The URL can be used to link to this page

Home My WebLink AboutB17-2809 000-000-000 (2)1 of 84 STRUCTURAL CALCULATIONS Orsillo Residence Oroville, CA Job Number: 17-808 January 4, 2018 I Exp. 6/30/18 � 8 I L \Q F OF C V BUTTE COUNTY JAN 0 4 2018 IIEVELOPMENT SERVICES - PERMIT # BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE DATE I * y @Y— -��i US Meyers Street Suite 110 Chico. California 95928 r Q a' t 530.342.0302 f 530.3421882 www.rgachico.com _ F , 2of84 FLOOR PLAN FOR REFERENCE ONLY, _ 8 s I� 9 II II - II y 11 IIS � SII' t cwrep ma II 6 � e> �'�: r��d `� ii o�•« � Il air: � I �J .�:�� 4•{4.' 0 ,'!°r+ V°•x ^,4t° 0'� II 0 .Uv6°'a '�O � IIS` °'Pw � �PfJ rr^ I Ay. .-.:::...•lsi ----------------------- 4 ME �Wftmlm bl Sln rw ,e I 1 � � s � � I •r ttwG)u � 1� j <I� I �= I PhNi(ry• b mar..�M, I ,nzeoem.nrl "l i. `:�J no ewavMrmw I ..,�� > --------------------------- —I y � I p,• �Ir p. ., �I tl a Mal ITm's-- _t_ °'rr.onv i (� �m•.r� I _ I I _ I :;. �' ,��_rrc—� �A( _ c c I D - �__ F m PG3iJi ii n u Ck02ao-3 �cvo i -W. _-n .xc 1 m 1 so � I aIb fi �� _ Orsillo Residence, Job No. 17-808 _ CP 11/7/2017; ca 'Russell, Gallaway Associates - _ - Structural Engineering F _ DESIGN LIVE AND DEAD LOADS" ROOF DEAD LOAD: TYPICAL FLOOR LOADS: Comp Roofing = 2:2 PSF - Floor finish = 5.0 PSF 1/2"'PLYWOOD__ 1.7 PSF" 3/4" plywood = 2.5 PSF Trusses at 16'o.c. = 3.5 PSF' Floor Joists at 16"o.c. _, 2.3 PSF 1/2" Gyp. Board, = 2.2 PSF `. 1/2" Gyp. Board = 2.2 PSF Mech. Elec. Plumbing = 1.0 PSF. i, Mech. Elec. Plumbing = , 1.0 PSF Insulation = 1:0 PSF Insulation 1:0 PSF SUB -TOTAL = 11.6 PSF ,_ , : w Y Misc. _ .1:0 PSF SLOPE CORRECTION "X:12" 6.00. 1.12 " .-' TOTAL FLOOR DEAD LOAD: = 15.0 PSF MISCELLANEOUS - '# 2:0 PSF;f ' - - FLOOR LIVE LOAD: = 40.0 ' ROOF DEAD LOAD : = 15 PSF ROOF SNOW LOAD: t = r 0.0 PSF *• _: ` ' EXTERIOR WALL LOADS: ROOF LIVE LOAD: _ 18.0 PSF_ - Lap Siding _ 2.3 PSF - - 1/2" Gyp. Board = 2.2 PSF Deck Loads ' • _ - 2X6 @ 16"o.c. = 1.7 PSF 2X,planks - = 4.4 PSF 3/8" plywood = 1.3 ` PSF Floor. joists at 16"6.c. = 2.2 PSF MISCELLANEOUS _ 1.5 PSF Beams at 5'o.c. = 1.5 PSF PSF MISCELLANEOUS = 1.9 PSF TOTAL EXTERIOR WALL, = 9.0 PSF PSF SOILS;'DATA: j' SNOW LOAD fDESIGN� CRITERIA: SOILS REPORT: County Minimums - ELEVATION =1 1300.0 FT GEOTECHNICAL ENGINEER: n/a GROUND SNOW LOAD (Pg) = 0.0-PSF ` DATE OF REPORT: _n/a ` BASIC BEARING PRESSURE EXPOSURE: PARTIAL l+-1 Ce = 1.00 PADS & CONT. FNDT. = Qa = 11500 PSF- INCREASE FOR WIDTH = 0.0 %,,, , :. _ '' =THERMAL_ UNHEATED El Ct = 1.20 INCREASE FOR DEPTH 0.0 % ,. MAX. SOIL PRESSURE - Qa = 2,000 PSF, - - FLAT ROOF SNOW LOAD (Pf) _ 0.0 PSF -'} t ISOLATED FOUNDATIONS1,500 `ALLOW PASSIVE PRESSURE = 200.0 PSF PCF _ - - •ROUGHNESS:' Obst;ucted or Non -Slippery I Cs = 1.00• , ALLOW SOIL FRICTION = 0.35 EQUIV. FLUID PRESSURE PCF F' �I •SLOPED ROOF SNOW LOAD'(Ps) = 0.0 PSF ca 'Russell, Gallaway Associates - _ - Structural Engineering F r* 4 of 84 . ROOF FRAMING PLAN - FOR REFERENCE ONLY = - PROM LALL GAENCS: PROVIDE SIMPSONON A]S CLIPS 24.9e TRUSS TO PLATE PROVIDE 2X4 OUTRIGGERS 24.91 FOR 2X8 BARGE RAFTER SUPPORT BRACE GABLE TRUSS PER MFG SPEC I - t W F MbS I1.L2!•Yn" L99OXI :TA n•d' _ Y 6f CN RlF'r'W'L•d• b c:N 1YXL AYMI•(' `i(j� �� 0 10'R CP1 WkL SNp L•B' a - rHta xu rroeru• E)w. rHF R'¢r%IL rC'Mtt.T 2 �ih M ftN:9rU:1rV tLCG h� ON rU 090E MR�rOdx'Ht9tf,! _ _ _ _ _ _ _ _ A• L I I 1 I I I I I 'I I I I I . rafts 2!" K I I I I I I I I I I I I I I I I I u i I i l i i i i I i I CO/.VaON I I I I I fW.'LY. IW I s., �(.tl IfFG W IF.W%5 24" X 12T!':m.nal I I [ I I y ��,� _ L—J kFG YN1IEV I NFG VALiEV i1VS5F521"it----) larIA5 74" Y. Iae � I , 'S I I h Ji� (J4¢d'.IBF B:xC Pfi'9II4L'(. .It dzxart G 3 � � HID MD Mn MS I.� NS A;T 4A Nf5 1YJ Np —y cr— tq Ire r lars � "��' ulau•c / l¢( f4ttf Air,S 1Ui cfi'nM i R.IOt Vf fJ9tV. N55 � • Ir trr4i 7 r • - K¢'n lgll V,0 ° MEMBER REPORT Roof Beams & Headers, Rear Covered Deck Side PASSE D 0RTE �` of 84_ •��• ?. r • 1 piece(s) 4 x 12 Douglas Fir -Larch No. 1 Overall Length: 10'3 1/2" + a p---------- — — ----- --- -- - - - 0 10, (moi: •• • .. All locations are measured from the outside face of. left support (or left cantilever end).AII dimensions are horizontal.; Drawing is Conceptual ) D&ign'ReSUlts _ Actual @Location .,,,-.Allowed -j Result a • , , LDF ; Load Conibmation (Pattem) -Member Reaction (lbs) 3203 @ 2" 7656 (3.50") Passed (42%) 1.0 D + 1.0 Lr (All Spans) Shear (lbs) 2438 @ 1' 2 3/4"; 5906 Passed (41%) 1.25 1.0 D + 1.0 Lr (All Spans) . Moment (Ft -lbs) 7716 @ 5' 13/4"' 8459 Passed (91%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in) 0.110 @ 5' 13/4" 0.332 Passed (L/999+) -- 1.0 D + 1.0 Lr (All Spans) Total Load Dell: (in) 0.195 @ 5' 13/4" 0.498 Passed (L/613) 1.0 D + 1.0 Lr (All Spans) V , System : Roof Member Type : Drop Beam , ,l Building Use: Residential` ' Building Code : IBC 2015 r, Design Methodology : ASD . Member Pitch: 0/12 ; Deflection criteria: LL (V360) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 10' 4" o/c unless detailed otherwise. ` Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 10' 4" o/c unless detailed otherwise. r 4 • I ` Applicable calculations are based on NDS. f a -- — — Bearing — — Loads to Supports (lbs) " SUpp01t5 Notal Available a alb gmred, z Dead ROVe Wind Total � Accessories v 1- Stud wall- OF - 3.50" 3.50" 1.50" 1402 1801 -1351 3203/-1351 Blocking 2 - Stud wall- DF 3.50" 3.50" 1.50" 1402 1801 -1351 3203/-1351 Blacking r r • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. TH66tary, ea Dd, 1 Roof Live Wind LOadS, 1'Location (Side) . Width r q g,(0 90) ' (non snow 175) ,,� (1 60) ` Comments r 0 - Self Weight (PLF) 0 to 10' 3 1/2" N/A 10.0 • r + 1 :Uniform (PSS 17' to 10' 3 1/2" 17' 6" 15.0 20.0 -15.0 Roof ^ Front Weyerhaeuser NOtes• �. _ - _. 1.+ - n. t (Z� SUSTAINABLE FORESTRY INITIATIVE 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. 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. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. 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, Weyerhaeuser ' product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes r • Clint Petersen - RGA j' • (530)342.0302 , r clint@rgachico.com • r 11/7/2017 2:56:28 PM Forte v5.3, Design Engine: V7.0.0.5 Orsillo Framing.4te Page 2 of. 22. l� r F�° MEMBER REPORT Roof Beams & Headers, Family Room 20' SD PSL O R 1T E 1 piece(s) 5 1/4" x 18" 2.0E Parallam® PSL Overall Length: 20'6" + o` +' 20, F All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.; Drawing is Conceptual NBM4 t.ReSllltS _ Aitual @ Location _ Allowed +, Result; LDF, Load: Combination (Pattern) Member Reaction (lbs) 6940 @ 1 1/2" 9844 (3.00") Passed (70%) ^Total, - 1.0 D + 1.0 Lr (All Spans) Shear (lbs) 5755 @ 1' 9" 22838 Passed (25%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft -lbs) 34704 @ 10'3" 81872 Passed (42%) 1.25 1.0 D + 1.0 Lr (All Spans) Vert Live Load Defl. (in) 0.297 @ 10' 3" 0.675 Passed (L/817) 2.11" 1.0 D + 1.0 Lr (All Spans) Vert Total Load Defl. (in) 0.544 @ 10' 3" 1.013 Passed (L/446) 3147 1.0 D + 1.0 Lr (All Spans) Lat Member Reaction (lbs) 890 @ 20' 4 1/2" N/A Passed (N/A) 1.60 1.0 D + 0.6 W Lat Shear (lbs) 841 @ 8 1/4" , 21168 Passed (4%) 1.60 1.0 D + 0.6 W Lat Moment (Ft -lbs) 4508@ mid -span 32024 Passed (14%) 1.60 1.0 D + 0.6 W Lat Deflection (in) 0.540@ mid -span 2.025 Passed (L/450) 1.0 D + 0.6 W Bi -Axial Bending 1 0.44 1.00 Passed (44%) 1.60 1.0 D + 0.45 W + 0.75 L + 0.75 Lr Deflection criteria: LL (L/360) and TL (L/240). Lateral deflection criteria: Wind (L/120) r System: Wall Member Type : Header Building Use:Residential Building Code : IBC 2015 1 Design Methodology: ASD i -T - -_ Lateral Connections: Simpson Stron-=Tie'Connecto`rs. Supports _ ; Plate Size-'_- Plate Material _ . _. Connector, , Type/Model _ _ Quantity'. Nailing Left 2X Douglas Fr -Larch Connector not found N/A N/A ` N/A . Right 2X Douglas Fir -Larch Connector not found N/A N/A N/A Bearing, Clint Petersen - Loads to Supports (lbs) _ _�Tcibutary Width; . -(1.60)- Comments._ 1 -Uniform (PSF) ^Total, - SUpport5Total 29.3 - - Roof 'Available Required .Dead Wind.''Y Accessories - r ILi ve 1 - Trimmer - DF 3.00" 3.00" 2.11" 3147 3793 -1517 6940/-1517 None 2 - Trimmer - DF 3.00" 3.00" 2.11" 3147 3793 -1517 6940/-1517 None r System: Wall Member Type : Header Building Use:Residential Building Code : IBC 2015 1 Design Methodology: ASD i -T - -_ Lateral Connections: Simpson Stron-=Tie'Connecto`rs. Supports _ ; Plate Size-'_- Plate Material _ . _. Connector, , Type/Model _ _ Quantity'. Nailing Left 2X Douglas Fr -Larch Connector not found N/A N/A ` N/A . Right 2X Douglas Fir -Larch Connector not found N/A N/A N/A f Wind • ASCE/SEI 7-10 Sec. 30.4: Exposure Category (C), Mean Roof Height (25'), Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (115 mph), Risk Category(II), Effective Wind Area determined using full member span and trib. width. • 2015 IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load. We erhaeuser Notes Y Clt� SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. l " Weyerhaeuser expressly disclaims any other warranties related to the 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. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -parry 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, Weyerhaeuser a product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Clint Petersen - Lateral;Load ,•Location _ _�Tcibutary Width; . -(1.60)- Comments._ 1 -Uniform (PSF) Full Length 5' 29.3 - - f Wind • ASCE/SEI 7-10 Sec. 30.4: Exposure Category (C), Mean Roof Height (25'), Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (115 mph), Risk Category(II), Effective Wind Area determined using full member span and trib. width. • 2015 IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load. We erhaeuser Notes Y Clt� SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. l " Weyerhaeuser expressly disclaims any other warranties related to the 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. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -parry 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, Weyerhaeuser a product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Clint Petersen - RGA _ (530) 342-0302 ' • Clint@rgachico.com ' t `• w - 11/7/2017 2:56:28 PM Forte v5.3, Design Engine: V7.0.0.5 Orsillo Framing.4te Page 3 of 22 WFR T E ° MEMBER REPORT Roof Beams & Headers, Family Room 20' SD GLB y' PASSE. Pof 84 ' j . 1 piece(s) 5 1/2,'x 18 24F-V4.DF Glulam - ,• - ` , .. Overall Length: 20'6" .: � � ' • • , - � � ,. � � . q r _ 20' ti , All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.; Drawing is Conceptual ,D 'gigiii Resul _ _. " _rAetual @ Locition• J f _ Allowed ,, ! Result i _ _ LDF� Load: combination (Pitt&rn • Member Reaction (lbs) 6884 @ 11/2" 10725 (3.00") Passed (64%) 1.0 D + 1.0 Lr (All Spans) Shear (lbs) 5708 @ 1' 9" 21863 Passed (26%) 1.25 1.0 D + 1.0 Lr (All Spans) Pos Moment (Ft -lbs) 34423 @ 10-3" 71056 Passed (48%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in) 0.291 @ 10'3" 0.675 Passed (L/835) 1.0 D + 1.0 Lr (All Spans) Total Load Dell. (in) 0.528 @ 10'3". '1.013 Passed (L/460) 1.0 D + 1.0 Lr (All Spans) system : Wall . Member Type : Header Building Use : Residential K.., Building Code : IBC 2015 �+ ' Design Methodology : ASD Deflection criteria: LL (L/360) and TL (L/240)• 4' Top Edge Bracing (Lu): Top compression edge must be braced at 20' 6" o/c unless detailed otherwise. • ' ' ' Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 20' 6" o/c unless detailed otherwise. • , _ . Critical positive moment adjusted by a volume factor of 6.96 that was calculated using length L = 20' 3". _. t The effects of positive or negative camber have not been accounted for when calculating deflection. f _ 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. � r Applicable calculations are based on NDS. ' Bearing --I Loads t6 Supports (Ibs) i- • '`. Roof ^ Supports Total Adallable J Regwre_d DeadWindTotal Accessories , 1 - Trimmer - DF 3.00" 3.00" 1.93" 3091 3793 -1517 6884/-1517 None 2 - Trimmer - DF 3.00" 3.00" 1.93" 3091 3793 -1517 6884/-1517 None ; . Weyerhaleuser''NOteS _ ?-�' . • _ Y '__ - ` „ - - - - - - -- A - ` . - i `• ' • (Zj) SUSTAINABLE FORESTRY INITIATIVE 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. 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. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at • ?. y Weyerhaeuser facilities are third -parry certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES I _ under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser , product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. , - The product application, input design loads, dimensions and support information have been provided by Forte software Operator w ` _ + r Forte Software Operator Job Notes Clint Petersen , RGA (530)342.0302 clint@rgachico.com " 11/7/2017 2:56:28 PM • . Forte v5.3, Design Engine: V7.0.0.5 j• Orsillo FramingAte Page 4 of 22 ,� ° MEMBER REPORT Roof Beams & Headers, Living Room 6' HDR : • PASSEPof 84 - �1 F ,0.R T E 1 piece(s) 4 z 8 Douglas Fir -Larch No. 2 st _ Overall Length: 6'3" • 0 • 0 r. 4 6' _ r All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.; Drawing is Conceptual .s r Design"ReSUIItS _ __... Actual @ Location l Allowed _ _ - Result r_ _ ._ ;LDF_ Load: Combination (Pattern) Member Reaction (Ibs) 1770 @ 0 3281 (1.50") Passed (54%) -- 1.0 D + 1.0 Lr (All Spans) Shear (Ibs) 1357 @ 8 3/4" 3806 Passed (36%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-Ibs) - 2766 @ 3' 1 1/2" 3737 Passed (74%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in) 0.062 @ 3' 1 1/2" 0.208 _ Passed (L/999+) -- 1.0 D + 1.0 Lr (All Spans) Total Load Defl. (in) 0.109 @ 3' 1 1/2" 0.313 Passed (L/686) -- 1.0 D + 1.0 Lr (All Spans) System: Wall Member Type : Header r - Building Use : Residential , Building Code : IBC 2015 y `- Design Methodology : ASD Deflection criteria: LL (L/360) and TL (5/16"). • - '' { Top Edge Bracing (Lu): Top compression edge must be braced at 6' 3" o/c unless detailed otherwise. +• 1' I �' , ' :. ! r n i. a' - •Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 6' 3" o/c unless detailed otherwise. Applicable calculations are based on NDS. ' Tributary'.TDead iBearing c — —. , - -• i Load"s to Supports' (Ibs) • {iLacation'(Side) , N Width (0.90) . I ;(non snow 125) . - 0 - Self Weight (PLF) - iuppOltS ' Total Available " 0 to 6'3" 16' Dead ~ .Total t Accessoriies Roof ,}Required Live Trimmer - DF 1.50" 1.50" -1.50" 770 1000 1770 None Trimmer - DF 1.50" 1.50" .1.50" 770 1000 1770 None tlUeyeEIlOeUser. NOteS _s' . _ -.. , _ _ _ .1_ _ _ _' n - _ �'_ ;. _ 1 Y (Lj) SUSTAINABLE FORESTRY INITIATIVE l f. Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. r k Weyerhaeuser expressly disclaims any other warranties related to the 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. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -parry 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, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. r The product application, input design loads, dimensions and support information have been provided by Forte Software Operator '• � .'� it yr � t'r r • ' _ � �' f1•� Forte Software Operator Tributary'.TDead Roof. Live c Loads * {iLacation'(Side) , N Width (0.90) . I ;(non snow 125) Comments 0 - Self Weight (PLF) 0 to 6'3" N/A 6.4 1 - Uniform (PSF 0 to 6'3" 16' 15.0 20.0 Roof tlUeyeEIlOeUser. NOteS _s' . _ -.. , _ _ _ .1_ _ _ _' n - _ �'_ ;. _ 1 Y (Lj) SUSTAINABLE FORESTRY INITIATIVE l f. Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. r k Weyerhaeuser expressly disclaims any other warranties related to the 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. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -parry 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, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. r The product application, input design loads, dimensions and support information have been provided by Forte Software Operator '• � .'� it yr � t'r r • ' _ � �' f1•� Forte Software Operator Job Notes Clint Petersen .RGA• (530) 342-0302 clint@rgachico.com f I • ' • • ri4 1 � ; . r y 1.1 /7/2017 2:56:28 PM ' Forte v5.3; Design Engine: V7.0.0.5 Orsillo Framing.4te Page 5 of 22 ,� ° MEMBER REPORT Roof Beams &Headers, Living Room 3' HDR a• PASSTO'i ' F R T E 1 piece(s) 4 x.4 Douglas Fir -Larch No. 2 ` y Overall Length: 3'3" 4 t r' + + U U i. k a4 „r ss r �. •:" Y a - j , , ' r ;+.r. y 3' All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.; Drawing is Conceptual Design. Results _i Actual @ Location Allowed Result '` klb F I Load:;Combinatiori (Pattern)- _. . Member Reaction (lbs) 915 @ 0 3281 (1.50") Passed (28%) -- 1.0 D + 1.0 Lr (All Spans) Shear (lbs) 680 @ 5" 1838 Passed (37%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft -lbs) 743 @ 1' 7 1/2" 1005 Passed (74%) 1.25 1.0 D.+ 1.0 Lr (All Spans) Live Load Defl. (in) . 0.040 @ 1' 7 1/2" 0.108 Passed (L/971) -- 1.0 D + 1.0 Lr (All Spans) Total Load Defl. (in) 0.071 @ 1' 7 1/2", 0.162 Passed (L/552) - 1.0 D + 1.0 Lr (All Spans) System : Wall I - Member Type : Header G- Building Use : Residential r ,Building Code : IBC 2015 Design Methodology: ASD' . Deflection criteria: LL (L/360) and TL (L/240). - Top Edge Bracing (Lu): Top compression edge must be braced at 3' 3" o/c unless detailed otherwise. •' Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 3' 3" o/c unless detailed otherwise. t ? Applicable calculations are based on NDS. ' Bearing it..� ) Loads'to Supports (lbs) .. a t _ a �Roof SUPp01t5 t -° Total "Avarlabl6 RequLredi J Dead L1VQ _Total Accessories J 1 - Trimmer - DF 1.50" 1.50" 1.50" 395 520 915 None 2 - Trimmer - DF 1.50" 1.501• 1.50" ' 395 520 915 None 1 SUSTAINABLE FORESTRY INITIATIVE - a r, • • L� Forte Software Operator Job Notes Clint Petersen ' RGA r (530) 342.0302 clint@rgachico.com 'i r M r 11/7/2017 2:56:28 PM Forte v5.3, Design Engine: V7.0.0.5 ' Orsillo Framing.4te Page 6 of 22 ' ' F R T E ® MEMBER REPORT Roof Beams & Headers, Office 5' HDR f ^ r PASSPof 84 1 .x kpiece(s) 4 x 6 Douglas Fir -Larch No. 2 Overall Length: 63" + ; +' o + + 5 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 _ I DFS Load: Combination'(Pattern). , Member Reaction (lbs) 1483 @ 0 3281 (1.50") Passed (45%) 1.0 D.+ 1.0 Lr (All Spans) Shear (lbs) 1153 @ 7" 2888 Passed (40%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft -lbs) 1946 @ 2'7 1/2" 2151 Passed (90%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in) 0.070 @ 2'7 1/2" 0.175 Passed (L/894)' -- 1.0 D + 1.0 Lr (All Spans) Total Load Defl. (in) 0.124 @ 2' 7 1/2" 0.262 Passed (L/507) - 1.0 D + 1.0 Lr (All Spans) System : Wall Member Type : Header ' Building Use : Residential c • , Building Code : IBC 2015 , Design Methodology : ASD Deflection criteria: LL (L/360) and TL (L/240). w 11 • •. r Top Edge Bracing (Lu): Top compression edge must be braced at S' 3" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 5' 3" o/c unless detailed otherwise. Applicable calculations are based on NDS. W@�/eEttaeUSef Notes h - �; _ .