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Report (7) STT-tel4- 9 J2i GENERAL I L S L(2 v1f / ?/((19/ 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 A*Ru!' CR SITE CONDITIONS, THE CONTRACTOR SHALL REQUEST INTERPRETATION AND CLARIFICATION FROM "- ; BEGINNING THE PROJECT. THE ABSENCE OF SUCH REQUEST SHALL SIGNIFY THAT THE CONTRACTO- i USI` FAMILIARIZED HIMSELF WITH ALL ASPECTS OF THE PROJECT AND HAS COMPLETE COMPREHENSION THEREOF. THRACTOR SHALL BE RESPONSIBLE FOR CONFORMANCE TO ALL SAFETY REGULATIONS DURING CONSTRUCTION. A 12016 THE CONTRACT DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE UNLESS OTHERWISUrFlie L •t.THIL- EY DO NOT INDICATE THE METHOD OF CONSTRUCTION OR CONSTRUCTION LOADS. ONLY THE CONTRAC.a� - lel METHODS, DIRECTION AND RELATED EQUIPMENT NECESSARY TO PROTECT THE STRUCTURE, WORKMEN A 4s- `•-•-''s • M� 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 CONTRACTORS EXPENSE THESE PLANS, SPECIFICATIONS, ENGINEERING AND DESIGN WORK ARE INTENDED SOLELY FOR THE PROJECT SPECIFIED HEREIN. THE DESIGN TEAM 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 SI-I-E AND SPECIAL INSPECTIONS ARE NOT PART OF THE STRUCTURAL ENGINEERS 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,UTILETIES, 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 2014 OREGON STRUCTURAL SPECIALTY CODE, BASED ON THE 2012 INTERNATIONAL BUILDING CODE (IBC),INCLUDING ALL REFERENCE STANDARDS, UNLESS NOTED OTHERWISE ((�, 7 ? DESIGN LOADS 1�►i. 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 I II DESIGN DEAD LOADS ROOF 15 PSF FLOOR 15 PSF WALLS 8 PSF FLOOR LIVE LOAD(RESIDENTIAL) FLOORS I 40 PSF DECKS 40 PSF ROOF LIVE LOAD I SNOW LOAD CONTROLS DESIGN ROOF SNOW LOAD , I DESIGN ROOF SNOW LOAD 20 PSF SNOW DRIFTING AS NOTED ON PLANS (IF OCCURS) IMPORTANCE FACTOR Is= 1.0 GROUND SNOW LOAD PG=15 PSF EXPOSURE FACTOR CE=1 0 THERMAL FACTOR CT=1.0 FLAT ROOF SNOW LOAD PF=11 PSF 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 BEI I EH. 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. 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'/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 1/a INCHES WITH MIN. HEAD DIA. 5/16 IN. 16D NAIL:0.162 INCH DIA. X 3 1/2 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 DECKING/JOISTS (FACE NAIL) 16D AT 8"O.C. BOT PUTOP PL TO STUDS (END NAIL) (2) 16D AT 2X4, (3) 16D AT 2X6 BUILT-UP DBL STUDS (FACE NAIL) 10D AT 8"O.C.STAGGERED DBL TOP FL (FACE NAIL) 10D AT 12"O.C.STAGGERED DBL TOP FL SPLICES (FACE NAIL) (14) 10D EA SIDE OF JOINT DBL TOP PL CORNERS/INTERSECTIONS (FACE NAIL) (4) 10D STAGGERED CONTINUOUS HEADER(S) (HDRS) TO STUDS (TOE NAIL) (4) 10D TOP FL TO HDRS (FACE NAIL) 16D AT 16"O.C. JOIST TO DBL TOP PL/SILL PL (TOE NAIL) (4) 101) BLOCKING TO STUDS (TOE NAIL) (2) 10D JOISTS TO BLOCKING (END NAIL) (3) 16D STUDS TO HDRS (END NAIL) (6) 16DAT4X6/4X8 (8) 16D AT 4X10/4X12 HDRS TO CRIPPLE STUDS (TOE NAIL) (4) 10D NAIL-LAMINATED BEAMS (FACE NAIL) 16D AT 8"O.C.STAGGERED W/(3) 16D AT EA.END BLOCKING TO TRUSSES/JOISTS (TOE NAIL) (4) 10D JOIST LAP SPLICES OVER DBL TOP PL (FACE NAIL) (4) 10D 'RIM JOIST TO JOISTS (END NAIL) (3) 16D 2X6 TONGUE AND GROOVE DECKING (2) 16D HDG FACE NAILS AND(1) 16D HDG TOE NAIL EA.COURSE ATEA.SUPPORT SHEATHING 8D AT6"O.C. ATALL SUPPORTED PANEL EDGES AND ROOF ROOF PERIMETER AND 12"0.C. ATALL INTERMEDIATE SUPPORTS 10D GALV OR RING SHANK.AT 6"O.C.AT ALL FLOORS SUPPORTED PANEL EDGES AND FLOOR PERIMETER AND 12"O.C. AT ALL INTERMEDIATE SUPPORTS WALLS 8D AT6"O.C. ATALL PANEL EDGES AND AT 12"O.C. AT ALL INTERMEDIATE FRAMING MEMBERS GYPSUM WALLBOARD 1/2"GWB 5D COOLER OR WALLBOARD NAILS AT 7"O.C. ATALL FRAMING MEMBERS 5/8"GWB 6D COOLER OR WALLBOARD NAILS AT 7"O.C. ATALL FRAMING MEMBERS (2)LAYERS 5/8"GWB BASE PLY -6D COOLER OR WALLBOARD NAILS AT 9" O.C. FACE PLY -8D COOLER AT7"O.C. NOTE #6-1 1/4"TYPE S OR W SCREW MAY BE SUBSTITUTED FOR GNEN NAILS IN ALL GWB.FOR MULTIPLE LAYERS OF GWB,SCREWS REQUIRE 3/4"MIN. EMBED INTO WOOD MEMBER. et Ila, MILLER CONSULTING ENGINEERS STRUCTURAL CALCULATIONS Gavin & Kimberly Hindman Residence Remodel SW Fern Street, Tigard, Oregon May 2, 2016 Project No. 160313 31 pages Principal Checked: A )2L .`<-E'D PRo S. cD ��ca G N FF s/° rr , , , . ♦ ' 'a �OREGON4, 9G AO 23,`j� ,`N R. A LBO% EXPIRES: 12 -31 -2015 *** LIMITATIONS *** 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. Engineering Practical,Diverse Structural Solutions Since 1978 9570 S W Barbur Blvd.,Suite 100. Portland,Oregon 97219-5412 Phone:(503)246-1250 Fax:(503)246-1395 www.miller-se.com Building Cdde: 2014 Oregon Structural Specialty Code Soils Report: No Soils Report by: N/A Dated: N/A Soil Bearing: 1500 PSF Retaining Walls: No Equivalent Fluid Pressure(active): N/A PCF Passive bearing: N/A PCF Friction: N/A Structural System: Building Structure Vertical System: Lateral Sys: Element Roof ' Floor Load Type Dead Dead Basic Design Value(PSF) 15 15 Loads: Load Type Snow Floor Live Value(PSF) 20 40 Deflection Criteria L/240 L/360 Lateral Design Parameters: Wind Design: N/A MPH Exposure Importance Factors Iw= IE= Is= I,= Risk Cat: II (ice) (seismic) (snow) (ice) Seismic Design Latitude: 0.000000 Seismic design parameters are based on published Longitude: 0.000000 values from the USGS web site. 2%PE in 50 years,0.2 sec SA=Ss 2%PE in 50 years,1.0 sec SA=S1 (Site class B parameters are indicated on this page,for actual site class used in design,refer to seismic design summary) Design Summary: The scope of this project is modifications to existing bearing walls at the kitchen area. These modifications are limited and do not signficantly impact the lateral force resisting systems. 9570 SW Barbur Blvd Project Name Residential Remodel Suite One Hundred Project# 160313 Portland,OR 97219 14125 SW Mitchell Court, TigardOR 97223 Locationg , Client Gavin and Kimberly Hindman MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 /� 05/02/2016 www.miller-se.com By PRA Ck'd ARL Date Page 1 of 31 ENGINEERS 2- O c*, 2 m c r M` y 1 1 m� z 7/ r _ rm m < < m MI r x 7 ,.