Loading...
HomeMy WebLinkAboutPermit File BLD-2018-0008 716 37th Street (3)Ty Nil 'ZIA 00FL11z City of Anacortes 904 6th Street P.O.Box 547 Anacortes, WA 98221-0547 (360) 293-1901 Job Address: 716 37TH ST ANACORTES WA 98221-3462 APN: Remarks: P56670 P107368 New garage Invoice/Permit # Applied date Issue date Expire date BLD-2018-0008 01 /05/2018 03/15/2018 09/11/2019 Permit Type: Single Family Alteration/Repair Permit Project: Owner: MICHELLE & DONOVAN WOODLEE & SMALE Contractor: Address: 716 37TH ST Address: ANACORTES WA98221-3462 Phone: Phone: General Information: Use Zone Building Valuation Occupancy Group Lot Area 2nd Floor Square Footage Garage Square Footage # of Showers # of Clothes Dryers # of Clothes Washers # of Side Sewer # of Lavatories # of Water Closets # of Water Heaters # of Water Piping # of Ventilation Fans R3 72000 7500 644 944 1 1 1 1 1 1 1 1 1 License #: Fees: Building Permit Fee Plan Review Fee State Building Code Fee Mechanical Permit Fees Plumbing Permit Fee Calculated: Deposits/Receipts: Total Total Due: 797.75 518.54 4.50 41.40 69.00 1,431.19 0.00 1,431.19 Ian to at0 h.) C} t-•f N- n r'h .t w I t Ijl .+ .-r Crl 1=1 f.a. _' 1 i F ICI H L„1 _I swim ICI .n THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAB; CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMEt HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT. ALL PFC OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR,N GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER" I OCAI I AW RFr;I II ATING MKIRTRI ICTION OR THE PFRFORMANCF OF CONSTRUCTION. SIGNATURE OF RIZED AGENT �•{i 3Y •,; ir.. ITI l�J NIX O ��4v PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT RESUBMITTAL/ PLAN REVISION /ADDITIONAL INFO COVER SHEET Mailing Address: P.O. Box 541, Anacortes, WA 98221 Office Location: 904 6th Street, Anacortes WA 98821 Phone: (360) 2994984, Fax: (360) 293-1938 Please use this it to submit revisions or additional information to your permit application. Permit /Project #: Project Name: Va�l� c Project Contact: Contact Phone , `EGG Date: Project Address: Company Name: Contact Email: 3 (-� III. Has the permit been issued yet? ❑Yes C� No All revisions must be either clouded or highlighted & wet stamped by an architect/ engineer (if ap:plicable). Has this been done? lA Yes ❑ No What departments) is this resubmittal/ revision /additional information to go to? ❑ Planning Dept. 1W Building Dept. ❑Fire Dept. ❑ Stormwater ❑Public Works Dept. Is the plan revision or additional information, in response to a plan review letter? fl Yes. A copy of the plan review letter with itemized responses to each item is required. ❑ No, the revision or additional information is initiated by the applicant, landowner, designer, or builder. If not in response to a Plan Review Letter, please explain the nature of the revisions and/or additional info: Are you submitting a full replacement? ❑Yes CCU No If not what page # is being replaced? Two full sized copies of all revised /additional information is required. Has this been done? © Yes ❑ No Two 11" X 17" reduced copies of revised site or floor plan is required. Has this been done? E,Yes ❑ No iniormation can D• ❑ Site Plan IN Building Plans ❑ Structural Plan ❑ Landscape Plan ❑ Parking Plan ❑ Tree Preservation Plan ❑ Arborist Report ❑ SEPA checklist ❑ Wetland Report ❑ Geotechnical Report ❑ Storm Drainage Analysis ❑ TESC Plan ❑ Civil Plan ❑ Lot Coverage Calculations ❑ Impervious Surface Calculations ❑ FAR Calculations ❑ Grading Plan ❑ Survey (Boundary /Topo) 0 Mechanical Plan 25 Plumbing Plan 0 Other: Gtzy o:q4h Anaeortes Planning & Community Development Dept. Permit Center 'gCOB 4 P.O. Box 547, Anacortes, WA 98221-0547 Don Measamer, Building Official, Planning Director February 13, 2018 Jim Dunlap JD Design RE: Plan Review notes for the proposed new garage at 716 37�' Street PH (360) 293-1901 FAX (360) 293-1938 Please address the following items so I can complete the plan review. C,1!Provide 2 sets of full-size plans drawn to scale, indicating the following: ta, / loft is to be used for? ere the sanitary side sewer and the storm sewer are. ow the stormwater from the garage is to be collected and dispersed. Indicate on plans all applicable codes, including 2015 Uniform Plumbing Code (UPC) and 2015 Washington State Energy Code (WSEC) if applicable. Indicate on the plans that all connectors in contact with preservative -treated wood needs to be hot - dipped galvanized or equivalent. Indicate on plans what spaces, if any, are conditioned space and how it complies with the 2015 WSEC. If there is conditioned space indicate on the plans the description of the 2015 WSEC Energy Credits taken and how they are to be met. Indicate on the plans how the structure is to resist gravity and lateral loads. Provide structural plans that comply with the Engineering calculations provided. 6. Provide another SWPPP. One is required in the field and the other in the file. 0� dicate on the plans how the water is to be heated and the location of the water heater and how it complies with the codes. 8lhdicate on the plans where the clothes washer and clothes dryer are located and how it meets code. Ducts cannot terminate within 3' of any opening into the building. 49!Indi ate on the plans how the loft is to be accessed. Provide a stair framing detail if using stairs. . rovide a foundation plan. LlorVrovide a complete floor framing plan, showing beam type, size, species, and connectors used. &21,rProvide a complete roof framing plan showing what covering the roof will have and how the roof will be vented. Please contact me if you have any questions about these notes. Sincerely, City of Anacortes 360-293-1901 6Sly a� Anacortes Planning & Community Development Dept. Permit Center �� P.O. Box 547, Anacortes, WA 98221-0547 q00 1r Don Measamer, Building Official, Planning Director February 13, 2018 Jim Dunlap JD Design RE: Plan Review notes for the proposed new garage at 716 37a' Street Please address the following items so I can complete the plan review. PH (360) 293-1901 FAX (360) 2934938 1. Provide 2 sets of full-size plans drawn to scale, indicating the following: a. What loft is to be used for? b. Where the sanitary side sewer and the storm sewer are. c. How the stormwater from the garage is to be collected and dispersed. 2. Indicate on plans all applicable codes, including 2015 Uniform Plumbing Code (UPC) and 2015 Washington State Energy Code (WSEC) if applicable. 3. Indicate on the plans that all connectors in contact with preservative -treated wood needs to be hot - dipped galvanized or equivalent. 4. Indicate on plans what spaces, if any, are conditioned space and how it complies with the 2015 WSEC. If there is conditioned space indicate on the plans the description of the 2015 WSEC Energy Credits taken and how they are to be met. 5. Indicate on the plans how the structure is to resist gravity and lateral loads. Provide structural plans that comply with the Engineering calculations provided. 6. Provide another SWPPP. One is required in the field and the other in the file. 7. Indicate on the plans how the water is to be heated and the location of the water heater and how it complies with the codes. 