• - . - r ;t - f (<� SUSTAINABLE FORESTRY INITIATIVE ' Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. l ' Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software Is not Intended to circumvent the need for a design 3 f- 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. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. 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, Weyerhaeuser I product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. n The product application, input design loads, dimensions and support information have been provided by Forte Software Operator , i '. � of ; { '► � r e� •. •. ' e.. , .. r � � . rt ,'' . ' , x• `y er .r .� r Y fit. _ 1 Forte Software Operator y Clint Petersen ; ;. 4 t r �.L. •. W@�/eEttaeUSef Notes h - �; _ .• - . - r ;t - f (<� SUSTAINABLE FORESTRY INITIATIVE ' Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. l ' Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software Is not Intended to circumvent the need for a design 3 f- 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. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. 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, Weyerhaeuser I product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. n The product application, input design loads, dimensions and support information have been provided by Forte Software Operator , i '. � of ; { '► � r e� •. •. ' e.. , .. r � � . rt ,'' . ' , x• `y er .r .� r Y fit. _ 1 Forte Software Operator Job Notes Clint Petersen ; RGA t r �.L. •. W@�/eEttaeUSef Notes h - �; _ .• - . - r ;t - f (<� SUSTAINABLE FORESTRY INITIATIVE ' Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. l ' Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software Is not Intended to circumvent the need for a design 3 f- 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. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. 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, Weyerhaeuser I product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. n The product application, input design loads, dimensions and support information have been provided by Forte Software Operator , i '. � of ; { '► � r e� •. •. ' e.. , .. r � � . rt ,'' . ' , x• `y er .r .� r Y fit. _ 1 Forte Software Operator Job Notes Clint Petersen ; RGA (530) 342-0302e ' ' clint@rgachico.com _ t `1 1/7/2017 2:56:28 PM Forte v5.3, Design Engine: V7.0.0.5 Orsillo Framing.4te Page 7 of 22 PASS [fiidili]FQ R TE" MEMBER REPORT Roof Beams & Headers, Kitchen XHDR PASS 1 piece(s) 4 x 4 Douglas Fir -Larch No. 2 Overall Length: 3'3" + + 0 4 3- r All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.; Drawing is Conceptual. XlreMUnR6Su ts AitUal 6 Locatio-n AllbwedRes"' It 1 LPF, Load:Com inatiorW(Pattem)., Member Reaction (lbs) 1228 @ 0 3281 (1.50") Passed (37%) -- 1.0 D + 1.0 Lr (All Spans) Shear (lbs) 913 @ 5" 1838 Passed (50%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft -lbs) 998 @ V 7 1/2" 1005 Passed (99%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in) 0.054 @ 1' 7 1/2" 0.108 Passed (L/723) -- 1.0 D + 1.0 Lr (All Spans) I Total Load Defl. (in) 0.095 @ V7 1/2" 0.162 Passed (L/411) -- 1 1.0 D + 1.0 Lr (All Spans) - System: Wall Member Type Header Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Deflection criteria: LL (L/360) and TIL (L/240). . - I I . . , Top Edge Bracing (Lu): Top compression edge must be braced at 3' 3" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 3' 3" o/c unless detailed otherwise. Applicable calculations are based on NDS. 'Bearing Loads to Supports (lbs) SU00 0-fts T irotal, Available Required'. 1 6 e'a d . Roof — Total Accesso r`- 'Live I - Trimmer - DF 1.501, 1.501, 1.501, 529 699 1228 None 2 - Trimmer - DF 1.50., 1.50'. 1.501, 529 699 1228 None We- y-er- ha6user,LNote9 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. 4 Weyerhaeuser expressly disclaims any other warranties related to the 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. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. 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, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Tributary :- DRoof Ci ve_, dadi_-, Lo6atidW''(9ide)' Widih._1 _ e09&J ,j . i 1�25) Cdi�fiuihts Self Weight (PLF) 0 to 3'3" N/A 3.1 Uniform (PSF) 0 to 3'3" 21' 6" 15.0 20.0 Roof, We- y-er- ha6user,LNote9 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. 4 Weyerhaeuser expressly disclaims any other warranties related to the 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. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. 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, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Clint Petersen RGA (530) 342-0302 clint@rgachico.com XA 1117/2017 2:56:28 PM Forte v5.3, Design Engine: V7.0.0.5 Orsillo Framing.4te Page 8 of 22 w , ° MEMBER REPORT Roof Beams & Headers, Entry 6' HDR r " y 1' `•" PASSPof 84,,' ;F,O R_T E 1 piece(s) 4 x 8 Douglas Fir -Larch No. 2 _ r Overall Length: 6'3" "I_ ,• 1` ; t l •,! 0 0 yf. r All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.; Drawing is Conceptual Deslgln Aesult§' r„ Actual O Location t 1 �• _--Allowwed '- , Result LDFp,, Load[ comb hatlon'(Pattern) , Member Reaction (lbs) 2372 @ 0 3281 (1.50") Passed (72%) 1.0 D + 1.0 Lr (All Spans) Shear (lbs) 1818 @ 8 3/4" 3806 Passed (48%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft -lbs) 3706 @ 3' 1 1/2" 3737 Passed (99%) 1.25. 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in) 0.083 @ 3' 1 1/2" 0.208 Passed (L/903) 1.0 D + 1.0 Lr (All Spans) Total Load Defl. (in) 0.147 @ 3' 1 1/2, 0.313 Passed (L/512) 1.0 D + 1.0 Lr (All Spans) System : Wall , Member Type : Header ' Building Use : Residential t Building Code : IBC 2015 Design Methodology: ASD ' ' Deflection criteria: LL (L/360) and TL (5/16"). Top Edge Bracing (Lu): Top compression edge must be braced at 6' 3" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 6' 3" o/c unless detailed otherwise. Applicable calculations are based on NDS. $ 1 Weyerhaeuser; Notes t _ _ T t . SUSTAINABLE FORESTRY INITIATIVE -. Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. t * } Weyerhaeuser expressly disclaims any other warranties related to the 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 t• ' • ' compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at t t " - 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, Weyerhaeuser. product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. tr t The product application, input design loads, dimensions and support information have been provided by Forte Software Operator - •, +�s. •:.� • ` r (530) 342-0302 •+✓rr ,! Clint@rgachico.com. , �, � ,_ ^ � la pct Weyerhaeuser; Notes t _ _ T t . SUSTAINABLE FORESTRY INITIATIVE -. Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. t * } Weyerhaeuser expressly disclaims any other warranties related to the 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 t• ' • ' compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at t t " - 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, Weyerhaeuser. product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. tr t The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte software Operator - •, +�s. •:.� • ` r (530) 342-0302 •+✓rr ,! Clint@rgachico.com. , �, � ,_ ^ k. ,t' pct Forte software Operator Job Nates Clint Petersen RGA (530) 342-0302 Clint@rgachico.com. , ri" 1117/2017 2:56:28 PM 'Forte v5.3, Design Engine: V7.0.0.5 - Orsillo Framing.4te Page 9 of 22 r ° MEMBER REPORT ; Roof Beams & Headers, Master 3,4,3' HDR PASSFPof 84 0 F,0 R T E 1 piece(s) 4 x 8 Douglas Fir -Larch No. 2 Overall Length: 10' 3" + + t ' o - - - - - o 10' All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.; Drawing is Conceptual Desi jlt RestJltS _ -tu' Actual @Location - Allowed ._ Result LDF . _z ti Load: Combination (Pattern) Member Reaction (lbs) 571 @ 0 3281 (1.50") Passed (17%) .. 1.0 D T1.0 Lr (All Spans) Shear (lbs) 490 @ 8 3/4" 3806 Passed (13%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft -lbs) 1463 @ 5' 1 1/2" 3737 Passed (39%) 1.25 1.0 D + 1.0 Lr (All Spans) Vert Live Load Defl: (in) 0.084 @ 5' 1 1/2" 0.342 Passed (L/999+) -- 1.0 D + 1.0 Lr (All Spans) Vert Total Load Defl. (in) 0.156 @ 5' 1 1/2" 0.313 Passed (L/790) - 1.0 D + 1.0 Lr (All Spans) Lat Member Reaction (lbs) 392 @ 10'3" N/A Passed (N/A) 1.60 1.0 D + 0.6 W Lat Shear (lbs) 360 @ 5" • 4872 Passed (7%) 1.60 1.0 D + 0.6 W Lat Moment (Ft -lbs) 1005@ mid -span 2425 Passed (41%) 1.60 1.0 D + 0.6 IN Lat Deflection (in) 0.321@ mid -span 1.025 Passed (L/383) -- 1.0 D + 0.6 W Bi -Axial Bending 0.59 1.00 Passed (59%) 1.60 1.0 D + 0.45 W + 0.75 L + 0.75 Lr Deflection criteria: LL (L/360) and TL (5/16"). Lateral deflection criteria: Wind (L/120) Applicable calculations are based on NDS. • Job Notes Bearing ! 'Loads to Supports (lbs) V orfs' Pp Total - Available - Roof - - - - - Required Required Dead Total Accessories, _ .. � . -.m... I - Trimmer - DF 1.50" 1.50" 1.50" 264 308 572 None Trimmer - DF 1.50" 1.50" 1.50" 264 308 572 None System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 ' Design Methodology : ASD r Lateral corinecftons_ Job Notes Clint Petersen Supports- Plate Size- Plate Material;__ . _ Connector_ _ - Type/Models . Quantity- Nailing;, , (530) 342-0302 Left 2X Douglas Fr -Larch Nails 10d x 3" Box (End) 4 I Right 2X Douglas Fr -Larch Nails 10d x 3" Box (End) 4 ' r _ , * s s -- •• - ..- .. ' _ �. Tributary Dead "Roof Live" jL00d5 _ _ `. _ Location (Side) ' Width_ ,(0.90) _ (non=snow: t.zs), Comments 0 - Self Weight (PLF) 0 to 10' 3" N/A 6.4 1 - Uniform (PSF) _ 0 to 10'3" 3' 15.0 20.0 Roof j'Lateral Load Location Tributary-Widtti : _ (1:60) . Comments 1 - Uniform (PSF) Full Length 4' 31.9 -1 .1 1- ne JU. capuburc wwyury kL)' Aeon Kou1 nelym L43 ), IopoyrapmL ranor (1.u), wino ulrecuonanry racror (u.03), Oaslc wino �peeo (113 mpn), KISK LaCegOry(11), trreCove wino Area determined using full member span and trib. width. • 2015 IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load. ` Weyerhaeuser Notes,. SUSTAINABLE FORESTRY INITIATIVE Neyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Neyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design r 3rofessional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is :ompatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at _ Neyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES )nder technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser 3roduct literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. _ fhe product application, input design loads, dimensions and support information have been provided by Forte Software Operator 4 + r Forte Software Operator 1117/2017 2:56:28 PM Forte v5.3, Design Engine: V7.0.0.5 Orsillo FramingAte Page 10 of 22 Job Notes Clint Petersen r RGA (530) 342-0302 clinl@rgachico.com 1. PASS MEMBER REPORT Roof Beams& Headers, Master3'HDR + I ,.f-' r r of84'. -' F,,®RTE - 1 piece(s) 4 x 4 Douglas Fir -Larch No. 2 {` + Overall Length: 3'3" Ir " - - + + .'t -• 0 -- --- — - — - p f. '• 'r .. ^ i - - o f 3' ` All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.; Drawing is Conceptual D@SIj11'RCSUIt§ ...-_. Actual 6 Location _•, Allowed--�' Result Y_ t'LDF,LoadaCombination(Pattern) _ s_ Member Reaction (lbs) 896 @ 0 3281 (1.50") Passed (27%) 1.0 D + 1.0 Lr (All Spans) Shear (lbs) 666 @ 5" - 1838 Passed (36%) 1.25 1.0 D + 1.0 Lr (All Spans) . Moment (Ft -lbs) 728 @ 1' 7 1/2" 1005 Passed (72%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in) , 0.039 @ 1' 7 1/2" 0.108 Passed (L/992) -- 1.0 D + 1.0 Lr (All Spans) Total Load Defl. (in) 0.069 @ 1' 7 1/2" . 0.162 Passed (L/564) 1.0 D + 1.0 Lr (All Spans) System: Wall - Member Type : Header Building Use : Residential Building Code : IBC 2015 t Design Methodology : ASD Deflection criteria: LL (L/360) and TL (L/240). - t, Top Edge Bracing (Lu): Top compression edge must be braced at 3' 3" o/c unless detailed otherwise. ' #, Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 3' 3" o/c unless detailed otherwise. Applicable calculations are based on NDS. + Weyerhaeuser.'.Notes .(I�SUSTAINABLE FORESTRYINRIATIVE Weyerhaeuser warrants that the sizing of its products will, be in accordance with Weyerhaeuser product design criteria and published design values. 1 • - Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design ; •', t , professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is r compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES f under technical reports ESR -1153 and ESR -1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser J product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator - t �•• � J \ - ( ' . {ate,/ � .. 1 _ • i • Forte Software operator Job Notes Clint Petersen - - RGA (530) 342-0302 Clint@rgachico.com w - k , + + Weyerhaeuser.'.Notes .(I�SUSTAINABLE FORESTRYINRIATIVE Weyerhaeuser warrants that the sizing of its products will, be in accordance with Weyerhaeuser product design criteria and published design values. 1 • - Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design ; •', t , professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is r compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES f under technical reports ESR -1153 and ESR -1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser J product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator - t �•• � J \ - ( ' . {ate,/ � .. 1 _ • i • Forte Software operator Job Notes Clint Petersen - - RGA (530) 342-0302 Clint@rgachico.com w - `+ `• 11/7/2017 2:56:28 PM = Forte v5.3, Design Engine: V7.0.0.5 - Orsillo FramingAte Page 11 of 22 MEMBER REPORT Roof Beams & Headers, Bedroom 5' HDR r- PASSIPof 84 FORTE 1 piece(s) 4 x 4 Douglas Fir Larch No. 2 f Overall Length: 63" • . • '4' - L A 5' • t ' t All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.; Drawing is Conceptual LDe31gn Results . _ ,Acton -0 Location NI ',Allowed. Result r _ LDIF . Load: Combination (Pattern) Member Reaction (lbs) 284 @ 0 3281 (1.50") Passed (9%) -- 1.0 D + 1.0 Lr (All Spans) Shear (lbs) 239 @ 5" 1838 Passed (13%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft -lbs) 372 @ 2' 7 1/2" ` 1005 Passed (37%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in) 0.051 @ 2' 7 1/2" 0.175 Passed (L/999+) -- 1.0 D + 1.0 Lr (All Spans) Total Load Defl. (in) 0.092 @ 2' 7 1/2" 0.262 Passed (L/682) - 1.0 D + 1.0 Lr (All Spans) System : Wall i Member Type : Header ` Building Use : Residential' Building Code : IBC 2015 1 i Design Methodology : ASD Deflection criteria: LL (L/360) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 5' 3" o/c unless detailed otherwise. 1 Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 5' 3" o/c unless detailed otherwise. Applicable calculations are based on NDS. Beamng — t ji Loads to Supports (lbs)— -- SU OttSe .. - Roof, a .pp Total AVAilable Required Dead Live - Total -) "Accessories "1 1 - Trimmer - DF T 1.50" 1.50" T 1.50" 126 158 284 None 1 2 -Trimmer -,DF 1.50" 1.50" 1.50" 126 158 284 None _4WeyerFiaeuser`NOtPs SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values, l Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design r `' 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. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at ; Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES w under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. x The product application, input design loads, dimensions and support information have been provided by Forte Software Operator 4 k. Forte Software Operator Job Notes Clint Petersen - - RGA (530)342-0302 Clint@rgachico.com 11/7/2017 2:56:28 PM Forte v5.3, Design Engine: V7.0.0.5 Orsillo Framing.4te Page 12 of 22 DiS-iJf1;Re-W1 Si -L- -__ Actual�lotation , .- -. Allowedn „ Result __ �,j ;LDF Load: Coinbiriation,(Pattern)„ Y Member Reaction (lbs) 746 @ 2" 7656 (3.50") Passed (10%) -- 1.0 D + 1.0 Lr (All Spans) aF•®Y C ° MEMBER REPORT Roof Beams & Headers, Front Porch 2888 Passed (21%) 1.25 PASSoft84 , I- 1 1 G �w t 1 piece(s) 4 x 6 Douglas Fir -Larch No. 2 r Passed (66%) 1.25 j Live Load Defl. (in) 0.116 @ 4' 13/4" 0.265 Passed (L/822) -- 1.0 D + 1.0 Lr (All Spans) Total Load Defl. (in) 0.209 @ 4' 13/4" 0.398 Passed (L/457) -- 1.0 D + 1.0 Lr (All Spans) Overall Length: 8'3 1/2" - ,All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.; Drawing is Conceptual 1' .ar DiS-iJf1;Re-W1 Si -L- -__ Actual�lotation , .- -. Allowedn „ Result __ �,j ;LDF Load: Coinbiriation,(Pattern)„ Y Member Reaction (lbs) 746 @ 2" 7656 (3.50") Passed (10%) -- 1.0 D + 1.0 Lr (All Spans) Shear (lbs) 611 @ 9" 2888 Passed (21%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft -lbs) 1424 @ 4' 13/4" 2151. Passed (66%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in) 0.116 @ 4' 13/4" 0.265 Passed (L/822) -- 1.0 D + 1.0 Lr (All Spans) Total Load Defl. (in) 0.209 @ 4' 13/4" 0.398 Passed (L/457) -- 1.0 D + 1.0 Lr (All Spans) System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology: ASD r Member Pitch: 0/12 r i Deflection criteria: LL (L/360) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 8' 4" o/c unless detailed otherwise. - r; Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 8' 4" o/c unless detailed otherwise.i t - ' Applicable calculations are based on NDS. r' ' • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. t Tributary 1 ^°Dead ROOfLIVe Wind 1 ' • d • Loads < _ ILocation{side)_ Width f x(090) (non snow 1.z5) { _ (1.60) Comments _ .. 0 - Self Weight (PLF) 0 to 8'3 1/2" N/A 4.9 •+ - 4 1 - Uniform (PSF) , ' 0 to 8' 31 /2". 5' 15.0 20.0 -15.0 Roof • +e. 1 SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator Job Notes Clint Petersen RGA ti (530) 342-0302 Clint@rgachico.com 7 •1 x' r !r • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. t Tributary 1 ^°Dead ROOfLIVe Wind 1 ' • d • Loads < _ ILocation{side)_ Width f x(090) (non snow 1.z5) { _ (1.60) Comments _ .. 0 - Self Weight (PLF) 0 to 8'3 1/2" N/A 4.9 •+ - 4 1 - Uniform (PSF) , ' 0 to 8' 31 /2". 5' 15.0 20.0 -15.0 Roof • +e. 1 SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator Job Notes Clint Petersen RGA ti (530) 342-0302 Clint@rgachico.com 7 •1 x' ti .. " • a 11812017 2:56:28 PM = Forte v5.3,'Design Engine: V7.0.0.5 Orsilfo Framing.4te ` Page 13 of 22t 4i]UY� gSdF./ 'x M fJ' °r!POii ./K!m �l G I I I I I I I I I I I I I I D v of �I I i r ___Il�llll��l I�ll�lllll�i � o lll�ll�___ o 0 v 1�1 I��II■ �I I I�I�� 1 a I��I■�I I I� � I�1 1�1 I I■ I 1�1 I��I I I I�'all 1� I�l��I■ Q 11 I�1 I\ IL_ I I, 1�1 I I■ I I e- .�JI ISI l�� Owl 1�1 ILII 1�1 I 1 I� I■�1 � 111 I 1 e I I I I I I of �I I i r J ° MEMBER REPORT Floor Framing, Floor: Joist Single Span - PASS f 84 %�l F,P RIE 1 piece(s) 11 7/8" T)I® 110 @ 16" oc Overall Length: 173 1/2" + ++, • i - 0 0 • - r 12' All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.; Drawing is Conceptual , DeSI jn'ReSUItS . Actual @ Location Allowed Result LDF Load: Combination (Pattern)' Member Reaction (lbs) 443 @ 2 1/2" 1041 (2.25") Passed (43%) 1.00 1.0 D + 1.0 L (All Spans) Shear (lbs) 429 @ 3 1/2" 1560 Passed (28%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft -lbs) 1293 @ 6' 13/4" 3160 Passed (41%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.088 @ 6' 13/4" 0.297 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.121 @ 6' 13/4" 0.594 Passed (L/999+) 1.0 D + 1.0 L (All Spans) i TJ-Pror" Rating 54 40 jPassed System : Floor Member Type: Joist r ' Building Use : Residential Building Code : IBC 2015 .' + Design Methodology : ASD t Deflection criteria: LL (L/480) and TL (L/240). ' Top Edge Bracing (Lu): Top compression edge must be braced at 5' o/c unless detailed otherwise. 