs below. Default end post connection: LCE, ACE, EPCZ, ECCQ, or similar. Default corner post connection with mitered beams over: LCE4, LCE4Z, or RTC44. Default mid -post connection: LPCZ, PCZ, CCQ, or similar. Default beam to beam connection: HU, HUC, HUCQ or similar. Connector (if blank Callout Min., use Alt 1 min., use Alt 2 min., use use default, above) 30B 4xl0 3x7.5 glulam 31 B 5x16.5 glulam 5xl5, 241748 glulam. Connect to post at cantilever with CCQ. Connect to post at backspan with vertical 32B CS18 x 12 strap or similar for uplift. 40B 5x9 glulam 3x10.5 glulam 41 B 4x8 42B 4x12 PT 6x10 PT 43B 5x12 PT glulam HUCQ to 44B 5x18 PT glulam. Connect to post at cantilever with CCQ. Connect to post at backspan with 2- vertical 44B CS18 x 12 straps or similar for uplift. 45B 1.75 x 11.8 LVL 46B 2- 1.75 x 11.8 LVL Posts Default material is Doug Fir No 2 or better. Default bottom connection on plate: 2, FC or 2, A34 with screws, or 4, 16d face nails. Default bottom connection on beam: 2, FC or 2, A34 with screws, or PCZ. Default bottom connection on concrete: PB, or AB, or ABU, or ABW, or CBSQ Callout Mn.,ionnector n., use Alt 1 min., use (if blank use Alt 2 min., use default, above) 70P 2- 2x4 4x4 71 P 3- 2x4 2- 2x6 4x6 72P 3- 2x6 6x6 73P 6x8 PT 6x6 glulam PT col. 00 d A A j y N N O O U N 0 'O q � ryil � b0,0 �I O42 O O y 'C7 � MMU U 1�1 Pti �y1 o b3 'b U U O f�' 4. c 3 en os vs '3 ° '� u a in o 3 0 p N v y ty•.•. i•n .L M O 30 carn d rh 0Cd N ca o C � 0 O N O��° k .� wo s., rA V O y o =3a O A w 9 ' 3 0 u, rA o .3 0 3 w 3 3 SEEN!a N rn 3 i N ,_, pq 3 'tt O o mc°� 0 rA y •o o M M U w o a a II 3 a� w 3 oCZ cn a 14 � �° caoi W 3 vi U rA oA o . °" E w.�d b � � N O O$ ' rA �. k¢' s. y O O v N ^O N O .L : q u O ,Y O q '5W rMMMo ., +NO cq d Vl R. ti •.0 3 I ¢��`° r -dcd o � Po •'"r ryi ° , N O N :d V '' N '3 '�i Cd O 'd (21 15 go cd oa Z m ci .� . s o C o p ado y o vo +� �+ ° (414 a Q o ° 0 � '. � Z b � O c�a flr E� U � � �% V Pool 0 O O � V � � FACd .d O � bA bD .. ° N `r�"i Nril V q U '�' .��" y sa c�J O O ONopml bA q 00 OL ° '� o o o w r� A a 114 y .c .� ,� 0 c,3xd UaHv�c��d�o¢¢¢ „o3v� ov�ww33¢v�v�zaa v� v� 4 I a vi + 0 1 ��� 00MMMMMM,, I I m C o O OIsc r o a o on H o ti � N U N on C II a40i 0 O y U Ocu � S�. m d fL wc Y• O O• U Cam. � N _ Cd 3 wLn Wo O ¢n� o E ai U � N m Q N w~ M bq o WE en MOn Qi �U.: M „d " WE N . 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The designs herein are prepared in accordance with the 2015 IBC. Construction shall conform with the most recent building code adopted by the approving jurisdiction. Calculations. The calculations included herein are only those required to ensure compliance with code. We. do not intend to compute every structural element nor every load combination. Much of our analysis is "BI" By Inspection.) ABBREVIATIONS: A: Area AC: Asphalt Concrete BI: By Inspection E: Elastic modulus or Electrical (E): Existing CCI: ConstnictionCalc, Inc. CMU: Concrete Masonry Unit CO: Callout or Cleanout Conc: Concrete Cont: Continuous DF: Douglas Fir HF: Hem Fir HVAC: Heating, Ventilation, and Air Conditioning GW: Gypsum shear wall Gyp: Gypsum wall board GLB: Glulam Beam L• Moment of Inertia [BC: International Building Code ICF: Insulated Concrete Form IRC: International Residential Code K: Kip (1,000 lbs.) KSI: Kips per Square Inch LVL: Laminated Veneer Lumber LSL: Laminated Strand Lumber Lt: Left NA: Not Applicable NB: Not Bearing NIC: Not Included OC: On Center spacing OSB: Oriented Strand Board PCF: Pounds per cubic foot PLF: Pounds per Lineal Foot Ply: Plywood PSL: Parallel Strand Lumber PSF: Pounds per Square Foot PSI: Pounds per Square Inch PT: Pressure Treated with preservative PW: Plywood or OSB shear wall RC: Relative Compaction LIMITED SCOPE OF CONSULTANT'S WORK: REF: Reference, not actual REQ or Reqd: Required ROW: Right Of Way Rt: Right S: Section modulus SC: See Callout SD: Store Drain SIP: Structural Insulated Panel SK: Sketch SOG: Slab On Grade SPF: Spruce Pine Fir SS: Sanitary Sewer STAG: Shear Transfer Around Opening UNO: Unless Otherwise specified elsewhere V or v: Shear (lbs) or unit shear (plf) respectively W: Wall, full length WWF: Welded Wire Fabric Consultant. The consultant in responsible charge of the work indicated herein is Tim K. Garrison, P.E., doing business as ConstructlonCalc, Inc., hereafter indicated as "CCL" Scope of Consultant's Work. The scope of work of CCI is limited to structural analysis of a new single. family residence. CCI takes responsibility only for items specifically addressed in our drawings and calculations. Constructed items not specifically addressed herein shall be built per minimum code. CCI has not analyzed any other portion of the existing building, including but not limited to: foundations, beams, columns, walls, floors, floor framing systems, roof framing system, connections, etc. LOADS Following are the loads used for the subject design /analysis: O Roof live: 20 psf. O Interior wall dead: 7 psf O Roof+ ceiling dead: 15 psf O Seismic Factors: Ss= 1.104, S1= 0.438 O Roof snow: 25 psf O Seismic Des Category: "D" O Floor live: 40 psf O Wind Exposure `B', 3-sec gust: 120 mph, O Floor dead: 15 psf escarpment condition. O Deck live: 40 psf O Assumed allowable soil bearing pressure: o Deck dead: 10 psf. 21000 psf. O Exterior wall dead: 10 psf SINGLE PROJECT: The calculations, drawings, notes, specifications, and / or tables prepared by CCI are valid only for the project indicated herein. These documents are not valid, are not applicable to, and shall not be used for any other project at any other location. COMPETENT CONSTRUCTION PERSONNEL / SAFETY: Only competent personnel familiar with construction and safety practices germane to the project shown herein should be employed to assemble and construct the work. 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. MATERLALS AND METHODS: Provide and install all materials in accordance with manufacturer's requirements and recommendations. It is the contractor's responsibility to ensure all field personnel understand and adhere to this. TEMPORARY SUPPORT AND BRACING: General. Provide adequate temporary support to all walls, roofs, beams, columns, and floors during construction. Design of same is not included herein. 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. Retaining Walls. Do not backfill against retaining walls until concrete has cured to at least 2,500 psi (okay to use high early strength admixtures or additional cement in the mix to achieve this). For retaining walls that are to be connected at their top to horizontal floor diaphragms, do not backfill against the retaining wall until such horizontal diaphragms are in place and properly connected to the retaining wall. FOOTINGS, FOUNDATIONS, SLABS ON GRADE: Geotechnical Report: CCI is not aware of a geotechnical report for this project. CCI strongly recommends that a geotechnical report be performed by a qualified geotechnical engineer for all construction projects. Soils analysis and geotechnical engineering are not a specialty of CCI. CCI 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. In the absence of a geotechnical report CCI will make assumptions regarding soil parameters, however, CCI takes no responsibility or liability for future settlement, or damage or injury due to earth movement or failure of any kind. Structural Fill: "Structural Fill" shall be granular material conforming to local or state highway specifications for imported road base or sub base; or use sand or other clean granular materials no larger than pea gravel. All structural fill must be compacted per the following section. Non -Structural Fill: "Non -Structural Fill" is soil (native or imported) without: organic materials; rocks and lumps greater than 3" in any dimension; trash; and the like. If used as compacted fill, it must be compacted per the following section. Compaction: Place all fill materials in lifts not exceeding 84nches. Compact using mechanical (vibratory or impact) methods. In paved areas and under structures, use structural backfill compacted to 95% relative compaction. In non -paved or non -footing areas use structural backfill or native backfill minus rocks, lumps, and organic matter, compacted to 92% relative compaction. Where pipes enter and exit structures (distribution boxes, utility boxes, catch basins, manholes, etc.) use structural fill around the structure. Carefully place and compact to 95% relative compaction under and around all pipes. When roots, rocks, or other undesirable materials cause over -excavation, fill over -excavation and compact per the above. Foundations, Footings on Soil: All footings and foundations to bear on undisturbed existing soil or structural fill. All organic and deleterious material beneath footings and foundations to be removed and replaced with structural fill. Bottom of footings to be below locally prescribed frost zone, not less than 12". Foundations, Footings on Rock: Where footings bear on rock, clean the rock free of loose rock, dirt, moss, debris, or other deleterious substances. Pressure wash as necessary. Use bonding agent prior to pouring concrete on rock. Where rock is sloped less than 3:1 (1°rees), no dowels into rock are necessary. Where rock is sloped 3:1 (1°rees) or greater (up to 45-degrees max), use #4 x 18" long dowels rotohammered min., 8" into solid rock. Rotohammered holes to be ''/2" diameter, perpendicular to face of rock. No epoxy is necessary. Dowels to be located as follows: O For continuous footings, use dowel within 6" of ends, corners, and intersections and at 36" OC max spacing. Dowels to be centered on stemwall. O For pad footings, use three dowels spaced 8" apart, centered on footing. If dowel is too long to fit in footing, bend as necessary to provide 2" cover at top and / or side(s). Slabs on Grade. Subgrade below slabs shall be similar to the above. A layer of free draining material and a suitable vapor barrier (designed by others) are recommended for all interior slabs. Footing Drains. Footing drains, with washed drain rock or Mira Drain or equivalent extending to finished grade, shall be provided at the base of all footings and retaining walls which will have earth placed against them. Footing drains shall be 4" perforated pipe routed downgradient to daylight, unless otherwise specified. STANDARD CONCRETE: Standard Concrete. Concrete for footings, slabs, and walls shall attain a minimum 28 day strength of fc = 2,500 psi unless otherwise noted on Plans. Minimum cement content = 5 sacks per cubic yard. Maximum water/cement ratio shall be 0.45. All materials shall be in accordance with ACI 318, latest edition. Mixing and placing of all concrete to be in accordance with IBC and ACI 304, latest edition. Admixtures. Industry recognized and approved admixtures affecting set time, flowability, and / or waterproofing may be used provided the strength and durability of the concrete is not adversely affected. Air Entrainment. Provide 5% air entraining in all concrete exposed to the earth or weather. Fly As High quality fly ash or other natural pozzolan may be used in accordance with ASTM C618 with a corresponding reduction in cement content. Any such concrete shall obtain at least the strength and durability characteristics as Standard Concrete listed above. CONCRETE REINFORCING. Strength: Standard Footings, Stem walls, Slabs on Grade. Reinforcing bars (rebar) for standard footings, stem walls, and slabs on grade shall be grade 40 (Fy = 40 ksi) or better, unless otherwise specified in the Plans. Strength: Retaining Walls and other Structural Elements. Reinforcing bars (rebar) for retaining walls retaining more than 4-feet of soil and their footings, and for structural beams, structural columns and the like shall be grade 60 (Fy = 60 ksi) unless otherwise specified in the Plans. Splicing, Bending. All reinforcing shall be spliced, detailed, bent, and supported in accordance with the most recent ACI code adopted by the jurisdiction. Welded Wire Fabric. Unless