8. Indicate on the plans where the clothes washer and clothes dryer are located and how it meets code. Ducts cannot terminate within 3' of any opening into the building. 9. Indicate on the plans how the loft is to be accessed. Provide a stair framing detail if using stairs. 10. Provide a foundation plan. 11. Provide a complete floor framing plan, showing beam type, size, s ecies, and connectors used. --- - - 12. Provide a complete roof framing plan showing what covering the roof will have and how the roof will be vented. Please contact me if you have any questions about these notes. Sincerely, City of Anacortes 360-293-1901 Cricchio, Kevin From: Sent: To: Cc: Subject: Cricchio, Kevin Thursday, February 8, 2018 2:03 PM Fyrrce, Groc Ingalls, Paul BLD-2018-00081 716 37 Street, RE: BLD-2018-0008, 716 37 Street, Groc, I've completed my review of the building permit application to construct a detached garage at 716 37th Street. I am good to go with it. The followings are needed nonetheless: 1. Demolition permit is required for the demo of existing garage. 2. Ordinarily a boundary survey of the subject property is required. However, the neighboring property located to the east of the subject property was recently surveyed. You will need to use the neighboring property's property corners to measure off of to determine your lot width. Notwithstanding, a boundary survey of your property will be required prior to work commencing. Kevin Cricchio, AICP, WPIT � Associate Planner � Planning, Community &Economic Development Dept. City of Anacortes I P.O. Box 547 1904 bth Street 1 Anacortes1 WA 98221 360.293.1937 (work) I kevinc@cityofanacortes.org www,cityofanocortes.org My incoming and outgoing email messages are subject to public disclosure requirements per RCW 42.56. 1 Groc From: Sent: To: Subject: Attachments: Hi Donovan, Fyrrce, Groc Monday, February 26, 2018 10:22 AM michellewoodlee0138@gmail.com' 02-26-18 Site Memo 716 37th Street.pdf 02-26-18 Site Memo 716 37th Street.pdf; Current Plan Revision Additional Info Cover Sheet.pdf; 716 37th Street Building Plan Review.doc Please see Steve's attached plan review note for corrections that need to be addressed so that he can finish his plan review. Please see my attached plan review note for corrections that need to be addressed so that I can finish my plan review. Please fill out the attached Plan Revision &Additional Cover Sheet along with a transmittal letters) stating the correction required, and how it was corrected, for each item, on each review, and address it to the appropriate party. You do not have to submit separate site plans, if all the items required in each review can be clearly and legibly shown on one site plan. If you have any questions, feel free to address them to the appropriate party. Best regards, Groc Fyrrce Building Inspector/ Permit Technician City of Anacortes (360)293-1901 ���z��eccJ�exafi�rz- �y incoming am ou�gaing email messages are su!:._iect to public disclosure requireme; is per R_�vV u�.56. 1 ANACORTES PUBLIC WORKS DEPARTMENT Steven Lange, Project Manager P.O. BOX 547, ANACORTES, WA 98221 PH(360) 293-1920 E-MAIL: stevel@cityofanacortes.org FAX(360) 293-1938 Memo Date: February 26, 2018 To: Paul Ingalls, Plans Examiner From: Steven Lange Subject: Site Plan Review #1 for 716 37t" Street cc: Eric Shjarback, Justin Symonds The submitted site plan for 716 37th Street was reviewed by the Public Works Engineering Department on February 26, 2018. • 02-13-18: Submittal to Public Works Engineering • 02-26-18: Public Works review and memo back to Building Department The following comments are provided: • No frontage improvements required under this proposal. • Known subsurface flows in the area. Applicant could pump up to the storm conveyance system in 37t" Street. • Sanitary Sewer (Private) will need to be re-routed with this proposal. Public records indicate a second side sewer stub to the property, which can be used. The existing side service stub will need to be abandoned, meeting the requirements of the WSDOT Specifications for pipe abandonment. • Water •Wastewater •Streets •Storm Drainage •Engineering •Solid Waste • Transportation •Equipment •Capital Projects •Development Services -1�Y G PLANNING, COMMUNITY, &ECONOMIC DEVELOPMENT DEPARTMENT �' _ _ `° RESIDENTIAL BUILDING PERMIT APPLICATION z a � _ Mailing Address: P.O. Box 547, Anacortes, WA 9 � � ����� �f �. z � t � � - `4tigw Office Location: 904 6th Street, Anacortes WA 98 � � '�' � � 1 � � �= `-A-- Phone: (360) 293-1901, Fax: (360) 293-1938 ` '' A'`v' '�' VN PLEASE REFER TO THE RESIDENTIAL B UILDING PERMIT CHECKLIST BELOW FOR SUBN1� It��7' PROJECT ADDRESS (Street, Suite #): 4�3_�- ( Parcel(s) #: Subdivision/Lot #: Project Valuation: $ �. c�c� APPLICANT�7�: 7! , , / ^-/7 (\' ��r�l 1 i 1.1 r� ! � ✓ � �Gi � ��l -7LS �.�.:�-1 �.i.i � ' Phon�e/ :/ l , l � /� �{ � �4�4�J l[r J(,-'' ( �%J�� Fax: Address (Street, City, State, Zip): E-Mail Address: PROPERTY OWNER: �t ��Y� vV I �� / ��t;.�' r� r r� �t 1 � Phone: 3�� ! 3i7- ' ' i 3 t�' c°�) l0 3C�_ ; `� 3 �� Fax: f : [1 - I [ �' 1 Address (Street, City, State, Zip): 9 � �� � E-Mail Address: 'llld 3`i� � �'lciCt'rk� �� r< t�� u?�c�r1�r�1���v rtrc�rl.��c'r�- CONTACT PERSON: /� j GI iO�,l ^ -Yr �r t� LC 1'"�- Phone`: (� 4_ _ 2 � �.L LJ � �V � (J �I J �R Fax: Address (Street, City, State, Zip): j E-Mail Address: � y;1„1 LENDING AGENCY: Phone: Fax: lu'c9ly� Address (Street, City, State, Zip): E-Mail Address: CONTRACTOR: * Phone: Fax: Address (Street, City, State, Zip): E-Mail Address: *All Contractors &Subcontractors must have a valid City ojAnacortes Professional License #: Ex Date: P� business license prior to doing work in the City. Contact the Finance Department at (360) 299-1968. City's Business License #: Exp. Date: PROPOSED WORK: '�.�,�'�G�i.�' , .� � ''/' 1 1 1 �' 1 1 Basement SQ' : Finished Basement: ❑ Unfinished Basement ❑ 1st Floor SQ' : �{ �{ � Garage /Carport SQ' 2nd Floor SQ': t,�1 �{-+-�- Deck/ Covered Porch/ Patio SQ': Fire Sprinkler: Yes ❑ No � Lot Area SQ': �f,5fl� Is construction associated with an accessory dwelling unit? Yes ❑ No f c� 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: � ��� CVG�S�s'1 G �� � Owner � Agent ❑ (specify): Signature: Date: / / � � - ` (� � � Page 1 of 3 17 i X O Z n V Dv! pop 3 C m UJATER LINE � PL: 100.00 CA) O N oWrn3 A�OA(i Er D�+ mA N r -( Oc N O mDP ZO l I UJATER LINE � PL: 100.00 CA) O N oWrn3 A�OA(i Er D�+ mA N r -( Oc N O mDP ZO I I I �0 m u0i m D cn 3 p .y71 O Zwn m m xl N O � O N 1 A c 0 w f LIOZ/60/01 Diva ONE OZ = J DwaS aVr Ag NMvaa x D c� m o m ou rn-o O z X m D cn D D z D ZZ� z o D Tmi�nm n�m m o D O m .. o o �o V m 3 (mi� M cn ° U) r cn� �CNr 0 o D v D m CY\ o_� N CA N O 1 N N in O o = m M o I � m ;:o QD m o m O z 0 G D z cn 3 D r m m 3 � m o m C D z � r m D � CL 0 CL N rD Cn PLANNING, COMMUNITY, &ECONOMIC DEVELOPMENT DEPARTMENT RESIDENTIAL BUILDING PERMIT APPLICATION �.� � Mailing Address: P.O. Box 547, Anacortes, WA 9 �' _ ;�� �� �� �� � � $; .. ��`�' Office Location: 904 6�` Street, Anacortes WA 98 6`� �� �� ;' �,� 7'�! �--" Phone: (360) 293-1901, Fax: (360) 293-1938 - /� 'JAN 0'3 � � PLEASE REFER TO THE RESIDENTL4L B UILDING PERMIT CHECKLIST BELOW FOR SUBM.� ���� ;T�? 