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Permit CITY OF TIGARD MASTER PERMIT .., 14 ' COMMUNITY DEVELOPMENT Permit#: MST2014-00177 TIGARD 13125 SW Hall Blvd.,Tigard OR 97223 503.718.2439 Date Issued: 10/22/2014 Parcel: 2S103CC13300 Jurisdiction: Tigard Site address: 12078 SW WHISTLER'S LP Subdivision: WHISTLER'S WALK NO.2 Lot: 80 Project: CHURCH Project Description: New patio cover. BUILDING Floor Areas Required Setbacks Stories: 0 Bedrooms: 0 First: 0 sf Basement: 0 sf Left: 5 Parking Spaces: 0 Height: 13.5 Bathrooms: 0 Second: 0 sf Garage: 0 sf Front: 20 Smoke Dwelling Units: 0 Third: 0 sf Right: 5 Detectors: No Total: 0 sf Value: $9,000.00 Rear 15 PLUMBING Sinks: 0 Water Closets: 0 Washing Mach: 0 Laundry Trays: 0 Rain Drain: 0 Urinals: 0 Lavatories: 0 Dishwashers: 0 Floor Drains: 0 Sewer Lines: 0 SF Rain Storm Sewer: 0 Tubs/Showers: 0 Garbage Disp: 0 Water Heaters: 0 Water Lines: 0 Drains: 0 Catch Basins: 0 Bckflw Prevntr: 0 Footing Drain: 0 Ice Maker: 0 Hose Bib: 0 Backwater Value: 0 Drywell-Trench Drain: 0 Other Fixtures: 0 Other Fixture Units: MECHANICAL Fuel Tvoes Air Conditioning: N Vent Fans: 0 Clothes Dryers: 0 Heat Pump: N Hoods: 0 Other Units: 0 Furn<100K: 0 Vents: 0 Woodstoves: 0 Gas Outlets: 0 Fum>=100K: 0 ELECTRICAL Residential Unit Service Feeder Temp Srvc/Feeders Branch Circuits 1000 sf or less: 0 0-200 amp: 0 0-200 amp: 0 W/Svc or Fdr: 0 Ea add'I 500 sf: 0 201-400 amp: 0 201-400 amp: 0 W/O Svc/Fdr: 1 Mfd Home/Feeder/Svc: 0 401-600 amp: 0 401-600 amp: 0 601-1000 amp: 0 601+amp-1000v: 0 1000+amp/volt: 0 ELECTRICAL-RESTRICTED ENERGY SF Residential Audio 8 Stereo: N HVAC: N Security Alarm: N Vaccuum System: N Garage Opener: N All Other: N Other Description: Ecompasing: N BUILDING INFO Class of Work: Type of Use: Type of Constr: Occupancy Group: Square Feet: ALT SF VB R-3 0 Owner: Contractor: CHURCH.DOUGLAS A&JENNIFER L OWNER Required Items and Reports(Conditions) 12078 SW WHISTLER'S LOOP DOUG CHURCH TIGARD,OR 97223 12078 SW WHISTLERS LOOP TIGARD,OR 97223 PHONE: PHONE: 503-484-5669 FAX: Total Fees: $440.66 This permit is issued subject to the regulations contained in the Tigard Municipal Code, State of OR. Specialty Codes and all other applicable law. All work will be done in accordance with approved plans. This permit will expire if work is not started within 180 days of issuance, or if work is suspended for more the 180 days. ATTENTION Oregon law requires you to follow - rules a•o• - by the Oregon Utility Not' .tion Center. Those rules are set forth in OAR 952-001-0010 through OAR 952-001-0090. Yo • - •• - - .•py of the rules or dire questions to OUNC by c- ng 503. 32.1987 1.800.332.2344. ��/ /'./ Issued By: ■ - =�� Permittee Signature: —L'/i?-•i , _ J...." r/1!9.4175 by 7:00 a.m.for the next available insdate. This permit card shall be kept in a conspicuous place on the job site i completion of` a project. Approved plans are required on the job site at the time of each inspection. 1 Building Permit Application Residential FOR OFFICE USE ONLY 71 City of Tigard Received Date/B • 0 ` Permit ,d K^vo 77 • 13125 SW Hall Blvd.,Tigard,OR 9722 Plan Review �, �r�� Phone: 503.718.2439 Fax: 503.598. Date/B : AI Lial__�1n, •der Permit: Inspection Line: 503.639.4175 Date Re. :y: Juris ® See Page 2 for TIGARD g g �� 10 f ch iti i Supplemental www ti ard-or. ov Notified/Method: Su lemental Information Sect Li. . 0 TYPE OF WORK REQUIRED DATA:1-AND 2-FAMILY DWELLING ❑New construction ❑Denlbfttt �;� ft `. Permit fees*are based on the value of the work performed. Indicate the value(rounded to the nearest dollar)of all 0 Addition/alteration/replacement ❑O equipment,materials,labor,overhead,and the profit for the CATEGORY OF CONSTRUCTION work indicated on this application. ❑ 1-and 2-family dwelling I=1 Commercial/industrial Valuation: $9000 ❑Accessory building CI Multi-family Number of bedrooms: ❑Master builder ®Other:Patio cover Number of bathrooms: JOB SITE INFORMATION AND LOCATION Total number of floors: Job site address:12078 SW Whistlers loop New dwelling area: square feet City/State/ZIP:Tigard Or 97223 Garage/carport area: square feet Suite/bldg./apt.no.: Project name: (A ,,. j Covered porch area: 429 square feet Cross street/directions to job site: Deck area: square feet Other structure area: square feet REQUIRED DATA:COMMERCIAL-USE CHECKLIST Subdivision: Lot no.: Permit fees*are based on the value of the work performed. Indicate the value(rounded to the nearest dollar)of all Tax map/parcel no.: equipment,materials,labor,overhead,and the profit for the DESCRIPTION OF WORK work indicated on this application. New patio cover off back of house Valuation: $ Existing building area: square feet New building area: square feet 0 PROPERTY OWNER ❑ TENANT Number of stories: Name:Doug Church Type of construction: Address: 12078 SW Whistlers Loop Occupancy groups: City/State/ZIP:Tigard OR 97223 Existing: Phone:(5-03)Ljg'L` - sze.9 Fax:( ) New: 0 APPLICANT ❑ CONTACT PERSON BUILDING PERMIT FEES* (Please refer to fee schedolee) Business name: Structural plan review fee(or deposit): Contact name:Doug Church FLS plan review fee(if applicable): (/36,Address: 12078 SW Whistlers Loop ,�Q d Total fees due upon application: City/State/ZIP:Tigard Or 97223 Amount received: Phone:(9)3 ) /Ay-SW) Fax::( ) E-mail: PHOTOVOLTAIC SOLAR PANEL SYSTEM FEES* Commercial and residential prescriptive installation of CONTRACTOR roof-top mounted Photo Voltaic Solar Panel System. Business name: ����� Submit two(2)sets of roof plan with connection details and fire department access,along with the 2010 Oregon Address: Solar Installation Specialty Code checklist. City/State/ZIP: Permit Fee(includes plan review $180.00 and administrative fees): Phone:( ) Fax:( ) State surcharge(12%of permit fee): $21.60 CCB lic.: Total fee due upon application: $201.60 Authorized signature: // This permit application expires if a permit is not obtained within 180 days after it has been accepted as complete. Print name: Date: 77 /6 /,3_f!/ *Fee methodology set by Tri-County Building Industry Service Board. 1:1Building\PermitslBUP-RESPermitApp.doc 02/24/2011 440-4613T(11/02/COM/WEB) i I , T Electrical Permit Application FOR OFFICE USE ONLY City of Tigard DateB : g tw Permit No.: „„ -- . 7 OP 13125 SW Hall Blvd.,Tigard,OR 97223 Phone: 503.7182439 Fax: 503.598.1960 Received ada a a. Other Permit: TIGARD Inspection Line: 503.639.4175 ,i��'rato Ready/By: El See Page 2 for Internet: www.tigard-or.gov �\!I, otified/Method: Supplemental Information TYPE OF WOO PLAN REVIEW ❑New construction rg Addition/alteration/re teim'n 20 Please check all that apply(submit 2 sets of plans w/items checked below): ❑Service or feeder 400 amps or more ❑Building over three stories. ❑ Demolition ❑Other: 4 ` e where the available fault current ❑Marinas and boatyards. CATEGORY OF CONSTR: t ' 0 rifASICW exceeds 10,000 amps at 150 volts or ❑Floating buildings. less to ground,or exceeds 14,000 ❑Commercial-use agricultural ❑ 1-and 2-family dwelling ❑Commercial/indus `ecessoorry buil ng amps for all other installations. buildings. ❑ Multi-family ❑ Master builder Other: FM)'v.o c.r El Fire pump. ❑Installation of 150 KVA or JOB SUE INFORMATION AND LOCATION ❑Emergency system. larger separately derived system. ❑Addition of new motor load of ❑"A","E","1-2","1-3", Job no.: Job site address: /a07 '.SLv l✓J'isrt.c.r Lao Six or or more residential Recreational P ❑Six or more residential units. ❑Recreational vehicle parks. City/State/ZIP: TsA+Rfl OR 970%1-3 ❑Health-care facilities. ❑Hazardous locations. ❑Supply voltage for more than 600 volts nominal. Suite/bldg./apt.no.: Project name: /Gt-✓� ❑Service or feeder 600 amps or more FEE SCHEDULE Cross street/directions to job site: Description I Qty. I Fee. I Total ^—.. New residential single-or multi-family dwelling unit. �xti�.: s. 11��_,e.- iL,L� ' w`....... Includes attached garage. Subdivision: Lot no.: 1,000 sq.ft.or less 168.54 4 Ea.add'1 500 sq.ft.or portion 33.92 1 Tax map/parcel no.: Limited energy,residential 75.00 2 DESCRIPTION OF WORK (with above sq.ft.) _Q� 1 Limited energy,multi-family 7V10 CM/t . < 1PiGC ✓�OV e_ residential(with above sq.ft.) 75.00 2 S Renewable Energy ❑ See Page 2 Services or feeders installation,alteration,and/or relocation lig PROPERTY OWNER ❑ TENANT 200 amps or less 100.70 2 201 amps to 400 amps 133.56 2 Name: Zov aw Ok, 401 amps to 600 amps 200.34 2 Address: 0,0\78 5I, L.,Ansritfis Lv•,p 601 amps to 1,000 amps 301.04 2 Over 1,000 amps or volts 552.26 2 City/State/ZIP: '1Atfl 0 c37.9 -3 Temporary services or feeders installation,alteration,and/or relocation Phone:(503)1.182. — 561679 Fax:( ) 200 amps or less 59.36 1 Owner installation:This' 11 • is being made on property that I own which is not 201 amps to 400 amps 125.08 2 intended for sale,lease, a ge,according to ORS 447,449,670,and 701. 401 amps to 599 amps 168.54 2 Owner signature: _ ' __ Date: /d-3-py Branch circuits—new,alteration,or extension,per panel ® APPLICANT ❑ CONTACT PERSON A.Fee for branch circuits with above service or feeder fee, 7.42 2 Business name: each branch circuit B.Fee for branch circuits without Contact name: De„ ketoL service or feeder fee,first l 56.18 2 branch circuit Address: 0107a si,,/ (,..1.t, A,e, LOO? Each add'I branch circuit 7.42 2 City/State/ZIP: p Miscellaneous(service or feeder not included) -T%At() S. 7? -� Each manufactured or modular dwelling,service and/or feeder 67.84 2 Phone:(�3 )L L — 56,64:1 L L L L L L L L ) Reconnect only 67.84 2 E-mail: Pump or irrigation circle 67.84 2 • CONTRACTOR Sign or outline lighting 67.84 2 Business name: Signal circuit(s)or limited-energy See panel,alteration,or extension. Page 2 2 Address: Each additional inspection over allowable in any of the above City/State/ZIP: Additional inspection(I hr min) 66.25/hr Investigation(1 hr min) 66.25/hr Phone:( ) Fax:( ) Industrial plant(1 hr min) 78.18/hr Inspections for which no fee is 90.00/hr CCB Lie.: Electrical Lie.: Suprv.Lie.: specifically listed('V2 hr min) ELECTRICAL PERMIT FEES Suprv.Electrician signature,required: Subtotal: Print name: Date: Plan review(25%of permit fee): State surcharge(12%of permit fee): Authorized signature: TOTAL PERMIT FEE: This permit application expires if a permit is not obtained within 180 L Print name: Date: days after it has been accepted as complete. • Number of inspections allowed per permit. C\Building TermitsELC PermitApp_ELR FRB.doe Rev 