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Home My WebLink AboutB17-1162 072-500-0311 of 56 STRUCTURAL CALCULATIONS Bateman Residential Addition Oroville, CA BUTTE Job Number: 17-803 COUNTY JUN 12 201 DEVELOPMENT June 2, 2017 SERVICES PROFESS 0 G. No. 58201 m, :. Exp. 6/3J/ 18 C i v \ F �\� BUTTE COUNTY OF C BUILDING DIVISION APPROVED i PERMIT # 1 -7 BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE DATE ! gy i ll5 tile, 'r°a Stre�at Sate 1:0 Ch1co, Caitorni 95528 r Q a. € 530.3420302 f530342,1882 � '�iV>✓ CoP� Bateman Residence CP Job No. 17-803 6/1/2017 ° Russell, Gallaway Associates N Structural Engineering o rn 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 2x8 T&B at 24"o.c. = 2.9 PSF Floor Joists at 16"o.c. = 2.3 PSF 1/2" Gyp. Board = 2.2 PSF 112" Gyp.Board - 2.2 PSF Mech.`Elec. Plumbing = 1.0 PSF Mech.`Elec. Plumbing = - 1.0 PSF Insulation = 1.0 PSF I nsu ation 1.0 PSF SUB -TOTAL = 11.0 PSF IMISC. = 1.0 PSF SLOPE CORRECTION "X:12" 4.00 1.05 TOTAL FLOOR DEAD LOAD: = 15.0 PSF MISCELLANEOUS = 1.0 PSF FLOOR LIVE LOAD: = 40.0 ROOF DEAD LOAD: = 13 PSF ROOF SNOW LOAD: = 18.5 PSF ✓ EXTERIOR WALL LOADS: ROOF LIVE LOAD: = 20.0 PSF 5/8" T1-11 siding = 2.0 PSF 1/2" Gyp. Board = 2.2 PSF 2X6 @ 16"o.c. = 1.7 PSF = PSF 3/8" plywood - 1.3 PSF = PSF MISCELLANEOUS = 0.8 PSF = PSF = I IPSF = PSF TOTAL EXTERIOR WALL: = 8.0 PSF = PSF SOILS DATA: ;`. SNOW LOAD DESIGN CRITERIA: SOILS REPORT: County Minimums ELEVATION =1 1500.0 FT GEOTECHNICAL ENGINEER: n/a GROUND SNOW LOAD (Pg) =1 20.0 PSF DATE OF REPORT: n/a BASIC BEARING PRESSURE _ EXPOSURE: SHELTERED . ! Ce = 1.20 PADS & CONT. FNDT. = Qa = 1,500 PSF _ INCREASE FOR WIDTH = 0.0 % THERMAL: COLD VENTILATED Roof Ct = 1.10 INCREASE FOR DEPTH = 0.0 % - MAX. SOIL PRESSURE - Qa = 1,500 PSF FLAT ROOF SNOW LOAD (Pf) = 18.5 PSF ISOLATED FOUNDATIONS = 1,500 PSF ALLOW PASSIVE PRESSURE = 200.0 PCF ROUGHNESS:I Obstructed or Non -Slippery 'v CS= 1.00 ALLOW SOIL FRICTION = 0.35 EQUIV, FLUID PRESSURE = 35.0 PCF SLOPED ROOF SNOW LOAD (Ps) = 18.5 PSF Russell, Gallaway Associates N Structural Engineering o rn ATV; for, npO'M 2XI4 IAtT166F5 24'' / FOP 2X6 C AP(4 M rPP %PPOPt ROOF FRAMING F 3 of 56 pHp co 9[ r ---- — z — --- — R e AR 20'-0' I FLOOR FRAMING —10'-9' F 51CM WALL Gp FkM'G 408 9!)"X!71 all 241'-V4 6xb 051 w/ ( 2) (Y4 x 9LVL k1M rCC1I.P50529 ucbi2 I % x 9" LVL J0151 ( 3) A35 _ — F05T CAP / \ FROM POST (2) 16d - 161,12 f0 E SIM ABovE - AL"g FWw t0 LVL J015T 15e r v1 r U- > ti I Z J � x Q) N z I - CS16 FLOOR STRAP (L=6'-0') SB TO RIM BD. (h 56 rYr' v fTG wAl 8" 1015T CAWILFVF� 9!)"X!71 all 241'-V4 6xb 051 w/ ( 2) (Y4 x 9LVL k1M rCC1I.P50529 L 2X6 PONY AIU P 6X65P w/ N ^X65F HUC&2 S H U2' ( 3) A35 _ — F05T CAP / \ FROM POST L=13'-0" ABovE T v1 r > x Q) It (2)x9,V2 LVLtw A d 2(9'-- G" C 4 of 56 FOUNDATION 0) S� P&JAIL T4wyle - -VAT} fYP AlL CONNECTIONS E FTG & STEM WALL rO Ks,VV n h #4 t70Wrl X W'w/ 4" Ear' K ro E T&P r N MOVInE 51mr950N 5ET EPDXY PEM MFG SPEC E CONC SLAP w/ COT F T G I N HVA 1 I i I c5LOW T L=26'-0" z Q u 4- lV E CONC SLAG L!�+ F CONC SLAG - o z3 I .x.,7+� CO S Q �. r. MfAJN vG iAl— rtMAJt�s I �1 p.ra.ra! ar VA,l- Fl�' rsPX; 5of56 r � I — j ` R' I 15C" 5o X IS" DP A 24" ACCESS j I w/ 4 4 FA WAY T&P �Nd CMI: J 5EA5NOTE GV r------.--------� a tiro I 3 n� O O Z � N I � I �1 E 1 0 1 SSS 2� X W/ N. 8X8XJ6 CMU FLOCK WALL I w/ 12"X 12" FRA TYP L— a ----J �L-4, �L`4, ( h�. 26'- O" f , O Q E " MEMBER REPORT Roof, Rook Joist 4✓✓ ` 1 piece(s) 2 x 8 Douglas Fir -Larch No. 2 @ 24" OC + 0 12 . 47 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. 0 NiSl n Resiitts » lletual Locatfan „ry , Allowed; a Result .,, LbF ;Load: Combination {Pattern) Member Reaction (lbs) 559 @ V 13/4" 3459 (3.50") Passed (16%) -- 1.0 D + 1.0 Lr (All Spans) Shear (lbs) 426 @ 1' 10 3/8" 1631 Passed (26%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft -lbs) 1550 @ T9 9/16" 1700 Passed (91%) 1.25 1.0 D + 1.0 Lr (Alt Spans) Live Load Defl. (in) 0.398 @ 7' 9 1/4" 0.697 Passed (L/420) -- 1.0 D + 1.0 Lr (Alt Spans) Total Load Defl. (in) -0.195 @ 0 0.200 Passed (2L/148) -- 1.0 D + 1.0 Lr (Alt Spans) • l)enecrlon criteria: LL (Lj140) and TL (L/180). Overhang deflection criteria: LL (2L/240) and TL (0.2"). Top Edge Bracing (Lu): Top compression edge must be braced at 5' 1" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 15'4" 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. • rsiocKmg Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. I Bearing Lerr jth Loads to Supports (lbs) "I ' �Su I f5, Ppo," Loads : x.