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HomeMy WebLinkAboutB16-1966 000-000-000y 4. HUTM COUNW SEP 07 20% Dsvp,wvmwff smVICES 81(,-1966 STRUCTURAL CALCULATIONS Robinson Residence Gridley, CA Job Number: 16-802 February 10, 2016 PERMIT # "Hiup BUTTE COUNTY EVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE DATE o7 7 BY llS�teyeriSLweLSLAE::0'U w.Cu+'or•iic°50-23 r Q Q RECEIVED SEP 14 2016 TRB AND ASSOCIATES REVIEWED FOR CODE COMPLIANCE OCT 26 2016 33(:.3420302 `5-0342JS82 Ln O STRUCTURAL CALCULATIONS Table of Contents CALCULATIONS PAGE Design Criteria 2 Reference Drawings 3-4 Framing Design 5-31 Lateral Analysis 32-45 Foundation Design 46-57 US VINYCf S Sll e(A Sute :0 C! •co, Cu i u -iic; 55226 r Q a a?C 34? U U_ '5`0.342.1982 ti;w^.•r juc` ,u _o Robinson Residence CP I DESIGN,�L""I.VEfAND DEA'DILOA'DS ROOF DEAD LOAD : City Minimums Comp Roofing = 2.2 PSF 1/2" PLYWOOD = 1.7 PSF Trusses at 24"o.c. = 3.5 PSF 1/2" Gyp. Board = 2.2 PSF Mech. Elec. Plumbing = 1.0 PSF Insulation I = 1.0 PSF SUB -TOTAL = 11.6 PSF SLOPE CORRECTION "X:12" F 6.00 1.12 35.0 MISCELLANEOUS = 2.0 PSF ROOF DEAD LOAD: = 15 PSF ROOF SNOW LOAD: = 0.0 PSF ROOF LIVE LOAD: = 18.0 PSF PSF PSF PSF = PSF PSF SOILS DATA: SOILS REPORT: City Minimums GEOTECHNICAL ENGINEER: = 1.7 n/a DATE OF REPORT: PSF n/a BASIC BEARING PRESSURE =I PSF PADS & CONT. FNDT. = Qa = 1,500 PSF INCREASE FOR WIDTH = 0.0 % INCREASE FOR DEPTH = 0.0 % MAX. SOIL PRESSURE - Qa = 1,500 PSF ISOLATED FOUNDATIONS = 1,500 PSF ALLOW PASSIVE PRESSURE= 200.0 PCF ALLOW SOIL FRICTION = 0.35 EQUIV. FLUID PRESSURE = 35.0 PCF Russell, Gallaway Associates TYPICAL FLOOR LOADS: TOTAL FLOOR DEAD LOAD: FLOOR LIVE LOAD: EXTERIOR WALL LOADS: Plaster Siding 112" Gyp. Board 2X6 @ 16"o.c. 3/8" plywood MISCELLANEOUS TOTAL EXTERIOR WALL: SNOW LOAD DESIGN. CRITERIA: Job No. 16-802 1/26/2016 PSF PSF = PSF PSF PSF PSF PSF = 0.0 PSF 40.0 = 8.0 PSF = 2.2 PSF = 1.7 PSF = 1.3 PSF = 0.8 PSF =I PSF = 14.0 PSF ELEVATION = 86.0 FT GROUND SNOW LOAD (Pg) = 0.0 PSF EXPOSURE: I SHELTERED v I Ce = 1.10 THERMAL: IUNHEATED v Ct = 1.20 FLAT ROOF SNOW LOAD (Pf) = 0.0 PSF ROUGHNESS: Obstructed or Non -Slippery V I Cs = 1.00 SLOPED ROOF SNOW LOAD (Ps) = 0.0 PSF Structural Engineering N 3 \ yS f �_�,�,,J,a•a ,.: i' 1 _� *�'? tom• . r rye �. •�-, `� � � ��' �` aa� �-� ' �' �' - k 4 f N, � ,,,..y. _.wi'.RT.� _ _� SOY - �• C ft,.._ T 4 +•t/ M� _ I. � — f. { . ,� fPt ` • ` - , .ac>•. r'- p+ ' h F.. 'fL } r 4J'ws�w 'ri1' ��..�( .t y��•I . ` Google earth feet 400 meters 100 ° 1t -•o t4� p 4 1L=o . << � �orl=9V r 1dr1W`° vdo Tod=ti' n S'S°sN 3°I MI1 © 515°xe1041V a— ,z !ft. VVI Alvc 4-1 I o _ --°----------' I F: � a s r��ia. ,�! I q -'aro q•-rs.-o � 88 4o TYr. 10=217-14 1 Tr 1—t .► I - - —— VT T ° I O n 4Vp� �Q off• — i - - — - tv � s„Z•4,��.y >t;� ^ ^1'4 \. ads'}o �- - - �� m I g I� �� ; ,� �� i ,; Gnw 21” 17rY. yl S 1 c_IH� I lrY `C y'♦� cz 1 '^ • ro a ! l 1�• ^-Ola+�i 6•o c2. t.5 3,7 �� �°�� � .----- �� ---- � � �-J•�' STP �`� I � I�- :•i i W F q: -51 D e Air � !H 40 i} 14 a -- 4o-'o F 0 R T E 0 JOB SUMMARY REPORT Robinson FramingAte a1: Rear;.Patio _ _w Member Name Results Current Solution Comments Porch Beam 18' Span Passed 1 Piece(s) 5 1/2" x 12" 24F -V4 DF Glulam 12' Wall: Stud Passed 1 Piece(s) 2 x 6 M-12 Framer Series`"' Lumber Master Bedroom Header Passed 1 Piece(s) 6 x 8 Douglas Fir -Larch No. 2 Nook Window Header Passed 1 Piece(s) 6 x 6 Douglas Fir -Larch No. 2 Nook Door Header Passed 1 Piece(s) 5 1/2" x 12" 24F -V4 DF Glulam Living Room Door Header Passed 1 Piece(s) 5 1/2" x 12" 24F -V4 DF Glulam Bedroom 3 Window Header Passed 1 Pieces) 6 x 12 Douglas Fir -Larch No. 1 02: Interior, Bearing Wall Headers Member Name Results Current Solution Comments Bedroom 2 Girder Truss A32 Passed 1 Piece(s) 4 x 12 Douglas Fir -Larch No. 2 03: Front Entry Member Name Results Current Solution Comments Wall: Stud Passed 1 Piece(s) 1 1/2" x 7 1/4" 1.5E TimberStrand® LSL Wall: Header Passed 1 Piece(s) 6 x 6 Douglas Fir -Larch No. 2 Entry Porch Side Header Passed 1 Piece(s) 5 1/2" x 12" 24F -V4 DF Glulam Entry Porch Front Header Passed 1 Piece(s) 5 1/2" x 12" 24F -V4 DF Glulam 04: Bedroom 2 Member Name Results Current Solution Comments Wall: Header Passed 1 Pieces) 6 x 6 Douglas Fir -Larch No. 2 Bath: Header Passed 1 Pieces) 6 x 6 Douglas Fir -Larch No. 2 05: Dining Room Member Name Results Current Solution Comments Wall: Header Passed 1 Piece(s) 5 1/2" x 6" 24F -V4 DF Glulam 06: Office — - - — - - Member Name Results Current Solution Comments Wall: Header Passed 1 Piece(s) 6 x 6 Douglas Fir -Larch No. 2 07: service Room _ Member Name Results Current Solution Comments Window: Header Passed 1 Piece(s) 6 x 6 Douglas Fir -Larch No. 2 Door: Header Passed 1 Piece(s) 6 x 6 Douglas Fir -Larch No. 2 Roof: Drop Beam Passed 1 Piece(s) 6 x 6 Douglas Fir -Larch No. 2 08: Master,Bedroom — Member Name Results Current Solution Comments Window: Header Passed 1 Piece(s) 6 x 6 Douglas Fir -Larch No. 2 Bath: Header Passed 1 Piece(s) 6 x 6 Douglas Fir -Larch No. 2 WIC: Header Passed 1 Piece(s) 6 x 6 Douglas Fir -Larch No. 2 Forte Software Operator Clint Petersen Russell Gallaway Associates (530)342-0302 clint@rga-chico corn 2/9/2016 4:38:30 PM Forte v5.0, Design Engine: V6.4.0.40 Robinson Framing.4te Page 1 of 25 ®F 0 R T E o MEMBER REPORT Rear Patio, Porch Beam 18'Span 1 piece(s) S 1/2" x 12" 24F -V4 DF Glulam Overall Length: 18' 7" i i 0 18' 0 0 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.; Drawing is Conceptual Design Results Actual ® Location Allowed Result LDF Load: Combination (Pattem) Member Reaction (Ibs) 3473 @ 2" 12031 (3.50") Passed (29%) 1.0 D + 0.75 W + 0.75 L + 0.75 Lr (All Spans) Shear (lbs) 2648 @ 1' 3 1/2" 14575 Passed (18%) 1.25 1.0 D + 1.0 Lr (All Spans) Pos Moment (Ft -lbs) 13782 @ 9' 3 1/2" 33000 Passed (42%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in) 0.390 @ 9' 3 1/2" 0.913 Passed (L/562) 1.0 D + 0.75 W + 0.75 L + 0.75 Lr (All Spans) Total Load Defl. (in) 0.654 @ 9' 3 1/2" 1.217 Passed (L/335) 1.0 D + 0.75 W + 0.75 L + 0.75 Lr (All Spans) venecoon cncena: LL Iwzgu) ana IL (L/Ibtl). Bracing (Lu): All compression edges (top and bottom) must be braced at 18' 7" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 18' 3". The effects of positive or negative camber have not been accounted for when calcutating deflection. The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. Applicable calculations are based on NDS. — — Bearing Loads to Supports (lbs) Suppor't's Total Available Required Dead i Wind Total Accessories 1 - Stud wall - DF 3.50" 3.50" 1.50" 1403 1673 1087 4163 Blocking 2- Stud wall- DF 3.50" 3.50" 1.50" 1403 1673 1087 4163 Blocking Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Tributary Dead Roof Live Wind Loads Location widen 0.90 (0.90) (nortsnow:1.25) (1.60) Comments 1 - Uniform (PSF) 0 to 18' 7" 9' 15.0 20.0 13.0 Roof Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by [CC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Clint Petersen Russell Gallaway Associates (530)342-0302 clmt@rga-chico com PASSED 6 System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC Design Methodology : ASD Member Pitch: 0/12 & SUSTAINABLE FORESTRY INITIATIVE 2/9/2016 4:38:30 PM Forte v5.0, Design Engine: V6.4.0.40 Robinson Framing.4te Page 2 of 25 E22 FO R T E o MEMBER REPORT Rear Patio, Master Bedroom Header 1 piece(s) 6 x 8 Douglas Fir -Larch No. 2 0 Overall Length: 6' 3" 6' 0 Ed o All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.; Drawing is Conceptual Design Results Actual 0 Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 1790 @ 0 5156 (1.50") Passed (35%) 1.50" 1.50" 1.50" 1.0 D + 0.75 W + 0.75 L + 0.75 Lr (All Spans) Shear (Ibs) 1272 @ 9" 5844 Passed (22%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft -lbs) 2615 @ 3' 1 1/2" 4028 Passed (65%) 1.25 1.0 D + 1.0 Lr (All Spans) Vert Live Load Defl. (in) 0.046 @ 3' 1 1/2" 0.208 Passed (L/999+) __1.0 D + 0.75 W + 0.75 L + 0.75 Lr (All Spans) Vert Total Load Defl. (in) 0.078 @ 3' 1 1/2" 0.313 Passed (L/958) 1.0 D + 0.75 W + 0.75 L + 0.75 Lr (All Spans) Lat Member Reaction (lbs) 328 @ 6' 3" N/A Passed (N/A) 1.60 1.0 D + 1.0 W Lat Shear (lbs) 267 @ 7" 7480 Passed (4%) 1.60 1.0 D + 1.0 W Lat Moment (Ft -lbs) 513@ mid -span 3781 Passed (14%) 1.60 1.0 D + 1.0 W Lat Deflection (in) 0.019@ mid -span 0.625 Passed (L/999+) -- 1.0 D + 1.0 W Bi -Axial Bending 0.65 1.00 Passed (65%) 1 1.601 1.0 D + 0.75 W + 0.75 L + 0.75 Lr • Uetlection criteria: LL (L/360) and TL (L/240). Lateral deflection criteria: Wind (L/120) Bracing (Lu): All compression edges (top and bottom) must be braced at 6' 3" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Applicable calculations are based on NDS. PASSED 7 System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD I Lateral Connections Suppoiis Plate Size Plate MaterialConnector Type/Model Quantity Nailing Left 2X Douglas Fir -Larch Nails 8d x 2.5" Box (roe) 4 Right 2X Douglas Fir -Larch Nails 8d x 2.5" Box (roe) 4 Loads Bearing Loads to Supports (lbs) Supports Total Available Required Dead Ruoof Wind Total Accessories Comments 1 - Uniform (PSF) ire 1 - Trimmer - OF 1.50" 1.50" 1.50" 736 938 469 2143 None 2 - Trimmer - OF 1.50" 1.50" 1.50" 736 938 469 2143 None PASSED 7 System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD I Lateral Connections Suppoiis Plate Size Plate MaterialConnector Type/Model Quantity Nailing Left 2X Douglas Fir -Larch Nails 8d x 2.5" Box (roe) 4 Right 2X Douglas Fir -Larch Nails 8d x 2.5" Box (roe) 4 Loads Location Tributary Width Dead (0.90) Roo/ Live (rton,s w. 1.15) Wind (1.60) Comments 1 - Uniform (PSF) 0 to 6' 3" 15' 15.0 20.0 10.0 Roof Lateral Load Location Tributary Width Wind (1.60) Comments 1 - Uniform (PSF) Full Length 6' 17.5 n.a..w," .-w - o'.upwwc _-9.'Y ty, rrcan KWJ neiyrn tai ), i upo9rapmc raaor (i.u), vvmaruirecuonanry raaor (u.ts7), tsasic wina ]peea (st> mpn), importance Factor (1.0), Occupancy Category (10, Hurricane Prone Region (No), Effective Wind Area determined using full member span and Crib. width. • 2009 IBC Table 1604.3, footnote f: Deflection checks are performed using 70% of this lateral wind load. Weyerftaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Chrit Petersen Russell Gallaway Associates (530)342-0302 ChntCarga-chico com SUSTAINABLE FORESTRY INITIATIVE 2/9/2016 4:38:30 PM Forte v5.0, Design Engine: V6.4.0.40 Robinson Framing.4te Page 3 of 25 0 � F 0 R T E e MEMBER REPORT Rear Patio, Nook Window Header 1 piece(s) 6 x 6 Douglas Fir -Larch No. 2 Overall Length: 4' 3" + I 0 4' 0 0 0 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.; Drawing is Conceptual Design Results Actual ® Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 1849 @ 0 5156 (1.50") Passed (36%) o __) 1.0 D + 0.75 W + 0.75 L + 0.75 Lr (AIF Spans) Shear (lbs) 1253 @ 7" 4285 Passed (29%) 1.25 1.0 D + 1.0 Lr (AFI Spans) Moment (Ft -lbs) 1835 @ 2' 1 1/2" 2166 Passed (85%) 1.25 1.0 D + 1.0 Lr (All Spans) Vert Live Load Defl. (in) 0.038 @ 2' 1 1/2" 0.142 Passed (L/999+) -- 1.0 D + 0.75 W + 0.75 L + 0.75 Lr (All S ons Vert Total Load Defl. (in) 0.064 @ 2' 1 1/2" 0.213 Passed (L/791) 1.0 D + 0.75 W + 0.75 L + 0.75 Lr (AIF Spans) Lat Member Reaction (lbs) 229 @ 4' 3" N/A Passed (N/A) 1.601 1.0 D + 1.0 W Lat Shear (lbs) 166 @ 7" 5485 Passed (3%) 1.60 1.00+ 1.0 W Lat Moment (Ft -lbs) 1 243@ mid -span 2772 Passed (9%) 1.60 1.0 D + 1.0 W Lat Deflection (in) 0.006@ mid -span 0.425 Passed (L/999+) -- 1.0 D + 1.0 W Bi -Axial Bending 0.78 1.00 Passed (78%) 1.60 1.0 D + 0.75 W + 0.75 L + 0.75 Lr uenecoon criteria: LL (Ly36u) and I L (L/240). Lateral deflection criteria: Wind (V 120) Bracing (Lu): All compression edges (top and bottom) must be braced at 4' 3" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required bo achieve member stability. Applicable calculations are based on Nos. PASSED 8 System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology: ASD Lateral Connections Supports Plate Size PIaLe•Material connector Type/Model Quatrtity Nailing Left 2XDouglas Fr -Larch Nails I 8d x 2.5" Box (Toe) 3 Right 2X Douglas Fir -Larch Nails 8d x 2.5" Box (Toe) 3 - - - (Bearing Loads to Supports (lbs) Supports Total Avallable Required Dead � Wind Total Aocessortes Wind (1.60) Comments Uniform (PSF) 1 - Trimmer - DF 1.50" 1.50" 1.50" 749 978 489 2216 None 2 - Trimmer - DF 1.50" 1.50" 1.50" 749 978 489 2216 None PASSED 8 System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology: ASD Lateral Connections Supports Plate Size PIaLe•Material connector Type/Model Quatrtity Nailing Left 2XDouglas Fr -Larch Nails I 8d x 2.5" Box (Toe) 3 Right 2X Douglas Fir -Larch Nails 8d x 2.5" Box (Toe) 3 Lateral Load Loads Location nWidth Tributary Dead (0.90) Roof Live (non -snow: 1.75) Wind (1.60) Comments Uniform (PSF) 0 to 4'3" 23' 15.0 20.0 10.0 Roof Lateral Load Location Tributary Width Wind (1.60) Comments 1 - Uniform (PSF) Full Length 6' 18.0 rocgxr r -u5 sec. o.5. re.v. c exposure t augory (y, mean Koor neignt ([5-), I opograpnic Factor (t.u), wind uirectionaiity Factor (0.85), Basic wind Speed (85 mph), Importance Factor (1.0), Occupancy Category (11), Hurricane Prone Region (No), Effective Wind Area determined using full member span and bib. width. 2009 IBC Table 1604.3, footnote f: Deflection checks are performed using 70% of this lateral wind load. Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator I Forte Software Operator Clint Petersen Russell Gallaway Associates (530) 3420302 CImlCarga-chico com 0 SUSTAINABLE FORESTRY INITIATIVE 2/9/2016 4:38:30 PM Forte v5.0, Design Engine: V6.4.0.40 Robinson Framing.4te Page 4 of 25 va FO R T E o MEMBER REPORT Rear Patio, Nook Door Header 1 piece(s) 5 1/2" x 12" 24F -V4 DF Glulam Overall Length: 9'6" f — + t + 0 0 9' E 0 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.; Drawing is Conceptual Design Results Actual ® Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 4173 @ 1 1/2" 10725 (3.00") Passed (39%) 1.0 D + 0.75 W + 0.75 L + 0.75 Lr (All Spans) Shear (lbs) 2874 @ 1' 3" 14575 Passed (20%) 1.25 1.0 D + 1.0 Lr (All Spans) Pos Moment (Ft -lbs) 8781 @ 4' 9" 33000 Passed (27%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in) 0.060 @ 4'9" 0.308 Passed (L/999+) __ 1.0 D + 0.75 W + 0.75 L + 0.75 Lr (AIF Spans) Total Load Defl. (in) 0.102 @ 4' 9" 0.463 Passed (L/999+) 1.0 D + 0.75 W + 0.75 L + 0.75 Lr (All Spans) • uenection critena: U. (U360) and TL (L,/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 9' 6" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 9' 3". The effects of positive or negative camber have not been accounted for when calculating deflection. The specified glulam is assumed to have its strong laminations at the bottom of the beam. install with proper side up as indicated by the manufacturer. Applicable calculations are based on NDS. Loads Bearing Loads to Supports (Ibs) Dead (0.90) Roof Live (nmi-snow. Wind (1.60) Supports Tdrai Avallable kequired Roo Dead lend Total Aocessortes I - Trimmer - OF 3.00" 3.00" 1.50" 1715 2185 1093 4993 None t - Trimmer - DF 3.00" 3.00" 1.50" 1715 2185 1093 4993 None Loads Location Tributary W dtfi Dead (0.90) Roof Live (nmi-snow. Wind (1.60) Comments 1 - Uniform (PSF) 0 to 9' 6" 23' 15.0 20.0 10.0 Roof Weyerftaeuser Notes — — --- --- Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation Is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by [CC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Clint Petersen Russell Gallaway Associates (530)342-0302 clim@rga-chico com PASSED 9 System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology: ASD S SUSTAINABLE FORESTRY INITIATIVE q 2/9/2016 4:38:30 PM Forte v5.0, Design Engine: V6.4.0.40 Robinson Framing.4te Page 5 of 25 FO R T E O MEMBER REPORT Rear Patio, Living Room Door Header 1 piece(s) 5 1/2" x 12" 24F -V4 DF Glulam Overall Length: 12'6" 0 12' 0 a o All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.; Drawing is Conceptual Design Results Actual O Location Allowed Result LDF Load: Combination (Pattem) Member Reaction (lbs) 5491 @ 1 1/2" 10725 (3.00") Passed (51%) 1.0 D + 0.75 W + 0.75 L + 0.75 Lr (AIF Spans) Shear (lbs) 4105 @ 1' 3" 14575 Passed (28%) 1.25 1.0 D + 1.0 Lr (All Spans) Pos Moment (Ft -lbs) 15401 @ 6' 3" 33000 Passed (47%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl.(in) 0.184 @ 6'3" 0.408 Passed (L/799) 1.0D+0.75W+0.75L+0.75Lr(All Sans Total Load Defl. (in) 0.312 @ 6'3" 0.613 Passed (L/471) 1.0 D + 0.75 W + 0.75 L + 0.75 Lr (All S ans uenecoon criteria: LL (Usou) aria 1 c (L"40). Bracing (Lu): All compression edges (top and bottom) must be braced at 12' 6" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 12' 3". The effects of positive or negative camber have not been accounted for when calculating deflection. The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. Applicable calculations are based on NDS. Loads Bearing Tributary YVidti+ Loads to Supports (lbs) Roof Live (.n-s W. 1.25) Wind (1.60) Comments I - Uniform (PSF) Supports Total Available Required Dead Roof Wind Total Accessories 10.0 Roof Livi 1 - Trimmer - OF 3.00" 3.00" 1.54" 2257 2875 1438 6570 None 2 - Trimmer - OF 3.00" 3.00" 1.54" 2257 2875 1438 6570 None Loads Location Tributary YVidti+ Dead (0.90) Roof Live (.n-s W. 1.25) Wind (1.60) Comments I - Uniform (PSF) 0 to 12' 6" 23' 15.0 20.0 10.0 Roof Weyerhaeuser Notes ----- - Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.cam/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Clint Petersen Russell Gallaway Associates (530)342.0302 dintCarga-chico com PASSED 10 System: Wall Member Type : Reader Building Use : Residential Building Code : IBC Design Methodology : ASD (ZjJ SUSTAINABLE FORESTRY INITIATIVE 2/9/2016 4:38:30 PM Forte v5.0, Design Engine: V6.4.0.40 Robinson Framing.4te Page 6 of 25 fel FO R T E a MEMBER REPORT Rear Patio, Bedroom 3 Window Header 1 piece(s) 6 x 12 Douglas Fir -Larch No. 1 Overall Length: 6'7" 6' 0 0 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.; Drawing is Conceptual Design Results Actual ® Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 11368 @ 6' 5" 12031 (3.50") Passed (94%) 3.50" 3.50" 2.07" 1.0 D + 0.75 W + 0.75 L + 0.75 Lr (All Spans) Shear (lbs) 8919 @ 5'4" 8960 Passed (100%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft -lbs) 14162 @ 3' 3" 17048 Passed (83%) 1.25 1.0 D + 1.0 Lr (All Spans) Vert Live Load Defl. (in) 0.070 @ T4 13/16" 0.208 Passed (L/999+) __1.0 D + 0.75 W + 0.75 L + 0.75 Lr (AIF Spans) Vert Total Load Defl. (in) 0.116 @ T4 3/4" 0.313 Passed (L/646) 1.0 D + 0.75 W + 0.75 L + 0.75 Lr (All Spans) Lat Member Reaction (lbs) 327 @ 6' 5" N/A Passed (N/A) 1.60 1.0 D + 1.0 W Lat Shear (lbs) 266 @ 9" 11469 Passed (2%) 1.60 1.0 D + 1.0 W Lat Moment (Ft -lbs) 511@ mid -span 7723 Passed (7%) 1.60 1.0 D + 1.0 W Lat Deflection (in) 0.011@ mid -span 0.625 Passed (L/999+) -- 1.0 D + 1.0 W Bi-A:dal Bending 0.88 1.00 Passed (88%) 1 1.601 1.0 D + 0.75 W + 0.75 L + 0.75 Lr Deflection criteria: LL (L/360) and TL (L/240). Lateral deflection criteria: Wind (L/120) Bracing (Lu): All compression edges (top and bottom) must be braced at 6' 7" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Applicable calculations are based on NDS. -- - - Bearing Loads to Supports (lbs) rupports Total Available Required Dead � wind Total Accessories Comments 1 - Point (lb) 5-3- Trimmer- DF 3.50" 3.50" 2.07" 2955 2902 2623 8480 None Trimmer- OF 3.50" 3.50" 3.31" 4496 4443 4720 13659 None PASSED 11 System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD Lateral Connections supports Pla'fe Size Plate Material Connector Type/Model Quantity Nailing Left 2X Douglas Fir -Larch Nails 8d x 2.5" Box (Toe) 4 Right 2X Douglas Fir -Larch Nails 8d x 2.5" Box (Toe) 4 Loads Location Tributary Width Dead (0.90) Roof Live (non -snow: 1.25) wind (1.60) Comments 1 - Point (lb) 5-3- N/A 3514 3514 3823 Truss A32 2 - Point (lb) 3-3- N/A 2878 2878 3126 Truss A31 3 - Point (lb) J-3- N/A 953 953 394 Truss A30 Lateral Load Location Tribute Width 1 Wind (1.60) Comments 1 - Uniform (PSF) Full Length 6' 17.5 �cvxr r -w Zec. exposure t -ate -gory (y, mean Kocr reign[ (z:)'), i opograpnic Factor (i.u), wino uirectlonanty Factor (u.us), basic wino speed (tit, mph), importance Factor (1.0), Occupancy Category (10, Hurricane Prone Region (No), Effective Wind Area determined using full member span and Crib. width. • 2009 IBC Table 1604.3, footnote f: Deflection checks are performed using 70% of this lateral wind load. Forte Software Operator Clint Petersen Russell Gallaway Associates (530)342-0302 clint@rga-chico corn 2/9/2016 4:38:30 PM Forte v5.0, Design Engine: V6.4.0.40 Robinson Framing.4te Page 7 of 25 F 0 R T E O MEMBER REPORT Interior Bearing Wall Headers, Bedroom 2 Girder Truss A32 1 piece(s) 4 x 12 Douglas Fir -Larch No. 2 Overall Length: 2' 10 1/2" l 0 0 2.6" o a All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.; Drawing is Conceptual Design Results Actual ® Location Allowed Result IAF Load: combination (Pattern) Member Reaction (lbs) 6007 @ 1 1/2" 6563 (3.00") Passed (92%) Supports Total 1.0 D + 0.75 W + 0.75 L + 0.75 Lr (Ali Required De5'd LRoof Wind Total Accessories 1 - Trimmer - OF 3.00" 3.00" Spans) Shear (lbs) 4237 @ 1' 2 1/4" 7560 Passed (56%) 1.60 1.0 D + 0.75 W + 0.75 L + 0.75 Lr (Ail 1086 1195 3380 None S ans Moment (Ft -lbs) 5251 @ 1' 9745 Passed (54%) 1.60 1.0 D + 0.75 W + 0.75 L + 0.75 Lr (AIF S ans Live Load Defl. (in) 0.005 @ 1'S 5/16" 0.092 Passed (L/999+) __ 1.0 D + 0.75 W + 0.75 L + 0.75 Lr (All S ans Total Load Defl. (in) 0.008 @ 1. 5 5/16" 0.138 Passed (L/999+) 1.0 D + 0.75 W + 0.75 L + 0.75 Lr (All Spans) uenecoon cnFena: u (L/jou) ano I I_ (IjZqu). Bracing (Lu): All compression edges (top and bottom) must be braced at 2' 10 1/2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Applicable calculations are based on NDS. I Loads Location Tributary IMdth� Dead (0.9o) Loads to supports (lbs) Wind (1.611) comments 1 -Point (lb) 1' N/A Supports Total Available Required De5'd LRoof Wind Total Accessories 1 - Trimmer - OF 3.00" 3.00" 2.75" 2341 2326 2561 7228 None 2 - Trimmer - DF 1.50" 1.50" 1.50" 1099 1086 1195 3380 None I Loads Location Tributary IMdth� Dead (0.9o) Roof Live (mrr ow:1.25) Wind (1.611) comments 1 -Point (lb) 1' N/A 3412 3412 3756 Girder Truss A32 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered lumber Products have been evaluated by [CC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Clint Petersen Russell Gallaway Associates (530)342.0302 citnt@rga-chico corn PASSED 12 System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD T SUSTAINABLE FORESTRY INITIATIVE 2/9/2016 4:38:30 PM Forte v5.0, Design Engine: V6.4.0.40 Robinson Framing.4te Page 9 of 25 f-1 FO R T E 0 MEMBER REPORT Front Entry, Wall: Header I piece(s) 6 x 6 Douglas Fir -Larch No. 2 Overall Length: 6'3" + 0 6' E a All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.; Drawing is Conceptual Design Results Actual 0 Location Allowed Result LOF Load: Combination (Pattern) Member Reaction (lbs) 153 @ 0 5156 (1.50") Passed (3%) 1.50" 1.50" 1.50" 1.0 D + 0.75 W + 0.75 L + 0.75 Lr (All Spans) Shear (lbs) 108 @ 7" 4285 Passed (3%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft -lbs) 208 @ 3' 1 1/2" 2166 Passed (10%) 1.25 1.0 D + 1.0 Lr (All Spans) Vert Live Load Defl. (in) 0.009 @ 3' 1 1/2" 0.208 Passed (L/999+) --1.0 D + 0.75 W + 0.75 L + 0.75 Lr (All Scans) Vert Total Load Defl. (in) 0.017 @ 3' 1 1/2" 0.313 Passed (L/999+) 1.0 D + 0.75 W + 0.75 L + 0.75 Lr (All Spans) Lat Member Reaction (lbs) 430 @ 6' 3" N/A Passed (N/A) 1.60 1.0 D + 1.0 W Lat Shear (lbs) 349 @ 7" 5485 Passed (15%) 1.60 1.0 D + 1.0 W Lat Moment (Ft -lbs) 671@ mid -span 2772 Passed (24%) 1.60 1.0 D + 1.0 W Lat Deflection (in) 0.033@ mid -span 0.208 Passed (L/999+) -- 1.0 D + 1.0 W Bi -Axial Bending 0.31 1.00 Passed (31%) 1.60 1.0 D + 1.0 W uenecoon cncena: u (L/sou) and I t_ Lateral deflection criteria: Wind (L/360) Bracing (Lu): All compression edges (top and bottom) must be braced at 6' 3" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Applicable calculations are based on NDS. - PASSED 13 System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology: ASD 1 Lateral Connections Sup`po'rts Plate Size Plate Material Connector Type/Model Quantity Nailing Left 2X Douglas Fir -Larch Nails 10d x 3" Box (End) 5 Right 2X Douglas Fir -Larch Nails 10d x 3" Box (End) 5 Loads Beating Loads -t -0 -Supports (lbs) Supports Total Available Required Dead � Wind Total Accessories 1 - Trimmer - OF 1.50" 1.50" 1.50" 71 63 47 181 None 2 - Trimmer - OF 1.50" 1.50" 1.50" 71 63 47 181 None PASSED 13 System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology: ASD 1 Lateral Connections Sup`po'rts Plate Size Plate Material Connector Type/Model Quantity Nailing Left 2X Douglas Fir -Larch Nails 10d x 3" Box (End) 5 Right 2X Douglas Fir -Larch Nails 10d x 3" Box (End) 5 Loads Location Tributary tAlicith Dead (0.90) Roof Live (non -snow. 1.25) Wind (1.60) Comments 1 - Uniform (PSF) 0 to 6' 3" 1' 15.0 20.0 15.0 Roof Lateral Load location Tributary Width Wind (1.60) Comments 1 - Uniform (PSF) Full Length 8' 17.2 awacncy r . Cate -w act.. v.., .u. cxpubure t�tegury (y, mean rcoor nergnc (tai, I opograpnlc raaor (i.u), wind ulrealonaury rattor (u.aS), aasic wind Speed (85 mph), Importance Factor (1.0), Occupagory (I1)Hurricane Prone Region (No), Effective Wind Area determined using full member span and trib. width. • 2009 IBC Table 1604.3, footnote f: Deflection checks are performed using 70% of this lateral wind load. Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbVwy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Clint Petersen Russell Gallaway Associates (530)342-0302 clint@rga-chlco com (ljJ SUSTAINABLE FORESTRY INITIATIVE 2/9/2016 4:38:30 PM Forte v5.0, Design Engine: V6.4.0.40 Robinson Framing.4te Page 10 of 25 f/1 F,0 R T E a MEMBER REPORT Front Entry, Entry Porch Side Header 1 piece(s) 5 1/2" x 12" 24F -V4 DF Glulam Overall Length: T5 1/2" 7' D 9 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.; Drawing is Conceptual Design Results Actual m Location Allowed Result LOF Load: Combination (Pattern) Member Reaction (lbs) 1654 @ 4" 19663 (5.50") Passed (8%) 1.0 D + 0.75 W + 0.75 L + 0.75 Lr (All Spans) Shear (lbs) 791 @ 1' 5 1/2" 14575 Passed (5%) 1.25 1.0 D + 1.0 Lr (All Spans) Pos Moment (Ft -lbs) 2010 @ 3' 8 3/4" 33000 Passed (6%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in) 0.010 @ 3'8 3/4" 0.340 Passed (L/999+) __ 1.0 D + 0.75 W + 0.75 L + 0.75 Lr (All Spans) Total Load Defl. (in) 0.015 @ 3' 8 3/4" 0.453 Passed L/999+) ( __ 1.0 D + 0.75 W + 0.75 L + 0.75 Lr (All Spans) uenecoon criteria: LL (L/z9u) ano I I_ (y 181.1). Bracing (Lu): All compression edges (top and bottom) must be braced at 7' 5 1/2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Critical posillve moment adjusted by a volume factor of 1.00 that was calculated using length L = 6' 9 t/2". The effects of positive or negative camber have not been accounted for when calculating deflection. The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. Applicable calculations are based on NDS. — – Bearirq Tributary widths Dead (0.90) [Dads <p Supports (Ibs) end (1:60) Comments 1 - Uniform (PSF) 0 to 7' 5 1/2" 9-6- 15.0 20.0 Sujlpofts Total - Availetite Required Dead Root,"Wind Total Aecessorfes 1 - Column - DF 5.50" 5.50" 1.50" 591 709 709 2009 Blocking 2 - Column - DF 5.50" 5.50" 1.50" 591 709 709 2009 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Loads Location Tributary widths Dead (0.90) Roof Live (mn-srow:1.25) end (1:60) Comments 1 - Uniform (PSF) 0 to 7' 5 1/2" 9-6- 15.0 20.0 20.0 Roof Weyerhaeuser Notes - - — - - Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by [CC ES under technical reports ESR -1153 and FSR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/serAces/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Clint Petersen Russell Gallaway Associates (530)342-0302 clint@rga-chico com PASSED 14 System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC Design Methodology: ASD Member Pitch: 0/12 nA T SUSTAINABLE FORESTRY INITIATIVE T 2/9/2016 4:38:30 PM Forte v5.0, Design Engine: V6.4.0.40 Robinson Framing.4te Page 11 of 25 ®F,0 R T E o MEMBER REPORT Front Entry, Entry Porch Front Header 1 piece(s) 5 1/2" x 12" 24F -V4 DF Glulam Overall Length: 15' 0 15' a o All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.; Drawing is Conceptual Design Results Actual ® Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1133 @ 4" 19663 (5.50") Passed (15%) 1.0 D + 0.75 W + 0.75 L + 0.75 Lr (All Spans) Shear (lbs) 731 @ 1' 5 1/2" 14575 Passed (5%) 1.25 1.0 D + 1.0 Lr (All Spans) Pos Moment (Ft -lbs) 3108 @ 7' 6" 33000 Passed (9%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in) 0.060 @ TV 0.717 Passed (L/999+) -- 1.0 D + 0.75 W + 0.75 L + 0.75 Lr (All Spans) Total Load Defl. (in) 0.101 @ 76" 0.956 Passed (L/999+) 1.0 D + 0.75 W + 0.75 L + 0.75 Lr (All Spans) uenec00n crena: LL (Li[9u) ant I L (U tau). Bracing (Lu): All compression edges (bop and bottom) must be braced at 15' o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 14' 4". The effects of positive or negative camber have not been accounted for when calculating deflection. The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. Applicable calculations are based on NDS. --- — Bearing Location Loads to Supports (lbs) Dead (0.90) Roof Live (rwrrsnow:1.25) Wind (1.60) ;' 1 - Uniform (PSF) Support Total Availabler:.. Required Dead Roof Li• Wind Total Accessories 1 - Column - DF 5.50" 5.50" 1.50" 458 450 450 1358 Blocking 2 - Column - DF 5.50" 5.50" 1.50" 458 450 450 1358 Blocking Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Loads Location Tributary Widtlh Dead (0.90) Roof Live (rwrrsnow:1.25) Wind (1.60) Comments 1 - Uniform (PSF) 0 to 15' 3' 15.0 20.0 20.0 Roof Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -parry certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by [CC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator I Forte Software Operator Clinl Petersen Russell Gallaway Associates (530)342.0302 cl i n t@rga-chico.cona PASSED 15 System : Roof Member Type : Drop Beam Building Use : Residential Building Code : TBC Design Methodology : ASD Member Pitch: 0/12 l SUSTAINABLE FORESTRY INITIATIVE 2/9/2016 4:38:30 PM Forte v5.0, Design Engine: V6.4.0.40 Robinson Framing.4te Page 12 of 25 W,F,0 R T E m MEMBER REPORT Bedroom 2, Wall: Header 1 piece(s) 6 x 6 Douglas Fir -Larch No. 2 Overall Length: 4'3" I _ hI 0 i 4 0 11 0 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.; Drawing is Conceptual [Design Results Actual ® Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 733 @ 0 5156 (1.50") Passed (14%) 1.50" 1.50" 1.50" 1.0 D + 0.75 W + 0.75 L + 0.75 Lr (All Spans) Shear (lbs) 497 @ 7" 4285 Passed (12%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft -lbs) 729 @ 2' 1 1/2" 2166 Passed (34%) 1.25 1.0 D + 1.0 Lr (All Spans) Vert Live Load Defl. (in) 0.015 @ 2' 1 1/2" 0.142 Passed (L/999+) --1.0 D + 0.75 W + 0.75 L + 0.75 Lr (All Spans) Vert Total Load Defl. (in) 0.026 @ 2' 1 1/2" 0.213 Passed (L/999+) __ 1.0 D + 0.75 W + 0.75 L + 0.75 Lr (All Spans) Lat Member Reaction (lbs) 243 @ 4' 3" N/A Passed (N/A) 1.601 1.0 D + 1.0 W Lat Shear (lbs) 176 @ 7" 5485 Passed (3%) 1.60 1.0 D + 1.0 W Lat Moment (Ft -lbs) 258@ mid -span 2772 Passed (9%) 1.60 1.0 D + 1.0 W Lat Deflection (in) 0.006@ mid -span 0.425 Passed (L/999+) -- 1.0 D + 1.0 W Bi -Axial Bending 0.35 1.00 Passed (35%) 1.60 1.0 D + 0.75 W + 0.75 L + 0.75 Lr venecuon criteria: LL (L4sou) ano is (yegu). Lateral deflection criteria: Wind (L/120) Bracing (Lu): All compression edges (top and bottom) must be braced at 4' 3" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Applicable calculations are based on NDS. - -- Bearing Loads to supporta (lbs) __. -- Supports Total Available Required Dead Roof Wind Total Accessories 1 - Trimmer - DF 1.50" 1.50" 1.50" 303 383 191 877 None 2 - Trimmer - DF 1.50" 1.50" 1.50" 303 383 191 877 None PASSED 16 System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology: ASD 1 Lateral Connections Suppoits Plate Siie Plate Material Connector Type/Model Quantity Nailing Left 2X Douglas Fir -Larch Nails 8d x 2.5" Box (Toe) 3 Right 2X Douglas Fir -Larch Nails 8d x 2.5" Box (Toe) 3 -- Loads Location Tributary Width Dead (0.90) Roof Live (non -snow: 1.2.5) Wind (1.60) Comments 1 - Uniform (PSF) 0 to 4' 3" 9' 15.0 20.0 10.0 Roof Lateral Load Location Tribute Width Wind (1.60) Comments 1 - Uniform (PSF) Full Length 6' 19.0 tiw��..-w oma,.. . v -- I- oy,uwrc wrcyury (y, mean poor neign[ (sr), iopograpmc raaor (r.u), wino uirectionauty ractor (u.8s), basic wino Speeo (85 mph), Importance Factor (1.0), Occupancy Category (II), Hurricane Prone Region (No), Effective Wind Area determined using full member span and trib. width. • 2009 IBC Table 1604.3, footnote f: Deflection checks are performed using 70% of this lateral wind load. Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to ht4)://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Clint Petersen Russell Gallaway Associates (530) 342-0302 ciint@rga-Chicocom tuJ SUSTAINABLE FORESTRY INITIATIVE 2/9/2016 4:38:30 PM Forte v5.0, Design Engine: V6.4.0.40 Robinson Framing.4te Page 13 of 25 rW---'-F,0 R T ED MEMBER REPORT Bedroom 2, Bath: Header 1 pieces) 6 x 6 Douglas Fir -Larch No. 2 Overall Length: 3'3" 3' 0 0 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.; Drawing is Conceptual Design Results Actual O Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 317 @ 0 5156 (1.50") Passed (6%) o __) 1.0 D + 0.75 W + 0.75 L + 0.75 Lr (All Spans) Shear (Ibs) 190 @ 7" 4285 Passed (4%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft -lbs) 241 @ 1'7 1/2" 2166 Passed (11%) 1.25 1.0 D + 1.0 Lr (All Spans) Vert Live Load Defl. (in) 0.003 @ 1'7 1/2" 0.108 Passed (L/999+) --1.0 D + 0.75 W + 0.75 L + 0.75 Lr (AIF Spans) Vert Total Load Defl. (in) 0.005 @ 1'7 1/2" 0.162 Passed (L/999+) -- 1.0 D + 0.75 W + 0.75 L + 0.75 Lr (All Spans) Lat Member Reaction (lbs) 189 @ 3' 3" N/A Passed (N/A) 1.601 1.0 D + 1.0 W Lat Shear (lbs) 121 @ 7" 5485 Passed (2%) 1.60 1.0 D + 1.0 W Lat Moment (Ft -lbs) 153@ mid -span 2772 Passed (6%) 1.60 1.0 D + 1.0 W Lat Deflection (in) 0.002@ mid -span 0.325 Passed (L/999+) -- 1.0 D + 1.0 W Bi -Axial Bending 0.13 1.00 Passed (13%) 1.60 1.0 D + 0.75 W + 0.75 L + 0.75 Lr • Deflection criteria: LL (L/360) and TL (LJ240). Lateral deflection criteria: Wind (1./120) Bracing (Lu): All compression edges (top and bottom) must be braced at 3' 3" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Applicable calculations are based on NDS. - - - Bearing Loads to supports (lbs) Supports Total Available Required Dead Roof Wind Total Accessories Comments 1 - Uniform (PSF) ve 1 - Trimmer - OF 1.50" 1.50" 1.50" 134 163 81 378 None 2 - Trimmer - OF 1.50" 1.50" 1.50" 134 163 81 378 None PASSED 17 System: Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology: ASD Lateral Connections - -- Supports P19i size Plate Material Connector Type/Model Quantity TNailing Left 2X Douglas Fir -Larch Nails 8d x 2.5" Box (Toe) 2 Right 2X Douglas Fir -Larch Nails Sd x 2.5" Box (roe) 2 Loads location Tributary Width Dead (0.90) Roof Live (non -snow. 1.25) Wind (1.60) Comments 1 - Uniform (PSF) 0 to 3'3" 5' 15.0 20.0 10.0 Roof Lateral_ Load Location Tribute Width Wind (1.60) Comments 1 - Uniform (PSF) Full Length 6' 1 19.4 • - 4xr r -w �M. upubwe vuegury ky, mean Koor ne gm tart, -opograpmc raaor (i.u), wino uirecoonaury raaor (u.ti:)), Isasic wino bpeea (tss mpn), importance Factor (1.0), Occupancy Category (II), Hurricane Prone Region (No), Effective Wind Area determined using full member span and trib. width. • 2009 IBC Table 1604.3, footnote f: Deflection checks are performed using 70% of this lateral wind load. Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Clint Petersen Russell Gallaway Associates (530) 342-0302 clint@rga-Chico.com SUSTAINABLE FORESTRY INITIATIVE 2/9/2016 4:38:30 PM Forte v5.0, Design Engine: V6.4.0.40 Robinson Framing.4te Page 14 of 25 E F 0 R T E® MEMBER REPORT Dining Room, Wall: Header I 1 piece(s) 5 1/2" x 6" 24F -V4 DF Glulam Overall Length: 11' 4 0 0 a o a All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.; Drawing is Conceptual Design Results Actual 01 Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 459 @ 8' 8 3/4" 12513 (3.50") e Passed (4%) 1 3.50" 1.0 D + 0.75 W + 0.75 L + 0.75 Lr Ad' Spans) Shear (lbs) 196 @ 3' 1" 7288 Passed (3%) 1.25 1.0 D + 1.0 Lr (Adj Spans) Pos Moment (Ft -lbs) 171 @ V7 8250 Passed (2%) 1.25 1.0 D + 1.0 Lr (Alt Spans) Neg Moment (Ft -lbs) -219 @ 2' 5 1/4" 6359 Passed (3%) 1.25 1.0 D + 1.0 Lr (Adj Spans) Live Load Defl. (in) 0.003 @ 5'7" 0.210 Passed (L/999+) -- 1.0 D + 0.75 W + 0.75 L + 0.75 Lr (Alt Spans) Total Load Defl. (in) 0.006 @ 57" 0.313 Passed (L/999+) -- 1.0 D + 0.75 W + 0.75 L + 0.75 Lr (Alt Spans) • Deflection criteria: LL (L/360) and TL (5/16"). Bracing (Lu): All compression edges (top and bottom) must be braced at 11' o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 4' 2 5/16". Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L = 3' 4 1/16". The effects of positive or negative camber have not been accounted for when calculating deflection. The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. Applicable calculations are based on NDS. SUp�tts Taal Bearf :<•-.e Avaltable Required Dead Loads Eo Supports (lbs) .a � Roof u-- Wind Total — Accessories 1 - Trimmer - DF 3.50" 1 3.50" 1.50" 3 26/-22 25/-23 54/-45 None 2 - Trimmer - SPF 3.50" 3.50" 1.50" 209 222 112 543 None 3 - Trimmer - SPF 3.50" 3.50" 1.50" 209 222 112 543 None 4 - Trimmer - DF 1.50" 1.50" 1.50" -3 20/-25 22/-23 42/-51 None I Loads I Lootion ': ^ Widthry (Dead 90) I (iron-sro�w , (160 ::6) I ) I Comments 1 - Uniform (PSF) 0 to l l' 2' 15.0 20.0 10.0 Roof Weyerhaeuser Notes `-/ Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by [CC ES under technical reports ESR -1153 and ESR -1367 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator o Forte Software Operator Clint Petersen Russell Gallaway Associates (530)342-0302 clmt@rga-chico.com PASSED 18 System: Wall 'Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD (Ij) SUSTAINABLE FORESTRY INITIATIVE 2/9/2016 4:38:30 PM Forte v5.0, Design Engine: V6.4.0.40 Robinson Framing.4te Page 15 of 25 F,0 R T E' MEMBER REPORT Office, Wall: Header 1 piece(s) 6 x 6 Douglas Fir -Larch No. 2 Overall Length: 6' 3" 4 + 0 - - - - 0 6' a o All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.; Drawing is Conceptual Design Results Actual ® Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 376 @ 0 5156 (1.50") Passed (7%) 1.50" 1.50" 1.50" 1.0 D + 0.75 W + 0.75 L + 0.75 Lr (All Spans) Shear (lbs) 286 @ 7" 4285 Passed (7%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft -lbs) 550 @ 3' 1 1/2" 2166 Passed (25%) 1.25 1.0 D + 1.0 Lr (All Spans) Vert Live Load Defl. (in) 0.023 @ 3' 1 1/2" 0.208 Passed(L/999+) __ 1.0 D + 0.75 W + 0.75 L + 0.75 Lr (All S ans Vert Total Load Defl. (in) 0.042 @ 3' 1 1/2" 0.313 Passed (L/999+) 1.0 D + 0.75 W + 0.75 L + 0.75 Lr (All Spans) Lat Member Reaction (lbs) 348 @ 6' 3" N/A Passed (N/A) 1.60 1.0 D + 1.0 W Lat Shear (lbs) 283 @ 7" 5485 Passed (5%) 1.60 1.0 D + 1.0 W Lat Moment (Ft -lbs) 544@ mid -span 2772 Passed (20%) 1.60 1.0 D + 1.0 W Lat Deflection (in) 0.027@ mid -span 0.625 Passed (L/999+) -- 1.0 D + 1.0 W Bi -Axial Bending 0.36 1.00 Passed (36%) 1 1.601 1.0 D + 0.75 W + 0.75 L + 0.75 Lr • Uerleceon criteria: LL (L)6bU) and I L (5/ 16"). Lateral deflection criteria: Wind (L/120) Bracing (Lu): All compression edges (top and bottom) must be braced at 6' 3" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Applicable calculations are based on NDS. PASSED 19 System: Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD Lateral.Connectlons ppoeis Plate Size Plate Material Connector Type/Model Quantity Nailing Left 2X Douglas Fir -Larch Nails 8d x 2.5" Box (Toe) 4 Right 2X I Douglas Fir -Larch Nails 8d x 2.5" Box (foe) 4 Loads - - - -Bearing Loads to Supports (lbs) -- Supports Total Avallable Required Dead Roof Wind Total