05/21/2013 440-4615T(11/05/COM/WEB 7111 City of Tigard ■ COMMUNITY DEVELOPMENT DEPARTMENT T 1 G A R D Building Permit Review — Residential Building Permit #: f'75T020/4f-do177 Site Address: 1 2-0—1c6 SW Wh i sheers Loop Project Name: Ch IA,rGArl Lot #: (New dwelling=subdivision name;Addition or Alteration=last name of owner) Planning Review Proposal: a a A y.29f sq, A.. coves Over ref przi I 0 ❑ Verify site address/suite #exists and active in permit system. Siye Plan Elements: a nee (3)copies of site plan sting structures on site to plan must kg on 8-1/2"x 11"or 11 x 17"paper ootprint of new structure(including decks)with finished yawn to scale(standard architect or engineer scale) floor elevations nth arrow -BtJtility locations(required for new,may apply for additions) tte address,project or subdivision name and lot number —Location of wells/septic systems X❑�),pplicant information(name and phone number) ❑Erosion control(including drainage-way protection, silt fence t dimensions and building setback dimensions sign,location of catch basin,etc.) -mot area,building coverage area,percentage of coverage and Street names ;impervious area(applicable if R-7,R-12,R-25&R-40) -- Sfreet tree size,type and location Property corner elevations(2 foot contour lines if more than -BExisting trees to be retained with drip line,and tree 4 foot differential) protection measures Clean Water Services-Service Provider Le er: (lot platted prior to 9/10/1995): Required: ❑ Yes-Applicant Notified Ig4 No Received: El Yes ❑ No -rand Use Case#: /Zoning: R-(4 5 N Setbacks: Front 20 Rear 15. Side 5 Street Side — Garage 20 —El—Landscape Requirement: % }o pos15) ❑ Lot Coverage Maximum: El Building Height: Maximum Height 3d Actual Height N 1316 --e isual Clearance Easements I Sensitive Lands: 'Yes El No Type hckbi-}-ek+ (ad"'.i l-y A,o(mrf1,d Wit II�R-I) ❑ Urban Forestry Plan 1 f El Conditions (Met 1 C rr Notes: r'occ X+eoas lcr-f • rear SbaGk < 3Dt ' poS+S ctfe- > I51 t owi .4 1• l• ' l•_ ^ _A ••I% a • - I, •, Approved By Planning: II Ni, a Date: 4 0I Revisions (after Building Submittal only) Reviewer Date Revision 1: ❑ Approved El Not Approved Revision 2: El Approved ❑ Not Approved Revision 3: El Approved El Not Approved I 1:\Bui lding\Forms\BldgPermitRvw_RES_042914.docx Building Permit Submittal Original Submittal Date: /0/i(lo//y Site Plans: # Building Plans: # a Building Permit#: En er building permit#above. Workflow Routing: IF��Pl�anning I�YI~.ngtncering Permit Coordinator dung Workflow Sign-off: L�YStgn-off for Planning(include notes from planning review) Route Application Documents: ❑ Engineering: (1) copy of permit application, (1) site plan, (1) building plan and original plan review routing form. ❑ Building: original permit application, site plans,building plans,engineer and beam calculations and trust details,if applicable,etc. Notes: By Permit Technician: Date: /d/!(p/!sj Engineering Review "Actual Slope: 7 'A ❑ Conditions Met Notes: Ai o .tlfv)N cf.Eri2 iAi- . I AScr eS Approved by Engineering: Date: }o , j 6 • /5/ Revisions (after Building Submittal only) Reviewer Date Revision 1: ❑ Approved ❑ Not Approved Revision 2: El Approved ❑ Not Approved Revision 3: ❑ Approved ❑ Not Approved • MINIM Permit Coordinator Review ❑ Conditions Met-Prior to Issuance of Building Permit Notes: Revisions (after Building Submittal only) Revision Notice 1: Date Sent to Applicant: Revision Notice 2: Date Sent to Applicant: Revision Notice 3: Date Sent to Applicant: OK to Issue Permit 1/‘'a7/ -------- , /v ,6 1 , / Approved by Permit Coordinator: Date. / "� I:\Building\Forms\BldgPermitRvw_RES_092914.docx CITY OF TIGARD REMIED• OCT 15 2_0,4 . V cfry OFTICARD Date .y P anning MIMING nr190V Initials: /I •• . . . . . . . ) 9 5 I 33D, ,:526 0 ..._....... ........ z ) I 1 i t III ■ f !-. ... 1 1 31 ' 1 , i . ; (.0\j i 1 ( i . i [ i ! 1 1 .._„ t " i i ) 1 i i I c ; . 10/ \ \ . / ./.."-f ( . \/\0 00..- I i $. 95 . . : I i 1 I 1 . 1 ....•.••••.■••■•.••••••••..I.••lab••...............—...............,... • I I i 1 i i 1 I . I . I . 4 . . i • .1..4 380 a2b . . . $ w wois 7-1. R15 LOOP O■ ,.. tvt 'It VP islOs.,..............11..irs.er...e4:1,:i.,....f4alf.i. ".,....."•,..,1,sot.O.L...,4,711..es,AVNA:411.76....1.0basto-.*es;,-1-.X.,,,qr vosousymnie sr..,.....lowy..,....t.•••■••••le...............................w • 1 1 1 \\ CI-WPcti PLOT PIRA/ DOUth l-Wek- ., ...... .... lAx LOT 1E400 563 - liti—54a(a9 k ( 1 1 ---,7- JADDROSs .. I .5 I' 'U) II W kiliEsTLEt s loop i TIGA g 0 OR 9,-z23 1 1 __ • �S ALLSTRUCTURE ED • 1�1: Engineering LLC 7140 SW Fir Loop,Ste.231 •Tigard,OR 97223 5 201e, v:503.620.4314•1:503.620.4304 U CT www.al Istructure.com c4litiNtrergeinSiOt' I(*TOW tT STRUCTURAL DOCUMENTS Project: Allstructure # 13214.01 Church Patio Cover Residential Construction Tigard,Oregon April 23, 2014 TABLE OF CONTENTS: Sheet No. PROJECT INFORMATION 1 SKETCHES 2-4 CALCULATIONS 5-15 NOTES: Allstructure Engineering LLC was retained in a limited capacity for this project and is responsible only for the items described in these documents. T �RtO PROF ss/ GN�F,9 2 9e Q� 76768E � f , OREG NY k4N HPg0 "s' Ryan Ha1da PE.BE Expires: 6/30/2o'5 `� Dan 3014. 