4 , Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 12' 1" o/c unless detailed otherwise. A structural analysis of the deck has not been performed. _ `+: Deflection analysis is based on composite action with a single layer of 23/32' Weyerhaeuser Edge`" Panel (24" Span Rating) that is glued and nailed down. c . Additional considerations for the TJ -Pro" Rating Include: None I ► + • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. , "-' Job Notes Clint Petersen rDead [ Floor Live - LOadS.- '_ r tLpcation "(Side) Spacing ..(0.90) Comments 1 - Uniform (PSF) 0 to 12'3 1/2" 16" 15.0 40.0 Residential - Uving Areas 1 SUSTAINABLE FORESTRY INITIATIVE F , A- + ar - Forte Software Operator Job Notes Clint Petersen RGA ; (530) 342-0302 , clint@rgachico.com ; I � ' ' � - -. •' `rod e `t' • ` • . nY-.• + '� .!•,M .. -f: � , .• Forte Software Operator Job Notes Clint Petersen RGA ; (530) 342-0302 , clint@rgachico.com ; y 11/7/2017 2:56:28 PM Forte v5.3, Design Engine: V7.0.0.5 Orsillo Framing.4te * Page 14 of 22 MEMBER REPORT Floor Framing, Floor: Joist 2 -Span PASSPof 84 t. FQ R T E ' I 1 piece(s) 11.7j8" TJ1@ 110 @ 16" OC Overall Length: 24'3 1/2" + + 0 o All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.; Drawing is Conceptual ..D idi1'R656l& Aemal @ Wczton 'AI6Wid' 71 .6aa:,Qrrbi6ki —n I Pattern) Member Reaction (lbs) 1094 @ 12- 13/4" 1935 (3.50") Passed (57%) 1.00 1.0 D + 1.0 L (All Spans) All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.; Drawing is Conceptual ..D idi1'R656l& Aemal @ Wczton 'AI6Wid' Risult t 1LDF .6aa:,Qrrbi6ki —n I Pattern) Member Reaction (lbs) 1094 @ 12- 13/4" 1935 (3.50") Passed (57%) 1.00 1.0 D + 1.0 L (All Spans) Shear (lbs) 511 @ 12' 3 1/2" 1716 Passed (30%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft -lbs) -1306 @ 12' 13/4" 3160 Passed (41%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.068 @ 18' 5 1/8" 0.298 Passed (L/999+) -- 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.086 @ 18'6 11/16" 0.597 Passed (L/999+) -10 D + 1.0 L (Alt Spans) TJ-Pro'""Rating 55 40 1Passed System: Floor_ Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology ASD Deflection criteria: ILL (L/480) and TL (L/240). Top Edge Bracing (Lu):I Top compression. edge must be braced at 6' o/c unless detailed otherwise. f Bottom Edge Bracing (Lu): Bottom compression edge must be braced at S' o/c unless detailed otherwise. A structural analysis of the deck has not been performed. Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge" Panel (24'i Span Rating) that is glued and nailed down. Additional considerations for the TI -Pro" Rating include: None - Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. 4 Job Notes �Bearin_g' Loads bo'Sup pdrts�(Ibs) Dead Floor Live i6 -ads'--_ $PPESmay, :11�ttl Avail Available Floor I �',4;!Diad tf�l Accessories ccesr es r 0 to 24' 3 1/2" !e�quured_4' jLive 40.0 I - Beam - DF 3.50" 2.25" 1.75" 94 290/-34 384/-34 1 1/4" Rim Board 2 - Beam - SPF 3.50" 3.50" 3.50" 298 796 1094 None i. 3 - Beam - DF 3.50" 2.25" 1.75" 94 290/-34 384/-34 1 1/4" Rim Board - Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. 4 4 SUSTAINABLE FORESTRY INITIATIVE• 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. 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. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES t r. under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerha . euser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator - 6 4 r Forte Software Operator Job Notes Clint Petersen Dead Floor Live i6 -ads'--_ Location jSidej Is—paci'ng- �(9.90), J!, e, 1;66j 411 Comments 1 - Uniform (PSF) 0 to 24' 3 1/2" 16" 15.0 40.0 Residential - Living. Areas 4 SUSTAINABLE FORESTRY INITIATIVE• 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. 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. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES t r. under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerha . euser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator - 6 4 r Forte Software Operator Job Notes Clint Petersen RGA I I - (530) 342-0302 clint@rgachico.com '4" 11 /7/2017 2:56:28 PM Forte v5.3, Design Engine: V7.0.0.5 t Orsillo Framing.4te A Page 15 of 22 ° MEMBER REPORT A Floor Framing, Floor: 8'o.c. Drop Beam Single Span ' �. PASSR.f 84 + F R T E 1 piece(s) 4 x 12 Douglas Fir -Larch No. i '+ Overall Length: 8'3 1/2 + + •� ° ° t ' 1 8' All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.; Drawing is Conceptual 'P6Sign'RPsults •Actual@Location• ) Allowed ; Result, : _LDF Load:Com bination(Pattern) Member Reaction (lbs) 3443 @ 2" 7656 (3.50") Passed (45%) 1.0 D + 1.0 L (All Spans) Shear (lbs) 2422 @ 1'2 3/4". 4725 Passed (51%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft -lbs) . 6575 @ 4' 13/4" . 6768 Passed (97%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) - 0.076 @ 4' 13/4" 0.265 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.106 @ 4' 13/4" 0.398. Passed (L/899) - 1.0 D + 1.0 L (All Spans) System : Floor Member Type : Drop Beam , Building Use : Residential r Building Code : IBC 2015 t` Design Methodology : ASD Deflection criteria: LL (L/360) and TL (L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 8' 4" o/c unless detailed otherwise. ` Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 8' 4" _o/c unless detailed otherwise. Applicable calculations are based on NDS. , -Bearing - o _ v � Loads to su_ pports (lbs) i • . + ` t ` ' -- � ' � ,� y •vim, ' - _ 'Floor y'_ $IJPPOIiB Total Available Required ' Dead. '�i - Total Accessones. - ` 1 - Column - DF 3.50" 3.50" 1.57" 968 2475 3443 Blocking 2 - Column - DF 3.50" 3.50" 1.57" 968 2475 3443 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. 1 ` • l SUSTAINABLE FORESTRY INITIATIVE ' `' { '. .tet ,, tt • �, - .= � , clint@rgachico.com ' ^. Y ,? ' Forte Software Operator Job Notes Clint Petersen t,5 e RGA > (530)342-0302 clint@rgachico.com ' 1 1 /7/201 7 2:56:28 PM Forte v5.3, Design Engine: V7.0.0.5 ' Orsillo FramingAte r Y Page 16 of 22.' ° MEMBER REPORT - . Floor Framing, Floor: 6'o.c. Drop Beam Single Span PASSPof 84 F Q R -T E 1 piece(s) 4 x 8 Douglas Fir Larch No. 1 • Overall Length: 6.3 1/2" x• _ • s` • - +- All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.; Drawing is Conceptual , ' r Design'Results 1 t ,Adtual@Location I Allowed Result ;LD11" Load:CombrnatiorQPattern)• Member Reaction (lbs) - 2096 @ 2" 7656 (3.50") Passed (27%) -- 1.0 D + 1.0 L (All Spans) Shear (lbs) 1499 @ 10 3/4" 3045 Passed (49%) .1.00 1.0 D + 1.0 L (All Spans) Moment (Ft -lbs) 2957 @ 3' 13/4" ' 3322 Passed (89%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.072 @ 3' 13/4" 0.199 Passed (L/993) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in)" 0.100 @ 3' 13/4" 0.298 Passed (L/715) 1.0 D + 1.0 L (All Spans) System : Floor - Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Deflection criteria: LL (L/360) and TL (1-1240)• Top Edge Bracing (Lu): Top compression edge must be braced at 6' 4" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 6' 4" o/c unless detailed otherwise. ` o Applicable calculations are based on NDS. \: « r ' Clint Petersen r • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. ' Weyertiaeuser'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. 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. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. 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, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator l SUSTAINABLE FORESTRY INIIATNE Forte Software Operator Job Notes Clint Petersen r (530) 342-0302 clint@rgachico.com Weyertiaeuser'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. 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. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. 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, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator l SUSTAINABLE FORESTRY INIIATNE Forte Software Operator Job Notes Clint Petersen RGA (530) 342-0302 clint@rgachico.com 11/7/2017 2:56:28 PM ' Forte'v5.3, Design Engine: V7.0.0.5 Orsillo Framing.4te Page 17 of 22 Design!ReSults.__ - _ ., 'Actual6Ll ca _ Allowed Result,,. --_ LL _iLDF LoadeCombination(Pattern) MEMBER REPORT Deck Floor Framing, Floor: Joist Single Span Side ' + 4 �' ' t 'PASSW ' 84. F R.T E i pieces) 4 x 6 Douglas Fir -Larch No. 2 @ 16" OC' �; •fit ',�' t r •r yr •. Passed (17%) 1.00 � a .. ,1 1979 - r '• .- t Overall Length: 10' 0.241 Passed (L/577) -- 1.0 D + 1.0 L (All Spans) Total Load Defl.(in) 0.227 @ 5'3/8" 0.482 ' � Cd .,. ? � ewe "•�� '�` TJ -Pro'" Rating ',t� -, . * • � �; �� - ... �, • • o • • ' . . _ ` `t3_. a., 0 1 A- 10', All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. . n Design!ReSults.__ - _ ., 'Actual6Ll ca _ Allowed Result,,. --_ LL _iLDF LoadeCombination(Pattern) Member Reaction (lbs) 437 @ 9' 10 1/4" 3281 (1.50") Passed (13%) -- 1.0 D + 1.0 L (All Spans) Shear (lbs) 396 @ T 4 3/4" 2310 Passed (17%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft -lbs) 1054 @ 5'3/8" 1979 Passed (53%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.201 @ 5'3/8" 0.241 Passed (L/577) -- 1.0 D + 1.0 L (All Spans) Total Load Defl.(in) 0.227 @ 5'3/8" 0.482 Passed (L/509) 1.0 D + 1.0 L (All Spans) TJ -Pro'" Rating N/A N/A System: Floor Member Type : Joist 1 Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD • Deflection criteria: LL (L/480) and TL (L/240). - _ r i. Top Edge Bracing (Lu): Top compression edge must be braced at 9' 9" o/c unless detailed otherwise. - Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 9' 9" o/c unless detailed otherwise. + �' A 15% increase in the moment rapacity has been added to account for repetitive member usage. Applicable calculations are based on NDS. No composite action between deck and joist was considered in analysis. u i Dudiu n dbbwucu w wiry au iudub dppneu uncr.uy duuvC n, uypdbbmny me memuer uenny uesiyneu. - + • _ - • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • r See Connector grid below for additional information and/or requirements. Connector. Sim -son Stron Tie Connectors'_ t-:_., _ . ... . �._ _� „w_- - Support _._ _ .. -•� • .._r._- •�-.Model '., 'SeatLength; '_ TopNails g-.� t s _ 1. _-MeinberNails -'Accessories,_ 2 - Face Mount Hanger LUS46 2.00" N/A 4 lOd common 4 10d common _(1.0 6) - , Comments . 1 - Uniform (PSF) 0 to 10' 16" u i Dudiu n dbbwucu w wiry au iudub dppneu uncr.uy duuvC n, uypdbbmny me memuer uenny uesiyneu. - + • _ - • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • r See Connector grid below for additional information and/or requirements. Connector. Sim -son Stron Tie Connectors'_ t-:_., _ . ... . �._ _� „w_- - Support _._ _ .. -•� • .._r._- •�-.Model '., 'SeatLength; '_ TopNails g-.� - _!Face Nails' -, _ 1. _-MeinberNails -'Accessories,_ 2 - Face Mount Hanger LUS46 2.00" N/A 4 lOd common 4 10d common _(1.0 6) - , Weyerhaeuser Notesr.- 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. 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. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. 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, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator l SUSTAINABLE FORESTRY INITIATIVE •' r •= rs 1'If • _ I • y. • 1 t R ,1 ,. Forte Software Operator Job Notes Clint Petersen Dead Floor Live (530) 342-0302 Location (Side) , _ Spacing ;; (0.90) „ _(1.0 6) - , Comments . 1 - Uniform (PSF) 0 to 10' 16" 8.0 60.0 Residential - Living Areas Weyerhaeuser Notesr.- 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. 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. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. 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, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator l SUSTAINABLE FORESTRY INITIATIVE •' r •= rs 1'If • _ I • y. • 1 t R ,1 ,. Forte Software Operator Job Notes Clint Petersen RGA (530) 342-0302 clint@rgachico.com - • ! ' , - t 1 /4/2018 2:51:10 PM s r Forte v5.3, Design Engine: V7.0.0.5 Orsillo Framing.4te r V Page 1 of V Design 'Result5 Actual @ LocationAllowed r ' Result _,. _ LDF Load Combination (Battern) _ Member Reaction (lbs) :a 3281 (1.50") IF ° F RT E MEMBER REPORT Deck Floor Framing, Floor: Joist Single Span ' .. �" ' ` PASSED 13 of 84 - 1 1 piece(s) 4 x 6 Douglas Fir -Larch No. 2@ 24" OC ' Moment (Ft -lbs) 868 @ T9 3/8" 1979 ,r 1.00 1.0 D + 1.0 L (All Spans) • Overall Length: 7' 6" 0.179 Passed (L/946) f y ♦ , Total Load Defl. (in) , - _•, , ' �. '�I, r `4" Passed (L/834) t4. s h ,C1 .xk ^'y wi �'i,- 'N- - s = TJ-ProT" Rating .�- N/A ;..a r` g _ V ��Y +fikxw " �L• _ -r �� i `� i�;� k,`5tt` :` _{, a .. + I _ - 4. f + w� r.4+ a '1 i 4 f♦ �j 7' Err All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. _ t Design 'Result5 Actual @ LocationAllowed , y ' Result _,. _ LDF Load Combination (Battern) _ Member Reaction (lbs) 486 @ 74 1/4" 3281 (1.50") Passed (15%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 424 @ 6' 10 3/4" 2310 Passed (18%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft -lbs) 868 @ T9 3/8" 1979 Passed (44%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.091 @ T9 3/8" 0.179 Passed (L/946) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) T 0.103 @ T9 3/8" 0.357 Passed (L/834) 1.0 D + 1.0 L (All Spans) TJ-ProT" Rating N/A N/A *. System: Floor Member Type : Joist . Building Use,: Residential ^" • r Building Code : IBC 2015 - Design Methodology : ASD Deflection criteria: LL (L/480) and TL (L/240). ' .- . Top Edge Bracing (Lu): Top compression edge must be braced at 7' 3" o/c unless detailed otherwise. �, •+ Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 7' 3" o/c unless detailed otherwise. A 15% Increase in the moment capacity has been added to account for repetitive member usage. Applicable calculations are based on NDS. t No composite action between deck and joist was considered in analysis. * . 0 • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger Suppoit _ - Model ._ , y • r See Connector grid below for additional information and/or requirements. MemberNails Acces"sones ti 2 -Face Mount Hanger LU546 2.00" N/A 4-lOd common 4-lOd common ._ •_ (1.00) - . Comments _ 1 - Uniform (PSF) 0 to 7' 6" 24" 8.0 60.0 Residential - Living Areas *. ;Connector: Sim son 5tron �=Tie Connectors '_ _.' - , .t..�. �. _ .. �.. - w• :__ � -. ,e. r SUSTAINABLE FORESTRY INITIATIVE l Suppoit _ - Model ._ Seat L.enyth Top Nails~ .Face Nails MemberNails Acces"sones ti 2 -Face Mount Hanger LU546 2.00" N/A 4-lOd common 4-lOd common ._ •_ (1.00) - . .,. ,.. _ ,.• •. -- - -'t •.I -Dead: :Floor..Live - -- - Loads' _ .__ - .. ti —' _'L.ocation (Side) _ Spacing _1 _.(0.90) ._ ._ •_ (1.00) - . Comments _ 1 - Uniform (PSF) 0 to 7' 6" 24" 8.0 60.0 Residential - Living Areas 1 ' t Forte Software Operator Job Notes 4 • - 1/4/2018 2:44:14 PM Clint Petersen • ;• Forte v5.3, Design Engine: V7.0.0.5 RGA (530) 342-0 Orsillo Framing.4te , Page 1 Of 1 • . 302 dint@rgachico.com � � jo MEMBER REPORT Deck Floor Framing, Floor Joist Multi -Span s y ,` V. , r Of , ' l 1 F RTE ° PASSE 1 piece(s) 4 x 6 Douglas Fir -Larch No. 2 @ 24 OC y , t. Overall Length: 20' ,� �' a ,�, { , + '• - - . r_ t-;" : . 17 t r trt '.+.F a t ay � 'i3 t y '� ;-� b �., Cr.� •r'e ' d.f _ • � � :... i '+i' .. � e All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. , Design'ResUlts:_ Actual 4Location IAI16wed Result tDF' load: Combiriation (Pattern), -! Member Reaction (lbs) 1188 @ 7' 6" 7656 (3.50") Passed (16%) -- 1.0 D + 1.0 L (Adj Spans) Shear (lbs) 529 @ 6' 10 3/4" 2310 Passed (23%) 1.00 1.0 D + 1.0 L (Adj Spans) Moment (Ft -lbs) , -843 @ 7' 6" 1979 Passed (43%) 1.00 1.0 D + 1.0 L (Adj Spans) Live Load Defl. (in) 0.070 @ T8 1/8" 0.182 Passed (L/999+) -- 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) ' 0.076 @ Y7 7/8" 0.365 Passed (L/999+) 1.0 D + 1.0 L (Alt Spans) TJ -Pro— Rating " N/A N/A -- System : Floor ' Member Type : Joist ' , ,- 4 Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Deflection criteria: LL (L/480) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 19' 9" o/c unless detailed otherwise. y Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 19' 9" o/c unless detailed otherwise. f' A 15% increase in the moment capacity has been added to account for repetitive member usage. f ! , y, Applicable calculations are based on NDS. + No composite action between deck and joist was considered in analysis. Supports — z — + Bearing Length j ' Total Available Required. Loads to Supports (Itis) Deadp Floor Total Live , Accessories 1 - Beam - OF 3.50" 2.25" 1.50" 49 409/-32 458/-32 1 1/4" Rim Board 2 - Beam - OF 3.50" 3.50" 1.50" 136 1052 1188 None 3 -Beam - OF 3.50" 3.50". 1.50" 106 895 1001 None 4 - Hanger on 5 1/2" OF beam 1.75" 1 Hangers 1.50" 29 304/-68 333/-68 See note t r" • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. I a- r ,t At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ' See Connector grid below for additional information and/or requirements. rConnector: Sim son Stron -,Tie Connectors Support _ _ •._ •,� - - _-., -' r _. . „_ 2 Model `, _. ,, .. h Seat Lengt, _ , _ ,Top Nails _ _. FaceNails .� _ _._MembeFr h Nails _ ._. Accessories _ 4 - Face Mount Hanger WS46 1 2.00" 1 N/A 4-10d common 4-10d common 1 - Uniform (PSF) 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. 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. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC FS under technical reports ESR -1153 and ESR -1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and Installation details refer to www.weyerhaeuser.com/woodpioducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Dead - 'Floor Live Clint Petersen L08d5 r y;- Location (Side) , Spacing ; t(0 90). _' (1.00) -, - Commentsr___ 1 - Uniform (PSF) 0 to 20' 24" 8.0 60.0 Residential - Living - Areas 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. 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. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC FS under technical reports ESR -1153 and ESR -1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and Installation details refer to www.weyerhaeuser.com/woodpioducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator 1 SUSTAINABLE FORESTRY INITIATIVE v , •• L . l "n . i eJ f . �J f 1/4/2018 2:47:03 PM Forte v5.3, -Design Engine: V7.0.0.5 j Orsillo Framing�4te Page 1 of 1 . 4 , Forte Software Operator Job Notes Clint Petersen RGA 1 (530) 342-0302 • - " clint@rgachico.com - 1 SUSTAINABLE FORESTRY INITIATIVE v , •• L . l "n . i eJ f . �J f 1/4/2018 2:47:03 PM Forte v5.3, -Design Engine: V7.0.0.5 j Orsillo Framing�4te Page 1 of 1 . 4 , MEMBER REPORT Deck Floor Framing, Side Deck: Drop Beam '• PASS f 84 "WIF,®RTE° r r i piece(s) 4 x 12 Douglas Fir -Larch No. 2 A l , Overall Length:•11' 5 1/4" 1 n 111-31/2' ' • ti ' • � ', • ' .: � .. - �• � �.