„, Total Available_ , Required Roof Total Accessories•'" (n0041 ow: t 25) Comments 1 - Uniform (PSF) 0 to 14' 7” Live 1 - Beveled Plate - DF 20.0 3.50" 3.50" 1.50" 247 312 559 Blocking 2 - Beveled Plate - DF 3.50" 3.50" 1.50" 214 272 486 Blocking • rsiocKmg Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. I Forte Software Operator Job Notes Clint Petersen Russell Gallaway Associates 4530)342-0302 dint@rga-chico.com PASSED 6 of 56 System : Roof Member Type : Joist Building Use : Residential Building Code : IBC 2012 Design Methodology : ASD Member Pitch: 4/12 0 SUSTAINABLE FORESTRY INITIATIVE 6/2/2017 10:53:57 AM Forte v5.3, Design Engine: V7.0.0.5 Bateman Framing.4te Page 1 of 1 Dead RooFLive , Loads : x.„, Location (Side) ., ,Spacing (0.90) - (n0041 ow: t 25) Comments 1 - Uniform (PSF) 0 to 14' 7” 24" 15.0 20.0 Roof Forte Software Operator Job Notes Clint Petersen Russell Gallaway Associates 4530)342-0302 dint@rga-chico.com PASSED 6 of 56 System : Roof Member Type : Joist Building Use : Residential Building Code : IBC 2012 Design Methodology : ASD Member Pitch: 4/12 0 SUSTAINABLE FORESTRY INITIATIVE 6/2/2017 10:53:57 AM Forte v5.3, Design Engine: V7.0.0.5 Bateman Framing.4te Page 1 of 1 F 0 T E " MEMBER REPORT Roof, Wall: Header 3'at Master �+ 1 piece(s) 4 x 4 Douglas Fir -Larch No. 2 Overall Length: 3'3" 51 0 De51 n ReSU�tS , Actual Ch Location 'Allowed" Remit LDF : Load: Combination (Pattern) " " Member Reaction (lbs) 801 @ 0 3281 (1.50") Passed (24%) -- 1.0 D + 1.0 Lr (All Spans) Shear (lbs) 596 @ 5" 1838 Passed (32%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft -lbs) 651 @ 1' 7 1/2" 1005 Passed (65%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Deft. (in) 0.035 @ V7 1/2" 0.108 Passed (L/999+) -- 1.0 D + 1.0 Lr (All Spans) Total Load Deft (in) 0.062 @ 1'7 1/2" 0.162 Passed (L/630) - 1.0 D + 1.0 Lr (All Spans) 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. Applicable calculations are based on NDS. 05 Location (Side) Bearing Length Loads to Supporta (lbs) Roof Live (non -snow: 1.25) Comments' 0 - Self Weight (PLF) 0 to 3' 3"N/A SUp�OrtS Total Available Required . Dead Roof Total � Accessories 1 - Uniform (PSF) 0 to 3' 3" 14' Live 1 - Trimmer - DF 1.50" 1.50" F 1.50" 346 455 801 None 2 -Trimmer - DF 1.50" 1.50" 1 1.50" 346 455 801 None Loads Location (Side) Tributary, Width Dead (O.gCi,, Roof Live (non -snow: 1.25) Comments' 0 - Self Weight (PLF) 0 to 3' 3"N/A 3.1 1 - Uniform (PSF) 0 to 3' 3" 14' 15.0 20.0 Roof IlVeyerhaeuser 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 -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. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator PASSED 7of56 System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2012 Design Methodology : ASD 1 SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator Job Notes 6/2/2017 10:54:23 AM Clint Petersen Forte v5.3, Design Engine: V7.0.0.5 Russell Gallaway Associates g (5301342-0302 Bateman Frdmin -4te Clint@rga-chico.com Page 1 of 1 I ,, -g F 0 R T E " MEMBER REPORT Roof, Wall: Header 8'at Study 1 plece(s) 6 x 8 Douglas Fir -Larch No. 2 Overall Length: 8'3" 0 in All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. i 0 Design Results Actua *Location -::Allowed Result I" dintilhation (pin)' Member Reaction (lbs) 1126 @ 0 5156 (1.50") Passed (22%) 1.0 D + 1.0 Lr (All Spans) Shear (lbs) 921 @ 9" 5844 Passed (16%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft -lbs) 2322 @ 4' 1 1/2" 4028 Passed (58%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in) 0.062 @ 4' 1 1/2" 0.275 Passed (L/999+) -- 1.0 D + 1.0 Lr (All Spans) Total Load Defl. (in) 0.113 @ 4' 1 1/2" 0.412 Passed (L/875) -- 1.0 D + 1.0 Lr (All Spans) Deflection criteria: ILL. (L/360) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 8' 3" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 8' 3" o/c unless detailed otherwise. Applicable calculations are based on NOS. -7, ha'euser No es 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 