4 PROJECT ADPPD.RESS)(Street, Suite #): �$�,� ( Parcel(s) #: �� 1 �c t1,7 i� �1 � - � 1�� /� "P� ;-f'� n F1— f � J �J Il Lf� 1 �i Subdivision/Lot#: Project Valuation: $ �. G�C1 APPLICANT: Y 5:�.�-1 Phone: Fax: Address (Street, City, State, Zip): E-Mail Address: D Dc'iDi/rZ F^ ��;^�i;a I PROPERTY OWNER: Phone: 3�C ���- � i Fax: �t�iC�r' vV` It��fl���r.� n ��.1� ��c1)(o3L�-; �_3L' f;tj S� -ii�'1 Address (Street, City, State, Zip): � ��� j E-Mail Address: � M l.d 3� � � �'"1c. e (�%( �,� � �''I r t � 1 �-t.;�u rw � �rc�Sd I'� �L�'�. C k b � Cz i . � c�!<� CONTACT PERSON: c���� � �- 5���(-�-- Phone: 3��� tr3�--�s`i3� Fax: `' Address (Street, City, State, Zip): <<� j;} j E-Mail Address: LENDING AGENCY: Phone: Fax: �+'� N- Address (Street, City, State, Zip): E-Mail Address: CONTRACTOR: * Phone: Fax: Address (Street, City, State, Zip): 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 Finance Department at (360) 299-1968. City's Business License #: Exp. Date: PROPOSED WORK: �'{;�i_�� , .� y "1'1 1 1 11 Basement SQ': Finished Basement: ❑ Unfinished Basement ❑ 1�Floor SQ': � t-{'- f Garage /Carport SQ': 2nd Floor SQ' : � �}c-�- Deck/ Covered Porch/ Patio SQ' Fire Sprinkler: Yes ❑ No Lot Area SQ': `j,�� , Is construction associated with an accessory dwelling unit? Yes ❑ No � I declare under penalty of perjury that the information I have provided on this form/application is true, correct, and complete, and that I am the property owner or duly authorized agent of the property owner to submit a permit application to the City of Anacortes. Print Name: 1-� ��� C�f.0 S �f'1 Li l e Owner � Agent ❑ (specify): Signature: Date: I l - �- ` (�? t �- Page 1 of 3 s�{ %j / ill-- i� ' � 'i� � ,�. r��//`;`s5. c �0) LO LO CD CD 00 •�1 CO IL x W J x z Q D a. o W z 0 d w J Q z Q 0 z � o W w w w cn o w w o N N I�) N O n _ w^ Q ^ Q p o JLI) wco L[rL)V2 U^w tXw r� � J W 0 Q 0 w- 2: < < LU W z<< tnQ�X z 0 E u ui 0 1 W 0 W � � x a DRAWN BY JAD SCALE 1" = 20' UNo DATE 10/09/2017 V.Ve � may � LU � �00 , Q d) wzOu U 0� w 5 Z N m p > wz� 0 m�?pz �oo�o muJu� I T 0 Q � to (- r I � a� ' m t- . N 0 z w � Ow w a0. Wzw DO Qp-z w ULLp Owtu JU tllcnO pry_QC z LL 0. O z J Q (wI1 U(3 � a (3 m Q 3 O O F Lo s P to 3NIl ZI31b'm i 0 N z z w ix m N z Q 0 z 1 Q Z w N Q w w LL Q i7 m R 7 U �,j Q a' w z LL LL w Q IL Q Q Q F LL w a -� w w :IE- J 4 z m J :a N I � I N I � L Structural Calculations Smale Residence, Garage NM 716 37th Street D Anacortes, WA !JAN 0'3 2018 } October 9th, 2017 Contents CITY OF ANACORTES 1-11 Standard Structural Specifications and Calculations. The engineers seal and signature above indicates that the engineer of record assumes full responsibility for the subject structure. Structural drawings 31 through 32 have been signed and sealed by the engineer of record and represents a required element of the building specifications. The architectural plans have the engineer's red -lines electronically incorporated and have been signed and sealed by the engineer of record for the structural aspects only. Notes, Disclaimers: • Bradley Engineering, Inc. takes no responsibility for items not specifically addressed within this report set. • This report is valid only for the specific project shown above and herein. BRADLEY ENGINEERING, INC. 811 Yew St. Bellingham, WA 98229 Ph0 (360) 752-5795 z BRADLEY ENGINEERING? INC. STANDARD STRUCTURAL SPECIFICATIONS: 1) Loads: a) Roof live load: 16 psf b) Seismic Design Category: DI c) Roof dead load: 15 psf d) Wind: 110 mph and Exp "C" e) Snow Load 25 psf f) Floor Live Load: 40 PSF g) Floor Dead Load: 10 psf h) Balcony Live: 60 psf i) Deck Live: 60 psf j) Exterior Wall Dead: 12 psf k) Interior Wall Dead: 10 psf 2) Applicability of these specifications: a. These specifications shall be adhered to for all work addressed in this report. b. Some sections of these specifications may not apply to the scope of work of Bradley Engineering, Inc. Use of these specifications for work outside of Bradley Engineering's scope shall be at the sole risk of the contractor. 3) Limited scope of Bradley Engineering's work: a. The scope of work of Bradley Engineering, Inc. is limited to the vertical and lateral analysis of the subject structure. Bradley Engineering, Inc. takes no responsibility for items not specifically addressed in the calculations, drawings, or call -outs. b. All structural and other matters not shown or addressed in the following calculations and sketches do not form part of the scope of work of Bradley Engineering, Inc. 4) Ownership of this report: a. Ownership of this report, all calculations, sketches, and other intellectual Information pertaining to the project shown herein shall remain the sole propriety of Bradley Engineering, Inc. Bradley Engineering, Inc. will furnish copies of this information to others only with the express permission of the client. b. These calculations, sketches, notes, and specifications are valid only for the project indicated herein. These documents are not valid, and shall not be used for any other project. 5) Completion of Bradley Engineering's current scope of work: a. Submittal of this report to the client completes the present scope of work and budget of Bradley Engineering, Inc. All other consultation, design, calculations, sketches, inspection, etc. after submittal of this report shall be billed on a time and materials basis. 6) Basis of Design.- Applicable Codes: a• This design is based on the 2015 IBC. All construction shall adhere to the minimum requirements of the IBC. Contractor shall be responsible to comply with all OSHA and State Labor and Industries Standards. Contractor assumes full responsibility as to construction methods used, safety provisions employed, and the finished as -built condition of the structure and related systems. -- 7)—C-ampe-wnt Canstmc-Sian-P-zrsonnel: a. Only competent personnel familiar with construction and safety practices germane to the project shown herein should be employed to assemble and construct the work. S) Temporary support and bracing: a. Provide adequate temporary support to all walls, roofs, beams, columns, and floors during construction. Design of same is not included, unless. specifically shown. Contractor or owner should check all supporting devices devices with a qualified person. Contractor shall be responsible for the adequacy of all temporary and/or permanent support systems. b. 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 purpose). For retaining walls that are to be connected to horizontal (floor or slab) diaphragms, do not backfill against the retaining wall until such horizontal diaphragms are in place and properly connected to the retaining wall. 3 9) Conventional Wood Framing: a. General Construction: Pre -drill all nail holes where required to avoid splitting. Connect all wood members per the attached sketches, callouts, and the IBC. b. Bolts: Unless otherwise specified, use washers on all bolts; tighten all bolts to a very tight snug wrench tight condition; use standard A307 bolts; use hooks on all embedded anchor bolts. Provide the following minimum edge distances between the centerline of bolt and all edges of bolted wood, and between centerline of multiple bolts: i. 1/2 inch diameter bolts.................2.5 inches ii. 5/8 inch diameter bolts...............3 inches iii. 3/ inch diameter bolts.................3.75 inches iv. 7/8 inch diameter bolts. 