(D O j'co(n O. 33 O (gyp A W O<t) > O II 30'AFF51-HIGH 30"AFF 51"HIGH 1, iv � M I )II m °� (C _ ICH 98"AFF NOTE:ISLAND IS NOW EXACTLY THE SAME AS COOKTOP LI)) 1 j a Z r �I 0,3 Fri 2, WALL-105"OF CABINETS 3 m W D I b c -ISLAND COULD BE SLIGHTLY LARGER TO ACCOMMODATE 11 o `��-o. Z II 0 x ACCESSORIES II!" �� r -(?)TO CEILING CHANGE (E)'2x6 DININGIROOM(E)2x6 03 (7 Or _ decking II decking _ �• 1 Q AB VF.,}(,. I (ABOVE) 42'AFF 39.HIGH 7:1n/ ( J ��I,i I i 1 � .7." �• � G 131I ..,,:110��® Mlc7no .0 ® I� 15" sa36e DZ R;IGk I _`IOIS'I`S' Z 21"'�2G,'H.94^ 42" r 4,� Al (E)4 X 12 (F..)4 x 12 I � IIIA CEILING VAULTS .l aC IN FLOG 3AT CEILING II l Iv! �4E II371„ T � ,\✓ D 2 2x8 0 N 0) (BELOW) —404" 30" 492"v.. �:I'-4---36"---.14—. — —36"-1 36"—Jk CURVED OVERHA1 G .c-. 32'AFF52"HIGH ---' - r DEEPEST THRU-O O 32'AFF 52'HIGH 1 ( } II 55"AFF 29}4'HIGH I " OAP 15 0 N D U y` e _ r. iii — - -_ 4© � ® I ,{,E)BEAM(ABQV� 5� 1 Q Q \ Q i O O Q m. c ITRASH OW IIC` 11 1s" 1s' 3s" 24" jya' 'NI FAMILY ROOM (\ 3 "' - I EN 36"OR 3d'11 (E)BEAM 2024" �" 6 (D — ,� B CLQ H (E vUE II.891- �A111 - 471„ABOVE CD — — T 16”O, 2 CH 94"AFF — SING B 2 2 x 6 F ROVE 1 36" 36" 4' 36" 1 (ABOVE)DECKING (� (D 5"VAULTED CEILING 98i" '� 't 38'C00NTOP (ABOVE) O -BEAM ABOVE 0 _ _ ® II E R a 0 m CLOSET V V 1„ O 24" Q fa 1j TILE 4 i p4 36 H005 O I 4 "+ten rT,�-�� iivoiiiiii2. s o _.,_iiioiiiv�iiiiioiio_��y r�,_ ._ { FAM(ABOVEl EI c) ? N _—..... 1862' ' CURVED DRYWALL O Q m * (SEE ELEVATION) (E) X 10 Iw 3�, (N)4 X 8 HEADER 4 N = AT 16"0.0 �' 1084' I 4 2x6 ii o LIVING ROOM r C7 ( ;p ' M. (ABOVE) . V WOOD CEILING ABOVE 1 ° CLOSET a) il N UP WuoO W EN-p:Y O _ 93"AFF CH 9`. —AFF0 nLE PANTRY 9A 3'0.68 11 NEW VINYL FLOORING 2'8368 _ m ,i a s"VAULTED CEILING \/ - _ CD BEAM ABOVE K 00 O CD ALCOVE g it _ GARAGE a x --n n N j I 28}4'AFF 508'HIGH o G) SII Cs) A II II II 11 hmiiimZ. o F 1 ,, I II II I II II II II II 11 II II II II II II II II I , II II 1I li II 11 it Ai II 0 1 1 11I IIi.r 11 v II II J y t 0,x9 MMMMMEll U— wzw 4 Z. 1— a XU NO MAIN LEVEL FLOOR FRAMING PLAN 9570 SW Barbur Blvd Project Name Residential Remodel Project# 160313 Suite One Hundred Portland,OR 97219 14125 SW Mitchell Court, Tigard, OR 97223 Location Client Gavin and Kimberly Hindman I L L Phone 503.246.1250 CONSULTING Fax 503.246.1395 www.miller-se.com By PRA Ck'd A�1 Date 05/02/2016 3 of 31 ENGINEERS Page LOADING: , LIVE: 40 PSF SNOW: 20 PSF WALL: 8 PSF ' DEAD: 15 PSF DEAD: 15 PSF TOTAL: 55 PSF TOTAL: 35 PSF (FLOOR) (ROOF) 1 HEADER SPAN =4'-0" TRIB WIDTH =20/2 = 10' W= (55PSF)(10') + 8 PSF(2) =566 PLF 2012 National Design Specification for Wood Construction(ASD) Reduction Bending Fn Shear F° Bearing Fc, E&E,,;,, Re 5.41 OK<50 Mark Header 1 Material: DIMENSIONAL LUMBER CD 100 :1 00 E'„,,„= 580,000 psi Grade: DF/L No.2 or Better C, .100 .:1.00 1 00 100 FSE= 23786 psi Span 4.00 ft e„= 2.00 ft size=4 x 8 CF ;1,30 F5*= 1170 psi x1= 000 ft w1= 556 . lbs/ft b= 3.500 in CM 1.00 1 00 1.00 1.00: FSE/Fb'= 20.33 x2= 4:00 ft w2= 556 :lbs/ft d 7:250 in C, 1.00 1.00+ 100 1.00 Fe= 1167 psi Xa= 000 ft Pa= 0 lbs A= 25.38 int C, ';1.00 F,= 180 psi Xb= 0.00 ft Pb= 0 lbs S= 30.66 in' Cv 1.000 F,i= 625 psi Xc= 0.00 ft Pc= 0 lbs = 111.15 in° C 0 997 E'= 1,600,000 psi R1= 1112 lbs V= 776 °lbs E I 177.836 ,kip-int Cf, 1.00 R2 1112 lbs M= 1112 ft-lbs F5= 900 psi LL Aiimit=u360LLA= 0.01 ':inchs F„= 180 psi Material DIMENSIONAL LUMBER TL 4,<t=Lf 240 TL A= 002 inchs E= 1600 ksi Grade DF/L No.2 or Better LL 62.5% e,= 4.12 '.ft E,„n= 580 ksi Load Duration,Co TEN YEARS 1.0 OCCUP LIVE Fb'=(Fb)(Cd)(Ct)(CF)(CM)(Ci)(Cr)(CL)(Cfu)=1,167 psi F„i= 625 `psi Temperature Factor,Ct DRY T<=100°F Fv'=(Fv)(Cd)(Ct)(CM)(Ci)=180 psi Approx.weight 8 "lbs/ft Wet Service Factor,Cm MOISTURE CONT LESS THAN 19% E'=(E)(Ct)(CM)(Ci)=1,600,000 psi R1 Req'd Bearing Width 1.00 in. Incising Factor,C; MEMBER IS NOT INCISED Fcl'=(Fcl)(Ct)(CM)(Ci)=625 psi R2 Req'd Bearing Width 1.00 in. Repetitive Factor C, MEMBER IS NOT REPETITIVE fb=435 psi<Fb'=1,167 psi Bending Capacity=37.3% M=1,112 ft-lbs<Mmax=2,982 ft-lbs Member 4 x 8 fv=46 psi<Fv'=180 psi Shear Capacity=25.5% Number of Plies 1 Ply V=776 lbs<Vmax=3,045 lbs Max LL Defl=0.011 inches=L/4,222 LL Defl.Capacity=8.5% (1 Ply) 4 x 8,DIMENSIONAL LUMBER DF/L No.2 or Better Max TL Defl=0.018 inches=L/2,639 TL Defl.Capacity=9.1% Copyright 02015 Miller Consulting Engineers,Inc. 1,500 000 l 1,000 -0.002 ~� -0.004 t'NI'-,..4,0..--- 500 , v _ -0.006 m SOW a $ VP i -0.008 o a -0.010 * ' -t _r` -0.012 -500 o . -0.014 -1,000 -0.016 -0.018 -1,500 0 o a -0.020 =Shear o ^' m n m m m e e o 0 o o e - _ - n ,� n �, n r ,� el el m m e --Moment Distance(ft) Distance(ft) 9570 SW Barbur Blvd Project Name Residential Remodel Suite One Hundred Project# 160313 IlliAl Portland,OR 97219 14125 SW Mitchell Court, Tigard, OR 97223 t Locationg Client Gavin and Kimberly Hindman MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 www.miller-se.com By PRA Ck'd �1 Date 05/02/2016 4 of 31 ENGINEERS Page • C) HEADER SPAN =5'-6" TRIB WIDTH =6/2 = 3' W= (35 PSF)(3' + 1') + 8 PSF(6') + (55 PSF)(1') =243 PLF 2012 National Design Specification for Wood Construction(ASD) Reduction Bending F, Shear F, Bearing F„ E 8 E,,,,, Ra= 5.41 OK<50 Mark Header 2 Material: DIMENSIONAL LUMBER CD : 115 : 1.15 E'e,,, 580,000 psi Grade: DF/L No.2 or Better C, 1.00 100 100 1.00 F,E= 23786 psi Span 5.50 ft C„= 2.00 ft size=4 x 8 Cr 1 30 Fb'= 1346 psi x1= 0.00 ft w1= 243 lbs/ft b= :3.500 in CM 1.00 1.00 100 1.00 FbEb- /F'= 17.68 x2= 5.50 ft w2= 243 'lbs/ft d= -7.250 in C, 100 1.00 1.00 100 Fe= 1341 psi Xa= 0.00 ft Pa= 0 lbsA= 25.38 ins C, 1.00 F„= 207 psi Xb= 0.00 ft Pb= 0 lbs S= 3066 in' Cv 1.000 F,,,'= 625 psi Xc= 0.00 ft Pc= 0 lbs I= 111.15 in CL 0.997 E'= 1,600,000 psi R1= 668 lbs V= 521 r lbs El= 177,836 kip-int Cru 1.00 R2= 668 lbs M= 919 ft-lbs F5= 900 psi LL A,,,,=L/ 360 LL A= 0.02 inchs F,_ 180 psi Material (DIMENSIONAL LUMBER TL Arima=V 240 TL A= 0.03inchs E= 1600 ksi Grade DF/L No.2 or Better