� � it All locations are measured from the outside face of left support (or left cantilever`end).AII dimensions are horizontal.; Drawing is Conceptual . ' D@SIJO.''ReSuits -� " "_ActuaP'6 Location y ,' _ "Allowed I Result _ .$_ LDF` Load- Coinbin'atlon (Pattern) Member Reaction (lbs) 2017 @ 2" 7656 (3.50") Passed (26%) 1.0 D + 1.0 L (All Spans) Shear (lbs) 1584 @ 1' 2 3/4" 4725 Passed (34%) D + 1.0 L (All Spans) Moment (Ft -lbs) 5436 @ 5' 8 5/8" 6091 Passed (89%) .0 D + 1.0 L (AII Spans) Live Load Defl. (in) 0.156 @ 5' 8 5/8"- 0.370 4.0 Passed (L/856) .0 D + 1.0 L (AII Spans) Total Load Defl. (in) 0.182 @ 5' 8 5/8" 0.555 Passed (L/734) .0 D + 1.0 L (All Spans) System : Floor Member Type : Drop Beam_ , Building Use : Residential Building Code : IBC 2015 Design Methodology: ASD Deflection criteria: LL (L/360) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 11' S" o/c unless detailed otherwise. s �• ti Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 11' 5" o/c unless detailed otherwise. • s- f 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. ^ v l SUSTAINABLE FORESTRY INITIATNE . 111 1 , •` Forte Software Operator Job Notes a Clint Petersen RGA (530) 342-0302 t clint@rgachico.com ' t 11 /7/2017 2:56:28 PlVl Forte v5.3, Design Engine: V7.0.0.5 Orsillo Framing.4te t Page 20 of 22 MEMBER REPORT_ Deck Floor Framing, Rear Deck: End Drop Beam ~ e ! PASSR'f 84 ) W ®R T E 1 piece(s) 4 x 12 Douglas Fir -Larch No. 2 I r' x Overall Length: 11' 11 3/4" o t. o 11' 10" • '' ` " �t' .: . o � . • - � o . � fir` �',-.�` . All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.; Drawing is Conceptual ,s f i Design'Results '' ,- '., •Actual @ Location _,. 'All6i rV&I _. Result _ ',• -LDF• Load- C6mbination (Pattern),_,,, __•• _ - Member Reaction (lbs) 2113 @ 2" 7656 (3.50") Passed (28%) -- 1.0 D + 1.0 L (All Spans) Shear (lbs) 1679 @ 1' 2 3/4" 4725 Passed (36%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft -lbs) 5980 @ 5' 117/8" 6091 Passed (98%) 1.00 1.0 D + 1.0 L (All Spans) ' Live Load Defl. (in) 0.188 @ 5' 117/8" 0.388 Passed (L/742) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.220 @ 5' 117/8" 0.582 Passed (L/636) 1.0 D + 1.0 L (All Spans) System : Floor , Member Type : Drop Beam'!'# Building Use: Residential Building Code : IBC 2015 Design Methodology: ASD Deflection criteria: LL (L/360) and TL (L/240). • , ' Top Edge Bracing (Lu): Top compression edge must be braced at 10' 2" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 12' o/c unless detailed otherwise. r ` v • - 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. � i r Job Notes Clint Petersen RGA 'r (530) 342-0302 ' clint@rgachico.com .. ' r e • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. � i r We e�haeuser Note`s _` (^� - _ Y _ _ � .. _ _ , _ . � _ f _ _• _ _ _ _ l SUSTAINABLE FORESTRY INITIATIVE 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. 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 4'. compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at a Weyerhaeuser facilities are third -parry 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, Weyerhaeuser F product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator ' Forte Software operator Job Notes Clint Petersen RGA 'r (530) 342-0302 ' clint@rgachico.com .. ' r We e�haeuser Note`s _` (^� - _ Y _ _ � .. _ _ , _ . � _ f _ _• _ _ _ _ l SUSTAINABLE FORESTRY INITIATIVE 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. 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 4'. compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at a Weyerhaeuser facilities are third -parry 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, Weyerhaeuser F product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator ' Forte Software operator Job Notes Clint Petersen RGA (530) 342-0302 ' clint@rgachico.com .. ' ' 11 /7/201 7 2:56:28 PM Forte v5.3, Design Engine: V7.0.0.5 Orsillo Framing.4te r ' Page 21 of 22 r _ , � ° MEMBER REPORT -Deck Floor Framing, Rear Deck: Center Drop Beam ' " PASSP - ;� F � R T E _ of 84 , -1 piece(s) 3 1/2" x 12"' 24F -V4 DF Glulam Overall Length: 11'9 3/4" + + v ,. _ �: ' T • 3 �. Vis. :t 1 lµ f.f 1 All locations are measured from the outside face of left support (or left cantilever end),AII dimensions are horizontal.; Drawing is Conceptual I Design'Results _ Actual @ Location __ 'Allowed' _ 'Result , sLDF_ Load Combination (Pattem), 7 Member Reaction (lbs) 4991 @ 2" 7963 (3.50") Passed (63%) 1.0 D + 1.0 L (All Spans) Shear (lbs) 3899 @ V3 1/2" 7420 Passed (53%) 1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft -lbs) 13918 @ 5'.10 7/8" 16800 Passed (83%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.317 @ 5' 10 7/8" 0.383 Passed (L/434) . -- 1.0 D + 1.0 L (All Spans) Total Load Defl.(in) 0.364 @ 5' 10 7/8" ' 0.574 Passed (L/379) - 1.0 D + 1.0 L (All Spans) System : Floor r Member Type : Drop Beam ! Building Use : Residential ! Building Code : IBC 2015. • T ; Design Methodology : ASD Deflection criteria: LL (L/360) and TL (L/240)••I i I - + s t ( •• 5. r Top Edge Bracing (Lu): Top compression edge must be braced at 11' 10" o/c unless detailed otherwise. + •• " Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 11' 10" o/c unless detailed otherwise. Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 11' 5 3/4". , 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. r • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. 1 r Clint Petersen ; RGA (530)342-0302 A clint@rgachico.com •. ' ,r _ �.,.. _ _�r �� -.n.•,.--_. �,•.,....,.. , ...•. 'n,'.� .___, +,(Z�SUSTAINABLE FORESTRY INITIATIVE ance with Weyerhaeuser product design criteria and published design values. l ? software. Use of this software is not intended to circumvent the need for a design signer of record, builder or framer is responsible to assure that this calculation is anels and Squash Blocks) are not designed by this software. Products manufactured at ' + standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES dance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser om/woodproducts/document-library. T r formation have been provided by Forte Software Operator F Forte Software Operator Job Notes Clint Petersen ; RGA (530)342-0302 A clint@rgachico.com •. ' ,r • I '0, r Forte Software Operator Job Notes Clint Petersen ; RGA (530)342-0302 A clint@rgachico.com •. ' ,r t 11/7/2017 2:56:28 PM, Forte v5.3, Design Engine: V7.0.0.5 Orsillo Framing.4te * _ Page 22 of 22 I Load Tables, Technical Data and Installation Instructions StrongsDrivea SDWS TIMBER Screw (cont.) ' • SDWS Timber Screw - 2012 and 2015 IRC Compliant Spacing for a Sawn Lumber Deck Ledger to Rim Board r . , 1" OSB . ...... - -..... 14 1 10 8 7 1 6 5 5 1 " LVL . j 40 psf Live1 2x SDWS22400DB %" OSB -----_..__...._._...__________ 10 psf Dead 15/16" LVL 16 12 10 8 7 6 5 2x SP, DF - 2x SPF, HF 22 1 16 13 1 11 I 9 1 8 I- 7 ' 1110SB" r F 10 7 6 j 5 4 4 - 1"LVL 60 psf Live 11/6" OSB--- px 10 psf Dead SDWS22400DB + 1 5/1fi' LVL-� 12 f 11/4"LLSLy 9 } 7 + 6 f 5 4 4 2x SP, DF - 2x SPF, HF 15 12 9 8 7 6: _- m. 5 T 1 " OSB ------- —.__.------__-_.... _- 15 I 12 9 8 7 6 5 1 " LVL 40 psf Live (2) 2x SDWS22500DB _ 11/e" OSB 10 psf Dead 15/16" LVL 16 -- -- 12 10 8 7 6 5 , 11/4" LSL -- - ------- .......... ............ ...................... 2x SP, DF - 2x SPF, HF 16 - - - -- 12 -- 10 --- 1 8 1 - - 7 T - 6 5 t 1" OSB_� 11 8 7 6 5 t 4 4 60 psf Live1 (2) 2x ( SDWS22500D6 /a 1 - OSB - , 10 psf Dead ` , , 15/16" LVL 12 9 7 6 5 4 4 1 LSL.. _11/4" DF - 2x SPF, HF _ 12 - -- 9 _ 1 SDWS screw spacing values are equivalent to 2012/2015 IRC Table R507.2. The 4. Multiple ledger plies shall be fastened together per code independent table above also provides SDWS screw spacing for a wide range of materials of the SDWS screws. - commonly used for rim board, and an alternate loading condition as required by 5. Rows of screws shall be vertically offset and evenly staggered. Screws shalt be some jurisdictions. placed 11/2" to 2" from the top and bottom of the ledger or rim board with 3" 2. Sawn lumber rim board shall be Spruce -Pine -Fir, Hem -Fir, Douglas Fir -larch, or minimum and 6" maximum between rows and spaced per the table. End screws Southern Pine species. Ledger shall be Hem -Fr, Douglas Fir -Larch, or Southern shall be located 6" from the end and at 11/2" to 2" from the bottom of the ledger. For Pine species. screws located at least 2" but less than 6" from the end, use 50% of the bad per 3. Fastener spacings are based on the lesser of single fastener ICC -ES AC233 testing screw and 50% of the table spacing between the end screw and the adjacent screw, of the Strong -Drive® SDWS Timber screw with a safety factor of 5.0 or ICC -ES and for screws located between 2' and 4" from the end, predrill using a Va ' drill. AC13 assembly testing with a factor of safety of 5.0. Spacing includes NDS wet 6. Structural sheathing between the ledger and rim board shall be a maximum of 1/2" service factor adjustment. thick and fastened per code. " 7. See p. 299 for ledger -to -rim attachment with 1/2" gap. Wood structural Exterior cladding panel sheathing Ledger fastener spacing may be and flashing not 1/2" max. thickness offset up to 3" to avoid interference shown for clarity fastened per code with joist attachment Rim board Pk" to 2" from per table top of ledger and rim board Floor SDWS wood screws joist or stagger vertically t 3" minimum blocking spaced in accordance row spacing, with table o' © 6" maximum 11h" to 2" from 2x deck ledger shown 6" from On -center bottom (double 2x end of ledger spacing of and rim board ledger � simila ledger SDWS wood 9 screws Ledger -to -Rim Board Assembly SDWS Timber Screw Spacing Detail for Ledgers (Wood -framed lower floor acceptable, concrete wall shown for illustration purposes) 293 Orsillo Residence' r . C P ,{ SEISMIC LOADS: RISK CATEGORY, =-12- -2IMPORTANCE 29.7 PSF IMPORTANCE FACTOR• " = 1.00 C BASIC LOAD COMBO FOR ALLOW STRESS DESIGN ' (12.4) .. E ='p QE + E,, _ 1.O Er, - D + E/1.4 = • V/1.4 E/W • - SITE DATA .10.1 PSF • +BASIC LATERAL SYSTEM _ All other Buildings OVERHANGS MAX. OVERALL HEIGHT (1h,,), = 24.5 FT. ' • 4 T = Ct (hn)z = 0.220 0.020 TL (Figure 22.12)` = (But Need Not Exceed) - 16 sec' V = SD1 I T (R / 1)] W = 0.229 E ' MAPPED RESPONSEsHORT (usgs) = E 60.3 %g _Ss MAPPED RESPONSE1SEC (usgS) = 25.6 %g SITE CLASS (Table 20.3-1) = p , SITE COEFFICIENTSHORT - Fa = 1.33 SITE COEFFIC/ENT,SEC - FV 1.92 % DAMPED S.R.A.SHORT - SMS = Fa x Ss _'. 0.80 % DAMPED S.R.A.1sec - SM, = Fv z S1 _ __ 0.49 DESIGN S.R.A.sHORT. - SDS = _ 2/3 SS _ _ 0.53 - DESIGN S.R.A.1sec - SD, _ "2/3 S1' = 0.33 Job No. 17-808 • a 11/7/2017.' SIMPLIFIED DESI.GN� W�IND�LOADS - Ps = A*KZT*PS30 DESIGN WIND VELOCITY =_ _ 110 EXPOSURE CATEGORY C- r ROOF ANGLE _ '26.6 DEG - •` MEAN ROOF HEIGHT _ -- 16AFT.' • KZT = ' .• 1.00 A adjustment factor - . • . 1.23 _ Y MWFRS 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 _ I E- 14.1 PSF E/W 18.0 PSF qG .10.1 PSF 14.4 PSF OVERHANGS EOH25.4 PSF Go, 21.5 PSF [;: �;�r •r, YY�STRUCTURAL;SYSTEM S TABLE12 Structural System #1 NIS E[W Lateral Force Resisting Sys (R) _ •' Wood Structural Panels _ Wood structural Panels. LVI R= 6.50 R= 6.50 NIS, Governs E/W Governs Structural System #1 V = [(SDs) / (R / 1)] W : _ - 0.082 ` . ' E .0.082 E - (But Not Less Than) `- - V = [0.01]W or [0.5S,/(R/1)]W 0.020 ,- . E 0.020 - E (But Need Not Exceed) - V = SD1 I T (R / 1)] W = 0.229 E ' 0.229. E ` • Russell, Gallaway Associates - • • _ � _ .�• .COC- � t , - Structural Engineering - ,11/6/2017' Design Maps Summary Report .POW Design Maps Summary Report User -Specified Input Report Title Orsillo Residence Mon November 6, 2017 21:40:41 UTC Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 39.490N, 121.44°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III "�F� � �y � I r�i • � �i`/; See M F1ML?a `r�Lt ��u ] c.__:u /✓tet , 1 71�2, kil! IIMI� Tj -I r •.. USGS-Provided Output Ss = 0.603 g SMs = 0.795 g Sos = 0.530 g Sl = 0.256 g SMI = 0.484 g SOI = 0.323 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 NEHRP" building code reference document. MCER Response Spectrum Design Resparlse Spze-ctrurn ass ago a72 1164 W% Q aaa o a.aa w asi azo n16 am n0o -- - - -n Pefiod. T (sec) Q-54. aQ a4;2 alb v am oa a:ze ale alt am 0.00 C For PGA,„ TL, CRs, and CRl values, please view the detailed report. Period,T (9ec.) Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge. 30 of 84 hftps:Hearthquake.usgs.gov/cn 1 /designmaps/us/summary.php?template=minimal&latitude=39.49&longitude=-121.44&siteclass=3&riskcategory=0&edit... 1/1 HORIZONTAL PRESSURE INPUTS: WALL END (A) = 29.7 psf ROOF END (B) = 8 psf WALL TYP. (C) = 21.3 psf ROOF TYP. (D) = 8 psf ROOF PITCH .= 6 :12 HORIZONTAL PRESSURE CALCULATIONS: WIND DESIGN LOADS DESCRIPTION E=END aooF WALL WALL 1711 WALL �� OUTPUT T=TYP. TRIB. PSF TRIB. PSF TRIB. PSF TRIB. PSF LRFD ASD (0.6W) Side Gable Low END 4.5 ft. 29.7 1.0 ft. 29.7 163 plf 98 plf Side Gable Ridge TYP END TYP TYP ( 4.5 ft. 21.3 11.0 ft. 21.3 330 pIf 198 plf Deck End 9.25 8 74 plf 44 plf Deck Typ 9.25 8 74 plf 44 pIf 17' ridge Typ 8 8 4.5 ft. 21.3 160 plf 96 pIf Clipped Gable END TYP TYP TYP TYP ENDFw TYP END TYP E�� 3 8 4.5 ft. 29.7 158 pIf 95 pIf -71 20' Ridge Typ - 11 8 4.5 ft. 21.3 184 pIf 110 pIf 18' Gable Ridge Typ V 5.0 ft. 21.3 9.0 ft. 21.3 298 pIf 179 plf 16'6 Gable Ridge Typ V� 4.5 ft. 21.3 7.5 ft. 21.3 256 plf 153 pIf Gable at Eave �! 1 8 4.5 ft. 21.3 104 plf 62 pIf 11 Typical Floor 4.5 ft. 21.3 1.0 ft. 21.3 4.0 ft. 21.3 202 pIf 121 plf Floor End • 4.5 ft. 29.7 1.0 ft. 29.7 4.0 ft. 29.7 282 pIf 169 plf Floor at 10' plate (� 5.0 ft. 21.3 1.0 ft. 21.3 4.0 ft. 21.3 213 plf 128 plf w 0 co A PROJECT, -.QKqu'p mpwtE'-': JOB NO. 1:7-tgV TOPIC DATE, TIME LOCATION PRESENT DISCUSSION: 1,� PAGE OF 32 of 84 r architecture + engineering 4 •j ------ 5z Tl LAI3 ,i T, Sol, 2. 7- i A Ile.0 203 a 93 1 -7 117.1 1 0 36. 1 t7 -_w.�_.L_ _�, :_ �Ssf 5� = .��I =3z _� Bio Qn IbI3 7!7-.. npl 1\/PQARI Pq 33 of 84 PROJECT 0[4.>JL•ZO JOB NO. � - Q I , TOPIC DATE TIME LOCATION PRESENT. • ;G - orchitecture + engineering DISCUSSION: PAGE OF �L�p��/A■{ /':. ///yam///�9� ... - - - - - - — - - -- - --- - - -- o P _ i _,_o o o , 9791 t,1t_wtills._,hclow q5S C _ M. 'o Z Z D �._ i i i, �,7_ 0,-cid 2 . _ 2.�_ �' �� 1.2• � • i t i i ! 1 • 1 i ! } , : - _...L'._ 59 3S 2g Z �So 52SZ�2Q � o �,. Nil 122_ 0 ; 0 1 1 i ! 1 1 ! : 1 } _ ! al 0 i 2�- i 1 1 : ! 1 • l ! i } i ! i 1 : 1 i , i ; } , , : _...._p.._..-.ti._.__.f.—+r..i—._...ry.___;i_.—..e._. _...F—_......�_..._..4__.....�. _._i..�_�_. ._ ._. _. i•.....__i : — ' _ ,-- t • i 7 •: : 1 1 • , } ? ni=i I\/FRARI F.q ' 34 of 84 PROJECT. LLo L2f,.eslP ,(,6 JOB NO. % TOPIC DATE TIME LOCATION ' PRESENT r ,a t architecture + engineering DISCUSSION: L LjI S PAGE OF j ! j ,..----J....__�_+.---•�•.__.—� — -- a ----••�—_�....i._._ .•_ �p_ ——�_'._i.'---.._� _ _._ _ ._ _ •_ •- _ --- — -- '— ^ ) ' t ) 1 _ i F 444��uuu i : ) 1 ! t :• i j i • � 6 �� 3G7 : i ._77 , moi_ � • s j j� i j� j ! i —j j i i �t•� i ; ) + r e 1 ) ^ ! ? ) ; i i i• nrl n irn n C31 r. c 35 of 84 PROJECT- JOB NO. 1-7- 90 TOPIC DATE,- TIME LOCATION PRESENT architecture + engineering DISCUSSION: It ). PAGE OF -,!--7 A5), i 4 . nA J• I w j- 1� . ....... . . i Z; J - , jtt,4A) Yll, npi 1\/[=PARI Pq PROJECT' JOB NO. TOPIC DATE TIME LOCATION PRESENT r c- i - architecture + engineering np.i i\/pQARi pq Orsillo 3 2.14 k LATERAL DESIGN 58.5 ft 29.5 ft 9 psf Job #17-808, „CP 15 plf 4 WIND 11/21/2017 Inputs (ASD) Total Perforated? Uniform Reaction Reaction - Reaction Diaphragm Diaphragm Shearwall Wall - Max Roof Perforated? Grid Left Right Above Length Left Length Right Length Weight Wall Height Opening Ht. Load Wind Uplift Grid Co Shear Shear Left Shear Right Check Wall Type Force Min. HDU 1 0.53 k 2.49 k 31.0 ft 77.5 ft 20.7 ft x" 9 psf 10.0 ft n 240 plf 151 plf 2 1.82 k 19.0 ft 19.0 ft 11.5 ft 9 psf 9.0 ft n 240 plf 151 plf 0 3 2.92 k 0.87 k 20.0 ft 20.0 ft 18.8 ft 9 psf 9.0 ft n 315 plf 212 plf 0 4 0.77 k 1.19 k 28.0 ft 28.0 ft 19.5 ft 9 psf 9.0 ft n 60 plf 48 plf 202 plf 146 plf 44 plf O.K. W2 1.74 k HDU2 to 3x 16 16 2x / 48"o.c. 0 4 1 40 plf ,^n 1_ ra -7-7cu n--4: nnu n/a n/a n/a 0 3 2.14 k 3.79 k 58.5 ft 29.5 ft 9 psf 9.0 ft n 15 plf 4 u. Results . - Perforated? Wall Diaphragm Diaphragm Diaphragm Max HD SSTB SILL & Grid Co Shear Shear Left Shear Right Check Wall Type Force Min. HDU SSTB corner midwall 1/2" A.B. - 1 1 146 plf 17 plf 32 plf O.K. W1 1.37 k HDU2 to 3x 16 16 2x / 48" o.c. 2 1 158 plf 96 plf O.K. W1 1.19 k HDU2 to 3x 16 16 2x / 48" o.c. p 3 1 202 plf 146 plf 44 plf O.K. W2 1.74 k HDU2 to 3x 16 16 2x / 48"o.c. 0 4 1 40 plf 28 plf O.K. W1 0.29 k n/a n/a n/a 2x / 48"o.c. 2x / 48"o.c. -. 