6 a 4 0 4.3 inches v. Minimum distance between edge of bolt and any edge of steel plate (angles, gussets, flanges, webs, etc) shall be one inch. vi. Engineer shall specifically approve any bolted connection using less edge distance than shown above. c. Lag Bolts: All lag bolts greater in diameter than 1/a" shall have pilot holes Pre -drilled. Size of pilot hole in threaded portion shall be 70% of the unthreaded Shank diameter. d. Nails: All nails used and specified in drawings and sketches shall be common Nails unless shown otherwise. Common nails may be substituted with nails of the Same shank diameter and same length. e. Built-UpBeams. Built-up beams consisting of dimension lumber (typically 2X stock) are permitted in lieu of sawn solid beams only if the 2X's are oriented such that they are not stacked on top of each other with the sum of their weak axes resisting load, but are nailed together side -by -side, with the sum of their strong axes resisting load. Use 16d face nails at 6" OC staggered into all tributary members. No splices allowed. f. Pressure Treated Lumber. Use pressure treated lumber in contact with concrete and / or soil. Pressure treating chemicals shall be inert, or otherwise non -reactive with metal connectors (including nails, bolts, Simpson or other framing connectors, etc.) or structural steel members. g. Blocking / Bridging. Provide full depth bridging or blocking at 8' OC max. in joist or rafters without continuous plywood diaphragm connection on the top. Provide solid blocking at all bearing points. Framed floors which support posts shall be solidly blocked within the floor to positively transfer posts loads through the floor to the supports beneath. h. Partition Walls. All non -shear wall partition walls on slabs shall be secured with 0.145" diameter power pins at 12" OC, unless otherwise shown. Shear wall partition walls on slabs shall be connected to the slab with the anchor bolting schedule shown above and herein. i. Provide double joists under all non -bearing partition walls. Partition walls which carry loads from above shall bear on joists or beams sized to carry said loads. J. Beam Supports (Trimmers). All Glulams or Parallam beams shall have (at a minimum) double trimmers or a 4X post at each bearing point unless otherwise shown. Sawn beams 6X12 or less may use single trimmer at bearing points, larger size sawn beams to use double trimmer or 4X post. 10) Pre -fabricated Framing Connectors: a. Manufacturer: Simpson brand is specified, however any other nationally recognized brand (Silver, KC, etc.) may be used provided that they are equivalent in their ability to carry all applied loads in all orientations. b. Installation: The contractor shall install all prefabricated items in strict accordance with the manufacturer's recommendations and requirements (locations, exposure, end and edge distances, fasteners, etc.). The load carrying capacity ofthe-prefabricate&item-cannot-be-guaranteed-if-tftis-provision is -not -adhered to. — c. Default Connector Types. Unless otherwise shown, the following metal plate connectors shall be used. Post caps...................................PC series Post bases.................................PB series Beam hangers. . Top flange type, HB, JB, PF, HUSTF, HUTF, or equal. Joist hangers .............................0 series. Truss and rafter holdowns.........H2.5 at each heel to double plate. 0 11) Footings, foundation, and Slab on grade. Geotechnical Report. Soils analysis and geotechnical engineering are not a specialty of Bradley Engineering, Inc. Bradley Engineering, Inc. 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. Bradley Engineering strongly recommends that a geotechnical report be performed by a qualified geotechnical engineer for all land based construction projects. 12) Foundations, Footins on Soil: All footings to bear on undisturbed existing soil, unless otherwise shown in the plans or calculations. All organic and deleterious material beneath the footings, foundations and slabs to be removed and replaced with granular fill compacted to 95% relative compaction. Bottom of footings to be below locally prescribed frost zone, not less than 18". Replace all over -excavated areas with granular material compacted in 8" maximum lifts to 95% Relative Compaction (RC). All footings are proportioned and designed for 1,500 psf allowable soil bearing pressure, unless other information is supplied by the Owner or Owner's representative. Slabs on Grade: Sub grade below slabs shall be similar to the above, except that 92% relative compaction is acceptable. A layer of free draining material and a suitable vapor barrier (designed by others) are recommended for alI interior slabs. Contraction Joints: Contraction joints shall be provided in all slabs at a maximum of 12 feet on center in each orthogonal direction. Contractor may use tooled joints or `zip strips'. Light gage metal keyed joints are not recommended in slabs subject to vehicular traffic. Slab reinforcement shall be continuous across all contraction joints. Expansion (isolation) joints: Expansion (isolation) joints are required where new concrete slabs are poured against existing concrete or masonry, and where shown on the plans. Expansion joint material shall be asphalt impregnated fiber board or similar,'/z inch thick. Construction (cold) joints: Where used, the previously placed concrete surface shall be clean and free of laitance. Reinforcing shall be continuous across the joint. Cold joints in slabs should be full depth, vertical face, and forma straight tooled edge. Cold joints constructed in this manner may also function as contraction joints. Footing DTains: Footing drains, with washed drain rock extending to within one foot of top of finished grade, shall be provided at the base of all footings and retaining walls which will have earth placed against them. Footing drains shall be 4" perforated pipe routed down gradient to daylight, unless otherwise specified. Where footings and foundations are placed on compacted material, fill shall be well graded granular material with not more than five percent passing a number two hundred sieve. Fill shall be placed in eight inch maximum loose lifts and shall be compacted to ninety-five percent of the maximum density at optimum moisture content (modified proctor test). Concrete and Reinforcing Steel: a. Concrete shall be 2,500 psi ultimate strength at 28 days. Concrete shall not have less than 5 sacks cement per cubic yard and not more than 4 inches of slump. Maximum size of aggregate shall not exceed 1 1/2 inches. b. Reinforcing steel larger than #4 bar shall be ASTM A615, grade 60. Reinforcing steel less than or equal to #4 bar shall be Grade 40. Reinforcement shall be fabricated and placed in accordance with "ACI Manual of standard practice". Right angle bars "L" shall be lapped with straight bars at footings and wall intersections. c. Minimum clear cover for reinforcing steel shall be: i. Bottom of footing 3" ii. Tvp OuFootirtg 2" - iii. Vertical face exposed to earth 1.5" 5 13) Wood Framing: a. Lumber shall be in accordance with "National Design Specification" of the National Forest Products Association. Unless otherwise