Accessories I - Trimmer - OF 1.50" 1.50" 1.50" 165 188 94 447 None 2 - Trimmer - DF 1.50" 1.50" 1.50" 165 188 94 447 None PASSED 19 System: Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD Lateral.Connectlons ppoeis Plate Size Plate Material Connector Type/Model Quantity Nailing Left 2X Douglas Fir -Larch Nails 8d x 2.5" Box (Toe) 4 Right 2X I Douglas Fir -Larch Nails 8d x 2.5" Box (foe) 4 Loads Location Tributary Width Dead (0.90) Root Live (ramsmw:3.25) Wind (1.60) - Comments 1 - Uniform (PSF) 0 to 6' 3" 3' 15.0 20.0 10.0 Roof Lateral Load Location Tribute Width Wind (1.60) Comments 1 - Uniform (PSF) Full Length 6' 18.6 • roc. Ia.. r-ua aec. o.a. rc.v. r: cxpo51.lre t.da:gory kL), mean ewoT neignt (ss ), i opograpnlc raaor (1.u), Wind uirectionaury t -actor (u.55), basic wind Speed (85 mph), Importance Factor (1.0), Occupancy Category (II), Hurricane Prone Region (No), Effective Wind Area determined using full member span and trib. width. • 2009 IBC Table 1604.3, footnote f: Deflection checks are performed using 70% of this lateral wind load. Weyerhaeuser Notes - --- -- Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Clint Petersen Russell Gallaway Associates (530)342.0302 clintCrga-chico cam T SUSTAINABLE FORESTRY INITIATIVE 2/9/2016 4:38:30 PM Forte v5.0, Design Engine: V6.4.0.40 Robinson Framing.4te Page 16 of 25 i9F,0 R T E ® MEMBER REPORT Service Room, Window: Header I piece(s) 6 x 6 Douglas Fir -Larch No. 2 Overall Length: 4'3" ji 0 4' a a All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.; Drawing is Conceptual Design Results Actual ® Location Allowed Result LDF Load: Combination (Pattem) Member Reaction (Ibs) 255 @ 0 5156 (1.50") Passed (5%) o __) 1.0 D + 0.75 W + 0.75 L + 0.75 Lr (All Spans) Shear (Ibs) 174 @ 7" 4285 Passed (4%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-Ibs) 254 @ 2' 1 1/2" 2166 Passed (12%) 1.25 1.00+ 1.0 Lr (All Spans) Vert Live Load Defl. (in) 0.005 @ 2' 1 1/2" 0.142 Passed (L/999+) 1.0 D + 0.75 W + 0.75 L + 0.75 Lr (All Scans) Vert Total Load Defl. (in) 0.009 @ 2' 1 1/2" 0.213 Passed (L/999+) 1.0 D + 0.75 W + 0.75 L + 0.75 Lr (All Spans) Lat Member Reaction (Ibs) 243 @ 4' 3" N/A Passed (N/A) 1.60 1.0 D + 1.0 W Lat Shear (Ibs) 176 @ 7" 5485 Passed (3%) 1.60 1.0 D + 1.0 W Lat Moment (Ft-Ibs) 258@ mid -span 2772 Passed (9%) 1.60 1.0 D + 1.0 W Lat Deflection (in) 0.006@ mid -span 0.425 Passed (L/999+) -- 1.0 D + 1.0 W Bi -Axial Bending 0.17 1.00 1 Passed (17%) 1 1.601 1.0 D + 0.75 W + 0.75 L + 0.75 Lr Deflection criteria: U. (1-/360) and TL (1./240). Lateral deflection criteria: Wind (L/120) Bracing (Lu): All compression edges (bop and bottom) must be braced at 4' 3" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Applicable calculations are based on NDS. - - Bearing Loads to Supports (Ibs) - Supports Total Available Required Dead Wind Total Accessories 1 - Trimmer - OF 1.50" 1.50" 1.50" 112 128 64 304 None 2 - Trimmer - OF 1.50" 1.50" 1.50" 112 128 64 304 None PASSED 20 System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology: ASD Lateral Connections - Supports Plate Siie Plate Manorial 66nector Type/Model Quantity Nailing Left 2X Douglas Fir -Larch Nails 8d x 2.5" Box (Toe) 3 Right 2X Douglas Fir -Larch Nails 8d x 2.5" Box (Toe) 3 Loads Location Tributary Width Dead (0:90) Root Live (nemseew:1.2S) Wind (1.60) Comments 1 - Uniform (PSF) 0 to 4' 3" 3' 15.0 20.0 10.0 Roof W. Lateral Load Location Tributary Width (1.60) Comments 1 - Uniform (PSF) Full Length 5' 19.0 • ASCE/SEI 7-05 Sec. 6.5.12.4.1: Exposure Category (C), Mean Roof Height (33'), Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (85 mph), Importance Factor (1.0) Occupancy Category (IQ, Hurricane Prone Region (No), Effective Wind Area determined using full member span and trib. width. • 2009 IBC Table 1604.3, footnote f: Deflection checks are performed using 70% of this lateral wind load. Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -parry certified to sustainable forty standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Clint Petersen Russell Gallaway Associates (530)342-0302 cllnlydrga-chico com 0 SUSTAINABLE FORESTRY INITIATIVE 2/9/2016 4:38:30 PM Forte v5.0, Design Engine: V6.4.0.40 Robinson Framing.4te Page 17 of 25 ©F,0 R T E o MEMBER REPORT Service Room, Door: Header 1 piece(s) 6 x 6 Douglas Fir -Larch No. 2 Overall Length: TY 3' E o All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.; Drawing is Conceptual Design Results Actual O Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 713 @ 0 5156 (1.50") Passed (14%) 1.50" 1.50" 1.50" 1.0 D + 0.75 W + 0.75 L + 0.75 Lr (AIF Spans) Shear (lbs) 427 @ 7" 4285 Passed (10%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft -lbs) 542 @ 1'7 1/2" 2166 Passed (25%) 1.25 1.0 D + 1.0 Lr (All Spans) Vert Live Load Defl. (in) 0.007 @ V7 1/2" 0.108 Passed (L/999+) __1.0 D + 0.75 W + 0.75 L + 0.75 Lr (All Scans) Vert Total Load Defl. (in) 0.011 @ 1' 7 1/2" 0.162 Passed (L/999+) 1.0 D + 0.75 W + 0.75 L + 0.75 Lr (All Spans) Lat Member Reaction (lbs) 189 @ 3' 3" N/A Passed (N/A) 1.60 1.0 D + 1.0 W Lat Shear (lbs) 121 @ 7" 5485 Passed (2%) 1.60 1.0 D + 1.0 W Lat Moment (Ft -lbs) 153@ mid -span 2772 Passed (6%) 1.60 1.0 D + 1.0 W Lat Deflection (in) 0.002@ mid -span 1 0.325 Passed (L/999+) -- 1.0 D + 1.0 W Bi -Axial Bending 0.25 1 1.00 Passed (25%) 1 1.601 1.0 D + 0.75 W + 0.75 L + 0.75 Lr uenecoon criteria: u tyjou) ano r L Lateral deflection criteria: Wind (L/120) Bracing (Lu): All compression edges (top and bottom) must be braced at 3' 3" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Applicable calculations are based on NDS. --- -- Bearing Loads to supports (lbs) Supports TotalAvailable Required Dead � Wind Total Aooessories Full Length 6' 19.4 1 - Trimmer - DF 1.50" 1.50" 1.50" 293 374 187 854 None 2 - Trimmer - DF 1.50" 1.50" 1.50" 293 374 187 854 None PASSED 21 System: Wall Member Type : Header Building Use: Residential Building Code : IBC Design Methodology : ASD Tributary Dead Roof Live Wind Loads Location width (0.90) (rwrranow: 1.75) (1.60) eommeft 1 - Uniform (PSF) 0 to 3' 3" 11'6'--F 15.0 1 20.0 10.0 1 Roof Lateral Load location Tribute Width Wind (1.60) Comments 1 - Uniform (PSF) Full Length 6' 19.4 .v..ya 1 .-w - ccpwurc -Wyvry ty, mean rcuw nerym (3.5 7, r opograpnic raROr (1.U), wino uRecoonaury tactor (V.BS), 8aslc wino Speed (85 mph), Importance Factor (1.0), Occupancy Category (If), Hurricane Prone Region (No), Effective Wind Area determined using full member span and trib. width. • 2009 IBC Table 1604.3, footnote f: Deflection checks are performed using 70% of this lateral wind load. WeyeHhaeuser Notes - - --- Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by [CC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Clint Petersen Russell Gallaway Associates (530)342-0302 cl nt@rga-chico com & SUSTAINABLE FORESTRY INITIATIVE 2/9/2016 4:38:30 PM Forte v5.0, Design Engine: V6.4.0.40 Robinson Framing.4te Page 18 of 25 F.0 R T E " MEMBER REPORT Service Room, Roof: Drop Beam 1 piece(s) 6 x 6 Douglas Fir -Larch No. 2 Overall Length: 8' 1" _ Y o 7' 6" 0 E All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.; Drawing is Conceptual Design Results Actual ® Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 561 @ 2" 12031 (3.50") Passed (5%) 1.0 D + 0.75 W + 0.75 L + 0.75 Lr (All Spans) Shear (lbs) 428@9" 4285 Passed (10%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (R -lbs) 977 @ 4' 1/2" 2166 Passed (45%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in) 0.064 @ 4' 1/2" 0.387 Passed (L/999+) __ 1.0 D + 0.75 W + 0.75 L + 0.75 Lr (All Spans) Total Load Defl. (in) 0.114 @ 4' 1/2" 0.517 Passed (L/818) 1.0 D + 0.75 W + 0.75 L + 0.75 Lr (All S ans Deflection criteria: U. (1-/240) and TL (L/180). Bracing (Lu): All compression edges (top and bottom) must be braced at 8' V o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Applicable calculations are based on NDS. - Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Loads Bearing ' Loads to Supports (lbs) Dead (0.90) Supports notal Available Required Roof Dead LL wind Total Accessories 1 - Stud wall - DF 3.50" 3.50" 1.50" 243 283 141 667 Blocking 2 - Stud wall - OF 3.50" 3.50" 1.50" 243 283 141 667 Blocking - Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Loads Location Tributary ii -46 Dead (0.90) Roof Live (non -www: 1.25) Wind (1.60) Comments 1 - Uniform (PSF) 0 to 8' 1" 3' 6" 15.0 20.0 10.0 Roof Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by [CC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.sum/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Clint Petersen Russell Gallaway Associates (530)342-0302 Clint@rga-Chico com PASSED 22 System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC Design Methodology: ASD Member Pitch: 0/12 SUSTAINABLE FORESTRY INITIATIVE 2/9/2016 4:38:30 PM Forte v5.0, Design Engine: V6.4.0.40 Robinson Framing.4te Page 19 of 25 ® F,0 R T E o MEMBER REPORT Master Bedroom, Window: Header 1 piece(s) 6 x 6 Douglas Fir -Larch No. 2 Overall Length: 3' 3" + l + o -- - o 3' a o All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.; Drawing is Conceptual Design Results Actual 0 Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 317 @ 0 5156 (1.50") Passed (15%) Applicable calculations are based on NDS. 1.0 D + 0.75 W + 0.75 L + 0.75 Lr (All Spans) Shear (Ibs) 190 @ 7" 4285 Passed (4%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft -lbs) 241 @ 1'7 1/2" 2166 Passed (11%) 1.25 1.0 D + 1.0 Lr (All Spans) Vert Live Load Defl. (in) 0.003 @ 1'7 1/2" 0.108 Passed (L/999+) --1.0 D + 0.75 W + 0.75 L + 0.75 Lr (All S ans Vert Total Load Defl. (in) 0.005 @ 1'7 1/2" 0.162 Passed (L/999+) 1.0 D + 0.75 W + 0.75 L + 0.75 Lr (All Spans) Lat Member Reaction (lbs) 189 @ 3'3" N/A Passed (N/A) 1.60 1.0 D + 1.0 W Lat Shear (lbs) 121 @ 7" 5485 Passed (2%) 1.60 1.0 D + 1.0 W Lat Moment (Ft -lbs) 153@ mid -span 2772 Passed (6%) 1.60 1.0 D + 1.0 W Lat Deflection (in) 0.002@ mid -span 0.325 Passed (L/999+) -- 1.0 D + 1.0 W Bi -Axial Bending 0.13 1.00 Passed (13%) 1.60 11.0 D + 0.75 W + 0.75 L + 0.75 Lr • Deflection criteria: U. (1./360) and TL (L/240). Location Tributary Width Lateral deflection criteria: Wind (L/120) Roof Live (non -snow: 1.25) wind (1.60) Bracing (Lu): All compression edges (top and bottom) must be braced at 3' 3" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. 0 to 3' 3" 5' Applicable calculations are based on NDS. 20.0 10.0 Roof Bearing Loads to Support (Ibs) i _• .: , Supports Total Avatiable Required Dead � wind Total Accessories 1 - Trimmer - DF 1.50" 1.50" 1.50" 134 163 81 378 None 2 - Trimmer - OF 1.50" 1.50" 1.50" 134 163 81 378 None PASSED 23 System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology: ASD Lateral Connections - -_ - - - - - SiiR&tt Plate Size Vlate'Mat' at Connector Type/Model Quantity Nailing Left 2X Douglas Fir -Larch Nails 8d x 2.5" Box (Toe) 2 Right 2X Douglas Fr -Larch Nails 8d x 2.5" Box (Toe) 2 Loads Location Tributary Width Dead (0.90) Roof Live (non -snow: 1.25) wind (1.60) Comment 1 - Uniform (PSF) 0 to 3' 3" 5' 15.0 20.0 10.0 Roof Lateral Load Location Tribute Width Wind (1.60) Comments I - Uniform (PSF) Full Length 6' 19.4 • Abct/ati r-u�i aec. o.ni. tz.9. t: txposure category (c), mean Root meignt (ss'), I opograpmc Factor (l.u), wind uirectionality Factor (0.85), Basic Wind Speed (85 mph), Importance Factor (1.0), Occupancy Category (In, Hurricane Prone Region (No), Effective Wind Area determined using full member span and trib. width. • 2009 IBC Table 1604.3, footnote f: Deflection checks are performed using 70% of this lateral wind load. rhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Clint Petersen Russell Gallaway Associates (530) 342-0302 clintCarga-Chico com (iS) SUSTAINABLE FORESTRY INITIATIVE 2/9/2016 4:38:30 PM Forte v5.0, Design Engine: V6.4.0.40 Robinson Framing.4te Page 20 of 25 MEMBER REPORT Master Bedroom, Bath: Header F, RTE ° 1 piece(s) 6 x 6 Douglas Fir -Larch No. 2 0 Overall Length: TY - I 5' 0 0 Q All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.; Drawing is Conceptual Design Results Actual ® Location Allowed Result LDF Load: Combination (Pattem) Member Reaction (lbs) 660 @ 0 5156 (1.50") Passed (13%) 1.50" 1.50" 1.50" 1.0 D + 0.75 W + 0.75 L + 0.75 Lr (All Spans) Shear (lbs) 480 @ 7" 4285 Passed (11%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft -lbs) 810 @ 2' 7 1/2" 2166 Passed (37%) 1.25 1.0 D + 1.0 Lr (All Spans) Vert Live Load Defl. (in) 0.025 @ 2'7 1/2" 0.175 Passed (L/999+) --1.0 D + 0.75 W + 0.75 L + 0.75 Lr (All Spans) Vert Total Load Defl. (in) 0.043 @ 2'7 1/2" 0.262 Passed (L/999+) 1.0 D + 0.75 W + 0.75 L + 0.75 Lr (All Spans) Lat Member Reaction (lbs) 296 @ 5' 3" N/A Passed (N/A) 1.60 1.0 D + 1.0 W Lat Shear (lbs) 230 @ 7" 5485 Passed (4%) 1.60 1.0 D + 1.0 W Lat Moment (Ft -lbs) 388@ mid -span 2772 Passed (14%) 1.60 1.0 D + 1.0 W Lat Deflection (in) 0.014@ mid -span 0.525 Passed (L/999+) -- 1.0 D + 1.0 W Bi -Axial Bending 0.42 1.00 Passed (42%) 1 1.601 1.0 D + 0.75 W + 0.75 L + 0.75 Lr uenecuon cnrena: u. (L/sou) and I L (L/2411)). Lateral deflection criteria: Wind (L/120) Bracing (Lu): All compression edges (top and bottom) must be braced at 5' 3" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Applicable calculations are based on NDS. ----- -- Bearing Loads to Supports (lbs) Supports Total Available Required Dead Roof Wind Total Accessories 1 - Trimmer - DF 1.50" 1.50" 1.50" 276 341 171 788 None 2 - Trimmer - DF 1.50" 1.50" 1.50" 276 341 171 788- None PASSED 24 System: Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology: ASD Lateral Connections SM orts •Plate siie Plifq�MifiAil Conn'e`ctor Type/Model Quantity Nailing Left 2X Douglas Fir -Larch Nails Bd x 2.5" Box (Toe) 4 Right 2X Douglas Fir -Larch Nails 8d x 2.5" Box (Toe) 4 Loads Location Tributary Width Dead (0.911) Root Live (non-inowi 1.25) Wind (1.60) Comments 7 - Uniform (PSF) 0 to 5' 3" 6-6- 15.0 20.0 10.0 Roof Lateral Load Location Tribute Width Wind (1.60) comments 1 - Uniform (PSF) Full Length 5' 18.8 • - W..' r -u. M. upusure t.acegury (y, mean rcoor melgnr (is), I opograpnlc raaor (L.u), wino ulreaionaury ractor (0.85), Basic wind Speed (85 mph), Importance Factor (1.0), Occupancy Category (In, Hurricane Prone Region (No), Effective Wind Area determined using full member span and trib. width. • 2009 IBC Table 1604.3, footnote f: Deflection checks are performed using 70% of this lateral wind load. Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disdalms any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports FSR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Clint Petersen Russell Gallaway Associates (530)342-0102 clint@rga-chlco Com 4 SUSTAINABLE FORESTRY INITIATIVE 2/9/2016 4:38:30 PM Forte v5.0, Design Engine: V6.4.0.40 Robinson Framing.4te Page 21 of 25 F5`01 F 0 R T E o MEMBER REPORT Master Bedroom, WIC: Header 1 piece(s) 6 x 6 Douglas Fir -Larch No. 2 1 Overall Length: TY 3' 0 0 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.; Drawing is Conceptual Design Results Actual ® Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 409 @ 0 5156 (1.50") Passed (8%) 1.50" 1. aD + 0.75 W + 0.75 L + 0.75 Lr (All Shear (lbs) 245 @ 7" 4285 Passed (6%) 1.25 1.0 D + 1.0 Lr (Ali Spans) Moment (Ft -lbs) 310 @ 1'7 1/2" 2166 Passed (14%) 1.25 1.0 D + 1.0 Lr (All Spans) Vert Live Load Defl. (in) 0.004 @ 1' 7 1/2" 0.108 Passed(L/999+) __ 1.0 D + 0.75 W + 0.75 L + 0.75 Lr (All Sans Vert Total Load Defl. (in) 0.006 @ 1'7 1/2" 0.162 Passed (L/999+) 1.0 D + 0.75 W + 0.75 L + 0.75 Lr (All Spans) Lat Member Reaction (lbs) 189 @ TY N/A Passed (N/A) 1.60 1.0 D + 1.0 W Lat Shear (lbs) 121 @ 7" 5485 Passed (2%) 1.60 1.0 D + 1.0 W Lat Moment (Ft -lbs) 153@ mid -span 2772 Passed (6%) 1.60 1.0 D + 1.0 W Lat Deflection (in) 1 0.002@ mid -span 0.325 Passed (L/999+) -- 1.0 D + 1.0 W Bi -Axial Bending 1 0.16 1.00 Passed (16%) 1 1.601 1.0 D + 0.75 W + 0.75 L + 0.75 Lr uenecoon criteria: LL (L/eou) ana I L (L/L90). Lateral deflection criteria: Wind (L/120) Bracing (Lu): All compression edges (top and bottom) must be braced at 3' 3" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Applicable calculations are based on NDS. - - Bearing Tributary Width Loads to Supports (lbs) - ,7 ; " Supports Total Available Required Dead Roof Wind Total Accessories 1 - Trimmer - OF 1.50" 1.50" 1.50" 171 211 106 488 None 2 - Trimmer - DF 1.50" 1.50" 1.50" 171 211 106 488 None PASSED 25 System: Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology: ASD 1 Lateral Connections Supports Plate Size Plate Material connector Type/Model Quantity Nailing Left 2X Douglas Fir -Larch Nails 8d x 2.5" Box (roe) 2 Right 2X Douglas Fir -Larch Nails 8d x 2.5" Box (Toe) 2 Loads location Tributary Width Dead (0.90) Root Live (.'snow: 1.15) Wind (1.60) Comments 1 - Uniform (PSF) 0 to 3'3" 6.6. 15.0 20.0 10.0 Roof Lateral Load Location Tributary Width Wind (1.60) Comments 1 - Uniform (PSF) Full Length 6' 19.4 away, •-w aM. o.a.I-.I. upwure unegurMP -d" ti), d" rcvor neignE 0J J, i opograpnic racEor (1.U), wino uirectionality tactor (V.85), Basic Wina 5peed (85 mph), Importance Factor (1.0), Occupancy Category (10, Hurricane Prone Region (No), Effective Wind Area determined using full member span and trib. width. • 2009 IBC Table 1604.3, footnote f: Deflection checks are performed using 70% of this lateral wind load. Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbvwy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Clint Petersen Russell Gallaway Associates (530)342-0302 Clint @rga-chico.corn (Zj) SUSTAINABLE FORESTRY INITIATIVE 2/9/2016 4:38:30 PM Forte v5.0, Design Engine: V6.4.0.40 Robinson Framing.4te Page 22 of 25 F,0 R T E MEMBER REPORT Rear Patio, 12' Wall: Stud 1 piece(s) 2 x 6 M-12 Framer SeriesTm Lumber @ 16" OC Drawing is Conceptual Wall Height: 12' Member Height: 11' 7 1/2" PASSED 26 0. C. Spacing: 16.00" Design Results Actual Allowed Result LDF Load: Combination Slenderness 22 50 Passed (43%) - ". (1.60) Comments Compression (lbs) 1073 8371 Passed (13%) 1.00 1.0 D + 1.0 L Plate Bearing (Ibs) 1150 6445 Passed (18%) 1.0 D + 0.75 W + 0.75 L + 0.75 Lr Lateral Reaction (Ibs) 134 1.60 1.0 D + 1.0 W Lateral Shear (lbs) 124 1540 Passed (8%) 1.60 1.0 D + 1.0 W Lateral Moment (ft-Ibs) 1 390 @ mid -span 1833 1 Passed (21%) 1.60 1.0 D + 1.0 W Lateral Deflection (in) 0.20 @ mid -span 1.16 1 Passed (L/699) -- 1.0 D + 1.0 W Bending/Compression 0.27 1 Passed (27%) 1.60 1.0 D + 1.0 W • lateral deflection criteria: Wind (L/120) • Axial load eccentricity for this design is 1/6 of applicable member side dimension. • Applicable calculations are based on NDS. • A bearing area factor of 1.25 has been applied to base plate bearing capacity. • A 15% increase in the moment capacity has been added to account for repetitive member usage. supports Type Material System : Wall Top Dbl 2X Douglas Fir -Larch Member Type : Stud Base 2X Douglas Fir -Larch Building Code : IBC Max Unbraced Length Comments Design Methodology : ASD 1' Lateral Connections Supports Plate Size Plate Material Connector Type/Model Quantity Nailing Top Dbl 2X Douglas Fir -Larch Nails 8d x 2.5" Box (Toe) 2 Base 12X Douglas Fir -Larch Nails 8d x 2.5" Box (Toe) 2 - - - Wind Location Spacing (1.60) Dead : Roof Live Wind Vertical Load- Spacing 1" (0 90) _*- ow 1.25 - ". (1.60) Comments 1 - Point (PLF) 16.00" 345.0 460.0 230.0 - - Lateral Load Wind Location Spacing (1.60) - - Comments 1 - Uniform (PSF) Full Length 16.00" 17.3 • ASCE/SEI 7-05 Sec. 6.5.12.4.1: Exposure Category (C), Mean Roof Height (25'), Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (85 mph), Importance Factor (1.0), Occupancy Category (1[), Hurricane Prone Region (No), Effective Wind Area determined using full member span and trib. width. • 2009 fBC Table 1604.3, footnote f: Deflection checks are performed using 70% of this lateral wind load. Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by [CC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Clint Petersen Russell Gallaway Associates (530)342.0302 clint@rga-Chico com lZj) SUSTAINABLE FORESTRY INITIATIVE 2/9/2016 4:38:30 PM Forte v5.0, Design Engine: V6.4.0.40 Robinson Framing.4te Page 24 of 25 f�I F0 R T E a MEMBER REPORT Front Entry, Wall: Stud 1 piece(s) 1 1/2" x 7 1/4" 1.5E TimberStrand® LSL @ 16" OC Drawing is Conceptual Wall Height: 16'3/4" Member Height: 15'8 1/4" PASSED 27 0. C. Spacing: 16.00" Design Results _ Actual Allowed Result LDF Load: Combination Slenderness 22 50 Passed (44%) (n°i.is) (1.60) Compression (lbs) 100 13241 Passed (1%) 1.60 1.0 D + 0.75 W + 0.75 L + 0.75 U Plate Bearing (Ibs) 100 8496 Passed (1%) 16.00" 1.0 D + 0.75 W + 0.75 L + 0.75 Lr Lateral Reaction (lbs) 174 1.60 1.0 D + 1.0 W Lateral Shear (lbs) 1 160 1 5858 1 Passed (3%) 1 1.60 1 1.0 D + 1.0 W Lateral Moment (ft -lbs) 1 682 @ mid -span 4190 Passed (16%) 1.60 1.0 D + 1.0 W Lateral Deflection (in) 0.30 @ mid -span 0.52 Passed (L/622) 1.0 D + 1.0 W Bending/Compression 1 0.17 1 Passed (17%) 1.60 1.0 D + 1.0 W • Lateral deflection criteria: Wind (L/360) • Axial load eccentricity for this design is 1/6 of applicable member side dimension. • Applicable calculations are based on NDS. • A bearing area factor of 1.25 has been applied to base plate bearing capacity. • A 4% increase in the moment capacity has been added to account for repetitive member usage. Supports Type Material System : Wall Top Dbl 2X Douglas Fir -Larch Member Type : Stud Base 2X Douglas Fir -Larch Building Code :IBC p Max Unbraced Length 777Romments Design Methodology : ASD 1' Lateral Load Locatwn Dead Roof. Live Wind Full Length 16.00" 16.6 Vertical LoadSpacing (0:90) (n°i.is) (1.60) Comments 1 - Point (PLF) 16.00" 30.0 40.0 20.0 Lateral Load Locatwn Wind Spacing (1.60) Comments 1- Uniform (PSF) Full Length 16.00" 16.6 • ASCE/SEI 7-05 Sec. 6.5.12.4.1: Exposure Category (C), Mean Roof Height (25'), Topographic Factor (L.0), Wind Directionality Factor (0.85), Basic Wind Speed (85 mph), Importance Factor (1.0), Occupancy Category 00, Hurricane Prone Region (No), Effective Wind Area determined using full member span and bib. width. • 2009 IBC Table 1604.3, footnote f: Deflection checks are performed using 70% of this lateral wind load. Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.conVservices/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator I Job Notes Clint Petersen Russell Gallaway Associales (530) 342-0302 clint@rga-chico com SUSTAINABLE FORESTRY INRIATIVE 2/9/2016 4:38:30 PM Forte v5.0, Design Engine: V6.4.0.40 Robinson Framing.4te Page 25 of 25 COMPANY PROJECT Woodworks® SOFMARE FOR IV000 OESION Feb. 10, 2016 07:20 1 12' Plate.wwc Design Check Calculation Sheet Wood Works Sizer 10.4 Loads: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Loadl Dead Axial UDL fv = (Ecc. = 0.9211) 345 plf Load2 Roof live Axial UDL 0.05 (Ecc. = 0.9211) 460 plf Load3 Wind Axial UDL R ->L (Ecc. = 0.9211) 230 plf Load4 Wind Full Area #2 L ->R 17.30(16.011) psf Self -weight Dead Axial UDL & #4 18 if -- -^m• - ---- -- -- ..-I .i�.i""c 1VVLIIIQI 111tVUL LCLIi :e LciCLaz Lrom l'aDle 4 . 1 ..i .l , wnlcn is applied during analysis. Lateral Reactions (lbs): co W CD H 12' 12' .: Unfactored: Analysis Value Dead 3 Unit -3 Wind 140 fv = 136 Roof Live 4 288 -4 Factored: 0.05 Bending(+) fb = 435 Fb' = 2153 R ->L fb/Fb' = 0.20 7 Load comb 133 #2 L ->R 87 fc/Fc' = 80 Load comb #5 & #4 Lumber Stud, D.Fir-L, No.2, 2x6 (1-1/2"x5-1/2") Support: None Spaced at 16.0" c/c; Total length: 12'; volume = 0.7 cu.ft.; Pinned base; Load face = width(b); Ke x Lb: 1.0 x 0.0 = 0.0 [ft]; Ke x Ld: 1.0 x 12.0 = 12.0 [ft]; Repetitive factor: applied where permitted (refer to online help); Analysis vs`. Allowable Stress and Deflection using NDS 2012: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 16 Fv' = 288 psi fv/Fv'.= 0.05 Bending(+) fb = 435 Fb' = 2153 psi fb/Fb' = 0.20 Axial fc = 133 Fc' = 610 psi fc/Fc' = 0.22 Combined (axial + eccentric & side load bending) Eq..15.4-1= 0.29 Axial Bearing fc = 133 Fc* = 1485 psi fc/Fc* = 0.09 Live Deflln 0.20 = L/717 0.80 = L/180 in 0.25 Total Defl'n 0.23 = L/639 0.80 = L/180 in 0.28 0 IF WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN 12' Plate.wwc WoodWorks® Sizer 10.4 Page 2 Additional Data: FACTORS: F/E(psi)CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fv' 180 1.60 1.00 1.00 - - - - 1.00 1.00 4 Fb'+ 900 1.60 1.00 1.00 1.000 1.300 1.00 1.15 1.00 1.00 5 Fc' 1350 1.00 1.00 1.00 0.411 1.100 - - 1.00 1.00 2 Fc'comb 1350 1.60 - - 0.272 - - - - - 3 E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 5 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 5 Fc* 1350 1.00 1.00 1.00 - 1.100 - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Shear : LC #4 = .6D+.6W, V = 86, V design = 86 lbs Bending(+): LC #5 = D+.6W, M = 274 lbs -ft Deflection: LC #4 = .6D+.6W (live) LC #5 = D+.6W (total) Axial LC #2 = D+Lr, P = 1096 lbs Eq.15.4-1 LC #3 = D+.75(Lr+.6W) fb= 293 Fb'= 2153 FcE= 696 Pxe/S=fc(6xe/d)= 129 D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI = 33.3e06 lb-in2 "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 0 30 WoodWorks() SOFAVARE FOR 1*000 DESIGN COMPANY I PROJECT Feb. 10, 2016 07:211 Girder Truss B4 Post.wwc Design Check Calculation Sheet WoodWorks Sizer 10.4 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit Fc' = 556 Fc* = 1000 psi psi fc/Fc' = 0.91 fc/Fc* = 0.51 tern Start End Start End 1.00 - 1.000 Loadl Dead Axial (Ecc. = 0.0011) 7612 lbs Load2 Roof live Axial D=dead L=live S=snow W=wind (Ecc. = 0.0011) 7612 lbs Load3 Wind Axial Load combinations: ASCE 7-10 (Ecc. = 0.0011) 4594 lbs Self -weight IDead lAxial 86 lbs - ..,.y.=.- ....... ..