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HomeMy WebLinkAbout116 HIGHLAND DR_077517_2026 YJ' INSPECTION REPORT" • Permit No.: o 7 70 7 Lot #: Address: //G c /v7 g ac,4.✓o Contractor: Our-6&-O` 4 L v!,7 Owner: DL'73uR 7yL d' Date: / - 30-o�; ❑ APPROVAL ❑ PARTIAL APPROVAL ❑ VIOLATION ❑ CORRECTION REQUESTED ❑ Corrections listed below MUST BE MADE before work can be approved. ❑ Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435-0674 FOR RE-INSPECTION -24 hour notice required. 2 v 11- vim to1,i4,,J ST-r-P nr Ci; P �•►��'c.�►-,�- p tT �wrs tf „u� T"if clfi��'77N G. l)eyLL eLO ti Z io A S ✓�('��.�r i s ram, o C. sue►tyy� S-N�1CT,.►c+ G�c)yt' w T 'r'1� v c1 L n c 2 7-b LIu"%j Inspector: Date: TYPE OF INSPECTION REQUESTED ❑ Under-floor ❑ Framing ❑ Gas Piping ❑ Footing ❑ Drywall, Nailing ❑ Consultation ❑ Foundation XShear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in ❑ Final ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: 3yo NSPECTION REPORT vZ JS-17 • Permit No.: oa of s5 Lot#: Address: r(6 C i L7 is 4 -.4,ram Contractor: A Owner: ���m2-►u�� Date: fo -z 3 -o t3 ❑ APPROVAL A`PARTIAL APPROVAL ❑ VIOLATION ❑ CORRECTION REQUESTED ❑ Corrections listed below MUST BE MADE before work can be approved. ❑ Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435-0674 FOR RE-INSPECTION -24 hour notice required. _Zv 3o I fo r-Loyvt.- cSb ST 13 IN w,Art,t Sl�Y.4.t.,.a-n,�✓C S7-W-,rtwC� i Su L-VtT7 0 N tom, .4..i,.F Et;Z_ W 4 C5Z CE-D Prt-c o c. 7-0 Inspector: ZS;7 ,, Date: TYPE OF INSPECTION REQUESTED ❑ Under-floor (2A Framing ❑ Gas Piping ❑ Footing ❑ Drywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in ❑ Final ❑ Masonry ❑ Drainage jK insulation ❑ Other: VOA" '�_/O�,,-- NSPECTION REPORT P O-'- o 1 • Permit N061-002-7EI? Lot#: i Address: 1 4? IeF Contractor: • Owner: Date: PPROVAL ❑ PARTIAL APPROVAL ❑ VIOLATION ❑ CORRECTION REQUESTED ❑ Corrections listed below MUST BE MADE before work can be approved. ❑ Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435-0674 FOR RE-INSPECTION - 24 hour notice required. J O �n OC' i Inspector: Date: TYPE OF INSPECTION REQUESTED ❑ Under-floor ❑ Framing A— Bas Piping ❑ Footing ❑ Drywall, Nailing Consultation ❑ Foundation ❑ Shear Nailing El Groundwork ',Mechanical =XFa"' ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in ❑ Final ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: INSPECTION REPORT ,a • Permit No.: 6 7 -757 -2 Lot #: Address: 116 .4 Contractor: io W • • Owner: Date: ❑ APPROVAL ❑ PARTIAL APPROVAL ❑ VIOLATION CORRECTION REQUESTED Corrections listed below MUST BE MADE before work can be approved. ❑ Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435-0674 FOR RE-INSPECTION -24 hour notice required. _ � h�� �'S S 46210 re-v Inspector: Date: _G TYPE OF INSPECTION REQUESTED ❑ Under-floor -6 Framing ❑ Gas Piping ❑ Footing ❑ Drywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in ❑ Final ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: ' INSPECTION REPORT • Permit No.: 07 ?5 t -7 Lot #: Address: 1 1-4-711 H L 1�A.14. Contractor: • ' Owner: D P r L Date: 6 L v�b ❑ APPROVAL ❑ PARTIAL APPROVAL ❑ VIOLATION ❑ CORRECTION REQUESTED ❑ Corrections listed below MUST BE MADE before work can be approved. ❑ Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435-0674 FOR RE-INSPECTION -24 hour notice required. 'j /�1 r 1'S T�s1P .4-ti L .-"�Ttic� [e.4-L /O d►n e4-y- i,jTC9W S rtil4t A vim_. L�_7�.7L �� L "Z ilLt cir9-c I�r.�.r 5 .AJ A i L_ 40 Sr r44 ri L/ram- A- T j2Y22 R s Inspector: Date: 0 TYPE OF INSPECTION REQUESTED ❑ Under-floor '0 Framing ❑ Gas Piping ❑ Footing ❑ Drywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in ❑ Final ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: 50 L NSPECTION REPORT • Permit No.: o"7 7s-1 .7 Lot #: / Address: I Lk 6 ph 1 Contractor: (p o-r 3 A<,rc- i3 o y • o Owner: Date: to-G-o 'd ❑ APPROVAL ❑ PARTIAL APPROVAL ❑ VIOLATION C, CORRECTION REQUESTED —..Corrections listed below MUST BE MADE before work can be approved. ❑ Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435-0674 FOR RE-INSPECTION - 24 hour notice required. Inspector: = c Date: 06 TYPE OF INSPECTION REQUESTED ❑ Under-floor (5CFraming ❑ Gas Piping ❑ Footing ❑ Drywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in ❑ Final ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: INSPECTION REPORT / • Permit No.: 02'7Jr/ Lot #: Address: Contractor: :rk • Owner: Date: ❑ APPROVAL ❑ PARTIAL APPROVAL ❑ VIOLATION CORRECTION REQUESTED ❑ Corrections listed below MUST BE MADE before work can be approved. ❑ Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435-0674 FOR RE-INSPECTION - 24 hour notice required. In F C.) r ' h A7 c Inspector: Date: 5__9 TYPE OF INSPECTION REQUESTED ❑ Under-floor ❑ Framing ❑ Gas Piping ❑ Footing ❑ Drywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in /Q Final ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: INSPECTION REPORT Permit No.: i!�>7- S/ Lot #: Address: / Al l' Contractor: 6124 • Owner: Date: ❑ APPROVAL ❑ PARTIAL APPROVAL ❑ VIOLATION WCORRECTION REQUESTED -�Vcorrections listed below MUST BE MADE before work can be approved. ❑ Please contact inspector. ❑ Was not able to perform inspection. -Z CALL 435-0674 FOR RE-INSPECTION - 24 hour notice required. t�nA..=.n i� 1'7 L -t rLy rYt rv+ irYe.l' Li nJ 0 i &L ,_A M r f�lLov�v1r /7As. n ✓E �n+/zaL—Lnati Atu -et rt-,3. Pus i- i4rJ �✓. i�� ��M-�a��..:ca � �n�tip- i�a�r�� ,v L-7 11) +40 L <l G,S T 1�T4.v L►l"12 taT �t-1 i�CJ ni%. 0L 3 1-{vSt1�cb�2� c. 7a '-j v+-"- A1+�Qn4-17 L -A Q mm, 'fs F> Al- LIT S'f n }ip Inspector: Date: AV- 2 t - A �3 TYPE OF INSPECTION REQUESTED ❑ Under-floor ❑ Framing ❑ Gas Piping ❑ Footing ❑ Drywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in W Final ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: INSPECTION REPORT -U • Permit No.: v 2 7 51-7 Lot #: Address: 1 (6 Contractor: 0,)-i-ysA-z4< Owner: Date: ❑ APPROVAL ❑ PARTIAL APPROVAL ❑ VIOLATION ACORRECTION REQUESTED NO!-Corrections listed below MUST BE MADE before work can be approved. ❑ Please contact inspector. ❑J Was not able to perform inspection. 4CALL 435-0674 FOR RE-INSPECTION -24 hour notice required. J il'LL'�'lU ►=1'1�L ���Y-��vt .S �L�JLi.5 J !" �� Si�S Lrte 7- N n r 5►�'F�"T-1 C��nA z ..r 1, (�11,� 2cYJ r1"1' TU P c,F ��� v0�✓��j� M ELIA 14 A)J 4747, 1 0—y"I l 1 1-- XM,.4 1 —n /i= Inspector: Date: y 2- / `g TYPE OF INSPECTION REQUESTED ❑ Under-floor ❑ Framing ❑ Gas Piping ❑ Footing ❑ Drywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid 0 Struct. Slab ❑ Wood Stove ❑ Rough-in �inal ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: -7 INSPECTION REPORT • Permit No.: 0 7 -7 Sf 7 Lot #: Address: i/ t, 6:_ ffi 4 N 4,v0 Contractor: o u 7-a,A- 4-L_ -e-,L.to c,s . Owner: Date: c50-APPROVAL ❑ PARTIAL APPROVAL ❑ VIOLATION ❑ CORRECTION REQUESTED ❑ Corrections listed below MUST BE MADE before work can be approved. ❑ Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435-0674 FOR RE-INSPECTION - 24 hour notice required. Inspector: Date: 7--7 - 0 5 TYPE OF INSPECTION REQUESTED ❑ Under-floor ❑ Framing ❑ Gas Piping ❑ Footing ❑ Drywall, Nailing ❑ Consultation ❑ Foundation Shear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in ❑ Final ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: Q`�ty INSPECTION REPORT Permit No.: -1 -751� Lot #: Address I lb e, 41 (�l(U d Contractor: �0 1L ' rl Zy.S Owner: bOXLI-e, be bbl%-tile- Date: 11— l°I 5-1 Pt APPROVAL ❑ PARTIAL APPROVAL ❑ VIOLATION ❑ CORRECTION REQUESTED ❑ Corrections listed below MUST BE MADE before work can be approved. ❑ Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435-0674 FOR RE-INSPECTION - 24 hour notice required. o�l C_'L✓Lr rf Inspector: �� 1 Date: TYPE OF INSPECTION REQUESTED ❑ Under-floor ❑ Framing ❑ Gas Piping 'Footing ❑ Drywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in ❑ Final ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: , -NSPECTION REPORT • Permit No.: '7 5 j Lot #: Address: /6 E &,'1 4 /4.tW Contractor: Ckt&c • Owner: Dnn �/ Date: a7 ❑ APPROVAL ❑ PARTIAL APPROVAL ❑ VIOLATION ❑ CORRECTION REQUESTED ❑ Corrections listed below MUST BE MADE before work can be approved. ❑ Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435-0674 FOR RE-INSPECTION - 24 hour notice required. �c:aL77nf<�S ic./a T �i.4 r•,�'�K S�t-�t,r r-�r'b C�fiiZ L-C L7"7G of �.