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Plans LIVING AREA Z Q O � p > w OFFICE COPY E2 o GARAGE ROOF T� LIABILITY U) 0 / CO 200A PANEL �` NCENTER ` the City of Tigard and its co < RAIN GUTTERS employees shall not be p O -_ i responsible for discrepancies t- I- ________ i which may appear herein. I VALIDITY OF PERMIT T A PERMIT BASED OUN CONSTRUCTION METER BASE GARAGE ROOF �! i^'"— WALKWAY -SOG DOCUMENTSHEISSUANCE ANDOF OTHER RAFTERS DATA NOT PRNT -- 24.ON CENTER THE CODE SHALL OFFICIAL FROM REQUIRING THE CORRECTION OF ERRORS.ORSC 105.4 0 Z --14'-1 12"— - -I 3'-10 12" - Z —18' i - CITY OF TIGARD W PEVIEWED FOR4 ODE COMPLIANCE I- Approved: [ O 1 OTC: I l w GARAGE Pdrmjt#: M'S�` LO—00 ZT (F ress: LrL4 ,3 fZ�v.er+ Le suite #: 0 XI n-A Date: Ibl( 267-0 Z Approved plans , la- • shall be on job site- 0 ZO 0C d N Qce L . SCALE - 3/8" = 1` Q 2_ NOTES: V �y A, 6� p PLAN 1.FIELD VERIFY EXISTING CONDITIONS PRIOR TO CONSTRUCTION EXISTING GARAGE ROOFFRAMING PLAN 11) 2.SHE RE St-S2 FOR STRUCTURAL MINGCTUR AS REQUIRED PRIOR TO STARTING WORK 41) 3.SEE S1S2 FOR STRUCTURAL NOTES 1 / 8 r .. LIVING AREA J a GARAGE CEILING JOISTS ON JOIST HANGERS AT WALL HEADER(TYP THIS END) Z CeO GARAGE CEILING > W / JOISTS-2x10 N N -- a 24'ON CENTER L.L ids V/ Ce ! -----d M rQnn , d' V 0 I- 1 , GARAGE CEILING JOISTS-214 f ATTIC ACCESS @ 24'ON CENTER CEILING HATCH i j' I- I I I- 18 1 ! 11 20. [GARAGE Z Z W 2 I— C7 Z W Ce I-- CO Z 2 g LL il, C3 Z 0 16'x 7 GARAGE DOOR 0 f f SCALE - 31& = i` < ., NOTES: �y �;F 1.FELD VERIFY EXISTING CONDITIONS PRIOR TO CONSTRUCTION 0 EXISTING GARAGE CEILING FRAMING PLAN ® 2-SHORE EXISTING FRAMING ASREOUIRED PRIOR TO STARTING WORK 3.SEE S1-S2 FOR STRUCTURAL NOTES 1 2 / 8 ._ LIVING AREA z C 0 0 I Et 0 / '--GARAGE ROOF > w RAFTERS CENT 24"ON CENTER - • • \\ V) L] 200A PANEL \ COCe) (< !• \ RAIN GUTTERS CD I �/ 1 ! GARAGE ROOF RAFTERS-at 10' s I 1, ©24 ON CENTER 1 .' 11 I I METER a4.SF---�1 ! 'I (N)PONY WALL ----SOG WALKWAY _ IN ATTIC W/2x4 !I: DF!!2 STUDS AT 24 0 C.MAX . —� u 1 •Z j�' 14'-1 1/2' I 3'-109/2'— Z I w I I RR S� V Z GARAGE I) OC w ' CO 0 z 2 f Of i_ L ® Z B N Et 0 W t SCALE - 3/8" = 1' < M NOTES: 9 . - - - 1.FIELD VERIFY EXISTING CONDITIONS PRIOR TO CONSTRUCTION PROPOSED GARAGE ROOF FRAMING PLAN 2.SHORE EXISTING FRAMING AS REQUIRED PRIOR TO STARTING WORK 3.SEE S1-S2 FOR STRUCTURAL NOTES 3 i 8 LIVING AREA Z 0 0 GARAGE CEILING O JOISTS ON JOIST HANGERS AT WALL Z { HEADER(TYP THIS END) Zo W V / GARAGE CEILING > W JOISTS-2x10 �24'ON CENTER fVerc VJ HIIL C ) �<�R II III I,..--_ - V fh 'A-j GARAGE CEILING -I,} ! L' JOISTS-2x4 CUT(E)JOIST AND HANG FROM ATTIC ACCESS / . At 24'ON CENTER (N)BEAM WI LUS28 HANGER,TYP CEILING HATCH II 10' : (N)5112x131/2 ROSBORO X-BEAM (N)4 x 6 DF 62 POST IN GLULMI WALL EA END OF BEAM .. \ 1_1 I-I I ' - _ _ - _. _ - _ _ _ ------- CENTER LINE OF NEW BEAM 18' 1 Z 20' GARAGE Z Z 10' W II— CD Z W Ct I- Z 2 . W L .., Z N Ie 0 lez T GARAGE DOOR V FZ L SCALE - 3/8" = 1` < 111, NOTES: ® PROPOSED GARAGE CEILING FRAMING PLAN 1 FIELD VERIFY EXISTING coNDlnows PRIOR roCONSTRUCTION 2.SHORE EXISTING FRAMING REQUIRED PRIOR TO STARTING WORK 3.SEE SI-S2 FOR STRUCTURAL NOTES 4 / 8 z 0 --J �,., I � I 1 1 I� i t ,1 Wt9 1j i; 1i Ij ! ji II j ! ( rtl; L { �'1 I`� rr 0 `.� ,I II li li it Fi ;; j , 1 !' I1 I i CO Ce 11 j{ I I (E)ROOF FRAMING 1 I o ! j !I i+ { PER PLAN O — i VI ' i I1 !I I,, i l I I1 Ii .f 1 I' (N)ATTIC PONY .I ;1 !! �i ' i I t f WALL PER PLAN IMENIMIIIMdI 1! :1 I it II 1 { I I 1 (N)GLULAM I , ' � BEAM PER PLAN {! i! �..! 1!- i Ij .