fore" 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 PASSED 8 of 56 System: Wall Member Type : Header Building Use : Residential Building Code : IBC 2012 Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE Forte Softwam Operator Job Notes 6/2/2017 10:54:42 AM Clint Petersen Forte v5.3, Design Engine: V7.0.0.5 Russell Gallaway Associates Bateman Framing.4te (530) 342-0302 clint@rga-chicoxom Page 1 of 1 n 9th 7 Load Bearingto - �SuOjoirts (lbs) "Dead Roof Live I,Loads' t loiiiiiiip"n (Side) Width ply q Total Ava Reqiiillreii beiirili 'RoofTotal Accessories N/A 10.4 1 —Uniform (PSF) 0 to 8'3" 1 - Trimmer - DF 1.501, 1.501, 1.50" 507 619 1126 None 2 - Trimmer - DF 1.501, 1.501, 1.50" 507 619 1126 None -7, ha'euser No es 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 fore" 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 PASSED 8 of 56 System: Wall Member Type : Header Building Use : Residential Building Code : IBC 2012 Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE Forte Softwam Operator Job Notes 6/2/2017 10:54:42 AM Clint Petersen Forte v5.3, Design Engine: V7.0.0.5 Russell Gallaway Associates Bateman Framing.4te (530) 342-0302 clint@rga-chicoxom Page 1 of 1 Trtbutary "Dead Roof Live I,Loads' t loiiiiiiip"n (Side) Width (0.90) (non -snow, i Ys) Cote mems 0 - Self Weight (PLF) 0 to 8'3" N/A 10.4 1 —Uniform (PSF) 0 to 8'3" 7' 6" 15.0 20.0 Roof -7, ha'euser No es 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 fore" 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 PASSED 8 of 56 System: Wall Member Type : Header Building Use : Residential Building Code : IBC 2012 Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE Forte Softwam Operator Job Notes 6/2/2017 10:54:42 AM Clint Petersen Forte v5.3, Design Engine: V7.0.0.5 Russell Gallaway Associates Bateman Framing.4te (530) 342-0302 clint@rga-chicoxom Page 1 of 1 i TEMEMBER REPORT Ceiling, Ceiling: Joist 1 piece(s) 2 x 8 Douglas Fir -Larch No. 2 @ 24" OC Overall Length: 17'3" 0 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. 0 0 Results Adua �LOca#ton Allowed m LpF LoadcConbinatior`(Patternj eaction (lbs) 256 @ 2 1/2" 2109 (2.25") ) 1.0 D + 1.0 Lr (All Spans) ) 232 @ 10 3/4" 1631 ) 1.25 1.0 D + 1.0 Lr (AII Spans) t lbs) WdD 1063 @8' 7 1/2" 1700 ) 1.25 WL11 1.0 D + 1.0 Lr (All Spans) Defl. (in) 0474 @ 8' 7 1/2" 6) 1.0 D + 1.0 Lr (All Spans} Defl. (in) 0.711 @ 8' 7 1/2" 0.842 4) 1.0 D + 1.0 Lr (AII Spans) ating N/A N/A • Deflcatinn rritorin- I i ri CAN -a Tin nen% j Input live load span ratio deflection limit is below building code minimum value of L/360. This minimum value was used for design. Input total load span ratio deflection limit is below building code minimum value of L/240. This minimum value was used for design. Top Edge Bracing (Lu): Top compression edge must be braced at 11' 2" o/c unless detailed otherwise. Bottom Edge Bracing (Lu); Bottom compression edge must be braced at 17' 1" 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. No composite action between deck and joist was considered in analysis. � Bearing Len'Loa pa� s cin Pa 9 Supports (lbs) `RoofWve77 (non-snowii.zsj SUPpO1t5Total AvailableRirired 0 to 1T 3" .510. . CYead ltoof_Total Accessories 1 - Stud wall - DF 3.50" 2.25" 1.50" Live 86 173�259�14" Rim Board2 - Stud wall - DF • Rim Bn-1 is P—m-1 rn rte..,..0 350" 225" ia.. 150" 6 173" Rim Board L 1111er oeing oesignea. Ldads Locationide) pa� s cin Pa 9 '`Dead �y< (0.90) `RoofWve77 (non-snowii.zsj a C3�Itm�nt5 1 - Uniform (PSF) 0 to 1T 3" 24" 5.0 10.0 attic 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 Clint Petersen Russell Gallaway Associates (530)342-0302 clint@rga-chico.com �i I 1�I14' PASSED 9 of 56 System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2012 Design Methodology : ASD l SUSTAINABLE FORESTRY INITLA71VE 6/2/2017 10:54:50 AM Forte V5.3, Design Engine: V7.0.0.5 Bateman Framing.4te Page 1 of 1 i ®� MEMBER REPORT Ceiling, Drop Beam at WIC IC piece(s) 4 x 6 Douglas Fir -Larch No, 2 Overall Length: 4'7" 0 I i All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. 