LL 62.5% 6e= 4.12: ft Emn= ..580 ':ksi Load Duration,CD TWO MONTHS 1.15 SNOW LOAD Fb'=(Fb)(Cd)(Ct)(CF)(CM)(Ci)(Cr)(CL)(Cfu)=1,341 psi F,,= 625 psi Temperature Factor,Ci DRY T<=100°F Fv'=(Fv)(Cd)(Ct)(CM)(Ci)=207 psi Approx.weight ;:93 17?'lt lbs/ft Wet Service Factor,CM MOISTURE CONT LESS THAN 19% E'=(E)(Ct)(CM)(Ci)=1,600,000 psi R1 Req'd Bearing Width 1.00 in. Incising Factor,C, MEMBER IS NOT INCISED Fc.L'=(Fcl)(Ct)(CM)(Ci)=625 psi R2 Req'd Bearing Width 1.00 in. Repetitive Factor C, MEMBER IS NOT REPETITIVE fb=360 psi<Fb'=1,341 psi Bending Capacity=26.8% M=919 ft-lbs<Mmax=3,428 ft-lbs Member 4 x 8 fv=31 psi<Fv'=207 psi Shear Capacity=14.9% Number of Plies 1 Ply V=521 lbs<Vmax=3,502 lbs Max LL Defl=0.018 inches=L/3,731 LL Defl.Capacity=9.6% (1 Ply) 4 x 8,DIMENSIONAL LUMBER DF/L No.2 or Better Max TL Defl=0.028 inches=L/2,332 TL Defl.Capacity=10.3% Copyright©2015 Miller Consulting Engineers,Inc. 1,000 0.000 800 ��� 600 / -0.005 400 -' , - -0.010 a 200 ' -0.015 rE ' -200 s '*r -0.020 -400 "*� , -600 ifii -0.025 -800 0 0 0 0 -0.030 0 =Shear O H ry m m m m v e v < n n Moment Distance(ft) Distance(ft) 4 X 8 DF/L NO. 2 OR BETTER 9570 SW Barbur Blvd Project Name Residential Remodel trit Suite One Hundred Project# 160313 Portland,OR 97219 14125 SW Mitchell Court, TigardOR 97223 Mi Locationg , Client Gavin and Kimberly Hindman MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 n www.miller-se.com By PRA Ck'd !��� Date 05/02/2016 Page 5 of 31 ENGINEERS e 2012 National Design Specification for Wood Construction(ASD) Reduction Bending F, Shear F, 1 Bearing F,, E&E,n,,, Rs= 14.26 OK<50 ' Mark Header 2(ALTERNATE) Material: DIMENSIONAL LUMBER Cc 1,00 100 E',.= 580,000 psi Grade: DF/L No.2 or Better C, 1.00 1.00 `1.00 1.00 FpE= 3424 psi Span 5.50... ft 8u= 2.00 ft size=2 x 1t1 CF 1.10 F5*.= 990 psi x1= 0.00 ft w1= 243 lbs/ft b= 1.500 in CM 1.00 1.00 1.00 1.00 FpE/Fe'= 3.46 x2= :5 50 ft va= 243 lbs/ft d= 9.250 +in C, r 1.00 100 1.00 1 00 F5'e 971 psi Xa= 0.00 ft Pa= 0 lbs A= 13.88 in' Cr 1-00 F, 180 psi Xb= 0.00 ft Pb= 0 lbs S= 21.39 In' Cy 1.000 F„'= 625 psi Xc= 0.00 ft Pc= 0 lbs I= 98.93 in° Ci t 0.981 E'= 1,600,000 psi R1= 668 lbs V= 481 ''lbs E I= 158,291 ;kip-int Cfu 1.00 R2= 668 lbs M= 919 ft-lbs Fe= 900P si LL 4i;md=U 360 LL A= 0.02 inchs F,= 180si Material P DIMENSIONAL LUMBER TL 4,„,,t=L/ 240 TL A= 0.03 inchs E= 1600 ksi Grade DF/L No.2 or Better %LL 62.5% Ee 4,12 ft Em,1= 580 ksi Load Duration,Co TEN YEARS 1.0 OCCUP LIVE Fb'=(Fb)(Cd)(Ct)(CF)(CM)(Ci)(Cr)(CL)(Cfu)=971 psi F,,= 625 psi Temperature Factor,Ce DRY T<=100°F Fv'=(Fv)(Cd)(Ct)(CM)(Ci)=180 psi Approx.weight . ;- s lbs/ft Wet Service Factor,Cm MOISTURE CONT LESS THAN 19% E'=(E)(Ct)(CM)(Ci)=1,600,000 psi R1 Req'd Bearing Width 1.00 in. Incising Factor,C1 MEMBER IS NOT INCISED Fcl'=(Fcl)(Ct)(CM)(Ci)=625 psi R2 Req'd Bearing Width 1.00 in. Repetitive Factor C, MEMBER IS NOT REPETITIVE fb=515 psi<Fb'=971 psi Bending Capacity=53.1% - M=919 ft-lbs<Mmax=1,730 ft-lbs Member 2 x 10 fv=52 psi<Fv'=180 psi Shear Capacity=28.9% Number of Plies 1 Ply V=481 lbs<Vmax=1,665 lbs Max LL Defl=0.020 inches=L/3,321 LL DeFl.Capacity=10.8% (1 Ply) 2 x 10,DIMENSIONAL LUMBER DF/L No.2 or Better Max TL Dell=0.032 inches=L/2,076 TL DefI Capacity=11.6% Copyright 0 2015 Miller Consulting Engineers,Inc. 1,000 0.000 800 ���� f,/ o.00s 600 / 400 - -*s i N",.. 0.010 C 200 ',- _ -0.015 2 u c -0.020 200 " `.. c '� -0.025 -400 600 0.030 -800 -0 035 EShear o 0 0 0 N N m m m m e < v v o n o 0 0 0 0 �, o t, „ m v e v v h ---Moment Distance(ft) Distance(ft) Notes: 2 X 10 DF/L NO. 2 OR BETTER at 9570 SW Barbur Blvd Project Name Residential Remodel Project# 160313 Suite One Hundred Portland,OR 97219 14125 SW Mitchell Court, Tigard, OR 97223 Location Client Gavin and Kimberly Hindman MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 B 6 of 31 www.miller-se.com y PRA Ck'd �� Date 05/02/2016 Page ENGINEERS 0,11 DL='9.5`7:8 PSF)+(15 PSF)(1.5')+(4 k 15PSF)=159 PLF trf1 LL-(4)(40 PSF)=160 PLF W1 SL=(1:5)(20 PSF)=30 PLO W20L=(12.8'((8PSF)=(15 PSF)(1.5)�-(4'j(15PSF(=185 PLF W2L>__(4')(40PSF1-_160 PLF t T 4 �= W2SL-(1 5)(20 PSF)--30 PLF L( A t W3DL=(105)(8PSo)+15PSF(15 , '4`)(15 PSF" 167 PLF V)/31.L=64')(40 PSF)_160 PLF W3SL—(1;5)(20 PSF)=30 PLF , ..t.:(5 . W4DL=(13 5/2)(15PSF)+(8)(8PSF)_165 PLO W4LL=(13.5'/2)(40 PSF)=270 PLF W5DL=(13.5'12)(15 PSF)-101 PLF roof beam W5LL=(13,5(2}(46PSF) 270 PLF ,.( P1DL=(15PSF)(122(12,2)=540LBS P1SL=(20 PS6)(12,2)(1212)=720 LBS 1• 71- v-- V12 BEAM1 '1 E' ---- 1 IiiiI W3 illim+!fi 11 # ! !> 1 6l�Iki !!A1! N f 11 I�I�II�B1�rt iij sa k • _ r / s - � 1 111! I ��i II M - f r . 5 k ko UI 1, p- VI x ac * 160313 la Location 14 ILO Avv Ivliturieii liourt, I Igaru, uri y2L3 Client Gavin and Kimberly Hindman MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 www.miller-se.com By PRA Ck'd A R'l" Date 05/02/2016 7 of 31 Page ENGINEERS Wall elevation N4 N6 N7 N8 N9 N10 N5 Beam 3 Beam 4 _, N2 N11 N 12 N 13 r14 N 15 N3 Nodes 3 6 7 8 9 ID .. 7; .-- Kl. -,1 C73 4 -, Lrr ,--- 2 12 ' 13 14 ' 15 ' 16 Members 8 of 31 159 plf167 plf 185 plf - . ,„..1.,..,. , „ii , A „. , . a ' 165 plf 101 plf N Dead Load on both beams 160 plf A ... �� 270 plf "ive Load on both beams 0 9 of 31 30 plf , - - -- ---,- - - '---- -- - - " --- ------------- - - - - - - -- ,-- - --- '-` - -- --" '----- --- .-.------= '' A,, „.,A , .. ,, , , , -, , „,. .-- , ,. . ... ,,. ,,,' ,' '... ,,,. .. ,,,,, Ar.- A,,,,,,, ,,, . r„..,„ - , . .-, ,, / , .-,,.. , ,. ,.,. A„ . ., , . , , , .„„,, , , , , „,,,, „,. ,,„ , „„,, ,,, .,„,„ , , , , , . .. .,, ..,,-..- ,„ - ........-, , ,, ,,-,, ...., , , , ,, ,- . , , „.,..,..,,,„, .,.A .„. ...„r..,,,A.,,„.„.,,,, , .,.. .,,,,,, ,..,,', ', , -„,, ' ' , /, , . , , „ „,,„„, ,, , , , , ,,, , _ , , , ,, . . , . ,, , ,,, , ,.., ., ., _ ,, , , , , ,, „ -... . . „.. . , . .. , . , , ..., . , „. . , , , „ -. . , , .. , . , , ., , A ,.. , ,„-. . ,,, , , , ,.. . . , . . ..,-.