noted, species and grade of lumber shall be as follows: Mud Sills Interior Framing: Floor and Roof Joists Wall Framing 4" x Headers and Beams 6"x Headers and Beam Exterior Framing: 4"x Headers and Beams 6"x Headers and Beams All other framing not noted Hem -Fir No. 2 treated D. Fir No. 2 or better D. Fir No. 2 or better D. Fir No. 2 or better D. Fir No. 1 or better Hem -fir No. 2 treated Hem -fir No.1 treated D. Fir No. 2 or better b. Plywood or OSB Shear Walls. All plywood on shear walls, unless specifically noted, shall have all edges blocked. All blocking to receive edge nailing. Any exterior wall not specifically shown as a shear wall shall be Type 2.1. All shear walls shall be positively connected to horizontal diaphragms at their tops and bottoms. Plywood, use A.P.A. trademark CDX plywood unless otherwise noted. Store and install in accordance with the recommendations of A.P.A. and UBC for shear resisting vertical and horizontal diaphragms. c. Plywood Roof. If roof diaphragm is not specified in Plans or Calculations, use 1/2" CD/OSB over non -blocked supports at 24" OC. Nail with 8d at 6" on edges, and 12" in field. Contractor to verify all span ratings. d. Floors. All wood floor diaphragms shall be glued and nailed. Use thickness as shown on the Plans. Contractor to verify all span ratings of plywood. Where otherwise not shown on Plans, nail floor diaphragm using 10 penny (screw type nails recommended) at 6" on edges, 12" in field, non -blocked, per UBC Case 1 pattern. 14) Anchor bolts: Anchor bolts shall be in accordance with ASTM A307 standards. Anchor bolts shall be 1/s" Diameter, 10" long, spaced at 4O.C. unless otherwise noted. For new construction, anchor bolts shall be placed in thickened concrete slab or foundation walls at the time of placement of concrete. In no case shall fewer than 2 anchor bolts be used per panel. 15) Epoxy bolt connections: As an alternative to the SSTBxx hold-down anchor bolts required/specifieduse either 5/8" or 7/8" A-307 all -thread (threaded rod) anchor bolts with a minimum embed of 10" per the following specifications. Use Simpson epoxy -tie bolt system with SET high strength epoxy, with zinc plated, A307 `all -thread' bolts as shown in the sketches. Drilling of holes and installation shall be in strict accordance with manufacturer's recommendation. Concrete must be at least 7 days old. 0 Wind Analysis SMALL GARAGE Address: 716 37TH STREET ANACORTES, WA d Speed, V 110 mph ht, H 15.5 feet f Angle 9.5 degrees sure Category B zontal Pressure Zone A Load Comb. Factor DASD 0.6 graphic Factor, Kzt 1 Category 11 Risk: I I I 111 Zone: A B C D Exposure: B C D Low risk to human life in event of failure Most small residential structures Substantial risk to human life in event of failure End zone of wall End zone of roof Interior zone of wall Interior zone of roof Areas closely surrounded by obstructions Open terrain and scattered obstructions Flat unobstructed areas or close to large body of water Calulation of a (ASCE 7-10 Figure 27.3.1) Height (ft) Exposure B Exposure C Exposure D 0 1.00 1.21 1.47 15 1.00 1.21 1.47 20 1.00 1.29 1.55 25 1.00 1.35 1.61 30 1.00 1.40 1.66 35 1.05 1AS 1.70 40 1.09 1.49 1.74 45 1.12 1.53 1.78 50 1.16 1.56 1.81 55 1.19 1.59 1.84 60 1.22 1.62 1.87 Calculate simplified design wind pressure PDesgn = 2 * Kzt * Pssoa = 21.36 psf Wind Pressure shall not be less than 16 psf. (20151BC 1609.6.3) P = 16.00 psf V1 e*#vG i P� zVeeR,� G Calculation of Psao (ASCE 7-10 Figure 28.6-1, V =110 mph) Roof Angle Zone A Zone B Zone C Zone D 0 19.2 -10.0 12.7 -5.9 5 19.2 -10.0 12.7 -5.9 10 21.6 -9.0 14.4 -5.2 15 24.1 -8.0 16.0 -4.6 20 26.6 -7.0 17.7 -3.9 25 24.1 3.9 17.4 4.0 30 21.6 14.8 17.2 11.8 45 21.6 14.8 17.2 11.8 P530A = 21.36 psf Use ASD Load Combination 7 Apply ASD Load Combination Factor DASD = 0.6 P= PASD *PDesign = 12.82 psf �I Wall Location: East Elevation Description: Wind Blast From North Tributary Projected Area (ft) Calculations Height 12 ft IP = Width 17.5 ft Fwind = P*A = 2 (opt.) 0 2 (opt.) 0 210 Shear Wall (ft) Shear Wall, I 14.5 ft 0 0 0 0 0 0 0 Ls=EL, 14.5ft Pres. Wall, Lp 0 FP = LP *300 plf= FS = Fwind -FP = PFLshear = FslLs Shear Wall Case 16.00 psf Wind Pressure from Wind Analysis page 1 3360 lb Calculate total wind force acting on wall 0 lb Load resisted by prescriptive/interior walls 3360 lb Load resisted by shear walls 232 plf Shear Wall Load (pounds per length foot) Case 1: Conventional O.K. it HDU2's 3: SW5 or SW8 & HDU2's 4: SW5 & HDU8's 5: Other sheathing methods required 6: Shear capacity for double sided wall exceeded PLF < 300 300 < PLF < 685 685 < PLF < 980 980 < PLF < 1400 1400 < PLF < 2435 2435 < PLF Note: Shear nominal capacities taken from SPPWS Table 4.3 and adjusted in accordance with SPDWS Section 4.3. Shear wall aspect ration shall not exceed 3.5:1. If requirements are not met portal framing methods can be used. Summary: East elevation walls are Case 1, adequately braced by conventional sheathing. No special shearwalls or hold-downs required. The lateral resistance provided by conventional sheating is structurally adequate to resist the tributary lateral loads imposed on them without additional lateral resistance provided by shearwalls and hold-downs/strap-ties, etc. Narrow wall panel on side of garage panel to be treated as SW4 with HDU2 hold-down Wall Location: Remaining Walls Summary: Remaining walls are adequately braced by conventional sheathing (not necessarily "prescriptive") by inspection. No special shearwalls or hold-downs required. The lateral resistance provided by conventional sheating is structurally adequate to resist the tributary lateral loads imposed on them without additional lateral resistance provided by shearwalls and hold-downs/strap-ties, etc. Bradley Engineering, Inc. 811 Yew St. Bellingham, WA 98229 • gran r„a„ane, ProBeam �s.0t Important Top and bonom must be lateraly supported at support and at Oft nex intervals rb wane in la,rinabons nor curred Ciubrrs Dynamic baring not considered. Compliant wh aloe- 20031 BC. Ai desgns should be checked by a competent prafessonal. All users shall cc" with Slate Engineering Law. Injury and I or death can result from improper man of this product Job Name: SMALE GARAGE Load and Span Diagram (Not To Scale_ Pitch, if any, not sbovn) Beam I.D.: Loft floor beam 800 600 Other Info.: @00 Main Span, L = 11.00 ft !po 1- l Main Span Max. Allowed Live Dell: L / ( 480 80 _ 0.23 in a0 z 4 s 0 10 12 Main Span Max. Allowed Total DER L 11 360 �J = 0.37 in -200 Cantilever (Overhang) Exists? ;, -400 Pitch if Sloped: 0.0 :12 -600 Span (it) Load Duration (Li:,, lc,' Loads From Continuous Member? It N Add Sell Wt.? F9yes No Press Treated? Wet Cond? Temp Cond. For Wood and Sawn Member Repetitive Use? a` Glul-arrs Only: _« tr.r:,<: 1: L •,, Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Redn? Live, psf Dead, psf Width, ft Load, pit Load, off. Load, Of. Roof Loads (not including snout)M4Opsf 10 sf 0.00 ft - - - Roof Snow (only) 0.00 ft - - - Floor 3 Loads - - - Floor 2 Loads - - - Floor Loads 10 psf 13.50 it 540.0 Ib/ft 540.0 Ibdt 135.0 Ibift Wall Dead Load 10 psf - Other'psf bad and trib. width - - Addi ional'plf Unif. Live Loads.I-_Descdp'n, port: Addifional'plf Unit. Dead Loads.l__Descdp'n.0pt'I: - Roof pitch for LL Redn Beam type for LL Load Subtotals 540.0 Wit 540.0 lb/ft 135.0 Wit Red'n Total Adjusted Uniform Loads wL = 540.0 Ib/ft %= 135.0 lb/ft 0.0 :12 L�ry Combined Total Uniform Load wu = 675.0 lb/ft 4x And Smaller (Lumber) 5x And Larger (Timbers) Lumber Material r-_.:r. -.: , - Timber Material I Dougwt r.. L,wrr. Lumber Grade Timber Grade AM&A -No.l Acceptable Solutions Acceptable Solutions I iat nrnrwrtiei fnr whorl (4)2x 74 I - 12x12 = 6x12 14x 74 _ 8 X 10 size lumber? An asterisk' 70 x 10 - Sit Wt=25.41 indicates a non- List properties for, Fb=990 Fv=180 Fcp--625 E=1600000 SIf Wt=10.07 acceptable sol'n. what size? Fh=1336 Fv=170 Fcp=625 E=7600000 Glued Laminated Members 2.DE Parallam PSL Glulam Grade ,e.v� :or; n:; . - 5-1/4" x 94/4" Acceptable Solutions 2-11/16" x 11-7/8" 7" x 9-1/4" 2.5" x 12" 6.126" x 10.5" 3.112" x 114/4' SIf Wt= 18.5 List properties for. 3" x 12" 6.75" x 9" what size? ;t r Fb--2900 Fv=290 Fcp=750 E=2000000 List gild lam properties for what size glulam? 