0 Desi n Results Actual @ Location a Alloinepd : .'; "Result LDF Load: Combination (Fattem) -p. Member Reaction (lbs) 607 @ 2" 5206 (3.50") Passed (12%) 1.0 D + 1.0 Lr (All Spans) Shear (lbs) 408 @ 9" 2888 Passed (14%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft -lbs) 598 @ 2' 3 1/2" 2151 Passed (28%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in) 0.012 @ 2'3 1/2" 0.142 Passed (L/999+) -- 1.0 D + 1.0 Lr (All Spans) Total Load Defl. (in) 0.025 @ 2'3 1/2" 1 0.213 Passed (L/999+) -- 1.0 D + 1.0 Lr (All Spans) • Denec ion criteria: LL (L/360) and TL (L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 4' 7" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 4' 7" o/c unless detailed otherwise. Applicable calculations are based on NDS. F Dead Roof Live , (0.90) , (rant-srirr`$ -25) Comments Bearing Length' Loads to Supports (lbs) t i 1 - Uniform (PSF) 0 t0 4' 7" (Front) 13' 10.0 10.0 Attic a suppoirts, �lptal Available Required DeadRefbf Total Accessories Live k. ,.. 1 - Stud wall - SPF 3.50" 3.50" 1.50" 309 298 607 Blocking 2 - Stud wall - SPF 3.50" 3.50" 1.50" 309 298 607 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Trllbuta;y"l Loads Location (Side) Width Dead Roof Live , (0.90) , (rant-srirr`$ -25) Comments 0 - Self Weight (PLF) 0 to 4' 7" N/A 4.9 1 - Uniform (PSF) 0 t0 4' 7" (Front) 13' 10.0 10.0 Attic Weyerhaeuser M e§ 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 -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. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator PASSED 10 of 56 C System : Floor Member Type : Drop Beam Building Use Residential Building Code : IBC 2012 Design Methodology : ASD l SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator Job Notes 6/2/2017 10:54:59 AM { Forte v5.3, Design Engine: V7.0.0.5 Clint Petersen R sell Gallaway Associates Bateman Framing.4te (530) 342-0302 Clint@rga-chico.com Page 1 Of 1 0 MEMBER REPORT Floor, Floor: Joist 1 piece(s) 9 1/2" T)I® 110 @ 16" OC Overall Length: 26 E 0 0 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. 0 DCSI Il ReSLllt3 Actyal0 Location Allowed Result 74 DF r Coad: Combination (Pattern) Member Reaction (lbs) 837 @ 10'8 3/4" 1935 (3.50") Passed (43%) 1.00 1.0 D + 1.0 L (Adj Spans) Shear (lbs) 454 @ 10'711 1342 Passed (34%) 1.00 1.0 D + 1.0 L (Adj Spans) Moment (Ft -lbs) -784 @ 10'8 3/4" 2500 Passed (31%) 1.00 1.0 D + 1.0 L (Adj Spans) Live Load Defl. (in) 0.061 @ 5'2 9/16" 0.259 Passed (L/999+) -- 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.090 @ 5'2 11 V 0.518 Passed (L/999+) 1.0 D + 1.0 L (Alt Spans) TJ -Pro'" Rating 53 40 Passed 3.50" Top Edge Bracing (Lu): Top compression edge must be braced at 5' 9" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 5' 8" 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. Additional considerations for the TJ -Pro— Rating include: None • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being desioned <Dead Loads �` Locati00 (SiBe Bearing en Loads to Supports' Floor Live` (1.00) Comments 1 - Uniform (PSF) 0 to 26' 16" 20.0 40.0 Residential - Living SuPpprts Total Available r ' DeedLitre Total Accessories ' ,Required • 1 - Beam - DF 5.50" 4.25" 1.75" 125 257/-2 382/-2 1 1/4" Rim Board 2 - Stud wall- DF 3.50" 3.50" 3.50" 256 582 838 None 3 - Beam - DF 3.50" 3.50" 3.50" 206 514 720 None 4 - Stud wall - DF 3.50" 2.25" 1.75" 107 224/4 331/4 11 1/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being desioned <Dead Loads �` Locati00 (SiBe Spacing-, f (0.90) Floor Live` (1.00) Comments 1 - Uniform (PSF) 0 to 26' 16" 20.0 40.0 Residential - Living Areas 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 Clint Petersen Russell Gallaway Associates (530)342-0302 clint@rga-chico.com PASSED 11 of 56 System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2012 Design Methodology ; ASD l SUSTAINABLE FORESTRY INITIATIVE 6/2/2017 10:55:07 AM Forte v5.3, Design Engine: V7.0.0.5 Bateman Framing.4te Page 1 of 1 a F ® R ` MEMBER REPORT Floor, Floor: Joist with ceiling load at WIC 1 piece(s) 9 1/2" T3I@ 110 @ 16" OC Overall Length: 26' 0 0 E P All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. 