� 1 _. _ . ;I f 0 I Z . W 1 / I Z W Ce F— CO 0 1: Z 2 r. • I ® Ce c Ed . j SCALE - 3/8" = 1` Q .e C7 ---) NOTES: 1.FIELD VERIFY EXISTING CONDITIONS PRIOR TO CONSTRUCTION PROPOSED GARAGE SECTION / ELEVATION 02.SHORE EXISTING FRAMING AS REQUIRED PRIOR TO STARTING WORK 3.SEE S1 S2 FOR STRUCTURAL NOTES 5 / 8 r Z J CI _ 0 0 Q o > W Ce O (E)ROOF FRAMING PER PLAN CO CI Cr) M Q r H 2ND FLOOR ATTIC (N)ATTIC PONY LIVING AREA VOID SPACE WALL PER PLAN I 3°43 3/4' I: 3'-21Y2' _.,_,._(E)CEILING FRAMING PER PLAN rr^^ : V ;t (E)CEILING FRAMING \/ \ t -I - PER PLAN W il DE \---A35 CLIP FROM(N) ' (0R BEAM TO(E)DBL TOP V .\ PL EA SIDE OF BEAM `-(N)BEAM PER PLAN Ce CND FLOOR Cr) pCpr�) LIVING AREA GARAGE 0 (E)GARAGE WALL FRAMING Z 2 x 4 AT 16`ON CENTER,TYP 2 g i u_ // ... / \+ L\ ` (E)4`SOG GARAGE FLOOR - SCALE ��yyp6QN = < M (N)SUPPORT c�/G7 `POST PER PLAN / (E)FOUNDATION AT GARAGE AREA 0 -'3. 12 x 8 SPREAD FOOTING WITH 8 x 18 STEM WALL A g pB ELEVATION NOTES: PROPOSED GARAGE SECTION / 3 1.FIELD VERIFY EXISTING EXISTING CONDITIONS FRAMINAS REQUIRED 'EO PRIOR TO STRUCTION 2. STARTING WORK 3.SEE S1-32 FOR STRUCTURAL NOTES 6 / 8 Z J 0 0 0 QZ 0 . > w yt, cno (N)ATTIC PONY �- 0,WALL PER PLAN s"j ter' I C fir' r O� H (E)ROOF FRAMING I ATTIC PER PLAN \ 2VI FLOOR \ I VOID SPACE LIVING AREA I i II (E)CEILING I i II FRAMING PER PLAN II II II / I I -I- I! F, !I Z I I \ A35 CLIP FROM(N) Z BEAM TO(E)OBL TOP 2 PL EA SIDE OF BEAM _ (N)BEAM PER PLAN (E)GARAGE WALL FRAMING n 2x4AT 16°ON CENTER,TYP 0 I Z .i H. W B'-0 3/r 1 '1, am` I 'il OND FLOOR h ,II GARAGE of LIVING AREA V Z I i 2 Q IX U. �`— (E)4"SOG GARAGE FLOOR C�R ni (N)SUPPORT \ (E `1..f POST PER PLAN I2 FOUNDATION AT AGEWITH AREA 92 x B SPREAD FOOTING wffH 6 x 18 STEM WALL "4 SCALE - 3/8" = 1` (D se -- NOTES PROPOSED GARAGE SECTION / ELEVATIONC2) CONDITIONS IOR TO CONSTRUCTION 2.SHORE EXISTING FTRAMING AS REQUIREPRIOR TO STARTING WORK 3.SEE S,-S2 FOR STRUCTURAL NOTES 7 / 8 • LIVING AREA (2 LEVELS) AREA OF PROPOSED WORN GARAGE N C PROPERTY LINE SCALE - 1/8" = 1' 10433 SW RIVERWOOD LANE < SW RIVERWOOD LANE > co GARAGE ROOF FRAMING STRENGTHENING 10433 SW RIVERWOOD LN • co JIM ARRIGONI TIGARD, OREGON GENERAL THE CONTRACTOR IS RESPONSIBLE FOR VERIFICATION AND CORRELATION OF ALL ITEMS AND WORK NECESSARY FOR COMPLETION OF THE PROJECT AS INDICATED BY THE CONTRACT DOCUMENTS.SHOULD ANY QUESTION ARISE REGARDING THE CONTRACT DOCUMENTS OR SITE CONDITIONS, THE CONTRACTOR SHALL REQUEST INTERPRETATION AND CLARIFICATION FROM THE ENGINEER BEFORE BEGINNING THE PROJECT. THE ABSENCE OF SUCH REQUEST SHALL SIGNIFY THAT THE CONTRACTOR HAS REVIEWED AND - FAMILIARIZED HIMSELF WITH ALL ASPECTS OF THE PROJECT AND HAS COMPLETE COMPREHENSION THEREOF. THE CONTRACTOR SHALL BE RESPONSIBLE FOR CONFORMANCE TO ALL SAFETY REGULATIONS DURING CONSTRUCTION. THE CONTRACT DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE. UNLESS OTHERWISE SPECIFICALLY NOTED, - THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION OR CONSTRUCTION LOADS. ONLY THE CONTRACTOR SHALL PROVIDE ALL METHODS, DIRECTION AND RELATED EQUIPMENT NECESSARY TO PROTECT THE STRUCTURE, WORKMEN AND OTHER PERSONS AND PROPERTY DURING CONSTRUCTION. THE CONTRACTOR SHALL, AT HIS OWN EXPENSE, ENGAGE PROPERLY QUALIFIED PERSONS TO DETERMINE WHERE AND HOW TEMPORARY PRECAUTIONARY MEASURES SHALL BE USED AND INSPECT SAME IN THE FIELD. ANY MATERIAL NOT AS SPECIFIED OR IMPROPER MATERIAL INSTALLATION OR WORKMANSHIP SHALL BE REMOVED AND REPLACED WITH SPECIFIED MATERIAL IN A WORKMANLIKE MANNER AT THE CONTRACTOR'S EXPENSE. THESE PLANS, SPECIFICATIONS, ENGINEERING AND DESIGN WORK ARE INTENDED SOLELY FOR THE PROJECT SPECIFIED HEREIN. MILLER CONSULTING ENGINEERS DISCLAIMS ALL LIABILITY IF THESE PLANS