17' Hr ,. PROJECT INFORMATION: Name: Church Patio Cover Residential Construction Location: 12078 SW Whistler Loop Tigard,Oregon Code: 2010 Oregon Structural Specialty Code ASC7-5 Minimum Design Loads for Buildings and Other Structures Scope: The attached calculations are for the lateral and gravity design of an exterior covered porch roof attached to an existing single-family residence. The design is for both lateral and gravity consideration Roof Snow: 25 psf Floor Live: n/a Wind: 95 MPH,Exposure B Seismic: Design Category D1 Sds: 0.74 Importance Factor: 1.00 R= 6.50(Existing residence plywood-sheathed shear walls) ALLSTRUCTURE effvXCl1 4470 ecil,6K BY DATE f AL E n g i n e e r i n g L L C CHK BY DATE 7140 SW Fir Loop,Suite 231 log vo /32 r u/. o 1 Tigard,Oregon 97223 v:503.620.4314 • f:503.620.4304 _. SHEET • ‘1 -$r 2I(-0,(EXISTING PATIO) 6,113 POST ON 26-5- smPsoN mom COLUMN BASE.TW (70,PAIN &CAP */ rift 0 L ji L Z-Cr x 16'MIN DEEP CONCRETE TOOTING. TOP EXISTINO PATO 5 CONCRETE BENCH(NON-STRUCTURAL) FOUNDATIONS TO BEAR ON I UNDISTURBED T 027STRTTURALF An"FOUNDATION PLAN ‘;...lju / ALLSTRUCTURE BY DATE I IL Engineering L L C Church Patio Cover CHK BY DATE 7140 SW Fir Loop, Suite 231 Jos No 13214.01 Tigard, Oregon 97223 v: 503.620.4314 • f: 503.620.4304 SHEET 2- OF AM MII7 I ENS POST 6,6 PT HF/2 POST W/SIMPSON O BEAM-TO-KAM ECCQBB COLUMN CAP WRAPPED W/ PLYWOOD,PAINT AND CAP,TYP _., [J 5 1/2'.12"CLB .* El 2,T&C DECIONG WITH (2) 16d WKS AT EA RAFTER I-1 I I A g Iii_wiLdari. • b : ,, • 1 CD. r X PLYWOOD g 2 gi IN11.1111.°111M • rve 1 SHEATHING FASTENED TO 2,T&G DECKING WITN dirk 1 0.131.N r NAILS•6. O.C.EDGES AND I2 - ■I I Ark 1., 16,A 1 3 i■ 1:1 2,6 DF 412 LEDGER I I FASTENED TO WALL III/ I I (2)rSDS■4 r SIMPSCN WOOD SCREWS 0 16.0.C. 11 li 5 I/2-I It cut . I A14 01 EINFIli ___jailiMORVANIaladA, 0 , mi _ (N)6,6 POST IN I EX WALL 40. WA POST BEAM-TO-BEAM 52.0 (N)6,6 POST IN / EX WALL O ROOF FRAMING PLAN ....... lie V- r A L L S T R U C T U R E / BY DATE i Engineering I L C . _ Church Patio Cover CHK BY DATE 7140 SW Fir Loop, Suite 231 JOB NO 13214.01 Tigard, Oregon 97223 . v: 503.620.4314 • f: 503.620.4304 SHEET -- OF • ASPI4ALT COMP.ROOF (MATCH EXIST) rCOX PLYWOOD OVER - ` Ark ! ~~ / � .41117 ' ' • --�] GLUE-LAM REAMS,PER ELMI // ��� � � " | r �"mm�����" ' ' CONCRETE SITTING--~- — / (STAMPED CONCRETE . •A(�4 MATCH SITTING WALL 211-m e mr Ali ELEVATION VIEW ' v^ ^ I.-Cr ALiSTRUCTURE BY _� _�� l � - E n g i n e e r i n g L L C Church P��Cover CHI( BY �: 7140 SW Fir Loop, Suite 231 JOB 13214.01 Tigurd, Orpgun97223 ----'-------'------ -------- ----�--------- v: 503.620.4314 • f: 503.620.4304 SHEET al OF SNOW GROUND SNOW LOAD pg = 20 psf density= 16.6 pcf but< 30 pcf density 16.6 pcf ROOF SNOW pf= O7~Ce°Ct~|°pg flat roof Ce= 1.0 Ct= 1.0 • 1 = 1.00 pf= 14.00 psf flat roof ps= Cspf sloped roof Co= ' 1.0 pm = 14 psf sloped roof DRIFTING SNOW Leeward Drift Winward Drift lu = ' 40.00 feet width of higher struc una |u 16.00 width of lower structure !easthe/�15 ft lu effective= 40.00 teet |u effective 18.0U feet hd = I_94-Kaet hd = 0.40 feet pd = '3r.3 psf Typical Leeward Drift pd = 6.7 psf [ypica| VVinwanJ Drift wd = 7.77 Feet md = 1.Gl feet - .`'` REFERENCE: ASCE 7-05 Minimum Design Loads for Buildings and Other Structures A L L S T R U C T U R E m DATE_� J �K. E n g i n e e r i n g L L C omm DATE 7140 SW Fir Loop,Suite 231 _ JOB NO _-- Tigard,Oregon 97223 ,*� m- v:s0l62O.43l* • L50]620.4]04 — —' - — — �---' e1/ACD 75?4114 6 24i-7-"Zrett S && e e'e s27.1/4-A-1 / 3 c7,/ 7--r(i d/ elr w 1/, p, 14c/ s- A.to eLF" —t 4/ .5 /z 7' a cpA-A, 14d/, /0 1O / o1 /a.Ls- A.t I,- 2,1:- 14, 2r 2 ,6r- 2._ A-70 - ;1 `Z 2/ S -5P Li 1‘ .. ALLSTRUCTURE BY DATE i IL Engineering LLC CHK BY DATE • 7140 SW Fir Loop,Suite 231 /3 21 4. vo Jou No Tigard,Oregon 97223 v:503.620.4314 • f:503.620.4304 SHEET (..t OF Project Title: Title Block Line 1 • A L L S T R U C T U R E Engineer: You can change this area Project ID: S Project Descr: using the"Settings"menu item E n i n e e r i n L and then using the'Printing& Title Block"selection. Title Block Line 6 Printer'23 APR 2014 350P4 Wood Beam File=s:\Proiectsl2013113214.01 Church Patio Cover Beam103 Calculationslchurch patio revisions.ec6 ENERCAIC,INC.1983-2014,Build:6.14 1.26 Ver:6.13.12.31 Lie.#a KW-06047476 Licensee:alistructure engineering inc. Description: rafter CODE REFERENCES ''f° . Calculations per NDS 2005, IBC 2009, CBC 2010,ASCE 7-10 Load Combination Set:20091BC&ASCE7-05 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 875 psi E:Modulus of Elasticity Load Combination 2009IBC&ASCE7-05 Fb-Compr 875 psi Ebend-xx 1300 ksi Fc-Pill 600 psi Eminbend-xx 470 ksi Wood Species : Douglas Fir- Larch Fc-Perp 625 psi Wood Grade :No.2 Fv 170 psi Ft 425 psi Density 32.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 0(0 04 S(01) D(004)S(01) • • l i • • V • • t $ '4 � 'N k e s r 1,�s f-1's � , • . 6x6 • 6x6 Span=10.0 ft Span=3.