0 D851 ri'ReSil t5 :<, Actyal @ LocationAllowed 7►vaUable Result'•`.Load:t ombination'(Pattem)r Member Reaction (lbs) 1044 @ 16' 9 3/4" 1935 (3.50") Passed (54%) 1.00 1.0 D + 1.0 L (Adj Spans) Shear (lbs) 626 @ 1711" 1220 Passed (51%) 1.00 1.0 D + 1.0 L (Adj Spans) Moment (Ft -lbs) 787 @ 4'9 11/16" 2500 Passed (31%) 1.00 1.0 D _+1.0 L (Alt Spans) Live Load Defl. (in) 0.061 @ 5'2 9/16" 0.259 Passed (L/999+) 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.092 @ 5' 2 1/2" 0.518 Passed (L/999+) 1.0 D + 1.0 L (Alt Spans) TJ -Pro•" Rating • II..Fl...... 53 40 Passed None • Top Edge Bracing (Lu): Top compression` edge must be braced at 5' 8" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 5' 9" 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 EdgeTM Panel (24" Span Rating) that is glued and nailed down. Additional considerations for the TJ-ProT1 Rating include: None wG w -a a , icu w -11y au wdus applied dlrecay above It, bypassing the member being designed. 7►vaUable Required '. Dead .' Live `Live Total Accessones 1 - Beam - DF 5.50" 4.25" 1.75" 128 257/-2 3 388/-2 1 1/4" Rim Board 2 - Stud wall - DF 3.50" 3.50" 3.50" 219 582 -36 80106 None 3 - Beam - DF 3.50" 3.50" 3.50" 530 514 313 1357 None 4 - Stud wall - DF 3.50" 2.25" 1.75" 126 1 224/-4 18 368/-4 1 11/4" Rim Board wG w -a a , icu w -11y au wdus applied dlrecay above It, bypassing the member being designed. WeyerhA6US6ir Notes 4 r 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 Clint Petersen Russell Gallaway Associates (530) 342-0302 dint@rga-chico.com T . i PASSED 12 of 56 System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2012 Design Methodology : ASD (Z� SUSTAINABLE FORESTRY INITIATIVE 6/2/2017 10:55:14 AM Forte v5.3, Design Engine: V7.0.0.5 Bateman Framing.4te Page 1 of 1 I)e , Flood Live Roof Live ' LOdCIS Lobatlon (Side] Spacing (0.90) (1af0) ( anon" snow: x,xs) Comments 1 - Uniform (PSF) 0 to 26' 16" 20.0 40.0 Residential - Living Areas 2 -Point (Ib) 17' 11" N/A 309 298 Linked from: Drop Beam at WIC, Su ort 1 WeyerhA6US6ir Notes 4 r 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 Clint Petersen Russell Gallaway Associates (530) 342-0302 dint@rga-chico.com T . i PASSED 12 of 56 System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2012 Design Methodology : ASD (Z� SUSTAINABLE FORESTRY INITIATIVE 6/2/2017 10:55:14 AM Forte v5.3, Design Engine: V7.0.0.5 Bateman Framing.4te Page 1 of 1 I _ 11' 7 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. 0 sults = " " ch �fi'� Location , Allowed„=4 R¢sult I DF Load: combination (Patten ction (lbs) =(Ft-lbs) 4001 @ 2” 3067 @ 1' 3 1/2" 7963 (3.50") 7420 Passed (50%) Passed (41%) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans) 1.00 1.0 D + 1.0 L (All Spans) (Ft -lbs) 10455 @ 5' 6 3/4" 16800 Passed (62%) 1.00 1.0 D + 1.0 L(AII Spans) efl. (in) 0ed 10.2 (L/996) 1.0 D + 0.75 L + 0.75 Lr (AII Spans) efl. (in) 0.242 @ 5' 6 3/4" 0.540 Passed (L/535) 1.0 D + 0.75 L + 0.75 Lr (All Spans) Top Edge Bracing (Lu): Top compression edge must be braced at 11'4" o/c unless detailed otherwise. Bottom Edge Bracing (Lu); Bottom compression edge must be braced at 11' 4" o/c unless detailed otherwise. Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 10'9 1/2". The effects of positive or negative camber have not been accounted for when calculating deflection. The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. Applicable calculations are based on NDS. --- - - - ...... — — - r , — -- -Pill'— u —1y cuuve cnem dna me Tun ioaa is applies to the member being designed. _` Bearing n' h,,, Floor Live a s to supports $Urip011S * )' ` -•Total .r, Available itequirtd Dead Floor Roof `i 0 - Self Weight (PLF) 0 to 11' 3 1/2" N/A 10.2 f otal . Accessories 1 - Column - DF 3.50" 3.50" 1.76" 1851 2144 723 4718 Blocking 2 - Column - DF 5.50" 5.50" 1.81" 1906 2209 745 4860 Blocking --- - - - ...... — — - r , — -- -Pill'— u —1y cuuve cnem dna me Tun ioaa is applies to the member being designed. _` Tributary �`beauf'" Floor Live t6ads LoCbtion (Side) Width (0.90) it.00) ,RooI'll" , (non snow: s zsj Comments 0 - Self Weight (PLF) 0 to 11' 3 1/2" N/A 10.2 1 -Uniform (PSF) 0 to 11' 3) Front 13' 8.0 10.0 Attic 2 - Uniform (PSF) 0 to 11' 3 1/2" Front 81 8 0 Wall 3 -Uniform (PLF) 0 to 11' 3 1/2" Front N/A 154.5 385.5 Linked from: Floor: Joist Su rt 3 Weyerha user dotes,,- 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 I Job Notes Clint Petersen Russell Gallaway Associates (530)342-0302 Clint@rga-chico.com PASSED 13 of 56 System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2012 Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 6{2/2017 10:55:24 AM Forte v5.3, Design Engine: V7.0.0.5 Bateman Framing.4te Page 1 of 1 F G MEMBER REPORT Floor, Floor. Drop Beam at End w 1 pieces) 5 1/2" x 12" 24F -V4 DF Glulam Overall Length: 11'3 1/2" 0 0 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. I 0 Desfgn Results actual @Location • x Result L6FLoaCain nat%ri' pattern] [Group] Member Reaction (lbs) 4107 @ 2" 12513 (3.50") o Passed (33%) __ 1.0 D + 0.75 L + 0.75 Lr (All Spans) Total Ac2essones 0 to 11' 3 1/2" ..:..a. ,n .