AND SPECIFICATIONS OR THE DESIGN, ADVICE AND INSTRUCTIONS ATTENDANT THERETO ARE USED ON ANY PROJECT OR AT ANY LOCATION OTHER THAN THE PROJECT AND LOCATION SPECIFIED HEREIN. OBSERVATION VISITS TO THE JOB SITE AND SPECIAL INSPECTIONS ARE NOT PART OF THE STRUCTURAL ENGINEER'S RESPONSIBILITY UNLESS THE CONTRACT DOCUMENTS SPECIFY OTHERWISE. NON-STRUCTURAL PORTIONS OF PROJECT, INCLUDING BUT NOT LIMITED TO PLUMBING, FIRE SUPPRESSION,ELECTRICAL,MECHANICAL, LAND USE, SITE PLANNING, EROSION CONTROL FLASHING AND WATER-PROOFING ARE BEYOND THE SCOPE OF THESE DRAWINGS AND ARE PROVIDED BY OTHERS. TEMPORARY SHORING WHEREVER SHORING IS REQUIRED,THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING A SHORING SYSTEM THAT PREVENTS SETTLEMENT AND/OR DAMAGE TO EXISTING FACILITIES AND PROTECTS PERSONNEL,THE PUBLIC,AND THE BUILDING,SUPPORTING STREETS,WALKWAYS,UTILITIES,IMPROVEMENTS AND EXCAVATION AGAINST LOSS OF GROUND OR CAVING OF EMBANKMENTS DURING CONSTRUCTION,AS REQUIRED.THE CONTRACTOR SHALL LOCATE THE SYSTEM CLEAR WITHOUT OBSTRUCTION OF THE PERMANENT STRUCTURE AND TO PERMIT CONSTRUCTION TO PROCEED. BUILDING CODE ALL PHASES OF THE WORK SHALL CONFORM TO THE 2019 OREGON STRUCTURAL SPECIALTY CODE, BASED ON THE 2018 INTERNATIONAL BUILDING CODE(IBC),INCLUDING ALL REFERENCE STANDARDS,UNLESS NOTED OTHERWISE. DESIGN LOADS LIVE LOAD REDUCTION FOR BEAMS AND COLUMNS WAS [NOT] USED. DESIGN FOR MECHANICAL LOADS INCLUDES ONLY THOSE INDICATED ON STRUCTURAL DRAWINGS.THE FOLLOWING ARE THE DESIGN REQUIREMENTS: STRUCTURAL DESIGN CRITERIA RISK CATEGORY II DESIGN DEAD LOADS ROOF 10 PSF O C T b 2020 CEILING 5 PSF CM(Y O� T!GA:` LIVE LOAD(RESIDENTIAL) ATTIC(42"OR MORE OF CLEARANCE) 20 PSF pFFICE COPY ATTIC(LESS THAN 42"OF CLEARANCE) 10 PSF ���E9 FRaFFss ROOF SNOW LOAD °°v'°�'"h°m� �� �G I N F �O0 DN: • DESIGN ROOF SNOW LOAD 25 PSF nrr 87539PE Booboo. Anthony L.Bourbon OU=ngareering,O="Miller DIGITALLY SIGNED Consulting Engineers.uc OR EGON c onwa.s-Oregon. • 020.0.31 Y 14, EXPIRES: 12-31 -2021 MILLER0 Project Name Garage Roof Framing Repair Project# 200706 CONsLJHuNr, Location 10433 SW Riverwood Lane,Tigard, OR Client Mr.Jim Arrigoni ��J 9fi00 SW Oak St MOO 503.24t ALB �--^' -- Portland.OR 97223 du o By Ck d Date 7/30/2020 Page SI of 2 WOOD FRAMING ALL STRUCTURAL WOOD COLUMNS AND BEAMS TO BE DOUGLAS FIR/LARCH (DF/L), #1 UNLESS NOTED OTHERWISE. ALL JOISTS, PURLINS, AND GIRTS TO BE DF/L#2 AND BETTER UNLESS NOTED OTHERWISE. ALL BLOCKING AND NON-STRUCTURAL FRAMING TO BE CONSTRUCTION GRADE AND BETTER.ALL WOOD PLATES IN CONTACT WITH CONCRETE OR MASONRY SHALL BE HEM-FIR#2 PRESSURE TREATED UNLESS NOTED OTHERWISE. ALL COLUMNS SHALL HAVE SOLID BLOCKING FOR THE FULL COLUMN AREA TO SUPPORTING MEMBERS BELOW.COLUMNS SHALL ALIGN THROUGH ALL FLOORS TO THE FOUNDATION. ALL PREFABRICATED METAL TIMBER CONNECTORS AND HANGERS SHALL BE FULLY BOLTED AND/OR NAILED AS INDICATED BY MANUFACTURER, UNLESS NOTED OTHERWISE. ALL CONNECTORS, HANGERS AND FASTENERS SHALL BE CORROSION PROTECTED PER - MANUFACTURER'S RECOMMENDATIONS. SIMPSON PREFABRICATED METAL TIMBER CONNECTORS NOTED. OTHER TYPES OF METAL : CONNECTORS REQUIRE PRIOR REVIEW. SILL PLATES SHALL BE ANCHORED TO THE FOUNDATION WITH 5/8"DIAMETER X 7 INCH EMBEDMENT HOT DIPPED GALVANIZED ANCHOR BOLTS AT 4'-0" OC MAXIMUM UNLESS NOTED OTHERWISE. ALL BOLT HEADS OR NUTS BEARING ON WOOD TO HAVE STANDARD WASHERS.BOLT HOLES IN WOOD SHALL BE A MINIMUM OF 1/32"TO A MAXIMUM OF 1/16"LARGER THAN THE BOLT. WOOD FRAMING FASTENING SCHEDULE ALL NAILS SHALL BE COMMON AND NAILING SHALL BE PER THE NAILING SCHEDULE UNLESS OTHERWISE NOTED ON THE DRAWINGS. THE FOLLOWING NAIL SIZES