otherwise specified, welded wire fabric (WWF) shall be W2.9, 6"x6" (6 Ga.), ASTM A-185. Splice by lapping one mesh +2" all sides. Cover. Provide the following minimum cover: Footings and other unformed surfaces, distance from the bar to earth face ...3" Formed surfaces in direct contact with earth ......2" Surfaces exposed to salt water ...........................3" For slabs on grade, center the reinforcement in the slab unless otherwise specified. BOLTS AND DOWELS IN CURED CONCRETE: General. This section shall apply to bolts and dowels installed in cured concrete using rotohammer techniques. Minimum concrete embedment = 44nches unless otherwise specified. Minimum distance to any edge or end of concrete = 3" from hole centerline unless otherwise specified. Existing Reinforcing. It is important that no existing rebars are drilled or cut during rotohammer operations. Location of existing reinforcing bars may be by non-destructive methods (pachometer, radar, or similar). Washers. Use 3"x3"x.229" washers on all wood mud sill anchor bolts. Such washers may be slotted, with plate washer under the nut as allowed by the IBC. At non -mud sill locations, smaller washers may be used. Use a steel plate or malleable iron washer under nuts and the heads of all bolts that connect wood. Non -Epoxy Systems. Use Simpson Titen HD where shown in the Plans. These anchors may be used to resist tension loads and shear loads. Install per manufacturer's recommendations. Epoxy stems. For bolts, use Simpson epoxy -tie bolt system with ET -HP or SET high strength epoxy, with zinc plated, A307 `all -thread' bolts as shown in the sketches. For dowels, use ET -HP or SET high strength epoxy and rebar as specified on the Plans and Callouts. Drilling of holes and installation shall be in strict accordance with epoxy manufacturer's recommendation. CONVENTIONAL WOOD FRAMING: General Construction: Predrill all nail holes where required to avoid splitting. Connect all wood members per the Plans and applicable building code. Where Structural Plans do not specifically address a structural element, construct said element per minimum building code. Framing Material. All sawn framing lumber, not including beams, posts, and columns, shall be Spruce Pine Fir, Hem Fir, or Douglas Fir - Larch, Number 2 or better, unless otherwise shown. All sawn wood shall have moisture content less than 25%. Beams and Posts. All sawn structural beams, headers, and posts shall be Doug Fir Larch No 2 or better, except where exposed to weather and specified as PT (Pressure Treated) may be Hem Fir No. 2 or better. Glulams, PSLs, LVLs, etc. shall be per Prefabricated Wood Products section below. Nails: Nails called out herein are "common" sizes, i.e. 16d, 12d, IOd, 8d. Smaller diameter, similar length nail gun nails may be substituted provided 50% more nails are used. For example if 8, 16d are called out, the number of similar length .131 diameter nail gun nails required is 8*1.5 = 12. As another example if 16d nails are called out at 4" spacing, the spacing of similar length, narrower nail gun nails shall be 4/1.5 = 2.7. Shear Walls: Walls called out as shear walls on the Plan shall be constructed per the Structural Shear Wall Table herein using materials designated for lateral load resistance by nationally -approved manufacturers. All shear walls must be positively connected at top and bottom to diaphragms. Walls not specifically called out, or labled "NS" are not intended as shear walls and shall be built per minimum code. Sheathing. "PW" walls, use plywood or OSB, minimum thickness and nailing as indicated in Shear Wall Table, oriented either direction. "GW" walls are drywall shear walls, use per Shear Wall Table. Sheathing Joints. Use blocking behind joints if indicated in the Shear Wall Table. With "PW" and "GW" walls, no sheathing joints are allowed within 2-feet in any direction of a door or window corner. Multiple Ply Members. Trimmers, King Studs, Headers. Where more than one 2x is placed against another and used as a multiple ply king stud, trimmer, or header, connect all plies with 16d at 4" OC, staggered. Beams, Columns. Where more than one 2x, or LVL, or LSL is placed against another and used as a multiple ply beam or column, connect all plies with glue and 2, 16d at 4" spacing. Glue. Where specified, wood glue shall be commercial grade with minimum shear strength of 450 psi at 28 days. Use Liquid Nails LN-940 or equivalent. Prep and apply per manufacturer's recommendations. Window and Door Openings. Header. Use minimum size as called out on Plans. All headers shall be installed with their tall dimension vertical. If header is less than 3 inches wide (I.E. a single 2x or single LVL) use a flat 2x nailed to the bottom of header in an "L" configuration with 16d at 4" max spacing. If no header is specified, the wall is assumed non -load bearing and wall top plate may serve as the header. Multiple Adjacent Openings. Where adjacent door or window openings occur in a wall, headers for each opening shall be individual members with full -height king studs between them. Each header shall use the number of king studs specified below or in the Structural Callouts. Trimmers, aka Jack Studs. Use size (or larger) per Structural Callouts. Concealed flange hanger of similar bearing length and capacity may be substituted for trimmer. King Studs. Unless otherwise shown on Plans use the following. These must be full -height, bottom plate to top plate, IE diaphragm to diaphragm. * Opening less than 6' wide — use min., one king stud each end of header. * Opening 6.1' wide to 9' wide — use min., two king studs each end of header. * Opening 9.1' wide to 16' wide, use min., three king studs each end of header. Discontinuous Top Plate. Where wall top plates are cut, omitted, or otherwise discontinuous at a header, the end of the header shall be connected to the remaining top plate beyond with a horizontal CS18 strap with minimum 12" length on the header and 12" length on the top plate beyond. Strap may be on top, inside, or outside of wall. Anchor Bolts. Shear wall anchor bolts connecting mud sills, use 5/8" diameter x 8" min embedment at the spacing shown in the Plans but never greater than 60" OC and within 12" of ends and corners, with 3" x 3" x .229" steel washers, wrench tight. Wet set anchor bolts shall have a hook or head on the embedded end. Rotohammered anchor bolts at the same spacing may be used in lieu of wet set - see specifications in 0 previous section. An alternate to wet -set anchor bolts and washers may be Simpson MASA or MASAP at the same spacing specified for wet set anchor bolts. Non -shear wall anchor bolts shall be spaced a maximum of 72-inches and within 124nches of ends and corners and shall be fitted with 2" steel plate washers. Use either 1/2" diameter x 8" min embedment wet - set, or 1/2" Titen HD with 4" min embedment. Non -shear wall anchors may be 0.145" diameter powder -actuated pins with 14/2" min concrete embedment, at 16" OC, unless otherwise shown. Blocking / Bridging. Provide continuous blocking at all bearing locations. Provide full depth bridging or blocking at 8' OC max. in joist or rafters without continuous plywood diaphragm connection on the top . Framed floors which support posts shall be solidly blocked within the floor cavity to positively transfer post, column, or other concentrated loads through the floor to the supports beneath. PRE -FABRICATED FRAMING CONNECTORS: Manufacturer: Simpson brand is specified, however any other nationally recognized brand may be used provided that they are equivalent in their ability to carry all applied loads in all orientations. Installation: The Contractor shall install all prefabricated items in strict accordance with the manufacturer's recommendations and requirements. The load carrying capacity of the prefabricated item cannot be guaranteed if this provision is not adhered to. Nails and screws which will be exposed to weather shall be galvanized or stainless steel. If installation risks cracking of wood, contact engineer for alternate nailing and / or alternate connector. PREFABRICATED WOOD PRODUCTS: Prefabricated Trusses. Where shown on the plans, all prefabricated structural roofing members shall be designed by a certified professional engineer. The prefabricated structural roofing designer shall provide to the Contractor stamped design drawings with appropriate notes showing member sizes, forces, installation procedures, blocking, bracing, etc. Engineered Wood — General. These products must be provided, stored, and installed in accordance with manufacturer's recommendations. Failure to do this may void the warranty and diminish load carrying capacity. Any nationally -recognized brand that meets the below specifications is acceptable. I-beam Composite Web / Flange Joist Products. The contractor shall install the I4oist products complete with web stiffeners and other blocking / bracing as shown on the Plans and / or as recommended by the manufacturer. PSL (Parallel Strand Lumber) and Versa -Lam. Use minimum 2.OE, 2,900 psi minimum allowable bending stress. LVL (Laminated Veneer Lumber). Use minimum 1.9E, 2,600 psi minimum allowable bending stress. LSL (Laminated Strand Lumber). Use minimum 1.3E, 1,700 psi minimum allowable bending stress. Glue -Laminated Timbers. Unless otherwise noted, all glulam beams shall be 24F-V4 DF/DF. Any that span continuously over one or more interior supports or are cantilevered, use 24F-V8 DF/DF. Use industrial appearance grade, unless visually exposed to interior living space use architectural appearance grade. Pressure Treated (PT) glulams shall be not less than 10% weaker than the above in bending, shear, and modulus of elasticity, using suitable wood species for pressure treating. All glulams shall be manufactured by an AITC approved fabricator. Store and install in accordance with manufacturer's recommendations. Tim K. Garrison, P.E. Consulting Engineer C.l 2316 Antone Way Anacortes, WA 98221 Phone: (360) 708-1865 TimG@TimKGarrison.com G �- Structural Design Loads = IBC 2015 & ASCE 7=10 Seismic Calculations - Per ASCE 7=10 ProjectjQ&O&*CPtjf 44 Job No t18043 Date 4/19/18 Location,3932 Rock Ridge Parkway, Anacortes, WA USGS 0.2 Second Response Ss =1 1.054 % of gravity USGS 1.0 Second Response St = 1 0.414 1 % of gravity No. of stories above ground lev. i Two stories Site Class Very Dense Soil & Soft Rock, C Risk Factor Comm'l, Industrial, Residential Med Hazard, II �' Eauiy Lateral Force Method Seis importance, IE = 1,00 Structural System Bearing wall - wood or light steel shear wall V .2 sec response, Ss = 1,054 Is structure regular and 5 stories or less? Ives � Use Ss=1.5 max for Cs calc Redundancy factor, p= 1 Period, long -period (Map, ASCE7-10, p. 224, fig 22-12), TL = 16 Height of top of building, hn = 21 ft EQUIVALENT FORCE METHOD, ASCE7-10, 12.8 Required Seismic Design Category D Height Limit (feet) 65 Max. Allowable Story Drift 0.015 hsx or L 167 O - Str factor, 00 3.00 Seismic Base Shear, V 0.108 * W Horizontal Seismic Load Effect, Eh 0.108 * W Vertical Seismic Load Effect, Ev 0.141 * W Seismic Load Effect E = Eh + - Ev 0.249D &-0.033D LRFD Comb 5 1.341 D + Eh + .5L + .2S LRFD Comb 7 0.759D + Eh ASD Comb 5 1.098D + .7Eh ASD Comb 6b 1.07D + .525Eh + .75L + .75S ASD Comb 8 0.5021D + .7Eh Ss use for Cs = 1.054 1 sec response, St = 0,414 Site coef, Fa = 1,000 Site coef, Fv = 1,386 Response mod coef, R = 6,50 O - Str factor, Qo= 3,00 DO Amplf, Cd= 4,00 Ht Limit 65.0 ft Spectral accel parameter, SMs = 1,054 Spectral accel parameter, Sm, = 0,574 Design spectral parameter, Sos = 0,703 Design spectral parameter, Sol = 0,383 Building period coef, CT, = 0,020 Approx fundamental period, Ta = 0,196 Upper limit period coef, Cu = 1,400 Building period, use, T = 0,275 Csmax = 0,300 Csmin = 0,010 Seis response coef, Cs = 0,108 Min diaphragm force, Fpx min = 0.141D Max diaphragm force, Fpx max = 0,281 D Wind Loads Per ASCE 7-10 -Analytical Procedure Wind Loads On Buildings - MWFRS, Directional Procedure -All Heights ASCE7-10, Chapter 27 Project Date 4/19/18 Building Wind Exposure Enclosure Classification 3-Sec Gust, Basic Method ................ Exp B -Mean roof ht. <30`, wooded or urban for >1,500 ft. �' Enclosed Building (Typical) • 120 mph � ASCE7-10 maps, Fig 26.5, p247 ASD, Basic Combos. Stress increases allowed for wood only. Roof Pitch 1, max. Roof Pitch 2, max. 1.00 /12 1.00 /12 Load Comb Factor Job No t18043 0.6 9 = 4.8 deg 6 = 4.8 deg A Mstr - 2012 IBC Loads Calcr 6-6-17 4/19/18 G� Hill Shape 2D Escarpment (Sluff) Building Width Perp, To Ridge B = Building Length Parallel To Ridge L = Mean Height Of Roof (ft) hin = Eave Height (ft) heave = Directionality Constant Kd = 26.8 ASCE 7 Height of Hill or Escarpment (ft) H = Narrowest Half -Width of Hill at Half -Height (ft) Lh = Horiz. Distance From Crest To Bldg. Site (ft) x = Windward Wall Pressures Elev Intermed. Windward Value a Wall 0-15 feet 0.575 15.42 psf 10.48 psf 15-20 feet 0.624 16.74 psf 11.38 psf 20-25 feet 0.665 17.84 psf 12.13 psf 25-30 feet 0.701 18.79 psf 12.78 psf 30-40 feet 0.761 20.40 psf 13.87 psf 40-50 feet 0.811 21.74 psf 14.79 psf 50-60 feet 0.854 22.91 psf 15.58 psf 60-70 feet 0.892 23.94 psf 16.28 psf 70-80 feet 0.927 24.87 psf 16.91 psf Transverse (Perp. To Ridge) Leeward Wall -5.62 psf (Outward) 13.8.7�psf 20 12.78 psf NALI 12.13 psyf 40 11.38 Rsf 610 10.48 psf Side Walls -9.96 psf (Outward) Slope 1 - 1.00 112 11.79 psf 64 ft 42 ft 20.0 ft 16.0 ft 0.85 40 ft loft loft -9.82 psf L/B h/L Gust Effect Factor 3-Second Gust Power Law Exponent Normal Ht. Of Atmosp. Bndry Layer Velocity Press. Exposure Coefficient IBC Load Factor for ASO Wind - 1605.3.2 Topographic Factor Velocity Pressure @ mean roof ht. Internal Pressure Internal Pressure +/- 5.02 psf 0.66 0.48 G = 0.85 a = 7.0 zg = 11200 ft Kh = 0.624 w = 0.60 Kzt = 1.427 qh = 27.89 psf Longitudinal (Parallel To Ridge) Leeward Wall -7.11 psf (Outward) Roof Pressures - Based On Posn. Down Ridge 0 to h/2 h/2 to h hto2h > 2h Side Walls 9.96 psf (Outward) Pressure 80 psf 80 psf 80 psf -12.80 psf Horiz proi .5 psf 19 18.4 psf 17.8 psf 17.0 psf 16.1 psf Roof 1 slope: 1:12 0.08 rods 4.76 deg Roof 2 slope: 1:12 0.08 rods 4.76 deg Press, slope 1, roof, horiz prof: 1.8 psf Press, slope 2, roof, horiz proj: 1.8 psf A Mstr - 2012 IBC Loads Calcr 6-6-17 4/19/18 ConstructionCalc, inc Lateral Load Calculator Job No.: t18043 Job Name: Griffith By: tkg Architect / Designer: Sykora Date: 4/19/2018 Building: House+gar R basic 6.5 rho basic 1.0 SEISMIC LOAD CALCULATOR Seismic Factor: 0.108 (Basic. Ma Roof Snow 25 psf Flr Storage LLO Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Dim 1 Dim 2 N Mul factor Trib Area moo Dead weight, psf. Seismic factor. Calr.'d leis load up a-w up n-s 2a 4176.00 1,00 1,00 1.00 1,00 1.00 1,00 1.00 1.00 1,00 4190,5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 6788.E 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Dim 1 426.00 1368.00 Dim 2 6.00 1 1 1,00 Mulfactor 1.00 1.00 1.00 1,00 1,00 1,00 1,00 1,00 s Trib Area 2556.0 0.0 1368.0 0.0 0,0 0,0 0,0 0.0 w Dead weight, psf.; 10.0 ? 10.0 10.0 i 10.0 10.0 10.0 10.0 10.0 --- -�-------- a- -------- -• - --•- Seismic factor,' 0,108 i 0,108 0,108 0,108 0.108 0.108 0.108 i 0,108 Caln'd Geis Inad 976n 5 0.0 1477.4 0.0 0.0 0.0 0.0 0.0 Dim 1 1305.50 Dim 2 1 1.00 Mul factor 1.00 1.00 1 1,00 1,00 1 1,00 1,00 1.00 1.00 _o Trib Area Dead weight, psf. Seismic factor. Calc'd seis load 0.0 0.0 1305.5 0.0 0.0 U.0 U.0 0,0 0.0 0.0 2114.9 0.0 0.0 0.0 0.0 0.0 Other GLs 9549.0 3183.0 Seismic Applied V Dim 1 Dim 2 Mul factor 9549.0 9549.0 6775.4 0.0 0.0 0.0 0.0 0.0 WIND LOAD CALCULATOR Gridlinew Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: up a-w up n-s 2a 0 0 0 0 0 80,00 3,00 1.00 1.00 1,00 1,00 1,00 1,00 1,00 1.00 1,8 Trib Area 0.0 240.0 0.0 0.0 0.0 0.0 0.0 0.0 ---------- Wind psf load 1.8 1 1.8 ; 1.8 1.8 1.8 CAn'd wind Inad 0.0 432.0 0.0 0.0 0.0 0.0 0.0 0.0 Dim 1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 6788.E 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Dim 1 426.00 1368.00 Dim 2 6.00 1 1 1,00 Mulfactor 1.00 1.00 1.00 1,00 1,00 1,00 1,00 1,00 s Trib Area 2556.0 0.0 1368.0 0.0 0,0 0,0 0,0 0.0 w Dead weight, psf.; 10.0 ? 10.0 10.0 i 10.0 10.0 10.0 10.0 10.0 --- -�-------- a- -------- -• - --•- Seismic factor,' 0,108 i 0,108 0,108 0,108 0.108 0.108 0.108 i 0,108 Caln'd Geis Inad 976n 5 0.0 1477.4 0.0 0.0 0.0 0.0 0.0 Dim 1 1305.50 Dim 2 1 1.00 Mul factor 1.00 1.00 1 1,00 1,00 1 1,00 1,00 1.00 1.00 _o Trib Area Dead weight, psf. Seismic factor. Calc'd seis load 0.0 0.0 1305.5 0.0 0.0 U.0 U.0 0,0 0.0 0.0 2114.9 0.0 0.0 0.0 0.0 0.0 Other GLs 9549.0 3183.0 Seismic Applied V Dim 1 Dim 2 Mul factor 9549.0 9549.0 6775.4 0.0 0.0 0.0 0.0 0.0 WIND LOAD CALCULATOR Gridlinew Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: up a-w up n-s 2a 0 0 0 0 0 80,00 3,00 1.00 1.00 1,00 1,00 1,00 1,00 1,00 1.00 1,8 Trib Area 0.0 240.0 0.0 0.0 0.0 0.0 0.0 0.0 ---------- Wind psf load 1.8 1 1.8 ; 1.8 1.8 1.8 CAn'd wind Inad 0.0 432.0 0.0 0.0 0.0 0.0 0.0 0.0 Dim 1 s Trib Area 2556.0 0.0 1368.0 0.0 0,0 0,0 0,0 0.0 w Dead weight, psf.; 10.0 ? 10.0 10.0 i 10.0 10.0 10.0 10.0 10.0 --- -�-------- a- -------- -• - --•- Seismic factor,' 0,108 i 0,108 0,108 0,108 0.108 0.108 0.108 i 0,108 Caln'd Geis Inad 976n 5 0.0 1477.4 0.0 0.0 0.0 0.0 0.0 Dim 1 1305.50 Dim 2 1 1.00 Mul factor 1.00 1.00 1 1,00 1,00 1 1,00 1,00 1.00 1.00 _o Trib Area Dead weight, psf. Seismic factor. Calc'd seis load 0.0 0.0 1305.5 0.0 0.0 U.0 U.0 0,0 0.0 0.0 2114.9 0.0 0.0 0.0 0.0 0.0 Other GLs 9549.0 3183.0 Seismic Applied V Dim 1 Dim 2 Mul factor 9549.0 9549.0 6775.4 0.0 0.0 0.0 0.0 0.0 WIND LOAD CALCULATOR Gridlinew Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: up a-w up n-s 2a 0 0 0 0 0 80,00 3,00 1.00 1.00 1,00 1,00 1,00 1,00 1,00 1.00 1,8 Trib Area 0.0 240.0 0.0 0.0 0.0 0.0 0.0 0.0 ---------- Wind psf load 1.8 1 1.8 ; 1.8 1.8 1.8 CAn'd wind Inad 0.0 432.0 0.0 0.0 0.0 0.0 0.0 0.0 Dim 1 _o Trib Area Dead weight, psf. Seismic factor. Calc'd seis load 0.0 0.0 1305.5 0.0 0.0 U.0 U.0 0,0 0.0 0.0 2114.9 0.0 0.0 0.0 0.0 0.0 Other GLs 9549.0 3183.0 Seismic Applied V Dim 1 Dim 2 Mul factor 9549.0 9549.0 6775.4 0.0 0.0 0.0 0.0 0.0 WIND LOAD CALCULATOR Gridlinew Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: up a-w up n-s 2a 0 0 0 0 0 80,00 3,00 1.00 1.00 1,00 1,00 1,00 1,00 1,00 1.00 1,8 Trib Area 0.0 240.0 0.0 0.0 0.0 0.0 0.0 0.0 ---------- Wind psf load 1.8 1 1.8 ; 1.8 1.8 1.8 CAn'd wind Inad 0.0 432.0 0.0 0.0 0.0 0.0 0.0 0.0 Dim 1 Dim 1 Dim 2 Mul factor 9549.0 9549.0 6775.4 0.0 0.0 0.0 0.0 0.0 WIND LOAD CALCULATOR Gridlinew Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: up a-w up n-s 2a 0 0 0 0 0 80,00 3,00 1.00 1.00 1,00 1,00 1,00 1,00 1,00 1.00 1,8 Trib Area 0.0 240.0 0.0 0.0 0.0 0.0 0.0 0.0 ---------- Wind psf load 1.8 1 1.8 ; 1.8 1.8 1.8 CAn'd wind Inad 0.0 432.0 0.0 0.0 0.0 0.0 0.0 0.0 Dim 1 Trib Area 0.0 240.0 0.0 0.0 0.0 0.0 0.0 0.0 ---------- Wind psf load 1.8 1 1.8 ; 1.8 1.8 1.8 CAn'd wind Inad 0.0 432.0 0.0 0.0 0.0 0.0 0.0 0.0 Dim 1 64.00 40.00 20.00 8.00 7.00 9.00 � Dim 2 A Mul factor 1.00 1.00 1.00 1.00 1,00 1.00 1 1.00 1.00 X Trib Area 512.0 280.0 180.0 0.0 0.0 0.0 0.0 0.0 ---------- - Wind psf loads 17.8 ; 17.8 I 17.8 ; 17.8 17.8 17.8 17.8 17.8 , Cnlr.'d wind load 9113.6 4984.0 3204.0 0.0 0.0 0.0 0.0 0.0 Dim 1 45.00 20.00 5.00 12.00 � Dim 2 r Mul factor 1.00 1.00 1 1.00 1.00 1 1.00 1,00 1,00 1,00 X Trib Area 0.0 225.0 240.0 0.0 0.0 0.0 0.0 0.0 w_--------------------------�----16.1---�----16.1---,----16.1--- �----16.1---,----16.1---.-------------, Wind psf loads 16.1 ; 16.1 I 16.1 Calc'd wind load 0.0 3622.5 3864.0 0.0 0.0 0.0 0.0 0.0 Other GLs Wind Applied VI 9113.E 1 9038.5 7068.0 0.0 1 0.0 1 0.0 1 0.0 1 0.0 Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: up a-w up n-s 2a 0 0 0 0 0 Controlling V 91549 lb 91549 lb 7,068 lb Olb Olb Olb Olb Olb ConstructionCalc, inc C5 Description: up e-w Total V, unfactored 91549 lb Wind or Seis control? (w or e) seismic Total V, factored 604 lb Gridsl 21,22 1 23 - 26 Percentage V 50% 1 50% V / grid 3,342 lb 3,342 Ib r_rirl Pnl 1 PH 9 Pnl 'I Distribution of Lateral Loads Building: House+gar Seismic Adi R adjust Grid multiplier - I per Grid Rho adi Grid I I I I I I I 0% Leftover 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 61684 lb Sum check OK Min. Pnl 4 Pnl,9 Pnl 6 Pnl 7 Pnl 8 Pnl 9 Pnl 10 Sum Eh PW use 12.0 If I19.0 If 39.0 If 6.0 If 76.0 If 44 plf 1PW 5.5 If 5.5 If 3.5 If 16.0 If 30.5 If 110 plf 1PW Description: up n-s Total V, unfactored 9,549 lb WSW24xl6 good for 1810 Wind or Seis control? (w or e) seismic Total V, factored 6,684 lb Gridsl 2a, 2b I 2c, d e, f Percentage VI 30% 1 40% 1 30% V / grid 195 lb 21674 lb 21005 lb rrirl Pnl 1 PH 9 Pnl 3 Pnl 4 Olb Olb Olb Olb Olb Olb Pnl5 Pnl6 Pnl7 Pnl8 Pnl9 Pn110 0% Leftover 4,874lb SumcheckNG Min. Sum Eh PW use 5.9 Description: 2a Total V, unfactored 70068 lb Wind or Seis control? (w or e) n ind Total V, factored 49241 lb Grids 2a Percentage V 100% V / grid 47241 lb r:rirl Pnl 1 PH 9 Seismic Adjustments per Grid R adiust Grid Rho adi Grid Adist'd multiolierl - I - � I I I I I I I o% Leftover 0 Ib 0 Ib 0 Ib 0 Ib 0 fb 0 Ib 0 Ib 0 Ib 4,241 Ib Sum check OK Min. PnI I PH 4 PH 5 Pnl 6 Pnl 7 Pnl 8 Pnl 9 Pnl 10 Sum Eh PW use 3.5 If 4.4 If 4.3 If 4.3 If 23.2 If 3.2 If 2.5 If 2.5 If 7.5 If 55.4 If 77 plf 1 PW up►►rr catcut Panel I.D. Unit lateral load, factored, Eh, If UpliftRange Panel horiz, length, ft. Panel ht. (mom -arm), ft. Add'I uplift from upper story, Lt. end, lb Add'I uplift from upper story, Rt. end, lb Dead point load at Lt. end, lbs. Dead point load at Rt. end, lbs. No. AB's to help keep Lt. end down No. AB's to help keep Rt. end down Dead weight UDL, plf aror ...........3...................................<.........................a......................._i.........................i................... i 110 plf 5.5 ft 8.0 ft 1,500 lb 2,400 lb 1.0 ea. 1.0 ea. 300 plf Uplift Lt. end, AS comb 7,8 -1,015 lb #DIV/01 #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/01 #DIV/0! Uplift Rt. end, ASD, comb 7, 8 -11555 lb #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! Uplift Lt. end, AS comb 7,8 -1,015 lb #DIV/01 #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/01 #DIV/0! Uplift Rt. end, ASD, comb 7, 8 -11555 lb #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! G6 Tim Garrison, P.E. C�iVSIIRUCTIOIVrrALC ProBeam V600 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012 - 2003 IBC. All designs should be checked by a competent professional. Job t18043 Spans and Supports (Note, pitch and fixity, if any, not shown) Member I.D. 21 h Other Info, 4/19/18 Type? Simple span, fully braced Left Cantilever Span 1 Span 2 Lenth of Spans: 7.00 ft Span 3 Right Cantilever Allowable Deflection, Main Spans Live Only, L/ Code Minimum - Normal: L/360 & U240 .................360........................ , 0.23 in Total, Ll................240................. 0.35 in N/A............ = 0,00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 7.00 ft Add Self W eight? Yes -Self weight will be added to applied DL Loads: Tot Member Length 7.00 ft Total, U N/A = 0.00 in Uniform Loads Over Full Length of Member �❑ p' Roof Pitch 3.0 12 I Loads From Continuous Member? No � Increase Roof DL for Itch? Yes ' � ' Live Dead Snow Trib. Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf 10.00 ft 154.6 lb/ft 250.0 Ib/ft Tot Unif Load 154.E lb/ft 250.0 lb/ft Loads Point loads are 110 scale 600 400 200 0 U 1 2 3 4 5 6 7 -200 4x And Smaller (Lumber) Calc'd Member Solutions Using Self Weight of Sawn 2 x 12, 4.3 plf � 2 x 12 � 2 x 12 (4) 2 x 6 Moisture Medium Dry - 18 % Douglas Fir -Larch vj (2) 2 x 8 3 x 10 Press Treated? No, Not P.T. No. 2 V (3) 2 x 6 4 x 8 Temp Cond. 100g F de & less Fb Pos 1,034 psi Fb Neg 785 psi Req'd Bearing Support 1 For 2 x 12 1.53 in Allow Pos Mom 2,726 ft-lb Allow Neg Mom -2,069 ft-lb Allow Shear 2,329 Ib Support 2 Support 3 Support 4 1.53 in - Results For 2 x 12 Load Duration ,snow: l.ls � %Overdesign Repetitive Use? No Pos Bending 8.9 % Flat Use? No V Neg Bending NA Fv 207 psi Shear 62.7% Fcp 625 psi Span(s) Def'n 351.2% 1177.98 in^4 E 1,600 ksi EI 284,766 ksi Self Wt 4.31 plf Cantilever(s) Defl'n NA Calc'd member OK by: 8.9% Controlling criteria is: Pos Bending Cond's Clf Use: Load Duration: 1.15-Snow Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Max Total 1,431 Ib 1,431 Ib - - 0 ft-Ib 0 fit-Ib 0 fit-Ib Min Total 556 lb 556 lb 0 ft-Ib 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.350 in 0.350 in 0.350 in Max Din Defl -0.078 in Allowed 0.350 in 0.350 in 0.350 in Support 4 0 ft-Ib Uii61:7 ProBeam v7 WC 2-22-18 c7 C Tim Garrison, P.E. CMNSI;RUCTIONCALC 6 o eam tj Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012 - 2003 IBC. All designs should be checked by a competent professional. +n;1 Member I.D. Other Info. Left Cantilever SDan 1 Soan 2 Lenth of Spans: 16.00 ft Spans and Supports (Note, pitch and fixity, if any, not shown) Soan 3 Right Cantilever Allowable Deflection, Main Spans Live Only, L/ Code Minimum -_Normal: U360 & L/240 .......................................................................................,........... .......................... ; 360 = 0,53 in Total, L/ 240 = 0.80 in N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 16.00 ft Add Self W eight? Yes -Self weight will be added to applied DL Loads: Tot Member Length 16.00 It Total, U NIA = 0.00 in Uniform Loads Over Full Length of Member Loads From Continuous Member? No Increase Roof DL for pitch? Yes Roof Pitch 3.012 Live Dead Snow Trib. Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf 14.00 ft 216.5 lb/ft 350.0 lb/ft Tot Unif Load 216.5 lb/ft 350.0 lb/ft Loads Point loads are 1/10 scale 600 400 200 0 2 4 6 A 10 12 14 16 1 -200 Glu Lam Calc'd Member Results For 5 x 12 Solutions Using Self Weight of Glulam 5 x 12, 15.3 pif Misc manufacturers Load Duration % Overdesign 2.5 x 15 5 x 12 8.75 x 10.5 Moisture Medium Dry - 18% 1 5 x 12 snow: 1.15 Pos Bending 48.2 Press Treated? No, Not P.T. j zaF-va, DF/DP ��� Neg Bending Temp Cond. 10o deg P &less Fb Pos 2,760 psi Fv 305 psi Shear Fb Neg 2,060 psi Fcp 650 psi Span(s) Defl'n 3 x 13.5 3.125 x 13.5 Req'd Bearing For5x12 5.125 x 12 6.75 x 10.5 Support 1 1.50 in Allow Pos Mom 27,596 ft-lb Allow Neg Mom-20,596 ft-lb Allow Shear 12,190 lb Support 2 Support 3 Support 4 1.50 in - 1720.00 in^4 E 1,800 ksi El 1,296,000 ksi Self Wt 15.34 plf Cantilever(s) Defl'n Calc'd member OK by: Controlling criteria is: 20.9 Defl -Span Cond's Of Use: Load Duration: 1.15-Snow Reactions $UppOrt 1 $l1pDDrt 2 Support 3 Support 4 Moments SUDDOrt 1 SUDpOrt 2 Support 3 $UppOrt 4 Max Total 4,654 Ib 4,6541b - - Oft-Ib Oft-Ib Oft-Ib 0 ft-Ib Min Total 19854 lb 11854 lb 0 ft4b 0 ft-lb 0 ft-lb 0 ft-Ib Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl 0.000 in Allowed 0.800 in 0.800 in 0.800 in Max Dn Defl -0.662 in Allowed 0.800 in 0.800 in 0.800 in ProBeam v7 WC 2-22-18 Tim Garrison, P.E. CASC`:. RUCTIONCALC Proseam v6.0 Imoortant: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012 - 2003 IBC. All designs should be checked by a competent professional. Job t18043 Spans and Supports (Note, pitch and fixity, if any, not shown) Member I.D. 23h Other Info. 4119/18 Type? Simple span, fully braced t Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 9.00 It9.00 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum - Normal: L/360 & U240 V -........ ........................................................................-................................ , L/....... 360 = 0,30 in Total240 = 0.45 in N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 9.00 ft Add Self Weight? Yes - Self weight will be added to applied DL qW Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No Live Uniform Ld. 1 -Roof Using (2)2x12 (3)2x10 Req'd Bearing For4x10 Increase Roof DL for pitch? Yes � Dead Snow Trib. Width Live 20 psf 15 psf 25 psf 12.00 It Tot Unit Load Total, L/i N/A = 0.00 in Roof Pitch 3.0 :12 Dead Snow 185.5lb/ft 300.0lb/ft 185.51b1ft 300,0Ib/ft Loads Point loads are 1/10 scale 600 400 200 0 1 2 3 4 5 6 7 8 9 1 -200 fiber Calc'd Memb er Velght of Sawn 4 x 10, 8.3 ptf a x to (4) 2 x 8 Moisture Medium Dry -18 % Douglas Fir -Larch 3 x 14 Press Treated? ENO, Not P.T. 4 x 10 Temp Cond. ' 100 deg F & less Fb Pos 1,242 psi Fb Neg 1,220 psi Allow Pos Mom 5,165 ft-lb Allow Neg Mom -5,076 ft-lb Allow Shear 4,468 lb Su000rtI Support Support Su000rt4 1.50 in 1.50 in - - Solutions Using Self Weight of Sawn 4 x 10, 8.3 pif 6 X 10 12 x 12 Moisture Medium Dry - 18% � i Douglas Fir -Larch 8 x 8 14 x 14 Press Treated? rvo, Not P.T. 10 x 10 16 x 16 Temp Cond. 100 deg F &less Results For 4 10 x Load Duration snow: l.ls % Overdesign Repetitive Use? rvo Pos Bending 33 Flat Use? rvo Neg Bending NA Fv 207 psi Shear 101.1 Fcp 625 psi Span(s) Defl'n 128.0% 1230.84 in^4 Cantilever(s) Defl'n NA E 1,600 ksi Calc'd member OK by: 33 El 369,345 ksi Controlling criteria is: Pos Bending Self Wt 8.28 plf Cond's Of Use: Load Duration:1.15-Snow Caic'd Member 6x 12 � V Fb Pos 1,006 psi Fb Neg 999 psi Allow Pos Mom 9,728 ft-Ib Allow Neg Mom -9,657 ft-Ib mnowShear 8,0641b Req'd Bearing Support 1 Support 2 Support 3 Support 4 For 6x12 1.50 in 1.50 in - - Results For 6x12 Load Duration Snow:lls � % Overdesign Repetitive Use? rvo Pos Bending 94.6% Flat Use? No Neg Bending NA Fv 196 psi Shear 262.9% Fcp 600 psi Span(s) Defl'n 4233 1652.59 E 11300 in^4 Cantilever(s) Defl'n NA ksi Calc'd member OK by: 94.6% 4 k EI 848,36si Controlling criteria is: Pos Bending Self Wt 15.82 pit Cond's Of Use: Load Duration:1.15-Snow Reactions Support 1 Support 2 Support 3 Support 4 Moments Su000rt 1 Su000rt 2 Su000rt 3 Su000rt 4 Max Total 2,222 Ib 2,222 Ib - - Oft-Ib Oft-Ib Oft-Ib Oft-Ib Min Total 872 Ib 872 Ib - - 0 ft-Ib 0 ft-Ib 0 ft•Ib 0 ft-Ib Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.450 in 0.450 in 0.450 in Max Dn Defl - -0.197 in - - - Allowed 0.450 in 0.450 in 0.450 in Pro Beam v7 WC 2-22-18 G9 IM Tim Garrison, P.E. CCSX�ISIiRUCTIONCALC Proseatn un v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012 - 2003 IBC. All designs should be checked by a competent professional. Job t18043 Spans and Supports (Note, pitch and fl)ity. If any, not shown) Member I.D. 30b Otherinfo. 4/19/18 Type? simple span, fully braced • Left Cantilever Span 1 Span 2 Span 3 Right Cantlever Tot Member Length Lenth of Spans: 7,50 ft 7,50 ft Allowable Deflection, Main Spans Live Only, U I Code Minimum - Normal: 1-/36D & L/240 • ..................................... _...... . -....... _._........... ..................... )............................................, _ ,__....._... .......... ........ 360 0.25 in Total, U? 240 i = 0,38 in N/A 0.00 in Total, L/ N/A = 0.00 in [..............................................:............................................. i.............................................>._..... ..................... ..........._i Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 7.50 ft Add Self Weight? Yes - self weight will be added to applied DL Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? Ng • Increase Roof DL for pitch? yes • Roof Pitch 3.0 :12 ' Live Dead Snow Trib. Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf 12.00 ft - 185.5 lb/ft 300.0 Ibtft Uniform Ld. 2 40 psf 46 psf - - Uniform Ld. 3 40 psf 15 psf - - Uniform Ld. 4 40 psf 10 psf - - Uniform Ld. 5 - 10 psf 3.00 ft - 30.0 lb/ft Tot Unif Load - 215.5 Iblft 300.0 lb/ft Loads Point loads are 1/to scale 600 400 200 0 1 2 3 4 5 6 7 -200 4x And Smaller ILumberl Calc'd Member Results For 4 x 10 Solutions Using Self Weight of Glulam 5 x 7.5, 9.6 pN 4 x to Load Duration snow: t.ts • % Overdesign (4) 2 x 8 1 Moisture Medium pry- tam Douglas Fir -Larch Repetitive Use? No • Pos Bending 39.9% (2) 2 x 10 3 x 12 1 Press Treated? No, Not P.T. • rvo. z Flat Use? No • Neg Bending NA (3) 2 x 8 4 x 10 1 Temp Cond. too deg F &less • Fb Pos 1,242 psi Fv 207 psi Shear 126.9% Fb Neg 1,225 psi Fcp 625 psi Span(s) Defl'n 270.5% Allow Pos Mom 5,165 ft-Ib 1 230.84 inA4 Cantilever(s) Defl'n NA Allow Neg Mom -5,095 ft-lb E 1,600 ksi Calc'd member OK by: 39.9 % Allow Shear 4,468 lb El 369,345 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 8.28 plf Cond's of use: Load Duration:1.15-Snow For 4 x 10 1.50 in 1.50 in - - Glut Lam Calc'd Member Results For 5 x 7.5 Solutions Using Self Weight of Glulam 5 x 7.5, 9.6 plf Misc manufacturers • Load Duration % Overdesign 2.5 x 7.5 5 x 6 8.75 x 9 Moisture Medium Dry - 18a/ '• s x 7.5 • snow: t.ts • Pos Bending 192.0% 3 x 7.5 5.125 x 6 Press Treated? No, Not P,T. • 24F-V4, DF/DF V1 Neg Bending NA 3.125 x 6 6.75 x 7.5 Temp Cond. too deg F&less • Fb Pos 2,760. psi Fv 305 psi Shear 286.9% Fb Neg 2,113 psi Fcp 650 psi Span(s) Defl'n 217.40/6 Allow Pos Mom 10,780 ft-lb 1 175.78 in64 Cantilever(s) Defl'n NA Allow Neg Mom -8,255 ft-lb E 1,800 ksi Calc'd member OK by: 192.0% Allow Shear 7,619 lb El 316,406 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 support 4 Self Wt 9,59 pif canal's Of Use: Load Duration:1.15-Snow For 5 x 7.5 1.50 in 1.50 in - - Reactions support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 1,969 1b 1,969 lb - - 0 ft-Ib Oft-Ib Oft-Ib Oft-Ib Min Total 844 Ib 8441b - - Oft-Ib Oft-Ib Oft-Ib Oft-Ib Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt CamIvr Max Up Defl - 0,000 in - _ - Allowed 0.375 in 0.375 in 0.375 in Max On Defl - -0.118 in - - - Allowed 0.375 in 0.375 in 0.375 in ProBeam v7 WC 2-22-18 C Tim Garrison, P.E. <3WRUCTIQNCALC Proseam v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012 - 2003 IBC. All designs should be checked by a competent professional. Job Member I.D. Other Info. Left Cantilever Span 1 Span 2 Lenth of Spans: 23.50 ft Spans and Supports (Note, pitch and fixity, if any, not shown) Span 3 Right Cantilever Allowable Deflection, Main Spans Live Only, L/ Code Minimum --Normal: L/360 & 1./240 .......................................................................................,:..........................................., 360 = 0.78 in Total, L/ 240 = 1.18 in N/A = 0.00 in Pitch if Member Being Designed is Sloped: E0.0 :12 Mem True Len: 23.50 ft Add Self Weight? Yes - Self weight will be added to applied DL Loads: Uniform Loads Over Full Length of Member Tot Member Length 23.50 ft Total, L/i N/A = 0.00 in 0 Increase Roof DL for pitch. Roof Pitch � 3.0 12 ; Loads From Continuous Member? No � � Yes � Live Dead Snow Trib, Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf 12.00 ft 185.5 Ib/ft 300.0 Ib/ft Uniform Ld, 2 40 psf 46 psf Uniform Ld. 3 40 psf 15 psf Uniform Ld. 4 40 psf 10 psf Uniform Ld. 5 10 psf 3.00 ft 30.0 Ib/ft Tot Unif Load - 215.5 Iblft 300.0 Iblft Loads Point loads are 'II10 scale 600 400 200 0 5 10 15 20 -200 Glu Lam Calc'd Member Results For 5 x 16.5 Solutions Using Self Weight of Glulam 5 x 16.5, 21.1 plf Misc manufacturers � Load Duration % Overdesign 2.5 x 21 5 x 16.5 8.75 x 13.5 Moisture Medium Dry - 18 % s x 16.5 Snow: 1.15 Pos Bending 35.5% Press Treated? No, Not P.T. 24F-V4, DF/DF Neg Bending NA Temp Cond. 100 deg F &less Fb Pos 2,655 psi Fv 305 psi Shear 165.8 % Flo Neg 1,874 psi Fcp 650 psi Span(s) Defl'n 7.5% 3x19.5 5.125x16.5 3.125x19.5 6.75x15 Req'd Bearing Support 1 For 5 x 16.5 1.94 in Allow Pos Mom 50,205 ft-Ib Allow Neg Mom-35,427 ft-Ib Allow Shear 16,761 Ib Support 2 Support 3 Support 4 1.94 in - 11871.72 in44 E 11800 ksi El 31369,094 ksi Self Wt 21.09 plf Cantilever(s) Defl'n NA Calc'd member OK by: 7.5 Controlling criteria is: Defl - Span Cond's Of Use: Load Duration:1.15-Snow Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 6,305 Ib 61305 Ib 0 ft-Ib 0 ft-Ib 0 ft-Ib 0 ft-Ib Min Total 2,780 Ib 2,780 Ib 0 ft-Ib 0 ft-Ib 0 ft-Ib 0 ft-Ib Min Load Case Deflections Lt Cantivr Span l Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 1.175 in 1.175 in 1.175 in Max Dn Defl -1.093 in Allowed 1.175 in 1.175 in 1.175 in ProBeam v7 WC 2-22-18 � I{ Tim Garrison, P.E. CG91VS 5 RUCTtONCALC v6 U eam Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012 - 2003 IBC. All designs should be checked by a competent professional. Job tl8043 Spans and Supports Note, itch and fixity, f an not shown P ( P Y,i Y, ) Member I.D. deck roof beam Other Info. 4119/18 Lr�- —g ��e - 6 Type? Simple span, fully braced Left Cantilever Span 1 SDan Z Span 3 Right Cantilever Tot Member Length Lenth of Spans: 18.00 ft 18.00 ft Allowable Deflection, Main Spans Code Live Only, L/ Minimum -Normal U360 & U240 360 ................ ................................., 0.90 in N/A ...............= .............................. 0.60 in Total, L/2400.00 in Total, L/iN/A= 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 18.00 ft Add Self W eight? Yes -self weight will be added to applied DL V Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No Increase Roof DL for pitch? Yes v Roof Pitch 3.012 I Live Dead Snow Trib. Width Live Dead Snow ft Uniform Ld. 1 -Roof - 92.81b/ft 150.0 Ib/ 20 psf 15 psf 25 psf 6.00 ft Tot Unif Load - 92.8 Ib/ft 150.0 Iblft Loads Point loads are 1/10 scale 300 200 100 0 2 4 6 8 10 12 14 16 18 -100 Glu Lam Calc'd Member Results For 5 x 12 Solutions Using Self Weight of Glulam 5 x 12, 15.3 plf Misc manufacturers � Load Duration % Overdesign 2.5 x 13.5 5 x 10.5 8.75 x 9 Moisture Medium Dry - 18 % 5 x 12 snow: 1.15 w Pos Bending 164.0% 3 x 12 5.125 x 10.5 Press Treated? No, Nat P.T. 124F-V4, DF/DF Neg Bending NA 10o d 3.125 x 12 6.75 x 9 Temp Cond. eg F & less Fb Pos 2,760 psi Fv 305 psi Shear 424.8% Fb Neg 2,046 psi Fcp 650 psi Span(s) Defl'n 91.3% Allow Pos Mom 27,596 ft-lb 1 720.00 inA4 Cantilever(s) Defl'n NA Allow Neg Mom-20,458 ft-lb E 1,800 ksi Calc'd member OK by: 91.3% Allow Shear 12,190 lb El 11296,000 ksi Controlling criteria is: Defl - Span Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 15.34 plf Cond's Of Use: Load Duration: 1.15-Snow For 5 x 12 1,50 in 1,50 in Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Deflections Lt Cantivr - Allowed Max Dn Defl - Allowed Max Up Dell Span 1 0.000 in 0.900 in 0.470 in 0.900 in Span 2 Span 3 Beam v7 WC 2-22-18 0.900 in 0.900 in 0.900 in 0.900 in Pro Rt Cantivr Support 2 0 ft-Ib i)fal� Support 3 0 ft-Ib 0 ft-Ib Support 4 0 ft-Ib C L�- Tim Garrison, P.E. CAS11RUCT1ONC.ALC Pro6eam 1rs-o Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012 - 2003 IBC. All designs should be checked by a competent professional. Job t18043 Member I.D. 32b Other Info, 4/19118 Type? Cantilever(s), multiple spans, fairy, or not braced V Cantilevers? Leftcanalever Spans and Supports (Note, pitch and fi>dty, if any, not shown) 5 10 15 0 Number of Main Spans one Maln Span Fix Left End of Main Span? NA - Left End Is Cantilever Fix Right End of Main Span? No, Leave it Pinned Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 5.50 ft 14.00 ft 19.50 ft Top of Beam Lateral Support Continuous � Top of Beam, Max Unbraced Length 0.10 ft Bottom of Beam Lateral Support At supports Only V Bottom of Beam, Max Unbraced Length 14.00 it Allowable Deflection, Main Spans Allowable Deflection, Cantilevers Live Only, L/ Code Minimum - Normal: U360 & U240 Live Only, L/ I Code Minimum - Normal: 1.1720 & L/480 V :.................._..__._.._.._....... 360 = 0.47 in ;.__....�...__.._...... -.-.... , Total, L/[ 240 = 0,70 in ............................................... 720 _ 0.09 in ,......................... ....... Total, L/ 480 = 0.14 In Pitch if Member Being Designed is Sloped: Mem True Len: 19.50 ft 0.0 :12 Add Self Weight? yes - Self weight will be added to applied DL t Loads: Un'dorm Loads Over Full Length of Member Loads From Continuous Member? No Increase Roof DL for pitch? Ves V Live Dead Snow Trib. Width Live Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf 3.00 ft - Tot Unif Load - Point Loads Measured from left end of member. Member Total Length = 19.5 ft Roof Pitch 3.0 :12 Dead Snow 46.41b/ft 75.0 Ib/ft 46.41b/ft 75.0 Ib/ft Point Load 1 Point Load 2 Point Load 3 Live Dead Snow Trib. Width Trib Length Live Dead Snow Location - 810 Ib 1,350 Ib 0.10 ft - 240 Ib 400 Ib 9.00 ft - - - 20 psf 15 psf 25 psf 9.00 ft 6.00 ft 20 psf 15 psf 25 psf 4.00 ft 4.00 ft - 25 psf - Point Load 4 Point Load 5 Loads Point loads are 1/1p scale 150 100 50 0 5 10 15 20 25 -50 Glu Lam Calc'd Member Results For 5 x 15 Solutions Using Self Weight of Glulam 5 x 15, 99.2 plf Nisc manufacturers � Load Duration % Overdesign 5 x 19.5 8.75 x 16.5 Moisture medium pry - te% S x is Snow: 1.15 Pos Bending 30704.3 % 3 x 22.5 5.125 x 19.5 Press Treated? i No, No P.T. 24F-V8, DF/DF Neg Bending 201.2% 3,125 x 22.5 6.75 x 16.5 Temp Cond. too deg F &less Fb Pos 2,760 psi Fv 305 psi Shear 419.5% Fb Neg 2,659 psi Fcp 650 psi Span(s) Defl'n 913.3 % Allow Pos Mom 43,117 ft4b 1 1406.25 inA4 Cantilever(s) Defl'n -78.9% Allow Neg Mom 41,542 ft-lb E 1,800 ksi Calc'd member FAILS by: -78.9% Allow Shear 15,238 lb El 2,531,260 ksi Controlling criteria is: Dell - Cantivr Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 19,18 plf For 5 x 15 Cond's Of Use: Load Duration:1.15-Snow 1.66 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 5,382 Ib 159 Ib - - 0 ft-Ib 0 ft-Ib 0 ft-Ib 0 ft-Ib Min Total 21193 lb 136 lb - - 0 ft-lb 0 ft4b 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantvr Max Up Deft 0.000 in 0.056 in - - - Allowed 0.700 in 0.700 in 0.700 in Max Dn Deft -0.246 in 0.000 in - - - Allowed 0,700 in 0.700 in 0.700 in ProBeam v7 WC 2-22-18 ct3 Tim Garrison, P.E. C®NSIFRLICTIONCALC v6.0 ProSearn Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012 - 2003 IBC. All designs should be checked by a competent professional. Af•7� Member I.D. Other Info. Left Cantilever Span 1 SDan 2 Lenth of Spans: 12.00 It Spans and Supports (Note, pitch and fixity, if any, not shown) Span 3 Right Cantilever Allowable Deflection, Main Spans _ Live Only, L/ Code Minimum - Normal: L/360 & U240 .....................................4.....,...........................................o.......... ................ ......... ......... : 360 = 0.40 in Total, L/ 240 = 0.60 in N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 12.00 It Add Self Weight? Yes - Self weight will be added to applied DL Loads: Tot Member Length 12.00 It Total, L/ N/A = 0.00 in Uniform Loads Over Full Length of Member Loads From Continuous Member? No . p" Roof Pitch I 3.0 12 I Increase Roof DL for Itch? res Live Dead Snow Trib, Width Live Dead Snow Uniform Ld. 1 -Roof Uniform Ld. 2 Uniform Ld. 3 Uniform Ld. 4 Uniform Ld. 5 Tot Unif Load 360.0 Ib/ft 135.0 Iblft - Loads Point loads are 1/"10 scale 600 400 200 0 2 4 6 8 10 12 1 -200 Glu Lam Calc'd Member Results For 5 x 9 Solutions Using Self Weight of Glulam 5 x 9, 9.9 plf Misc manufacturers a Load Duration % Overdesign 2.5 x 10.5 5 x 9 8.75 x 9 Moisture Medium Dry - 18 % S x g Live: l.00 Pos Bending 48.5% Press Treated? No, Not P.T. 24F-Ell, HF/HF Neg Bending NA Temp Cond. loo deg F &less Fb Pos 21400 psi Fv 215 psi Shear 112.9% 3x10.5 5.125x9 Req'd Bearing Support 1 For 5 x 9 1.50 in Fb Neg 2,371 psi Fcp 500 psi Span(s) Defl'n Allow Pos Mom 13,499 ft-lb Allow Neg Mom-13,335 ft-Ib Allow Shear 6,450 lb Support 2 Support 3 Support 4 1.50 in - - 1303.75 in^4 E 1,800 ksi EI 546,750 ksi Self Wt 9.89 plf Cantilever(s) Defl'n Calc'd member OK by: Controlling criteria is: 30.2 NA 30.2 Defl -Span Cond's Of Use: Load Duration:l.0-Live Reactions Support 1 $UppOrt 2 Support 3 Support 4 Moments $uDpDrt 1 $UpDOrt 2 SUDDOrt 3 $UDpOrt 4 Max Total 3,029 Ib 3,029 Ib - - Oft-Ib Oft-Ib Oft-Ib Oft-Ib Min Total 869 Ib 869 Ib 0 fit-Ib 0 ft-Ib 0 ft-Ib 0 ft-Ib Min Load Case Deflections Lt Cantivr Span 1 Span 2 San 3 Rt Cantivr Max Up Deft 0.000 in Allowed 0.600 in 0.600 in 0.600 in Max Dn Deft -0.431 in Allowed 0.600 in 0.600 in 0.600 in ProBeam v7 WC 2-22-18 cl4 Tim Garrison, P.E. CC1 IS{;RUCTIONCALC ProBeam ri v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012 - 2003 IBC. All designs should be checked by a competent professional. Job Member I.D. Otherinfo. Left Cantilever SDan 1 Span 2 Lenth of Spans: 1 7.00 ft Spans and Supports (Note, pitch and fixity, if any, not shown) Span 3 Right Cantilever Allowable Deflection, Main Spans Live Only, L/ Code Code Mormal: L/360 & L 290 ...................I......................., .............................:................... ........................ 360 = 0.23 in Total, V i 240 - 0.35 in N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 7.00 ft Add Self W eight? Yes -Self weight will be added to applied DL i Loads: Tot Member Length 7.00 ft Total, L/ N/A = 0.00 in Uniform Loads Over Full Length of Member Increase Roof DL for pitch. Roof Pitch 3.012 I Loads From Continuous Member? No Yes Live Dead Snow Trib. Width Live Dead Snow Uniform Ld. 1 -Roof Uniform Ld. 2 Uniform Ld, 3 Uniform Ld. 4 Uniform Ld. 5 Tot Unif Load 360.0 Iblft 135.0 Ib/ft - Loads Point loads are 1/'10 scale 600 400 200 0 U 1 2 3 4 5 6 7 -200 And Smaller (Lumber) Calc'd Member itions Using Self Weight of Sawn 4 x 8, 6.5 pif n x a � (4) 2 x 8 Moisture Medium Dry - 18 % Douglas Fir -Larch (2) 2 x 10 3 x 12 Press Treated? No, Not P.T. No. 2 (3) 2 x 8 4 x 10 Temp Cond. 1oa deg F less Fb Pos 1,170 psi Results For 4 x 8 Load Duration Live: 1.0o j � Repetitive Use? Na Pos Bending Flat Use? No Neg Bending Fv 180 psi Shear Fb Neg 1,160 psi Allow Pos Mom 2,989 ft-lb 1111.15 in^4 Allow Neg Mom -2,963 ft-lb E 1,600 ksi Allow Shear 3,045lb El 177,836 ksi Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wit6.49 plf For 4 x 8 1,50 in 1.50 in Cantilever(s) Defl'n Fcp 625 psi Span(s) Defl'n Calc'd member FAILS by: Controlling criteria is: Overdesign NA 73.5 113.4 NA Bending Pos Cond's Of Use: Load Duration:l.0-Live Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Su000rt 2 Support 3 Support 4 Max Total 19755 lb 1,755 lb 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb ft Min Total 495 lb 495 lb 0 -Ib 0 ft-Ib 0 ft4b 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.350 in 0.350 in 0.350 in Max Dn Defl -0.152 in Allowed 0.350 in 0.350 in 0.350 in ProBeam v7 WC 2-22-18 Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.350 in 0.350 in 0.350 in Max Dn Defl -0.152 in Allowed 0.350 in 0.350 in 0.350 in ProBeam v7 WC 2-22-18 Gl5 Tim Garrison, P.E. "S 1RUCTIONCALC ProBeam l�i107fD V6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012 - 2003 IBC. All designs should be checked by a competent professional. Job tl 8043 Spans and Supports (Note, pitch and fixity, if any, not shown) Member I.D. 42b Other Info. 4/19/18 - - 4 5 P`- z Type? Simple span, fully braced Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 7,00 It 7,00 ft Allowable Deflection, Main Spans Live Only, U Cade Minimum - Normal: U360 & L/240 ....................................... _.....................,................,:.....-............................... ......................._... 