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. — --- __ _ - --- Load for Span Number 1 Uniform Load: D=0.040, S=0.10, Tributary Width=1.0 ft Load for Span Number 2 Uniform Load: D=0.040, S=0.10, Tributary Width=1.0 ft DESIGN SUMMARY Oasis rt OK ';Maximum Bending Stress Ratio = 0.623 1 Maximum Shear Stress Ratio = 0.178 : 1 j Section used for this span 6x6 Section used for this span 6x6 fb:Actual = 627.12psi fv:Actual = 34.73 psi Fe:Allowable = 1,006.25 psi Fv:Allowable 195.50 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum Oil span - 4.525ii LtridilUi Oi main-Rioi(hi JNdi - 9.553 ti Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0,180 in Ratio= 666 Max Upward L+Lr+S Deflection -0.122 in Ratio= 590 i Max Downward Total Deflection 0.252 in Ratio= 476 Max Upward Total Deflection -0.171 in Ratio= 422 Aver,!!IG{w■mnm naflnrlinnc.I Infar•Inreel I narle Load Combination Span Max."-"Dell Location in Span Load Combination Max."+"Defl Location in Span D+S 1 0.2519 4.860 0.0000 0.000 2 0.0000 4.860 D+S -0.1706 3.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 0.637 1.183 Overall MINimum 0.182 0.338 D Only 0.182 0.338 S Only 0 455 0.845 D+S 0.637 1.183 Project Title: Title Block Line 1 A L L S T R U C T U R E Engineer: You can change this area Project ID: Project Descr: using the"Settings"menu item jjj E n g i n e e r i n g L L C and then using the"Printing& Title Block"selection. Title Block Line 6 Pan«:23 APR 2014 3.59E": Wood Beam File=s:\Projects1 201 311 3 21 4.01 Church Patio Cover Beam103Calculations'.church patio revisions.ec6 ENERCALC,INC.1983-2014,5uild:6.14.1.26,Vec6.13.12.31 Lic.#:KW-06007476 Licensee:alistructure engineering inc. Description: ridge beam CODE REFERENCES Calculations per NDS 2005, IBC 2009,CBC 2010,ASCE 7-10 Load Combination Set:20091BC&ASCE7-05 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2400 psi E:Modulus of Elasticity Load Combination 20091BC&ASCE7-05 Fb-Compr 1850 psi Ebend-xx 1800ksi Fc-Prll 1650 psi Eminbend-xx 930 ksi Wood Species : DF/DF Fc-Perp 650 psi Ebend-yy 1600ksi Wood Grade :24F-V4 Fv 265 psi Eminbend-yy 830 ksi Ft 1100 psi Density 32.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.103)S(0.256) i V +�/ -;:;'4', C 4A - `s' ,,t yami A A 5.5x12 • Span=16.670 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D=0.1030, S=0.2560, Tributary Width=1.0 ft DESIGN SUMMARY Design OK [Maximum Bending Stress Ratio = 0.411: 1 Maximum Shear Stress Ratio = 0.197 : 1 i Section used for this span 5.5x12 Section used for this span 5.5x12 fb:Actual = 1,133.66psi fv:Actual = 60.06 psi FB:Allowable = 2,760.00 psi Fv:Allowable = 304.75 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 8.335ft Location of maximum on span = 15.697 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Detlaction 0.314 in Patio= 63 Max Upward L+Lr+S Deflection 0.000 In Ratio= 0 <240 Max Downward Total Deflection 0.440 in Ratio= 454 Max Upward Total Deflection 0.000 in Ratio= 0<180 i . Overali Maximum Deflections-Unfactored Loads Load Combination Span Max. Defl Location in Span Load Combination Max."+•Defi Location in Span 0+6 1 0.4401 8.396 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.992 2.992 Overall MINimum 0.859 0.859 D Only 0.859 0.859 S Only 2.134 2.134 D+S 2.992 2.992 g Project Title: Title Block Line 1 A L L S T R U C T U R E Engineer: You can change this area Project ID: iv" Project Descr: using the"Settings"menu item''E n g i n e e r i n g L L C and then using the'Printing& . Title Block"selection. Title Block Line 6 PnnteO 23 APR 2014,400PM f WoodBea Beam Fife=s:\Projects12013)13214.01 Church Pate Cover Beam103 Calculations\church patio revisions.ec6 ' ENERCALC,INC.1983-2014,Buitd:6.14.1.26,Ver:6 13.12.31 Lic.#:KW-06007476 • - • Licensee:allstructure engineering inc. Description: side beam CODE REFERENCES Calculations per NDS 2005, IBC 2009,CBC 2010.ASCE 7-10 Load Combination Set:20091BC&ASCE7-05 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticity Load Combination20091BC&ASCE7-05 Fb-Compr 1,850.0 psi Ebend-xx 1,800.0ksi Fc-Prll 1,650.0 psi Eminbend-xx 930.0 ksi Wood Species DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0ksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 830.0 ksi Ft 1,100.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral torsion buckling D(0.0850(0 211) i V V $ V i -''' g S- 'WA. s a' fi . k ? 11) • ( ' • 5.5x12 / Span=16.670 ft 1 Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: 0=0.0850, S=0.2110, Tributary Width=1.0 ft DESIGN SUMMARY — -- .__... Design OK Maximum Bending Stress Ratio = 0.333 1 Maximum Shear Stress Ratio = 0.163 : 1 . I Section used for this span 5.5x1 2 Section used for this span 5.5x12 fb:Actual = 934.72 psi fv:Actual = 49.52 psi FB:Allowable = 2,760.00 psi Fv:Allowable - 304.75 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 8.335ft Location of maximum on span = 15.697 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downwara L+Lr+ • Deflection U.29 in Kau()_ //:S Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<240 Max Downward Total Deflection 0.363 in Ratio= 551 ' Max Upward Total Deflection 0.000 in Ratio= 0<180 Overall Maximum Deflections•Unfactored Loads Load Combination Span Max.-"Del Location in Span Load Combination Max."