-. Inspector: Date: /a —Z-z —07 TYPE OF INSPECTION REQUESTED ❑ Under-floor ❑ Framing ❑ Gas Piping A Footing ❑ Drywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in ❑ Final ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: /b37 INSPECTION REPORT • Permit No.: D*7 75/7 Lot #: Address: // G, Contractor: Owner: �DF Date: /d- o ❑ APPROVAL ❑ PARTIAL APPROVAL ❑ VIOLATION Q-CORRECTION REQUESTED 6.Corrections listed below MUST BE MADE before work can be approved. ❑ Please contact inspector. ❑ Was not able to perform inspection. CALL 435-0674 FOR RE-INSPECTION - 24 hour notice required. T n- 'J _F'nS% 14�,0 t.4_—S5 C>rJ S i TZ�_ Go 2.EE& Inspector: Date: /d 7 TYPE OF INSPECTION REQUESTED ❑ Under-floor ❑ Framing ❑ Gas Piping c-Footing P(zs'r ❑ Drywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in ❑ Final ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: 1®� 200 jkG x� r C.)�-'. ! City of•Arlington JUL 3 1001 7 z Community Development :l �IIN G"1 Permit Center REQUEST FOR REVIEW NAME: D" &, t. k L)-,et .'k BP #: d7-75/ -7 DATE: -7- Z 5--o 7 RETURN THIS FORM BY: 7-3o-07 PROJECT SUMMARY:,_ rk UTILITIES KERRY W., BUILDING �R BILL B., NATURAL RESOURCES + ' .�i`, SCOTT B., BUILDING ! ENGINEERING JULLw YVONNE P., PLANNING --6 SHERRI PHELPS, BUS LIC C%^dA , CONSULT' ��RYL T., �.1,^-,RYSVILLE UT•L JIM T., CONSI'LTPNT SUBMITTAL INFORMATION IS ATTACHED. Please review the information and return this fcrmand your comments in memo form to the Permit Center. If you have no comments, ple2se return the form,vilth the "Okay to Issue" box checked. PLEASE MARK ONE BOX, SIGN, DATE, AND RETURN THIS FORM TO THE PERMIT CENTER. ❑ COMMENTS FOR THIS REVIEW ARE IN THE ATTACHED MEMO NO COMMENT FOR THIS REVIEW, OKAY TO ISSUE PERMIT ❑ COMMENTS REVIEWED BYAA✓/ DATE 0 City of Arlington Community Development Permit Center , REQUEST FOR SFR REVIEW RESPONDING DEPARTMENT: PLANNING BP #: y '7- 75/7 NAME: L-e 10�.F t. l ADDRESS:PLEASE RETURN RETURN FORM WITHIN 3-5 WORKING DAYS FROM -7-7-3-o 7 �5 0 Mitigation Fees Verified: Vk School Mitigation Fees: r ----RECEIVED Community Park Impact Fee: Mini-Neighborhood Park Impact Fee: JUL 200i - Trip Impact Fees: �/ld (,,� i., ® Set Backs Verified Required/Existing: Zoning: Front Yard/ Street Setback Rear Yard Setback S Side Yard Setbacks Lot Coverage Verified 'Shade Trees Verified on Site plan qw>" 2u.7�, I oL Height Verified (Called out on Site plan) SUBMITTAL INFORMATION IS ATTACHED. Please review the information and return this form and your comments, either on the drawings or in memo form, to the Permit Center. If you have no comments, please return the form with the"Okay to Issue" box checked. PLEASE MARK ONE BOX, SIGN, DATE, AND RETURN THIS FORM TO PERMIT CENTER. IN COMPLIANCE WITH LAND USE CODE - OKAY TO ISSUE @—gOT-lCppR$ - L tiff-0 CIfA `110N-REQUIR€D- o (SEE-ATT-AG*EB-REDUN-E-S-OR-MEMO FOP,-GOM-M€-NTH)- oj6n ,. 5�2� `E'rNeS� � o�y f� f S S v� REVIEWED BY 4to City ofArlington Community Development 238 1`,. Olympic Avenue - A lington, s II Q Lakes A May 21, 2008 5-:-yo Mr. & Mrs. Debortole ALL 116 E. Highland Dr. lil �ci(� Arlington, WA 982232 . Re: Permit Revisions Dear Mr. & Mrs. Debortole, v The City of Arlington received a revised residential plumbing permit application for your project at this location. The revision indicates that a residential apartment is proposed for the second floor. The original project was submitted and reviewed as an accessory garage to be used as storage. This occupancy classification is regulated as a"U" occupancy under the residential code as an accessory structure. The project cannot be "revised"to accommodate a residential use. This classification under the residential code is an"R" use and has to be designed and reviewed as such. The proposal is for a change of use, from a U occupancy to an R occupancy, which requires a new building permit application and construction documents. A formal plan review must take place to ensure that the structure can accommodate a residential use. Furthermore, residential uses require much more than accessory uses and you should be aware that there will be impact fees and other conditions such as separate water and sewer lines required, if approved. Please submit a building permit application along with the construction documents detailing the scope of work so that a formal review for code compliance can be conducted. If you have any questions please feel free to give me a call. Sincerely, Christopher J. Young Building Official Cc: File March 19, 2008 Mr. and Mrs. DeBortle 116 E. Highland Drive Arlington, WA 98223 Re: Garage Permit#07-7517 Dear Mr. and Mrs. DeBortle, I am in receipt of your plumbing permit application for the installation of a toilet, sink, shower, and hot water tank. The original permit was obtained to construct a residential _ private garage with second floor storage. This accessory garage/storage did not require a land use permit and/or design review due to the structure being used an accessory residential garage. Typically, private garages do not contain plumbing facilities, although they are allowed. I wanted to make sure that the structures proposed use is still for a private accessory garage with storage above prior to reviewing the plumbing application. If so, the plumbing application will be reviewed as such and any other use would require other code provisions and/or other requirements of the Arlington Municipal Code. Please give me a call at your earliest convenience to confirm the proposed use of the structure so the plumbing application can be reviewed accordingly. Thank You, Christopher J. Young Building Official City of Arlington 360-403-3432 Christopher Young From: Fred Rapelyea Sent: Tuesday, February 02, 2010 9:46 AM To: Christopher Young Subject: RE: 116 E. Highland Chris, I have spoken with Mr. DeBortole, and we discussed the following: 1. At this time he is not permitted to connect his building to the existing Sanitary Sewer. 2. We discussed briefly the letters sent to him by you from March 191h, 2008 and May 215t, 2008. 3. 1 then explained in brief the e-mail exchange and phone conversation that we have had. 4. In short I have given him your contact information for further explanation on requirements to work towards connection his building to water/sewer. 5. 1 also explained to Mr. DeBortole that if he pursues separate connections to his building that Utilities Department would have requirements that would need to be met. (FEEs/PERMITS ECT.) Thank you for your assistance on this matter, Fred Rapelyea Lead Collections Specialist City of Arlington PW Utilities Wastewater Desk: 360-403-3540 Fax: 360-403-3514 E-Mail:frapelyea@ci.arlington.wa.us From: Christopher Young Sent: Tuesday, February 02, 2010 8:56 AM To: Fred Rapelyea Cc: David Kuhl; Marc Hayes; Sonya Blacker Subject: 116 E. Highland Fred, Marc and I reviewed the file this morning and Mr. DeBortole cannot connect his proposed sewer to the existing residence. If he wishes to add plumbing facilities in his "shop" he will be required to install independent water/sewer to the building but first he would need to short plat the property and separate the uses. I recommend that you inform him that he cannot connect to the existing sewer and have him contact me for further elaboration. Thanks, Christopher J Young Building Official City of Arlington 360-403-3432 (office) 360-403-3418 (fax) RESIDENTIAL PLUMBING PERMIT APPLICATION Department of Community Development City of Arlington • 238 N Olympic Ave. •Arlington, WA 98223 • Phone (360)403 3551 • FAX (360)403 3447 Water Supply Pip ing I Pi in S EV I A. Fixture Units: Number of Fixtures X Fixture Units=Total Fixture Units B. Distance from meter to most remote outlet: Reett. C. Difference in elevation between meter and highest fixture: feet above meter or feet below meter. D. Pressure in street main: psi. (Measure with gauge or check with Water Department) chPP�/? I-=tloal2 CNL/k/ Number of Plumbing Fixtures (Including Rough-Ins) Plumbing Accessory Main Total Fixture Total Number Fixtures Dwelling unit Residence #X Multiplier Fixtures Units Bar Sink _ -�-X--J.Q = _ Bathtub or Combination Bath/Shower _ t X 4.0 = Clotheswasher / X 4.0 = Dishwasher I / X 1.5 = Hose Bibb X 2.5 = Kitchen Sink I X 1.5 = Laundry Sink X 2.0 = Lavatory Bathroom Sink -r X 1.0 = Shower Stand Alone Each Head / X 2.0 = Water Closet Toilet / X 2.5 = Whirlpool Bath or Combination Bath/Shower X 4.0 = Water Heater Other TOTAL Traps other than above items FIXTURE UNITS: I hereby certify that the above information is correct and that the construction on, and the occupancy and the use of the above- described property will a in accordance with the laws,rules and regulation of the State of Washington. S^=/S- 0 Appli Signature Date 4f"6-7 Print Applicants Name FOR STAFF USE ONLY Permit# Accepted By Amount Received Receipt# Date Received WEB Forms—44 Page 2 of 2 02/08 sb 44// f r Olo'>. /Q�as r -- 1 AV, IL i 0 Z v -,�:'Y 6A, City of Arlington • Public Works Utilities Division NG-'0 Water Department ph. 360.403.3526 CROSS CONNECTION S REVISED Residential FOR OFFICE USE ONLY Date Received: Survey reviewed by: Survey accepted by: Assembly Required: ❑ No ❑Yes DCVA RPBA Inspection Type of Residence: ❑ Single Family ❑ Duplex ❑ Triplex ❑ Apartment # of Units [Other Project Site Address: � � /` N L14�/O Property TaxI�JJD#: Lot M Building PermitC 9-00<YUU-� ;-- Subdivision: Building size: -2- # of stories Prr o` descriptior� �OU6�� 1 l�C1,�///� Property Owner: rQ FIVO d-- D/91lr( � Property Owner's mailing address: l/Gi A 6 1441- Property Owner's Phone # Fax # Occupant/Contact's name: Occupant/Contact's mailing Address: Occupant/Contact's Phone # Fax# The Rules and Regulations of the State of Washington Department of Health require that certain premises install backflow prevention assemblies. (WAG 246.290.490). Backflow prevention assemblies shall be installed at any premise where, in the judgement of the City of Arlington Cross Connection Control Specialist, the nature of activities on the premise may present a hazard to the public water system, should a cross connection exist. CCS Residential pe 1 2006 Page 1 of 2 SnohomishiDntine Government Warmation &Ssrvicas County4O Washington Structure Information Close Window General Description Parcel Number 31051100404000 (R01) Structure Class Dwelling Structure Type 1 1/2 Story SFR Year Built 1914 Exterior Features Foundation Cone or CB Exterior Siding-Lap ROOF Type: Gable Pitch Medium Cover Shake-Shingles Med Interior Features Bedrooms 2 Full or 3/4 Baths 1 1/2 Baths 0 Heat Electric Baseboard Floor Area Floor 1 Base SF 1325 Finished SF 1325 Floor 2 Base SF 652 Finished SF 652 Garage(s) & Carport(s) Detached Garage SF 676 Carport SF 238 Other Features http://web5.co.snohomish.wa.us/propsys/asr-tr-propinq/PropInfoO5-StructData.asp?parcel=... 2/4/2008 WAMBEKE ENGINEERING 2913 East 61"' Court Daniel Wambeke, P. E. Spokane, WA 99223 Telephone: 509-443-6186 Fax: 509-448-6582 dwambeke @msn.com February 6, 2008 Mr. Monty Wheeler OUTBACK CUSTOM BUILDINGS, INC. 2231 Chestnut Everett,WA 98201 SUBJECT: 24'X 30'X 22' POST FRAME/STUD FRAME BUILDING ATTACHED TO 24'X 26'X 22' POST FRAMEISTUD FRAME BUILDING FOR DARCIE DEBORTOLE, 116 E. HIGHLAND DRIVE, ARLINGTON,WA 98223 JOB NO. 2272 Dear Monty: I understand you have a correction notice on this building due to some of the staples being overdriven into the 7/16" O.S.B. siding. The IBC code is fairly specific about this subject and does not allow fasteners to be overdriven into siding. It indicates that the head of the fastener must be flush with the surface of the siding. However,the 7/16"O.S.B. board is only one component of the lateral resistance system for this building.The siding is covered with steel siding. Lateral resistance for this building is derived from the steel siding diaphragms and does not rely on the steel siding. For this reason, I can accept that some of the fasteners were overdriven into the O.S.B. sheeting. This condition is acceptable to me and does not affect the structural integrity of this building. Please feel free to contact me if you have any additional questions about the design of this building. SinI rely, Ak / Daniel Wambeke, P. E. LW wn/, DW:dw 7- �' (! 18067 O `V �SS�ONAL EXPIRES Clesi,gtrer of Small Shoolutes, Posl Ftante Buildings Foundations Light Gauge Steel Fantintt and Giam Sluratfe Syslents Design build 5crvicc5, Inc. Engineering & Construction Management Phone/Fax: (360)793-9659 28119-120th 5t. 5.E., Monroe,WA 98272 Pager: (425) 359-2362 E-mail: rheide@db5monroe.com October 31, 2007 Monty Wheeler Outback Custom Buildings, Inc. 2625 Colby Ave. Suite 3# 115 Everett, WA 98201 (425) 239-1840 Subject: Debortole Building Site and Retaining Wall Review As required by the building inspector I have reviewed the situation where fill has been placed with a single row of ecology blocks 26-38 inches from the poles for this building. Review of the attached picture show the edge of the hole is approximately the width of the ecology blocks away from the inside edge of the ecology blocks. The fill depth varies from 0 to 24" and is pit run. The holes have the sides standing vertical, which with pit run material shows the material was compacted at least to the level of the naturally occurring native material. A 2:1 slope is formed to the toe of the blocks which should provide adequate side resistance per the attached sketch. Based on this review it is my professional opinion that the fill and ecology blocks should perform as the building was designed with poles embedded in naturally deposited material. I hope this adequately addresses the inspector's concerns. If you have any further questions or I can be of any further assistance please call me at the above numbers. Pp�D D. h, pF'V AS1, C;A O I •v G�. EXPIRES 12-10- Rick Heide, P.E. President Attachments .y T L ' 1 �r�yfjl► ��' -` "� -^.ter• .� _�., ,ti �- � C oo UJ S W .� LU J ® lit w Q N At SINGLE FAMILY RESIDENCE BUILDING PERMIT APPLICATION Department of Community Development City of Arlington•238 N Olympic Ave. •Arlington,WA 98223•Phone(360)403 3551 •FAX(360)403 3447 THIS APPLICATION TO BE USED FOR ONE AND TWO DWELLING UNITS RESIDENTIAL STRUCTURES. THIS APPLICATION MUST BE ACCOMPANIED BY TWO(2)SETS OF CONSTRUCTION DRA WINGS,SIX(6)ACCURATE, FULLY DIMENSIONED PLOT PLANS AND TWO(2)SETS OF ENERGY CODE APPLICATIONS. TYPE OF PERMIT: Q6 Building ( ) Mechanical ( ) Plumbing ( )Combination n2v,) y-x r ci 9 2 Project Address: //(I /- • f�4����r vi<f I 1 ;�_ Parcel ID#: Lot A Subdivision: Project Description: Z IA X 5 c7 to i-/ _:; / Project Valuation: Owner: pei De h c;,io k Phone Number Address: I I (, of. 41-41AI-e ) /7;Z . City: »d i�CF, 0 State: W - Zip Code: 5,'�Z2 3 Contact Person: 41e.14 V CJ�,e e J e V Phone Number. q 25 - 5_0'�S- 714&c•( Cell Phone: Fax: 4? -3!'7-3 E-mail:ilf��' cocci<ha��t �Ksl,;►�B.<.lc�t�,;5.« :� Address: h C c I' Ave 5 te 3 #1)`� City: t ver��-f State: W PI Zip Code: Lending Agency: T Phone Number. Address: City: State: Zip Code: ^� (�` Phone Number: '6/IL -'�0T-1y uLl Contractor:��[,'� /�c^ck_ C.