SHALL BE USED UNLESS NOTED OTHERWISE: 6D NAIL:0.113 INCH DIA.X 2 INCHES LONG WITH MIN HEAD DIA. 17/64 IN. 8D NAIL:0.131 INCH DIA.X 2%INCHES LONG WITH MIN HEAD DIA.9/32 IN. 10D NAIL:0.148 INCH DIA.X 3 INCH LONG WITH MIN HEAD DIA.5/16 IN. 12D NAIL:0.148 INCH DIA.X 3%INCHES WITH MIN HEAD DIA.5/16 IN. 16D NAIL:0.162 INCH DIA.X 3%INCHES WITH MIN HEAD DIA.11/32 IN. STAPLE OF EQUIVALENT VALUE MAY BE SUBSTITUTED AFTER REVIEW BY ENGINEER.NAILS AND STAPLES SHALL NOT BE OVERDRIVEN. WOOD FRAMING FASTENING SCHEDULE ITEM FASTENERS BOT PL TO BEAM(FACE NAIL) 16D AT 8"OC BOT PLfTOP PL TO STUDS(END NAIL) (2)16D AT 2X4,(3)16D AT 2X6 DBL TOP PL(FACE NAIL) 10D AT 12"OC STAGGERED DBL TOP PL SPLICES(FACE NAIL) (14)10D EA SIDE OF JOINT JOIST TO DBL TOP PL/SILL PL(TOE NAIL) (4)10D ROOF JOIST TO DBL TOP PL SIMPSON H2.5A GLUE LAMINATED BEAMS GLUE LAMINATED BEAMS SHALL BE 24F-V4; DF/L, EXCEPT CANTILEVERED OR CONTINUOUS BEAMS TO BE 24F-V8, COMPRESSION PERPENDICULAR TO GRAIN TO BE 650 PSI, DRY USE (MOISTURE CONTENT LESS THAN 16% IN SERVICE CONDITIONS), INDUSTRIAL GRADE, 2 COATS OF SEALER THAT BOND TO THE SURFACE OF THE MEMBER, WATERPROOF GLUE, AND IS MANUFACTURED AND CERTIFIED PER THE AMERICAN INSTITUTE OF TIMBER CONSTRUCTION (AITC), ANSI/AITC A 190.1, ASTM D-3737 AND CERTIFICATION STAMPED. CAMBER IS EQUAL TO A 2600' RADIUS BETWEEN SUPPORTS FOR SPANS OVER 24', OR AS NOTED ON DRAWINGS. NO WHITE SPECK PERMITTED. GLUE LAMINATED COLUMNS SHALL BE COMBINATION NO. 3. DF/L, INDUSTRIAL GRADE, AITC CERTIFICATION, DRY USE (MOISTURE CONTENT LESS THAN 16% IN SERVICE CONDITIONS),(2)COATS OF SEALER. EASE EDGES ON GLUE LAMINATED BEAMS TO BE COMPATIBLE WITH STEEL AT CONNECTIONS. p PROF ��E FS asna ursenm bvAntlony �� �N4 s I NF\ �® Bandon LIN: • ErAtony8emilierca.c0m3 Cr 87539PE r • ChleAnlhony L Bandon, Anthony L Boutlon ou=Em irnering.0-"Haler DIGITALLY SIGNED Co,anIIrn Engineers.Inc", s.xnnend.S=Oregon, OREGON " cos . ,� o • O<��' ,1ay12°NQ� , 4,ON), L. g0 EXPIRES: 12-31 -2021 f MILLER Project Name Garage Roof Framing Repair Project# 200706 Location 10433 SW Riverwood Lane, Tigard, OR Client Mr.Jim Arrigoni if(ti ry •h f fi4 i' G reld a. ;s, • „ai d11 By ALB Ck'd Date 7/30j2020 Page S2of2 MILLER STRUCTURAL CALCULATIONS Garage Roof Framing Repair 10433 SW Riverwood Lane, Tigard, OR Mr. Jim Arrigoni August 31,2020 Project No.200706 10 pages Principal Checked: (2753 >\ 9PE EMIwnyQmdter-se.mm, CN=Anthony L Boudon. DIGITALLY SIGNED Anthony L.Boudon ou ngineenn9.o=•Male* � EGO Cmsutting Engineers,Inc.'. -Portland.,S=OrOregon. y „ q y 14, 2� JPO Date:2020.08.31 04yr L �O 09:04:33u7'00' EXPIRES: 12-31 -2021 "4 LIMITATIONS "4" Miller Consulting Engineers,Inc.was retained in a limited capacity for this project. This design is based upon information provided by the client,who is solely responsible for accuracy of same. No responsibility and or liability is assumed by or is to be assigned to the engineer for items beyond that shown on these sheets. 9600 SW Oak Street,Suite 400f Portland,Oregon 97223 i 503.246.1250 wv, r-;.v COm Building Code: 2019 Oregon Structural Specialty Code Soils Report: No Soils Report by: Dated: Soil Bearing: 1500 PSF Retaining Walls: No Equivalent Fluid Pressure(active): N/A PCF Passive bearing: PCF Friction: Structural System: Building Structure Vertical System:Wood framed Construction Lateral Sys: N/A • Element Roof Ceiling • Load Type Dead Dead Basic Design Value(PSF) 10 5 Loads: Load Type Snow Attic Live Value(PSF) 20 20/10 Deflection Criteria U240 U240 Lateral Design Parameters: Wind Design: N/A Wind Speed(3 sec Gust): 98 MPH Exposure B Importance Factors Iw= 1.00 IE= 1.00 