+"Dell Location in Span D+S 1 0.3629 8.396 0.0000 0.000 Vertical Reactions•Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.467 2.467 Overall MINimum 0.708 0.708 D Only 0.708 0.708 S Only 1.759 1.759 D+S 2.467 2.467 Project Title: Title Block Line 1 • A L L S T R U C T U RE Engineer: Project Descr: You can change this area Project ID: V using the'Settings'menu item l i ilily E n g i n e e r i n g L L C and then using the"Printing& • Title Block"selection. Title Block Line 6 adored 23 APR 2014.0:0101 Wood B @atll File=s:\Proiectsl20131 13214.01 Church Patio Cover Beam\03Calculations>rhurch patio revisions.ec6 ENERCALC,INC.1983-2014.Build:5.14.1.26,Ver6.13.12.31 Lic.*:KW-06007476 Licensee:allstructure engineering inc. Description: cross beam CODE REFERENCES Calculations per NDS 2005, IBC 2009,CBC 2010,ASCE 7-10 Load Combination Set:20091BC&ASCE7-05 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticity Load Combination 2009IBC&ASCE7-05 Fb-Compr 1,850.0 psi Ebend-xx 1,800.0ksi Fc-PrIl 1,650.0 psi Eminbend-xx 930.0 ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 830.0 ksi Ft 1,100.0 psi Density 32.210 pct Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.859)S(2.134) 3x * r a . ks n,y l'.:4'4 a v � a v . % ` � a 4 • . , , `,s., , t, :01 44. . f R , q • 5.5x12 A Span=20.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. — Point Load: D=0.8590, S=2.134 k as 10.0 ft DESIGN SUMMARY .. Desi•n OK Maximum Bending Stress Ratio = 0.494 1 Maximum Shear Stress Ratio = 0.112 : 1 Section used for this span 5.5x12 Section used for this span 5.5x12 fb:Actual = 1,360.45psi fv:Actual = 34.01 psi FB:Allowable = 2,753.98 psi Fv:Allowable = 304.75 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 10.000ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+:.'Deflection 0.433 in Ratio= 553 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <240 Max Downward Total Deflection 0.608 in Ratio= 394 Max Upward Total Deflection 0.000 in Ratio= 0 <180 ` . Overall Maximum Deflections•Unfactored Loads Load Combination Span Max."2'Deft Location in Span Load Combination Max."+"Defl Location in Span D+S 1 0.6079 10.000 _ — 0.0000 0.000 Vertical Reactions•Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.497 1.497 Overall MINimum 0.430 0.430 D Only 0.430 0.430 S Only 1.067 1.067 D+S 1.497 1.497 1 o �a�v,��EC77c ,JS C37 - L /-�,o�i�, .- 9gs' 1 So-lay./ /v� 1J ch.,./: 410G s-- Fur/ C'J7Z _c v„t-T-1 A'> ° /L -..- K'.=iF-r-✓ 1.1.= e.), 5r 3 -4 /c /uvZ c z ` A-1c r-> -. _ ALLSTRUCTURE � -}�F .�.t BY DATE �� Engineering LLC CHKBY -- - — - .-._---DATE 7140 SW Fir Loop, Suite 231 SOB No Tigard,Oregon 97223 v:503.620.4314 • 1:503.620.4304 SHEET I OF WIND LOADING ASCE7-05 DESIGN WIND LOADS ON OTHER STRUCTURES DESIGN WIND SPEED: 95 B EXPOSURE: B IMPORTANCE FACTOR: 1.00 VELOCITY PRESSURE qz=0.00256*Kz*Kzt*Kd*I*V2 (psf) Kz= 0.6 (TABLE 6-3) Kzt= 1.00 (NO TOPOGRAPHIC EFFECT) Kd= 0.85 (TABLE 6-4) qz= 11.78 psf DESIGN WIND LOAD ON OTHE STRUCTURES (Reference 6.5.15 Design Loads on Other Structures) F = qz*G*Cf"Af (pounds) G = 0.85 (rigid structures) OPEN BUILDING STRUCTURE L = 26 FT B = 16.67 FT h = 17.5 FT ANGLE 26.6 DEGREES 6:12 pitch a = 7 feet 0.1L 2.6 feet 7 0.4h 7 feet MIN . feet REFERENCE FIGURE 6-19A CN+ = -0.8 C• = -1.7 t+ = -8.0 psi I j15, AS ALLSTRUCTURE - - - BY DATE-- ZJ�\ h�. Engineering LLC CHIC BY DATE 7140 SW Fir Loop,Suite 231 I0B NO Tigard, Oregon 97223 v: 503.620.4314 • f:503.620.4304 — — SHEET _OF_,__-- - LA--7012A-t.... ct • c--11-.A, see A-7---7-Ar_ii .: I( ..(4- 7 ^ 5.-.t,. C"::::7- (IA JIMO144247Y) .r--........ I 1 ■\'‘,/ "-............„. ,,,,,,,, 1 .it,.;... --‘ - ;.' -I 1-'3 IF- - I i L'se Lug / t.1.3.:, --1,4-7L- . I • V) t IL. , 7,... . 2 -1--. ! II\ Nii I c •-. i ! I _. , k _ • ...) '-.-2't',1-- ii t—..---- ''; I : ■ I is4.- --. i 1.447 31 • 47:f '. ,./4,..1.;:: ''-.3. '.' ?...-r"•'''.'.• - Z.: .,0,!;'-!,--,,''' 4,* 5 !"!" .7"--"'" iS ALLSTRUCTURE BY DATE I V.. Engineering LLC CIIK BY DATE 7140 SW Fir Loop,Suite 231 JOB NO Tigard,Oregon 97223 v:503.620.4314 • f:503.620.4304 SHEET / OF AP\4.1?-4C.,M zz.L‘tLAC') "2— • S . 0 C% 27- - • f ° "=-• Ze.; Se--044 ‘7, ?,‘, 7 \I L: ALLSTRUCTURE BY DATE Engineering LLC CHK BY DATE 7140 SW Fir Loop,Suite 231 i08 NO Tigard,Oregon 97223 v:503.620.4314 • 1:503.620.4304 SHEET I ig OF �OV/,/.0' R c.c./ '(-le(.3 F D©7!4`)417 ,A/` 2.4 4-96t,b = v(-t'cl° 2.9 ?Es Y(. 7- 1s ALLSTRUCTURE BY DATE 1 1, E n g i n e e r i n g L L C CHK BY DATE 7140 SW Fir Loop, Suite 231 SOB NO Tigard,Oregon 97223 v:503.620.4314 • f: 503.620.4304 SHEET l5 OF • t . P . • .........••••••••• - •••••••••••••••• •••■••••••■••••• •••••••••••••••■■•••••••••■•••••■•••••••••• .............••■••■••••••••••••••••••• ..../•••••■•••••••••••••••••■ 1 . CITY OF TIGARD r i 4 k 2.,r,..r . RECtlui71 ; Approved y P anning Date: OCT 1 5 '( , Initiak: CITY OF WAHL) clUILDW•fvngr". ....— . .. . • • • • • . . I .. . . i .... . . . 