��5-�;,:.,�� 13�z� �.,�, Address: 2C 2 h C-01-by i)ot 54t 3 *!)I— City: .Cue'c44 State: ` '11 Zip Code: ��zc i Contractor's License Number:Oti-f l3ALP, c95C-Z Expiration: Plumbing Contractor- Phone Number. Address: City: State: Zip Code: Contractor's License Number: Expiration: Mechanical Contractor: Phone Number: Address: City: State: Zip Code: Contractor's License Number: Expiration: FOR STAFF USE ONLY U-1-•7 5/ 7 o 7- 75 17 A(i Permit# Accepted By Amount Received Receipt# dateMecdived WEB Forms-46 Page 1 of 2 3/07 dwa �'`�Y °� SINGLE FAMILY RESIDENCE �7 o BUILDING PERMIT APPLICATION ��NG'� Department of Community Development City of Arlington•238 N Olympic Ave. -Arington,WA 98223•Phone(360)403 355 Number of Plumbing Fixtures (Including Rough-Ins) Accessory Main Total FixtureTotal Number Fixtures Plumbing Fixtures Dwelling Unit Residence Unit#X Units Multiplier Bar Sink X 1.0 = Bathtub or Combination Bath/Shower X 4.0 = Clotheswasher X 4.0 = Dishwasher X 1.5 = Hose Bibb X 2.5 = Kitchen Sink X 1.5 = Laundry Sink X 2.0 = Lavatory(Bathroom Sink) X 1.0 = Shower(Stand Alone)Each Head X 2.0 = Water Closet(Toilet) X 2.5 = Whirlpool Bath or Combination X 4.0 = Bath/Shower Water Heater Other Total Fixture Units Traps other than above items) Column Totals Estimated Project Valuation Building Square Footage A. Is' Floor AS z_ ( 2'Floor ���`� _and Floor Basement Deck Garage Water Supply Piping A. F-yb bra t Initc-Ni�mhpr of Fixh_irp-X_F_ivh irP 1 Initc=Tntal F'Wh irp I Initc B. Distance,6om meter to most remote outlet _feet C_ Difference in elevation between meter and highest fixture: feet above meter or feet below meter. D. Pressure in street main: psi-(Measure with oakiae or check with Water Denartmenti I hereby certify that the above information is correct and that the construction on, and the occupancy and the use of the above- described,property wilt be in accordance with the laws, rules and regulation of the State of Washington. t ' Applicants Signature Date FOR STAFF USE ONLY Permit# Accepted By Amount Received Receipt# Date Received VC-B Forms-46 Pace 2 of 2 W07 dwa i f All i fUi��' i Ell _ Y 1 1 i f j 'mil i:•! ;'! S� iu SLC— C M S9 -S17 f i V }i�r -t t Z.=.) Ul �1�� ..1� n=;��'rig.f''�r. � � �. '•`; ' 1 CC Lf fz ! � 1 5' t r i C' S C\, r t Z �)C r��I S-Ll t II moo' Lfl; 71. 87 Contractor/Owner: Darcie DeBortole Permit: 07-7517 Date: 07-26-07 Project Address: 116 E. Highland Dr. Value: $68K Building Permit: $902.75 Plan Review Fee: $586.79 State Fee: $4.50 T 'd OGBB-GiE-SZi► OUT `OSO WdSO :E L002 61 inC i tN F'7,D�CG 4'L(F+' Q�rleP �RRc,i�- D -] z off' /16 c0 lacrto ,rlo� L„' Uzti- 56 7g5$'4 •,,A��L n/�,.,��e..o-< 3rosi/coNc�y000 , � r� � � I io•.��5�?�•..�S To ro•�� r>v�'Po .-. —��_i I iI y , Olym p L f a y 7i\F •GOrn nr LT2 SD SEL 7?/ � �4r So3 ,o eO43 1 L N-s 61L sD - �'sr yo•07 ,=i TAB yours o•r•NL S D N W %v SF i � Sv L '4 Ty �Vf4 �� lIr pL '�r N N �;sr 7/oO.UUTf or3 i 'Ted '4— 101 l� Zo r� 9;sr Z�3,za 5� _ NS 03� � f. 1-1 Al 31 L 71, 7 cr i `I S $i�` Z 5.-7 TA P WH �3 era i2S n �GYr J l D'Sr 7 z• ors P1 3 L�� !' C�2w1,Vr 2iL AF1�f Ef Zoay0 zy5 Z. • i - -- Z ' I 7-`i I.o4 S � I 5°• s z I Pro pi sea I I s' 16-1 "l 5i7 71. 87 ' 7 1 oft WAMBEKE ENGINEERING 2913 East 61s' Court Daniel Wambeke, P. E. Spokane, WA 99223 Telephone: 509-443-6186 Fax: 509-448-6582 • dwambeke @msn.com STRUCTURAL DESIGN CALCULATIONS FOR 24' X 50' X 22' POST FRAME/STUD FRAME BUILDING ATTACHED TO 24' X 26' X 22' POST FRAME/STUD FRAME BUILDING FOR DARCIE DeBORTOLE 116 E. HIGHLAND DRIVE ARLINGTON, WASHINGTON 98223 PREPARED FOR OUTBACK CUSTOM BUILDINGS, INC. EVERETT, WASHINGTON July 2, 2007 0 R 18067NAL O �% w�Fan '�'0+lvr%� tW EXPIRES t (/'� JUL 2 0 2007 Designer of Small Structures, Post Frame Buildings, Foundations, Light Gauge Steel Framing and Grain Storage Systems Prepared by Daniel Wambeke, P. E. 7/2/2007 DESIGN DIAPHRAGMS FOR POST FRAME BUILDINGS 24'x 50' x 22' Post Frame Building for Darci DeBortole,Arlington,WA Outback Custom Structures, Inc. Building Span= 24 ft Wind Speed 85 MPH Building Length = 50 ft IBC Exposure B Building Wall Height= 22 ft Seismic Design Category D Roof Pitch= 4 :12 WIND LOADS ON BUILDING -Middle Zones Wind Load=p=A IW p530 p= Design Wind Pressure, PSF A= Building Height& Exp.Adjust. Factor= 1.00 IBC Table 1609.6.2.1 (4) IW= Importance Factor 1.00 IBC Table 1604.5 p53o=Wind Pressure Windward Wall 10.20 Walls from IBC Table 1609.6.2.1 (1) p530=Wind Pressure Leeward Wall 0.00 Walls from IBC Table 1609.6.2.1 (1) p530=Wind Pressure Windward Roof 10.00 Roof from IBC Table 1609.6.2.1 (1) p531=Wind Pressure Leeward Roof 0.00 Roof from IBC Table 1609.6.2.1 (1) p= (PSF) 10.20 PSF Windward Wall qww p= (PSF) 10.00 PSF Windward Roof qwr p= (PSF) 0.00 PSF Leeward Wall qwl p= (PSF) 0.00 PSF Leeward Roof qlr WIND LOADS ON BUILDING -Corner Zones Corner Zone defined as 10% of least horizontal direction each corner Wind Load= p=A IW p530 p530=Wind Pressure Windward Wall 12.90 Walls from IBC Table 1609.6.2.1 (1) p530=Wind Pressure Leeward Wall 0.00 Walls from IBC Table 1609.6.2.1 (1) n; =Wind Pressure WinriMinrri Roof 1n 00 Roolfsrom 1BC,table n 2 A /A\ - o �.� iwui iiuui ion. �ab�C 1ouy.o.c.i �i� p530=Wind Pressure Leeward Roof 0.00 Roof from IBC table 1609.6.2.1 (1) p= (PSF) 12.90 PSF Windward Wall qww p= (PSF) 10.00 PSF Windward Roof qwr p= (PSF) 0.00 PSF Leeward Wall qwl p= (PSF) 0.00 PSF Leeward Roof qlr Diaphragm panel systems have been tested for shear capacity using recommendations from ASTM E455-76"Static Load Testing of Framed Floor or Roof Diaphragm Construction for Buildings"and ANSI/ ASAE EP484"Diaphragm Design of Metal-Clad, Post Frame Rectangular Buildings". This data is published in the"National Post Frame Builders Association Post-Frame Building Design Manual",Table 6.1, "Steel-Clad Roof Diaphragm Assembly Test Data", Test Assembly Numbers 13& 14. Limitations: The relative impact on shear strength of each component from the diaphragm testing has not been defined. The characteristics of the metal cladding and fasteners specified herein meet or exceed the tested products. The characteristics of the framing lumber meet or exceed the specific gravity(G)of the tested product, Spruce-Pine-Fir, G =0.42. Diaphragm Testing Data Applicability: �ti1�L wad? Applicable for buildings that utilize the method of diaphragm design to resist design wind loads.The test data are not applicable for roofs with skylights. �� o .18067 FC/STBR�O 7nNALG EXPIRES /L U diaphragm.24221BC-85.OSB.xls Prepared by Daniel Wambeke, P. E 7/2/2007 Diaphragm Testing Results(Table 1): Maximum Shear Construction Intensity I (lb./ft.) 110 lb./ft. Field Screws-#10 x 1 1/2"next to each major rib(9"o.c.) Post Frame Building Design Manual Top&Bottom Screws-#14 x 1 1/2"@ both sides of each major rib 160 lb./ft. Field Screws-#10 x 1 1/2"next to each major rib(9"o.c.) Top&Bottom Screws-#14 x 1 1/2"@ both sides of each major rib Post Frame Building Design Manual Stitch Screws-#12 x 5/8"@ 9"o. c.through all overlaps 345 lb/ft 7/16"OSB applied directly to framing with 1 1/2"long x 16 gauge steel 2003 IBC staples @ 3"o. c.at panel edges;6"o.c.@ intermediate framing members. Table 2306.4.1 When the wall columns are effectively pin-supported at the base of the exterior wall, the wall columns act as as simple beams, the Maximum Roof Shear Intensity, I (lb./ft.) can be calculated by: I = [3/8*((qww*H 1*L)-(qlw*H1*L)) + ((qwr*H2*L)- (qlr*H2*L))]/2*W (the Alumax Roof Diaphragm Brochure 1991) L= Building length,feet W= Building width, feet H1 =Outside wall height,feet H2= Height from eave to ridge,feet Calculate the Maximum Roof Shear Intensity I (lb./ft.). This is the shear per foot of roof slope length that occurs at the end walls of the building.This is the sum of the loads on the corner zones and the middle zones. I = 107.92 lb./ft. Calculate the Maximum Endwall Shear Load, Vendwall (lb./ft.) by multiplying the maximum roof shear intensity I by the building endwall width, W(Bender&Woeste, Page A-30 to A-33) Vendwall = I *W= 2590 lb. Calculate the Allowable Endwall Shear Capacity, SC SC =(W-DW)*R=where: DW=The door(or opening)width in feet, or distance between endwall structural posts surrounding the door, whichever is greater. If more than one door is installed, DW is the total of the door widths. DW Front Endwall = 16 ft. R = The allowable endwall shear strength in lb./ft.from Table 1. Multiply this value by the one-third increase in allowable stresses for all combinations including W or E, resulting in the following: R= 491.3 lb./ft. Steel siding +7/16"O.S.B. SC Front Endwall = 3930 lb. Balance of load is resisted by four endwall posts_ Vendwall<SC DW Rear Endwall= 6 ft. SC Rear Endwall= 8843 lb Vendwall , SC The following minimum endwall diaphragm requirements are needed: Endwall steel: 30 Gauge Pro Panel II or Norclad, 36"width 7/16"OSB applied directly to framing with 1 1/2" long x 16 gauge steel staples @ 3"o. c. at panel edges; 6"o. c. @ intermediate framing members. Field Screws: #10 x 1 1/2'.