3.125" x 12" 8.75" x 9" I -Level. TJI 5" x 10.5" Web - Ftz2400 Fv=240 F, :650 E=1800000 Fbt=1850 Self Wt=9.35 Stiffeners? - 1.9E Microllam LVL - - List properties forwhat 1.314" x 14" (3) 1-3/4" x 9-1/4" - - size LVL? (2) 1-3/4" x 114/4" - 1(: _ Fb=260D Fv=285 Fcp=750 E=1900000 SIf Wl=16A 1.3E Timberstrand LSL An asterisk • 1.55E Timberstrand LSL List properties forwhat indicates a non- List properties for - (3) 1-3/4" x 11-1/4" size LSL? acceptable sol'n whatsize? (2)1-3/4" x 11-718" SIf Wt= 19.3 r Vr Fh=1900 Fv=150 Fcp=680 E=1300000 SS Wt=7.4 Ile Fb=2325 Fv=310 Fcp=800 E=1550000 Final Member v,,a Final Member Results Final Member: 6 x 12, Douglas Fir - Bending Overdesign: 24.9% Material Library noole FfM Mir- 5@e; Thabcak. _ Larch, WWPA-No. 1 Shear Overdesign: 122.5% Final Size: Deflection Overdesign: 61.4% Min. Bearing Lengths : = 1.50 in. (Left) . = 1.50 in. (Right) Use Conditions Selected: Bearing! Buckling Overdsgn: WA Vert DO (approx): 0.00 ft True Len (approx): Final member OK by. 24.9% Actual Member Size: 5.50" x 11.25" 11.00 It Controlling criteria is: Bending Reactions Final Member Additional Information Location Live Case Bracing Reo'd For Maximums R-, -Right Max. Positive Moment::1 }110,,44499 ft-Ib 5.50 it Main Span Full Strength: Live Load: 27970 lb 2,970 lb Max. Negative Moment:10 ft-lb 0.00 ft Main Span Lateral bracing Dead Load: 830 Ib 630 Ib Max Design Shear: -p3-,1521-b - 0.00 ft required only atMain Span supports Total Load: 35800 lb 31800 Ito Main Span Max. Downward) Deflection (Live / Taft0.170 / 0.218 5.50 / 5.50' Main 1 Main Live Case Causing Max WA WA Deflection Main Span Max. Uvvarcf DefectionE -- 0.000" / 0.000" 0.00' / 0.00, Main / Main Minimums R - Left R, - Right (Live! Tvta_tD Live Load: 0 lb 0 Ito Cant. Down. Der. (Live / Tot): f WA WA WA W/O Mid -Bracing: 0.6 or 1.0 Dead : 498 Ib 498 ro Cant. Q Defl. (Live / Tot):; WA WA WA Bending Rodin: Net Reaction 446 Ib 446 Ib Req'd El, Not Incl. Se# t. - E+08 Actual El: 1.04E+09 0% Live Case Causing Min WA WA Approx. Self Weight :1I15.82 pit Approx. Tot. Wt,: 174 Ito Alloy[ ed Moment Min. Caic d Bearing Lengths:! = 1 11 in (Left) = 1.11 in (Right) 13,052 ft-lb loft Floor beam Bradley Engineering, Inc. 811 Yew St. Bellingham, WA 98229 ProBeam as.o1 Innothant: Top and at supports and at 4R max irRervals f4:imne in laMnatiare norcurred dulart¢. Dynamcbading not be Meclo'tl by cempetentproressionel. All users shall comply with State Engineering Law. Injury and / or death can resuil from improper use or this product Job Name; SMALE GARAGE Load and Span Diagram (rat To scale. pitch, it any, not shot Beam I.D.: LOFT FLOOR JOISTS so 60 Other Info.: g4O Main Span, L = 13.50 ft a 20 Main Span Max. Allowed Live Defl: L / f 480 �^ o.3a In ° 0 Main Span Max. Allowed Total Deft: L / � 360 i = 0.45 in -20 2 4 6 8 10 12 14 16 Cantilever (Overhang) Exists? u,; IF -`!0 EO Span(ft) Pitch if Sloped: 0.0 :12 Load Duration l t :.%.:00 Loads From Continuous MembeR 4 r+ + Add Sell Wt.? Fittest o No press Treated? Wet Good? Ter p Cond. For Wood and _ - u Glul-arrs Only: rla! I rv. nr.x- .� I I:,r; V Inn;a F rt 1,,. Sawn Member Repetitive Use? vev. . n Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? It Vt Live, psf Dead, psf Width, ft Load, pit Load, plf. Load, plf. Roof Loads (not including snow) 25 psf 10 Psf 0.00 It - - - Roof Snow (only) 25 psf 0.00 ft - - Floor 3 Loads - - - Floor 2 Loads - - - Floor Loads 40 psf 10 psf 1.33 If 53.2 IbJft 53.2 lb/ft 13.3 lift Wall Dead Load 10 psf - Other'psf load and trib. width - - Additional'plr Unif. Live Loads. I Deecn 'n, opfl: Addifonal'plr Unif. Dead Loads.1 Descnp'R opt'I: - Roof pitch for ILL Red'n Beam type for LL Load Subtotals 53.2 lb/ft 53.2 lb/ft 13.3 lb/ft Redo Total Adjusted Uniform Loads It 53.21b/ft `vb= 13.3 lb/ft 0.0:12 ,�� Combined Total Uniform Load= 66.51b/ft 4x And Smaller (Lumber) 5x And Larger (Timbers) Lumber Material r,- ,.,, . Timber Material 000gln Fir -ta:m + Lumber Grade Timber Grade %TUR - %Pert strurtural Acceptable Solutions Acceptable Solutions 11 I ist nrnnertia< fnr who I it 2x10 (4)2x6 (2)2x8 3x8 - - - (3) 2 x 8 4 x 8 - - - size lumber? loft floor joists An asterisk Sit Wt=25.41 indicates anon- List properties for Fb=1139 Fv=180 Fcp=625 E=7600000 SIf Wt=70.07 acceptable sol'n. r what size? Fb=1583 Fv=170 Fcp=625 E=1600000 Glued Laminated Members 2.0E Parallam PSL Glulam Grade r4r rv;cF . +l - 5-1/4" x 9-1/4" _ _ --Acceptable Solutions 2-11116" x 9-1/4" 7" x 94W' 2.5" x 7.5" 5.125" x 6" 3-112" x 9-114" Sit Wt= 18.5 List properties for. 3" x 7.5" 6.75" x 7.5" what size? 3-t;v-,:11 1 • Fb=2900 Fv=290 Fcp=750 E=2000000 List glu lam properties for 11111 what size glulam? 3.125" x 7.5" 8.75" x 9" I -Level. TJI .:r 5" x 6" Web 11-7/8" TJI I L65 9-1/2" TJI 110 Fb=2400 Fv=240 Fcp U50 E=1800000 Fbt=1850 Self Wt=9.35 Stiffeners? (. 16" TJI I L65 9-1127 TJI 2 00 16" TJI / L90 9412" TJI 230 1.9E Microllam LVL + 13/4" x 9-114" (3)13/4" x 5412" 14" TJI HSU 11-718" TJI 360 List properties forwhat size LVL? (2) 13/4" x 7-114" - - F6=2600 Fv=285 Fcp=750 E=1900000 SIf Wt=16.4 1.3E Timberstrand LSL An asterisk • 1.55E Timberstrand LSL 3-1/2" x 7-1/4" indicates a non- 1-314" x 9-114" (3)1-3/4" x 9-1/4" List properties for what List properties for size LSL? acceptable sol'n. what size? (2) 1-3/4" x 9-1/4" SIf Wt= 19.3 -ra- Fb=1900 Fv=150 Fcp=680 E=1300000 SIf Wt--Z4 xte Fb=2325 Fv=310 Fcp=800 E=1550000 - Final Member Results Final Member .: :,�.:-d Final Member: 2 x 10, DOU918s FIM1 Bending Overdesign: 27.2% Material Library _ moos from Mi Gitts thn cat _ Larch, No, 2 Shear Overdesign: 297.50/6 Final Size- Deflection Overdesign: 34.4% Min. Bearing Lengths : = 1.50 in. (Left) . = 1.50 in. (Right) Use Conditions Selected: Repry Mem. Bearing! Buckling Overdsgn: WA Final member OK by. 27.2% Vert Diff (approx): 0.00 ft True Len (approx): Actual Member Size: 1,50" x 9,25" 13.50 ft I Controlling criteria is: Bending Reactions Final Member Additional Information Location Live Case Bracing Rend For Full Strength: Maxinurm RI -Le R, -Right Max. Positive Morrenrt:11 596 ft-to 6.75 It Main Span Live Load: 359 Ib 359 Ib Lateral bracing Max. Negative Moment10 ft-lb 0.00 It Main Span -il ------- required at supports Dead Load: 114 Ib 114 lb Max Design Shea[.