- -1 i1a� "uc ivUiiiial IMjJULUcL11C:e Lacr-or Lrom-i'aDle 4.1.3.1, Which is applied during analysis. Lateral Reactions (lbs): 12' Con 12' Timber -soft, D.Fir-L, No.1, 6x6 (5-1/2"x5-1/2") Support: Non -wood Total length: 12'; volume = 2.5 cu.ft.; Post and timber; Pinned base; Load face = width(b); Ke x Lb: 1.0 x 12.0 = 12.0 [ft]; Ke x Ld: 1.0 x 12.0 = 12.0 [ft]; Analysis vs. Allowable Stress and Deflection usina NDS 2012 Criterion Anal is Value Design Value Unit Analysis/Design Axial Axial Bearing fc = 506 fc = 506 Fc' = 556 Fc* = 1000 psi psi fc/Fc' = 0.91 fc/Fc* = 0.51 --i 0 Additional Data: FACTORS: F/E(psi)CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fc' 1000 1.00 1.00 1.00 0.556 1.000 - - 1.00 1.00 2 Fc* 1000 1.00 1.00 1.00 - 1.000 - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Axial : LC #2 = D+Lr, P = 15310 lbs D=dead L=live S=snow W=wind I=impact Lr=roof live Lc --concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 31 12) WoodWorks® SOFTWARE FOR IVOOD DESIGN Loads: COMPANY I PROJECT Feb. 10, 2016 07:211 Trimmer at Truss A32 Bed 2.wwc Design Check Calculation Sheet Woodworks Sizer 10.4 Load Type Distribution Pat- Location [ft] Magnitude Unit Axial Axial Bearinc falysis c = = 430 430 tern Start End Start End fc/Fc' = 0.84 fc/Fc* = 0.16 Loadl Dead Axial (Ecc. = 0.0011) 2341 lbs Load2 Roof live Axial (Ecc. = 0.0011) 2326 lbs Load3 Wind Axial (Ecc. = 0.0011) 2561 lbs Self -weight Dead Axial 26 lbs +- au Lei d ai - uv -vu—1—LuuC 1 uLittdl _L nip Vr Lance LacLor Lrom 'l-a-Dle 4.2 .3 . L, wnlch is applied during analysis. Lateral Reactions (lbs): v o cD — V 0' U 9' Lumber Post, D.Fir-L, No.1, 4x4 (3-1/2"x3-1/2") Support: Non -wood Total length: 9'; volume = 0.8 cu.ft.; Pinned base; Load face = width(b); Ke x Lb: 1.0 x 0.0 = 0.0 [ft]; Ke x Ld: 1.0 x 9.0 = 9.0 [ft]; Analysis vs. Allowable Stress and Deflection using NDS 2012: Criterion Value Design Value Unit Anal sis/Design Axial Axial Bearinc falysis c = = 430 430 Fc' = Fc* = 512 2760 psi psi fc/Fc' = 0.84 fc/Fc* = 0.16 Additional Data: FACTORS: F/E(psi)CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fc' 1500 1.60 1.00 1.00 0.185 1.150 - - 1.00 1.00 3 Fc* 1500 1.60 1.00 1.00 - 1.150 - - 1.00 1.00 3 CRITICAL LOAD COMBINATIONS: Axial : LC #3 = D+.75(Lr+.6W), P = 5264 lbs D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. RN Design Maps Summary Report 'User -Specified Input Report Title Peterson Residence Thu January 21, 2016 21:35:33 UTC Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 39.340N, 121.71°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III USGS-Provided Output SS = 0.597 g SMS = 0.790 g Sos = 0.526 g S1 = 0.274 g SM1 = 0.507 g Sol = 0.338 g For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRV building code reference document. MCER Response Spectrum 0.98-- 0.90-- 0.72-- 0.56-- CP .990.800.720.56CP 0.48 V y 0.40- 0.32- 0.24-- 0.16-- 0.09 .400.320.240.160.08 0.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.90 2.00 Period, T (sec) Design Response Spectrum 0.547- 0.49-- 0.42-- 0.36- 0.30- (A 0.490.420.360.30N 0.24 0.19-- 0.12-- 0.06 .190.120.06 0.00 0.00 0:20 0.40 0.60 0.90 1.00 1.20 1.40 1.60 1.80 2.00 Period, T (sec) For PGAM, TL, CRS, and CRI values, please view the detailed report. Robinson Residence CP SEISMIC LATERAL DESIGN FORCES SEISMIC LOADS: RISK CATEGORY = 12 Structural System #1 IMPORTANCE FACTOR = 1.00 Lateral Force Resisting Sys (R) = BASIC LOAD COMBO FOR ALLOW STRESS DESIGN (12.4) E=pCIE +E„ .= 1.0 Eh R = 6.50 D + E/1.4 = V/1.4 NIS Governs SITE DATA Structural System #1 BASIC LATERAL SYSTEM = All other Buildings 1W MAX. OVERALL HEIGHT (h„) = 26.0 FT. (But Not Less Than) T = Ct (h„ - = 0.230 V = [0.01]W or [0.5S,/(R/1)]W TL (Figure 22-12) = 16 sec. (But Need Not Exceed) MAPPED RESPONSESHORT (usgs) = 59.7 %g Ss MAPPED RESPONSEIsEc (usgs) = 27.4 %g S1 SITE CLASS (Table 20.3-1) = p SITE COEFFICIENTSIORT - Fa = 1.33 SITE COEFFICIENT ISEc - Fv 1.88 % DAMPED S.R.A.sHORT - SMS = Fa x Ss = 0.79 % DAMPED S.R.A.1sec - SMS = Fv x S1 = 0.52 DESIGN S.R.A.sHORT - SDs = 2/3 Ss = 0.53 DESIGN S.R.A.ISEc - SDS = 2/3S, = 0.34 STRUCTURAL SYSTEMS TABLE 12.2-1 A Structural System #1 NIS EIW Lateral Force Resisting Sys (R) = Wood Structural Panels I Shear Panels (other) 8.0 PSF R = 6.50 R = 2.00 14.1 PSF NIS Governs E/W Governs Structural System #1 10.1 PSF H V = [(SIDS) / (R / 1)] W = 0.081 E 0.264 E (But Not Less Than) GOH 21.5 PSF V = [0.01]W or [0.5S,/(R/1)]W 0.021 E 0.069 E (But Need Not Exceed) V = SD1 I T (R / 1)] W = 0.229 E 0.746 E Russell, Gallaway Associates I Job No. 16-802 1/26/2016 , SIMPLIFIED -DESIGN -WIND -LOADS PS = A*KZT*PS30 DESIGN WIND VELOCITY = 110 EXPOSURE CATEGORY = IC ROOF ANGLE = 26.6 DEG MWFRS MEAN ROOF HEIGHT = 16.0 FT KzT = 1.00 adjustment tactor = 1.23 ASCE FIGURE (28.6-1) HORIZONTAL PRESSURES A 29.7 PSF B 8.0 PSF C 21.3 PSF D 8.0 PSF VERTICAL PRESSURES E 14.1 PSF F 18.0 PSF G 10.1 PSF H 14.4 PSF OVERHANGS EOH 25.4 PSF GOH 21.5 PSF Structural Engineering w w JOB; Robinson Residence ibB NO DATE 1-26-16 from the design desk of.... PAGE NO. ENGINEER CP 34 from the design desk of.... Project: Robinson Residence SEISMIC Project t 16-802 LATERAL ANALYSIS r. LOCATION: MAIN BUILDING DIRECTION: N/S Cs = 0.083 Segment Input (ft or # walls) Segment Input (ft or # walls) Segment Output (plf) Segment Output (plf) Type Weight 1 2 3 4 5 6 7 8 1 2 3 4 5 6 7 8 Roof 15 psf 40 68 66 61 68 61 54 73 => 600.0 1020.0 990.0 915.0 1020.0 915.0 810.0 12' Ext. Walls 84 plf 3 2 2 2 1 2 2 2 => 252.0 168.0 168.0 168.0 84.0 168.0 168.0 12' Int. Walls 48 plf 2 3 4 3 1 0 4 3 => 96.0 144.0 192.0 144.0 48.0 0.0 192.0 16' Ext. Walls 112 plf 0 0 0 0 1 0 0 0 => 0.0 0.0 0.0 0.0 112.0 0.0 0.0 0.0 0.0 0.0 0.0 '224.0 0.0 0.0 448.0 SUM = 948.0 1332.0 1350.0 1227.0 1264.0 1083.0 1170.0 SUM = 2130.0 1290.0 1602.0 1791.0 1487.0 573.0 270.0 718.0 x Cs = 79 111 112 102 105 90 97 x Cs = 177 107 133 149 123 48 22 60 x 0.7 = 1 55 77 78 71 73 63 68 LOCATION: MAIN BUILDING DIRECTION: E/W Cs Segment Input (ft or # walls) Segment Output (plf) Type Weight 1 2 3 4 5 6 7 8 1 2 3 4 5 6 7 8 Roof 15 psf 86 86 86 89 73 .27 18 18 => 1290.0 1290.0 1290.0 1335.0 1095.0 405.0 270.0 270.0 12' Ext. Walls 84 plf 10 0 2 2 2 2 0 0 => 840.0 0.0 168.0 168.0 168.0 168.0 0.0 0.0 12' Int. Walls 48 plf 0 0 3 6 0 0 0 0 => 0.0 0.0 144.0 288.0 0.0 0.0 0.0 0.0 16' Ext. Walls 112 plf 0 0 0 0 2 0 0 4 => 0.0 0.0 0.0 0.0 '224.0 0.0 0.0 448.0 SUM = 2130.0 1290.0 1602.0 1791.0 1487.0 573.0 270.0 718.0 x Cs = 177 107 133 149 123 48 22 60 x 0.7 = 124 75 93 104 86 33 16 42 TraM Tne aeSign Ce -SK OT JOB Robinson Residence jbB NO. 16-802 DATE 1-26-16 PAGE NO. ENGINEER CP 37 38 WIND DESIGN LOADS HORIZONTAL PRESSURE INPUTS WALL ROOF END (A) = 129.7 psf END (B) = 8.0 psf TYPICAL (C) = 121.3 psf TYPICAL (D) = 18.0 psf DESCRIPTION ROOF END INPUT ELEVATION FROM 0'-0" DESIGN LOAD TYPE PLATE HT. ROOF HT. LRFD ASD rear patio column EAVE • END (A) • 12.0 ft. 13.0 ft. 186.2 plf 111.7plf rear patio open EAVE • END (A) • 4.0 ft. 32.0 plf 19.2 plf rear bldg edge EAVE • END (A) • 12.0 ft. 16.0 ft. 210.2 plf 126.1 plf bldg main ridge SAVE • TYPICAL (• 12.0 ft. 26.3 ft. 241.8 plf 145.1 plf bldge front ridge eave EAVE • END (A) • 12.0 ft. 26.3 ft. 292.6 plf 175.6 plf bldge side at front EAVE • END (A) • 12.0 ft. 20.0 ft. 242.2 plf 145.3plf 12' plate end EAVE • END (A) • 12.0 ft. 13.0 ft. 186.2 plf 111.7 plf Entry Face GABLE • TYPICAL 16.0 ft. 26.3 ft. 388.7 plf 233.2 plf Dining Side EAVE • TYPICAL (• 12.0 ft. 20.0 ft. 191.8 plf 115.1 plf Dining Center GABLE • TYPICAL ( • 12.0 ft. 19.7 ft. 291.8 plf 175.1 plf Office Side EAVE • TYPICAL (• 14.5 ft. 21.0 ft. 206.4 plf 123.9 plf Service Side EAVE • TYPICAL (• 10.5 ft. 21.0 ft. 195.8 plf 117.5 plf Service Center GABLE • TYPICAL (• 10.5 ft. 16.5 ft. 239.6 plf 143.8 plf Service End GABLE • END (A) • 10.5 ft. 11.5 ft. 185.6 plf 111.4 plf • • • • • • JOB Robinson Residence iT)B NO. DATE 1-26-16 from the design desk of PAGE NO. ENGINEER CP 39 40 Robinson Residence CP Drag Forces Job No. 16-802 1/28/2016 Wall Line ID: I Wall Lenth Opening. Between Walls Unit Wall Stress W S West Side Dia. Stress W S East Side Dia. Stess W S Net Applied Stress W S Drag Force @ end of segment W S Lateral Loads: West Side Wind (kips) Seismic (kips) 0.14 4.62 2.04 feet feet if) If) lf) l . l l l 1. Is 1 7!1 19 1.25 59 0 3 86 38 -39 -19 -0.75 -0.35 3 0 0 0 3 86 38 86 40 -0.49 -0.23 18 14 125 0 59 0 0 0 3 3 86 86 38 38 -39 86 -19 40 -1.20 0.00 -0.57 0.00 Diaphragm Length Start ft End ft West Side 0 54 0 0 0 3 86 38 86 40 0.00 0.00 East Side 0 54 0 0 0 3 86 38 86 40 0.00 0.00 0 0 0 3 86 38 86 40 0.00 0.00 0 0 0 3 86 38 86 40 0.00 0.00 Max Drag Force Wind (kips) Seismic (kips) 0 0 0 3 86 38 86 40 0.00 0.00 @ 40.0 ft. 1.20 0.57 0 0 0 3 86 38 86 40 0.00 0.00 0 0 0 3 86 38 86 40 0.00 0.00 0 0 0 3 86 38 86 40 0.00 0.00 Max Chord Force 0.5 0 -1.5 C PLAN VIEW 54.0 ft. - Max. Drag Forces at, -0.75 30 Top .Plate Nailing Due to Drag Force and Chord Force: 1197 lbs = 5.31 tUse 6}Na' s7 141 #/n(1.6) ea. Side of plate splice. M -1.70 Table 23 -II -I-1 Shear increased to 15/32" all. Allowable Shear= 364 > 124.81 plf WIND Framing at all panel edges shall be 3" nominal or wider, includeing sill plates, and nails shall be staggered. Panels installed either horizontally or vertically. Space nails at 12" o.c. along intermediate framing members. Allo%vable shear value is for short -time loads due to wind or earthquake and must be reduced 25% for normal loading. Allo%r-able shear value is for Douglas Fir -Larch. Minimum panel dimension is 12". Values may be increased to values for 15/32" panels if panels are applied directly to framing. Code 10 CBC Panel Grade C -DX -^ Panel Thickness I - 3/8" - n Nail Size 8d E.N. Spacing 6 in o.c. No. of Sides One Sided Stud Spacing 16 in o.c. Russell Gallaway, Associales Srntctural Engineering Robinson Residence CP Drag Forces 0 Job No. 16-80" 1/28/2016 Wall Line ID: ' Wall Lenth Opening Between Walls Unit Wall Stress W S West Side Dia. Stress W S East Side Dia. Stess W S Net Applied Stress W S Drag Force @ end of segment W S .09 Lateral Loads: West Side Wind (kips) Seismic (kips) 1.51 0.89 East Side 5.50 2.09 feet feet 1 11 l l 1 t l Isf) I 30 5 264 112 24 14 0 0 240 -98 -1.20 -0.49 12.67 0 0 24 14 96 37 121 51 0.33 0.16 6.33 8 0 0 0 0 24 24 14 14 96 96 37 37 121 121 51 51 1.09 2.06 0.48 0.89 Diaphragm Length Start ft End ft West Side 0 62 21.5 264 112 24 14 96 37 -144 -61 -1.03 -0.43 East Side 5 62 8.5 0 0 24 14 96 37 121 51 0.00 0.00 0 0 24 14 96 37 121 51 0.00 0.00 0 0 0 0 24 24 14 14 96 96 37 37 12.1 121 51 51 0.00 0.00 0.00 0.00 Max Drag Force Wind (kips) Seismic (kips) @ 32.0 ft. 2.06 0.89 0 0 24 14 96 37 121 51 0.00 0.00 0 0 24 14 96 37 121 51 0.00 0.00 0 0 24 14 96 37 121 51 0.00 0.00 Max Chord Force 0.5 PLAN VIEW 62.0 ft. - Max. Drag Forces 3 Q I .09 s 0 .- 3 . 1 20 0 20 30 40 5 Top Plate Nailing Due to Drag Force and Chord Force: 2060 lbs = 9.13 u-sevo)N. a-1--is-m-1 141 #1/n(1.6) ea. Side of plate splice. Table 23 -II -I-1 Shear increased to 15/32" all. Allowable Shear = 364 > 264.26 plf WIND Framing at all panel edges shall be 3" nominal or wider, includeing sill plates, and nails shall be staggered. Panels installed either horizontally or vertically. Space nails at 12" o.c. along intermediate framing members. Allowable shear value is for short -time loads due to wind or earthquake and must be reduced 25% for normal loading. Allowable shear value is for Douglas Fir -Larch. Minimum panel dimension is 12". Values may be increased to values for 15/32" panels if panels are applied directly to framing. 0 60 Code I X10 CBC I'W I Panel Grade C -DX Panel Thickness 3/8" Nail Size 8d E.N. Spacing 6 in o.c. No. of Sides One Sided Stud Spacing 16 in o.c. Russell Gallaway Associates Srnrctural Engineering 41 42 Ikobi.nson Residence CP Drag Forces Job No. 16-802 1/28/2016 Wall Line ID: Code 3 Wall Lenth Opening Between Walls Unit Wall Stress W S West Side Dia. Stress W East Side Dia. Stess W S Net Applied Stress W S Drag Force @ end,:of segment W S Allowable Shear = 364 > 80.86 plf Lateral Loads: West Side Wind (kips) Seismic (kips) 1.48 0.89 East Side Framing at all panel edges shall be 3" nominal or wider, includeing sill plates, and nails shall be staggered. 8d U.II feet feet I If tI(S l l 1 l 1 Is l Structural Engineering 12 0 0 23 14 0 2 23 16 0.28 0.19 3.17 81 54 23 14 0 2 -58 -39 0.10 0.06 4.67 3 0 81 0 54 23 23' 14 14 0 0 2 2 23 -58 16 -39 0.16 -0.10 0.11 -0.07 Diaph.ragrn Length Start ft End ft West Side 0 64 3 0 0 23 14 0 2 23 16 -0.04 -0.02 East Side 0 64 3.5 81 54 23 14 0 2 -58 -39 -0.24 -0.16 5 0 0 23 14 0 2 23 16 -0.12 -0.08 1.5 0 0 23 14 0 2 23 16 -0.09 -0.06 Max Drag Force Wind (kips) Seismic (kips) 3.5 80.9 54 23 14 0 2 -58 -39 -0.29 -0.19 @ 39.3 ft. 0.29 0.19 13 0 0 23 14 0 2 23 16 0.01 0.01 3.5 80.9 54 23 14 0 2 -58 -39 -0.19 -0.13 8 0 0 23 14 0 2 23 16 0.00 0.00 Max Chord Force 0.5 0.4 0.2 CL s 0 -0.2 -0.4 PLAN VIEW 63.8 ft. Max. Drag Forces Code Top Plate Nailing Due to Drag Force and Chord Force: 110 CSC 500 lbs =2.22 tUsei3)Nags= Panel Grade 141 #/n(1.6) ea. Side of plate splice. I C -DX Table 23 -II -I-1 Shear increased to 15/32" all. Panel Thickness Allowable Shear = 364 > 80.86 plf 13/8" WIND Nail Size Framing at all panel edges shall be 3" nominal or wider, includeing sill plates, and nails shall be staggered. 8d Panels installed either horizontally or vertically. E.N. Spacing Space nails at 12" o.c. along intermediate framing members. 6 in o.e. Allowable shear value is for short -time loads due to wind or earthquake and must be reduced 25% for normal loading. No. of Sides Allowable shear value is for Douglas Fir -Larch. I One Sided Minimum panel dimension is 12". Stud Spacing Values may be increased to values for 15/32" panels if panels are applied directly to framing. 