1 1 75 plf 6 plf 31 plf O.K. W1 n/a n/a n/a 2 1 63 pif O.K. W1 n/a n/a n/a 2x / 48" o.c. 0 3 - 1 201 plf 37 plf , O.K. W2 0.96 k HDU2 to 3x 16 16 2x / 48" o.c. O 4 -. V Russell, Gallaway Associates _' Structural Engineering i A Orsillo Note: w = Wind, e = EQ SDS = 0.53 LATERAL DESIGN Job #17-808 CP _ WIND `11/21/2017 Note: negative value = no uplift Shearwall Uplift Forces Rated Exterior nail Capacity SSTB at Stemwall Wall Lengths(ft) w/ 8d commons @ 6"o.c. BN, 6"o.c. EN, Holdown Forces (kips) - 240 plf Holdown (Ibs) # of % Full Lateral ' ` Grid Shearwalls Height Control L1 L2 L3 L4 L5 L6 T1 T2 T3 T4 T5 T6 1 1 100% w 4.00 5.42 7.50 3.75 1.37 1.33 1.28 1.37 3610 2 1 100% w 11.50 Wind 1.19 HDI -15 to 3x 0 3 1 100% w 6.00 12.75 1.74 1.66 0 4 1 100% w 3.83 11.83 3.83 0.29 0.14 0.29 '15/32" ply 8d's @ 6" 350 plf 260 plf HDU8 to 6x 7870 28 _ 9900 W3 15/32" ply 8d's @ 4" 533 plf 380 plf HDU11 to6x 9535 1 1 100% w 77.50 - W4 -1.56 685 plf 2 1 100% w 29.00 SB1 -0.27 13665 " O 3 1 100% w 29.50 0.96 O 4 Russell, Gallaway Associates Structural Engineering s - CO 1 Input "Yes" for walls that Yes -0.19 2 are aligned vertically to W 3 consider the cumulative _ U Q 4 uplift forces Cn Note: w = Wind, e = EQ SDS = 0.53 _ Note: negative value = no uplift Diaphragm sheathing to be 15/32 A.P.A. Rated Exterior nail Capacity SSTB at Stemwall w/ 8d commons @ 6"o.c. BN, 6"o.c. EN, & 12"o.c. F.N. 240 plf Holdown (Ibs) SSTB Capacities WIND ` HDI -12 to 3x 3075 corner midwall Wall Schedule HDI -14 to 3x 4565 16 3610 -3610 Mark Sheathing Nailin 18d's Wind EQ HDI -15 to 3x 5645 20 4040 4315 µ W1 - APA 303 8d's @ 6" 180 plf _ 180 plf HDU8 to 4x 6970 24 4470 5025 W2 '15/32" ply 8d's @ 6" 350 plf 260 plf HDU8 to 6x 7870 28 8710 9900 W3 15/32" ply 8d's @ 4" 533 plf 380 plf HDU11 to6x 9535 S137/8 9355 10470 - W4 15/32" ply 8d's @ 3" 685 plf 490 plf DTT2Z to 3x 2145 SB1 9905 13665 " CO Russell, Gallaway Associates Structural Engineering s CO Orsillo LATERAL DESIGN Job #17-808 CP - WIND 11/21/2017 Inputs (ASD) Total Perforated? Uniform Reaction Reaction Reaction Diaphragm Diaphragm Shearwall Wall Max Roof Grid Left Right Above. Length Left Length Right Length Weight Wall Height Opening Ht. Load Wind Uplift A 0.79 k 28.0 ft 11.0 ft 9 psf 9.0 ft n 75 plf 56 plf B 0.96 k 2.10 k 28.0 ft 35.0 ft 9.0 ft 9 psf 9.0 ft n 45 plf 40 plf 0 C •1.93 k 2.10 k 50.0 ft 35.0 ft 15.0 ft 9 psf 9.0 ft n 221 plf 127 plf 0 D 1.88 k 50.0 ft 35.3 ft 9 psf 9.0 ft n 235 plf 148 plf A 1.40 k 0.79 k 28.0 ft 27.0 ft 9 psf 9.0 ft n 90 plf B* 1.20 k 1.86 k 3.06 k 28.0 ft 35.0 ft 9 psf 9.0 ft n 45 plf 00 C 1.86 k 1.82 k 4.02 k 50.0 ft 35.0 ft 9 psf 9.0 ft n 90 plf j D 2.05 k 0.20 k 50.0 ft 50.0 ft 9 psf 9.0 ft n 45 plf LL Results Perforated? Wall Diaphragm Diaphragm Diaphragm Max HD SSTB SILL & Grid Co Shear Shear Left Shear Right Check Wall Type Force Min. HDU SSTB corner midwall 1/2" A.B. A 1 72 plf 28 plf O.K. W1 0.44 k n/a n/a n/a 2x / 48" o.c. B 1 340 plf 34 plf 60 plf O.K. W2 2.90 k HDU2 to 3x 16 16 2x / 32"o.c. 0 C 1 268 plf 39 plf 60 plf O.K. W2 2.01 k HDU2 to 3x 16 16 2x / 32" o.c. 0 D 1 53 plf 38 plf O.K. W1 0.42 k n/a n/a n/a 2x / 48"o.c. Q: 2x / 48"o.c. A 1 81 plf 50 plf O.K. W1• n/a n/a n/a B* 1 Q: 0 C 1: j D 1 45 plf 41 plf #DIV/0! #DIV/0! W1 n/a n/a n/a 2x / 48"o.c. LL * Grid B has a type 4 vertical structural irregulatiy - column shall have overstrength factor of 3 Grid B tie=>3.06k * (5.67 / 9) = 1.93k drag x 1.25 (per ASCE 12.3.3.4) = 2.41k design load use CS14 Strap 2,490# > 2,410# o.k w cD Russell, Gallaway Associates _ Structural Engineering g CO Orsillo A 1 100% w 28.00 Wind _ LATERAL DESIGN CP 5645 O C 1 100% w W1 WIND D 1 100% w 50.00 U- 6970 24 Shearwall Uplift Forces 5025. A Input "Yes" for walls that Yes W B Wall Lengths(ft) 7870. Y # of % Full Lateral Q D uplift forces Grid Shearwalls Height Control L1 L2 L3 L4 L5 10470 ' - A 1 100% w '11.00 DTT2Z to 3x 2145 B 1 100% w 9.00 ' U- C 1 100% w 15.00 ? O 0 D 1 100% w 24.00 2.83 8.50 Job #17-808 11/21/2017 Holdown Forces (kips) L6 T1 T2 T3 T4 T5 T6 0.44 2.90 2.01 -0.02 0.42 0.30 -0.71 -1.49 -0.27 -1.51 Note: w = Wind, e = EQ SDS = 0.53 Note: negative value = no uplift _ Diaphragm sheathing to be 15/32 A.P.A. Rated Exterior nail CapacltV SSTB at Stemwall w/ 8d commons @ 6"o.c. BN, 6"o.c. EN, & 12"o.c. F.N. 240 plf Holdown (lbs) SSTB Capacities WIND HDU2 to 3x -3075 corner. midwall Wall Schedule HDU4 to 3x 4565 16 3610 3610 Mark A 1 100% w 28.00 Wind B 1 100% w 5645 O C 1 100% w W1 i D 1 100% w 50.00 U- 6970 24 4470 5025. A Input "Yes" for walls that Yes W B are aligned vertically to 7870. Y C consider the cumulative W3 Q D uplift forces Yes F— 9535 SB7/8 9355 10470 ' - W4 15/32" ply 8d's @ 3" Job #17-808 11/21/2017 Holdown Forces (kips) L6 T1 T2 T3 T4 T5 T6 0.44 2.90 2.01 -0.02 0.42 0.30 -0.71 -1.49 -0.27 -1.51 Note: w = Wind, e = EQ SDS = 0.53 Note: negative value = no uplift _ Diaphragm sheathing to be 15/32 A.P.A. Rated Exterior nail CapacltV SSTB at Stemwall w/ 8d commons @ 6"o.c. BN, 6"o.c. EN, & 12"o.c. F.N. 240 plf Holdown (lbs) SSTB Capacities WIND HDU2 to 3x -3075 corner. midwall Wall Schedule HDU4 to 3x 4565 16 3610 3610 Mark Sheathing Nailing 8d's Wind EQ HDU5 to 3x 5645 20 4040. 4315 W1 APA 303 8d's @ 6" 180 plf 180 plf HDI -18 to 4x 6970 24 4470 5025. W2 15/32" ply 8d's @ 6" 350 plf 260 plf HDI -18 to 6x 7870. 28 8710 9900 W3 '15/32" ply 8d's @ 4" 533 plf 380 plf HDU11 to6x 9535 SB7/8 9355 10470 ' - W4 15/32" ply 8d's @ 3" 685 plf 490 plf DTT2Z to 3x 2145 SB1 9905 13665 ' s ? O Russell, Gallaway Associates Structural Engineering - a CO A Orsillo Drag Forces CP Building 'A' 41 of 84 Job No. 17-808 11/7/2017 Wall Line ID: ROOF - GRID'1' Wall Opening Between Unit Wall Stress East Side Dia. Stress West Side Dia. Stess Net Applied Stress Drag Force @ end of segment Lateral Loads: Wind (kips) Seismic (kips) East Side ��.' 0.53 0.36 Lenth Walls W S W S W S W' S W S West Side 2.49 1.43 feet feet 1 (1 1 1 1 1 1 1 is ( lo 4 145 86 0 0 32 18 -113 -68 -0.45 -0.27 10 0 0 0 0 32 18 32 18 -0.13 -0.09 5.5 7.5 145 0 86 0 0 0 0 0 32 32 18 18 -113 32 -68 18 -0.75 -0.51 -0.46 -0.32 Diaphragm Length Start ft End ft East Side 27.33 58.5 7.5 145 86 17 12 32 18 -96 -56 -1.24 -0.74 West Side 0 77.5 20 0 • 0 17 12 32 18 49 30 -0.26 -0.14 3.75 145 86 17 12 32 18 -96 -56 -0.62 -0.35 19 0 0 0 0 32 18 32 18 -0.01 0.00 Max Drag Force Wind (kips) Seismic (kips) @ 34.5 ft. 1.24 0.74 Max Chord Force 0.5 PLAN VIEW 77.3 ft. ' Max. Drag Forces 0 01 0.13 20 30 40 50 0.26 60 -45 0.45 -0.51 0.62 -0.75 I -1.24 Russell Gallaway Associates Struclural Engineering Code Top Plate Nailing Due to Drag Force and Chord Force: '16 CBC L�I 1236 lbs WtLS7q6LNAqW I Panel Grade 141 #/n(I.6) ea. Side of plate splice. C -DX ') Table 23 -II -1-1 Panel Thickness Allowable Shear = 260 > 145.35 plf 15/32" •- 1/2" SEISMIC Nail 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 Allowable shear value is for Douglas Fir -Larch. One Sided e Minimum panel dimension is 12". Stud Spacing 16 in o.c. Russell Gallaway Associates Struclural Engineering ' Orsillo CP 42 of 84 Drag Forces Job No. 17-808` Building 'A' 11/7/2017 Wall Line ID: ROOF - GRID'2' Wall Opening Between Unit Wall Stress East Side Dia. Stress West Side Dia. Stess Net Applied . Stress % Drag Force @ end of segment Lateral Loads: Wind (kips) Seismic (kind East Side! 0.00 Lenth Walls W S W S W S W S W S West Side 1.82 feet feet I 1 I 1 1 I 1 1 Is I 11.5 158 0 0 0 96 0 -62 0 -0.72 0.00 . 7.5 0 0 0 0 96 0 96• 0 0.00 0.00 Diaphragm Length Start ft End (ft) East Side 0 19 West Side 0 19 Max Drag Force Wind (kips) Seismic (kips) @ 11.5 ft. 0.72 0.00 Max Chord Force 0.5 PLAN VIEW 19.0 ft. Max. Drag Forces 0 00 -02 4 6 8 10 12 14 16 8 -0.4 -0.6 -0.8 -0.72 Top Plate Nailing Due to Drag Force and Chord Force: 718 lbs = 3.18 =1SZ4�Nal 141#/n(1.6) ea. Side ofplate splice. Table 23 -II -I-1 Allowable Shear= 260 > 158.26 plf SEISMIC All panel edges backed with 2" nominal or wider framing. a 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". Code .16 CBC E Panel Grade C -DX F, Panel Thickness 15/32" - 1/2"I Nail Size 8d E.N. Spacing. ' 6 in o.c. No. of Sides One Sided. Stud Spacing 16 in o.c. Russell Gallaway Associates Structural Engineering c Orsillo- CP Drag Forces Building 'A' 43 of 84 Job No. 17-808 11/7/2017 Wall Line ID: ROOF - GRID'3' Wall Opening Between Unit Wall Stress East Side Dia. Stress West Side Dia. Stess Net Applied StressA Drag Force @ end of segment Lateral Loads: Wind (kips) Seismic (kind East Side�7: 2.92 1.33 Lenth Walls W S W S W S W S W S West Side 0.87 - 0.45 feet feet 1 l 1 1 1 (1 (lf) I Is 1 I! 29.5 0 0 50 23 30 15 80 38 2.35 1.12 6 202 95 .50' 23 0 0 -152 -72 1.43 0.69 12.75 6 0 202 0 95 .50 50 23 23 0 0 0 0 50 -152 23 -72 1.73 -0.21 0.82 -0.10 Diaphragm Length Start ft End ft East Side 0 58.5 4.25 0 0 50 23 0 0 50 23 0.00 0.00 West Side 0 29.5 0 0 50 23 0 0 50 23 0.00 0.00 Max Drag Force Wind (kips) Seismic (kips) @ 29.5 ft. 2.35 1.12 Max Chord Force 0.5 PLAN VIEW 58.5 ft. Max. Drag Forces 2.5 2.35 2 . y 1.5 1.73 a 3 1 0.5 0 -0.5 10 20 30 40 .00 50 Code Top Plate Nailing Due to Drag Force and Chord Force: '16 CBC 2346 lbs = 10.40 rKUse1pqNa1js=1 Panel Grade 141 #/n(1.6) ea. Side of plate splice. C -DX ' Table 23 -II -1-1 Panel Thickness Allowable Shear = 260 > 202.35 plf .15/32" - vz" EI SEISMIC Ln Nail Size All panel edges backed with 2" nominal or wider framing. 8d Lj Panels installed either horizontally or vertically. E.N. Spacing' Space nails at 12" o.c. along intermediate framing members. 6 in o.c.- F " 1 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 EI Minimum panel dimension is 12". Stud Spacing 16 in o.c. Russell Gallaway Associates Structural Engineering Orsiilo CP Drag Forces Building'A' 44 of 84 Job No., 17-808 11/7/2017 Wall Line ID: ROOF - GRID 'A' Wall Opening Between Unit Wall Stress East Side Dia. Stress West Side Dia. Stess Net Applied Stress _ Drag Force @ end of segment Lateral Loads: Wind (kind Seismic (kind East Side 7'i 0.79 0.33 Lenth Walls W S W S W S W S W S West Side feet feet 1 I 1 1 1 1 1 1 is 1 11 72 30 28 12 0 0 -44 -18 -0.48 420 16 CBC L _� JWUsePJNai _I Panel Grade 141 #/n(I.6) 17 0 0 28 12 0 0 28 12 0.00 -0.00 Diaphragm Length Start ft End ft • East Side 0 28 Nail Size All panel edges backed with 2" nominal or wider framing. 8d Panels installed either horizontally or vertically. E.N. Spacing West Side 0 28 No. of Sides Allowable shear value is for Douglas Fir -Larch. One Sided FI Minimum panel dimension is 12". Stud Spacing Max Drag Force Wind (kind Seismic (kips) @ 11.0 ft. 0.48 0.20 Max Chord Force 0.5 Russell Gallaway Associates Structural Engineering PLAN VIEW 28.0 ft. Max. Drag Forces ' 0 4 F1 .00 i -0.1 5 10 15 20 -0.2 -0.3 -0.4 -0.5 .48 Code Top Plate Nailing Due to Drag Force and Chord Force: 16 CBC L 500 lbs = 2.22 JWUsePJNai _I Panel Grade 141 #/n(I.6) ea. Side of plate splice. C -DX Table 23 -II -I-1. Panel Thickness Allowable Shear = 260 > 72.00 plf 15/32° -1/2" F SEISMIC Nail 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 Allowable shear value is for Douglas Fir -Larch. One Sided FI Minimum panel dimension is 12". Stud Spacing 16 in o.c. I�I Russell Gallaway Associates Structural Engineering Orsillo CP Drag Forces Building'A' 45 of 84 • Job No. 17-808 11/7/2017 Wall Line ID: ROOF - GRID 'B' Wall Opening Between Unit Wall Stress East Side Dia. Stress West Side Dia. Stess Net Applied Stress. Drag Force @ end of segment Lateral Loads: Wind(kil2s) Seismic (kips) East Side 'i 0.96 0.33 Lenth Walls W S W S W S W. S W S West Side 2.10 0.78 feet feet 1 1 (lf) I 1 1 1 I is 1 WIND 10 0 0 0 0 47 17 47 17 0.47 0.17 Minimum panel dimension is 12". Stud Spacing 16 in o.c. ld 22.33 0 0 34 12 47 17 81 29 2.27 0.83 5.67 3.33 340 340 124 124 34 0 12 0 47 47 17 17 -259 -293 -95 -107 '0.81 -0.17 0.29 -0.06 Diaphragm Length Start ft End (ft) East Side 10 38 3.67 0 0 0 0 47 17 47 17 0.00 0.00 West Side 0 45 Max Drag Force Wind (kius) Seismic (kind @ 32.3 ft. 2.27 0.83 Max Chord Force 0.5 PLAN VIEW 45.0 ft. Max. Drag Forces 2.5 2.27 z y 1.5 a s 1 0.81 0.5 .47 0 .00 -0.5 5 10 15 20 25 30 35 40 45 Code Top Plate Nailing Due to Drag Force and Chord Force: i6 CBCI 2272 lbs = 10.07 Use 1-1. ails_ Panel Grade 141#/n(L6) ea. Side ofplatesplice. C -DX Ell Table 23,11-I-1 Panel Thickness - . Allowable Shear = 364 > 339.67 plf 15/32" - vz" . I 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.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 Allowable shear value is for Douglas Fir -Larch. One Sided LE Minimum panel dimension is 12". Stud Spacing 16 in o.c. ld Russell Gallaway Associates Structural Engineering Orsillo CP .Drag Forces j! 46 of 84 .Job No. -17-808 11/7/2017 Wall Line ID: ROOF - GRID 'C' Wall Opening Between Unit Wall Stress East Side Dia. Stress West Dia. Stess Stress end of segment Lateral Loads: Wind (kind Seismic (kind East Side [7 2.10 1.93 0.78 0.86 Lenth feet Walls feet W S 1 1 W S 1 I W S 1 1 W. S I 1 W S is I West Side 0 10 20 30. 40 10 0 0 47 17 0 0 47 17 0.47 0.17 Panel Grade 141#/n(1.6) ea. Side ofplate splice. C -DX Table 23 -II -I-1 `Panel Thickness Allowable Shear = 364 > 268.00 plf 35 0 0 47 17 39 17 85 35 3.44 1.38, E.N. Spacing Space nails at 12" o.c. along intermediate framing members. 6 in o.c. � d 15 No. of Sides 268 109 0 0 39 17 -230 -92 0.00 0.00 Diaphragm Length Start ft End ft East Side 0 45 West Side 10 60 Max Drag Force Wind (kind Seismic (kips) @ 45.0 ft. 3.44 1.38 Max Chord Force 0.5 PLAN VIEW Side Net Applied Drag Force @ V 60.0 ft. Max. Drag Forces 4 3.44 3 2 I .47 0 .00 0 10 20 30. 40 50 60 . Code Top Plate Nailing Due to Drag Force and Chord Force: '16 CBCT 3443 lbs = 15.26 wUSeC)]Nail� Panel Grade 141#/n(1.6) ea. Side ofplate splice. C -DX Table 23 -II -I-1 `Panel Thickness Allowable Shear = 364 > 268.00 plf 15/32" - vz" EI r 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.c. � d 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 Minimum panel dimension is 12". Stud Spacing 16 in o.c. Russell Gallaway Associates Structural Engineering Orsillo CP Drag Forces 47 of 84 Job No. 17-808 - 11/7/2017 Wall Line ID: ROOF - GRID 'D' Wall Opening Between Unit Wall Stress East Side Dia. Stress West Side Dia. Stess Net Applied Stress Drag Force @ end of segment Lateral Loads: Wind (kind • Seismic (kips) East Side j Lenth Walls W S W S W S W S W S West Side �.l 1.88 0.86 feet feet 1 1 1 1 1 1 1 1 is 1 24 53 24 0 0 38 17 -16 -7 -0.37 -0.17 6.67 0 0 0 0 38 17 38 17 -0.12 -0.06 2.83 3 53 0 24 0 0 0 0 0 38 38 17 17 -16 38 . '-7 '17 .417, -0.06 -0.08 -0.03 Diaphragm Length Start ft End ft East Side 0 50 8.5 53 24 0 0 38 17• -16 -7 -0.19 . -0.09 West Side 0 50 5 0 0 0 0 38 17 38 17 ' 0.00 0.00 Max Drag Force Wind (kips) Seismic (kips) @ 24.0 ft. 0.37 0.17 Max Chord Force 0.5 PLAN VIEW 50.0 ft. Max. Drag Forces 0 00 0.1 10 15 20 25 30 35 -0-0640 45 50 -0.12 a -0.17 0 -0.2 .19 -0.3 -0.4 -0.37 Code Top Plate Nailing Due to Drag Force and Chord Force: 500 lbs = 2.22 W1QSe}3jNalM 141#/n(1.6) ea. Side ofplate splice. Table 23 -II -I-1 Allowable Shear = 364 > 53.24 plf WIND Ld 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". Russell Gallaway Associates '16 CBCT Panel Grade C-DXI Panel Thickness 15/32" - 1/2" E Nail Size 8d . UJ E.N. Spacing 6 in o.c. No. of Sides One Sided FI Stud Spacing 16 in o.c. U Structural Engineering 48 of 84 PROJECT QFtplL[,Q fZfA JOB NO. 1.74091'' ti - TOPIC DATE TIME LOCATION PRESENT DISCUSSION: PAGE OF 71 i:.ii,i': � 0 X� 9 - architecture + engineering r 1 5m ... ... - Lj DELIVFRABLF-'c; 49 of 84 • IQ,tAGt:39E:YYu1L�iE'A4Nl.Ef IAR1il 4 • r � r � r � r � r,� . S;i'Y.•! S_,'al S:,'VS SN'el !;t'f°! Z: L °YJ L ems, oY I �°Y I I \ate I • L J r, - hrolrr-, lr,•vl Ir °Y I `r1 ALJ r-, � r1 �` �•, I\^� I IT'Uf°L.APw 1 Y I I Y I ? I ...LJ L_J L_J Fmrcu Rn L_J L_J L_J -J ,•Y:! S �0 '-; y ;, la•�1 lcrzl - lu'»1 1pe •a! kr w! �•, 1n'+' I r i I% — — — — — — — — — — — — — —— - — — — — — +`a--- 1 34— o- �y �� r I I I r -,I I IL ° r -n IL ° I r-� r"1 r.��rc-rm• I R I ILR I I r, corm I. I __J J G L_J _L_J J _I L_J ?i"'AYIT'tF M' <N�I I R I I R I I I 1° I 1-L-° I° 1 P.� I�• L_J L_J r---.�J L_J L_J L_J �� Rr:k!'i' X4.Ic" LFR' till k05l./ R1Yi ' fn YRYY.1. (:1 •, V, tVAi ICp c NI. r - -i I I ° 1R L I IL 11 R I IL IL L_J ; I° I L •,?a I I S f—T— -------- I I iiR L_J i L_J I - iR i iR L_J,• L_J Ib,,wx!e-vtm COWFfa L �. C LI� = .I � IIi � L_I R Ifs• II I I I R I Sih2 I ---------_--------- Ll nr • IQ,tAGt:39E:YYu1L�iE'A4Nl.Ef IAR1il 4 50 of 84 COMPANY PROJECT ® RGA Orsillo Residence' Wood W-orks CP Typical Floor Framing Column SOFTWARE FOR WOOD DEMN. Nov. 21, 2017 11:17 Design Check Calculation Sheet WoodWorks Sizer 11.1 Loads: Load Type Distribution Location [ft] Magnitude Unit Start End Start End Lateral Reactions (lbs): t 8' v o CD 0' 8' Typical Floor Framing Column Lumber Post, D.Fir-L, No.1, 4x4 (3-1/2"x3-1/2") Support: Non -wood Total length: 8.0'; Clear span: 8.0'; volume = 0.7 cu.ft. Pinned base; Load face = width(b); Ke x Lb: 1.0 x 8.0 = 8.0 [ft]; Ke x Ld: 1.0 x 8.0 = 8.0 [ft]; Analysis vs. Allowable Stress and Deflection using NDS 2015: Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. Criterion Analysis Value Design Value Unit ' Axial Axial Bearing fc = fc = 564 564 Fc' = Fc* =-1725 Load/ Dead Axial (Ecc. = 0.00") 1936 lbs Load2 Live Axial (Ecc. = 0.00") 4950 lbs Self -weight Dead Axial 23 lbs Criterion Analysis Value Design Value Unit Analysis/Design Axial Axial Bearing fc = fc = 564 564 Fc' = Fc* =-1725 611 psi psi fc/Fc' = 0.92 fc/Fc* = 0.33 bl 0164 COMPANY PROJECT Wood Wo r ks® RGA d o Residence CP Girder Truss A5 Column End =SOFTWARE FOR WOOD DESIGN Nov. 21, 2017 11:17 Design Check Calculation Sheet WoodWorks Sizer 11.1 Loads: Load Type Distribution Location [ft] Magnitude Unit c = 470 c = 470 Fc' = 493 Fc* = 1650 psi psi Start End Start End Loadl Dead Axial (Ecc. = 0.00") 4909 lbs Load2 Roof live Axial (Ecc. = 0.00") 4090 lbs Self -weight Dead Axial 41 lbs Lateral Reactions (lbs): 9' W m CD 0' Girder Truss A5 Center Lumber Post, D.Fir-L, No.1, 4x6 (3-1/2"x5-1/2") Support: Non -wood Total length: 9.0'; Clear span: 9.0% volume = 1.2 cu.ft. Pinned base; Load face = width(b); Ke x Lb: 1.0 x 9.0 = 9.0 [ft]; Ke x Ld: 1.0 x 9.0 = 9.0 [ft]; Analysis vs. Allowable Stress and Deflection using NDS 2015: CriterionAIf lysis Value Design Value Unit Analysis/Design .Axial Axial Bearing c = 470 c = 470 Fc' = 493 Fc* = 1650 psi psi fc/Fc' = 0.95 fc/Fc* = 0.28 Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 5L OT 64 COMPANY PROJECT RGA Orsillo Residence WoodWorks"CP Girder Truss A5 Column Center SOFTWARE FOR WOOD 06GN Nov. 21, 2017 11:17 , Design Check Calculation Sheet WoodWorks Sizer 11.1 Loads: Load Type Distribution Location [ft] Magnitude Unit fc = 581 fc = 581 Fc' = 759 Fc* = 1000 psi psi Start End Start End Loadl Dead Axial (Ecc. = 0.00") 9558 lbs Load2 Roof live Axial (Ecc. = 0.00") 7965 lbs Self -weight Dead Axial 65 lbs Lateral Reactions (lbs): 9, 0o v CD 0' Girder Truss A5 Center Timber -soft, D.Fir-L, No.1, 6x6 (5-1/2"x5-1/2") Support: Non -wood Total length: 9.0'; Clear span: 9.0'; volume = 1.9 cu.ft.; Post and timber Pinned base; Load face = width(b); Ke x Lb: 1.0 x 9.0 = 9.0 [ft]; Ke x Ld: 1.0 x 9.0 = 9.0 [ft]; Analysis vs. Allowable Stress and Deflection using NDS 2015: Criterion Analysis Value Design Value Unit Analysis/Design Axial Axial Bearing fc = 581 fc = 581 Fc' = 759 Fc* = 1000 psi psi fc/Fc' = 0.77 fc/Fc* = 0.58 0 0 9' Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. t 0.9 OT 234 COMPANY PROJECT RGA Orsillo Residence Wood�WWorks® CP Center Rear Porch Column SOFTWARE FOR WOOD DESIGN Nov. 21, 2017 11:39 - Design Check Calculation Sheet WoodWorks Sizer 11.1 Loads: Load Type Distribution Location [ft] Magnitude Unit Analysis/Design Axial Axial Start End Start End 451 451 Load3 Dead Axial (Ecc. = 0.00") 700 lbs Load5 Live Axial (Ecc. = 0.00") 4800 lbs Self -weight Dead Axial 1 1 23 1lbs Lateral. Reactions (lbs): 8' - , W � N o CD 0' 8' Center Rear Porch Column Lumber Post, D.Fir-L, No.1, 4x4 (3-1/2"x3-1/2") Support: Non -wood Total length: 8.0'; Clear span: 8.0% volume = 0.7 cu.ft. Pinned base; Load face = width(b); Ke x Lb: 1.0 x 8.0 = 8.0 [ft]; Ke x Ld: 1.0 x 8.0 - 8.0 [ft]; ' Analysis vs. Allowable Stress and Deflection using NDS 2015: Criterion Analysis Value Design Value Unit Analysis/Design Axial Axial Bearing fc = fc = 451 451 Fc' = Fc* = 611 1725 psi psi f/Fc' _ •0.74 c fc/Fc* = 0.26 Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. A 54 of 84 COMPANY PROJECT RGA Orsillo Residence Wood -Works. CP Center Rear Porch Column with SOFTWARE FOR WOOD DESIGN Nov. 21, 2017 11:42 Roof Loads Design Check Calculation Sheet WoodWorks Sizer 11.1 Loads: Load Type Distribution Location [ft] Magnitude Unit Start End Start End Load1 Dead Axial (Ecc. = 0.00") 1402 lbs Load2 Live Axial (Ecc. = 0.00") 1801 lbs Lateral Reactions (lbs): 8' Go o � a . m 0' Typical Floor Framing Column Lumber Post, D.Fir-L, No.1, 4x4 (3-1/2"x3-1/2") Support: Non -wood Total length: 8.0'; Clear span: 8.0'; volume = 0.7 cu.ft. Pinned base; Load face = width(b); Ke x Lb: 1.0 x 8.0 = 8.0 [ft]; Ke x Ld: 1.0 x 8.0 = 8.0 [ft]; Analysis vs. Allowable Stress and Deflection using NDS 2015: Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. Criterion Analysis Value Design Value Unit Analysis/Design Axial, Axial Bearing fc = fc = 276 276 Fc' = Fc* = 639 2760 psi psi fc/Fc' = 0.43 fc/Fc* = 0.10 Load3 Wind Axial (Ecc. = 0.00") 1351 lbs Self -weight Dead Axial 23 'lbs Criterion Analysis Value Design Value Unit Analysis/Design Axial, Axial Bearing fc = fc = 276 276 Fc' = Fc* = 639 2760 psi psi fc/Fc' = 0.43 fc/Fc* = 0.10 COMPANY PROJECT RGA Orsillo Residence Wood WorksQD CP Grid B Shear Wall Column with SOFTWARE FOR WOOD DESIGN - Nov. 21, 2017 11:09 Overstrength , Design Check Calculation Sheet WoodWorks Sizer 11.1 Loads: Load Type Distribution Location [ft] Magnitude Unit Start End Start End Loadl Wind Axial (Ecc. = 0.00") 2900 lbs Load2 Wind Axial (Ecc. = 0.00") 2900 lbs Lateral Reactions (lbs): 9 N' o CD _0 0. 