360 - 0.23 in Total, L/i 240 = 0.35 in N/A = 0.00 in Total, U N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 7.00 It Add Self Weight? yes -Self weigh[ will be added to applied DL Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No Increase Roof DL for pitch? Yes Roof Pitch 3.0 :12 Live Dead Snow Trib, Width Live Dead Snow Uniform Ld. 4 40 psf 10 psf 10.00 ft 400.0 Ib/ft 100.0 Ib/ft Tot Unif Load 400.0 Iblft 100.0 Iblft - loads on loads are 1/10 scale 600 400 200 0 1 2 3 4 5 6 7 200 ix And Larger fTim6erl Calc'd Member Solutions Using Self Weight of Sawn 6 x 10, 11.2 plf 6 x io � 6x10 12x12 Sx10 14x14 90u90 16x16 Results For 6 x 10 Load DuraOon uve: 1.00 � % Overdesign Repetidve Use? No Pos Bending 121 Flat Use? No Neg Bending NA Fv 112 psi Shear 112.3% Fcp 500 psi Span(s) Defl'n 3093 Allow Pos Mom 3,529 ft-Ib 1362.75 inA4 Cantilever(s) Defl'n NA Allow Neg Mom -3,520 ft-Ib E 1,045 ksi Calc'd member OK by: 12.7% Allow Shear 3,799 lb El 379,073 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Su000rt 3 Support 4 Self Wt 11.19 plf For 6 x 10 - Cond's Of Use: Load Duradan:l.0-Live 1.50 in 1.50 in - Glu Lam Calc'd Member Results For 5,125 x 18 Solutions Using Self Weight of Sawn 6 x 10,11.2 plf Misc manufacturers Load Duration % Overdesign 2.5 x 7.5 5 x 6 8.75 x 9 Moisture Medium Dry -1s s.12s z la uve: l.ao Pos Bending 1667.5% 3 x 6 5.125 x 6 Press Treated? Yes, P.T. 24FE11, HF/HF V Neg Bending NA 3.125 x 6 6,75 x 7.5 Temp Cond. 10o deg F &less Fb Pos 2,400 psi Fv 215 psi Shear 639.0% Fb Neg 2,367 psi Fcp 500 psi Span(s) Defl'n 4741.1% Allow Pos Mom 55,340 ft-Ib 12490.75 inA4 Cantlever(s) Defl'n NA Allow Neg Mom-54,581 ft-lb E 1,800 ksi Calc'd member OK by: 639.0 Allow Shear 13,2231b El 4,483,350 ksi Controlling criteria is: Shear Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 20.28 plf For 5.125 x 18 Cond's Of Use: Load Duration:l.0•Live 1.50 in 1.50 in - - Support MOIStUfe Medium Dry -18 % � Hem - Fir � Press Treated? Temp Cond. 100 deg F &less No. 2 � Fb Pos 540 psi Fb Neg 538 psi Reactions Supportl Support2 Support Support Moments Supportt Su000rt2 Supoort3 C ld Tim Garrison, P.E. CAA RUCTIONCALC Proseam v6.0 Important Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012 - 2003 IBC. All designs should be checked by a competent professional. Job it 8043 Spans and Supports (Note, pitch and fixity, if any, not shown) Member I.D. 43b Other Info. 4/19/18 Type? Simple span, fully braced Left Cantilever Span 1 Span 2 Soan 3 RI Cantilever Tot Member Length Lenth of Spans: 18,00 ft 18.00 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum - Normal: L/360 & 1-1240 ....._.........._................ ...... ,.........._......_.... ..._............., ............................. 360 = 0.60 in Total, LI: 240 = 0.90 in N/A = 0,00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 18.00 ft Add Self Weight? Yes -Self weight will be added to applied DL Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No Increase Roof DL for pitch? Yes Roof Pitch I 3.Member? Live Dead Snow Trib. Width Live Dead Snow Uniform Ld. 1 -Roof Uniform Ld. 2 Uniform Ld. 3 Uniform Ld. 4 Uniform Ld. 5 Glu Lam SoDuUons Using SeH Weightof Glulam 5 x 12, 13.2 2.5x15 5x12 8.75x10.5 3 x 13.5 5.125 x 12 Press Treated? 3.125 x 13.5 6,75 x 10.5 Temp Cond. Req'd Bearing Su000rt 1 Su000rt 2 For 5 x 12 1.50 in 1.50 in Tot Unif Load 248.0 Iblft 62.0 Ib/ft - Loads Poinl loads are 1/10 scale 400 Req'd Bearing Su000rt 1 Su000rt 2 For 5 x 12 1.50 in 1.50 in Tot Unif Load 248.0 Iblft 62.0 Ib/ft - Loads Poinl loads are 1/10 scale 400 Tot Unif Load 248.0 Iblft 62.0 Ib/ft - Loads Poinl loads are 1/10 scale 400 300 200 100 0 100 Calc'd Member Results For 5 x 12 f MLsc manufacturers � Load Duration % Overdesign Moisture Medium Dry - 18% S x 12 Live: 1.00 Pos Bending 83.3 % 'es, P.T. V 24F-Ell, HF/HF Neg Bending NA W deg F & less v Fb Pos 2,400 psi Fv 215 psi Shear 195.7% Fb Neg 2,326 psi Fcp 500 psi Span(s) Defl'n 32.7% Allow Pos Mom 23,997 ft-lb 1 720,00 iO4 Cantilever(s) Defl'n NA Allow Neg Mom-23,259 ft-lb E 1,800 ksi Calc'd member OK by: 32.7 % Allow Shear 8,600 lb El 1,296,000 ksi Controlling criteria is: Defl - Span Support 3 Support 4 Self Wt 13.19 plf Cond's Of Use: Load Duratlon:11.0-Live Wide Flange steel Solutions Using Self Weight of Glulam 5 x 12, 13.2 plf - W10X12 W18X35 W30X90 - Calc'd Member Results For W16 X 57 aggzso ksi fault) of Overdesign w16 x 57 Pos Bending 1901.5% Allow Allow Pos Mom. 261,976 ft-Ib Neg Mom.-163,397 ft-Ib Allow Shear 141,040 Ib Self Wt 57,00 plf Neg Bending NA Sx 92.20 in43 Shear 4748.8% Ix 758.00 iW4 Span(s) Defl'n 2151.6% EI 21,982,000 ksi Cant(s) Defl'n NA Calc'd member OK by: 1901.5% Controlling criteria is: Pos Bending Web Stiffeners: Not Req'd Reactions Su000rt 1 Support 2 Su000rt 3 Su000rt 4 Moments Su000rt 1 Support 2 Support 3 Support 4 Max Total 2,909 Ib 2,909 Ib - - 0 ft-Ib 0 ft-Ib 0 ft-Ib 0 ft-Ib Min Total 677 Ib 677 Ib - - 0 ft-Ib 0 ft-Ib 0 ft-Ib 0 ft-Ib Min Load Case Deflections Lt Cantivr Span 1 Max Up Dell - 0.000 in Allowed 0.900 in Max Din Deft - -0.589 in Allowed 0.900 in Span 2 Span 3 Rt Cantivr 0.900 in 0.900 in 0.900 in 0.900 in ProBeam v7 WC 2-22-18 Tim Garrison, P.E. CASRUCTIONCALC Proseam v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012 - 2003 IBC. All designs should be checked by a competent professional. Job t18043 Member I.D. 44b Otherinfo, 4/19/18 Type? Candi veds), multiple spans, fixity, or not br Cantilevers? Left Cantilever I•rl Number of Main Spans One Main span • Fix Left End of Main Span? NA- Left End is Cantilever Left Cantilever Span 1 Lenth of Spans: 6.00 ft 14.00 ft Spans and Supports (Note, pitch and fixity, a any, not shown) 5 10 MISS 15 Fix Right End of Main Span? No, Leave i[ Pinned Span 2 Span 3 Riaht Cantilever Tot Member Length 20.00 ft Tap of Beam Lateral Support Contlnuous • Top of Beam, Max Unbraced Length 0.10 ft Bottom of Beam Lateral Support At supports Only • Bottom of Beam, Max Unbraced Length 14.00 ft Allowable Deflection, Main Spans _ Allowable Deflection, Cantilevers Live Only, U I Code Minimum - Normal: 1.1360 & 1-1240 Live Only, LI I Code Minimum - Normal: L/720 & L/490 - • i.......................... __.... _..... _ 360 0.47 in Total, U. ......................... .._............_ _ 240 - 0.70 in ,........._..... _...................... 720 . = 0.10 in _...... _........... . __. Total, U 480 = 0.16 in Pitch if Member Being Designed is Sloped: Mein True Len: 20.00 ft 0.0 :12 Add Self Weight? W -_ Self wdght will be added to applied OIL qV Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No • Live Dead Uniform Ld. 4 40 psf 10 psf Point Loads Measured from left end of member. Member Total Length = 20 ft. Live Dead Snow Point Load 2 Point Load 3 Increase Roof DL for pitch? vas • Roof Pitch 3.0 :12 ' Snow Trib, Width Live Dead Snow 1.00 R 40.0 Ib/ft 10.0lb/ft Tot Unif Load 40.0 Iblft 10.0 lb1ft - Trib. Width Trib Length 40 psf 10 psf - 9.00 R 8.20 ft 40 psf 10 psf - 3.50 ft 10.00 ft LNe Dead 2,2321b 5581b 1,4001b 350 lb Snow Location 0.30 ft 9.00 ft Loads Point loads era 111p stele 300 200 100 0 LI 5 10 15 20 -100 Glu Lam Calc'd Member Results For 5.125 x 18 Solutions Using Self Weight of Glulam 5.125 x 18, 20.3 plf Misc manufacturers • Load Duration %Overdesign - 5x 24 8.75x 19.5 Moisture Medium pry-16% • 5.126x is • Live: l.pp • Pos Bending 2055.1% - 5,125 X 24 Press Treated? I Yes, P.T. • 24F-E11, NF/NF • Neg Bending 210.7% - 6.75 x 21 Temp Cond. lap deg F &less • Fb Pos 2,400 psi Fv 215 psi Shear 311.7 % Fb Neg 2,313 psi Fcp 500 psi Span(s) Defl'n 721.3 % Allow Pos Mom 55,340 ft-lb 1 2490.75 in"4 Cantilever(s) Defl'n -702.7% Allow Neg Mom-53,340 ft-lb E 1,800 ksi Calc'd member FAILS by: A02.7a/ Allow Shear 13,223 lb El 4,4831350 ksi Controlling criteria is: Deg - Cantivr Req'd Bearing For 5.125 x 18 Support 1 2,46 in Support 2 1.60 in Support 3 Support 4 - - Self Wt 20.28 plf Cord's Of Use: Load Duration:1.0-Live Wide Flange Steel Solutions Using Self Weight of Glulam 5.125 x 18, 20.3 pit - W10X60 W18X35 W30X90 - W112X45 W21 X44 W33X 118 - W14X 34 W24X 55 W36 X 135 - W16X31 W27X 84 W40 X 149 Reactions Reactions Support 1 Support 2 Max Total 6,3051b 8a1 Ib Min Total 1,493 Ib -9391b Calc'd Member Results For W16 X 57 A992, 6p iai (default) • %OVerdesign wt6 x s7 • Pos Bending 10102.3% Allow Pos Mgm. 261,978 ft-Ib Allow Neg Mom.-195,329 R-Ih Allow Shear 141,04016 Self Wt 57.00 plf Support3 Support4 Span 1 0.073 in 0.700 in 0.000 in 0.700 in Span 2 0.700 in Nag Bending 1037.7% Sx 92.20 in"3 Shear 4291.4% Ix 758.00 in"4 Span(s)Defl'n 3926.8% EI 21,982,000 ksi Cant(s) Defl'n 141.9% Calc'd member OK by: 141.9% Controlling criteria is: Deg - Cantivr Web Stiffeners: Not Req'd rt Support2 Suppo 0.700 in 0.700 in 0.700 in ProBeam v7 WC 2-22-t8 Support 4 0 ft-Ib 0 ft-Ib G (� Tim Garrison, P.E. CA VUCTIONCALC ProBeam CT3�;7�r�tnr:nrrrn�rrnnarf v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012 - 2003 IBC. All designs should be checked by a competent professional. Job t18043 Spans and Supports (Note, pitch and fixity, if any, not shown) Member I.D. fir joist case 1 Other Info. 4/20/18 a Type? Simple span, fully braced Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 12.00 ft 12.00 ft Allowable Deflection, Main Spans Live Only, L/ IExtra Stiff: U600 & U480 ...........................................r..........................................,.......................... ................,............................ .............., 600 = 0.24 in Total, L/ 480 = 0.30 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 12.00 ft Add Self Weight? No - Self weight is included In applied DL Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? N �� Increase Roof DL for pitch? yes qV Roof Pitch 1 3.0 12 1 o � ----------------------= Live Dead Snow Trib. Width Live Dead Snow Uniform Ld. 3 40 psf 15 psf 1.30 ft 52.0 lb/ft 19.5 lb/ft Tot Unif Load 52.0 lb/ft 19.5 lb/fit Point Loads Measured from left end of member. Member Total Length = 12 ft. Llve Dead Snow Iib. Width no Length Live Dead Snow Location Point Load 1 Point Load 3 20 psf 15 psf 25 psf 1.30 ft 3.00 ft 10 psf 1.30 ft 14,00 ft - 59 lb 98 lb 6.00 ft 182 lb 6.00 ft Loads Point loads are 1/10 scale 100 50 0 2 4 6 8 10 12 1 -50 I -Joist Calc'd Brand acI -Boise Cascade � Results For 11-7/8" BCI 6000 1.8 Calc'd Member �1a/a^ aCl600p 1.8j � % Overdesign Acceptable Solutions Load Duration ISnow: 1.15 W Pos Bending 132.5% 11-7/8" BCI 5000 1.7 11-718" BCI 90 2.0 Brng @ Ends: Min 1.751T, w/o web stiffner Neg Bending NA 9-1/2" BCI 6000 11.8 Brng @ Mid -Supports: (No Mid Support) Shear 250.7 % 9-1/2" BCI 6500 1.8 - Allow Pos Mom. 4,669 ft-lb Allow Shear 1,926lb Span(s) Defl'n 70.6% 11-7/8" BCI 60 2.0 Allow Neg Mom. 60 ft-Ib El 320,000 ksi Cantivr(s) Defl'n NA Allow End Rxn 1,175lb Bearing 113.9% Allow Mid Rxn 2,850 lb Calc'd member OK by: 70.6% Self Wt 2.50 plf Controlling criteria is: Defl - Span Cond's Of Use: Load Duration:1.15-Snow Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 549 Ib 549 Ib - - 0 ft-Ib 0 ft-Ib 0 ft-Ib 0 ft-Ib Min Total 237 IV 237 Ib 0 ft-Ib 0 ft-Ib 0 ft-Ib 0 ft-Ib Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl 0.000 in Allowed 0.300 in 0.300 in 0.300 in Max Dn Defl -0.037 in Allowed 0.300 in 0.300 in 0.300 in ProBeam v7 WC 2-22-18 Tim Garrison, P.E. CC!NSIRUCTIONCALC Proseam rrrrrres� v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012 - 2003 IBC. All designs should be checked by a competent professional. Job t18043 Spans and Supports (Note, pitch and fixity, if any, not shown) Member I.D. Other Info. Type? Left Cantilever Span 1 SAan 2 Lenth of Spans: 17.30 ft Span 3 Right Cantilever Allowable Deflection, Main Spans Live Only, L/ IExtra stiff: L/600 & L/aso 600................. 0.35 in Total, U.................480................, 0.43 in ..................N/A ................: 0.00 in ..........................:.....................................,..............4.......4................... Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 17.30 ft Add Self Weight? No - Self weight is included In applied DL Loads: Tot Member Length 17.30 ft Total, L/'................ N/A................, 0.00 in ............................................. Uniform Loads Over Full Length of Member Loads From Continuous Member? No V Increase Roof DL for pitch? ,yes Roof Pitch I 3.0 12 1 Live Dead Snow Trib, Width Live Dead Snow Uniform Ld. 3 40 psf 15 psf 1.00 ft 40.0 lb/ft 15.0 Ib/ft Tot Unif Load 40.0 Iblft 15.0 lb/ft Loads Point loads are 9/10 scale 60 40 20 0 2 4 6 8 10 12 14 16 18 23 -20 Woist Calc'd Brand � 9CI-Boise Cascade � Results For 11-7I9" BCI 60001.8 Calc'd Member 11a/s" BCI 6000 is % Overdesign Acceptable Solutions Load Duration Live: 1.00 Pos Bending 973 14" BCI 5000 1.7 11-7/8" BCI 90 2.0 Brng @ Ends: Min 1.75", w/o web stiffner =v Neg Bending NA 114/8" BCI 6000 1.8 Brng @ Mid -Supports: (No Mid Support) Shear 252.1 11=718" BCI 6500 1.8 Allow Pos Mom. 4,060 ft-lb Allow Shear 1,675 lb Span(s) Defl'n 15.7% 11-7/8" BCI 60 2.0 Allow Neg Mom. 25 ft-lb El 3202000 ksi Cantivr(s) Defl'n NA Allow End Rxn 1,175lb Bearing 147.0% Allow Mid Rxn 2,850 lb Calc'd member OK by: 15.7% Self Wt 2.50 plf Controlling criteria is: Deft - Span Cond's Of Use: Load Duration:l.i)-Live. Reactions Su000rt 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Su000rt 4 Max Total 476 Ib 476 Ib - - 0 ft-Ib 0 ft-Ib 0 ft-Ib 0 fit-Ib Min Total 130 lb 130 lb 0 ft-Ib 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl 0.000 in Allowed 0.433 in 0.433 in 0.433 in Max Dn Defl -0.086 in - Allowed 0.433 in 0.433 in 0.433 in ProBeam v7 WC 2-22-18 Tim Garrison, P.E. Cc n S' RUCTION CCAALCC r o eam Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012 - 2003 IBC. All designs should be checked by a competent professional. .lob t18043 Spans and Supports (Note, pitch and fixity, if any, not shown) Member I.D. fir joist case 3 Other Info. 4/20/18 _ T om-tT -12 17t Type? Simple span, fully braced Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 14.00 ft 14.00 ft Allowable Deflection, Main Spans Live Only, L/ Extra Stiff: L/600 & U480 ...............................I........... ..............................._........................................... 