16 in o.e. Russell Gallaway Associates Structural Engineering 43 Robinson .Residence CP Drag Forces Job No. 16-802 1/27/2016 Wall Line ID: A Wall Lenth Opening Between Walls Unit Wall Stress W S North Side Dia. Stress W S South Side Dia. Stess W S Net Applied Stress W S Drag Force @ end of segment W I S Lateral Loads: North Side • Wind (kips) Seismic (kips) 0.94 1.16 South Side • 3.02 2.09 feet feet 1 If) 10 1 l I (I l Isf) if • 7.5 99 81 11 14 37 25 -51 -42 -0.38 -0.31 • 6 0 0 11 14 37 25 48 40 -0.09 -0.07 10.5 18 99 0 81 0 11 11 14 14 37 37 25 25 -51 48 -42 40 -0.62 0.25 -0.51 0.20 Diaphragm Length Start ft End ft North Side 0 82 6 99 81 11 14 37 25 -51 42 -0.06 -0.05 South Side 0 82 12 0 0 11 14 37 25 48 40 0.52 0.43 II 98.9 81 11 14 37 25 -51 -42 -0.04 -0.03 6 0 0 11 14 37 25 48 40 025 0.21 Max Drag Force Wind (kips) Seismic (kips) 5 98.9 81 11 14 37 25 -51 -42 0.00 0.00 @ 24.0 ft. 0.62 0.51 0 0 11 14 37 25 48 40 0.00 0.00 0 0 11 14 37 25 48 40 0.00 0.00 Max Chord Force 1.54 0.5 H a s 0 -0.5 PLAN VIEW 82.0 ft. - Max. Drag Forces 00 40 50 60 70 80 Top .Plate Nailing Due to Drag Force and Chord Force: 1540 lbs = 6.83 =Use-MNa' 7 141#1/n(1.6) ea. Side ofplate splice. Table 23-I1-1-1 Allowable Shear = 364 > 98.93 plf Shear increased to 15/32" all. WIND 1171 Framing at all panel edges shall be 3" nominal or wider, includeing sill plates, and nails shall be staggered. Panels installed either horizontally or vertically. Space nails at 12" o.c. along intermediate framing members. Allowable shear value is for short -time loads due to wind or earthquake and must be reduced 25% for normal loading. Allowable shear value is for Douglas Fir -Larch. Minimum panel dimension is 12". Values may be increased to values for 15/32" panels if panels are applied directly to framing. Code 10 CSC • Panel Grade C -DX • Panel Thickness 3/8" • Nail Size 8d • E.N. Spacing 6 in o.c. • No. of Sides One Sided • Stud Spacing 16 in o.c. • Russell Gallaway Associates Stnictural Engineering 44 kobinson Residence CP Drag Forces Job No. 16-802 1/27/2016 Wall Line ID: B Wall Lenth Opening Between Walls Unit Wall Stress W S North Side Dia. Stress W S South Side Dia. Stess W S Net Applied Stress W S Drag Force @ end ofsegment W S Lateral Loads: North Side Wind (kips) Seismic (kips) 0.87 0.51 South Side 3.27 2.20 feet feet 1 I t 1 l 1 1 l Isfl if IV 23 0 0 10 6 39 26 49 32 1.12 0.73 3 159 104 1.0 6 39 26 -111 -72 0.79 0.52 3 6 0 159 0 104 10 10 6 6 39 39 26 26 49 -11.1 32 -72 1.08 0.75 0.71 0.49 Diaphragm Length Start ft End ft North Side 0 85 14 0 0 10 6 39 26 49 32 1.43 0.94 South Side 0 85 4 159 104 10 6 39 26 -111 -72 0.99 0.65 12 0 0 10 6 39 26 49 32 1.57 1.03 4 159 104 10 6 39 26 -111 -72 1.13 0.74 Max Drag Force Wind (kips) Seismic (kips) 6 159 104 10 6 39 26 -111 -72 0.47 0.31 @ 65.0 ft. 1.57 1.03 4 0 0 10 6 39 26 49 32 0.66 0.43 6 159 104 10 6 39 26 -111 -72 0.00 0.00 Max Chord Force 1.54 PLAN VIEW 85.0 ft. to Max. Drag Forces 1.5 1.431.5 7 CL I 1.13 .99 0.5 0.79 0.75 Use CS016 Strap 0.66 1.7k > 1.57k OK 047 o .00 0 10 20 30 40 50 60 70 80 Code Top Plate Nailing Due to Drag Force and Chord Force: '10 CSC 1575 lbs = 6.98 =Usej7jN0 = Panel Grade 1416/n(1.6) ea. Side ofplate splice. C -DX Table 23 -II -I-1 Shear increased to 15/32" all. Panel Thickness Allowable Shear = 364 > 159.35 plf 3/8" WIND Nail Size Framing at all panel edges shall be 3" nominal or wider, includeing sill plates, and nails shall be staggered. I 8d Panels installed either horizontally or vertically. E.N. Spacing Space nails at 12" o.c. along intermediate framing members. 6 in 0.e. Allowable shear value is for short -time loads due to wind or earthquake and must be reduced 25% for normal loading. No. of Sides Allowable shear value is for Douglas Fir -Larch. One Sided I I Minimum panel dimension is 12". Stud Spacing Values may be increased to values for 15/32" panels if panels are applied directly to framing. 16 in o.e. Russell Gallar uy Associates Structural Engineering 45 Robinson Residence CP' Drag Forces Job No. 16-802 1/28/2016 Wall Line ID: C Top Plate Nailing Due to Drag Force and Chord Force: 110 CBC Opening Unit Wall North Side South Side Net Applied SEISMIC Drag Force @ 8d Panels installed either horizontally or vertically. E.N. Spacing Space nails at 12" o.c. along intermediate framing members. Lateral Loads: North Side W Wind (kips) Seismic (kips) 0.11 Wall Lenth Between Walls Stress W S Dia. Stress W S Dia. W Stess S Stress W S end of segment LW S South Side W 0.87 0.89 feet feet 1 If) l t 1 1 1 l Is. 1 4.5 58 67 0 5 38 39 20 23 -0.09 -0.10 : 4 0 0 0 5 38 39 38 43 0.06 0.07 4.5 3 58 58 67 67 0 0 5 5 38 38 39 39 20 20 =_'3 23 -0.03 -0.09 -0.03 -0.10 Diaphragm Length Start ft End ft North Side 0 23 4 0 0 0 5 38 39 38 43 0.06 0.07 South Side 0 23 3 58 67 0 5 38 39 20 23 0.00 0.00 0 0 0 5 38 39 38 43 0.00 0.00 0 0 0 5 38 39 38 43 0.00 0.00 Max Drag Force Wind kis Seismic (kips) 0 0 0 5 38 39 38 43 0.00 0.00 @ 4.5 ft. 0.09 0.10 0 0 0 5 38 39 38 43 0.00 0.00 0 0 0 5 38 39 38 43 0.00 0.00 0 0 0 5 38 39 38 43 0.00 0.00 Max Chord Force 0.5 0.1 0.05 a 0 s -0.05 -0.1 -0.15 PLAN VIEW 23.0 ft. Max. Drag Forces Code Top Plate Nailing Due to Drag Force and Chord Force: 110 CBC 500 lbs = 2.22 asoma 7 Panel Grade 141#/n(1.6) ea. Side ofplate splice. C -DX Table 23 -II -I-1 Shear increased to 15/32" all. Panel Thickness Allowable Shear = 260 > 66.60 plf 3/8° SEISMIC Frail Size All panel edges backed with 2" nominal or wider framing. 8d Panels installed either horizontally or vertically. E.N. Spacing Space nails at 12" o.c. along intermediate framing members. 6 in o.c. Allowable shear value is for short -time loads due to wind or earthquake and must be reduced 25% for normal loading. No. of Sides -� Allo"able shear value is for Douglas Fir -Larch. One Sided Minimum panel dimension is 12". Stud Spacing Values may be increased to values for 15/32' panels if panels are applied directly to framing. 16 in o.c. Russell Gallaway Associates Stnrctural Engineering tram the design aeSK ot.... JOB Robinson Residence J -OB NO. 16-802 DATE 1-28-16 PAGE NO. ENGINEER CP _ 46 Foot2000 v2.1.63, Copyright © 1999-2001 Spyder Software 2/9/2016 4:40:18 PM Company Info I Project Info Russell Gallaway Associates JProject: Robinson Residence 7 Sierra Nevada Court Location: 593 Peterseon Ave Chico, CA, 95928 1 Gridley, CA 95948 Phone: (530) 342-0302 lClient: Cash Colby Fax: (530) 342-1882 JJob No.: 16-802 E-mail: doctord@rga-chico.com IFooting Id: AIC FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, f'c........................ 2.50 ksi Concrete Type ...................................................... HardRock Concrete Cover..... .................... 3.0 in. Steel Ultimate Strength, Fy........................................ 60.0 ksi ColumnSize ........................................................ 3.50 in. by Allowable Soil Bearing Strength .................................... 1.500 ksf Wind Load Soil Bearing Strength, (1.33 increase) ................... 1.995 ksf Seismic Load Soil Bearing Strength, (1.33 increase) ................ 1.995 ksf FootingWidth ...................................................... 1.75 ft. Footing Length ..................................................... 1.75 ft. Footing Depth ...................................................... 12.00 in. Punching Shear Stress .............................................. 9.69 psi Beam Shear Stress .................................................. .37 psi Reinforcing Standards per .......................................... ASTM -A615 Longitudinal Bottom Reinforcement Required for Strength............ .00 in' Transverse Bottom Reinforcement Required for Strength .............. .00 int Gravity Only Soil Bearing .......................................... 1.301 ksf Wind Load Soil Bearing ............................................. 1.758 ksf Seismic Load Soil Bearing .......................................... 1.301 ksf LOADING PARAMETERS - FACTORED LOAD CASES CONSIDERED: 1.4DL 1.2DL + 1.6LL 1.2DL + 1.6LL + 1.7SL 1.2DL + 1.OLL + 1.OWL 0.9DL + 1.67WL 1.2DL + LOLL + 1.0EQ 0.9DL + 1.OEQ UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 1.90 0.00 0.00 Live Load 1.90 0.00 0.00 Wind Load 1.40 0.00 0.00 Earthquake 0.00 0.00 0.00 Other Loads 0.00 0.00 0.00 d= 12.00" W = 1.75' 3.50 in. ::::T3. over00" 47 Foot2000 v2.1.63, Copyright © 1999-2001 Spyder Software 2/9/2016 4:40:31 PM +` Company Info Russell Gallaway Associates 7 Sierra Nevada Court Chico, CA, 95928 Phone: (530) 342-0302 Fax: (530) 342-1882 E-mail: doctord@rga-chico.com FOUNDATION PARAMETERS I Project Info (Project: Robinson Residence (Location: 593 Peterseon Ave I Gridley, CA 95948 (Client: Cash Colby (Job No.: 16-802 (Footing Id: A1N Concrete Ultimate Compressive Strength, f'c......................... 2.50 ksi Concrete Type ...................................................... HardRock Concrete Cover ..................................................... 3.0 in. Steel Ultimate Strength, Fy........................................ 60.0 ksi Column Size ........................................................ 3.50 in. by 3.50 in. Allowable Soil Bearing Strength .................................... 1.500 ksf Wind Load Soil Bearing Strength, (1.33 increase) ................... 1.995 ksf Seismic Load Soil Bearing Strength, (1.33 increase) ................ 1.995 ksf Footing Width ...................................................... 1.25 ft. Footing Length ..................................................... 1.25 ft. Footing Depth ...................................................... 12.00 in. Punching Shear Stress .............................................. 2.69 psi Beam Shear Stress .................................................. n/a psi Reinforcing Standards per .......................................... ASTM -A615 Longitudinal Bottom Reinforcement Required for Strength............ .00 inz Transverse Bottom Reinforcement Required for Strength .............. .00 in' Gravity Only Soil Bearing .......................................... 1.250 ksf Wind Load Soil Bearing ............................................. 1.762 ksf Seismic Load Soil Bearing .......................................... 1.250 ksf LOADING PARAMETERS - FACTORED LOAD CASES CONSIDERED: 1.4DL 1.2DL + 1.6LL 1.2DL + 1.6LL + 1.7SL 1.2DL + 1.OLL + 1.OWL 0.9DL + 1.67WL 1.2DL + 1.OLL + 1.OEQ 0.9DL + 1.OEQ UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 0.93 0.00 0.00 Live Load 0.93 0.00 0.00 Wind Load 0.80 0.00 0.00 Earthquake 0.00 0.00 0.00 Other Loads 0.00 0.00 0.00 d= 12.00" X W = 1.25' 48 ::: Cover = 3.00" Foot2000 v2.1.63, Copyright © 1999-2001 Spyder Software 2/9/2016 4:40:41 PM Company Info I Project Info Russell Gallaway Associates JProject: Robinson Residence 7 Sierra Nevada Court Location: 593 Peterseon Ave Chico, CA, 95928 1 Gridley, CA 95948 Phone: (530) 342-0302 lClient: Cash Colby Fax: (530) 342-1882 lJob No.: 16-802 E-mail: doctord@rga-chico.com IFooting Id: A1S FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, f'c........................ 2.50 ksi Concrete Type ...................................................... HardPock Concrete Cover ..................................................... 3.0 in. Steel Ultimate Strength, Fy........................................ 60.0 ksi ColumnSize ........................................................ 3.50 in. by Allowable Soil Bearing Strength .................................... 1.500 ksf Wind Load Soil Bearing Strength, (1.33 increase) ................... 1.995 ksf Seismic Load Soil Bearing Strength, (1.33 increase) ................ 1.995 ksf Footing Width ....................................................... 1.50 ft. Footing Length ..................................................... 1.50 ft. Footing Depth ...................................................... 12.00 in. Punching Shear Stress .............................................. 5.54 psi Beam Shear Stress .................................................. n/a psi Reinforcing Standards per .......................................... ASTM -A615 Longitudinal Bottom Reinforcement Required for Strength............ .00 in= Transverse Bottom Reinforcement Required for Strength .............. .00 int Gravity Only Soil Bearing .......................................... 1.260 ksf Wind Load Soil Bearing ............................................. 1.647 ksf Seismic Load Soil Bearing .......................................... 1.260 ksf LOADING PARAMETERS - FACTORED LOAD CASES CONSIDERED: 1.4DL 1.2DL + 1.6LL 1.2DL + 1.6LL + 1.7SL 1.2DL + 1.OLL + 1.OWL 0.9DL + 1.67WL 1.2DL + 1.OLL + 1.OEQ 0.9DL + 1.OEQ UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 1.35 0.00 0.00 Live Load 1.35 0.00 0.00 Wind Load 0.87 0.00 0.00 Earthquake 0.00 0.00 0.00 Other Loads 0.00 0.00 0.00 d = 12.00" W = 1.50' 49 3.50 in. ::::13.001, over - Foot2000 v2.1.63, Copyright © 1999-2001 Spyder Software 2/9/2016 4:40:52 PM Company Info I Project Info Russell Gallaway Associates 1Project: Robinson Residence 7 Sierra Nevada Court Location: 593 Peterseon Ave Chico, CA, 95928 1 Gridley, CA 95948 Phone: (530) 342-0302 JClient: Cash Colby Fax: (530) 342-1882 lJob No.: 16-802 E-mail: doctord@rga-chico.com IFooting Id: A32S header left FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, f'c........................ 2.50 ksi Concrete Type ...................................................... HardRock Concrete Cover ..................................................... 3.0 in. Steel Ultimate Strength, Fy........................................ 60.0 ksi ColumnSize ........................................................ 3.50 in. by Allowable Soil Bearing Strength .................................... 1.500 ksf Wind Load Soil Bearing Strength, (1.33 increase) ................... 1.995 ksf Seismic Load Soil Bearing Strength, (1.33 increase) ................ 1.995 ksf Footing Width ...................................................... 2.25 ft. Footing Length ..................................................... 2.25 ft. Footing Depth ...................................................... 