@ 9"o. c. (next to high rib) Skirt board, End Rafter and Door Header Screws: #14 x 1 1/2" @ both sides of each major rib diaphragm.24221BC-85.OSB.xls Darcie DeBortole Date and Time: 7/2/2007 4:47:04 PM MCE Parameters - Conterminous 48 States Zip Code - 98223 Central Latitude = 48.207031 Central Longitude = -121.953365 Data are based on the 0.10 deg grid set Period SA (sec) (%g) 0.2 110.1 Map Value, Soil Factor of 1.0 1.0 030.9 Map Value, Soil Factor of 1.0 MCE Parameters x Specified Soil Factors 0.2 116.7 Soil Factor of 1.06 1.0 055.0 Soil Factor of 1.78 Daniel Wambeke, P.E. Page 1 7/2/2007 SEISMIC LOAD VERSUS WIND LOAD DESIGN FOR BUILDING 24' x 50' x 30' 4"Post Frame Building for Darci DeBortole,Arlington,WA Outback Custom Structures, Inc. Span = 30 WIND SPEED, MPH 85 Building Length = 50 IBC EXPOSURE B Wall Height= 22 Seismic Use Group II Roof Live Load = 2.5 PSF Seismic Design Category D Floor Live Load = 40 PSF Eave Overhang (ft.) 1 Gable End Overhang (ft.) 1 Roof Pitch 8 :12 Number Bays in Building 5 Lean-to Span (ft.) 26 Lean-to Length (ft.) 24 Lean-to Wall Height (ft.) 2.2. Lean-to Roof Pitch 8 :12 Quantity of Lean-to's 1 WIND LOADS ON BUILDING -Middle Areas Wind Load = p= A KZt I Ps30 p = Design Wind Pressure, PSF A = Building Height& Exposure Adjust. Factor= 1.00 ASCE7-05 Figure 6-3 KZt=Topographic Factor @ mean roof height, h = 1.00 ASCE7-05 Figure 6-4 = Importance Factor 1.00 p,.10=Wind Pressure 10.20 PSF ASCF7-OS Figure 6-3 Ps30 = Wind Pressure 10.00 PSF ASCE7-05 Figure 6-3 Ps30 = Wind Pressure 10.2.0 PSF ASCE7-05 Figure 6-3 p = (PSF) 10.20 Walls p = (PSF) 10.00 Roof p = (PSF) 10.20 Endwalls WIND LOADS ON BUILDING -Corner Zones Corner Zone defined as 10% of least horizontal direction each corner Wind Load = p=A IW P130 Ps30 =Wind.Pressure 12.90 PSF Ps30 = Wind Pressure 10.00 PSF Ps30=Wind Pressure 12.90 PSF p = (PSF) 12.90 Walls p = (PSF) 10.00 Roof p= (PSF) 12.90 Endwalls Total Wind Load on Side of Building = Fw = Length x Wall Height/2 x p = 11814 Total Wind Load on Roof Side= Fwr= Length x Roof Rise x p= 5500 Total Wind Load on Side of Building = Fw+ Fwr= 17314 Wind Load on Lean-to End a Fwlt=Span x Wall Height x p= 10431 Wind Loads on End of Building = Few= 8699 Total Wind Load on End of Building = 19131 seismic.lea n-to&loft.IBC2006-D85.xls Daniel Wambeke, P.E. Page 2 7/2/2007 Seismic Base Shear=V= F SpS W/R where F= 1.1 for two story buildings 1;1 SMs= 1;;1i67 SpS = Design elastic response accelerations at short period = 0.778 From IBC disk(see attached page) Coefficient R = 7 ASCE7-05 Table 12.14-1 Building Dead Load W= (lb.) Roof Dead Load = (lb.) 11648 20% of Roof Live Load (if over 30 PSF) _ (lb.) 0 Wall Dead Load = (lb.) 6160 Gable Dead Load = (lb.) 525 Lean-to Dead Load = (lb.) = 7294 Loft Dead Load = (lb.) = 18240 25% of Loft Live Load (if for storage) = 0 Total Building Dead Load 43867 Lateral Seismic Force V= (lb.) 5363 p = 1.3 for Seismic Design Category E 1.3 E= (pEh + Ev)/1.4= V/1.4 4980 < Fw+ Fwr= 17314 Few> V Few= 19131 Fw+ Fwr>V Wind Loads Controls Design in Both Directions seismic.lean-to&loft.IBC2006-D85.xls Daniel Wambeke, P.E. Page 1 7/2/2007 7,2` PURLIN & STUD DESIGN CALCULATIONS 24'x 50' x 3V 4" Post Frame Building for Darci DeBortole,Arlington,WA Outback Custom Structures, Inc. PURLIN DESIGN CALCULATIONS Post Spacing = 10 WIND SPEED, MPH 85 Span = 24 IBC EXPOSURE B Building Length = 50 LOAD FACTOR 1.6 Wall Height= 30-93-y2 (Wind Loads) Stud Spacing (Ft.) 2 Roof Pitch 8 Dead Load = 7 Live Load = 25 Load Factor= Snow Load 1.15 Cd Lumber Grade= DF-L#2 Fb = (psi) 900 Fv = (psi) 180 E _ (psi) 1600000 Purlin Size Width,b Depth, d Size Factor CF 2" x 6" 1.5 5.5 1.3 2"x 8" 1.5 7.25 1.2 2"x 10" 1.5 9.25 1.1 2"x 12" 1.5 11.25 1.0 Repetetive Member Factor Cr 1.15 DESIGN STUDS WIND LOADS ON BUILDING - Middle Areas Winrl I nnrl = n = A 1 n _ ...- '---- M " 'W NS:30 p = Design Wind Pressure, PSF = Building Height& Exposure Adjust. Factor= 1.00 ASCE7-05 Figure 6-3 1 = Importance Factor 1.00 Ps30 = Wind Pressure 13.50 PSF ASCE7-05 Figure 6-3 p = (PSF) 13.50 PSF Studs Stud Height= 12.00 Load on Studs = 27.00 PLF Moment= (in-lb) 5832 1/8wl^2 Sx Req'd (in^3) = 2.71 M/Cd*FbCrCfuCF Sx Furnished = 7.56 (bdA2)/6 Use 2"x 6" DF-L#2 Studs @ 24" o. c. Purlin & Studs.xls Prepared by Daniel Wambeke, P.E. 7/2/2007 Page 1 POST CALCULATIONS 24'x 50'x 3e'l" Post Frame Building for Darci DeBortole, Arlington, WA Outback Custom Structures, Inc. POST WIDTH = (inches) 6 Bay Spacing = 10 POST DEPTH = (inches) 6 A= (sq in) 36 Fb= (psi) 975 Section Modulus of Post= (in3) 36 Fc = (psi) 850 Span = 24 E = 1300000 Dead Load = 5 E' = Ci*E _ (psi) 1235000 Live Load = 25 Fc* = CD*Fc*Cm*CF*Ci (psi) 756.10 Load Factor CD = 1.15 Load Case: Kce= 0.3 Dead Load + Live Load = 30 c= 0.8 Wall Dead Load = 3.5 Post Grade= Hem-Fir#1 Wall Height= 13 CALCULATIONS: Load from 2nd Floor: 11020 Axial Load on Column (Ibs): 3600 Cm (Fc)= 0.91 Wall Load on Column (Ibs): 455 Cm (Fb) = 1 Total Vertical Column Load (Ibs) 15075 CIF (Fb, Fc) = 1 le= (inches) 148 kle/d = (k= 0.8) 19.73 Ci (Fb, Fc) = 0.85 Fce = (psi) 951.45 Ci (E) = 0.95 Fc' _ (psi) 577.61 Cp = Calculated Allowable Compression = (Ibs) 20794 >TVL CL = 1 LOAD CASE: DL + 0.75LL + 0.75WL Wind Load Factor CD= 1.6 Total Wall Height(ft.) = 13 Effective I ength - 13 (Knee Brace or 2nd Floor) WIND LOADS ON BUILDING - Middle Areas Wind Load = p =A Kt 1 Ps30 p = Design Wind Pressure, PSF A = Building Height& Exposure Adjust. Factor= 1.00 KZt= 1.00 I = Importance Factor 1.00 ps30 = Wind Pressure, PSF = 1060 IBC Table 1609.6.2.1 (2) p = (PSF) 10.60 PSF CALCULATIONS: le = (inches) 148 Load from 2nd Floor: 8265 kle/d = (k = 0.8) 19.73 Axial Load on Column (Ibs): 2850 Fc*= CD*Fc*Cm*CF*Ci (psi) 1051.96 Wall Load on Column (Ibs): 455 Fce= (psi) 951.45 Tot. Vert. Column Load (Ibs): 11570 Fc' _ (psi) 689.35 Allowable Compression= (Ibs) 24817 Moment at Base Column = (ft-lb) 2239.25 26871 in-lb fc= (psi) 321.39 fb = M/Sx(psi) 746.42 Fb' = CD*Fb*Cm*CF*CL*Ci = 1326.00 Interaction Formula= 0.85 > 1.00 (fc/Fc')A2+(fb/((1-(fc/Fce))*Fb')) Use 6"x 6" Hem-Fir#1 Treated Posts POST2413.1 BC.2006.xls Prepared by Daniel Wambeke, P.E. 7/2/2007 POST FOOTIJ�q SIZE & POST EMBEDMENT CALCULATIONS 24' x 50' x 3A 4" Post Frame Building for Darci DeBortole, Arlington,WA Outback Custom Structures, Inc. SPAN 24 WIND SPEED, MPH 85 EAVE HEIGHT 13 IBC EXPOSURE B BAY SPACE 10 LOAD DURATION FACTOR 1.333 ROOF DEAD LOAD = 7 ROOF LIVE LOAD 25 WALL DEAD LOAD, PSF 3.5 Allowable Soil Bearing Pressure 2000 PSF (CONSTANT TABLE 1804.2) Allow. Lateral Soil Bearing Pressure 150 PSF 2003 IBC TABLE 1804.2 DETERMINE FOOTING AREA REQ'D Load from 2nd Floor= 11020 Roof Load = 3840 Roof Load = Span/2 x Bay Space x (Roof Load + D. L.) Wall Dead Load = 455 Wall Dead Load= Eave Height x Bay Spacing x Wall D.L. Total Vertical Load = 15315 Assumed Post Depth = (Feet) 3.5 Allowable Soil Bearing Pressure = 2000 Pier Area Req'd = (Sq. Ft.) 7.66 Pier Diameter Req'd = (Feet) 3.12 DETERMINE POST EMBEDMENT DEPTH WIND LOADS ON BUILDING - Middle Areas Wind Load = p = A Kt I PS30 p = Design Wind Pressure, PSF A = Bldg Height& Exposure Adjust. Fact. = 1.00 KZt = 1.00 I = Importance Factor 1.00 ps30 =Wind Pressure, PSF = 10.60 IBC Table 1609 6.2.1 (2) p = (PSF) 10.60 PSF Moment @ Post Base = Ms =1/8 Wind Load x Bay Space x Eave Height^2 (Ft. Lb.) Moment @ Post Base = 2239.25 Ft-Lb S = Allow. Lateral Bearing Pressure @ Surface= Allow 1/2" Movement @ Ground Surface = 2 * Duration Increase * (Lateral Bearing x Depth) IBC 1804.3.1 S = (PSF) 1399.65 Post Embedment Depth = d = ((4.25 x Ms)/S x PD))^0.5 (Feet) d = 1.48 Use 3' 2" Diameter x 3' 6" Deep Concrete Footing POSTFT2413.I BC.2006.xls Prepared by Daniel Wambeke, P.E. 7/2/2007 Page 1 POST CALCULATIONS 24'x 50'x 31Y4" Post Frame Building for Darci DeBortole,Arlington,WA Outback Custom Structures, Inc. 24'x 26'Wing POST WIDTH = (inches) 8 Bay Spacing = 13 POST DEPTH = (inches) 6 A= (sq in) 48 Fb = (psi) 975 Section Modulus of Post= (in3) 48 Fc = (psi) 850 Span = 24 E = 1300000 Dead Load = 5 E' = Ci*E _ (psi) 1235000 Live Load = 25 Fc* = CD*Fc*Cm*CF*Ci (psi) 756.10 Load Factor CD = 1.15 Load Case: Kce= 0.3 Dead Load + Live Load = 30 c= 0.8 Wall Dead Load = 3.5 Post Grade= Hem-Fir#1 Wall Height= 