„ , , . - ., i 44''''''''''''''', t '-'"*""'""'"' 4 Snow load 10 of 31 N4N6 N7 Nd N 9 N 10 N5 N2 'N 11 ii 12 N 1.3 N 14N 15 14 3 Nodes 3 6 7 8 9 — *al•••••••••••=wamm.,..AVIMMI• •••••MR•II*1•10metnwar,WRINN... 2 12 13 14 15 161° ._, Members 11 of 31 ` Geometry data GLOSSARY Cb22, Cb33 :Moment gradient coefficients Cm22, Cm33 :Coefficients applied to bending term in interaction formula d0 :Tapered member section depth at J end of member DJX : Rigid end offset distance measured from J node in axis X DJY :Rigid end offset distance measured from J node in axis Y DJZ : Rigid end offset distance measured from J node in axis Z DKX :Rigid end offset distance measured from K node in axis X DKY : Rigid end offset distance measured from K node in axis Y DKZ :Rigid end offset distance measured from K node in axis Z dL :Tapered member section depth at K end of member Ig factor : Inertia reduction factor(Effective Inertia/Gross Inertia)for reinforced concrete members K22 : Effective length factor about axis 2 K33 : Effective length factor about axis 3 L22 :Member length for calculation of axial capacity L33 : Member length for calculation of axial capacity LB pos : Lateral unbraced length of the compression flange in the positive side of local axis 2 LB neg : Lateral unbraced length of the compression flange in the negative side of local axis 2 RX : Rotation about X RY : Rotation about Y RZ : Rotation about Z TO : 1 =Tension only member 0=Normal member TX :Translation in X TY :Translation in Y TZ :Translation in Z Nodes Node X Y Z Rigid Floor [in] [in] [in] 2 0.00 0.00 0.00 0 3 144.00 0.00 0.00 0 4 0.00 96.00 0.00 0 5 144.00 96.00 0.00 0 6 16.00 96.00 0.00 0 7 32.00 96.00 0.00 0 8 48.00 96.00 0.00 0 9 64.00 96.00 0.00 0 10 72.00 96.00 0.00 0 11 16.00 0.00 0.00 0 12 32.00 0.00 0.00 0 13 48.00 0.00 0.00 0 14 64.00 0.00 0.00 0 15 72.00 0.00 0.00 0 Restraints Node TX TY TZ RX RY RZ 2 1 1 1 0 0 0 3 0 1 1 0 0 0 4 1 0 1 0 0 0 5 0 0 1 0 0 0 12 of 31 Members Member NJ NK Description Section Material d0 dL Ig factor [in] [in] 2 2 11 Lower Beam S4S 4x12 DFir-L-N_No1_or_btr 0.00 0.00 0.00 3 4 6 Upper Beam S4S 4x12 DFir-L-N_No1_or btr 0.00 0.00 0.00 5 3 5 Support members S4S 6x6 DFir-L-N_No2 0.00 0.00 0.00 6 6 7 Upper Beam S4S 4x12 DFir-L-N_No1_or btr 0.00 0.00 0.00 7 7 8 Upper Beam S4S 4x12 DFir-L-N_No1_or btr 0.00 0.00 0.00 8 8 9 Upper Beam S4S 4x12 DFir-L-N_No1_or btr 0.00 0.00 0.00 9 9 10 Upper Beam S4S 4x12 DFir-L-N_No1_or btr 0.00 0.00 0.00 10 10 5 Upper Beam S4S 4x12 DFir-L-N_No1_or_btr 0.00 0.00 0.00 11 2 4 Support members S4S 2x4 DFir-L_Const 0.00 0.00 0.00 12 11 12 Lower Beam S4S 4x12 DFir-L-N_No1_or btr 0.00 0.00 0.00 13 12 13 Lower Beam S4S 4x12 DFir-L-N_No1_or_btr 0.00 0.00 0.00 14 13 14 Lower Beam S4S 4x12 DFir-L-N_No1_or btr 0.00 0.00 0.00 15 14 15 Lower Beam S4S 4x12 DFir-L-N_No1_or btr 0.00 0.00 0.00 16 15 3 Lower Beam S4S 4x12 DFir-L-N_No1_or_btr 0.00 0.00 0.00 17 6 11 Support members S4S 2x4 DFir-L_Const 0.00 0.00 0.00 18 7 12 Support members S4S 2x4 DFir-L_Const 0.00 0.00 0.00 19 8 13 Support members S4S 2x4 DFir-L_Const 0.00 0.00 0.00 20 9 14 Support members S4S 4x4 DFir-L_Const 0.00 0.00 0.00 Hinges Node-J Node-K Member M33 M22 V3 V2 M33 M22 V3 V2 TOR AXL Axial rigidity 5 1 0 0 0 1 0 0 0 0 0 Full 11 1 0 0 0 1 0 0 0 0 0 Full 17 1 0 0 0 1 0 0 0 0 0 Full 18 1 0 0 0 1 0 0 0 0 0 Full 19 1 0 0 0 1 0 0 0 0 0 Full 20 1 0 0 0 1 0 0 0 0 0 Full Load data GLOSSARY Comb : Indicates if load condition is a load combination Load conditions Condition Description Comb. Category DL Dead Load No DL LL LIVE No LL SL SNOW No SNOW 13 of 31 Load on nodes Condition Node FX FY FZ MX MY MZ [Lb] [Lb] [Lb] [Kip"ft] [Kip"ft] [Kip*ft] DL 10 0.00 -540.00 0.00 0.00 0.00 0.00 SL 10 0.00 -720.00 0.00 0.00 0.00 0.00 Distributed force on members rt IY2 (J) dt I 4 ki 1 d2 I Condition Member Dirt Vail Va12 Dist1 % Dist2 % [Lb/ft] [Lb/ft] [in] [in] DL 2 Y -165.00 -165.00 0.00 Yes 100.00 Yes 3 Y -159.00 -163.00 0.00 Yes 100.00 Yes 6 Y -163.00 -168.00 0.00 Yes 100.00 Yes 7 Y -168.00 -173.00 0.00 Yes 100.00 Yes 8 Y -173.00 -181.00 0.00 Yes 100.00 Yes 9 Y -181.00 -185.00 0.00 Yes 100.00 Yes 10 Y -185.00 -167.00 0.00 Yes 100.00 Yes 12 Y -165.00 -165.00 0.00 Yes 100.00 Yes 13 Y -165.00 -165.00 0.00 Yes 100.00 Yes 14 Y -165.00 -165.00 0.00 Yes 100.00 Yes 15 Y -101.00 -101.00 0.00 Yes 100.00 Yes 16 Y -101.00 -101.00 0.00 Yes 100.00 Yes LL 2 Y -270.00 -270.00 0.00 Yes 100.00 Yes 3 Y -160.00 -160.00 0.00 Yes 100.00 Yes 6 Y -160.00 -160.00 0.00 Yes 100.00 Yes 7 Y -160.00 -160.00 0.00 Yes 100.00 Yes 8 Y -160.00 -160.00 0.00 Yes 100.00 Yes 9 Y -160.00 -160.00 0.00 Yes 100.00 Yes 10 Y -160.00 -160.00 0.00 Yes 100.00 Yes 12 Y -270.00 -270.00 0.00 Yes 100.00 Yes 13 Y -270.00 -270.00 0.00 Yes 100.00 Yes 14 Y -270.00 -270.00 0.00 Yes 100.00 Yes 15 Y -270.00 -270.00 0.00 Yes 100.00 Yes 16 Y -270.00 -270.00 0.00 Yes 100.00 Yes SL 3 Y -30.00 -30.00 0.00 Yes 100.00 Yes 6 Y -30.00 -30.00 0.00 Yes 100.00 Yes 7 Y -30.00 -30.00 0.00 Yes 100.00 Yes 8 Y -30.00 -30.00 0.00 Yes 100.00 Yes 9 Y -30.00 -30.00 0.00 Yes 100.00 Yes 10 Y -30.00 -30.00 0.00 Yes 100.00 Yes Self weight multipliers for load conditions Self weight multiplier Condition Description Comb. MuitX MultY MuitZ DL Dead Load No 0.00 0.00 0.00 LL LIVE No 0.00 0.000.00 SL SNOW No 0.00 0.00 0.00 14 of 31 Analysis result Load Case Reactions x AF , ; F,, z • ® r Mx tI Direction of positive forces and moments Forces rLbl Moments IKip*ftl Node FX FY FZ MX MY MZ Condition DL=Dead Load 2 0.00000 2169.12350 0.00000 0.00000 0.00000 0.00000 3 0.00000 2000.87650 0.00000 0.00000 0.00000 0.00000 SUM 0.00000 4170.00000 0.00000 0.00000 0.00000 0.00000 Condition LL=LIVE 2 0.00000 2580.00000 0.00000 0.00000 0.00000 0.00000 3 0.00000 2580.00000 0.00000 0.00000 0.00000 0.00000 SUM 0.00000 5160.00000 0.00000 0.00000 0.00000 0.00000 Condition SL=SNOW 2 0.00000 540.00000 0.00000 0.00000 0.00000 0.00000 3 0.00000 540.00000 0.00000 0.00000 0.00000 0.00000 SUM 0.00000 1080.00000 0.00000 0.00000 0.00000 0.00000 Member Envelope for nodal reactions Note.