Is= 1.00 l;= 1.00 Risk Cat: II (ice) (seismic) (snow) (ice) Seismic Design:N/A Design Summary: The following calculations are for the vertical design of a new attic pony wall,support beam,and columns used to help support existing roof and ceiling framing above a residential garage.The new framing is being installed in order to repair excessive deflection of the existing roof and ceiling joist.The existing building is designed by others and no changes to the overall profile or footprint of the existing building are being made. atMILLER Project Name _Garage Roof Framing Repair Project# 200706 CONSULTINC Location 10433 SW Riverwood Lane, Tigard, OR ENGINEFF Client Mr.Jim Arrigoni 9600 SW Oak St tf40D 503.246 1250 Portland.OR 97223 miller-se.com By ALB Ck'd _ Date 7/30j2020 Page __ 1 of 10 GABLE END WALL FRAMING ° PROPOSED (N) ATTIC PONY WALL SUPPORTED BY (N) BEAM IN CEILING q (E) 2x8 ROOF JOIST o AT 24" O.C. AND 2x10 CEILING JOIST AT24" O.C. \\V 14'-0" 4'-0" 18°-0'° GARAGE FRAMING PLAN Project Name Garage Roof Framing Repair Project# 20070E dill MILLER Location 10433 SW Riverwood Lane, Tigard, OR 111 Client Mr.Jim Arrigoni 9600 SW Oak Si#400 503 246 1250 Portend.OR 97223 miller-se.(x)m By ALB Ck'd ff-F't° Date 7/30/2020 Page 2 of 10 (E) 2x8 ROOF JOIST AT 24" O.C. °22x10 CEILING PROPOSED (N) JOIST AT 24" O.C. ATTIC PONY WALLCo PROPOSED (N) BEAM IN CEILING411111111111 1 10'-0" ( 10'-0" .0- 20'-0" -e ? co GARAGE SECTION Et MILLER Project Name Garage Roof Framing Repair Project# 200706 TIN( Location 10433 SW Riverwood Lane, Tigard, OR I 'rGINFFu-, - _-- Client Mr.Jim Arrigoni 9500 SW Oak St#400 503.246.1250 3 of 10 Portland,OR 97223 miller-se corn By ALB Ck'd Date 7/30/2020 Page ROOF WEIGHT = (1.2 PSF JOIST)+(1.6 PSF PLYWOOD)+(2 PSF SHINGLES)+(5 PSF MISC) = 9.8PSF - USE 10PSF CEILING WEIGHT = (1.5 PSF JOIST)+(1.6 PSF GYPSUM)+(1.5 PSF INSULATION) = 4.6 PSF - USE 5 PSF ROOF SNOW LOAD = 20 PSF • ATTIC LIVE LOAD = 20 PSF AT 42" OR MORE OF CLEARANCE & 10 AT LESS THAN 42" CLEARANCE (E) ROOF JOIST - (N) SPAN = 10'-0" LOAD = (10 PSF DL+20 PSF SL)(2' O.C.) = 60 PLF (E) 2x8 ROOF JOIST AT 24" O.C. ARE ADEQUATE WITH (N) PONY WALL SUPPORT AT MIDSPAN SEE PAGE 6 FOR DESIGN (E) CEILING JOIST - (N) SPAN = 10'-0" LOAD = (5 PSF DL+20 PSF LL)(2' O.C.) = 50 PLF (E) 2x10 CEILING JOIST AT 24" O.C. ARE ADEQUATE WITH (N) SUPPORT BEAM AT MIDSPAN SEE PAGE 7 FOR DESIGN (N) PONY WALL - STUD SPACING = 24" O.C. WALL STUD HEIGHT = 3'-6" WALL LOAD = (10 PSF DL+20 PSF SL)(20')/(2) = 300 PLF USE (N) PONY WALL IN ATTIC W/2x4 DF #2 JOIST AT 24" O.C. SEE PAGE 8 FOR DESIGN (N) SUPPORT BEAM - SPAN = 18'-0" LOAD = (10 PSF DL ROOF+20 PSF SL+5 PSF DL CEILING+20 PSF LL)(10')/(2) . + (10 PSF DL ROOF+20 PSF SL+5 PSF DL CEILING+10 PSF LL)(10')/(2) = 500 PLF + BEAM WEIGHT USE (N) 5 1/2" x 13 1/2" GLULAM BEAM IN CEILING SEE PAGE 9 FOR DESIGN SPA MILLERMa Project Name Garage Roof Framing Repair Project# 200706_ c 01,','i if Location 10433 SW Riverwood Lane, Tigard, OR ENcwEErs Client Mr.Jim Arrigoni 96D0 S W Oak St#400 503.246.1250 4 Of 10 Portland.OR 91223 rniller-se.corn By ALB Ck'd 1-- Date 7/30/2020 Page (N) SUPPORT POST - POST HEIGHT = 8'-6" LOAD = 4,651 LBS (SEE SUPPORT BEAM DESIGN FOR REACTIONS) USE (N) 4x6 DF #2 SUPPORT POST EA END OF BEAM CHECK (E) FOUNDATION COLUMN LOAD = 4,651 LBS BEARING AREA REQ'D = (4,651 LBS)/(1,500 PSF) = 3.1 FT2 BEARING AREA PROV'D = (12")(26")(2)/(144) = 4.3 FT2 > 3.1 Fr (E) 6" WIDE x 18" TALL STEM WALL OVER 12" WIDE x 8" TALL FTG IS ADEQUATE TO SUPPORT (N) COLUMN LOAD • atMILLER Project Name Garage Roof Framing Repair Project# 200706 _ coNsuL: Nc. Location 10433 SW