13 CALCULATIONS: Load from 2nd Floor: 14326 Axial Load on Column (Ibs): 4680 Cm (Fc)= 0.91 Wall Load on Column (Ibs): 592 Cm (Fb) = 1 Total Vertical Column Load (Ibs) 19598 CF (Fb, Fc) = 1 le= (inches) 148 kle/d = (k = 0.8) 19.73 Ci (Fb, Fc) = 0.85 Fce = (psi) 951.45 Ci (E) = 0.95 Fc' _ (psi) 577.61 Cp= Calculated Allowable Compression = (Ibs) 27725 >TVL CL = 1 LOAD CASE: DL + 0.75LL+ 0.75WL Wind Load Factor CD = 1.6 Total Wall Height(ft.) = 13 Effective Length - 13 (f\Ilee Brace VI Llld FIVVI) WIND LOADS ON BUILDING -Middle Areas Wind Load = p = 1\ IW p530 p = Design Wind Pressure, PSF A = Building Height& Exposure Adjust. Factor= 1.00 Iw= Importance Factor 1.00 p530 = Wind Pressure, PSF = 10.60 IBC Table 1609.6.2.1 (2) p = (PSF) 10.60 PSF CALCULATIONS: le = (inches) 148 Load from 2nd Floor: 10744.5 kle/d = (k= 0.8) 19.73 Axial Load on Column (Ibs): 3705 Fc*= CD*Fc*Cm*CF*Ci (psi) 1051.96 Wall Load on Column (Ibs): 592 Fce = (psi) 951.45 Tot. Vert. Column Load (Ibs): 15041 Fc' _ (psi) 689.35 Allowable Compression= (Ibs) 33089 Moment at Base Column = (ft-lb) 2911.03 34932.3 in-lb fc= (psi) 313.35 fb = M/Sx(psi) 727.76 Fb' = CD*Fb*Cm*CF*CL*Ci = 1326.00 Interaction Formula= 0.82 > 1.00 (fc/Fc')"2+(fb/((1-(fc/Fce))*Fb')) Use 8"x 6" Hem-Fir#1 Treated Posts POST2413.1 BC.xls Prepared by Daniel Wambeke, P.E. 7/2/2007 POST FOOTINQ SIZE & POST EMBEDMENT CALCULATIONS 24'x 50' x8 Post Frame Building for Darci DeBortole, Arlington,WA Outback Custom Structures, Inc. 24'x 26'Wing SPAN 24 WIND SPEED, MPH 85 EAVE HEIGHT 13 IBC EXPOSURE B BAY SPACE 13 LOAD DURATION FACTOR 1.333 ROOF DEAD LOAD = 7 ROOF LIVE LOAD 25 WALL DEAD LOAD, PSF 3.5 Allowable Soil Bearing Pressure 2000 PSF (CONSTANT TABLE 1804.2) Allow. Lateral Soil Bearing Pressure 150 PSF 2003 IBC TABLE 1804.2 DETERMINE FOOTING AREA REQ'D Load from 2nd Floor= 14326 Roof Load = 4992 Roof Load = Span/2 x Bay Space x (Roof Load + D. L.) Wall Dead Load = 592 Wall Dead Load= Eave Height x Bay Spacing x Wall D.L. Total Vertical Load = 19910 Assumed Post Depth = (Feet) 3.5 Allowable Soil Bearing Pressure = 2000 Pier Area Req'd = (Sq. Ft.) 9.95 Pier Diameter Req'd = (Feet) 3.56 DETERMINE POST EMBEDMENT DEPTH WIND LOADS ON BUILDING - Middle Areas Wind Load = p = \ Kt 1 Ps30 p = Design Wind Pressure, PSF J\ = Bldg Height & Exposure Adjust. Fact. = 1.00 KZt= 1.00 I = Importance Factor 1.00 Ps30 = Wind Pressure, PSF = 10.60 IBC Table 1609.6.2.1 (2) p = (PSF) 10.60 PSF Moment @ Post Base= Ms =1/8 Wind Load x Bay Space x Eave Height^2 (Ft. Lb.) Moment @ Post Base = 2911.03 Ft-Lb S =Allow. Lateral Bearing Pressure @ Surface = Allow 1/2" Movement @ Ground Surface = 2 * Duration Increase* (Lateral Bearing x Depth) IBC 1804.3.1 S = (PSF) 1399.65 Post Embedment Depth = d = ((4.25 x Ms)/S x PD))^0.5 (Feet) d = 1.58 Use 3' 8" Diameter x 3' 6" Deep Concrete Footing POSTFT2413.I BC.2006.xls Prepared by Daniel Wambeke, P.E. 7/2/2007 Page 1 'Lys ENDWALL POST CALCULATIONS 24'x 50'x 3A% " Post Frame Building for Darci DeBortole, Arlington,WA Outback Custom Structures, Inc. POST WIDTH = (inches) 6 End Bay Spacing = 10 POST DEPTH = (inches) 6 A = (sq in) 36 Fb = (psi) 575 Endwall Post Spacing = 12 Fc = (psi) 575 Dead Load = 7 E _ (psi) 1100000 Live Load = 0 E' = Ci*E_ (psi) 1045000 Load Factor= 1.15 Fc* = CD*Fc*Cm*CF*Ci (psi) 511.48 c= 0.8 Kce= 0.3 Post Section Modulus 36 Load Case: Post Grade= Hem Fir#2 Dead Load + Live Load = 7 Endwall Post Height= 13 Wall Dead Load = 3.5 Bldg. Eave Height= 13 Posts are braced @ building eave height by longitudinal truss bracing - Gable end trusses support live loads CALCULATIONS: Load from 2nd Floor: 4080 Axial Load on Column (lbs): 420 Cm (Fc) = 0.91 Wall Load on Column (lbs): 546 Cm (Fb) = 1 Tot. Vert. Column Load (lbs): 5046 CF (Fb, Fc) = i le = (inches) 148 Ci (Fb, Fc) 0.85 kle/d = (k= 0.8) 19.73 Ci (E) = 0.95 Fce = (psi) 805.08 Cp = Calculated Fc' _ (psi) 41992 CL = 1 Allowable Compragcipn= llhcl 15117 -,T�/L k.--/ LOAD CASE: DL + 0.75LL+ 0.75WL Wind Load Factor CD= 1.6 WIND LOADS ON BUILDING - Middle Areas Wind Load = p = \ Kt 1 Ps30 p= Design Wind Pressure, PSF A = Building Height& Exposure Adjust. Factor= 1 00 KZt= Topographic Factor= 1.00 I = Importance Factor 1.00 Ps30= Wind Pressure, PSF = 10.20 IBC Table 1609.6.2.1 (2) p = (PSF) 10.20 PSF CALCULATIONS: Load from 2nd Floor: 4080 le = (inches) 148 Axial Load on Column (lbs): 420 kle/d = (k= 0.8) 19.73 Wall Load on Column (lbs): 455 Fc*= CD*Fc*Cm*CF*Ci (psi) 711.62 Tot. Vert. Column Load (lbs): 4955 Fce= (psi) 805.08 Allowable Compression = (Ibs) 18749 Fc' = CD*Fc*Cm*CF*Ci (psi) 520.80 Moment in Column: (in-lb) 25857.00 M=(wl^2)/8 fc= (psi) 137.64 fb = (psi) 718.25 Fb' = CD*Fb*Cm*CF*Ci*CL, psi 782.00 Interaction Formula = 0.87 <1.00 (fc/Fc')A2+(fb/((1-(fc/Fce))*Fb)) Use 6"x 6" Hem-Fir#2 Treated Posts END POST 12.IBC-trs.2006.xls Prepared by Daniel Wambeke, P.E. 7/2/2007 Page 1 ENDWALL PO,�T FOOTING SIZE & POST EMBEDMENT CALCULATIONS 24'x 50' x 39,44" Post Frame Building for Darci DeBortole, Arlington,WA Outback Custom Structures, Inc. BUILDING SPAN 24 WIND SPEED, MPH 85 EAVE HEIGHT 13 IBC EXPOSURE B END BAY SPACING 10 ENDWALL POST SPACING = 12 LOAD DURATION FACTOR 1.333 ENDWALL POST TOTAL HEIGHT= 13 ROOF DEAD LOAD = 7 ROOF LIVE LOAD 0 ALLOW 1/2" MOVEMENT WALL DEAD LOAD, PSF 3.5 ALLOW. SOIL BEARING PRESSURE, PSF 2000 STRATA REPORT LATERAL BEARING PRESSURE 150 STRATA REPORT DETERMINE FOOTING AREA REQ'D Load from 2nd Floor= 4080 Roof Load = 420 Roof Load = Span/2 x Bay Space x(Roof Load + D. L.) Wall Dead Load = 546 Wall Dead Load= Eave Height x Bay Spacing x Wall D.L. Total Vertical Load = 5046 Assumed Post Depth = (Feet) 3 Working Soil Bearing Pressure = 2000 Pier Area Req'd = (Sq. Ft.) 2.52 Pier Diameter Req'd = (Feet) 1.41 DETERMINE POST EMBEDMENT DEPTH WIND LOADS ON BUILDING -Middle Areas Wind Load = p = /\ Kt I PS30 p = Design Wind Pressure, PSF A = Building Height& Exposure Adjust. Factor= 1.00 K.,t =Topographic Factor= 1.00 I = Importance Factor 1.00 PS30 =Wind Pressure, PSF = 1020 IBC Table 1609.6.2.1 (2) p= (PSF) 10.20 PSF Duration Increase = 1.33 PSF/Foot Moment @ Post Base M =w12/8 IBC 1804.3.1 Moment @ Post Base = 2585.70 ft-lb S =Allow. Lateral Bearing Pressure @ Surface = 150 PSF = 2 * Duration Increase Lateral Bearing Pressure * Depth S = (PSF) 1197.00 Post Embedment Depth = d = ((4.25 x M9 )/S3 x PD))^0.5 d = 2.55 Use V 8" Diameter x 3' 0" Deep Concrete Footing ENDPOSTFT1012.TRS-IBC.xIs Prepared by Daniel Wambeke, P.E. 7/2/2007 Page 1 ENDWALL POST CALCULATIONS 24'x 50'x 3 L 4' Post Frame Building for Darci DeBortole,Arlington, WA Outback Custom Structures, Inc. 24'x 26'Wing POST WIDTH = (inches) 6 End Bay Spacing = 13 POST DEPTH = (inches) 6 A = (sq in) 36 Fb = (psi) 975 Endwall Post Spacing = 12 Fc= (psi) 850 Dead Load = 7 E _ (psi) 1300000 Live Load = 0 E' = Ci*E _ (psi) 1235000 Load Factor= 1.15 Fc* = CD*Fc*Cm*CF*Ci (psi) 756.10 c = 0.8 Kce= 0.3 Post Section Modulus 36 Load Case: Post Grade= Hem Fir#1 Dead Load + Live Load = 7 Endwall Post Height= 13 Wall Dead Load = 3.5 Bldg. Eave Height= 13 Posts are braced @ building eave height by longitudinal truss bracing - Gable end trusses support live loads CALCULATIONS: Load from 2nd Floor: 4980 Axial Load on Column (lbs): 546 Cm (Fc) = 0.91 Wall Load on Column (lbs): 546 Cm (Fb) = 1 Tot. Vert. Column Load (lbs): 6072 CIF (Fb, Fc) = 1 le= (inches) 148 Ci (Fb, Fc) 0.85 kle/d = (k= 0.8) 19.73 Ci (E) = 0.95 Fce= (psi) 951.45 Cp = Calculated Fc' _ (psi) 577.61 CL = 1 Allowable Comrnraccinn= (Ihc) )n794 >7VL LOAD CASE: DL + 0.75LL + 0.75WL Wind Load Factor CD = 1.6 WIND LOADS ON BUILDING - Middle Areas Wind Load = p =\ KZt I Ps30 p = Design Wind Pressure, PSF I\ = Building Height& Exposure Adjust. Factor= 1.00 KZ,=Topographic Factor= 1.00 I = Importance Factor 1.00 P530 =Wind Pressure, PSF = 10.20 IBC Table 1609.6.2.1 (2) p = (PSF) 10.20 PSF CALCULATIONS: Load from 2nd Floor: 4980 le = (inches) 148 Axial Load on Column (lbs): 546 kle/d = (k= 0.8) 19.73 Wall Load on Column (lbs): 592 Fc*= CD*Fc*Cm*CF*Ci (psi) 1051.96 Tot. Vert. Column Load (lbs): 6118 Fce = (psi) 951.45 Allowable Compression = (Ibs) 24817 Fc' = CD*Fc*Cm*CF*Ci (psi) 689.35 Moment in Column: (in-lb) 33614.10 M=(wl^2)/8 fc= (psi) 169.93 fb= (psi) 933.73 Fb' = CD*Fb*Cm*CF*Ci*CL, psi 1326.00 Interaction Formula = 0.68 <1.00 (fc/Fc')"2+(fb/((1-(fc/Fce))*Fb)) Use 6"x 6" Hem-Fir#1 Treated Posts E N D POST12.I BC-trs.2006.xls Prepared by Daniel Wambeke, P.E. 7/2/2007 Page 1 ENDWALL Pfl4t FOOTING SIZE& POST EMBEDMENT CALCULATIONS 24' x 50' x$9''4" Post Frame Building for Darci DeBortole,Arlington,WA Outback Custom Structures, Inc. 24'x 26'Wing BUILDING SPAN 24 WIND SPEED, MPH 85 EAVE HEIGHT 13 IBC EXPOSURE B END BAY SPACING 13 ENDWALL POST SPACING = 12 LOAD DURATION FACTOR 1.333 ENDWALL POST TOTAL HEIGHT= 13 ROOF DEAD LOAD = 7 ROOF LIVE LOAD 0 ALLOW 1/2" MOVEMENT WALL DEAD LOAD, PSF 3.5 ALLOW. SOIL BEARING PRESSURE, PSF 2000 STRATA REPORT LATERAL BEARING PRESSURE 150 STRATA REPORT DETERMINE FOOTING AREA REQ'D Load from 2nd Floor= 4980 Roof Load = 546 Roof Load = Span/2 x Bay Space x (Roof Load + D. L.) Wall Dead Load = 546 Wall Dead Load= Eave Height x Bay Spacing x Wall D.L. Total Vertical Load = 6072 Assumed Post Depth = (Feet) 3 Working Soil Bearing Pressure= 2000 Pier Area Req'd = (Sq. Ft.) 3.04 Pier Diameter Req'd = (Feet) 1.54 DETERMINE POST EMBEDMENT DEPTH WIND LOADS ON BUILDING - Middle Areas Wind Load = p = A Kt I P130 p = Design Wind Pressure, PSF A= Building Height& Exposure Adjust. Factor= 1.00 Krt= Topographic Factor= 1.00 I = Importance Factor 1.00 Ps30 =Wind Pressure, PSF = 10.20 IBC Table 1609.6.2.1 (2) p = (PSF) 10.20 PSF Duration Increase = 1.33 PSF/Foot Moment @ Post Base M =w12/8 IBC 1804.3.1 Moment @ Post Base = 2585.70 ft-lb S =Allow. Lateral Bearing Pressure @ Surface = 150 PSF =2 * Duration Increase* Lateral Bearing Pressure * Depth S = (PSF) 1197.00 Post Embedment Depth = d = ((4.25 x M9 )/S3 x PD))10.5 d = 2.44 Use V 8" Diameter x 3'0" Deep Concrete Footing ENDPOSTFT1012.TRS-IBC.xls Daniel Wambeke, P.E. Page 1 7/2/2007 V%P FLOOR JOIST DESIGN CALCULATIONS 24' x 50'x W 4" Post Frame Building for Darci DeBortole, Arlington, WA Outback Custom Structures, Inc. FLOOR JOIST CALCULATIONS Post Spacing = 10 Span = 24 Building Length = 50 Wall Height= 22 .... ............ Joist Spacing (Ft.) Joist Lumber Grade = DFL#2i Joist Dead Load = 5 Fb= (psi) Fv = (psi) E _ (psi) Floor Live Load = 40 900 180 _ 1600000 Joist Size Width,b Depth, d Size Factor CF 2"x 6" _ _ 1.5 5.5 1.3 2"x 8" 1.5 7.25 1.2 2"x 10" 1.5 9.25 1.1 2"x 12" 1.5 11.25 1.0 Load Factor Cd 1 Repetetive Member Factor Cr 1.15 Joist Span (Ft.) a _.;;; 95 Post Spacing a 6" Load on Joist = 59.85 PLF Moment (in-lb) 0 8102 1/8wl^2 Sx Req'd (in^3) = 652 M/Cd*FbCrCF Sx Furnished m 13 14,'(bdA2)/6 Okay fv = (psi) 39 21 3V/Cd2bdC < 180 psi Deflection e (in) 0144 i1240 m (in) 0.475 --Deflection Use 2"x 8" DF-L#2 Joists @a 16" o. c. Hang Joists from Floor Beams with Simpson Joist Hangers joist.2x8-10.x1s Daniel Wambeke, P.E. Page 1 7/2/2007 TV% FLOOR JOIST DESIGN CALCULATIONS 24' x 50'x 3.01-'4" Post Frame Building for Darci DeBortole, Arlington, WA Outback Custom Structures, Inc. FLOOR JOIST CALCULATIONS Post Spacing = 13 Span = 24 Building Length = 26 Wall Height = 22 Joist Spacing (Ft.) = 1.33 Joist Lumber Grade = _;;;;;;OF L A Joist Dead Load = 5 Fb= (psi) Fv= (psi) E _ (psi Floor Live Load = 40 900 1.. ........ . :. 1600000 Joist Size Width,b Depth, d Size Factor CF 2"x 6" 1.5 5.5 1.3 2"x 8" 1.5 7.25 1.2 2"x 10" _ 1.5 9.25 1.1 2"x 12" 1 1.5 1 11.25 1.0 Load Factor Cd 1 Repetetive Member Factor Cr 1.15 Joist Span (Ft.) a 115 Load on Joist = 59.85 PLF Moment (in-lb) m 11873 1/8wl^2 Sx Req'd (in^3) = 10.43 M/Cd*FbCrCF Sx Furnished 21.39 (bd^2)/6 Okay fv= (psi) 37.20 3V/Cd2bdC < 180 psi Deflection = (in) 0.149 /2A0 (i�) V.575 >Deflelal Ull Use 2"x 10" DF-L#2 Joists a@ 16" o. c. joist.2x10-12.xls Daniel Wambeke, P.E. Page 1 7/2/2007 lb'` FLOOR BEAM DESIGN CALCULATIONS 24'x 50'x 3e4" Post Frame Building for Darci DeBortole,Arlington,WA Outback Custom Structures, Inc. FLOOR BEAM DESIGN CALCULATIONS Post Spacing = 10 Span = 24 Building Length = 50 Wall Height = 22 Floor Dead Load = 10 Floor Live Load = 40 Load Factor= 1 Cd Lumber Grade = GLB 24F-V4 Fb= (psi) 2400 Fv = (psi) 190 E = (psi) 1700000 Beam Size Width,b Depth, d Size Factor CF G.L.B. 5 1/2"x 16 1/2" 5.125 16.5 0.9652 Floor Beam Span (Ft.) = 23 Load on Floor Beam = 500.00 PLF Moment (in-lb) v 396750 1/8wl^2 Sx Req'd (in^3) = 17127M/Cd*FbCrCF Sx Furnished m 232 55 (bd"2)/6 fv = (psi) 102,00 3V/Cd2bdCH < 190 psi Deflection = (in) 0 965 1/240 = (in) 1.150 >Deflection Okay Use Glue Lam Beam 5 1/8"x 16 1/2", 24F-V4, DF/DF -,car I oa,' Post m e9en 1 ti VIIGQI 6V Q4 1 VJL"' Jt.,JV �V. gluelambeam.1224-40.xls Daniel Wambeke, P.E. Page 1 7/2/2007 FLOOR BEAM DESIGN CALCULATIONS 24'x 50'x 4�4" Post Frame Building for Darci DeBortole,Arlington,WA Outback Custom Structures, Inc. 24' x 26'Winig FLOOR BEAM DESIGN CALCULATIONS Post Spacing = 13 Span = 24: Building Length = 50 Wall Height= 22 Floor Dead Load = 10 Floor Live Load = 40 Load Factor= 1 Cd Lumber Grade = GLB 24F-V4 Fb= (psi) 2400 Fv = (psi) 190 E_ ( si 1700000 Beam Size Width,b De th, d Size Factor CF G.L.B. 5 112"x 18" _ _ 5.125_ 18 0.9559 Floor Beam Span (Ft.) _ 23 Load on Floor Beam = 650.00 PLF Moment (in-lb) = 515775 1/8wl12 Sx Req'd (in"3) = 224.i31M/Cd*FbCrCF Sx Furnished = 2:76 75 (bd"2)/6 fv= (psi) 121 5.4: 3WCd2bdCH < 190 psi Deflection = (in) 0 9:6:7 1/240 = (in) 1.150 >Deflection Okay Use Glue Lam Beam 5 1/8"x 18", 24F-V4, DF/DF vh�ar Lvad I L= 7475 Lb. gluelam beam.1224-40.xis Daniel Wambeke, P.E. Page 1 7/2/2007 71W% RIM FLOOR BEAM DESIGN CALCULATIONS 24' x 50' x 3-"" Post Frame Building for Darci DeBortole, Arlington, WA Outback Custom Structures, Inc. FLOOR BEAM DESIGN CALCULATIONS Post Spacing = 10 Span = 74 Building Length = 50 Wall Height = 22 Floor Dead Load = 10 Floor Live Load = 40 Load Factor= 1 Cd Lumber Grade = DF-L#2 Fb= (psi) 900 Fv = (psi) 180 _ E = psi 1600000 Beam Size Tw _ Width,b Depth, d Size Factor CF o 2 12" 3 11.25 1.0000 "x Floor Beam Span (Ft.) = 11.25 Load on Floor Beam = 250.00 PLF Total Load on foor Beam m 250.00 PLF Moment (in-lb) = 47461 1/8wl12 Sx Req'd (in^3) = M/Cd*FbCrCF Sx Furnished = (bd^2)/6 fv= (psi) 3V/Cd2bdCH < 180 psi Deflection = (in) 1/240 = (in) 0.563 >Deflection Okay Two 2" x 12" DF-L#2 Rim Beams Shear Load c@ Interior Post= 1406.25 Lb. rimbeam.1212-40.xis Daniel Wambeke, P.E. Page 1 7/2/2007 1Y FLOOR BEAM DESIGN CALCULATIONS 24' x 50' x 3(Y4" Post Frame Building for Darci DeBortole,Arlington, WA Outback Custom Structures, Inc. FLOOR BEAM DESIGN CALCULATIONS Post Spacing = 13 Span = _ 24 Building Length = _ 26 Wall Height= 22 Floor Dead Load = 10 Floor Live Load = 40 Load Factor= 1 Cd Lumber Grade = Microllam LVL Fb = (psi) 2600 Fv = (psi) 190 E = (psi) 2000000 Beam Size Width,b Depth, d Size Factor CF Microllam LVL 1 3/4"x 9 7/8" 1.75 9.875 1.02 Floor Beam Span (Ft.) = 11.25 Load on Floor Beam = 325.00 PLF Moment (in-lb) m 61699 1/8wl^2 _. 2Sx Re 'd Cin^3) 3..... .. :. 2 M/Cd*FbCrCF Sx Furnished = 28 44`(bd^2)/6 fv = (psi) 158.6'8 3V/Cd2bdCH < 290 psi Deflection m (in) - 0417 1/240 = (in) 0.563 >Deflection Okay _ Use Microllam LVL 1 3/4"x 9 7/8" Sheer I nori Post m 1828.125 Lb. UI �VGV 1 e Rim Beam LVL.1212-40.xls Daniel Wambe4e. P.F uv �l '1r1®Ft ,', l%e�}C� /tiS lrY► ,Ql� �`�t�i1G r r�AGE NO. .�! _ OF WAMBEKE ENGINEERING 2913E,bIs1Cokm Ai,- .. v2-V? t3jcAt"eI G IL'd(✓ - gpokane WA D!,hr,,.. I;F-WAA3 9186 An9/44A-'3532 E-M iil; ' msn.rnr" IF Sl6&) GfaA 76 V,-Ihoo✓Lr j✓Zq r rE l L,jA,J Nwl IA- C4 fh Gr S��v,�,✓ ` h�Z _ s % C[ �.l) �' _ s•S: Ca ,A-3 T t/23.z3ry ••vj oil c� GAZbd Q � A�- - •ram_ e S C 3 �¢�C Zkd')d ti C tY�f 2a IA-c tf ev c x c r G,P- - /J C S r6Ai GLC 111f 4 l /QfW44 S /�a.2 r,,,IT A- fCZ-r 19 F AfIf/l;; 44,0 r,4 m MU►niflA,T �g 4y"vCjCo1C&.C) = tS( 2- u 56 �Lt/� G4n1 /�/F�t.� 3 •(Z k lG`CL 2d F- �� ,�rl,OF S� QrzGt• /I = /YI �J(Lou 3 Ci4 •-) Z - ��(- 149 /nos (ti 3 ��- G G �o/ —_ 3 � _ _ 3(�vw)( i� � - � z z_ !d' /�r�• </Qar°f �co Lid Q•Nlo4r� = �a.b ��,•f-Z�� i4 Cat Lb Z :� as .e 6odd 3 6 C 3�t r Fg-)l I c 3() Z } Ct7Oa'r�p07Ct!(of 1-eo 424el !ki/Z,�li = D, SGa [-4Zfftl 7- r). a s /AZ#-'.0 Olt Daniel Warnbette. f'.F. � _,.,t3ti�' I &A .4. &. PR.GE Nam'. !