- Ic is the controlling load condition 1x Direction of positive forces and moments Envelope of nodal reactions for . D1=DL D2=DL+LL D3=DL+SL D4=DL+0.75LL D5=DL+0.75SL D6=DL+0.75LL+0.75SL D7=DL+0.75SL Forces Moments Node Fx Ic Fy is Fz Ic Mx Ic My Ic Mz Ic [Lb] [Lb] [Lb] [Kip*ft] [Kip*ft] [Kip*ft] 2 Max 0.000 D1 4749.123 D2 0.000 D1 0.00000 D1 0.00000 D1 0.00000 D1 Min 0.000 D1 2169.123 D1 0.000 D1 0.00000 D1 0.00000 D1 0.00000 D1 3 Max 0.000 D1 4580.877 D2 0.000 D1 0.00000 D1 0.00000 D1 0.00000 D1 Min 0.000 D1 2000.877 D1 0.000 D1 0.00000 D1 0.00000 D1 0.00000 D1 15 of 31 Nodal displacements envelope Note.- Ic is the controlling load condition Nodal displacements envelope for: D1=DL D2=DL+LL D3=DL+SL D4=DL+0.75LL D5=DL+0.75SL D6=DL+0.75LL+0.75SL D7=DL+0.75SL Translation Rotation Node X Ic Y Ic Z Ic Rx Ic Ry Ic Rz Ic [in] [in] [in] [Rad] [Rad] [Rad] 2 Max 0.000 D1 0.000 D1 0.000 D1 0.00000 D1 0.00000 D1 -0.00277 D1 Min 0.000 D1 0.000 D1 0.000 D1 0.00000 D1 0.00000 D1 -0.00595 D2 3 Max 0.000 D1 0.000 D1 0.000 D1 0.00000 D1 0.00000 D1 0.00563 D2 Min 0.000 D1 0.000 D1 0.000 D1 0.00000 D1 0.00000 D1 0.00249 D1 4 Max 0.000 D1 -0.010 D1 0.000 D1 0.00000 D1 0.00000 D1 -0.00237 D1 Min 0.000 D1 -0.021 D2 0.000 D1 0.00000 D1 0.00000 D1 -0.00509 D2 5 Max 0.000 D1 -0.002 D1 0.000 D1 0.00000 D1 0.00000 D1 0.00555 D2 Min 0.000 D1 -0.004 D2 0.000 D1 0.00000 D1 0.00000 01 0.00266 D1 6 Max 0.000 D1 -0.048 D1 0.000 D1 0.00000 D1 0.00000 D1 -0.00225 D1 Min 0.000 D1 -0.102 D2 0.000 D1 0.00000 D1 0.00000 D1 -0.00482 D2 7 Max 0.000 D1 -0.081 D1 0.000 D1 0.00000 D1 0.00000 D1 -0.00187 D1 Min 0.000 D1 -0.175 D2 0.000 D1 0.00000 D1 0.00000 D1 -0.00399 D2 8 Max 0.000 D1 -0.107 D1 0.000 D1 0.00000 D1 0.00000 D1 -0.00126 D1 Min 0.000 D1 -0.229 D2 0.000 D1 0.00000 D1 0.00000 D1 -0.00264 D6 9 Max 0.000 D1 -0.121 D1 0.000 D1 0.00000 D1 0.00000 D1 -0.00048 D1 Min 0.000 D1 -0.258 D2 0.000 D1 0.00000 D1 0.00000 D1 -0.00096 D6 10 Max 0.000 D1 -0.124 D1 0.000 D1 0.00000 D1 0.00000 D1 0.00005 D2 Min 0.000 D1 -0.262 D2 0.000 D1 0.00000 D1 0.00000 D1 -0.00009 D3 11 Max 0.000 D1 -0.044 D1 0.000 D1 0.00000 D1 0.00000 D1 -0.00254 01 Min 0.000 D1 -0.094 D2 0.000 D1 0.00000 D1 0.00000 D1 -0.00547 D2 12 Max 0.000 D1 -0.081 D1 0.000 D1 0.00000 D1 0.00000 D1 -0.00198 D1 Min 0.000 D1 -0.174 D2 0.000 D1 0.00000 D1 0.00000 D1 -0.00426 D2 13 Max 0.000 D1 -0.107 D1 0.000 D1 0.00000 D1 0.00000 D1 -0.00121 D1 Min 0.000 D1 -0.230 D2 0.000 D1 0.00000 D1 0.00000 D1 -0.00265 D2 14 Max 0.000 D1 -0.120 D1 0.000 D1 0.00000 D1 0.00000 D1 -0.00032 D1 Min 0.000 D1 -0.259 D2 0.000 D1 0.00000 D1 0.00000 D1 -0.00082 D2 15 Max 0.000 D1 -0.120 D1 0.000 D1 0.00000 D1 0.00000 D1 0.00020 D3 Min 0.000 D1 -0.261 D2 0.000 D1 0.00000 D1 0.00000 D1 0.00012 D2 16 of 31 ,Member Forces envelope Note.- Ic is the controlling load condition Forces envelope for D1=DL D2=DL+LL D3=DL+SL D4=DL+0.75LL D5=DL+0.75SL D6=DL+0.75LL+0.75SL D7=DL+0.75SL MEMBER 2 Station Axial Ic Shear V2 Ic Shear V3 Ic Torsion Ic M22 Ic M33 Ic [Lb] [Lb] [Lb] [Kip*ft] [Kip*ft] [Kip*ft] 0% Max 0.00 D1 3009.96 D2 0.00 D1 0.00 D1 0.00 D1 0.00 D3 Min 0.00 D1 1365.32 D1 0.00 D1 0.00 D1 0.00 D1 0.00 D2 50% Max 0.00 D1 2719.96 D2 0.00 D1 0.00 D1 0.00 D1 1.91 D2 Min 0.00 D1 1255.32 D1 0.00 D1 0.00 D1 0.00 D1 0.87 D1 100% Max 0.00 D1 2429.96 D2 0.00 D1 0.00 D1 0.00 D1 3.63 D2 Min 0.00 D1 1145.32 D1 0.00 D1 0.00 D1 0.00 D1 1.67 D1 MEMBER 3 Station Axial Ic Shear V2 Ic Shear V3 Ic Torsion Ic M22 Ic M33 Ic [Lb] [Lb] [Lb] [Kip*ft] [Kip*ft] [Kip*ft] 0% Max 0.00 D1 1739.16 D2 0.00 D1 0.00 D1 0.00 D1 0.00 D6 Min 0.00 D1 803.80 D1 0.00 D1 0.00 D1 0.00 D1 0.00 D1 50% Max 0.00 D1 1525.83 D2 0.00 D1 0.00 D1 0.00 D1 1.09 D2 Min 0.00 D1 697.13 D1 0.00 D1 0.00 D1 0.00 D1 0.50 D1 100% Max 0.00 D1 1311.16 D2 0.00 D1 0.00 D1 0.00 D1 2.03 D2 Min 0.00 D1 589.13 D1 0.00 D1 0.00 D1 0.00 D1 0.93 D1 MEMBER 5 Station Axial Ic Shear V2 Ic Shear V3 Ic Torsion Ic M22 Ic M33 Ic [Lb] [Lb] [Lb] [Kip*ft] [Kip*ft] [Kip*ft] 0% Max -1120.79 D1 0.00 D1 0.00 D1 0.00 D1 0.00 D1 0.00 D1 Min -2248.99 D2 0.00 D1 0.00 D1 0.00 D1 0.00 D1 0.00 D1 50% Max -1120.79 D1 0.00 D1 0.00 D1 0.00 D1 0.00 D1 0.00 D1 Min -2248.99 D2 0.00 D1 0.00 D1 0.00 D1 0.00 D1 0.00 D1 100% Max -1120.79 D1 0.00 D1 0.00 D1 0.00 D1 0.00 D1 0.00 D1 Min -2248.99 D2 0.00 D1 0.00 D1 0.00 D1 0.00 D1 0.00 D1 MEMBER 6 Station Axial Ic Shear V2 Ic Shear V3 Ic Torsion Ic M22 Ic M33 Ic [Lb] [Lb] [Lb] [Kip*ft] [Kip*ft] [Kip*ft] 0% Max 0.00 D1 1948.51 D2 0.00 D1 0.00 D1 0.00 D1 2.03 D2 Min 0.00 D1 889.86 D1 0.00 D1 0.00 D1 0.00 D1 0.93 D1 50% Max 0.00 D1 1732.35 D2 0.00 D1 0.00 D1 0.00 D1 3.26 D2 Min 0.00 D1 780.36 D1 0.00 D1 0.00 D1 0.00 D1 1.49 D1 100% Max 0.00 D1 1514.51 D2 0.00 D1 0.00 D1 0.00 D1 4.34 D2 Min 0.00 D1 669.19 D1 0.00 D1 0.00 D1 0.00 D1 1.97 D1 17 of 31 .MEMBER 7 Station Axial Ic Shear V2 Ic Shear V3 Ic Torsion Ic M22 Ic M33 Ic [Lb] [Lb] [Lb] [Kip"ft] [Kip"ft] [Kip"ft] 0% Max 0.00 D1 1568.09 D2 0.00 D1 0.00 D1 0.00 D1 4.34 D2 Min 0.00 D1 707.58 D1 0.00 D1 0.00 D1 0.00 D1 1.97 D1 50% Max 0.00 D1 1348.59 D2 0.00 D1 0.00 D1 0.00 D1 5.32 D2 Min 0.00 D1 594.75 D1 0.00 D1 0.00 D1 0.00 D1 2.40 D1 100% Max 0.00 D1 1127.42 D2 0.00 D1 0.00 D1 0.00 D1 6.14 D2 Min 0.00 D1 480.25 D1 0.00 D1 0.00 D1 0.00 D1 2.76 D1 MEMBER 8 Station Axial Ic Shear V2 Ic Shear V3 Ic Torsion Ic M22 Ic M33 Ic [Lb] [Lb] [Lb] [Kip"ft] [Kip"ft] [Kip"ft] 0% Max 0.00 D1 1070.89 D6 0.00 D1 0.00 D1 0.00 D1 6.14 D2 Min 0.00 D1 485.47 D1 0.00 D1 0.00 D1 0.00 D1 2.76 D1 50% Max 0.00 D1 859.22 D6 0.00 D1 0.00 D1 0.00 D1 6.76 D2 Min 0.00 D1 368.80 D1 0.00 D1 0.00 D1 0.00 D1 3.05 D1 100% Max 0.00 D1 644.89 D6 0.00 D1 0.00 D1 0.00 D1 7.22 D2 Min 0.00 D1 249.47 D1 0.00 D1 0.00 D1 0.00 D1 3.25 D1 MEMBER 9 Station Axial Ic Shear V2 Ic Shear V3 Ic Torsion Ic M22 Ic M33 Ic [Lb] [Lb] [Lb] [Kip"ft] [Kip"ft] [Kip"ft] 0% Max 0.00 D1 1179.83 D3 0.00 D1 0.00 D1 0.00 D1 7.22 D2 Min 0.00 D1 535.67 D2 0.00 D1 0.00 D1 0.00 D1 3.25 D1 50% Max 0.00 D1 1109.16 D3 0.00 D1 0.00 D1 0.00 D1 7.38 D2 Min 0.00 D1 421.67 D2 0.00 D1 0.00 D1 0.00 D1 3.44 D1 100% Max 