9. Girder Truss A5 Center Lumber Post, D.Fir-L, No.1, 4x4 (3-1/2"x3-1/2") Support: Non -wood Total length: 9.0'; Clear span: 9.0'; volume = 0.8 cu.ft. Pinned base; Load face = width(b); Ke x Lb: 1.0 x 9.0 = 9.0 [ft]; Ke x Ld: 1.0 x 9.0 = 9.0 [ft]; Analysis vs. Allowable Stress and Deflection using NDS 2015: Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. Criterion Analysis Value Design Value Unit Analysis/Design Axial Axial Bearing fc = fc = 428 428 Fc' = Fc* = 512 2760 psi psi fc/Fc' = 0.84 fc/Fc* _. 0.16 Load3 Wind Axial (Ecc. = 0.00") 2900 lbs Self -weight Dead Axial 26 lbs Criterion Analysis Value Design Value Unit Analysis/Design Axial Axial Bearing fc = fc = 428 428 Fc' = Fc* = 512 2760 psi psi fc/Fc' = 0.84 fc/Fc* _. 0.16 56 of 84 COMPANY PROJECT ® RGA Orsillo Residende WoodWorks CP Center Rear Porch Column with SOFTWARE FORWOODDESIGN Nov. 21, 2017 11:42 Roof Loads Design Check Calculation Sheet - WoodWorks Sizer 11.1 Loads: Load Type Distribution Location [ft] Magnitude Unit Start End Start End Loadl Dead Axial (Ecc. 0.0011) 1902 lbs Lateral Reactions (lbs): 8' co v o CDa 8, Typical Floor Framing Column Lumber Post,.D.Fir-L, No.1, 4x4 (3-1/2"x3-1/2") Support: Non -wood Total length: 8.0'; Clear span: 8.0'; volume = 0.7 cu.ft. Pinned base; Load face = width(b); Ke x Lb: 1.0 x 8.0 = 8.0 [ft]; Ke x Ld: 1.0 x 8.0 = 8.0 [ft]; Analysis vs. Allowable Stress and Deflection using NDS 2015: Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National. Design Specification (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application: Criterion lysis Value Design Value Unit Analysis/Design Axial Axial Bearing :11c = c = 276 276 Fc' = Fc* = 639 2760 psi psi fc/Fc' = 0.43 fc/Fc* = 0.10 = Load2 Live Axial .(Ecc. = 0.00") 1801 lbs Load3 Wind Axial (Ecc. = 0.00") 1351 lbs Self -weight Dead Axial 23 lbs Criterion lysis Value Design Value Unit Analysis/Design Axial Axial Bearing :11c = c = 276 276 Fc' = Fc* = 639 2760 psi psi fc/Fc' = 0.43 fc/Fc* = 0.10 - e Fpot2000 v3.0.139, Copyright © 1999-2017 Spyder Software 11/21/2017 11:15:28 AM. Company Info_ I Project Info Russell Gallaway Associates (Project: Orsillo Residence 115 Meyers St; Suite 110 (Location: 230 Viewcrest Drive Chico, CA, 95928 I Oroville, CA 95966 Phone: (530) 342-0302 (Client: Fax: (530) 342-1882 (Job No.: 17-808 E-mail:.don@rga-.chico.com (Footing Id: F1 - Typical Floor Girder Footing FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, f'c........................ Concrete Type ................................. Concrete Cover ..................................................... Steel Ultimate Strength, Fy........................................ ColumnSize ......................................................... Allowable Soil Bearing Strength .................................... Wind Load Soil Bearing Strength, (1.33 increase) ................... Seismic Load Soil Bearing Strength, (1.33 increase) ............... FootingWidth............ ............. ........................ Footing Length ....................................................... FootingDepth... ................................................. Punching Shear Stress .............................................. Beam Shear Stress....... .............. ........................... ReinforcingStandards per .......................................... Longitudinal Bottom Reinforcement for Strength & ACI 318-14 9.6.1.3 Longitudinal Temperature and Shrinkage Steel ....................... Transverse Bottom Reinforcement for Strength & ACI 318-14 9.6.1.3.. Transverse Temperature and Shrinkage Steel ......................... Gravity Only Soil Bearing .......................................... Wind Load Soil Bearing ............................................. Seismic Load Soil Bearing .......................................... LRFD Load Cases: 1.4D 1.2D + 1.6Lr ± 0.5W 0.9D ± 1.OW ASD Load Cases: 1.OD 1.OD + 0.75L + 0.75Lr 1.OD + 0.75L + 0.75Lr ± 0.45W 0.6D ± 0.6W 2.50 ksi' Sand-LightWeight 3.0 in. 60.0 ksi 6.00 in. by 6.00 in. 1,500 psf 1,995 psf 1,995 psf 2.00 ft. 2.00 ft. 12.00 in. 10.87 psi .84 psi ASTM -A615 .00 inz .37 int (2-#4) .00 int .37 int (2-#4) 1,425 psf 1,175 psf 1,238 psf- 1.2D + 1.6L + 0.5Lr 1.2D + 1.OL + 1.6Lr. 1.2D + 1.OL + 0.5Lr ± 1.0W 1.498D + 1.OL`± (1.0)1.4E + 0.2S 0.602D ± (1.0)1.4E 1.OD + 1.OL 1.OD + 1.OLr 1.OD ± 0.6W 1.209D ± (1.0)1.OE 1.149D + 0.75L ± (1.0)0.75E + 0.75S 0.391D ± (1.0)1.OE Unfactored Loads: Load FX, FY, FZ, (kips) MX, MZ, (ft - Dead Load 0.00 1.50 0.00 0.00 0.00 Live Load 0.00 4.00 0.00 0.00 0.00 Roof Live 0.00 0.00 0.00 0.00 0.00 Wind Load 0.00 0.00 0.00 O.00 0.00 Seismic 0.00 0.00 0.00 0.00 0.00 Snow Load 0.00 0.00 0.00 0.00 0.00 d= 12. 0" W = 2. OD----- Cover = 3.00" L = L.00' 57 of 84 Fbot2.000 v3.0.139, Copyright © 1999-2017 Spyder Software 11/21/2017 11:15:12 AM 58 of 84 Company Info I Project Info Russell Gallaway Associates (Project: Orsillo Residence 115 Meyers St; Suite 110 (Location: 230 Viewcrest Drive Chico, CA, 95928 I Oroville, CA 95966 Phone: (530) 342-0302 (Client: Fax: (530) 342-1882 (Job No.: 17-808 E-mail: don@rga-chico.com (Footing Id: F2 - Rear Porch Central Pad Footing FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, f'c........................ ConcreteType ...................................................... Concrete Cover ..................................................... Steel Ultimate Strength, Fy........................................ Column Size ........................................................ Allowable Soil Bearing Strength .................................... Wind Load Soil Bearing Strength, (1.33 increase) ................... Seismic Load Soil Bearing Strength, (1.33 increase) ................ FootingWidth.......... .......................................... FootingLength ..................................................... FootingDepth ...................................................... Punching Shear Stress .............................................. Beam Shear Stress .................................................. ReinforcingStandards per .......................................... Longitudinal Bottom Reinforcement for Strength & ACI 318-14 9.6.1.3 Longitudinal Temperature and Shrinkage Steel ....................... Transverse Bottom Reinforcement for Strength & ACI 318=14 9.6.1.3.. Transverse Temperature and Shrinkage Steel ......................... Gravity Only Soil Bearing .......................................... Wind Load Soil Bearing ............................................. Seismic Load Soil Bearing .......................................... LRFD Load Cases: 1.4D 1.2D + 1:6Lr ± 0.5W 0.9D ± 1.0W ASD Load Cases: 1.OD 1.OD + 0.75L + 0.75Lr 1.OD + 0.75L + 0.75Lr ± 0.45W 0.6D ± 0.6W 2.50 ksi Sand -Lightweight 3.0 in. 60.0 ksi 6.00 in. by 6.00 in. 1,500 psf 1,995 psf 1,995 psf 2.00 ft. 2.00 ft. 12.00 in. 3.66 psi .27 psi ASTM -A615 .00 int .37 inz (2-#4) .00 inz .37 inz (2-#4) 475 psf 388 psf, 406 psf 1.2D + 1.6L + 0.5Lr 1.2D + 1.OL + 1.6Lr 1.2D + 1.OL + 0.5Lr ± 1.OW 1.498D + 1.OL ± (1.0)1.4E + 0.2S 0.602D ± (1.0)1.4E 1.OD + 1.OL 1.OD + 1.OLr 1.OD ± 0.6W 1.209D ± (1.0)1.OE 1.149D + 0.75L ± (1.0)0.75E +,0.75S 0.391D ± (1.0)1.OE Unfactored Loads: Load FX,. FY, FZ, (kips) MX, MZ, (ft - kips) Dead Load 0.00 0.30 0.00 0.00 0.00 Live Load 0.00 1.40 0.00 0.00 0.00 Roof Live 0.00 0.00 0.00 0.00 0.00 Wind Load 0.00 0.00 0.00 0.00 0.00 Seismic 0.00 0.00 0.00 0.00 0.00 Snow Load 0.00 0.00 0.00 0.00 0.00 d= 12. 0 0" W = 2. 0Z' -/ L = 'Z.00' Cover = 3.00" Fbot2000 v3.0.139, Copyright© 1999-2017 Spyder Software 11/21/2017 11:14:59 AM Company Info I Project Info Russell Gallaway Associates (Project: Orsillo Residence 115 Meyers St; Suite 110 (Location: 230 Viewcrest Drive Chico, CA, 95928 I Oroville, CA 95966 Phone: (530) 342-0302 (Client: Fax: (530) 342-1882 (Job No.: 17-808 E-mail: don@rga-chico.com (Footing Id: F3 - Side Porch Footing FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, f'c........................ 2.50 ksi Concrete Type ....................................................... Sand -Lightweight Concrete Cover ................................. ............ '......... 3.0 in. Steel Ultimate Strength, Fy.................................... :... 60.0 ksi Column Size ........................................................ 6.00 in. by 6.00 in. Allowable Soil Bearing Strength .................................... 1,500 psf Wind Load Soil Bearing Strength, (1.33 increase) ................... 1,995 psf Seismic Load Soil Bearing Strength, (1.33 increase) ................ 1,995 psf Footing Width ...................................................... 1.75 ft. Footing Length ..................................................... 1.75 ft: Footing Depth ...................................................... 12.00 in. Punching Shear Stress .............................................. 6.50 psi Beam Shear Stress .................................................. n/a psi Reinforcing Standards per .......................................... ASTM -A615 Longitudinal Bottom Reinforcement for Strength & ACI 318-14 9.6.1.3 .00 int Longitudinal Temperature and Shrinkage Steel ....................... .32 int (2-##4) Transverse Bottom Reinforcement for Strength & ACI 318-14 9.6.1.3.. .00 int Transverse Temperature and Shrinkage Steel ......................... .32 int (2-##4) Gravity Only Soil Bearing .......................................... 1,307 psf Wind Load Soil Bearing... ........................................... 1,038 psf Seismic Load Soil Bearing ....................................... 1,072 psf LRFD Load Cases: 1.4D 1.2D + 1.6L + 0.5Lr 1.2D + 1.OL + 1.6Lr 1.2D + 1.6Lr ± 0.5W 1.2D + 1.OL + 0.5Lr ± 1.0W 1.498D + 1.0L ± (1.0)1.4E + 0.2S 0.9D ± 1.OW 0.602D ± (1.0)1.4E ASD Load Cases: 1.OD 1.OD +'1.OL 1.OD + 1.OLr 1.OD + 0.75L + 0.75Lr 1.OD ± 0.6W 1.209D ± (1.0)1.OE 1.OD + 0.75L + 0.75Lr ± 0.45W 1.149D + 0.75L ± (1.0)0.75E + 0.75S 0.6D ± 0.6W 0.391D ± (1.0)1.OE Unfactored Loads: Load FX, FY, FZ, (kips) MX, MZ, (ft - kips) Dead Load 0.00 0.55 0.00 0.00 0.00 Live Load 0.00 3.30 0.00 O.Oc 0.00 Roof Live 0.00 0.00 0.00 0.00 0.00 Wind Load 0.00 0.00 0.00 0.00 0.00 Seismic 0.00 0.00 0.00 0.00 0.00 Snow Load 0.00 0.00 0.00 0.00 0.00 d= 12. W = 1. Cover = 3.00" 59 of 84 Fbot2000 v3.0.139, Copyright © 1999-2017 Spyder Software 11/21/2017 11:14:36 AM Company Info Project Info Russell Gallaway Associates (Project: Orsillo Residence 115 Meyers St; Suite 110 Location: 230 Viewcrest Drive Chico, CA, 95928 Oroville, CA 95966 Phone: (530) 342-0302 JClient: Fax: (530) 342-1882 JJob No.: 17-808 E-mail: don@rga-chico.com JFooting Id: F4 - Rear 5' wide Porch Footing FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, f'c........................ Concrete Type ...................................................... Concrete Cover ..................................................... Steel Ultimate Strength, Fy........................................ ColumnSize ........................................................ Allowable Soil Bearing Strength.. ............................... Wind Load Soil Bearing Strength, (1.33 increase) ................... Seismic Load Soil Bearing Strength, (1.33 increase) ................ Footing Width ...................................................... FootingLength ..................................................... FootingDepth ...................................................... Punching Shear Stress .............................................. BeamShear Stress .................................................. Reinforcing Standards per .......................................... Longitudinal Bottom Reinforcement for Strength & ACI 318-14 9.6.1.3 Longitudinal Temperature and Shrinkage Steel ....................... Transverse Bottom Reinforcement for Strength & ACI 318-14 9.6.1.3.. Transverse Temperature and Shrinkage Steel ......................... Gravity Only Soil Bearing ........................................ Wind Load Soil Bearing .............................................. Seismic Load Soil Bearing .......................................... LRFD Load Cases: 1.4D 1.2D + 1.6Lr ± 0.5W " 0.9D ± 1.OW ASD Load Cases: 1.OD 1.OD + 0.75L + 0.75Lr 1.OD + 0.75L + 0.75Lr ± 0.45W 0.6D ± 0.6W 2.50 ksi Sand -Lightweight 3.0 in. 60.0 ksi 6.00 in. by 6.00 in 1,500 psf 1,995 psf 1,995 psf 2.00 ft. 2.00 ft. 12.00 in. 8.45 psi .65 psi ASTM -A615 .00 int .37 int (2-#4) .00 int .37 inz (2-#4) 1,075 psf 856 psf 886 psf 1.2D + 1.6L + 0.5Lr, 1.2D + 1.OL + 1.6Lr 1.2D + 1.OL + 0.5Lr ± 1.OW 1.498D + 1.OL ± (1.0)1.4E + 0.2S 0.602D ± (1.0)1.4E 1.OD + 1.OL 1.OD + 1.OLr 1.OD ± 0.6W 1.209D ± (1.0)1.OE 1.149D + 0.75L ± (1.0)0.75E + 0.75S 0.391D ± (1.0)1.OE Unfactored Loads: Load FX, FY, FZ, (kips) MX, MZ, (ft - kips) Dead Load 0.00 0.60 0.00 0.00 0.00 Live Load 0.00 3.50 0.00 0.00 0.00 Roof Live 0.00 0.00 0.00 0.00 0.00 Wind Load 0.00 0.00 0.00 0.00 0.00 Seismic 0.00 0.00 0.00 0.00 0.00 Snow Load 0.00 0.00 0.00 0.00 0.00 ez 0 d= 12. 0" W = 2.0 X L = 2.00' Cover = 3.00" 60 of 84 Fpot2000 v3.0.139, Copyright © 1999-2017 Spyder Software 11/21/2017 11:13:42 AM Company Info I Project Info Russell Gallaway Associates (Project: Orsillo Residence 115 Meyers St; Suite 110 (Location: 230 Viewcrest Drive Chico, CA, 95928 I Oroville, CA 95966 Phone: (530) 342-0302 (Client: Fax: (530) 342-1882 (Job No.: 17-808 E-mail: don@rga-chico.com (Footing Id: F5 - Rear Porch Covered Roof FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, f'c........................ Concrete Type ...................................................... ............. Concrete Cover ..................................................... Steel Ultimate Strength, Fy........................................ ColumnSize.......................................................... Allowable Soil Bearing Strength............ ........................ Wind Load Soil Bearing Strength, (1.33 increase) ................... Seismic Load Soil Bearing Strength, (1.33 increase) ................ FootingWidth.... ................................................ FootingLength ..................................................... FootingDepth ...................................................... Punching Shear Stress ......................................:....... Beam Shear Stress ................................................... Reinforcing Standards per .......................................... Longitudinal Bottom Reinforcement for Strength & ACI 318-14 9.6.1.3 Longitudinal Temperature and Shrinkage Steel ....................... Transverse Bottom Reinforcement for Strength & ACI 318-14 9.6.1.3.. Transverse Temperature and Shrinkage Steel ......................... GravityOnly Soil Bearing .......................................... Wind Load Soil Bearing .............................................. SeismicLoad Soil Bearing .......................................... LRFD Load Cases: 1.4D 1.2D + 1.6Lr ± 0.5W 0.9D ± 1.OW ASD Load Cases: 1.OD 1.OD + 0.75L + 0.75Lr 1.OD + 0.75L + 0.75Lr ± 0.45W 0.6D ± 0.6W 2.50 ksi Sand-LightWeight 3.0 in. 60.0 ksi 6.00 in. by 6.00 in. 1,500 psf 1,995 psf 1,995 psf 1.50 ft. 1.50 ft. 12.00 in. 3.84 psi n/a psi ASTM -A615 .00 int .28 int (2-#4) .00 int .28 int (2-#4) 1,472 psf 1,552 psf 812 psf 1.2D + 1.6L + 0.5Lr 1.2D + 1.OL + 1.6Lr 1.2D + 1.OL + 0.5Lr ± 1.OW 1.498D + 1.OL ± (1.0)1.4E + 0.2S 0.602D ± (1.0)1.4E 1.OD + 1.0L 1.OD + 1.OLr 1.OD ± 0.6W 1.209D ± (1.0)1.OE 1.149D + 0.75L ± (1.0)0.75E + 0.75S 0.391D ± (1.0)1.OE Unfactored Loads: Load FX, FY, FZ, (kips) MX, MZ, (ft - kips) Dead Load 0.00 1.40 0.00 0.00 0.00 Live Load 0.00 0.00 0.00 0.00 0.00 Roof Live 0.00 1.80 0.00 0.00 0.00 Wind'Load 0.00 1.40 0.00 0.00 0.00 Seismic 0.00 0.00 0.00 0.00 0.00 Snow Load 0.00 0.00 0.00 0.00 0.00 Uplift Load Case Summary: Load Case (- indicates uplift) Gray. + Slab/Soil - Uplift = Net Up (kips), Conc. Reqd. cu -ft, 1.OD ± 0.6W 1.51 0.00 0.84 0.67 n/a, 1.OD + 0.75L + 0.75Lr ± 0.45W 2.86 0.00 0.63 2.23 n/a 0.6D ± 0.6W 0.91 0.00 0.84 0.07 n/a 0... 0 ( d= 12. 0" W= 1.5 X L = 1.50' Cover = 3.00" 61 of 84 Fpot2000 v3.0.139, Copyright © 1999-2017 Spyder.Software 11/21/2017 11:13:2.3 AM 62 of 84 Company Info Russell Gallaway Associates 115 Meyers St; Suite 110 Chico, CA, 95928 Phone: (530) 342-0302 Fax: (530) 342-1882 E-mail: don@rga-chico.com Truss A5 Left ReactionglD I IProject: ."ILocation: I (Client: (Job No.: IFooting Id Project Info Orsillo Residence 230 Viewcrest Drive Oroville, CA 95966` 17-808 F6 - Girder Truss A5 Left Reaction FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, f'c........................ ConcreteType ....................................................... Concrete Cover ..................................................... Steel Ultimate Strength, Fy........................................ ColumnSize ............................ :........................... Allowable Soil Bearing Strength .................................... Wind Load Soil Bearing Strength, (1.33 increase) ................... Seismic Load Soil -Bearing Strength, (1.33 increase)... ............. FootingWidth .............. ...................................... FootingLength ...................................................... FootingDepth ...................................................... Punching Shear Stress, ............................................ Beam Shear Stress .................................................. Reinforcing Standards per...... ................................. Longitudinal Bottom Reinforcement for Strength & ACI 318-14 9.6.1.3 Longitudinal Temperature and Shrinkage Steel ....................... Transverse Bottom Reinforcement for Strength & ACI 318-14 9.6.1.3.. Transverse Temperature and Shrinkage Steel ......................... Gravity Only Soil Bearing .......................................... Wind Load Soil Bearing. *''*'*'* ........ earing................ Seismic Load Soil Bearing..... .................................. LRFD Load Cases: 1.4D 1.2D + 1.6Lr ±'0.5W 0.9D ± 1.0W ASD Load Cases: 1.OD 1.OD + 0.75L + 0.75Lr 1:OD + 0.75L + 0.75Lr ± 0.45W 0.6D ± 0.6W 2.50 ksi Sand -Lightweight 3.0 in. 60.0 ksi 6.00 in. by 6.00 in. 1,500 psf 1,995 psf 1,995 psf 2.50 ft. 2.50 ft. 12.00 in. 19.92 psi 5.69 psi ASTM -A615 .00 int .46 inz (3-#4) .00 inz .46 inz (3-#4) 1,490 psf 1,326 psf 1,008 psf 1.2D + 1.6L + 0.5Lr 1.2D + 1.0L + 1.6Lr 1.2D + 1.OL + 0.5Lr ± 1.OW 1.498D + 1.OL ± (1.0)1.4E + 0.2S 0.602D ± (1.0)1.4E 1.OD + 1.OL 1.OD.+ 1.OLr " 1.0D ± 0.6W 1.209D ± (1.0)1.OE I 1.149D + 0.75L ± (1.0)0.75E + 0.75S 0.391D ± (1.0)1.OE Unfactored Loads: Load FX, FY, FZ, (kips) MX, MZ, (ft - kips) Dead Load 0.00 4.90 0.00 0.00 0.00 Live Load 0.00 0.00 0.00 O.00 0.00 Roof Live 0.00 4.10 0.00" 0.00 0.00 Wind Load 0.00 0.00 0.00 0.00 0.00 Seismic 0.00 0.00 0.00 0.00 0.00 Snow Load 0.00 0.00 0.00 0.00 0.00 d= 12. 