--- OF — 2913 E, b1st Clout )A r .�v �_ ��C�----` -- - _---�rLf Al�� Pfgc�=Ef;l �1�. _Z Z�Z - N!�,rynn tJVA Au 'J"5 - .. -'7f;5l09PAR-6-582) �=Ma; dwa;-..1`7E kE: Ubf- S W k A— 4,4d Ca raw />a'Avrl *l) 6��ta0 Ld ��� �yucn ld [)A,( A� 4�,,�o = so li[,F IP f24 "eat /'v�o--r 4��4d•s elm = o (v �Z T�✓L 2 . 2 = ld Cfada) f- 2aCdc,.)+ 12L PCI) �-z s z C���) - t l A ev c" cB - _ �00 7-00 !C® A W241") !:la AQ SYF �-co '2 hd �.. CzSC �sJC�1 ��� � Ti�• �asst'!'=''`t"r':r` � .��R�'i/fy�'1 � _fit• �, ~� �. .46 •' ,S ,.mot ...• � • y�• .� _ Wit;=- :�. "� _ h �F• �/ Tit S%�NrS y U ffu �rP`3 ;'�tIE' r'`�� �'� LJ�� _FJ' G��J. Lj � o 00 M � GENERAL NOTES: �; ;� �,�,�NG� 1. CODES: 2006 INTERNATIONAL BUILDING CODE. 4. TR LUMBER: ALL LUMBER W/ GROUND CONTACT SHALL BE 7. SIDING SHALL BE 29 GA STEEL OVER TYVEK OVER 7/16" OSB. PRESSURE TREATED WITH CCA. A Un w w 2. DESIGN LOADS: POSTS: .60 PCF RETENTION. 8. ROOFING SHALL BE 26 GA STEEL OVER 30# FELT OVER 7/16" OSB. Z ROOF LIVE LOAD (SNOW) = 25 PSF o O WIND SPEED = 85 MPH, EXPOSURE B 5. CONCRETE: 5 SACK CEMENT PER CUBIC YARD OF CONCRETE. F'c = �3 SEISMIC DESIGN CATEGORY D 2,500 PSI AT 28 DAYS. b C1' SOIL BEARING PRESSURE = 2,000 PSF Q Wa FLOOR LIVE LOAD = 40 PSF 6. ALL FOOTINGS SHALL BEAR ON UNDISTURBED NATIVE FIRM SOIL WITH � � Cn MINIMUM BEARING CAPACITY OF 2,000 PSF AND LATERAL BEARING CAPACITY " 3. LUMBER: OF 150 PSF. BUILDER TO VERIFY SOIL CONDITION PRIOR TO V O 6x6/6x8 POSTS HEM—FIR #1 CONSTRUCTION. H N 4x6 POSTS HEM—FIR #2 ti � T PURLINS & XTUDS DF—L #2 t t1 v t. N PROVE Q v NW �I ©ATE —2 O)BY_, NO CHANGES AUTH(Y>;!�T_0 UNLESS APPROVIED Bly s i j'- O N 4_J 0 N L 00 - 0 cr, n I—E 11 3: DE] �� o '� V61 6t/ .o a project number: FE 2272 drawn by: TLT checked by: 0 date: ��Og 8 Sys TO sheet .0 18067 � � ass f '�'�,.; �� � o �''�.��� EAST ELEVATION NAL si SCALE: 3/16ff f_0» 0 `U'd EXPIRES 12 29 07 c1-15+- 1 or 9 �*• o 0 V U ono m a� m C r 0w � c4 z 0 o U O � '* m U � o N � z U3 r� O N O U N L> W � � N IH L 00 � 00 � n N � rn3 � mw N � � �U c 0 0 EE a project number: 2272 drawn by: TLT checked by: date: of WASIJI� VATION � � sheet:SOUTH ELEb G� 3 , 18067 0 SCALE: /1 g —1 —0 `asS2 s oISTNa � EXPIRES 12 29 �7 2 of 9 • o 0 V 0000 M ti vl vi Q vn a U W I� N S c,� C Q O►* M v V] O GJ W z U �o O U N (17 W DHH � N }� 0 N 00 "0 C3) O M N �v rn 3 mw o N co rn � •L Q V G k a project number: 0 0 2272 drawn by: TLT checked by: 711—I=�- - 11­ —I��- - �`�� w� date: pF NASif sheet: NORTH ELEVATION �o rf)� .p�1p0�67�� _ S ��3 SCALE: 3�16)� l P_O» SrIONAL Cs EXPIRES 12 29 07 1 3 If 9 • oD o V U ? 00 a� rM vi Vl O W o U ! d8 Ca `b C/) W wl U O Y N z O N O U N > FUW O L: N �..� N 00 0) O C P� W N :9rn3 - - - m w - N � rn •U c Q a a. 0 a� 0 N a project number: 2272 drawn bp: TLT checked by: date: 1�L w�8 WAsyr� r sheet: WEST ELEVATION .� - SCALE. /1 6 —1 0 �s O,ST�� S4 f ONAL EXPIRES 12 29 07 4 of 9 • o 0 oo w METAL RIDGE CAP IVA M a N M 12 eQ ensy I� v TYPICAL BUILDING SECTION a o w METAL ROOFING 8 3 - A Cn w OVER OSB SCALE. /16"--1, 0 '7- e 0 ors oisT Gti a1 NAL ® W \ EXPIRES 12 29/07 8" CEDAR FACIA BOARDS V p MANUFACTURED TRUSSES M 03 STUD WALL OC Z O N � U � 3/4" T&G DECKING - 2x12 CEDAR TRIM BAND, N w M GLUE & SCREW , ALL SIDES 3 1/8" X '16 1/2' 2" X 8"/2" X 10" GLUE LAM BEAM 24F-V4-I N DF-L #2 FLOOR JOISTS METAL SIDING O L N ® 16" 0. C. 2x6 ® 24" OC O rn o CONNECT GLB TO POST BTWN POSTS rI W/SIMPSON HGUS5.50/14 METAL 2x6 BLOCKING FACE MOUNT HANGER 6x6 P.T. POST / SIDING AGAINST POLES N -0[DING 3 PER PLAN = _� mw 0 N (0 rn .L 2" X 6" TREATED 2x8 P.T. SKIRT Q BASE PLATE BOARD O 2x6 STUDS ® 24" OC =1 I -I I MI I I-I 11=1 1=III=' -III-III-III-III-1 I i I I=1 I' BTWN P.T. POSTS . I 111-1 I I-I 11-1 I I-I I! =11 -I 1 I-I I F BLOCK FOR III=III' -I III�_�I I �I I I- PUNCH PAD - --- I I= project number: 2272 4" SLAB drawn br. TLT P.T. 2x8 checked by: III I—III— -- date: P.T. 6x6 POST sheet: TYPICAL WALL SECTION � S 5 SCALE: 1" 5 of 9 / I I` ++ oho 00 _ 7 C� rh N M /Ib \J Q Q Q�rO �D w 6" CONCRETE SLAB z W/ FIBERMESH o 0 Li Cd N 2x6 ® 24" OC Z - -' BTWN POSTS 'U Z TYPICAL FIRST FLR ,' C, V O U ai p U I U > W R I I I 4" CONCRETE SLAB W/ FIBERMESH +& ELSEWHERE » n +6 I » r » o N 10 —oxlo —o . 10 —oxlo —o4-1 o OVERHEAD DOOR OVERHEAD DOOR �_ O 000 x I ! O O A A 0 0 0 0Ne 0 � �` \6 � c t Q N 3 M w o �Si' » OF RAsii .000 \6' 132-0" _ 13 -0 L t�' •U y_ L - - -I- `X= Co o Z r w A�O1 A� 26'-0" -! O�C�' �FC11STEB� 1 O of EXPIRES 12 29 07 project number: 2272 UP ' L - drawn by: ,o SIDEWALL POSTS 24 X 50 BLDG 6» X 6" HEM-FIR #1 TREATED POSTS EMBEDDED IN 38"0 X 3'-6'DEEP TLT CONCRETE FOOTINGS _ checked by: SIDEWALL POSTS 24' X 50' BLDG 8" X 6" HEM-FIR #1 TREATED POSTS EMBEDDED IN 44"� X 3'-6'DEEP i I Aj� STAIRS » RISERS CONCRETE FOOTINGS date: 1 +� 1 11 1/4" TREADS o ENDWALL POSTS 24' X 50' BLDG. 6" X 6" HEM-FIR #1 TREATED POSTS EMBEDDED IN 20%C X 3 -6 DEEP I CONCRETE FOOTINGS o I I A�6' `�' ENDWALL POST 24' X 26' BLDG. 6" X 6" HEM-FIR #1 TREATED POSTS EMBEDDED IN 30%C X 3 -6 DEEP sheet- CONCRETE CONCRETE FOOTINGS �°� � � � Q R PLAN - - Q i Q FOUNDATION FIRST FLOG 6 I 10'-0"x10'-o" +� I 1 - � � Z S OVERHEAD DOOR SCALE: 3/is"=1'-0" - it SY "x6' g o! 9 -— —I — " -- �Dc�- 12'-0" '� 12r-0n • o 0 6x12 TYP. ® PERIMETER U M V PT 6x6 SUPPORT L„ O POST UNDER BEAM a o � 0w v� a 00Cn z O 0 Cnn0 � T d8 o �o b Cn (D O a GL 51/8x 16 1/2" N Cn s VZ SIMPSON HGUS5.50 14, TYP. GL 51/8x8" o Cn o U Cq 2x6 ® 24" OC x N 4 STUD WALL TYPICAL 2ND FLR z V co U U Q u > cn o N w J O U N U O GL 51/8x16 1/2" 1 ® F N O L N ++ o N L 00 Cn 3'-0"x3'-0" O rn 0 r�lmDOrr, i i r. LIJ r Q 'O Nov 0 _ 7 co m Lj O 0o GL 51/86 1/2"N x1 L Q O 26'-0" 0 w a �, At,. iY 18�, project number: o p �o f wnsf�l 2271 `D ` drawn by: 0 _ GL 51/8x16 1/2"N ® TLT checked by: 8067 O� isTG'[� 01VAL G date: EXPIRES 12 29 07 Sheet: N �� SECOND FLOOR FRAMING PLAN S7 UX co z N ® — , SCALE: 3/16"=1'-0" Ca lr , 0+ S o O O U H r - ---------------------- ---------------------- - ----------- -_-- -----� ��•H-��111 M 00------------—------- ---------------------- ---------------- I a r ,n v� I I I I O 4, II II Q v� w 88 II II I I II � I I I � II II cd I ; LO I I J I I p V c+ x U v� o jI N U rn I w I I > II (n II 0 I V U I I H O I I U a: O N W I I Z N I I I I ® i I II I II I w I II IL II L N CN I � I I I — CN II I ------ --------------------------- - Cn ----------------- st ' ii N rn ' II PRE—MANUF. TRUSSES i i m w rn i ® 24" OC jl II L Q II � � II 0 26'-0" 12" OVERHANG — - TYPICAL b II II Cs, II II II II j I i i L w project number: wnst>>,�C 2271 yc� drawn by: II II - TLT II II II - � checked by: o��ssf�1 8 06g�° date: 0NA I. II II II EXPIRES 12 29 07 I I sheet: I � II 8 I � II LI I II I � II ---------------------- -------------�-------- � ROOF FRAMING PLAN Z � �-----------------------------------------------J SCALE. 1/8"=1'—O" g of 9 • O O U It r- 00 III--G---111 O\ r m r. M rh N M Cq 4 vi Vl �D SHEATHING REQUIRMENTS THE FOLLOWING MINIMUM ROOF DIAPHRAGM REQUIREMENTS ARE NEEDED: o U x ROOF STEEL, 29 GAUGE GRAND-RIB III, 36' WIDTH OR EQUIVALENT x FIELD SCREWS: #10 x 1 112' AT 9' O.C. (NEXT TO HIGH RIB) in • EAVE AND RIDGE PURLIN SCREWSi #14 xl 112' AT BOTH SIDES OF W EACH MAJOR RIB Q p W THE FOLLOWING MINIMUM ENDWALL DIAPHRAGM REQUIRMENTS ARE NEEDED: J" 0 x ENDWALL STEEL: 29 GAUGE GRAND-RIB III, 36' WIDTH ❑R EQUIVALENT j� Cn • FIELD SCREWS1 #10 x 1 112' @ 9' O.C. (NEXT TO HIGH RIB) 1+ z V x BASE GIRT, END TRUSS, AND DOOR HEADER SCREWS1 414 x 1 112' ✓'* M @ BOTH SIDES OF EACH MAJOR RIB. a M O Y DIAPHRAGM SCREWS r- J Fil H y UW � ° DIAPHRAGM SCREWS @ ENDWALL BASE GIRT ACROSS Z ) ENDWALL DOOR HEADERS & GABLE END TRUSS TOP CHORD, H EAVE & RIDGE PURLINS ON ROOF O O N > TYPICAL DIAPHRAGM SCREWS; TYPICAL SCREW PATTERN @ EACH PURLIN, TREAD EXCEPT AS NOTED ABOVE STEEL SHEETING SCREW PATTERNS - v N,T,S O N ♦+ N 00 _O c °i W N � rn < m w o N (71 STAIR SECTION Q SCALE: /4"=1'-0" ) a� 0 ti a project number: 2271 FASTEN ALL O.S.B. SHEETING TO WALL FRAMING WITH 1 1/2" LONG drawn by: X 16 GAUGE STEEL STAPLES ® 3" 0. C. AT PANEL EDGES & 6" 0, C. TAT INTERMEDIATE FRAMING checked by: WAS date: �� of VASfl�y sheet �k�isrK�° ti Sg �rSI0NAL � EXPIRES 12 79 O7 9 of 9