0.00 D1 1037.83 D3 0.00 D1 0.00 D1 0.00 D1 7.64 D6 Min 0.00 D1 307.01 D2 0.00 D1 0.00 D1 0.00 D1 3.61 D1 MEMBER 10 Station Axial Ic Shear V2 Ic Shear V3 Ic Torsion Ic M22 Ic M33 Ic [Lb] [Lb] [Lb] [Kip"ft] [Kip"ft] [Kip"ft] 0% Max 0.00 D1 -64.79 D1 0.00 D1 0.00 D1 0.00 D1 7.64 D6 Min 0.00 D1 -308.98 D6 0.00 D1 0.00 D1 0.00 D1 3.61 D1 50% Max 0.00 D1 -606.29 D1 0.00 D1 0.00 D1 0.00 D1 5.26 D2 Min 0.00 D1 -1277.98 D6 0.00 D1 0.00 D1 0.00 D1 2.60 D1 100% Max 0.00 D1 -1120.79 D1 0.00 D1 0.00 D1 0.00 D1 0.00 D1 Min 0.00 D1 -2248.99 D2 0.00 D1 0.00 D1 0.00 D1 0.00 D3 MEMBER 11 Station Axial Ic Shear V2 Ic Shear V3 Ic Torsion Ic M22 Ic M33 Ic [Lb] [Lb] [Lb] [Kip"ft] [Kip"ft] [Kip"ft] 0% Max -803.80 D1 0.00 D1 0.00 D1 0.00 D1 0.00 D1 0.00 D1 Min -1739.16 D2 0.00 D1 0.00 D1 0.00 D1 0.00 D1 0.00 D1 50% Max -803.80 D1 0.00 D1 0.00 D1 0.00 D1 0.00 D1 0.00 D1 Min -1739.16 D2 0.00 D1 0.00 D1 0.00 D1 0.00 D1 0.00 D1 100% Max -803.80 D1 0.00 D1 0.00 D1 0.00 D1 0.00 D1 0.00 D1 Min -1739.16 D2 0.00 D1 0.00 D1 0.00 D1 0.00 D1 0.00 D1 18 of 31 MEMBER 12 Station Axial Ic Shear V2 Ic Shear V3 Ic Torsion Ic M22 Ic M33 Ic [Lb] [Lb] [Lb] [Kip*ft] [Kip"ft] [Kip*ft] 0% Max 0.00 D1 1792.61 D2 0.00 D1 0.00 D1 0.00 D1 3.63 D2 Min 0.00 D1 844.60 D1 0.00 D1 0.00 D1 0.00 D1 1.67 D1 50% Max 0.00 D1 1503.03 D6 0.00 D1 0.00 D1 0.00 D1 4.73 D2 Min 0.00 D1 734.60 D1 0.00 D1 0.00 D1 0.00 D1 2.20 D1 100% Max 0.00 D1 1258.03 D6 0.00 D1 0.00 D1 0.00 D1 5.63 D2 Min 0.00 D1 624.60 D1 0.00 D1 0.00 D1 0.00 D1 2.65 D1 MEMBER 13 Station Axial Ic Shear V2 Ic Shear V3 Ic Torsion Ic M22 Ic M33 Ic [Lb] [Lb] [Lb] [Kip"ft] [Kip"ft] [Kip"ft] 0% Max 0.00 D1 1191.12 D6 0.00 D1 0.00 D1 0.00 D1 5.63 D2 Min 0.00 D1 586.21 D1 0.00 D1 0.00 D1 0.00 D1 2.65 D1 50% Max 0.00 D1 946.12 D6 0.00 D1 0.00 D1 0.00 D1 6.31 D2 Min 0.00 D1 476.21 D1 0.00 D1 0.00 D1 0.00 D1 3.01 D1 100% Max 0.00 D1 701.12 D6 0.00 D1 0.00 D1 0.00 D1 6.79 D2 Min 0.00 D1 366.21 D1 0.00 D1 0.00 D1 0.00 D1 3.29 D1 MEMBER 14 Station Axial Ic Shear V2 Ic Shear V3 Ic Torsion Ic M22 Ic M33 Ic [Lb] [Lb] [Lb] [Kip"ft] [Kip*ft] [Kip"ft] 0% Max 0.00 D1 735.57 D6 0.00 D1 0.00 D1 0.00 D1 6.79 D2 Min 0.00 D1 360.99 D1 0.00 D1 0.00 D1 0.00 D1 3.29 D1 50% Max 0.00 D1 490.57 D6 0.00 D1 0.00 D1 0.00 D1 7.15 D6 Min 0.00 D1 250.99 D1 0.00 D1 0.00 D1 0.00 D1 3.49 D1 100% Max 0.00 D1 326.95 D3 0.00 D1 0.00 D1 0.00 D1 7.39 D6 Min 0.00 D1 94.47 D2 0.00 D1 0.00 D1 0.00 D1 3.62 D1 MEMBER 15 Station Axial Ic Shear V2 Ic Shear V3 Ic Torsion Ic M22 Ic M33 Ic [Lb] [Lb] [Lb] [Kip"ft] [Kip"ft] [Kip"ft] 0% Max 0.00 D1 141.45 D2 0.00 D1 0.00 D1 0.00 D1 7.39 D6 Min 0.00 D1 -409.37 D3 0.00 D1 0.00 D1 0.00 D1 3.62 D1 50% Max 0.00 D1 17.78 D2 0.00 D1 0.00 D1 0.00 D1 7.35 D6 Min 0.00 D1 -443.04 D3 0.00 D1 0.00 D1 0.00 D1 3.55 D1 100% Max 0.00 D1 -105.88 D2 0.00 D1 0.00 D1 0.00 D1 7.31 D2 Min 0.00 D1 -476.70 D3 0.00 D1 0.00 D1 0.00 D1 3.46 D1 MEMBER 16 Station Axial Ic Shear V2 Ic Shear V3 Ic Torsion Ic M22 Ic M33 Ic [Lb] [Lb] [Lb] [Kip*ft] [Kip"ft] [Kip"ft] 0% Max 0.00 D1 -105.88 D2 0.00 D1 0.00 D1 0.00 D1 7.31 D2 Min 0.00 D1 -476.70 D3 0.00 D1 0.00 D1 0.00 D1 3.46 D1 50% Max 0.00 D1 -577.09 D1 0.00 D1 0.00 D1 0.00 D1 5.33 D2 Min 0.00 D1 -1218.88 D2 0.00 D1 0.00 D1 0.00 D1 2.19 D1 100% Max 0.00 D1 -880.09 D1 0.00 D1 0.00 D1 0.00 D1 0.00 D1 Min 0.00 D1 -2331.88 D2 0.00 D1 0.00 D1 0.00 D1 0.00 D2 MEMBER 17 Station Axial Ic Shear V2 Ic Shear V3 Ic Torsion Ic M22 Ic M33 Ic [Lb] [Lb] [Lb] [Kip"ft] [Kip"ft] [Kip"ft] 0% Max -300.72 D1 0.00 D1 0.00 D1 0.00 D1 0.00 D1 0.00 D1 Min -637.35 D2 0.00 D1 0.00 D1 0.00 D1 0.00 D1 0.00 D1 50% Max -300.72 D1 0.00 D1 0.00 D1 0.00 D1 0.00 D1 0.00 D1 Min -637.35 D2 0.00 D1 0.00 D1 0.00 D1 0.00 D1 0.00 D1 100% Max -300.72 D1 0.00 D1 0.00 D1 0.00 D1 0.00 D1 0.00 D1 Min -637.35 D2 0.00 D1 0.00 D1 0.00 D1 0.00 D1 0.00 D1 19 of 31 • MEMBER 18 Station Axial Ic Shear V2 Ic Shear V3 Ic Torsion Ic M22 Ic M33 Ic [Lb] [Lb] [Lb] [Kip*ft] [Kip*ft] [Kip*ft] 0% Max -38.39 D1 0.00 D1 0.00 D1 0.00 D1 0.00 D1 0.00 D1 Min -66.90 D6 0.00 D1 0.00 D1 0.00 D1 0.00 D1 0.00 D1 50% Max -38.39 D1 0.00 D1 0.00 D1 0.00 D1 0.00 D1 0.00 D1 Min -66.90 D6 0.00 D1 0.00 D1 0.00 D1 0.00 D1 0.00 D1 100% Max -38.39 D1 0.00 D1 0.00 D1 0.00 D1 0.00 D1 0.00 D1 Min -66.90 D6 0.00 D1 0.00 D1 0.00 D1 0.00 D1 0.00 D1 MEMBER 19 Station Axial Ic Shear V2 Ic Shear V3 Ic Torsion Ic M22 Ic M33 Ic [Lb] [Lb] [Lb] [Kip*ft] [Kip*ft] [Kip*ft] 0% Max 95.43 D2 0.00 D1 0.00 D1 0.00 D1 0.00 D1 0.00 D1 Min -52.99 D3 0.00 D1 0.00 D1 0.00 D1 0.00 D1 0.00 D1 50% Max 95.43 D2 0.00 D1 0.00 D1 0.00 D1 0.00 D1 0.00 D1 Min -52.99 D3 0.00 D1 0.00 D1 0.00 D1 0.00 D1 0.00 D1 100% Max 95.43 D2 0.00 D1 0.00 D1 0.00 D1 0.00 D1 0.00 D1 Min -52.99 D3 0.00 D1 0.00 D1 0.00 D1 0.00 D1 0.00 D1 MEMBER 20 Station Axial Ic Shear V2 Ic Shear V3 Ic Torsion Ic M22 Ic M33 Ic [Lb] [Lb] [Lb] [Kip*ft] [Kip*ft] [Kip*ft] 0% Max 46.98 D2 0.00 D1 0.00 D1 0.00 D1 0.00 D1 0.00 D1 Min -736.32 D3 0.00 D1 0.00 D1 0.00 D1 0.00 D1 0.00 D1 50% Max 46.98 D2 0.00 D1 0.00 D1 0.00 D1 0.00 D1 0.00 D1 Min -736.32 D3 0.00 D1 0.00 D1 0.00 D1 0.00 D1 0.00 D1 100% Max 46.98 D2 0.00 D1 0.00 D1 0.00 D1 0.00 D1 0.00 D1 Min -736.32 D3 0.00 D1 0.00 D1 0.00 D1 0.00 D1 0.00 D1 20 of 31 M33=7.64[KIp*ft] M33=7,64[4*fti 3 1 ........,:. 