0 0" W = 2.5� \� ' L = G.5O Cover = 3.00" FAot2000 v3.0.139, Copyright © 1999-2017 Spyder Software 11/21/2017 11:12:58 AM 63 of 84 Company Info I Project Info Russell Gallaway Associates (Project: Orsillo Residence 115 Meyers St; Suite 110 (Location: 230 Viewcrest Drive Chico, CA, 95928 I Oroville, CA 95966 Phone: (530) 342-0302 (Client: Fax: (530) 342-1.882 (Job No.: 17-808 E-mail: don@rga-chico.com (Footing Id: F7 - Girder Truss A5 Center Reaction Truss A5 Left ReactionQU. FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, f'c...............:........ Concrete Type ....................................................... Concrete Cover ..................................................... Steel Ultimate Strength,. Fy........................................ ColumnSize............ ......................................... Allowable Soil Bearing Strength .................................... Wind Load Soil Bearing Strength, (1.33 increase) ................... Seismic Load Soil Bearing Strength, (1.33 increase) ................ FootingWidth ...................................................... FootingLength....... ............................................. FootingDepth ...................................................... Punching Shear Stress .............................................. Beam Shear Stress .................................................. Reinforcing Standards per .......................................... Longitudinal Bottom Reinforcement for Strength & ACI 318-14 9.6.1.3 Longitudinal Temperature and Shrinkage Steel.. ..................... Transverse Bottom Reinforcement for Strength & ACI 318-14 9.6.1.3.. Transverse Temperature and Shrinkage Steel ......................... Gravity Only Soil Bearing......... ........................... . Wind Load Soil Bearing ............................................. Seismic Load Soil Bearing .......................................... LRFD Load Cases: 1.4D 1.2D + 1.6Lr ± 0.5W 0.9D ± 1.OW ASD Load Cases: 1.OD 1.OD + 0.75L + 0.75Lr 1.OD + 0.75L + 0.75Lr ± 0.45W 0.6D ± 0.6W 1.2D + 1.6L + 0.5Lr 1.2D + 1.OL + 0.5Lr ± 1.OW 0.602D ± .(1.0)1.4E 1.OD + 1.0L 1.OD ± 0.6W 1.149D + 0.75L ± (1.0)0.75E + 0.75S 0.391D ± (1.0)1.OE 2.50 ksi Sand -Lightweight 3.0 in. 60.0 ksi 6.00 in. by 6.00 in. 1,500 psf 1,995 psf 1,995 psf 3.50 ft 3.50 ft. 16.00 in. 21.99 psi 6.05 psi ASTM -A615 00 int .95 inz (5-#4) .00 int .95 int (5-#4) 1,499 psf 1,336 psf 1,023 psf 1.2D + 1.OL + 1.6Lr 1.498D + 1.0L ± (1.0)1.4E + 0.2S 1.OD + 1.OLr 1.209D ± (1.0)1.OE Unfactored Loads: Load FX, FY, FZ, (kips) MX, MZ, (ft - ki Dead Load 0.00 9.55 0.00 0.00 0.00 Live Load 0.00 0.00 0.00 0.00 0.00 Roof Live 0.00 8.00 0.00 0.00 0.00 Wind Load 0.00 0.00 0.00 0.00 0.00 Seismic 0.00 0.00 0.00 0.00 0.00 Snow Load 0.00 0.00 0.00 0.00 0.00 d= 16. 0" W = 3. 5T------ Cover = `3.00" L = i.50' Fgot2000 v3.0.139, Copyright © 1999-2017 Spyder Software 11/21/2017 11:10:04 AM 64 of 84 Company Info I Russell Gallaway Associates (Project: 115 Meyers St; Suite 110 (Location: Chico, CA, 95928 1 Phone: (530) 342-0302 (Client: Fax: (530) 342-1882 (Job No.: E-mail: don@rga-chico.com (Footing Id Truss A5 Left ReactionQU Project Info Orsillo Residence 230 Viewcrest Drive Oroville, CA 95966 17-808 F8 - Grid B shear wall Uplift FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, f'c......................... Concrete Type ...................................................... Concrete Cover ...................................................... Steel Ultimate Strength, Fy........................................ ColumnSize ........................................................ Allowable Soil Bearing Strength .................................... Wind Load Soil Bearing Strength, (1.33 increase) ................... Seismic Load Soil Bearing Strength, (1.33 increase) ................ Footing.Width ...................................................... FootingLength .................................................. FootingDepth ...................................................... PunchingShear Stress .............................................. Beam Shear Stress .................................................. Reinforcing Standards per................I.......................... Longitudinal Bottom Reinforcement for Strength & ACI 318-14 9.6.1.3 Longitudinal Temperature and Shrinkage Steel ....................... Transverse Bottom Reinforcement for Strength & ACI 318-14 9.6.1.3.. Transverse Temperature and Shrinkage Steel .......................... Gravity Only Soil Bearing .......................................... Wind Load Soil Bearing ............................................. Seismic Load Soil Bearing .......................................... LRFD Load Cases: 1.4D 1.2D + 1.6Lr ± 0.5W 0.9D ± 1.OW ASD Load Cases: 1.OD 1.OD + 0.75L + 0.75Lr 1.OD + 0.75L + 0.75Lr ± 0.45W 0.6D ± 0.6W 2.50 ksi Sand -Lightweight 3.0 in. 60.0 ksi 6.00 in. by 6.00 in. 1,500 psf 1,995 psf 1,995 psf 3.50 ft. 3.50 ft. 16.00 in. 5.61 psi .87 psi ASTM -A615 .00 inz .95 inz (5-#4) .00 inz .95 inz (5-#4) 241 psf 383 psf 291 psf 1.2D + 1.6L + 0.5Lr 1.2D + 1.OL + 1.6Lr 1.2D + 1.OL + 0.5Lr ± 1.OW 1.498D + 1.OL ± (1.0)1.4E + 0.2S 0.602D ± (1.0)1.4E 1.OD + 1.OL 1.OD + 1.OLr 1.OD ± 0.6W 1.209D ± (1.0)1.OE 1.149D + 0.75L ± (1.0)0.75E + 0.75S 0.391D ± (1.0)1.OE Unfactored Loads: Load FX, FY, FZ, (kips) MX, MZ, (ft - kips) Dead Load 0.00 0.50 0.00 0.00 0.00 Live Load 0.00 0.00 0.00 0.00 0.00 Roof Live 0.00 0.00 0.00 0.00 0.00 Wind Load 0.00 2.90 0.00 0.00 0.00 Seismic 0.00 0.00 0.00 0.00 0.00 Snow Load 0.00 0.00 0.00 0.00 0.00 Uplift Load Case Summary: Load Case (- indicates uplift) Gray. + Slab/Soil - Uplift = Net Up (kips), Conc. Reqd. cu -ft 1.OD ± 0.6W 2.95 0.00 1.74 1.21 n/a 1.OD + 0.75L + 0.75Lr ± 0.45W 2:95 0.00 1.31 1.65 n/a 0.6D ± 0.6W 1.77 0.00 1.74 0.03 n/a h = p, 0 0 i ez = 0 d= 16.@011 W = 3.5 L = 3.5u- Cover = 3.00" ' r 65 of 84�j16entley irrent Date: 11/7/2017 .11:51 AM +' „ lits system: English le name: \\RGA_NAS\RGAProjects\RGA Projects\Projects 2017\17-808 Orsillo Residence\4.3 CD Structural Calcs\9' Restrained Retaining Wall 6".rtw\ r , LL=430 Lb/ft DL=322 Lb 1ft ' 6 i_n &5 ft 8.5:ft` '• • t >- Soil1= 9.84 ft r ' a .e • ' •' , i . , � ;. �' ...'• . • a Base -(.G2.5=60 16 in 2 ft �. , 1F6 inr, -rllr ',. - . , .67 ft�l" ` _ `' • r: V ` , L- 1, • �4,, •` . °{ - ., I i+ r aft m^ ,. 13 Base Soil 13 Soil1 • U.W.=110 Lb/ft3 U.W.=110 Lb/ft3 . r. ' Phi=30° Phi=30° e c=0 Lb/ft2 c=0 Lb/ft2 ' feintlev 66 of 84 j�rent Date: 11/7/2017 11:50 AM lits system: English le name: \\RGA NAS\RGAProjects\RGA ProjectsTrojects 2017\17-808 Orsillo Residence\4.3 CID Structural Calcs\9' Restrained Retaining Wall 6".rtw\ 1:33 ft l 3 ft 1.13 ft 9#4@1 #5@12 1 ft @18 in 9.3 ft 8.5 ft 8.5 ft . 43) 11.33 ft .67 of 84 BentLey4 +s' Current Date: 11/7/2017 11:51 AM j s. Units system: English .y File name: \\RGA_NAS\RGAProjects\RGA Projects\Projects 2017\17-808 Orsillo Residence\4.3~, CD Structural 61cs\9' Restrained Retaining Wall 6".rtw\ Design Results r •Retaining wall' �` - ►s. � � •', ,: ^� . : , GENERAL INFORMATION: I Design Code ACI 318-2011jr Geometry •Wall type Restrained . Tt Hf 'Ir. � '• . 1~ . � � • , Y. .... T - ._ rr e!+• •-' ,f• :t ' r M•+i ' 1, Ttl ,Bt ThlDf - 4 . Tt a Ht 1 . Kd Btl Kw '; ,'• yN �.'y Retained height H 8.50 [ft] Wall height above retained soil Hf 1,00 [ft] Base depth Df �•ry ,, 2.00 [ft] Use key `No ' Top toe length Ttl 1.67 [ft] Toe thickness Tt e "` A _.9.33 [ft] ; :+ - Bottom toe length Btl 1.75 [ft] + Top heel length Thl � ': 0.83 [ft] Heel thickness Ht - ,. y 1.33 IN ] x Base material " C 2.5-60 _ r, Stem thickness at base Bt 6.00 [in] Stem blocks number 1 f y i ` Block, Thickness - Height Material , o + [in] IN ` 1 , 6.00 - 9.50 C 3-60 -----`-7-------- -------------------------------------------------------------------------------------------- ; ` Materials • .! ' Description C 2.5-60 Concrete; fc v 2.50 [Kip/in2] Steel, fy 60.00 [Kip/in2] , Elasticity modulus• ., ` 3122.02 [Kip/in2] Unit weight 0.15 [Kip/ft3] Pagel 68 of 84 , Description C 3-60 Concrete, fc 3.00 [Kip/in2] Steel, fy 60.00 [Kip/in2] Elasticity modulus 3122.02 [Kip/in2] Unit weight 0.15 [Kip/ft3] Soil Modulus of subgrade reaction 108.00 [Kip/ft3] Backfill slope 0.00 • Description U.W. Saturated U.W. phi c Friction Ko [Kip/ft3] [Kip/ft3] [°] fl-b/ft2] wall/soil ---------------=----------------------------------------------------------------------------------------------------------------------------------- Base Soil 0.11 0.14 30.00 0.00 19.29 -- Soil1 0.11 -------------------------------------------------------------------------------------------------------------------------------------------------. -- 30.00 0.00 0.00 0.30 Loads: Stem axial load (DL) 322.00 [Lb] Stem axial load (LL) 430.00 [Lb] Load conditions included in the design: Service Load Combinations: S1 = DL+H+LL Strength Design Load Combinations: R1 = 1.4DL R2 = 1.2DL+1.6LL R3 = 1.2DL+1.6H R4 = 1.2DL+1.6LL+1.6H R5 = 1.276DL+EQ R6 = 1.276DL+EQ+LL ' R7 = 0.9DL+1.6H R8 = 0.82DL+EQ - R9 = 0.82DL+EQ+1.6H R10 = 1.2DL+0.9H R11 = 1.2DL+1.6LL+0.9H Steel reinforcement bars: Stem free cover 0.25 [ft] Base free cover 0.17 [ft] Maximum Rho/Rho balanced ratio 0.75 Round longitudinal bar lengths to 1.00 [in] Longitudinal reinforcement ' Element Size Spacing Pos Axis Distl Dist2 Hook1 Hook2 [in] IN IN --------------------------------------------------------------------------------------------------------------------------------------------------------------------- Stem #5 18.00 Int. 3 0.00 9.29 No No Stem #5 12.00 --------------------------------------------------------------------------------------------------------------------------------------------------------------------- Ext. 3 -1.13 3.00 Yes No Development and splice lengths •' F 69 of 84 .i Element Diameter, Ld Ldh L.,Splice, L. total _ '} „ [in] [in] [in] [ft] -------------------------------------------------------------------------------------------------------------- Stem, #5 28.00 10.00 ' . 36.00 9.33 • Stem..#5 28.00 10.00 36.00 4.83 y Horizontal reinforcement Element Diameter Nr • @ Position' + t Stem #4' 7 18.06 ' ---- Ext. Assumptions Active pressures calculation method r At rest ti Calculation method for lateral soil pressures s " " Boussinesq Calculation method for soil bearing pressures Hansen T, Frost depth 0.00 [ft] . f Undermining deptli 0.00 [ft] ,. -i Status OK ! Calculation of resisting forces , •�� W8 • "�' - r+ tip• . ITEFT ' r. a Description Force'', Distance. Moment [Lb] [ft] [Lb-ft] Weight of soil over heel (W1) 776.05 2.59 •' 2006.09 + +. Weight of soil over toe (W5) 122.47 0.84 102.26- 02.26-Stem Stemweight (W7) 711.63 1.92 1366.34 Base weight (W9) 599.27' 1.50 898.91 - .' Stem axial load (DL) 322.00 1.92 618.24 + Stem.axial load (LL) 430.00 1.92 825.60 jl -------- ---------------- ------------------ ---- - ---- ---- --------------- ------- - - - - - ---- ---- ---- --- - Total ' 7 7 2961.42 ..5817.43' ' --------------------------------------------------------------------------------------------------------------------------------------------------- Calculation of destabilizing forces Page3 • t F. r t e of 84 r i Description ? .Force Distance Moment. ', r Page4 [Lb] IN [Lb -ft). + • L Heel horizontal soil pressure (Pah) , 1595.46 3.28', 5229.56 y „ s ' 1 •t"�"� ' Seismic load (Pe) 976.50 5.90 5761.33 { .- ,. *, 4 'i • * , �• i f. : ti . . � . , , • ; • " t� Global stability ' `• ', 1 s Minimum additional safety factor for 'S soil pressures 11.00 �is ^ ••+ • ' r ! •a i , -� , + i ,• + , �1,Y J• i .. Load case gmaz qa j • -Soil Pres. RM OTM Overt. Res F Slid F - ''Slid. Defl [Lb/ft2] [Lb/ft2] SF' '[Kip*ft]..[Kip*ft] SF [Lb] ' '.; [Lb] + . SF [in] _ +• ---------------------------------------------------------=--------------------------------------------------------------------- S1 .. 1816.70. 2000.00 1.10 - N.A. --- - - -- - --- ---- - -- -, ' N.A'- - ----------- - --------------_---------=----=---------------------=-------------------=------------------=-----= --------------------------------------------------------------------------------=------ Bending and Shear per element r . • ti Element: Toe �: r :f s -• i A Station ... • 'd ' • Mu[Kip*ft] O*Mn[Kip*ft] : Asreq [in2] Asprov [in2] ` sb [in] Mu/(O*Mn) Nr. Dist [in] ? neg 't pos : neg pos " ext int ext int r • .ext ` int t ,� s . 11 0% 16.00 , -0.53 1.87, -6.40 ' 6.40 0.00 0.00 0.00 0.00 - - 0.29 2 ' • 10% 16.00 t -0.43 1.51 -6.40 6.40 0.00 0.00 0.00 0.00 -- 0.24 '+ 3, 20% 16.00 0.34 1.19 -6.40 -.` ' 6.40 0.00 0.00 0.00 • 0.00 -- =- ' 0.19 + , 4 '''+ 30%', 16.00 -0.26 0.91 -6.40 , ' _ 6.40 0.00 0.00 0.00 0.00 - . r = 0.14 • r • t+ s 5, --+40% 16.00 -0.19 0.67 -6.40 6.40 0.00 0.00 0.00 r. •0.00 r -- . 0.10 6 ' -50% '• 16.00 . -0.13 0.46 ' -6.40. 6.40 '. 0.00 0.00' 0.00 0.00 -- ' { + ti_7 60%.. 16.00 -0.09 0.30 * -6.40 / 6.40 0.00 0.00 • 0.00 ' ' 0.00 -_ .0.07 0.05' 8 70%0 -16.00 -0.05. 0.17 -6.40. 6.40 0.00 0.00' 0.00 0.00 - ' ' , .0.03'. -.9 80% 16.00 -0.02 , • 0.07 -6.40, 6.40'•: 0.00' ..6.00, a 0.00. 0.00 t C - 0.01 ,. 10 90% '• .16.00 ' . -0.01 -0.02 -6.40 6.40 0.00 0.00 • 0.00- 0.00 -- c 0.00 .•• 11 100% ,' 16.00 0.00 , ' 0.00 6.40 6.40 0.00 0.00 0.00 0.00 ' 0.00 ` ` r•f ------------------------------------------ __------------- ______________________------------------------- ______________________________________±________________________________________. C 0% 16.00 -0.53 - , 1.87 -6.40 ._ 6.40 • 0.00 0.00 0.00 0.00 - `0.29 r r Maximum allowed spacing between bars • 18.00 [in] ' .. +, Base transverse reinforcement: ' Top reinforcement `.' .' 0.00 [in2] ," a Bottom reinforcement I * 0.00 [in2]•' `Minimum shrinkage and temperature reinforcement ` 0.38 [in2] • t F. r t e ', r Page4 + Element: Heel - Station d Mu[K ip*ft] VMn[Kip*ft] Asreq [in2] Asprov [in2], sb [in], 'Mu/(O*Mn)' Ar. -- Dist [in] 71 of 84 Station S ation neg Vu VC �-Vn Vu/(O*vn) int ext int Nr. Dist [Lb] [Lb] [Lb] 0.23 -6.40 '6.40 0.00 --------------------------------------------------------------- 0.00 7 -- - - 0.00 -------------- - - - - - - - - - - - - - - - - - 0.09 *2 10% 1 0% 2242.47 15600.00 ---------------------------- "11700.00 0.19 0.00 0.00 2 10% 2015.83 15600.00 111700.00 0:17 -0.35 0.15 3 20% 1789.72' '.1564.14 15600.00 11700.00 0.15 0.05- 4 30% 16.00 15600.00 11.700.00 0.13 6.40 0.00 5 40% ..1339.09 15600.00 -;11700.00, -0.11 40% 16.00 6 50% 1114.58 15600.00 11 700.00 0.10 0.00 0:00 7 60% 890.60 15600.00' 11700.00 '0.08 0.06 -6.40 8 70% -667.15 15600.00 11700.00 0.06 0.02 7 60% 80% 444.23 15600.00 w 11700.00 0.04 0.00 0.00 10 60% 221.85 15600.00 .11700.00 0.02 16.00 -0.05 11 --------------------------------------------------------------------------- 100% 0.00 -15600.00 11700.00 ---------------------------------------- 0.00 0.00- C ------------------------------------------------- 0% 2242.47 - ------------------------------------------------------------------- 15600.00 11700.00 0.19 -6.40 .6.40 Element: Heel - Station d Mu[K ip*ft] VMn[Kip*ft] Asreq [in2] Asprov [in2], sb [in], 'Mu/(O*Mn)' Ar. -- Dist [in] neg pos neg pos ext int ext int ext int -------------------------------------------------------------------------------------------------------------------------------------------------- 0%' i 16.00 -0.55 0.23 -6.40 '6.40 0.00 0.00 0.00 7 -- - - 0.00 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 0.09 *2 10% 16.00. -0.44 0.19 -6.40 6.40 0.00 0.00 0.00 0.00, 0.0 .3 20% 16.00 i -0.35 0.15 -6.40' 6.40 0.00 0.00 0.00 0.00 0.05- 30%- 16.00 -0.27 0.11 -6.40 6.40 0.00 0.00 0.00 '0.60.- 0.04 5 40% 16.00 -0.20 0.08 --6.40 6.40 0.00 0.00 0.00 0:00 0.03`, . - 6 50% 16.00 -0.14" 0.06 -6.40 6.40 0.00 0.00 0.00 0.00 0.02 7 60% 16.60 -0.09 0.04 -6:40 6.40 0.00 0.00 0.00 0.00, 0.01 8 70% 16.00 -0.05 0.02 -6.40 6.40. 0.00 0.001 0.00 0.00- 0.01 9 80% 16.00 -0.02 0.01 -6.40 .6.40 0.00 0.00 0.00 0.001, 0.00.. 10 90% . •.16.00 -0.01 0.00 -6.40 '6.40 0.00 0.00 0.00 0.00", 0.00 11. ---------------------==--------------- 100% 16.00 0.00 0.00 6.40 6.40, 0.00 0.00 0.00. -'.0�00 ! y 0.00 - C 0% 7 16.00 • - ----------------------------------------------------------------------------------------------- -0.55 0.23 -6.40 6.40 0.00 0.00 0.00 ----------- --------------------------------------- 0.00 -0.09 ---------- --------------------- ----------------------------------------------------------------------------------------------------------- 7 - - - - - - - - - - - - - - - - - - - --- - - - - - - - - - - - - - - - - - - - - - - -- ti Maximum 7 allowed spacing between bars s 18.00 [in] Page5 /,,. .' ,F * 72 of 84f i Station r Vu Vc eVn Vu/(O*Vn) Stem (Block 1) • Nr. Dist [Lb] - r [Lb] [Lb] --------- --------------------------- --= ------------------------- f ----------------- ay �• r '.1 2 ;. 10% 1318.59 1186.73 15600.00 15600.00 11700.00 11700.00 0.11 0.10 1 3 20% 1054.87 15600.00 11700.00 0.09 .i : " i • ' f ' Nr. Dist [in]. neg pos neg• �' f a 30% 923.01 " -15600.00 11700.00 0.08 u 1 .4 5 40% 791.15 15600.00 s .{ �' 11700.00 0.07 6 50% 659.29 15600.00 11700.00 0.06 3.66 -0.99 7. 60% 527.43 15600.00 11700.00 0.05 '+ti , • ' 2 ''. 8' 70% 395.58 15600.00 11700.00 / 0.03 �3' �'.•� .r , ' ; - 9 80% 263.72 15600.00 * , 11700.00 0.02' 3.31 `' 0.00 .10 90% 131.86 15600.00 91700.00 0.01 0.15 18.00 i l 100% 0.00 15600.00 i 11700.00 0.00 2.89 y 0.99 .�, 0.00 0.21 0.02 18.00 • ? 5 •. / . 3.31 -1.77 0.00 -2.89 0.99 •: '. 0.12 0.00 0.21 C H 0 /o 1318.59 •, 15600.00 11700.00 0.11 -2.27 0.00 •-2.89 - 0.99' 0.16 0.00' 0.21' 0.00 18.00 ;` -- 0.79 "r • 7 -60% *' 3.31 -1.85. 0.00 -2.89 0.99' 0.13 R Element: Stem (Block 1) �•. _ - - ' Station *d Mu[Kip*ft]*Mn[Kip*ft] Asreq [int] Asprov [int] R,`' sb [in] ".Mu/(�*Mn) Nr. Dist [in]. neg pos neg• ,pos ext ' int ext int ext int x r u la 1 _ 0% 3.31 0.00 3.66 -0.99 4.20 0.00 0.27 0.00 0.31. 18.00 _ 12.00 ', '0:87. ; 2 10% ., 3.31 0.00 1.81 -1.25 3.81 0.00 0.13 0.09 0.28: 18.00 12.00 0.48., 3. 20%"" 3.31 `' 0.00 0.32 -2.43 '2.13 0.00 0.02 'O.17 0.15 18.00 12.00 0.15 ss 4 30% 3.31 0.86 0.00 2.89 y 0.99 0.06 0.00 0.21 0.02 18.00 • 12.00 , # 0.30. ,. -t 5 40% 3.31 -1.77 0.00 -2.89 0.99 •: '. 0.12 0.00 0.21 0.00' 18.00 0.61 �! 6 50% K 3.31 -2.27 0.00 •-2.89 - 0.99' 0.16 0.00' 0.21' 0.00 18.00 ;` -- 0.79 "r • 7 -60% *' 3.31 -1.85. 0.00 -2.89 0.99' 0.13 0.00 0.21 0.00 18.00 ' -- ' 0.64 f • w t :� Page6 ` _ a f • t" Station Vu ,' VC VVn '.,P. Vu/(O*Vn)' , .. Nr. Dist , • .tom [Lbl;,. - ` r ,[Lb]. 73 of 84 µ 1`' - 0% 2154.35 - 4354.39 3265.80 0.66 8 70% 3.31• ,. -1.29 0.00 8 -2.89 . ' • • 0.99 0.09 0.00 0.21 0.00 '18.00 0.45-,. f �• 9 . `80% 3.31 -0.65 0.00 -2.18! 0.99-'• 0.04 0.00 + 0.15 0.00* 98.00 .' =. 030 • 10 90% • • 3.31: 0.00 0.00 0.99 . '0.99 0.00 0.00 0.07 ''0.00 ' 18.00 0.00 11, 100% 3.31 0.00 ' 0.00 * -0.99 , 0.99 0.00 0.00 0.00 ' 0.00 18.00 0.00 {5 40% 830.13 ". 3943.60 2957.70 0.28 0% 3.31 •0.00 3.66 •. -0.99 4.20 0.00 0.27 0.00 . • 0.31 ,�" . 18.00 12.00 0.87 �C -----------------------=---------------------------------- - �= -- -- -------_------------------------- 609X. --- - - --- -- ------------------------------------------------ 2957.70" • Maximum allowed spacing between bars • • ` 70% _- 18.00 [in] , `�' 2957.70 0.22 .. 