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AR.0 a R 9 -u3 i .._ ,.._ .. • GENERAL STRUCTURAL NOTES RFINFORCNf SJFR• LJJ U g `� An. REINFORCING STEEL SHALL CONFORM TO ASTM A615,GRADE 60 AND FOR DEFORMED BARS,UNLESS 0 J Pp `.W11" CODE REQUIREMENTS:RE NOTED. REINFORCING ASTI/ING STEED AI BE WELDED SHALL CONFORM TO ASTM 0706. WELDED WIRE FABRIC S CFIVF1.) J L"'" g CONFORM TO THE REQUIREMENTS OF THE 2010 OREGON STRUCTURAL SPECIALTY CODE. CONFORM TO ASTC AB2 AND TO >R nFS N CREMBu_ REINFORCING STEEL SHALL BE DETAILED IN ACCORDANCE WITH ACI 315-LATEST EDITION('DETAILS AND I—' 00 A • 26A-0'(EXISTING PATIO) DESIGN WAS BASED ON THE STRENGTH AND DETlECTKR CRITERIA OF THE 2010 OSSC,IN ADDITION TO THE DEAD CONCRETE REINFORCEMENY). AT SPLICES LAP REINFORCEMENT A MINIMUM OF 48 BAR DIAMETERS U ( � 6x8 POST ON LO405,THE FOLLOWING LOADS AND ALLOWABLES WERE USED OTHER WISE. STAGGER SPLICES IN FOOTINGS, BEAMS.COLUMNS AND WALLS A MINIMUM OF 24'UNLESS r ur V C a 20'-5" SINPSON CBS086 ROOF SNOW: ZO PSF OTHERWISE •� COLUMN BASE,1W OCT 1 5 2014 6'x8'PT POSTS WRAPPED r/ LfVE LOAD:40 POE REINFORCING STEEL SHALL HAVE PROTECTION AS FOLLOWS: F PLYWOOD,PAINT}CAP .- ALLOWABLE SOIL BEARING PRESSURE 1500 PSF(ASSUMED) CONDITION:MINIMUM COVER ry C r 4//1 SEISMIC, Stla=0.72.SUE LASS D.R=1.0,1=10 SDC D CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO FART:3' C� WARD C V LL JI W84D: IBC 95 MPH EXPOSURE B. CONCRETE EXPOSED TO EARTH AND WEATHER �f �` p^'\I � fi 1\ � �,CONg110NC, NO.5 BAR,wit OR D31 WIRE MO SMALLER: I 1/2' BV'L ,G'�r J tN `2'-0"x 2'-0". TINE CONTRACTOR SHALL BE RESPONSIBLE FOR STRUCTURAL STABILITY OF THE NEW AND EXISTING STRUCTURES AND J C -CONCRETE NOT EXPOSED 18"MIN DEEP WADS DURING CONSTRUCTION. THE STRUCTURE SHOOT ON THE DRAWINGS HAS BEEN DESIGNED FOR STABILM Am 0 WEATHER OR IN CONTACT WITH FAITH:sims.UNDER THE FINAL CONFIGURATION ONLY. LL v 14 CONCRETE FOOTING, _ NO.tt BARS AND SMALLER:7/4' I.IJ 3 a TVP o d IRM.IiTU C: H C • i -' BEAMS AND COLUMNS C,a e L �y SHOP DRAWINGS SHALL BE SUBMITTED TO THE ARCHITECT/ENGINEER PRIOR TO FABRICATION AND CONSTRUCTION .REINFORCEMENT,TES.STIRRUPS ANO SPIRALS:I 1/2 FOR THE FOLLOWING: o DOSING PATIO • MANUFACTURED W000 TRUSSES YX1uCRETF ALOE45ORFS' CONCRETE DCPN lON ANCHORS SHILL BE'HWLTI KM BOLT TT OR ENGINEER APPROVED ALTERNATIVE. I b PRO OMPLETE WORN FROM FLOOSNO DURING STORMS OR OTHER CAUSES,THOROUGHLY BRACE OR CORCRETE EPO7LV ANCHORS STALL BE'SIMPSON SET-XP ADHESIVE ANCHORS OR ENGINEER APPROVED I OTHERWISE PROTECT ALL STRUCTURES HOT STABLE AGAINST UPLIFT DURING CONSTRUCTION. TNCE ALL NECESSARY ALTERNATIVE. I 12 PRECAUTIONS TO PREVENT DISTURBANCE OF AND TO PROPERLY DRAIN THE AREAS UPON WHICH CONCRETE IS TO C66P£B173L T b l BE POURED. DO NOT ALLOW WATER TO ACCUMULATE IN EXCAVATIONS. REMOVE WATER TO PREVENT SOFTENING OF00WR LUMBER DESIGN IS BASED ON THE NATIONAL DESIGN SPECIFICATION.LATEST EDTION. SAWN LUMBER SHALL PROF'- j CONCRETE BENCH(NON-STRUCTURAL) THE BASE FOUNDATIONS. CONVEY WATER REMOVED FROM THE EXCAVATIONS AND RAINWATER TO TEMPORARY CONFORM TO WEST COST LUMBER INSPECTION BUREAU OR WESTERN WOOD PROOUCTS ASSOCIATION GRADING 1F,Q`EO FSS 1` I DRAINAGE DITCHES OR OTHER STRUCTURES OUTSIDE THE EXCAVATION UNITS FOR THIS STRUCTURE.ENSURE THAT RULES. ALL LUMBER NOT SPECIFICALLY NOTED TO BE WESTERN CEDAR 12 OR BETTER.ALL WOOD IN PERMANENT C3�'. GIN fjRIO$f THE WATERING OPERATIONS WILL NOT ADVERSELY EFFECT FOUNDATIONS. MAINTAIN THE EXCAVATION FREE FROM CONTACT WITH CONCRETE OR CNU SHALL BE PRESSURE 7REATSO W.C./2 OR BETTER UNLESS AN APPROVED ¢ 78TBB F I E64102606. I— I GROUND WATER FOR THE TIME REWIRED TO COMP E E THE WORK IN A PROPER WORNMMLR E MANNER REMOVE BMRIFR IS PROV OED. FRANING ACCESSORIES AND SN UCNRAL FASTENERS SHALL BE MANUFACTURED B SIMPSON � LOOSE OR DISTURBED SOIL FROM THE BOTTOMS OF EXCAVATION. FOOTINGS SHALL BEAR ON UNDISTURBED NATIVE STRONG-GE COMPANY(OR ENGINEER APPROVED EQUAL)AND OF THE SZE AND TYPE SHOWN ON THE DRAWINGS. t' T���' I `Vax SAIL OR STRUCTURAL FILL ESTLNTEO TO BE 4•-0•OR DEEPER IN SOME LOCATIONS. STRUCTURAL FILL SHALL BE !ANGERS NOT SHOWN SINLL BE SIMPSON HU OF SIZE RECOMMENDED FOR MEMBER. ALL FRAMING NAILS SHALL g8000000�00000N�a I COMPATEO IN 8'MAYIMUM UFTS TO 90%OF MAXIMUM DRY DENSITY BY ASTM D1557(MODIFIED PROCTOR). BE COMMON NMS. NO BOX NAILS ALLOWED.NAILING NOT SPECIFICALLY IDENTIFIED ON THE DRAWINGS SHALL 'CT N ____ CONFORM TO THE TABLE CONFORM OF THE REQUIREMENTS 9}'1N HAROVE .J . . • DST-9N-PIM.F CTNCRFTE• MI%DESIGN:PREPARE DESIGN MIXES FOR EACH TYPE OF CONCRETE.PROPORTION MIXES BY OTHER LABORATORY PLYWOOD PANELS SHALL CONFORM 70 THE REQUIREMENTS OF'U.S.PRODUCT STANDARD PS 1 FOR CONSTRUCTION Expires.6,30/2oTS TRIAL BATCH OR FIELD EXPERIENCE ME1HOD5,USING MATERIALS TO BE EMPLOYED ON THE WORK FOR EACH CLASS MO INDUSTRIAL PLYWOOD'OR APA PRP-108 PERFORMANCE STANDARDS. UNLESS NOTED,PANELS SHALL BE APA FWNDATONS TO BEM ON OF CONCRETE REWIRED. RATED SHEATHING.EXPOSURE 1,OF THE THICKNESS ANO SPAN RATING SHOWN ON THE DRAWINGS. PLYWOOD UNDISTURBED NATIVE SCE OR ADMIXTURES: NR ENTRAINING AGSM IN ACCORDANCE WITH ASTM 0260 AND WATER-REDUCING ADMIXTURE INSTALLATION SHALL BE IN CONFORMANCE WITH APA RECOMMENDATIONS. ALLOW 1/8"SPACING AT PANELS ENDS COMPACTED STRUCTURAL FILL AND EDGES.UNLESS OTHERWISE RECOMMENDED BY THE PANEL MANUFACTURER. CONFORMING TO ASTM 494.USED IN STRICT ACCORDANCE WITH THE MANUFACTURERS'RECOMMENDATIONS,MAY BE INCORPORATED IN CONCRETE DESIGN MIXES. AN MR-ENTRAINING AGENT CONFORMING TO ASTM C260 SHALL BE AL ROOF SHEATHING SHALL BE INSTALLED WITH FACE GRAN PERPENDICULAR TO SUPPORTS.EXCEPT AS INDICATED CL USED IN CONCRETE MIXES FOR EXTERIOR HORIZONTAL SURFACES EXPOSED TO WEATHER. THE AMOUNT OF ON THE DRAWINGS. FLOOR SHEATHING SHALL EITHER BE BLOCKED,TONGUE-AND-GROOVE.DR HAVE EDGES 0 ENTRAINED NR SHALL BE 5%-7%BY