Riverwood Lane, Tigard, OR MISFNC3INEEP Client Mr.Jim Arrigoni 9800 SW Oak SI#400 503 246 1,1,,. Portland,OR 97223 min t-t�- miner-se co- By ALB Ck'd 1tl Date 7/30/2020 Page _ 5 of 10 WOOD BEAM DESIGN 2018 National Design Specification for Wood Construction(ASD) Roof Joist MEMBER PROPERTIES MEMBER LOADING Copyright 2020®Miller Consulting Engineers, Inc. b= 1.500 in Span= 10.00 ft t = 2-00 ft d = 7.250 in x1 = 0.00 ft w1 = 60.0 plf A= 10.88 in2 • x2= 10.00 ft w2= 60.0 plf S= 13.14 in3 Xa= 5.00 ft Pa= 0 lbs I = 47.63 in4 Xb= 0.00 ft Pb= 0 lbs E'I = 76,216 kip-in2 Xc= 0.00 ft Pc= 0 lbs Fb= 900 psi MEMBER ANALYSIS F = 180 psi M= 750 lbs-ft Reaction 1 300 lbs E= 1600 ksi V= 264 lbs Reaction 2= 300 lbs E,i„= 580 ksi TL A„:t=U 240 TL A= 0.178 in E'= 1,600 ksi LL Arrwt=U 360 LL A= 0.129 in F,= 625 psi %LL = 72.7% Weight= 2.64 lbs/ft MEMBER INPUTS AND ADJUSTMENT FACTOR Ra= 12.62 <50,OK Material: Dimensional Lumber Reduction Fb F„ FC, E&Emirs Grade: DF/L No.2 or Better Cr 1.00 Load Duration: Two Months/Snow Load,CD= 1.15 Co 1.15 1.15 Temperature Factor: DRY T<= 100°F Ct 1.00 1.00 1.00 1.00 Wet Service Factor: Moisture Content Less Than 19% CM 1.00 1.00 1.00 1.00 Incising Factor: Member is not Incised C, 1.00 1.00 1.00 1.00 Repetitive Factor: Member is Repetitive Cr 1.15 . Cv 1.000 Member Size: 2 x 8 CF 1.20 Number of Plies: 1 Ply CL 0.977 BENDING fb= 685 psi=M/S M= 750 lbs-ft Ft= 1396 psi=FbCdCtCFCMGC,CLCm McAP= 1528 lbs-ft=Fb S Moment Utilization= 49.1% < 100% OK 750 lbs-ft< 1528 lbs-ft SHEAR f = 36 psi=3V/2A V= 264 lbs Fv'= 207 psi=F„CdCtCMC; VcAP= 2251 lbs=F°A Shear Utilization= 17.6% < 100% OK 264 lbs<2251 lbs DEFL. TL A= L/676 FC1= 625 psi=FCJ CtCMC; LL A= U929 R1 Bearing Width= 0.375 in IL A Utilization = 35.5% < 100% OK R2 Bearing Width= 0.375 in LL A Utilization = 38.8% < 100% OK Use 1 Ply of 2 x 8 DF/L No.2 or Better Project Name Garage Roof Framing Repair Project# 200706 ell MILLER Location _10433 SW Riverwood Lane, Tigard, OR Client Mr.Jim Arrigoni t rri ✓ iM -its r ,')=-�4r '1`dr By ALB Ck'd Date 7/30/2020 Page 6 of 10 WOOD'BEAM DESIGN 2018 National Design Specification for Wood Construction (ASD) Ceiling Joist MEMBER PROPERTIES MEMBER LOADING Copyright 2020©Miller Consulting Engineers, Inc. b= 1.500 in Span= 10.00 ft t„= 2.00 ft d= 9.250 in • x1 = 0.00 ft w1 = 50.0 plf A= 13.88 in2 x2= 10.00 ft w2= 50.0 plf S= 21.39 in3 Xa= 5.00 ft Pa= 0 lbs I= 98.93 in4 Xb= 0.00 ft Pb= 0 lbs E'I= 158,291 kip-in2 Xc= 0.00 ft Pc= 0 lbs Fb= 900 psi ' MEMBER ANALYSIS F, = 180 psi M= 625 lbs-ft Reaction 1 = 250 lbs E= 1600 ksi V= 211 lbs Reaction 2= 250 lbs E„„„= 580 ksi TL AI;„„t=L/ 240 TLA= 0.071 in E'= 1,600 ksi LL Armt=L/ 360 LL A= 0.052 in Fu= 625 psi %LL = 72.7% Weight= 3.37 lbs/ft MEMBER INPUTS AND ADJUSTMENT FACTOR RB= 14.26 <50,OK Material: Dimensional Lumber Reduction Fb F, Fcl E&E,„;„ Grade: DF/L No.2 or Better Cf„ 1.00 Load Duration: Ten Years/Live Load,CD= 1.0 Co 1.00 1.00 Temperature Factor: DRY T<= 100°F Cr 1.00 1.00 1.00 1.00 Wet Service Factor: Moisture Content Less Than 19% CM 1.00 1.00 1.00 1.00 Incising Factor: Member is not Incised C; 1.00 1.00 1.00 1.00 Repetitive Factor: Member is Repetitive Cr 1.15 Cv 1.000 Member Size: 2 x 10 CF 1.10 Number of Plies: 1 Ply Ct_ 0.977 BENDING fb= 351 psi=M/S M= 625 lbs-ft Fb= 1112 psi=FbCdCtCFCMCiCrCLCt„ McAp= 1982 lbs-ft=Fn S Moment Utilization= 31.5% < 100% OK 625 lbs-ft< 1982 lbs-ft SHEAR f„= 23 psi=3V/2A V= 211 lbs Fv'= 180 psi=F CdCtCMCi VCAP= 2498 lbs= F A Shear Utilization = 12.7% < 100% OK 211 lbs<2498 lbs DEFL. TL A= L/1685 Fd= 625 psi= F,CtCMCI LL A= L/2316 R1 Bearing Width= 0.375 in IL Utilization= 14.2% < 100% OK R2 Bearing Width= 0.375 in LL A Utilization= 15.5% < 100% OK Use 1 Ply of 2 x 10 DF/L No.2 or Better CHECK HANGER AT (N) BEAM - SUPPORT LOAD = 250 LBS HANGER CAPACITY = 1,100 LBS > 250 LBS USE LUS2B HANGERS ilirMILLER Project Name Garage Roof Framing Repair Project# 200706 A c c, , Location 10433 SW Riverwood Lane, Tigard, OR Client Mr.Jim Arrigoni ' 96LKi SW Oak SI M4o0 602 246 1250 Portland.OR 97223 miller-se corn By ALB Ck`d Date 7/30/2020 7 Of 10_ Page _..