18.00 in. Punching Shear Stress .............................................. 5.26 psi Beam Shear Stress .................................................. n/a psi Reinforcing Standards per .......................................... ASTM -A615 Longitudinal Bottom Reinforcement Required for Strength............ .00 int Transverse Bottom Reinforcement Required for Strength .............. .00 int Gravity Only Soil Bearing .......................................... 1.255 ksf Wind Load Soil Bearing ............................................. 1.769 ksf Seismic Load Soil Bearing .......................................... 1.255 ksf LOADING PARAMETERS - FACTORED LOAD CASES CONSIDERED: 1A DL 1.2DL + 1.6LL 1.2DL + 1.6LL + 1.7SL 1.2DL + 1.OLL + 1.OWL 0.9DL + 1.67WL 1.2DL + 1.OLL + 1.OEQ 0.9DL + 1.OEQ UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 3.00 0.00 0.00 Live Load 2.90 0.00 0.00 Wind Load 2.60 0.00 0.00 Earthquake 0.00 0.00 0.00 Other Loads 0.00 0.00 0.00 d= 18.00" W = X 25'-- 50 in. 50 Cover = 3.00" Foot2000 v2.1.63, Copyright © 1999-2001 Spyder Software. 2/9/2016 4:41:09 PM 11 Company Info Russell Gallaway Associates 7 Sierra Nevada Court Chico, CA, 95928 Phone: (530) 342-0302 Fax: (530) 342-1882 E-mail: doctord@rga-chico.com FOUNDATION PARAMETERS I Project Info (Project: Robinson Residence (Location: 593 Peterseon Ave I Gridley, CA 95948 (Client: Cash Colby (Job No.: 16-802 (Footing Id: A32S header right Concrete Ultimate Compressive Strength, f'c........................ 2.50 ksi Concrete Type ...................................................... HardRock Concrete Cover ..................................................... 3.0 in. Steel Ultimate Strength, Fy......................................... 60.0 ksi ColumnSize ........................................................ 3.50 in. by Allowable Soil Bearing Strength .................................... 1.500 ksf Wind Load Soil Bearing Strength, (1.33 increase) ................... 1.995 ksf Seismic Load Soil Bearing Strength, (1.33 increase) ................ 1.995 ksf FootingWidth ...................................................... 2.75 ft. Footing Length ..................................................... 2.75 ft. Footing Depth ...................................................... 18.00 in. Punching Shear Stress .............................................. 10.54 psi Beam Shear Stress .................................................. .23 psi Reinforcing Standards per .......................................... ASTM -A615 Longitudinal Bottom Reinforcement Required for Strength............ .00 in' Transverse Bottom Reinforcement Required for Strength .............. .00 in' Gravity Only Soil Bearing .......................................... 1.280 ksf Wind Load Soil Bearing ............................................. 1.902 ksf Seismic Load Soil Bearing .......................................... 1.280 ksf LOADING PARAMETERS - FACTORED LOAD CASES CONSIDERED: 1.4DL 1.2DL + 1.6LL 1.2DL + 1.6LL + 1.7SL 1.2DL + 1.OLL + 1.OWL 0.9DL + 1.67WL 1.2DL + 1.OLL + 1.OEQ 0.9DL + 1.OEQ UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 4.50 0.00 0.00 Live Load 4.50 0.00 0.00 Wind Load 4.70 0.00 0.00 Earthquake 0.00 0.00 0.00 Other Loads 0.00 0.00 0.00 d= 18.00" X W = 2.75' 51 3.50 in. Cover:_:�= 3.00" Foot2000 v2.1.63, Copyright © 1999-2001 Spyder Software 2/9/2016 4:41:24 PM Company Info Russell Gallaway Associates 7 Sierra Nevada Court Chico, CA, 95928 Phone: (530) 342-0302 Fax: (530) 342-1882 E-mail: doctord@rga-chico.com FOUNDATION PARAMETERS I Project Info (Project: Robinson Residence (Location: 593 Peterseon Ave I Gridley, CA 95948 (Client: Cash Colby (Job No.: 16-802 (Footing Id: B4 end Concrete Ultimate Compressive Strength, f'c........................ 2.50 ksi Concrete Type ...................................................... HardRock Concrete Cover ..................................................... 3.0 in. Steel Ultimate Strength, Fy........................................ 60.0 ksi Column Size ........................................................ 3.50 in. by Allowable Soil Bearing Strength .................................... 1.500 ksf Wind Load Soil Bearing Strength, (1.33 increase) ................... 1.995 ksf Seismic Load Soil Bearing Strength, (1.33 increase) ................ 1.995 ksf Footing Width ...................................................... 1.75 ft. Footing Length ..................................................... 1.75 ft. Footing Depth ...................................................... 12.00 in. Punching Shear Stress .............................................. 9.54 psi Beam Shear Stress .................................................. .37 psi Reinforcing Standards per .......................................... ASTM -A615 Longitudinal Bottom Reinforcement Required for Strength............ .00 in' Transverse Bottom Reinforcement Required for Strength .............. .00 in' Gravity Only Soil Bearing .......................................... 1.320 ksf Wind Load Soil Bearing ............................................. 1.725 ksf Seismic Load Soil Bearing .......................................... 1.320 ksf LOADING PARAMETERS - FACTORED LOAD CASES CONSIDERED: 1.4DL 1.2DL + 1.6LL 1.2DL + 1.6LL + 1.7SL 1.2DL + 1.OLL + 1.OWL 0.9DL + 1.67WL 1.2DL + 1.OLL + 1.OEQ 0.9DL + 1.OEQ UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 1.93 0.00 0.00 Live Load 1.93 0.00 0.00 Wind Load 1.24 0.00 0.00 Earthquake 0.00 0.00 0.00 Other Loads 0.00 0.00 0.00 d= 12.00" X W = 1.75' 52 3.50 in. ::: Cover = 3.00" Foot2000 v2.1.63, Copyright © 1999-2001 Spyder Software 2/9/2016 4:41:36 PM Company Info I Project Info Russell Gallaway Associates 1Project: Robinson Residence 7 Sierra Nevada Court JLocation: 593 Peterseon Ave Chico, CA, 95928 1 Gridley, CA 95948 Phone: (530) 342-0302 1Client: Cash Colby Fax: (530) 342-1882 IJob No.: 16-802 E-mail: doctord@rga-chico.com IFooting Id: B4 interior left FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, f'c........................ 2.50 ksi Concrete Type ...................................................... HardRock Concrete Cover ..................................................... 3.0 in. Steel Ultimate Strength, Fy........................................ 60.0 ksi Column Size ........................................................ 3.50 in. by Allowable Soil Bearing Strength .................................... 1.500 ksf Wind Load Soil Bearing Strength, (1.33 increase) ................... 1.995 ksf Seismic Load Soil Bearing Strength, (1.33 increase) ................ 1.995 ksf FootingWidth ...................................................... 3.00 ft. Footing Length ..................................................... 3.00 ft. Footing Depth ...................................................... 18.00 in. Punching Shear Stress .............................................. 12.96 psi Beam Shear Stress .................................................. 1.56 psi Reinforcing Standards per .......................................... ASTM -A615 Longitudinal Bottom Reinforcement Required for Strength............ .00 in' Transverse Bottom Reinforcement Required for Strength .............. .00 in' Gravity Only Soil Bearing .......................................... 1.423 ksf Wind Load Soil Bearing ............................................. 1.823 ksf Seismic Load Soil Bearing .......................................... 1.423 ksf LOADING PARAMETERS - FACTORED LOAD CASES CONSIDERED: 1.4DL 1.2DL + 1.6LL 1.2DL + 1.6LL + 1.7SL 1.2DL + 1.OLL + 1.OWL 0.9DL + 1.67WL 1.2DL + 1.OLL + 1.OEQ 0.9DL + 1.OEQ UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 6.00 0.00 0.00 Live Load 6.00 0.00 0.00 Wind Load 3.60 0.00 0.00 Earthquake 0.00 0.00 0.00 Other Loads 0.00 0.00 0.00 d= 18.00" X W = 3.00' 53 50 in. Cover:::J= 3.00" Foot2000 v2.1.63, Copyright © 1999-2001 Spyder Software 2/9/2016 4:41:49 PM 54 • Company Info Project Info Russell Gallaway Associates 12roject: Robinson Residence 7 Sierra Nevada Court Location: 593 Peterseon Ave Chico, CA, 95928 1 Gridley, CA 95948 Phone: (530) 342-0302 lClient: Cash Colby Fax: (530) 342-1882 JJob No.: 16-802 E-mail: doctord@rga-chico.com IFooting Id: B4 interior right FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, f'c........................ 2.50 ksi Concrete Type ...................................................... HardRock Concrete Cover ..................................................... 3.0 in. Steel Ultimate Strength, Fy........................................ 60.0 ksi Column Size ........................................................ 3.50 in. by 3.50 in. Allowable Soil Bearing Strength .................................... 1.500 ksf Wind Load Soil Bearing Strength, (1.33 increase) ................... 1.995 ksf Seismic Load Soil Bearing Strength, (1.33 increase) ................ 1.995 ksf Footing Width ...................................................... 3.50 ft. Footing Length ..................................................... 3.50 ft. Footing Depth ...................................................... 18.00 in. Punching Shear Stress .............................................. 17.97 psi Beam Shear Stress .................................................. 3.96 psi Reinforcing Standards per .......................................... ASTM -A615 Longitudinal Bottom Reinforcement Required for Strength............ .12 in' (1-#4) Transverse Bottom Reinforcement Required for Strength .............. .12 in' (1-#4) Gravity Only Soil Bearing .......................................... 1.332 ksf Wind Load Soil Bearing ............................................. 1.708 ksf Seismic Load Soil Bearing .......................................... 1.332 ksf LOADING PARAMETERS - FACTORED LOAD CASES CONSIDERED: 1.4DL 1.2DL + 1.6LL 1.2DL + 1.6LL + 1.7SL 1.2DL + 1.OLL + 1.OWL 0.9DL + 1.67WL 1.2DL + 1.OLL + 1.OEQ 0.9DL + 1.OEQ c UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 7.61 0.00 0.00 Live Load 7.61 0.00 0.00 Wind Load 4.60 0.00 0.00 Earthquake 0.00 0.00 0.00 Other Loads 0.00 0.00 0.00 d= 18.00" X W = 3.50' \� As =-1-#4 Bars As = 1-#4 Bars ::: T3. over = 00" ot2000 v2.1.b3, Copyright © 1999-2U01 Spyder Software 1/29/201b 10:21:U'/ AM 4.4 Company Info I Project Info Russell Gallaway Associates 1Project: Robinson Residenc 7 Sierra Nevada Court Location: 593 Peterson Ave. Chico, CA, 95928 1 Gridley, CA 95948 Phone: (530) 342-0302 lClient: Cash Colby Fax: (530) 342-1882 lJob No.: 16-802 E-mail: doctord@rga-chico.com IFooting Id: Bedroom 2 Interior Bearing FOUNDATION PARAMETERS Material Properties: Conc. Strength Conc. Type Bot. Steel Top Steel Steel Yield f'c, psi Cover, in. Cover, in. Fy, ksi Section: 1 2,500 HardRock 3.00 2.00 60 Footing Section Geometry, (Stiffnesses based on 80% of Ig): Length, ft. Width, ft. Depth, inches Section: 1 6.00 3.00 18.00 dolumn 6 Wall Data: Type Center Length Width ft. in. in. Column 1 Other 1.50 3.00 3.50 Column 2 Other 3.00 3.00 3.50 Column 3 Other 4.50 3.00 3.50 Soil Bearing Results, psf (actual / allowable): Gravity Case Wind Case Seismic Case Section: 1 1,216 / 1,500 1,764 / 1,995 1,216 / 1,995 Beam Shear Stresses: Section: 1 ........................... 1.47 psi Stirrups not required Punching Shear Stresses: Column 1 ........................... 5.93 psi Column 2 ........................... 4.59 psi - Column 3 ........................... 1.20 psi Reinforcing Standards per ASTM -A615 Reinforcing Requirements per ACI Ultimate Strength Methods: Footing Top Steel Bottom Steel Transverse Sections: inz, Design inz, Design inz/ft, Spacing Section: 1 Strength:.. 0.00 0-#4 0.09 1-#4 0.03 #4 @ 75.4in Note: Strength = Steel Required for Strength.. Stirrups int, Spacing Not Regd... 55 56 it Foot2000 v2.1.63, Copyright © 1999-2001 Spyder Software 1/29/2016 10:21:07 AM Footing Id: Bedroom 2 Interior Bearing Page: 2 Loading Parameters: Concrete Design Ultimate Strength Load Cases Considered: 1.4DL 1.4DL + 1.7LL 1.4DL + 1.7LL + 1.7SL 1.05DL + 1.275LL + 1.275WL 1.05DL + 1.275LL - 1.275WL 0.9DL + 1.3WL 0.9DL - 1.3WL 1.05DL + 1.275LL + 1.OEQ 1.05DL + 1.275LL - 1.OEQ 0.9DL + 1.OEQ 0.9DL - 1.OEQ Soil Load Cases Considered: 1.ODL 1.ODL + 1.OLL 1.ODL + 1.OLL + 1.OSL 1.ODL + 1.OLL + 1.OWL 1.ODL + 1.OLL - 1.OWL 0.667DL + 1.OWL 0.667DL - 1.OWL 1.ODL + 1.OLL + 1.OEQ 1.ODL + 1.OLL - 1.OEQ 0.667DL + 1.OEQ 0.667DL - 1.OEQ Un -Factored Loads, ft -kips: Dead Load Live Load Wind Load Seismic Load Other Load FY MZ FY MZ FY MZ FY MZ FY MZ Column:l 2.87 0.00 2.87 0.00 3.18 0.00 0.00 0.00 0.00 0.00 Column:2 2.34 0.00 2.33 0.00 2.56 0.00 0.00 0.00 0.00 0.00 Column:3 1.10 0.00 1.10 0.00 1.20 0.00 0.00 0.00 0.00 0.00 Total Vertical Contact Forces: 1.ODL = 10.360 kips 1.ODL + 1.OLL = 16.660 kips 1.ODL + 1.OLL + 1.OSL = 16.660 kips 1.ODL + 1.OLL + 1.OWL = 23.600 kips 1.ODL + 1.OLL - 1.OWL = 9.720 kips 0.667DL + 1.OWL = 15.199 kips 0.667DL - 1.OWL = 1.319 kips 1.ODL + 1.OLL + 1.OEQ = 16.660 kips 1.ODL + 1.OLL - 1.OEQ = 16.660 kips 0.667DL + 1.OEQ = 8.259 kips 0.667DL - 1.OEQ = 8.259 kips Envelope Case = 23.600 kips h Foot2000 v2.1.63, Copyright © 1999-2001 Spyder Software 1/29/2016 10:21:07 AM FootinglId: Bedroom 2 Interior Bearing Page: 3 0 -ft. V, kips 9 M, ft -kips 0 L� FS #1 6.9 kips 6 -ft. -0.7 ft -kips 1,761 psf Bearing psf 0 Defl, in. 0 0.392" 6.1 ft -kips 57