(419 Ib _ 0.00 It Main Span and at 7.09-ft, max, Total Load: 473 ib 47316 Main Span Max. DownwarT 0.251"/0.331" 6.75'/6.75' Main/Main along member Live Case Causing Max WA WA Deflection (Live I Totagf Main Span Max. Upward Deflection 0.00�!- 0.00' / 0.00, Main I Main MinimumMinimums;Ry R, -Right (Live / TotaoI _Left _ Live Load: 011b 0 to Cant. Down. DeFl_(Live /Tot):IWA WA WA W/O Mid-Bracino7 _ 0.6 or LO Dead: 68 Ib 68 Ib Cant. Up. Deft (Live I Tot); rf WA WA WA Bending Red'n: Regd El, Not Inct. Sell Wt�1.178E+08 Actual Ei: 1.58E+08 Net Reaction 5416 541b 52 Live Case Causing Min WA WA Approx+ Self Weight:l3.55 plf Approx. Tot. WL 48 lb Allowed Moment: Min. Calc'd Beading Lengths:! = 0.50 in (Left) = 0.50 in (Right) 968 ft-lb 10/4/2017 Pg. Bradley Engineering, Inc. CIS RUCTIONCALC v3 zumnCalc Assumptions: Compliant with 2010 IBC, 1997 UBC and 2005 National Design Spec for Wood. Top and bottom connections are considered 'pinned' (not 'fixed' or embedded). Bearing area at top and bottom is not checked. The column is assumed to be laterally supported at its top and bottom. No wet, high temp. or high moisture use. Disclaimer: All users of this software shall comply with State Engineering Law; which specifies who may perform engineering, and defines the practice of engineering. Job Name SMALE Member LD'I TALL WALL STUD Otherinfo Post, Stud, or Column General Information: Column, Post, or Stud Length, ft. 13.50 ft Max. Live Deflection 175 = 0.93 in Type One of mul. studs in sheathed wall End Flxlty Pinned -Pinned, 1.0 � Load Duration Ten Minutes (Wind / Earthgk. - IBC. Cd = 1.60) Off -Center (Eccentric) Compression Loads or Add'I No Bending Loads (other than wind)? 1 1 r I 1 r r t i / i 7 i o.s o.7 1-0 1.0 2.0 2.0 Roof Loads (not including snow) 20 sf 15 sf � 14.00 ft � 1.33 ft Roof Snow (only) 25 sf 14.00 ft 1.33 ft Floor 3 Loads Floor 2 Loads Floor Loads 60 sf 10 sf 10.25 ft Wall Dead Load Other'psf load and trib. width Other point load: all Live, all Dead, or some of each, lbs. Descrip'n, optT pt loads external sheathing of plywood, metal, etc. exists) Wind Applied To: Namow Face � Tributary Width of Wind Load: z = 1.33 ft Wind Pressure: q = 16.0 psf 4x And Smaller (Lumber) Lumber Material Hem -Fir � Lumber Grade No. 2 2x6 3x5 (2)2x5 4x5 (3)2x4 Glued Laminated Columns Glulam Combo. 5 - of (Visuauy Graded) � 2.5x6 5.125x5.125 3 x 6 6.75 x 7.5 3.125x6 8.75x9 5x6 Final Member: sawn wppd Mem. Library: Choose From Min. sizes That talc � Final Size: z x 6 Final Member: 2 x 6, Hem -Fir, No. 2 Timber Material Timber Grade Live Load. tal Live and Dead Loads: Combined Total Load: End Reduced Live Load. 0 Ib 5x And Larger (Timbers) Hem -Fir � No. 1 1.8E Paratlam PSL Columns 745 Dead Load Ibs 279 lb 0 Ib 0 Ib 0 Ib 0 Ib 0 Ib 279 lb 3-1/2" x 3-1/2" 5-1/4" 3-1/2" x r i f x I Controlling Factor: Combined Bending /Compressive Stresses Horiz. Force At Bottom (Strong Axis): 1441b Horiz. Force At Bottom (Weak Axis): 0 lb tall wall studs 11 Square Footing Calculator Assumptions: 1. Load is applied to the centeI o footing. 2. No uplift ormoment (bending) loads are applied. 3. Soil over the footing is the only surcharge load applied. 4. Design based on 1999 ACl Code. 5. All rebar is properly spaced and not epoxy -coated Disclaimer: All users of this software shall comply with State Engineering Law, which specifies who may perform engineering, and defines the practice of engineering. P Job Name SMALE GARAGE I Footing I.D. LOFT POST FOOTING Other Roof Loads (without snow) Roof Snow (only) Floor 3 Loads Floor 2 Loads Floor Loads Wall Dead Load Other'psf load and trib. area. Other point load: all Live, all Dead, or some of each, lbs. Soil Bearing Capacity Permit Soil Bearing Capacity Increase For Size and Depth? Depth to bottom of footing, ft. Depth of soil over top of footing, ft. Square Footing Width, ft. Footing Depth, inches Post or Bearing Plate Narrowest Dimension, inches Concrete Strength, psi Steel Yield Strength, psi Rebar Cover, inches Rebar Size No. of Bars (Each Direction) FINAL DESIGN w= f� Fy cov n Dead Descrip'n, 1,500 p� • No 0.00 ft 0.00 ft 2.50 ft 8.00 in 5.50 in 2,500 psi 40,000 psi 3.00 in t4 qV d Use 2.5 ft. x 2.5 ft. x 8 in. footing, with 2500 psi min. concrete strength, 3 in. min. concrete cover, and (4) #4 GR 40 rebar each way, 10/4/2017 Pg. C 4S RUCTIONCALC www.constructioncalc.com Tributary Tributary Reduced Length, ft Width, ft. Live Load, Ibs Live Load, Dead Load, Ibs 0 lb 0 lb 0 lb 0lb 0lb 0lb 0lb 0lb 0lb 0lb 0lb 0lb 0lb 0lb 0lb 0lb Olb 0lb Total service load: Design Now 5,9401b � � 1,6601b RESULTS 7,600 lb g Size Okay, Footing size based on allowable Footin soil pressure: 14% oversized for soil beari Temp. &Shrinkage Rebar: Ok Ok Rebar check for bending: ° 311 /° extra flexural rebar One -Way Shear Check: Footing Thickness Ok Punching Shear: Footing Thickness Ok Rebar Development Length: Ok Maximum applied soil pressure: 1,316 psf Weight of footing only: 625 Ib Ultimate applied moment in footing: 2,589 ft-Ib Ultimate applied one-way shear in footing: 3,209 lb Satisfactory Design ressure used for design: Allowable soil p1,500 psf Weight of footing plus surcharge: 625 Ib Allowable moment in footing (phi*Mn): 10,198 ft-Ib Allowable one-way shear (phi*Vn): 11,475 lb Footing under loft post Total service load: Design Now 5,9401b � � 1,6601b RESULTS 7,600 lb g Size Okay, Footing size based on allowable Footin soil pressure: 14% oversized for soil beari Temp. &Shrinkage Rebar: Ok Ok Rebar check for bending: ° 311 /° extra flexural rebar One -Way Shear Check: Footing Thickness Ok Punching Shear: Footing Thickness Ok Rebar Development Length: Ok Maximum applied soil pressure: 1,316 psf Weight of footing only: 625 Ib Ultimate applied moment in footing: 2,589 ft-Ib Ultimate applied one-way shear in footing: 3,209 lb Satisfactory Design ressure used for design: Allowable soil p1,500 psf Weight of footing plus surcharge: 625 Ib Allowable moment in footing (phi*Mn): 10,198 ft-Ib Allowable one-way shear (phi*Vn): 11,475 lb Footing under loft post z 0 m N m i 0 z 6" 1n _ Xl zcm w: m Dl p � D N � 3� AD m zrn D `m A N O 0 OZ tU m m :1 O� pD itl D m X ro 28'-0" 1'- � 36'-0'00 n g V N r m PU 100. 0' I � � WATER! LINE I I D mQ I I �_0 >J I IN I � m m z� i m N E --- z � mrnm may � Ny � O Ib I � I bR � � PLC 100.00' rip 03 Nim1 IT � mN�p Lij Ep >Ol X17C0 0 �mo gz o L-4 E'rDD w N nw �D G�c� mXl Om bm D� O�N pz DO Dz m�� (lopo z O q6� z z � N m �N m m0 m m ADO Ohm mm0 �m� CZr p m�� D� �m O -0 ND m AA D� O D m r LIOZ/60/01 31da oNn ,OZ = „I 3lV:)S aVr �k8 NMVaG x D m o m N m _I o z Z D z N z o D �mnm n�rn or�o o1p U) csm� min cn m 0 v m • Cl) F m cn D o D I CA D m r o a O _ N CA N O � O o = m m o 1 - rn x QD m 0 m 0 z O D z 3 D r rn L m 3 � rn o � c � D z � r m D � a` i.t 0 a N rD o VI cn 03 IN JAN OF O' � t I II, LL I4'-0' %�9 to f � I �4 A e+ AB A3 GARAGE f I DNE of L FT ABDVE Q� m+P I I I m sees I I I I = I I 9 4TR i I - - A �A 0 IRS 1 O SHOWER = L n BIMPBON STRONG -WALL WOOD SHEARWALL L/S/TAI] EA. SIDE P 5E41 -3 11f -S V2" IB"-II" 1 5 9RIPSCN 9TRONGWAII. _ _ I WORD sHEARWALL LBTA11 E0. BIDE P BEAM .� t { is I; I • WRITTEN gMENBON9 TAKE PRECEDENCE DVER SCALED DIMENSIONS VERIfT ALL gMENSION9 AND CgJDITIONB IN THE f.