1933=44 z6[ p ] , 1[Kp' t1 M33=.1.94[K 4.16[KCKp* ] M33=1,94[Kfp*ft] M33=0[Kiip*ft] 6 7 89 I. 10 I I I ,M33=7.39[Kip*ft] ' ""t1/33-q*39[ 'tp*ft] I r 43 i 3 4:41X433=7.26[ ] 3 - p*ft] t4133t101) t 133 [KIp*ft] 1 f33=3 48[ f p*ft 2 12 13 14 15 '„ 16 Max moment (Load combination D6) 21 of 31 V2 1948 51[Lb] r 1 3916 L, V2 � O9tLb] n j 2 1031 3 ' — T,�F24 f+7[1 1 :J ,;si V2= 232,9 b3 7 1 1 V2=-2248.99[Lb] r j , 1 i 1 I 30Q9 9b b] 1 2=2429.96[Lb] 1 , X792 61 .b] x=1212 61[Lb] 2 12 13 ttV 14 V2=579,04[t 9d✓ [t 5. . X Max shear V2 (Load combination D2) V2=-2331'88[Lb] 22 of 31 Wood Design Design code: ANSI/AF&PA NDS-2005 ASD Report: Summary-Group by member Load conditions to be included in design: D1=DL D2=DL+LL D3=DL+SL D4=DL+0.75LL D5=DL+0.75SL D6=DL+0.75LL+0.75SL D7=DL+0.75SL Description Section Member Ctrl Eq. Ratio Status Reference Lower Beam S4S 4x12 2 D2 at 0.00% 0.64 OK (Sec.3.4) 12 D2 at 100.00% 0.72 OK (Sec.3.3) 13 D2 at 100.00% 0.87 OK (Sec.3.3) 14 D2 at 100.00% 0.94 OK (Sec.3.3) 15 D2 at 56.25% 0.94 OK (Sec.3.3) 16 D2 at 0.00% 0.94 OK (Sec.3.3) Support members S4S 2x4 11 D2 at 0.00% 0.60 OK (Sec.3.6.3) 17 D2 at 0.00% 0.22 OK (Sec.3.6.3) 18 D6 at 0.00% 0.02 OK (Sec.3.6.3) 19 D2 at 0.00% 0.03 OK (Sec.3.8) S4S 4x4 20 D3 at 0.00% 0.11 OK (Sec.3.6.3) S4S 6x6 5 D2 at 0.00% 0.07 OK (Sec.3.6.3) Upper Beam S4S 4x12 3 D2 at 0.00% 0.37 OK (Sec.3.4) 6 D2 at 100.00% 0.56 OK (Sec.3.3) 7 D2 at 100.00% 0.79 OK (Sec.3.3) 8 D2 at 100.00% 0.93 OK (Sec.3.3) 9 D2 at 100.00% 0.96 OK (Sec.3.3) 10 D2 at 0.00% 0.96 OK (Sec.3.3) 23 of 31 Detailed Wood Design for critical member Design code: ANSI/AF&PA NDS-2005 ASD Report: Comprehensive Member • 10 (Upper Beam) Design status OK PROPERTIES Section information Section name: S4S 4x12 (US) Dimensions b = 3.500 [in] Width d = 11.250 [in] Height Properties Section properties Unit Major axis Minor axis Gross area of the section. (Ag) [in2] 39.375 Moment of Inertia(principal axes) (I') [in4] 415.283 40.195 Top elastic section modulus of the section(local axis) (Ssup) [in3] 73.828 22.969 Material:DFir-L-N Not or btr Properties Value Type: Lumber Species: Other Grade: No.1 Coefficient of variation: 0.25 DESIGN CRITERIA Description Unit Value Temperature: -- T<=100F Moisture conditions: -- Dry Wood: -- Unincised Repetitive member: -- No Type: -- Beam End notches at top: -- Top Notch length: [in] 0.00 Notch depth: [in] 0.00 Description Unit Major axis Minor axis Physical length [in] 72.00 24 of 31 (Le) [in] 0.00 UnbracedEffective lengthlengthfor for bendingbending (Lu) [in] 6.00 Unbraced compression length(Lx, Ly) [in] 72.00 6.00 Effective length factor(K) -- 1.00 1.00 Lateral bracing -- No No Bearing length(Lb) [in] 0.50 Length between inflection points(Li) [in] 72.00 DESIGN CHECKS DESIGN FOR TENSION Ratio 0.00 Capacity 0.68[Kip/in2] Reference : (Sec.3.8) Demand 0.00[Kip/in2] Ctrl Eq. : D1 at 0.00% Intermediate results Unit Value Reference Axial design value for tension(Ft) [Kip/in2] 0.75 Duration factor(CD) -- 0.90 (Table 2.3.2) Wet service factor(CM) -- 1.00 (Sec.4.3.3) Temperature factor(Ct) -- 1.00 (Sec.2.3.3) Size factor(CFt) -- 1.00 (Sec.4.3.6) Incising factor(CiFt) -- 1.00 (Sec.4.3.8) Tension axial force(P+) [Lb] 0.00 DESIGN FOR COMPRESSION Ratio 9 00 Capacity 1.58[Kip/in2] Reference : (Sec.3.6.3) Demand 0.00[Kip/in2] Ctrl Eq. : D1 at 0.00% Intermediate results Unit Value Reference Axial design value for compression(Fc) [Kip/in2] 1.80 Duration factor(CD) -- 0.90 (Table 2.3.2) Wet service factor(CM) -- 1.00 (Sec.4.3.3) Temperature factor(Ct) -- 1.00 (Sec.2.3.3) Size factor(CF) -- 1.00 (Sec.4.3.6) Incising factor(Ci) -- 1.00 (Sec.4.3.8) Column stability factor(CP) -- 0.97 (Eq.3.7-1) Compression axial force(P-) [Lb] 0.00 Modulus of elasticity for stability(Emin) [Kip/in2] 660.00 Adiusted modulus of elasticity for stability(Emin') [Kip/in2] 660.00 Wet service factor(CM) -- 1.00 (Sec.4.3.3) Temperature factor(Ct) -- 1.00 (Sec.2.3.3) Incising factor(Ci) -- 1.00 (Sec.4.3.8) Buckling stiffness factor(CT) -- 1.00 (Sec.4.4.2) Critical buckling design value(FcE1) [Kip/in2] 13.25 (Sec.3.9.2) Critical buckling design value(FcE2) [Kip/in2] 184.61 (Sec.3.9.2) DESIGN FOR FLEXURE Bending about maior axis,M33 Ratio 0.96 Capacity 1.26[Kip/in2] Reference : (Sec.3.3) Demand 1.22[Kip/in2] Ctrl Eq. : D2 at 0.00% 25 of 31 Intermediate results Unit Value Reference Bending design value(Fb) [Kip/int] 1.15 Duration factor(CD) -- 1.00 (Table 2.3.2) Wet service factor(CM) -- 1.00 (Sec.4.3.3) Temperature factor(Ct) -- 1.00 (Sec.2.3.3) Stability Factor(CL) -- 1.00 (Sec.3.3.3) Size factor(CF) -- 1.10 (Sec.4.3.6) Incising factor(Ci) -- 1.00 (Table 4.3.8) Repetitive member factor(Cr) -- 1.00 (Sec.4.3.9) Bending moment(Mxx) [Kip*ft] 7.50 Slenderness Ratio(RB) -- 3.37 (Eq.3.3-5) Critical buckling design value(FbE) [Kip/in2] 69.77 (Sec.3.3.3.8) Bending about minor axis,M22 Ratio 00 Capacity 1.25[Kip/in2] Reference : (Sec.3.3) Demand 0.00[Kip/in2] Ctrl Eq. : D1 at 0.00% Intermediate results Unit Value Reference Bending design value(Fbvv) [Kip/in2] 1.15 Duration factor(CD) -- 0.90 (Table 2.3.2) Wet service factor(CM) -- 1.00 (Sec.4.3.3) Temperature factor(Ct) -- 1.00 (Sec.2.3.3) Stability Factor(CL) -- 1.00 (Sec.3.3.3) Size factor(CF) -- 1.10 (Sec.4.3.6) Flat use factor(Cfu) -- 1.10 (Sec.4.3.7) Incising factor(Ci) -- 1.00 (Table 4.3.8) Repetitive member factor(Cr) -- 1.00 (Sec.4.3.9) Bending moment(Mvv) [Kip*ft] 0.00 DESIGN FOR SHEAR Vt Shear parallel to minor axis,V2 Ratio 48 Capacity 0.18[Kip/in2] Reference : (Sec.3.4) Demand 0.09[Kip/in2] Ctrl Eq. : D2 at 100.00% Intermediate results Unit Value Reference Shear design value(Fv) [Kip/in2] 0.18 Duration factor(CD) -- 1.00 (Table 2.3.2) Wet service factor(CM) -- 1.00 (Sec.4.3.3) Temperature factor(Ct) -- 1.00 (Sec.2.3.3) Incising factor(Ci) -- 1.00 (Table 4.3.8) Shear Force(Vv) [Lb] -2248.99 Notch factor(CN) -- 1.00 (Sec.3.4.3) Shear parallel to major axis,V3 Ratio • o 0 Capacity 0.16[Kip/in2] Reference : (Sec.3.4.2) Demand 0.00[Kip/in2] Ctrl Eq. : D1 at 0.00% Intermediate results Unit Value Reference Shear design value(Fv) [Kip/in2] 0.18 26 of 31 •• ' Duration factor(CD) -- 0.90 (Table 2.3.2) Wet service factor(CM) -- 1.00 (Sec.4.3.3/5.3.3) Temperature factor(Ct) -- 1.00 (Sec.2.3.3) Incising factor(Ci) -- 1.00 (Table 4.3.8) Shear Force(VV) [Lb] 0.00 DESIGN FOR TORSION Nff Ratio Capacity 0.11 [Kip/int] Reference : (AITC-TCM) Demand 0.00[Kip/in2] Ctrl Eq. : D1 at 0.00% 0 0 Intermediate results Unit Value Reference Torsion design value(Fvt) [Kip/in2] 0.12 Torsion moment(Mtor) [Kip*ft] 0.00 DESIGN FOR BEARING(informative) Intermediate results Unit Value Reference Maximum reaction(Rmax) [Lb] 2835.00 (Sec.3.10.3) Load angle(AI -- 0.00 Axial design value for compression(Fc*) [Kip/in2] 1.62 Comp.design