9 80% 70.8.16 3943.60 2957.70 Stem transverse reinforcement:,` 10 , 90%' - 0.00 3943.60 2957.70 Exterior reinforcement ' ", + 100%° 0.00 0.13 [in2] '�•, , 2957.70. Interior reinforcement ,. i ,ti i 0.00 [in2] - Minimum shrinkage and temperature reinforcement --------------------------------------------------- C A 0% y' 0.14 [in2]. , ------------------------------------------------------------ 4354.39 ' � 3265:80 0.66 � ' _ a f • t" Station Vu ,' VC VVn '.,P. Vu/(O*Vn)' , .. Nr. Dist , • .tom [Lbl;,. - ` r ,[Lb]. --- --=-------=- --=- = ---- ---- ---------------------------------- --------------------------- r µ 1`' - 0% 2154.35 - 4354.39 3265.80 0.66 2 ' 10% 1' 1751.82 4354.39 3265.80 0.54 1 ' •r t `= " , 3 20% 1396.94 ' - - . 4354.39 3265.80 0.43 .' • t r ' `4' 30%1089.71 4354.39 3265.80 0.33 r , {5 40% 830.13 ". 3943.60 2957.70 0.28 ` .6 50% 358.29 3943.60 2957.70 0.12 ;; 7. 609X. 522.57' 3943.60 2957.70" 0.18 • 8 70% 639.19 3943.60 2957.70 0.22 .. 9 80% 70.8.16 3943.60 2957.70 0.24 10 , 90%' - 0.00 3943.60 2957.70 0.00 •; . 11 + 100%° 0.00 3943.60 2957.70. j 0.00 ' --------------------------------------------------- C A 0% y' 2154.35, .` t ------------------------------------------------------------ 4354.39 ' � 3265:80 0.66 � ' P s _ • ^4 , � ' •-------------------- ----------------- --- - ---- ---------------------------_-------------------------------- _ a f • t" Station Vu ,' VC VVn '.,P. Vu/(O*Vn)' , .. Nr. Dist '[Lb] . [Lbl;,. r ,[Lb]. --- --=-------=- --=- = ---- ---- ---------------------------------- --------------------------- r µ 1`' - 0% 2154.35 - 4354.39 3265.80 0.66 2 ' 10% 1' 1751.82 4354.39 3265.80 0.54 1 ' •r t `= " , 3 20% 1396.94 ' - - . 4354.39 3265.80 0.43 .' • t r ' `4' 30%1089.71 4354.39 3265.80 0.33 r , {5 40% 830.13 ". 3943.60 2957.70 0.28 ` .6 50% 358.29 3943.60 2957.70 0.12 ;; 7. 609X. 522.57' 3943.60 2957.70" 0.18 • 8 70% 639.19 3943.60 2957.70 0.22 .. 9 80% 70.8.16 3943.60 2957.70 0.24 10 , 90%' - 0.00 3943.60 2957.70 0.00 •; . 11 + 100%° 0.00 3943.60 2957.70. j 0.00 ' --------------------------------------------------- C A 0% y' 2154.35, .` t ------------------------------------------------------------ 4354.39 ' � 3265:80 0.66 � ' P s _ • ^4 , � ' •-------------------- ----------------- --- - ---- ---------------------------_-------------------------------- e •e ' �- ' `, Jr , ... • .•+. •r Y ' • •�, �F'- is i+ F. • , '} ' � • -' • 1, • - - , + � •, Pager Y •'* i ` , `t' + ' , ry Y ~ 74 of 84 Notes .„� • ' *,The soil beneath the wall is considered elastic and homogeneous- A linear variation of pressures is adopted. *The required reinforcement for bending takes into account the minimum reinforcement ratio given by Code. *For bending and shear design, the critical section is adopted at the support faces and axial forces are not considered.. '+ . * Shear reinforcement is not considered. s a •, , * Values shown in red are not in compliance with a provision of the code Ki `• �* Ld,Ldh =Development length of each' bar. If the bar ends with a hook, it considers the Ldh length. "`' �; ' , a- i •; • ti .Y .. i r' r > `gprom = Mean compression pressure on soil. *gmax Maximum compression pressure on soil. * SF = Safety factor, RM = Resisting moment, OTM = Overturning moment. ` ResF = Resisting force, SlidF•= Sliding force, Defl = Deflection. * sb = Free distance between bars. r• * If the section at which member flexural strength is being calculated is within the development length of a group of bars, the bars will contribute to the bending capacity an amount proportional to their actual length /their full development length. ` Asprov is the provided reinforcement, considering the reduction due to the development length as described previously, a r Page8 j le i e n r •r _� ` , 75 of 84 ' irrent Date111/7/2017 11:38 AM lits system: English z r le name: \\RGA NAS\RGAProjects\RGA Projects\Projects 2017\17-808 Orsillo Residence\4.3 CD Structural Calcs\5' Restrained Retaining Wall 6".rtw\ ILI LL=295 Lb/ft DL=281 Lb/ft, r' • Block -.1 (C 3-60)7X '5' ft, r Soil1= 6.34 ft ,. .T seu . 2 5=60) r s � k0 1,.. t _ - 2 ft h 16 in '1'6 in, ` _ • x 1. - 0.83flt , E • 23 13 Base Soil © Soil1 t U.W.=110 L¢/ft3, U.W.=110 Lb/ft-3 `. • i ' _ Phi' =30` Phi=30° c=0 Lb/ft2 c=0 Ltifff2 - Pentleya 76 of 84 . irrent Date: 11/7/2017 11:38 AM lits system: English le name: \\RGA NAS\RGAProjects\RGA Projects\Projects 2017\17-808 Orsillo Residence\4.3 CD Structural Calcs\5' Restrained Retaining Wall 6".rlw\ 0. @18 in @ 18 inT lift 5.8 ft 5 f :EO.5Jt . 1.13 ft 1.33 ft 77'of 84 • ; �� .� •'�_ - � bI :�• •.moo • •% r Current Date: 11/7/2017 11:39 AM ` Units system: English File name: \\RGA_NAS\RGAProjects\RGA Projects\Projects 2017\17-808. Orsillo Residence\4.3 CD. Structural C61cs\5' Restrained Retaining Wall r f ; Design Results . Retaining wall �. 1r GENERAL INFORMATION: • Design Code ACI 318-2011 „t , +' Wall type Restrained' t' + _ •_ t �•f - _.. x'v. r - - . . ' L . � ;,, fir,-,' - _� .. , - ,. ,' 4 - - r •�, `�� . Of • r Retained height H , 5.00 [ft] Wall height above retained soil Hf 1.00 [ft] - -Base depth Df 2.00 [ft] Use key �No e .. Top toe length Ttl 1.01 [ft] _ Toe thickness Tt - -1.33 [ft] , Bottom toe length Btl 1.75 [ft] L Top heel length Thl 10.83 [ft] Heel thickness Ht 1.33 [ft] + " Base material C 2.5-60 -` t 4 Stem thickness at base Bt 6.00 [in) ' Stem blocks number 1 �• i;;. _' , ` Block , Thickness Height Material �' • [in] .. IN , ' 1 6.00 6.00 C 3-60 S , ` Materials Description • `. C 2.5-60 Concrete; fc • �. 2.50 [Kip/in2]. Steel, fy 60.00 [Kiplin2] ` Elasticity modulus r •3122.02 [Kip/in2] =i s• �• -{ Unit weight 0.15 [Kip/ft3] � d ,'. , •- '• .; Pagel r? 78 of 84 Description C 3-60 Concrete, fc 3.00 [Kiprin2] Steel, fy 60.00 [Kip,'in2] Elasticity modulus 3122.02 [Kipling] Unit weight 0.15 [Kip/ft3] Soil i ' ^ Modulus of subgrade reaction 108.00 [Kip/ft3] Backfill slope 0.00 [°] Description U.W. Saturated U.W. phi c Friction Ko [Kip/ft3] [Kip/ft3] [°] [Lb/ft2] wall/soil --------------=---------------------------------------------------------------------------------------------------------------------------=-------- Base Soil 0.11 0.14 30.00 0.00 19.29 -- Soil1 0.11 ------------------------------------------------------------------------------------------------------------------------------------=-------------- -- 30.00 0.00 0.00 0.30 Loads: Stem axial load (DL) 281.00 (Lb] Stem axial load (LL) 295.00 [Lb] Load conditions included in the design: Service Load Combinations: S1 = DL+H+LL Strength Design Load Combinations: { R1 = 1.4DL R2 = 1.2DL+1.6LL R3 = 1.2DL+1.6H R4 = 1.2DL+1.6LL+1.6H R5 = 1.276DL+EQ R6 = 1.276DL+EQ+LL R7 = 0.9DL+1.6H R8 = 0.82DL+EQ R9 = 0.82DL+.EQ+1.6H R10 = 1.2DL+0.9H R11 = 1.2DL+1.6LL+0.9H Steel reinforcement bars: Stem free cover 0.21 [ft] Base free cover 0.17 [ft] Maximum Rho/Rho balanced ratio 0.75 Round longitudinal bar lengths to 1.00 [in] Longitudinal reinforcement Element Size Spacing Pos Axis Dist1 Dist2 Hooki Hook2 [in] IN [ft] --------------------------------------------------------------------------------------------------------------------------------------------------------------------- Stem #5 18.00 --------------------------------------------------------------------------------------------------------------------------------------------------------------------- Int. 3 -1.13 5.79 Yes No Development and splice lengths Element Diameter Ld Ldh L. Splice L. total [in] [in] [in] [ft] ---------------------------------- --------------------------------------------------------------------------- Stem #5 28.00 ------------------------------------------------------------------------------------------------------. 10.00 36.00 7.67 '76 of 84 Horizontal reinforcement - c Element Diameter Nr @ Position • '. r, ' • Stem #4 4 18.00 ry'Int. Assumptions Active pressures calculation method At rest• Calculation method for lateral soil pressures _ Boussinesq `r Calculation method for soil bearing pressures ; s- Hansen • •" Frost depth �- 0.00 [ft] Undermining depth 0.00 IN RESULTS: •, Status' OK, Calculation of resisting forces • " .rs : " gym_ 1 .i � r. � � •. .. ' 1 �, 'I � i •.' ,. � y r � , • + � } `fin SIM^�• r ,. r ` • - -w.3. • - W • T ,'Description " . Force Distance Moment e - " r [Lb] IN [Lb-ftl ------------------------------------ ---- ---= ---- --------------------------------------------------------------------------------------- . ' . „ Weight of soil over heel (W1) ' 456.50 - 1.92 878.76 •. Weight of soil over toe (W5) 74.07 0.51 37.40 '. • ` f Stem weight (W7) . 449.45. 1.26 566.31, = '+ Base weight (W9) 467.43' 1.17 546.89 i Stem axial load (DL) I_ 281.00 , 1.26 354.06- Stem axial load (LL) 1. 295.00 1.26 371.70° ------------------------------------------------------------ Total • ------------------------------------------------------------------------------------- 2023.45 i 2755:13' 'a - r •% - S ' Calculation of destabilizing forces r * Description Force Distance Moment' .. + ---- —'------------------------ ------ -_---------------------------------------------------------------------------- -----=----- ---- ------------------ , Heel Heel horizontal soil pressure (Pah) ' ' '" 661.83 2.11 '0397.20 Seismic load (Pe) • 405.07. 3.80 • 1539.28' i 1 .� S i , l ' r JI C• , r, ,. f, :«-'; Vc - O*Vn ' , � ;114 .' j I ' 80 of 84 •1: r Nr. Dist [Lb] [Lb] ' [Lb] S• , Global stability o-----------------------=--------_--------------------------------------------------------------- 14 1 0% ' Minimum additional safety factor for soil pressures , ' 12150.00 0.07 1.00 a •' 'i - Load case gmaxqa Soil Pres. RM OTM Overt: 20%- • k' Res F Slid F:` '''" Slid. Defl ' Lb/ft2 Lb/ft2 SF ;, - [ ] [ ] Ki ft [ p* ] Ki ft [ P` ] SF Lb [ ] Lb [ 1. SF rn [in) 5 ' 40% 450.43 16200.00 12150.00 0.04 s .. ..: �� _ 363.11 16200.00 • . 12150.00 , , 0.03 ` 7 60% 280.69 _ • S1 1723.36 2000.00 1.16 `J - w - N.A. 203.17 16200.00 - N.A. " ,. .. , 2. ' - Bending and Shear per element � t 1 ,- ,- .' "' ,� _ .. �, S' �~ .' `•�• Element: Toe W•• Station ,• d r Mu[Kip*ft] , O*Mn[Kip*ft] Asreq [in2] Asprov [in2] s [in].'. +. Mu/(O*Mn) Nr. Dist [in] ; neg ' • pos - neg ' , pos ext , int ext int ext int - 1' 0% 16.00 -0.20 0.39 -6.40 6.40 1 0.00 0.00 0.00 0.00 , :. 0.06 2 10% 16.00' 0.16 0.31 6.40 6.40 0.00 0.00 0.00 ' : 0.00 --' - 0.05 1 3 20% .._ 16.001, -0.12 0.24 , -6.40 6.40 0.00 - 0.00 0.00 0.00';`• } -= : -- 0.04 a' 4' 30% 16.00 •-0.10 "0.18. -6.40 ' ` -6.40 0.00 0.00 0.00 0.00- . t-- r• , 0.03 ' 40%. 16.00 r 0.07 0.13 , -6.40 6.40 0.00 , 0.00 0.00 0.00 -- = , + , 0.02 6 50% 16.00 0.05 0.09 6.40 6.40 0.00 0.00 0.00 0.00 `. "-- '-'' 0.01 7 60% -16.00 -0.03 0.05 -6.40 , 6.40 0.00 0.00 0.00 0.00" r -- . -- 0.01 ` 8 - '70% ,16.00 -0.02 0.03 -6.40 6.40 '0.00, 0.00 0.00 0.00 -- -0.00 ' +.• 9 80% 16.00 • -0.01. 0.01 -6.40, 6.40 0.001 ' 0.00 0.00 0.00 -- • -r 10.00 ' 10 90% 16.00, 0.00 0.00 -6.40 6.40 0.00 0.00 0.00' 0.00 t -- 0.00 11 -100%, 16.00 0.00 0.00 -6.40 6.40 0.00 0.00 0.00 : 0.00 , . # -_ •0.00„ .. s t. w ` C 0% .. 16.00 -0.20 0.39 -6.40. 6.40 0.00 0.00 0.00 0.00t _ -- -- ^ , Y: 0.06 - Maximum allowed spacing between bars ' - 18.00 [in] - Base transverse reinforcement: " r Top reinforcement 0.00 [in2] t. r ' Bottom reinforcement 0.00 [in2] ` Minimum shrinkage and temperature reinforcement 0.38•[in2J S i ' Station ti l Vu Vc - O*Vn ' , � •1: r Nr. Dist [Lb] [Lb] ' [Lb] - ------------------- o-----------------------=--------_--------------------------------------------------------------- 14 ' Station ti Vu Vc - O*Vn ' Vu/(O*Vn) • •1: r Nr. Dist [Lb] [Lb] ' [Lb] - ------------------- o-----------------------=--------_--------------------------------------------------------------- 14 1 0% 848.68 16200.00 12150.00 0.07 2 -10% 741.77 16200.00 12150.00 1 0.06 ^ - ' 3 20%- • 639.76 16200.00 12150.00 0.05 �' ' 4 30% 542.64 .16200.00 12150.00 0.04- 5 ' 40% 450.43 16200.00 12150.00 0.04 s .. 6 50% 363.11 16200.00 • . 12150.00 , , 0.03 ` 7 60% 280.69 16200.00 12150.00 I 0.02 8 70% 203.17 16200.00 12150.00 0.02 , . _ ,. .. , 2. Element: Heel �• 'i f y"r 81 of 84 . i } < Station' d Mu[Kip*ft] ] h'~ ' C " 9 . t 80% 130.55 16200.00 , 12150.00 0.01 • [in] 10 a r- 90% - 62.82 16200.00 12150.00 0.01 ext int ext int [ •I r ' i '. „ .11 . _ '100% 0.00 .16200.00 _ 12150.00 0.00 r , 0.00 0.00 0% 848.68 16200.00 - -12150.00 0;07------------------------------------ 2 10% -16.00 --0.29 0.34 '-6.40 6.40 ` 0.00 0.00 ., 0.00 7 -------- I -------------- - - -- ---- ---------------------------------- 0.05 Element: Heel Station' d Mu[Kip*ft] �*Mn[Kip*ft] F. Asreq [in2] Asprov [in2] ;4-sb [in] Mu4*Mn) » .. „ . -Nr. . Dist [in] neg pos neg pos ext, A int ext int ext int [ •I r ' i 1 . 0% + 16.00 -0.36 0.41 * -6.40 •- 6.40 0.00 0.00 0.00 0.08 •0.06 2 10% -16.00 --0.29 0.34 '-6.40 6.40 ` 0.00 0.00 ., 0.00 0.00 - t. 0.05 - 3 20% ' 16.00 -0.23 0.27 , -6.40 :' 6.40 , 0.00 0.00 ' 0.00 0.00 - 0.04 :.4': 30%t. 16.00 -0.18 0.21 -6.40 6.40 0.00 0.00 0.00 0.00 0.03 5 140% ' 16.00 -0.13', 0.16 -6.40' 6.40 ' '0.00 0.00 0.00 0.00 ,' - 0.02 6 ` 50% 16.00 -0.09 0:11 -6.40.' • 0.00 0.00 • 0.00 0.00 • -- 0.02 7 •60% 16.00 -0.06 ,- 0.07 -6.40 - 6.40 0.00 0.00 0.00 0.00 -- 0.01 . .� 8 70% + 16.00 -0.03 0.04 -6.40 6.40 0.00 0.00 0.00 0.00 -- 0.01 ' 9 '80% 16.00 ' -0.01 0.02 -6.40 6.40 0.00 0.00 0.00 0.00 ' - ., .* 0.00 • -_ 10. 90% 16.00 0.00 0.00 -6.40 6.40 0.00 0.00 0.00 0.00 -- 0.00 _ " 11 100% 16.00 0.00 -6.40 6.40 0.00 ' 0.00 0.00 0.00 , :. 0.00 t .0.00 _ , _ C 0%. 16.00 -0.36 ,' 0.41 - _ -6.40 6.40 ' 0.00 0.00 0.00 .0.00 ', - r ' , t;= . 0.06 " 4 ------------------------------ .- - allowed spacing between bars . • 18.00 [in] 7 ,'Maximum ..i � v � . I\' • ., `• . `fes- i - • _ HEEL•:: Diag�iiiTis`h1u�`PFii"M8t I { ", � .� • �,' . ��, r Pages •, ,.•'``�• .,� '. •'.•r,W � `r�'.. r + � .' }' •'' 82'of 84 Station Vu Vc �*Vn Vu/(O*Vn) Nr.,- Dist - [Lb] [Lb] [Lb] Asreq [in2] Asprov ------------------------------------------------------------------------------------------------------------------ sb [in] IVIu/(eIVIn) Nr', Dist [in] neg pos 1 0% 938.99 16200.00 12150.00 0.08 int .1 .2 10% 859.98 16200.00 12150.00 0.07 2.78 3 20% 777.66' 16200.00 JL .00 2150 0.06 4' 30% 692.03 16200.00 12150.00 0.06 0.11 5 40% 603.09 16200.00 2150.00 0.05 0.00 6 50% 510.85 16 200.00 1 2150.00 0.04 0.21 7- '60% 415.29 16200.00 12150.00 6.03 -0.99 El 70% 316.43 16200.00 12150.00 0.03 .0.20 9 60% 214.26 16200.00 12150.00- '0.02 0.00, 10 90% -108.79 16200.00 12150.00 0.01 6 50%A 3.19 11 -100% 0.00 16200.00 12150.00 0.00 0.00, - - - - - - - - - - - - - - - - - 7 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 0.02- C� 0% 938.99 16200.00 12150.00 0.08♦ - - - - - - - - - - - - - - - - - - - - - - - - 7 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - .2.67 1.98 'Element: Stem (Block 1) Station d Mu[Kip*ft] O*Mn[Kip*ft] Asreq [in2] Asprov [in2] sb [in] IVIu/(eIVIn) Nr', Dist [in] neg pos neg pos ext int ext int' ext int 7 ------------------------------------------------------------------------------------------------------------------------------------------------------- 1 0% 3.19 -.0.00 0.21-0.99 2.78 0.00 0.01 0.00 7 ----------------- 0.211 ------------- 18.00 6.08 -2 10% 3.19 0.00 1.51 _0.99; 2.78 0.00 0.11 0.00 0.21.1, 18.00 0.54 "3 -'20% 3.19 0.00 1.00 -0.99' 2.78 0.00 0.07 0.00 0.21 18.001, A'.36 4 30% 3.19 0.00 0.56 -0.99 2.78 0.00 0.04 0.00 18.00 .0.20 5 40% 3.19 0.00 0.18 -0.99 2.78 0.00, 0.01 0.00. 0.21 18.00 0.07 6 50%A 3.19 0.00 0.07 -0.99 2.78 0.00 0.00 0.00, 0.21 18.00 '0.03 7 60% 3.19 0.00 0.02- -0.99- 0.00 .0.00 0.00 0.20., 0.01 8- -70%, - 3.19 0.00 0.00 -0.99 .2.67 1.98 0.00 .0.00 0.00 j 0.14, ..18.00 18.00 0.06 9 80%, 3.19 •0.00 0.00 -0.99 1.25 0.00 0.00 1.0.00 0.09, 0.00 10 90%" 3.19 0.00 0.00 -0.99 0.99 0.00 0.00 0.00 718.001, 0.04 t. 18.00 0.00 11 3.19 0.00 0.00 •. -0.99 0.99 .0.00,L 0.00" 0.00 0.00 0.00 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ------------------------------------ C '� 10% 3.19 0.00 1.51 7 - - - - - -.-0.99 -- - - - - - - - - - : - --------------------------------- 2.78 0.00 0.11 - 0:00 0.21 ----- ----------- '18.00 - --- ¢ 0.54 -------------- ---------------------------------------------- ------------------------- - ----- - --------- - --------------- Maximum allowed spacing between bars 18.00 [in] . Stem transverse reinforcement: Exterior reinforcement 0.00 [in2] Interior reinforcement 0.13 [in2] Minimum shrinkage a nd temperature reinforcement 0.14. [in2] . t Page6,' 83of84 to Notes * The soil beneath the wall is considered elastic and homogeneous. A linear variation of pressures is adopted.. * The required reinforcement for bending takes into account the minimum reinforcement ratio given by Code. `' f * For bending and shear design, the critical section is adopted at the support faces and axial forces are not considered: �i ' Pagel f StationVu Vc O*Vn Vu/(O*Vn) W. ' Dist'. [ib] [Lb] (Lb) ,. •ti �` ; • 1 '. 0% +. 2713.54 4190.08 '. 3142.56 0.86 • ' 2 + 10% t 916.18._' .. 4190.08 ' 3142.56 0.29 . . +. �•' - - 3 206W r .. 786.29 4190.08 3142.56 0.25 ' 4 30% 675.41 4190.08 3142.56 0.21 • • �`' 5 y' 40% 583.54 4190.08 :' :3142.56 0.19 + 3.� * 6 '• '50% 105.60 4190.08 3142.56 0.03 • . {3142.56 7 60% 51.74 4190.08 .0.02 • .. ' ti 8 - 70% 16.90 4190.08 3142.56 0.01 • 9 ", 80% 1.06 ' . 4190.08 3142.56 0.00 • -10 90% 0.00, 4190.08 3142.56 0.00 + ' 11 .' 100%:-1'' 0.00 4600.87 3450.65 0.00---------------------------------------------------------- ;. r ;« ` '- •` r i c , ' ` + E. y =r C 8% 2827.00 4190.08. 3142.56 .. 0.90 1 �, ' i.•., t ` , - .• to Notes * The soil beneath the wall is considered elastic and homogeneous. A linear variation of pressures is adopted.. * The required reinforcement for bending takes into account the minimum reinforcement ratio given by Code. `' f * For bending and shear design, the critical section is adopted at the support faces and axial forces are not considered: �i ' Pagel f • r to Notes * The soil beneath the wall is considered elastic and homogeneous. A linear variation of pressures is adopted.. * The required reinforcement for bending takes into account the minimum reinforcement ratio given by Code. `' f * For bending and shear design, the critical section is adopted at the support faces and axial forces are not considered: �i ' Pagel f 10 84 of 84 * Shear reinforcement is not considered. * Values shown in red are not in compliance with a provision of the code * Ld,Ldh = Development length of each bar. If the bar ends with a hook, it considers the Ldh length. *gprom = Mean compression pressure on soil. *gmax = Maximum compression pressure on soil. * SF = Safety factor, RM = Resisting moment, OTM = Overturning moment. * ResF = Resisting force, SlidF = Sliding force, Defl = Deflection. * sb = Free distance between bars. * If the section at which member flexural strength is being calculated is within the development length of a group of bars, the bars will contribute to the bending capacity an amount proportional to their actual length / their full development length. * Asprov is the provided reinforcement, considering the reduction due to the development length as described previously. Page8