VOLUME. FLY ASH SHALL NOT EXCEED 15%OF CEMENT CONTENT BY SUPPORTED BY PLYCUPS, WEIGHT. W 0 GLUED LAMINATED MEMBERS SHALL BE FABRICATED IN CONFORMANCE WITH U.S.PRODUCT STANDARD PS 56. • CONCRETE WORK SHALL CONFORM TO ACI 301. CONCRETE STRENGTHS A BE VERIFIED BY STANDARD 28-DAY 'STRUCTURAL GLUED LAMINATED TIMBER"N40 AMERICAN INSTITUTE OF RIMER CONSTRUCTION,MC 117.EACH > SLL Z W51 CYLINDER TESTS PER 8 C39,AND SHALL BE AS FOLLOWS: MEMBER SHALL BEAR AN NTC OR APA-EWS IDENTIFICATION MARK D BE ACCOMPANED BY A CERTIFICATE OF 0 L O CONFORMANCE ONE COOT OF EM SEALER SHALL BE APPLED BYEDMTELY AFTER TRIMMING IN EITHER SHOPOR T..) J 0 FOOTINGS,SLABS AND WALLS:fc=3,000 P9 AT 28 DAYS:MAXNUM SLUMP 3 PLUS OR MIDAS 1'. FIELD. GLULIA RANGERS NOT SHOWN SHALL BE SIMPSON EC. BEANS SHALL BE VISURaY GRADED WESTERN W 1 FOUNDATION PLAN SPECIES INDUSTRIAL GRADE,AND OF THE STRENGTH INDICATED BELOW o 1 ce SLEEVES,OPENINGS,CONCUR.AND OTHER EMBEDDED ITEMS NOT SHOWN ON THE STRUCTURAL DRAWINGS SILL BE N SI.0 1/4'-1A-0' APPROVED BY THE STRUCTURAL ENGINEER BEFORE POURING. CONDUITS EMBEDDED IN SLABS DWI NOT BE COMBINATION Q = 0 • LARGER THAN ONE THIRD OF THE THICKNESS OF THE SLAB AND SHALL NOT BE SPACED CLOSER THAN THREE um SYMBOL SPECIES LUST d 3 DIAMETERS ON CENTER. PRONDE 3/4 CHAMFERS ON ALL EXPOSED CONCRETE EDGES UNLESS NOTED OTHERWISE 0 ALL 24F-V4 DF/DF (SIMPLE SPAN) = O-' ALL 24F-OR OF/DF (CONTINUOUS OR CANTILEVER) U N Q C? SPECIAL INSPECTIONS:IN ACCORDANCE WITH CHAPTER 17 OF THE OREGON STRUCTURAL SPECIALTY CODE AND 0 co 1— APPUCABLE SECTIONS OF THE PROJECT SPECIFICATIONS. SPECIAL INSPECTIONS ARE TO BE PERFORMED BY AN 2 INDEPENDENT TESTING LABORATORY EMPLOYED BY THE OWNER FOR THE FO LOYANG AREAS OF WORK: 0 0 N A NO CONCRETE SPECIAL INSPECTION REQUIRED(DESIGN r.2,500 PSI) 1.0 26-1' 6.6 POST 6.8 PT HF/2 POST w/SIMPSON A BEM-TO-BEAN ECC068 COWAN CAP WRAPPED W/ PLYWOOD,PLANT MD CAP,DP a -- I] 5 1/2-x It GLB _ I 28 TM. DECKING WITH (2)10d NAILS AT EA gi SKYLEMIR 11AFTTR ASPHALT CCM.ROOF Li I I , I A (MATCH EXST) 1! b i 1�' �Rh 1 r 1 .. . SX RDECKID 7x4'SKYLIGHTS // ` 7%DTkG DECKOMGSVEX • FAllita FASTENED TO _ w 2X TAG DECKING WITH irk r r� ♦ 1 0.131'x 2'NAILS•6' •I 11%111711 a -_S,I r In 0.C.EDGES AND 12' "4 O.C.FIEND rY _ 1 1 1 2x6 OF/2 LEDGER �� . / Ili '_, FASTENED TO WALL W/ r (2)EKED x a r SIMPSON GLUE-LAM BEAMS.PER PLAN I WIXO SCREWS O 16"O.C.5 1 Y x 1T NTLB 11„ C:6'PT POSTS WRAPPED / ICI,. Jail 1� 1 _ _ . 3 PLYWOOD,PLANT k CAP (N)6x6 POST IN EX wAl III 1 (N)616 POST IN 1=11 CONCRETE SITTING WALL w IX WALL 6.6 POST c` El ` .,■ (STAMPED CONCRETE OR STONE) BEAM-TO-BEAM J `RE-SURACE STEP 10 a a a C MATCH SRTWG WAIL Eli IIQNSAEiKImer 217—Co.c. •N4111wILWE so®s MA OO A�aWOtl®OI 26' l�6116®■ Il8C !T VW TIC novel MKTMI 2 1sWI a AIS1NCnLc eAwenw Etc a¢ FIL H~ E LAME MCP 0(24'..76•; NM.AK _NI_ goal en —. 2 ROOF FRAMING PLAN 3 ELEVATION VIEW SHEET 51.0 I/4.- IT-OTT 51.0 1/4'= L-0' - - ,7'''' 1 S 1 • o PLANS & NOTES 13214.01 RHEIMS NOT SHOWN W U g EX WOOD STUO WALL }'PLYWOOD SHEATHING J Ih `e' � tEDGE NMUNG R, zx TWO DECKING 1x 2x DECKING SIMPSON HL5.EA RAFTER a• C U• r Cox PLYwDDD TRUSS r} Lox SHEATHING =' RDCE BEAM,PER \SIMPSON -3 ` OCT%"" MflCEtVEC 15 2014 d r c •24'O.C. =7 \ T •—LIM 226 IIDGER w/(x)f SDS a}' _ 6x6 POST N■ HIDDEII NNECfOR ws.1Mf D.L. C� TIMI ii ID= SDE BEAM PER U �� ' J '� a W 3v • SIFSON LPCZ aR1M1 CAP CROSS BEAM,PER CROSS BFAY,PER vi d ' GIB BEAM PLAN SIDE BEAM.PER PLAN PIAN _ ' (N)COLUMN W WALL SIMPSON CJT-6 N S SECTION SECTION SECTION SECTION SECTION yy 9 ®. L.l._D. 52.0 1'.i'-MY 1'.1'd �1. 1._0. - _ - _- - 52.0 I..L_0. 0 pRMy F PLYw00D SHEATHING 2x TWO DECKING r- RAFTERS NOT SHOWN 10 IIIIII Expires:6830/1o+s �I \ 6x6 RIFLER d O SIDE BEAM,PER W COUNTERSUNK SIMPSON CJI-3 PLAN _ • HIDDEN CONNECTOR O Z CC 6x6 POST >rA v re.r W BOLT V J RIDGE BEAM,PER PLAN O — 0 LAN PT HE/2 POST 0 = 3 IX V N Q r-ab' C7 STONE OR CONCRETE O co 1- 2x4 COLUMN WPM FRAMING CAP PER ARCH 6 COLUMN TO BEAM g0RAFTER-RIDGE BEAM _ _ 11111� AROUND COLUMN. SEE 51.0 I•_I•_0- 51.0 1'-1'-0' U 0 ANCHRECTURAL DRAWINGS N SIIPSON CBSO COLUMN ����������'�� BASE ,�,�.�������.�����•� •P.T.BIM PLATE W/ y Ult 0.14»PAF•EA END s N VEitf W/SID HOOK AND 12- w kD.C. INTO FOOTING•16.O.C. CONCRETE FOOTING (2)14 Hate Mg MI El (3)0 E.W. IN Mil Mi (3)/4 E.w. 3'CLRJ Y_D. IY r CLR 7-0' SECTION CONCRETE BENCH 1•-1•-O• ®i 1•_I•_ST Q Q Q Q nHa MAIM N[TE IxOOW or Au.smucm MWAG UC i N NE.lo W u93,011 imp=W NT N1TAQ ®I UM HE NMI INTO M Cl N1311AKIM[ MEM UL I GATE IE rAE NMIE ARCH 0 a nMM BY N. UNTO BY A41 SHEET S2 . 0 FRAMING DETAILS 13214.01 Location: Record Type: Inspection Type: Result: Comments: Inspection Date: Record ID: Inspector: City of Tigard 13125 SW Hall Blvd. Tigard, OR 97223 Tel: 503.718.2439 12078 SW WHISTLER'S LP, TIGARD, OR, 97223 Residential - Master Permit 199 Electrical final PASS MST2014-00177 David Young Violation Summary: Inspector Contractor Location: Record Type: Inspection Type: Result: Comments: Inspection Date: Record ID: Inspector: City of Tigard 13125 SW Hall Blvd. Tigard, OR 97223 Tel: 503.718.2439 12078 SW WHISTLER'S LP, TIGARD, OR, 97223 Residential - Master Permit 299 Final inspection PASS - No C of O MST2014-00177 David Young Violation Summary: Inspector Contractor