value perpendicular to grain(Fcp) [Kip/in2] 0.63 Wet service factor(CM) -- 1.00 (Sec.4.3.3) Temperature factor(Ct) -- 1.00 (Sec.2.3.3) Incising factor(Ci) -- 1.00 (Sec.4.3.8) Bearing area factor(Cb) -- 1.75 (Eq.3.10-2) INTERACTION Combined axial and bending interaction value Ratio 0.96 Ctrl Eq. : D2 at 0.00% Reference : (Eq.3.9-3) CRITICAL STRENGTH RATIO Ratio • , 96 Ctrl Eq. D2 at 0.00% Reference : (Sec.3.3) Member 16 (Lower Beam) Design status OK PROPERTIES Section information Section name: S4S 4x12 (US) 27 of 31 Dimensions ray A b = 3.500 [in] Width d = 11.250 [in] Height Properties Section properties Unit Major axis Minor axis Gross area of the section. (Ag) [in2] 39.375 Moment of Inertia(principal axes) (I') [in4] 415.283 40.195 Top elastic section modulus of the section(local axis) (Ssup) [in3] 73.828 22.969 Material:DFir-L-N Not or btr Properties Value Type: Lumber Species: Other Grade: No.1 Coefficient of variation: 0.25 DESIGN CRITERIA Description Unit Value Temperature: -- T<=100F Moisture conditions: -- Dry Wood: -- Unincised Repetitive member: -- No Type: -- Beam End notches at top: -- Top Notch length: [in] 0.00 Notch depth: [in] 0.00 Description Unit Major axis Minor axis Physical length [in] 72.00 Effective length for bending(Le) [in] 0.00 Unbraced length for bending(Lu) [in] 6.00 Unbraced compression length(Lx, Ly) [in] 72.00 6.00 Effective length factor(K) -- 1.00 1.00 Lateral bracing -- No No Bearing length(Lb) [in] 0.50 Length between inflection points(Li) [in] 72.00 DESIGN CHECKS DESIGN FOR TENSION Ratio ,0 Capacity 0.68[Kip/in2] Reference : (Sec.3.8) Demand 0.00[Kip/in2] Ctrl Eq. : D1 at 0.00% 28 of 31 4 Intermediate results Unit Value Reference Axial design value for tension(Ft) [Kip/int] 0.75 Duration factor(CD) -- 0.90 (Table 2.3.2) Wet service factor(CM) -- 1.00 (Sec.4.3.3) Temperature factor(Ct) -- 1.00 (Sec.2.3.3) Size factor(CFt) -- 1.00 (Sec.4.3.6) Incising factor(CiFt) -- 1.00 (Sec.4.3.8) Tension axial force(P+) [Lb] 0.00 DESIGN FOR COMPRESSION Ratio 0.00 Capacity 1.58[Kip/in2] V Reference : (Sec.3.6.3) Demand 0.00[Kip/in2] Ctrl Eq. : D1 at 0.00% Intermediate results Unit Value Reference Axial design value for compression(Fc) [Kip/in2] 1.80 Duration factor(CD) -- 0.90 (Table 2.3.2) Wet service factor(CM) -- 1.00 (Sec.4.3.3) Temperature factor(Ct) -- 1.00 (Sec.2.3.3) Size factor(CF) -- 1.00 (Sec.4.3.6) Incising factor(Ci) -- 1.00 (Sec.4.3.8) Column stability factor(CP) -- 0.97 (Eq.3.7-1) Compression axial force(P-) [Lb] 0.00 Modulus of elasticity for stability(Emin) [Kip/in2] 660.00 Adiusted modulus of elasticity for stability(Emin') [Kip/in2] 660.00 Wet service factor(CM) -- 1.00 (Sec.4.3.3) Temperature factor(Ct) -- 1.00 (Sec.2.3.3) Incising factor(Ci) -- 1.00 (Sec.4.3.8) Buckling stiffness factor(CT) -- 1.00 (Sec.4.4.2) Critical buckling design value(FcE1) [Kip/in2] 13.25 (Sec.3.9.2) Critical buckling design value(FcE2) [Kip/in2] 184.61 (Sec.3.9.2) DESIGN FOR FLEXURE Bending about maior axis,M33 Ratio O 94 Capacity 1.26[Kip/in2] Reference : (Sec.3.3) Demand • 1.19[Kip/in2] Ctrl Eq. : D2 at 0.00% Intermediate results Unit Value Reference Bending design value(Fb) [Kip/in2] 1.15 Duration factor(CD) -- 1.00 (Table 2.3.2) Wet service factor(CM) -- 1.00 (Sec.4.3.3) Temperature factor(Ct) -- 1.00 (Sec.2.3.3) Stability Factor(CL) -- 1.00 (Sec.3.3.3) Size factor(CF) -- 1.10 (Sec.4.3.6) Incising factor(Ci) -- 1.00 (Table 4.3.8) Repetitive member factor(Cr) -- 1.00 (Sec.4.3.9) Bending moment(Mxx) [Kip*ft] 7.31 Slenderness Ratio(RB) -- 3.37 (Eq.3.3-5) Critical buckling design value(FbE) [Kip/in2] 69.77 (Sec.3.3.3.8) Bending about minor axis,M22 Ratio 9 CO Capacity 1.25[Kip/in2] Reference : (Sec.3.3) 29 of 31 4 • • " Demand : 0.00[Kip/in2] Ctrl Eq. : D1 at 0.00% Intermediate results Unit Value Reference Bending design value(Fbyy) [Kip/in2] 1.15 Duration factor(CD) -- 0.90 (Table 2.3.2) Wet service factor(CM) -- 1.00 (Sec.4.3.3) Temperature factor(Ct) -- 1.00 (Sec.2.3.3) Stability Factor(CL) -- 1.00 (Sec.3.3.3) Size factor(CF) -- 1.10 (Sec.4.3.6) Flat use factor(Cfu) -- 1.10 (Sec.4.3.7) Incising factor(Ci) -- 1.00 (Table 4.3.8) Repetitive member factor(Cr) -- 1.00 (Sec.4.3.9) Bending moment(Mw) [Kip*ft] 0.00 DESIGN FOR SHEAR Shear parallel to minor axis,V2 Ratio 0.49 Capacity 0.18[Kip/in2] Reference : (Sec.3.4) Demand 0.09[Kip/in2] Ctrl Eq. : D2 at 100.00% Intermediate results Unit Value Reference Shear design value(Fv) [Kip/in2] 0.18 Duration factor(CD) -- 1.00 (Table 2.3.2) Wet service factor(CM) -- 1.00 (Sec.4.3.3) Temperature factor(Ct) -- 1.00 (Sec.2.3.3) Incising factor(Ci) -- 1.00 (Table 4.3.8) Shear Force(Vy) [Lb] -2331.88 Notch factor(CN) -- 1.00 (Sec.3.4.3) Shear parallel to maior axis,V3 Ratio 0 00 Capacity • 0.16[Kip/in2] Reference : (Sec.3.4.2) Demand 0.00[Kip/in2] Ctrl Eq. : D1 at 0.00% Intermediate results Unit Value Reference Shear design value(Fv) [Kip/in2] 0.18 Duration factor(CD) -- 0.90 (Table 2.3.2) Wet service factor(CM) -- 1.00 (Sec.4.3.3/5.3.3) Temperature factor(Ct) -- 1.00 (Sec.2.3.3) Incising factor(Ci) -- 1.00 (Table 4.3.8) Shear Force(Vy) [Lb] 0.00 DESIGN FOR TORSION Ratio 0. 0 Capacity 0.11 [Kip/in2] Reference : (AITC-TCM) Demand 0.00[Kip/in2] Ctrl Eq. : D1 at 0.00% Intermediate results Unit Value Reference Torsion design value(Fvt) [Kip/in2] 0.12 Torsion moment(Mtor) [Kip*ft] 0.00 30 of 31 'S F 4 v DESIGN FOR BEARING(informative) Intermediate results Unit [Lb] Value Reference Maximum reaction(Rmax) 2835.00 (Sec.3.10.3) Load angle(A1 -- [Kip/int] [Kip/int] 0.00 Axial design value for compression(Fc*) 1.62 Comp.design value perpendicular to grain(Fcp) 0.63 Wet service factor(CM) -- 1.00 (Sec.4.3.3) (Sec.2.3.3) (Sec.4.3.8) Temperature factor(Ct) -- 1.00 Incising factor(Ci) -- 1.00 Bearing area factor(Cb) -- 1.75 (Eq.3.10-2) INTERACTION VP Combined axial and bending interaction value Ratio 0.94 Ctrl Eq. : D2 at 0.00% Reference : (Eq.3.9-3) CRITICAL STRENGTH RATIO Ratio 1,94 Ctrl Eq. D2 at 0.00% Reference : (Sec.3.3) 31 of 31