600 = 0.28 in Total, L/ 480 = 0.35 in N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 14.00 ft Add Self Weight? No -Self weight is included In applied DL n Loads: ............................................ Total, L/f N/A = 0.00 in Uniform Loads Over Full Length of Member ---- ------------ Loads From Continuous Member? No Increase Roof DL for pitch? Yes Roof Pitch 3.0 :12 Live Dead Snow Trib. Width Live Dead Snow Uniform Ld. 3 40 psf 15 psf 1.30 ft 52.0 lb/ft 19.5 lb/ft Tot Unif Load 52.0 lb/ft 19.5 lb/ft Point Loads Measured from left end of member. Member Total Length = 14 ft. Llve Point Load 1 20 psf Point Load 3 Dead 15 psf Snow 25 psf Trib. 1. Width ft Trib 15.00 Length Live ft Dead 293 Ib 130 lb Snow Location 488 Ib 10.00 ft 10.00 ft 30 - 10 psf - 1.30 ft 10.00 ft Loads Point loads are 1/70 scale 100 50 I 0 2 4 6 8 10 12 14 1 -50 Acceptable Solutions - 11-718" BCI 90 2.0 14" BCI 6000 1.8 14" BCI 6500 1.8 11-718" BCI 60 2.0 Calc'd Brand BCI - Boise Cascade Calc'd Member ua/s" Ba 6000 1.a . Load Duration Snow: 1.15 Brng @ Ends: Min 1.75", w/o web stiffnery Bring @ Mid -Supports: (No Mid Support) Results For 11-7/8" BCI 6000 1.8 Overdesign Pos Bending 36.9% Neg Bending NA Shear 98.1% Al low Pos Mom. 4,669 ft-lb Allow Shear 1,9261b n(s) Defl'n -10.5% Allow Neg Mom. 44 ft-lb El 320,000 ksi Cantivr(s) Defl'n NA Allow End Rxn 1.175 lb Allow Mid Rxn 2,850 lb Self Wt 2.50 plf Bearing 20.8% Calc'd member FAILS by: •10.5% Controlling criteria is: Defl - Span Cond's Of Use: Load Duration:1.15-Sn Reactions Allow End Rxn 1.175 lb Allow Mid Rxn 2,850 lb Self Wt 2.50 plf Bearing 20.8% Calc'd member FAILS by: •10.5% Controlling criteria is: Defl - Span Cond's Of Use: Load Duration:1.15-Sn Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 635 Ib 972 Ib - - 0 ft-Ib 0 ft-Ib 0 ft-Ib 0 ft-Ib Min Total 257 Ib 438 Ib 0 ft-Ib 0 ft-Ib 0 ft-Ib 0 ft-Ib Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl 0.000 in Allowed 0.350 in 0.350 in 0.350 in Max Dn Defl -0.085 in Allowed 0.350 in 0.350 in 0.350 in Pro6eam v7 WC 2-22-18 2015 Washington State Energy Code: UA Alternative Worksheet, Type R� Occupancies Doors U = 0.300 Overhead Glazing U ` 0.500 Vertical Glazing U = D.300 Flat/Vaulted Ceilings U = 0,026 Wall (above grade) U = 0.056 Floors U = 0.029 Slab on Grade F = 0.540 -Below Grade Wall U = 0.042 below Grade 81ab F = 0.570 72 22 0 0 483 145 2,041 53 2;223 125 685 20 0 0 $90 37 89 : 51 72 27 0 0 622 174 2,041 55 2,085 96 685 20 0 0 890 32 89 46 CodelFiberglassorSimilarpoor �:..CUSf01T1 0:37.- 1 3 � 8 � �..24 :� -- 9 Codel Fiberglass or Similar Door '�:- CUSto171 0:37 -- 1 3 0 8 c 24 - 9 CodelFiberylassorSimilarpoor__ �:� CUStOfn: 0.37-- 1 3 � 8 � -24 9 +-' Custom 0:00 0 0 _ �' 0 0:00 0 0 �j 0 0.00 0 0 � ; 0 0.00 0 0 — --- � - 0 0:00 0 0 � 0 0:00 0 Copyright 2013, WSUEEPIO-009 (Version 11) Copied by permission from Washington State University Extension Energy Program. (see copyright restrictions) 5/21/2018 1 of 4 2016 Washington State Energy Code: UA Alternative Worksheet, Type R-3 Occupancies Vertical Glazing - Plan Component Glazing Width Height ID Descrintion Ref- 11 Of FPPt rich r:,r,t inch Area HA N1 Milgard Vinyl or equal 0 0.28 1 1 2 71 0 8 2 W2 Milgard Vinyl or equal - 0 0,28 1 3 6 21 ° 7 12 NN3 Milgard Vinyl or equal-- .' 0 0.28 1 3 ° 51 6 17 5 NV4 Milgard Vinyl or equal . Milgard Vinyl or equal — . 0 0.28 1 2 6 71 ° 18 5 W5 0 0.28 1 5 ° 51 0 25 7 NV6 Milgard Vinyl or equal Milgard Vinyl or equal ."' 0 0.28 1 3 ° 71 0 21 6 W7 0 0.28 1 3 0 7 0 21 6 W8 Milgard Vinyl or equal . 0 0.28 1 3 0 7 0 21 6 NN9 Milgard Vinyl or equal V 0 0,28 1 3 ° 7 ° 21 6 W10 Milgard Vinyl or equal .: 0 0:28 1 5 ° 7 ° 35 10 W11 Milgard Vinyl or equal . - 0 0,28 1 5 ° 3 6 18 5 W12 Milgard Vinyl or equal .:' 0 - 0.281 1 5 0 7 ° 35 - 10 W 13 Milgard Vinyl or equal 0 0:28 1 5 ° 3 ° 18 5 N14 Milgard Vinyl or equal . ! 0 .- - -0.28 1 5 0 7 ° - - 35 10 W15 Milgard Vinyl or equal 0 -0,28 1 5 ° 3 6 - - 18 - -5 W16 Milgard Vinyl or equal .1 0- 0.28 1 3 ° 6 0 - - 18 : 5 W17 Milgard Vinyl or equal _ �- Milgard Vinyl or equal r` 0- - - 0,28 1 7 01 6 ° - - 42 - 12. W18 0 0,28 1 3 ° 51 6 17 5 W19 Milgard Vinyl or equal 7 ..— 0 0.28 1 3 ° 51 6 17 5 W20 0 0,00 0 0 VV21 .` ----- 0 0.00 0 0 W22 0 0,00 0 0 W23 Milgard Vinyl or equal 0 0.28 1 2 0 6 ° 12 3 W24 Milgard Vinyl or equal .-- --- -._0:.. 0 0.,28 0.28 1 1 6 6 0 ° 5 5 0 0 - 30 30 -8 8 W25 Milgard Vinyl or equal . W26 Milgard Vinyl or equal . Milgard Vinyl or equal .':, 0 _ 0.28 1 6 0 5 ° 301 8 W27 -0 -.. 0,28 1 3 0 5 ° 15 - -_ 4- Patio Milgard Vinyl or equal 0 0,28 1 6 0 8 ° 48 13 Patio Milgard Vinyl or equal 0- 0.28 1 6 ° 81 ° - 48 - -13 ---- ------ . --- 0 0,00 .0 0 0 0.00 0 0 j 0 0:00 0 0 ♦ -- 0 0,001 0 0 . — 0 0.00 0 0 . -- 0 0.00 0 0 ---- 0 0.00 0 0 . -- 0 0,00 0 0 o 0.00 01 0 -- 0 0,00 0 0 . - p 0.00 0 0 0 0,00 0 0 -- .: ---- 0 0.00 0 0 . --- --- 0 o 0.00 o.00 0 0 0 0 � --- �; -- -- 0 o.obi 0 0 ---- `, 0 0.00 0 0 �; o 0 0,00 0,00 0 0 0 0 ---- - • 1 0 0:00 0 0 -- �' o o:oo 0 0 --- 0 0,00 0 0 ---- 0 0.00 0 0 --- 0 0,00 0 0 .j 0 0.00 0 0 0 0,00 0 0 Sum of Area and UA 622 174 Glazing Area Weighted 0.280 Copyright 2013, WSUEEP10-009 (Version 11). Copied by permission from Washington State. University Extension Energy Program. (seecopyright restrictions) -. - 2015 Washington State Energy Code: UA Alternative Worksheet, Type R-3 Occupancies 2,041 55 0 0 0 R30 vented Joist 16oc _ . ®'-- 10-3 . -0.029 ,;�` o ® o o.000 o.000 0 O:b00 Copyright 2013, WSUEEPIO-009 (Version 11) Copied by permission from Washington State University Extension Energy Program. (see copyright restrictions) 5/21/201 S 3 of 4 2015 Washington State Energy Code: UA Alternative Worksheet, Type R-3 Occupancies Table Rd06.2Summary Opt. Description Credits) 1a EfficientBuilding Envelope 1a 0.5 � 0:5 1b Efficient Building Envelope Tb 1.0 ° 1c Efficient Building Envelope_ 1b 2.0 ° 1d Efficient Building Envelope 1tl : 0:5 ° 2a Air Leakage GontroLand EfficienfVehtilation 2a: 0.5 � 0:5 2b Air Leakage Control:and Efficient Ventilation 2b 1,0 2c Air Leakage Control and Efficient. Ventilation 2c T,5 ° 3a. High Efficiency HVAC 3a 1:0 m 1.0 3b High Efficiency HVAC 3b 1:0 ° 3c High Efficiency HVAC 3c 1.5 ° 3d High Efficiency HVAC 9d T:0: ° 4 High Efficiency HVAG Distribution System 1:0 ° 5a :Efficient Water Heating 5a D.5 ° 5b Efficient Water Heating 5b 1A 5c Efficient Water Heating 5c 1,5 a 1:5 5d Efficient Water heating 5d : 0:5 ° 6 Renewable Electric Energy 0.5 kWh. ° Total Credifs 3.5 Copyright 2013, WSUEEP10-009 (Version 11) Copied by permission from Washington State University Extension Energy Program. (see copyright restrictions) 5/21/2018 4 of 4 J.SYKORA,GPBD R r 0 N it IF I gg It Itl, 't 1 tT a 3-7� It It, o �n n all .M1It tL In III 4 It -2l IN It It yrn ' - titt" pp 43 or If It T It IT t It It 7 It qIIp t IT Ir -1 m � O 3 it It "rr T ib'-iIt ,�.. It a .. ..• n,,.e. It It Jr It u , " 4 s • a . a , It ti, „ o a ` 02 It It no . ew �,'It t rn V- o d� p MAY 222018 61 y � J OF 'V I-C E Lu 5-1418 L� J.SYKORA,GPBD I ➢s,:- -- 58'-0" 39'-2 1 /2" 19'-0" 20'-2 1 /2" h' j IV vo rr N o �1 D fl �rn 0 m LINEN t / _ 1 / - iJ `�•lJ r —il mN 0 a Amc access n, N fJ � N w a o ry 6' 033 y m N� 3Jc6 ''kv �I Ve 1/; J r-s,/2• � t i V 1 t} VQ �- a n z 0 :7 a 1 O' O A. rn 0 m $ is O 2'-4" A623b20 3 a n 4 \I y J�n L�GCE55 � � A n Tn b-z, rz•' �z a 0 N b a ® vF � r m 53 p ENTERTAINMENT WIN➢OW SEAT 0: FIREPLACE _ o� Q m 6'-31 all ILI IL� _ Co �3 F 2 ~":TZ an — LEIC4iGTNAN51ilON''® �_ 2630 3o6G � i I i ]� v � � -VL _ pDfil ® N035'h"0 W063GTG O' o Zi iNO3-3'F�b � IL I. Y-- 3'-91 NT o-51 a" N 0 N ] A C3,f L 5 1418 Id s 0 2 g�g s m N �msooml33 w v � o W Q l V Ca w m �e Address? �5k V4. Project raj�ct Inter -Departmental Plan Reviev�� Tracking Job Address: APN: City of Anacortes 904 6th Street P.O.Box 547 Anacortes, WA 98221-0547 (360) 293-1901 3932 ROCK RIDGE PKWY ANACORTES WA 98221 Invoice/Permit #: Applied date: Issue date: Expire date: BLD-2018-0319 05/22/2018 06/20/2018 12/17/2019 Permit Type: Single Family Residence Permit Project: Remarks: Construct single family residence per approved plans Owner: DOUG GRIFFITH Address: PO BOX 1813 ANACORTES WA 98221 Phone: Contractor: STRANDBERG CONSTRUCTION Address: PO BOX 319 ANACORTES WA 98221-0319 Phone: (360) 293-7431 License #: General Information: Fees: Occupancy Group r-3 Plan Review Deposit # of Bedrooms 4 Building Permit Fee Basement Square Footage 1181 Plan Review Fee Lot Area 9998 Mechanical Permit Fees 1 st Floor Square Footage 2041 Plumbing Permit Fee Garage Square Footage 1073 State Building Code Fee Deck Square Footage 285 Sewer Inspection Fee # of Stories 2 Storm Drain GFC-Residential Stove, Appliance 1 Sewer GFC-Residential Building Valuation 505000 Park Impact Fee # Forced Air Furnace <=1,000 1 Traffic Impact Fee # of Bathtubs 1 Total Calculated: # of Clothes Dryers 1 Deposits/Receipts: # of Clothes Washers 1 # of Dishwashers 1 Total Due: #_of_Gas Outlets 1 # of Gas Fireplace 1 # of Gas Piping 1 # of Gas Water Heaters 1 # of Water Piping 1 # of Hose Bibbs 4 # of Kitchen Sinks 1 # of Lavatories 6 # of Range Hoods 1 # of Showers 3 # of Slop Sinks 1 # of Ventilation Fans 6 # of Water Closets 4 200.00 3,257.50 1,917.38 129.15 181.00 4.50 50.00 1,597.48 9,482.66 615' 00 2,641.40 20,076.07 200.00 19,876.07 i.J r• �� f --i CI .y f r. n IJ :;n Ytil � •J i_f fA D - Cl i 1,1 Z• -1 '•1J fy T 1� rl ., � �, m 11� C 1•+• i✓• T ,,n rt, z: an m cn r— �y. 4 mIA Izj F-+ CL It• �1 fJ fj_I =1 1_ J f --1 f1 on f-+ f-r•• fop �t ^y rr- City of Anacortes 904 6th Street P.O.Box 547 Anacortes, WA 98221-0547 (360) 293-1901 Invoice/Permit #: BLD-2018-0319 Applied date: 05/22/2018 Issue date: 06/20/2018 Expire date: 12/17/2019 THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS, OR IF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMENCED. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT. ALL PROVISIONS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NOT, THE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STATE OR LOCAL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. RE OF OWMER OR AUTHORISED AGENT City of Anacortes 904 6th Street P.O.Box 547 Anacortes, WA 98221-0547 (360) 293-1901 Invoice/Permit #: BLD-2018-0319 Applied date: 05/22/2018 Issue date: 06/20/2018 Expire date: 12/17/2019 Job Address: 3932 ROCK RIDGE PKWY Permit Type: Single Family Residence Permit ANACORTES WA 98221 Project: APN: Remarks: Construct single family residence per approved plans Owner: DOUG GRIFFITH Address: PO BOX 1813 ANACORTES WA 98221 Phone: General Information: Occupancy Group # of Bedrooms Basement Square Footage Lot Area 1 st Floor Square Footage Garage Square Footage Deck Square Footage # of Stories Stove, Appliance Building Valuation # Forced Air Furnace <=13000 # of Bathtubs # of Clothes Dryers # of Clothes Washers # of Dishwashers #_of_Gas Outlets # of Gas Fireplace # of Gas Piping # of Gas Water Heaters # of Water Piping # of Hose Bibbs # of Kitchen Sinks # of Lavatories # of Range Hoods # of Showers # of Slop Sinks # of Ventilation Fans # of Water Closets Contractor: Address Phone: License #: Fees: STRANDBERG CONSTRUCTION IZil_�i?:tc� ANACORTES WA 98221-0319 (360) 293-7431 r-3 Plan Review Deposit 4 Building Permit Fee 1181 Plan Review Fee g998 Mechanical Permit Fees 2041 Plumbing Permit Fee 1073 State Building Code Fee 285 Sewer Inspection Fee 2 Storm Drain GFC-Residential 1 Sewer GFC-Residential 505000 Park Impact Fee 1 Traffic Impact Fee 1 Total Calculated: 1 Deposits/Receipts: 1 1 Total Due: 1 1 1 1 1 4 1 6 1 3 1 6 4 200.00 3,257.50 1, 917.38 129.15 181.00 4.50 50.00 1,597.48 9,482.66 615.00 2,641.40 20,076.07 200.00 19,876.07 City of Anacortes 904 6th Street P.O. Box 547 Anacortes, WA 98221-0547 (360) 293-1901 Invoice/Permit #: BLD-2018-0319 Applied date: 05/22/2018 Issue date: 06/20/2018 Expire date: 12/17/2019 THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS, OR IF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMENCED. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT. ALL PROVISIONS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NOT, THE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STATE OR LOCAL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. SIGNATURE OF OWNER OR AUTHORIZED AGENT Fyrrce, Groc From: Sent: To: Cc: Subject: Attachments: Fyrrce, Groc Thursday, April 25, 2019 9:39 AM Jim Sykora' Measamer, Don; Frisinger, Rob; Lange, Steve At: Drainage Covenant Lot 6 Ph IV Drainage Covenant Griffith.docx; Lot 6 Griffith 11 X 17 Layout with SD tank location 042319.pdf; Lot 8 Ph IV Drainage Covenant Jensen.docx; Lot 8 JENSEN 11 X 17 Layout with SD tank location 042319.pdf Please forward this on to the appropriate property owners. Thanks. If you have any questions feel free to contact Steve Lange. Best Retards, Groc Fyrrce Building Inspector Cite of Anacortes G60) 293-1901 �?e in5 to.Protzr% safe communities t r©uJ�r education ancrcooera'tien From: Lange, Steve <stevel@cityofanacortes.org> Sent: Wednesday, April 24, 2019 11:28 AM To: Measamer, Don <don@cityofanacortes.org>; Diamond, David <davidd@cityofanacortes.org>; Fyrrce, Groc <gfyrrce@cityofanacortes.org>; Frisinger, Rob <robf@cityofanacortes.org> Subject: FW: Drainage Covenant Don, David, Groc and Rob, I have been working with Debbie Headrick of Strandberg Construction on an agreement for the Lots 4 through S of Rocl< Ridge Phase 4. Attached are documents that are ready to send out to the property owners for signing and recording. Debbie has communicated with both parties to develop this document. They should be aware of the document when they receive it. Thanks, Steven Lange Project Manager From: Debbie Headrick<debbie@strandber�construction.com> Sent: Wednesday, April 24, 2019 11:19 AM To: Lange, Steve <stevel@cityofanacortes.org> Subject: Drainage Covenant 1 Steve, Attached are the covenants for Griffith Lot 6 & Jensen Lot 81 1 will forward Bleinstein once I have the equipment location. I left the document in word if you need changes or do a save as and use it later. Let me know if you have questions. Thank you, Debbie Headrick Executive Assistant r}�+vJ� 2018 R Avenue PO Box 319 Anacortes WA 98221 Phone: 360-293-7431 2 PLAT OF ROCK RIDGE SOUTH PHASE 4 NW 1/4, SEC. 26, TWP 35N, RNG. 1 E, . W.M. 201711 60065 Skagit County Auditor $174,00 1116/2017 Page 1 of 41o!wAM GENERAL INFORMATION 1. Assessor's Account No.s 4918-002-999-0600, P125867" 2. Description and exception information is from the Subdivision Guarantee, Certificate No: 620031711, dated July 5, 2017, 3" This property is SUBJECT TO and TOGETHER WITH easements, reservations, restrictions, covenants and other instruments of record including but not limited to those instruments referred to in the Subdivision Guarantee referenced under Note 2 above, Said report lists documents recorded under Auditors File Number 200203250231 (CC&Rs), AF #200203140025 (CC&Rs), AF #200204260193 (CC&Rs), AF #200202280226 (Easement over portion of Phase 1 of the Plat of Rock Ridge South), Af #200203220149 (Easement over portion of Phase 1 of the Plat of Rock Ridge South), AF #200607110101 (10' wide PSE easement superseded by Rock Ridge Plat Map), Af #200610200103 (Avigation Easement), Af #200701240094 (Plat of Rock Ridge South Phases 1 & 2, 200701250001 (CC&Rs), 201004210064 (Access & Utility easement to be released at the recording of this Plat Phase 4), Af #201702060113 (10' wide PSE easement superseded by the recording of this Plat) and Deed of Trust under AF #201611100086 (Skagit Bank). 4" Residential Low Density (R2). 5" Water Supply: City of Anacortes. 6. Sewer Disposal: City of Anacortes 7. Storm Sewer" City of Anocortes LEGAL DESCRIPTION Lot G, PLAT OF ROCK RIDGE SOUTH, PHASES 1 and 2, according to the duly recorded plat thereof, recorded in January 24, 2007, under Auditor's File No. 200701240094, and --- A ` -- - TIVIR ., Skac E�CCE OF f 30, Skac Situc N0 1. Resti 0 or sr_1 rpsi,".Ip!_M.;"tTfi9 g;1at is a true and correct :e"Kxtat�n of 'the�.;;J,arf� actually surveyed; that the courses iis#aa�ce's;,are shown correctly on the ground; and that I �,pm('ilied`+�,yith the provisions of the statutes and platting tioi5e,;nt e'that permanent control monuments have been fished dy. each and every controlling comer of the parcel d^ being subdivided. K. HERRIGSTAD, P.L"S, Certificate No, 27807 Date 10`5-Z©o _ SKAGIT COUNTY TREASURERS CERTIFICATE I certify that all taxes heretofore levied and which have become a lien upon the lands herein described have been fully paid and discharged gccording to the records of my office, up to and including the year of 20 f'( googg' h �n"" r_ 1gf • Ska I: T ��C& OFFICIgL�f G Certified this day of 20 J o Skag County Tre surer �m 1 ��SEAL •�/ CITY OF ANACORTES APPR Examined Engineer Examined^and approved this �1 Signature of Planning Direct3r of IN 1FY� �l1Md uthorized to execute the of n the instrument" >er , 20 CI . OWN BY: DKH DATE: JULY 2017 DEDICATION KNOW ALL PEOPLE BY THESE interest in the land here*u.,. s ra hic re presentation - g p pr a Ion.Qf'�tfte dedicate to the use ot. tti'e E private hereon and dec&afe� i incons' Istent wirbe usE;, fife to make alLgslecsaal; sf pe< the original r'easivabl-iarrlir 1. plat AUDITORSx/GERTIEICATE RECORD OF SURVEY AT„Writ W66EST OF DALE K. HERRIGSTAD UTY AUDITOR F.;(2E5"�,NTS tYfSt ale, the`;;undersigned owners of hair , siib ti d0f' hereby d�€+., [Ob this plat to be the shdk#, subdWsion rn; r hereby, and do hereby tablic tlyrev6r all ,gtreetg''and avenues not shown as thy_ use'+he�ot:=rFor�Y`EI public purposes not IPof=' for A.blic higAway purposes, and also the right �r Cats i�i,d6 ills upon the lots shown thereon in et sel d sfFeets, and avenues, and further tzblic'gll�he easements and tracts shown on this ssinditted thereon, including but not limited to nd,drainage unless such easements or tracts are ptdt as being dedicated or conveyed to a person or n which case we do hereby dedicate such streets, person or entity identified and for the purpose F"iSrther•;; the ulariersigned owners of the land hereby subdivided waive for theisefvrfi�eifi''heirs and assigns and any person or entity deriving title for the 'iit ersig"ed any and all claims for damages against the City of Anacortes, succe'S'Sors and assigns to which may be occasioned by the establishment, construction, or maintenance of roads and/or drainage systems within this subdivisioI other than claims resulting from inadequate maintenance by the City Anacortes. Further the undersigned owners of the land hereby subdivided agree for S. their heirs and assigned to indemnify and hold the City of Anacortes, its successors and assigns, harmless from any damage, including any costs of defense, claimed by persons within or without this subdivision to have been caused by alterations of the ground surface, vegetation, drainage, or surface or subsurface water flows within this subdivision or by establishment, construction or maintenance of the roads within this subdivision. This subdivision, dedication, waiver of claims and agreement to hold harmless is made with the free consent and in accordance with the desires of said owners. RR SUMMIT SKAGIT STATE BANK State of Washington County of Skagit I certify that I know of have satisfactory evidence that S �"� f'Qf 1C1%7Gyni signed this instrument, on oath stated that ®/she/) w /are) authorized to e�e instrument and acknowledged it as the of RR SUMMIT NW LLC to be the free and voluntary act of such party for the uses and purposes mentioned in the instrument. Given under my hand and official seal this �+ _ day of lnct69c i 201. Notary Public in and for the State of Washington ,JI, I)j Name printed OAVl I L iA.1L1.L(l~ p1 WEt4/'//,o Residing at f�YldlL7✓iCS WA `did�?Ss oN EtP FFy Yexpires M commissions pusoc n9jA/Lo �:OF W OWNER/DEVELOPER LAND SURVEYOR RR Summitt NW LLC DALE HERRIGSTAD PLS PO BOX 319 4320 WHISTLE LAKE ROAD ANACORTES, WA 98221 ANACORTES, WA 98221 360-293-7431 360-299-8804 PW 03-037—DE V SHEET 1 OF 4 IIERRIGSTAD ENGINEERING & SURVEYING SCALE: NOTED 4320 Whistle Lake Road, Anacortes, WA 98221 (360) 299-8804 1 JOB 2015-146 94L—gLOZ BOf 0310N :31VOS V088-66Z (09£) �IgLkLuans 2? s a &I u z ,�ffn L0 G� LZZ86 VM `sa}J000uV •pooa a101 al}slyM OZ£t �10IMNION21 GV Sf)IZIZIaH tb088-66Z-0K 1ZZ86 VM `SH1 00VNV aVON 3HV1 311SIHM OZEt �f Sld aV1SOR1N3H 3wa �j aO,AJMns aNY1 lZ.tL—L6Z—O9L 1ZZ86 VM 'S3Id00VNV 612 X08 Od O11 MN }}!wwnS Nd 83d013A3a/2 INMO •L y6noJy} L s}oI 6u!nJas ;o asodJnd ay} Jo; 'Redid punoJ6Japun a6Jolua puD a0oldaJ h!❑daJ `uID}wow `a}ouado }OnJ}suoo o} yOlym uI sadld a6ou!oup wJo}s ;o sasodJnd ay} Jo; s! }DId ay} ;o aDD; ay} uo umoys so fMM>uod a6pla >I❑oa bUIUIofpD puD y}IM IapDJDd 6u! 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W11H BRASSIN CAST PEG 2 10 PLUGGED IRON PIPE AF #007012701240D94 N 89'56112" W m- 6 AF jF20070I240094 1223_— --1322.92_ (AF 20070 t 240094) - - - - - - - c� 27bi - ✓ - --- _� --- -------- . - N89'S6'12"W 661.46 / W. 12TH ST \\ 4 �10 61' 108,31 26 z _ 2 \ ski 1n� NOTES � N69 >9 I 1. r.... e[O(X13 N88'42'48"W 222,23' -- :'''EO(M 16 aF N88'42148"WIRLoCK11 / - I 3; AkL 1 any 3 60.00' —' = /I\i TR. ° .• 5- SUNG PARLAY:;. SAS& DCK RIDGE } (.` �p-mk ,6A R/ r I yq o 2 \ \n �_ _\ f' I ,. 12TH SITN �•8� ,- ,,—CHASE 1 \ `\ _ AF200701240094 \ _� \ / 7.35 ACRES II me k3A /�C r)�P / o/ / I Im /�S�G� i Pis y r' i 9Z bgry�p`b / / y1 ��4` /' row y tihyp r M 31ST ST ah 0 "AlPHASE 3 \ \ A.��� /' ?ro ! µ. E6ww W TRACT > sj `b� / %�c,..... (NOT OPEN) y2 AF200701240094 AF200806300185 d>96s �= S / 7 b I� O 0.87 ACRES 5,59 ACRES \ /y / / r,. , o ry Fri W ry p� / rybk.��\/i Aga• '`, r� - y N I ryry 'woo. i{ 91 Q i a // Ag �_ Im mT.Ct. o0L N88'42'48"W N 30.002 2607:�0 W c 1 I qQ 0 ' � 170.82 \ 4 / ry S5101 11 "E 4P s 19.3 4�9�� '' _ TRACT G10� !ry PHASE 2 221,412 SF ,h 1� :. 10 3YF S47054'04 E / AF 203 01240094 w N pC`� 4 e� . 4' S.DB ACRES 0 �� 4,22 ACRES y 4 4 yryy 2 1 ` PH S F, 1�5g APPROXIMATE 3.84 RES" RIGHT-OF-WAY - N 16020'54" E FUTURE PHASE 40.1 1 j 5 12 N 10.01'52" E I / 46.5T / l 13 75, 00' ®� 6 omm 6188'4Pa'48"W 17.71 :I:' 7 C1 N88'42'48"W 43.89' _`�� a° / �\ TRA2ooT 24oB„ I W, W 4.20 ACRESp. N42' 240.00:. o 9 mmmm �' o ^+ o TUTTLE AND BUCKLEY'S CN o o 7 h PLAT OF ANACORTES t 5174.00 3 of 410:07AM ON WITt�,,f3TiASS CAP IN CASE WITH COVER. MSf;CR2 2" TOTAL STATION. NT::`{NERE VISITED ON 3-22-2017. E%5 WASHINGTON STATE SURVEY STANDARDS. BARD FIELD TRAVERSE. PLAT OF ROCK RIDGE SOUTH PHASE 1 & 2 AF 8 � � -�-� VOLUME 2 OF PLATS = �'so.00' � �' ❑WNER/DEVEL❑PER LAND SURVEY❑R PAGE 23 N89'1446 W Y ----- NW LLC ' 30 N6PE B FFER 2 R Surlrlitt DALE HERRIGSTAD PLS - - - _ - P❑ B❑X 319 4320 WHISTLE LAKE R❑ N89' 14 46 W 210.01 ' - - - - - RADIUS LENGTH DELTA N89'14'46"W 689.8o' - - ANAC❑RTES, WA 98221 ANAC❑RTES, WA 96221 PUBLIC RIGHT-OF-WAY RETAINED BY THE CITY OF C1 125.00' 36.63' 16'47224" 360-293-7431 360-299-8804 OF FACT TES PER FINDINGS #31. FOREST LANDS P W # 0 3- 0 3 7- D E V OF FACT CONDITION �31. SHEET 3 OF 4 GRAPHIC SCALE 50 0 50 100 200 - OWN BY: DKH HERRIGSTAD ENGINEERING SeSURVEYING SCALE: NOTED IN FEET ) ( I inch = 100 ft. 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