---- • 2012 National Design Specification for Wood Construction Reduction Bonding Axial.Fe E EMn Fee,= 670 psi Stud Copyright 0 2020 Miller Consulting Engineers,Inc. Co 1,15 1.15 Feel= 3650 psi Mark Attic Pony Wal Material:DIMENSIONAL LUMBER Rb, 11.1 t'.1 Grade:DFR No.2 or Better C, 4.15 Rbr 3.1 Y rs�{ size=2 x 4 C, 1.00 1.00 1.00 1.00 Fbe, 6248 psi a '= 1e" d,= 1.50 in Cr 1.50 1.15 Fbe, 81093 psi e„� dz= 3.50 in Cy 1.00 1.00 1.00 1.00 Ku 2300 i_. A= 5.25 ire G 1.o0 1.00 t.00 1.00 Kr 0.59 1.e z 1 SS,= 3.06 ins Cr 1.10 Fb,' 1785 psi Height= 3.5 ft lu,= 3.5 ft S,.= 3.06 in' Cy 1.00 EN` 1785 psi Spacing= 24 in o.c. lu,= 3.5 ft Le,= 6.58 ft C„, 0.98 Fbe,/Fb,` 3 w.= 300 pit Ma,= 15 ft-lbs L ,= 6.44 ft C<r 1.00 Fbe,/Fbr` 45 P= 5 psf Ke,= 1 Fb,= 900 psi CP 0.34 Fe 1785 psi 'an= 10 plf fie,= 1 FIN= 900 psi Cfu 1.10 Pb,', 1785 psi A,„„=u 240 le,= 3.50 ft Ex= 1600 16i CE 1.00 1.00 1.W 1.00 Fb,; 1964 psi le== 3.50 ft Ey= 1600 ksi CE=Exterior wet use of SCL lumber Fc' 608 psi Ie,ld,= 28.00 EA.*= 580 ksi Fc',sill 625 psi le,1d2= 12.00 Ey„e,= 580 ksi Ex' 1600 psi A= 0.00 in Fc= 1350 psi Ey 1600 psi #DIWDI Fc,sill 625 psi Ex,,;,,' 639478 psi Fbx'-(Fbx`NCLXCfu)=1,785 psi c= 0.8 Ey,,;; 639478 psi Fby`=(Fby`NCLNCfu)=1,964 psi I,= 5.36 in4 Fc'=(Fc)Cd1(CmXClXCf)(CINCp)=gyp& 1,= 0.98 in4 Material tItayxayr4UMW Wr E.=(E)(Ct(CmXCi)=1,600ksi Graff PA xr.Xa knot w Enkn'=(EminXa(CmNGNCT)=639 ksi Load Duration,Co two etyma ,.ia SNOW WAD E Pox=59 psi<F&=1,785 psi Bending Capacity=3.3% Temperature Factor,C, ,. roar R fby=0 psi<Eby'=1,964 psi Wet Service Factor.C. AC MOE CANT tea Lim sic sr fc=114 psi<Fc=608 psi Axial Capacity=18.8% Incising Factor,CI 5554615e is/m1 110.555D w Repetitive Factor Cr WAR a ROOM a fc=114 psi<Fc'=625 psi SW Capacity=18.3% Built up Member yo s Member 4 a _ - w Combined Axial Compression and Bending Combined Capacity=6.9% SIM PL? ye....- __.. w Equation 3.9-3;2012 NDS page 22 Sill PL Type am a' Fire Treated? yA 2 x 4.DNIENSIONAL LUMBER DFa No.2 or Better at 24•ex. Project Name Garage Roof Framing Repair _ Project# 200706 41,111 MILLER CONSULTING Location 10433 SW Riverwood Lane, Tigard, OR tNGINEEHS lb Client Mr.Jim Arrigoni itljUO SW Oak St#400 503.246.1250 Portland OR 97223 miller-se.com By ALB Ck'd Date 7/30/2020 Page 8 of 10 WOOD'BEAM DESIGN 2018 National Design Specification for Wood Construction (ASD) Support Beam MEMBER PROPERTIES MEMBER LOADING Copyright 2020©Miller Consulting Engineers,Inc. b= 5.500 in Span= 18.00 ft l„= 2.00 ft d= 13.500 in • x1 = 0.00 ft w1 = 518.0 plf A= 74.25 in2 • x2= 18.00 ft w2= 518.0 plf S=_ 167.06 in3 Xa= 9.00 ft Pa= 0 lbs I= 1127.67 in° _ Xb= 0.00 ft Pb= 0 lbs El= 2,029,809 kip-in2 Xc= 0.00 ft Pc= 0 lbs Fb= 2400 psi MEMBER ANALYSIS Fr= 265 psi M= 20981 lbs-ft Reaction 1 = 4662 lbs E= 1800 ksi V= 4080 lbs Reaction 2= 4662 lbs E„,t„= 930 ksi TL Atit„;t=U 240 TL A= 0.629 in E'= 1,800 ksi LL aunt=L/ 360 LL A= 0.457 in F,l= 650 psi %LL = 72.7% Weight= 18.05 lbs/ft MEMBER INPUTS AND ADJUSTMENT FACTOR Rs= 4.70 <50, OK Material: Rosboro Glulam Reduction Fb F, Fe, E&Emin Grade: 24F-V4 5 1/2"Rosboro X-BeamTM' Ct„ 1.00 Load Duration: Two Months/Snow