�LD, cgJfRM ALL DOOR, WINDOW AND ANY OTHER RD1GH OPEwNG SIZES WITH OWNERI CpNTRACiCQ. PROR TO WALL CONSTRUCTION • ALL WOW IN COMACT WITH CONCRETE MUST BE PRESSUR'e iRCATED MATERIAL USE CORROBON RESISTANT FASTENERS WAEN IN CONTACT WITH PRE59URE TREATED LUMBER • EMEPoOR GARAG-E WALLS TO SUE FRAMED WITH 2 k e 9TUD6 AT le" D.4 AND SHEATHED WITH 5W TI-11 NC -GROOVE 9HEATHIN6I5I0ING WITH 150 BWLDNG PAPER �D jd design JIM OIINLAF (360) 902-0535 JIH@JDDE5I1314DRAFTING.0011 T X 4 OUri00KER8 sr I XI 4' v( U. or SIUGHf SLOPE FOR DRAINAGE J O Qr o wI� -__T _ i 1 I I 4XI2DF21 I ttP. WERHANG9 CHLRD TRUSSES %6 FRAMING 2 k 12 Jd9T9 P 16" O.C. GRADE (APPROX 2S SLOPE) AVERAGE GRADE P BWLDMG _ _ __ _ • TRUSSES 20 BE SPACED AT 24" O.L. UNLESS NOTED OTHERWISE. • ROOF PRCH 19 TO BE O.512. • ROORNG HATEPoAL IS TORCH DOWN OR ANOTHER MATEPoAL 9WTED TO THE LOW PITCH. • OVERHANGS ARE IY WITH CONTINUOUS METAL GUTTER ON DaUNSLOPE SIDE • F45CIA SHALL BE 514 k 6 WITH CONTINUOUS METAL GUTTER BARGE RAFTERS SHALL BE 514 X 6. • 4LL BEAMS ¢HEADERS TO BE 4 X 0 D.F. 42 UNO. • PROVIDE SOUS BLOGKPN OVER SUPPORTS. • TRUBBE9IRAFTERS TO BE SHEATHED WITH T/16" COX OR 09B 6HEATNING WITH 154 FELT OR BETTER. USE PLYWOOD SHEATMNG ON ALL SOFFITED AREAS, PROVIDE ROOF CROSS VENTILATION FOR EACH SEPARATE SPACE WHERE APPUCABLE tl Y't'V Sal IY®1 GS TRU99 MANUFACTURER SHALL PROVIDE DESIGN DETAILS AND ENGINEERING FOR ALL TRUSSES. DOPY TO BE AVAWABLE ON SITE FOR FRAMING INSPECTIONS. • ALL TRUSSES SHgL CARET THE MA IUPAGTURER'S STAMP. • ALL TRUSSES SHALL BE STORED, INSTALLED ¢ BRACED PER MANUFACTURER'S SPELFlCA'f1OJ9. • TRUSSES SHALL NOT BE ALTERED IN THE RELD WITH WT THE APPROVAL OF THE BUILDING OFRDWL AND/OR APPRwED ENGINEERING CALCULATIONS PROVIDED BY THE TRUSS MANUFACTURER. • ROOF TRUSSES To BE SHEATHED WITH Tllb' CPR OR 096 BHEATHMG WITH E# FELT OR BETTER USE PLYWOOD 9FIEATHING ON ALL SOFFITED AREAS. • PROVIDE ROOF CROSS VENTILATION FOR EACH SEPARATE SPACE WHERE APPUGABLE. _ROOF FRAMING PLAN 15'-5` TOTAL HEIGHT TO SLID t FOR DRAINAGE AVERAGE GRADE HEIGHT 15 ` \ UNDER I6 RESTRICTION Wl ROOM FOR A BIT OF SLOPE m GRADE (8 TOP OF SLOB) *d design JIM DUNLAP (360) 982-0535 JIM@ JDDEEIGNDRAFTING.COM SLIGHT SLOPE FOR DRANAGE FLAT RODF (VERY SLIGHT SLOPE} —I I I m BDARD G SATT 5100 NO GROOVE TI-11-------- -- — NOINO/SHEATHNG I X S SAM P 16" O.C. W50 O.H. DOOR (SUGGESTED) -------- NATURAL GRADE --______--_ r 'l BLAB TO BE BELOW NATURAL GRADE EAST ELEVATION SCALE: 1/4" E 1'-0" SOUTH ELEVATION SCALE: I/4^ = I'-0" 5-5" TOTAL HEGHi TO AVERAGE GRADE HEGHT 19 UNDER 16' RESTRILTIO.J Wl ROOM FOR A BIT aF sLOTE D {BAIT 5/B` LV VE TI-II i/SHEATHING BATT9 P I6" O.O. ESTED) )RAI GRADE - - - - HIGH PT_OF EWILDING GgIf. GUTTER X 6 FASCIA L_J RE -GRADE AVERAGE NATURAL GRADE P BUILDING design �D jd JIH DIINLAF 0535 (360) 982- JIM®JDDESIGNDRAFTING. COM OILY FENCE OURING CON9TRUCPN _ON DOWNSWPE SIDE - NOTE i0 BUIUDBRrJ*Mr EAVE FROM EXTENDING ACRD95 PROPERTY LINE u ���" �R ra I=�Ill �hJACCRTLS, WASSHINGTON ZONING DESIGNATION: R3 NEW CONSTRUCTION OF DETACHED GARAGE. EXISTING GARAGE TO BE DEMOLISHED COMPLETELY, AND NEW GARAGE TO TAKE ITS PLACE, BUILDING CODES CONS TRUCTPN ULL COMPLY WITH' BUILDING 8 STRUCTURAL 20161RC MECHANIG4L 20151RC / /' A /i/i . �yT �a E2015 UPC ENERGY N1/\ `� • " ` V //��l 1 ENERGYRGY I VENTILATION 2015 WBEC Cz 720 37th ST, I I I 16' ALLEY . S.S. sruB-wr BMP CI05 CONSTRUCTIN ENTRANCE 12' WIDE X 2D' — l a 1> 1ItI7 CZI78TRUCTION ACCESS W/ RUSHED ROCK BASE 0 CONIC. DRIvEWAT ILCATKP. - PL I5.BD' 1 m I - I I I 1 PROPOSED RAVEL I DRIVEWAY CONSTRUCTION ROAD/ BMP cl6d PARKING AREA —I�—II -- DESIGNATED CONawra 0 I 011110POSED I I I WASHOUT AREA j I GARAGE' L___J 14-D` 14'-O „ Fl B° I I 1 i STEM WALL W/ e' X 14" I CNT. FDJTING CTYP,) I I I I-i I I I I I I I r-r —J I'I a 1 I GOh1CREYE BLA15 CONCRETE BLOB W! 6 X XID/IB WWM, OVER bMIL POLY I I _ 1 I VAPOR BARRIER. OVER 4` I I COMPACTED ED GRANULAR FILL I I. I I� i i. KENEm ' FOOTING W/ (37 a4 BARS EA. WAY P. (2) PL I I I I I I I— aJ +I BLOCK OlT FOR 3 � I I I UDE DOOR + + I I I I I I I I I I I ; I CNT, FOOTING I I PLUMBING FlMURES TNI9TM BLOCK WT FOR 12 I I 1 I WIDE GARAGE DOOR I I AREA. SEE FLOOR PLAN I FOR LOQATIN9. I I L—_.--------------------- ------------J I4'M 1/2" W - I 20' REAR SETBACK LINE — -- —!- SLY FENCE ON DOWN%LOPE EDE OF SOUL STOCKPILE TEMPORARY SQL STOOKPILE LOCATION COVER W/V150UMN —_--- TUNE O BED'GpARAGE --EXIST. DECK I I Ti I I c l 708 37th 5T. I I I I I I I EXISTING RESIDENCE ( I I � I EXST. (EfUBT. DECKS ARE LESS DECK THAN ISO ABOVE GR 00 � L 20' FRONT SETBACK LIN_CJ I T le-B" 3 d N WATER FLOW Q SLOPE w I � SLOPE AFM'ROX 7% 'a I 3I g _ I TW WATER METER FOUNDATION N®TES WA • WRITTEN OIMENBIN9 LAKE PRECEDENCE OVER SCALED DIHFNBION9. VEIZFY 4LL DIMENBION9 AND CONDITIONS IN tHE FlELD. • � OTMGS ARE TO BEAR N UNDISTURBED LEVEL 9OL PEVgD OF ANY ORGAWc MATERIAL AND STEPPED AS REOUR'cP MA MNtAIN IB" DEPTH BELOW GRADE 601E BEARING ASSUMED TO BE 2000 PSI. • RLL UNDER BLABS ON GRADE TO 5E MIN 4" DEPTH GRANULAR MATERIAL COMPACTED TO 95S. • CNCRETE 5L4B9 TO HAVE CONTROL. JOINTS AT 25 MAX INTERVAL5 EACH WAY. • URE MESH TO BE USED IN CONCRETE SLABS, POSINED IN MIDDLE THIRD OF BLAB. • USE HIGH DENSITY POLYETHYLENE HGH QUALITY VAPOR RETARDER UNDER CONCRETE SLAB. • A WATERPROOF MEMBRANE IS TO BE USED ON FOUNDATION WALLS BELOW GRADE • A DRNN TILE MIN HOLES, NOT SILTS, 19 TO BE USED. DRAIN TILE 15 TO BE PONTINED SO THAT HOLES ARE FACING DOWN A L4YER OF ROUND, WASHED, DRANAGE-GRAVE GRAVEL IS TO BE USED OVER DRAW MILE, NEXT TO FCOMNGS. 30-L5. FELT PAPER IS TO BE USED OVER THE GRAVEL • ALL BOTTOM PLATES AND ANY LUMBER IN CONTACT WITH CONCRETE TO BE PRESSURE TREATED. PL: T5.00' 37th STREET WATER D° COLIC. STORM DRAW 12 � 19 �llN NORTH SCALE: 1/5" = I'-0" CRUSHED AGGREGATE GREATER TH4N 3` BUT SMALLER TH4N 6` CONSTRUCTION ENTRANCE SECTION 3D jd design JIM DUNLAP (360) 992-0535 JIM0, DOESIGNDRAFTING.COM PROPERT1f INFO. sere ADORE93: "GG 3TTH 9tREET AN4CORTE9, WA 98221 PARCEL: PP56lB ASSESSOR'S TAX TgCCt3 3RA 014-014-BBID qTR NW, SEC 30, WN 5, RNG 02 IDLING DE9 GNAT ON R3 PARCEL SIZE 'I500 S.F, PROPERTYNER9. MICHELLE W OLEE C PONOVAN SMALE TI6 3TTH STREET AN4CORTEs, WA 98221 - PRDaIECT INF®• GARAGE BIM ONCL BATH) 994 S.F. STORAGE LOFT SIZE: 644 S.F. NOIE BATH TO BE HEATED BY XK LOT CO\OERAC;E IXISYING HOJOE POOTPRINT INCL COV. DECK: 1314 S.F. NEW '---- GARAGE FOO(PR1NR -- 994 S.F. TOTAL EX9TMG 1314 9.F. + 994 S.F, NEW: 2305 S.F. (LOT IS 1600 B.FJ PFRC'cNTAG£ OF LOT: 30.58 QtD � I IV��I E1 pIp� �Rp�,�IcOryT�� Ex�snNG TOTAL UNDER OF 1314 SF. PAVED WALKWAYS: b0 B.F. TOTAL EXSTMG 1314 S.F. i TOIEALnUNDER ROOF 994 BF. GRAVEL DFYVEWAY+ S30 S.F. TOTpL NEWS P24 S.F. TOTAL X9TING 13T4 9.F. + NEW i324 B.F.: 2658 SF. EROSION CONTROL N®TES CONTRACTOR TO INSTALL 81LT FENCING ON DOWN SLOPESIDE OF ENTIRE EMENTS OF EACH SITE UNDER GN RUCTION SLT FENCING TO REMAIN UNTIL ALL Gg49 R CUN B COMPLETED AND LANDSCAPE 15 IN PAR • M 4DONION TO SILT FENCING COVER Al STOCKPILED SOL WITH VISQUEEN CRAINAOE NOTES C RUN ROOF B ORE DRANK IN 4" PVC TIGHTNNE B TIE TO STORM SEWER, TIE FOOTING DRAWS TO TIGHTNNE GOWN GRADE 9 5=0' MIN FROM BUILDING. • KEEP DRIVEWATS/PAVEP AREAS SLOFING AWAY ROM HOL9E SITE PLAN LEGEND AREA OF NBU BUILDING NEW GRAVEL SURFACE PROPERTY NNE BUILDING SETBACK LINE OF BLOC FOOTPRINT ------ UNE of ROOF UTILITY UNE —X— SILT FENCE