Load, CD=1.15 Co 1.15 1.15 Temperature Factor: DRY T<= 100°F Ct 1.00 1.00 1.00 1.00 Wet Service Factor. Moisture Content Less Than 19% CM 1.00 1.00 1.00 1.00 Incising Factor: Member is not Incised CI 1.00 1.00 1.00 1.00 Repetitive Factor: Member is not Repetitive C, 1.00 Cv 0.997 Member Size: 5.5 x 13.5 CF 1.00 Number of Plies: 1 Ply CL 0.997 BENDING fb= 1507 psi=M/S M= 20981 lbs-ft Ft;= 2751 psi=FbCdCtCFCMC,C,CLCf„ McAP= 38293 lbs-ft=Fb S Moment Utilization= 54.8% < 100% OK 20981 lbs-ft<38293 lbs-ft SHEAR fv= 82 psi=3V/2A V= 4080 lbs Fv= 305 psi=FvCdCtCMCi VcAP= 22628 lbs=F„'A Shear Utilization= 27.0% < 100% OK 4080 lbs>22628 lbs DEFL. TL A= U344 F„'= 650 psi= FdCtCMC; LL A= U472 R1 Bearing Width= 1.375 in TL A Utilization= 69.8% < 100% OK R2 Bearing Width= 1.375 in LL A Utilization= 76.2% < 100% OK Use 1 Ply of 5.5 x 13.5 24F-V4 5 1/2"Rosboro X-Beamt gri 1 Project Name Garage Roof Framing Repair Project# 200706 MILLER E t.r.t; 1�"�^ar, Location 10433 SW Riverwood Lane, Tigard, OR ENC-INFFP' Client Mr.Jim Arrigoni 9600 SW Oak St*400 503.246.1250 9 Of 10 Portland,OR 97223 miller-se coot By __ALB Ck'd Date 7/30/2020 Page • 2012 National Design Specification for Wood Construction Roducaon UrrWno A .Fr E Ent, Foe,= 1386 psi Post Copyright e 2020 Miler Consulting Engineers,Inc. Co 1.15 1.15 polio= 561 psi Mark Support Column Material:DIMENSIONAL LUMBER Rb, 92 I.:2_.� Grade:DFIL No.2 or Better Cr 1.00 Rb„ 4.7 v d,• size=4 x 6 C, 1.00 1.00 1.00 1.00 Fbe, 8260 psi of'= 1e� C.,,' a,= 5.50 in Cr 1.30 1.10 Fbey 32052 psiel 02= 3.50 in 1.00 1.00 1.00 1.00 Ku 2300 e. �z A= 19.25 its C, 1.00 too 1.00 1.00 Kr 0.59 e,z S,= 17.65 in3 Cr 1.00 Fb,' 1346 psi Height= 8.5 fl lei= 8.5 ft S,= 1123 in3 C. 1.00 Fb,' 1346 psi - P1= 4,651 In luz= 8.5 fl Le,= 15.64 fl Cc, 0.99 Fbe,JFb,' 6 P2= 0 lb M,,,= 0 ft-lbs Lee= 15_64 ft C,, 1.00 Fbe,1Fbr' 24 ext= 0 in Mr,= 0 ft-lbs Fb,= 900 pa, C,. 0.30 Fc' 1708 psi ey1= 0 in Mm= 45 ft-lbs Fb,= 900 psi Cfu 1.05 Fb,' 1346 psi ex2= 0 in M. 0 fibs Ex= 1600 Ica, Cs 1.00 1.00 1.00 1.00 Pb,' 1413 psi ey2= 0 in Ke,= 1 _ Ey= 1800 kin CE=Exterior wet use of SCL lumber Fd 517 psi w,= 0 lbsif Kew= 1 Ex,,,,,= 580 ksi I C,r I 1.00 j 1.00 I I Fc',si8 405 psi w,= 5 Wslft le,= 8.50 fl Ey,,,;,= 580 ksi Cm,=Single Pie Factor(piles only) Ex' 1600 psi leo= 5.50 ft Fc= 1350 psi C. J 1 I 1.00 I 1.00 Ey' 1600 psi le,/d,= 18.55 Fc,sill= 405 psi Co=Unheated Factor(piles only) Ex,,,,,' 580000 psi le,1d3= 29.14 c= 0.8 Ey,,,,,' 580000 psi I.= 48.53 in' 1,= 19.65 in Material DIMENSIONS NIMIER w Fbx'--(Fbx')(CLXCfu)=1,346 psi Grade ors mu a w.. • Fby'(Fby*XCLXCfu)=1,413 psi Load Duration,Co -uoNno 115 ftoW tow W.. Fc'=(FcXCd)(Cm(CtXCf)(Ci)(Cp)=517 psi Temperature Factor,C, r..eoS '• E`(EXCI)(CmXCi)=1,60 ksi Wet Service Factor,Coo trasn,xr WNr uss TINS rnf e Emin'=(EminXCtXCmXCiXCT)=580 ksi Incising Factor,CI WWII s NOT Sruto w Pox=31 psi<Fbx'=1,346 psi Bending Capacity=23% Repetitive Factor Cr 1.40.100 IS Nor arrenrvE .. tby=0 psi<Fby=1,413 psi Built up Member No _..__.._ fc=242 psi<Fe=517 psi Axial Capacity=46.8% Member a.a w Sig PL? vs • fc,sil=242 psi<Fr'=405 psi Sill Capacity=59.7% Sill PL.Type N«nFN Fire Treated? Na Combined Axial Compression and Bending Combined Capacity=24.6% Equation 3.9-3;2005 NOS page 20 4 x 6,DIMENSIONAL LUMBER DFIL No.2 or Better column with Hem/Fir sill plate r Project Name Garage Roof Framing Repair Project# 200706 f tit MILLER CONSULTING Location 10433 SW Riverwood Lane, Tigard, OR 11111 ENGINEERS Client Mr..lim Arrigoni 9600 SW Oak St#400 503.246.1250 -p�� � 10 of 10 Portland,OR 97223 miller-mom By ALB Ck'd trt "' Date 7/30/2020 Page