�.=. Live Live 1 Shear (lbs) 3153 @ 1' 3 1/2" 14575 Passed (22%) 1.25 1 .0 D + 0.75 L + 0.75 Lr (All Spans) 5.50" 5.50" 1.50" 2199 1104/-9 1604 4907/-9 Blocking 1 Pos Moment (Ft -lbs) 10749 @ T6 3/4" 33000 Passed (33%) 1.25 1.0 D + 0.75 L + 0.75 Lr (All Spans) Front 1 Live Load Defl. (in) 0.076 @ 5' 6 3/4" 0.360 Passed (L/999+) 192.8/-1.5 1.0 D + 0.75 L + 0.75 Lr (All Spans) Front 1 Total Load Defl. (in) 0.158 @ 5' 6 3/4" 0.540 Passed (L/819) 1.0 D + 0.75 L + 0.75 Lr (All Spans) 1 Deflection criteria: LL (L/360) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 11'4" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 11' 4" o/c unless detailed otherwise. Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 10' 9 1/2". The effects of positive or negative camber have not been accounted for when calculating deflection. The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. Applicable calculations are based on NDS. j • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. eartng Lengt Loads to upports Dead Floor Live � Roof Live L08([S"v� r:tbcation (Side) Supports Total Available °, [squired x•:Oead Floor Roof ' Total Ac2essones 0 to 11' 3 1/2" ..:..a. ,n .�.=. Live Live , 1 - Column - DF 3.50" 3.50" 1.50" 2135 1072/-8 1558 4765/-8 Blocking 2 - Column - DF 5.50" 5.50" 1.50" 2199 1104/-9 1604 4907/-9 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. WeyerMeeuser Notes ;,.. v i `` , , . _ . , .• t,.� .� ." 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 -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. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Clint Petersen Russell Gallaway Associates (530)342-0302 clinf@rga-chico.com PASSED 14 of 56 System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2012 Design Methodology : ASD nA l SUSTAINABLE FORESTRY INITIATIVE Job Notes 6/2/201710 ' 55:32 AM Forte v5.3, Design Engine: V7.0.0.5 Bateman Framing.4te Page 1 of 1 Tributary Dead Floor Live � Roof Live L08([S"v� r:tbcation (Side) Width (0.90} „ ? (1.00) a snowi 1.25) Comments 0 - Self Weight (PLF) 0 to 11' 3 1/2" N/A 16.0 1 - Uniform (PSF) 0 to 11' 3 1/2" 14' 15.0 20.0 Roof Front 2 - Uniform (PSF) 0 to IV 3 1/2"8 8.0 Wall Front 3 - Uniform (PLF) 0 to 11'3 1/2" N/A 93.8 192.8/-1.5 Linked from: Floor: Front Joist Support 1 WeyerMeeuser Notes ;,.. v i `` , , . _ . , .• t,.� .� ." 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 -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. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Clint Petersen Russell Gallaway Associates (530)342-0302 clinf@rga-chico.com PASSED 14 of 56 System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2012 Design Methodology : ASD nA l SUSTAINABLE FORESTRY INITIATIVE Job Notes 6/2/201710 ' 55:32 AM Forte v5.3, Design Engine: V7.0.0.5 Bateman Framing.4te Page 1 of 1 i a i ®Q T E " MEMBER REPORT Floor, Floor. Drop Beam at Side g •� 1 plece(s) 5 1/2" x 12" 24F -V4 DF Glulam Overall Length: 11'1/2" 0 I � Q All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. P 0 Reign Results r Actuel Locafon �= Allowed Result L$F + Load: Combinati} on (Pattern Member Reaction (lbs) 1215 @ 4" 19663 (5.50") Passed (6%) 1.0 D + 0.75 L + 0.75 Lr (All Spans) Shear (lbs) 752 @ V5 1/2" 11660 Passed (6%) 1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft -lbs) 2490 @ 5' 6 1/4" 26400 Passed (9%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl.(in) 0.014 @ 56 1/4" 0.346 Passed (L/999+) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans) Total Load Defl. (in) 0.040 @ 5' 6 1/4" 1 0.519 Passed (L/999+) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans) Top Edge Bracing (Lu): Top compression edge must be braced at 11' 1" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 11' 1" o/c unless detailed otherwise. Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 10'4 1/2". The effects of positive or negative camber have not been accounted for when calculating deflection. The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. Applicable calculations are based on NDS. ""Y ow L-111 duu uie -1 iodu ib dppuea zo Lne memoer Deing oesigneo. r ` Tributary Dead ' Bearing Length �elkoof Live Loads to Supports =1Nidth ;, {O.9 r (non-snowi`1.25} ` cont 0 - Self Weight (PLF) 0 to 11' 1/2" N/A SuppOrlS Total 7lvaifable R aired bead Floor Roof s: rr Total " 20.0 Roof s 8' Live Live •` ` .. Accessories 1 - Column - DF Wall 5.50" 5.50" 1.50" 801 221 331 1353 Blocking 2 - Column - DF 5.50" 5.50" 1.50" 801 221 331 1353 Blocking ""Y ow L-111 duu uie -1 iodu ib dppuea zo Lne memoer Deing oesigneo. r ` Tributary Dead ' Floor Lit �elkoof Live Loads i oca# , (Si =1Nidth ;, {O.9 _ „ (1.00) (non-snowi`1.25} ` cont 0 - Self Weight (PLF) 0 to 11' 1/2" N/A 16.0 1 -Uniform (PSF) 0 to Ll' ) Frontt 3' 15.0 20.0 Roof 2 - Uniform (PSF) 0 to 11' 1/2" Front 8' 8.0 Wall 3 - Uniform (PSF) 0 to 11' lJ2" Front 1' 20.0 40.0 Floor 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 PASSED 15 of 56 System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2012 Design Methodology : ASD rill An SUSTAINABLE FORESTRY INITIATIVE Forte Software operator Job Notes 6/2/2017 10:55:41 AM Clint Petersen Forte v5.3, Design Engine: V7.0.0.5 Russell Gallaway Associates t Ba2/77ar) Ffamin 4 (530) 342-0302 g. to Clint@rga-chico.com Page 1 of 1 F O R T � MEMBER REPORT Floor, Floor: Joist - single span r i piece(s) 9 1/2" TJI@ 110 @ 16" OC Overall Length: 13' ;Design Results Actual @ Location k= > Allovded = , v 12esult LDF,I Load: Combination (Pattern) `,. Member Reaction (lbs) 505 @ 12' 9 1/2" 1041 (2.25") Passed (48%) 1.00 1.0 D + 1.0 L (All Spans) Shear (lbs) 490 @ 5 1/2" 1220 Passed (40%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft -lbs) 1542 @ 6' 7" 2500 Passed (62%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.165 @ 6' 7" 0.310 Passed (L/904) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.247 @ 6' 7" 0.621 Passed (L/603) 1.0 D + 1.0 L (All Spans) TJ -Pro"" Rating 42 1 40 1 Passed Deflection criteria: LL (L/480) and TL (L/240)• Top Edge Bracing (Lu): Top compression edge must be braced at 4' o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 12' 10" 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. Additional considerations for the TJ -Pro"" Rating include: None • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. 'Weyerhaiii' s ' 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 PASSED 16 of 56 System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2012 Design Methodology: ASD I SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator Job Notes 6/2/2017 10:55:50 AM Clint Petersen Forte v5.3, Design Engine: V7.0.0.5 Russell Gallaway Associates Bateman Framing.4te (530) 342-0302 clint@rga-chico.conn Page 1 Of 1 Dead I Floor live" 1.08CIS.° Location (Side) Spacing " (0.90) (1.00) COr»inentrt, . r 1 - Uniform (PSF) 0 to 13' 16" 20.0 40.0 Residential - Living Areas 'Weyerhaiii' s ' 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 PASSED 16 of 56 System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2012 Design Methodology: ASD I SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator Job Notes 6/2/2017 10:55:50 AM Clint Petersen Forte v5.3, Design Engine: V7.0.0.5 Russell Gallaway Associates Bateman Framing.4te (530) 342-0302 clint@rga-chico.conn Page 1 Of 1 Bateman Residence CP Job No. 17-803 6/1/2017 r.4 .SEISMIC LATERAL DESIGN FORCES =u SEISMIC LOADS: A Structural stem RISK CATEGORY = 2 e Lateral Force sting Sys (R) IMPORTANCE FACTOR = 1.00 8.0 PSF BASIC LOAD COMBO FOR ALLOW STRESS DESIGN (12.4) E=pQE+E„ = 1.0 En NIS Governs D + E/1.4 = V/1.4 16.0 PSF SITE DATA V = RSDS) I (R / 1)] W BASIC LATERAL SYSTEM = [All other Buildings _ MAX. OVERALL HEIGHT (hn) = 22.0 FT. V = [0.01]W or [0.5S,/(R/I)]W T - Ct (hn)' = 0.203 (But Need Not Exceed) Tu (Figure 22-12) = 16 sec. 0.806 E MAPPED RESPONSEsHORT (usgs) = 61.6 %g Ss MAPPED RESPONSE1sEc (usgs) = 25.6 %g S1 SITE CLASS (Table 20.3-1) = � L p SITE COEFFICIENTSHORT - Fa = 1.32 SITE COEFFICIENT Isec - Fv 1.92 % DAMPED S.R.A.sHORT - SMS = Fa x Ss = 0.81 % DAMPED S.R.A.1sE1 - SM, = Fv x S1 = 0.49 DESIGN S.R.A.sHORT - SDs = 2/3 Ss = 0.54 DESIGN S.R.A.1sEc - SDS = 2/3S, = 0.33 STRUCTURALSYSTEMS TABLE 12.2-1 A Structural stem B 8.2 PSF e Lateral Force sting Sys (R) = Wood/Structural Panels �Shea Is (other) 8.0 PSF R=6.50 R=2.00 23.1 PSF NIS Governs E/W Governs Structural System #1 16.0 PSF H V = RSDS) I (R / 1)] W = 0.083 E 0.271 E (But Not Less Than) GOH 25.3 PSF V = [0.01]W or [0.5S,/(R/I)]W 0.020 E 0.064 E (But Need Not Exceed) V = SD1 / T (R / 1)] W = 0.248 E 0.806 E Kusseu, UanawayAssociateS SIMPLIFIED I)ESIGN WIND LOAM', PS = A*KZT*PS30 DESIGN WIND VELOCITY = t10 EXPOSURE CATEGORY = B ROOF ANGLE = 18.4 DEG MEAN ROOF HEIGHT = 16.0 FT KZT = 1.00 adjustment factor = 1.00 MWFRS ASCE FIGURE (28.6-1) HORIZONTAL PRESSURES A 23.5 PSF B 8.2 PSF C 16.0 PSF D 8.0 PSF VERTICAL PRESSURES E 23.1 PSF F 14.9 PSF G 16.0 PSF H 11.3 PSF OVERHANGS EOH 32.3 PSF GOH 25.3 PSF 4 Structural Engineering g O, m QUSGSDesign Maps Summary Report User -Specified Input Report Title Bateman Residence Addition Thu June 1, 2017 17:52:47 UTC _Building Code Reference Document ASCE 7-10 Standard I (which utilizes USGS hazard data available in 2008) j Site Coordinates 39.510N, 121.40W i Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III vvV v—r� VVI(I C'Q Vurput Ss = 0.616 g SMS = 0.805 g SDs = 0.537 g SI = 0.256 g SM1 = 0.484 g SDI = 0.322 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. i-EaRespcinse Sperlrurn �� DetIn Respr_Mse Spt*ctrutn uar �t a "tz aaa n�7 Q42 i a, o aaa 0.33 t 02 24 r la sig a.n cog ilm Q 2C C 413 17.15+7 C.$'± 1.2` 1.2`7 7.:41J lr7 :,.m" e7 :.sem. 4O7 S''M dL 47. aril 4 7 I.ti7 1.. '7 7,:4+7 7_r7 1.r+7 2.:r. teen i (s cj Period,T For PGAM, TL, CRS, and CRI values, please view the detailed re ort. 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. 18 of 56 Project: Bateman LOCATION: SECOND FLOOR SEISMIC LATERAL ANALYSIS CS = 0.083 MEAN ELEVATION (h.): 9.0 FT. I Project #: 17-8019 of 56 LOCATION: ROOF MEAN ELEVATION (hx): 19.0 FT. WALLS TYPE PSF AREA (SQ.FT.) LENGTH (FT.) HEIGHT (FT.) WEIGHT (K) ROOF 15 FLOOR 15 1817 33.06 27.255 EXT. WALLS 8 214 4.5 186 8 11.904 INT. WALLS 8 130 4.5 130 8 8.32 SEISMIC WEIGHT (ASD) = 2.8 K SUM (WX) = 47.5 K STORY FORCE (ASD) = 1.8 K (W.) x (hx) = 427.3 ADJUSTMENT FACTOR = 0.65 LOCATION: ROOF MEAN ELEVATION (hx): 19.0 FT. SEISMIC FORCE VERTICAL DISTRIBUTION TOTAL WEIGHT= 92.9 K SECOND FLOOR = 0.33 BASE SHEAR (LRFD) = 7.7 K ROOF = 0.67 BASE SHEAR (ASD) = 5.4 K SUM = 1.00 WALLS TYPE PSF AREA (SQ.FT.) LENGTH (FT.) HEIGHT (FT,) WEIGHT (K) ROOF 15 2204 33.06 EXT. WALLS 8 214 4.5 7.704 INT. WALLS 8 130 4.5 4.68 SEISMIC WEIGHT (ASD) = 2.6 K SUM (WX) = 45.4 K STORY FORCE (ASD) = 3.6 K (Wx) x (hx) = 863.4 ADJUSTMENT FACTOR = 1.37 SEISMIC FORCE VERTICAL DISTRIBUTION TOTAL WEIGHT= 92.9 K SECOND FLOOR = 0.33 BASE SHEAR (LRFD) = 7.7 K ROOF = 0.67 BASE SHEAR (ASD) = 5.4 K SUM = 1.00 Project: Bateman SEISMIC LATERAL ANALYSIS Project #: 17-803 LOCATION: SECOND FLOOR DIRECTION: E/W DIRECTION: N/S Cs Segment Input (ft or # walls) Segment Input (ft or # walls) Segment Output (plf) Type Weight 1 2 3 4 5 6 7 8 1 2 3 4 5 6 7 8 FLOOR 15 psf 13 26 => 195.0 390.0 3 4 5 6 7 8 EXT. WALLS 64 plf 2 2 => 128.0 128.0 1020.0 INT. WALLS 64 plf 0 1 => 0.0 64.0 => SUM = 128.0 128.0 INT. WALLS 64 plf 3 323.0 582.0 => x Cs = 27 48 x 0.7 = 19 34 ADJUSTMENT FACTOR FOR VERTICAL DISTRIBUTION= 0.65 x FACTOR = 1 12 22 LOCATION: SECOND FLOOR DIRECTION: N/S Cs = 0.083 Segment Input (ft or # walls) Segment Output (plf) Type Weight 1 2 3 4 5 6 7 8 1 2 3 4 5 6 7 8 FLOOR 15 psf 68 82 19 => 1020.0 1230.0 285.0 EXT. WALLS 64 plf 2 2 2 => 128.0 128.0 128.0 INT. WALLS 64 plf 3 8 0 => 192.0 512.0 0.0 SUM = 1340.0 1870.0 413.0 x Cs = 111 155 34 x 0.7 = 78 109 24 ADJUSTMENT FACTOR FOR VERTICAL DISTRIBUTION= 0.65 x FACTOR = 1 50 70 16 Project: Bateman SEISMIC Project #: 17-803 LATERAL ANALYSIS LOCATION: ROOF DIRECTION: E/W DIRECTION: N/S Cs Segment Input (ft or # walls) I Cs = 0.083 Segment Output (plf) Type Weight 1 2 3 4 5 6 7 8 1 2 3 4 5 6 7 8 ROOF 15 psf 15 28 => 225.0 420.0 1 EXT. WALLS 36 plf 2 2 => 72.0 72.0 68 INT. WALLS 36 plf 1 => 1020.0 36.0 285.0 390.0 SUM = 2 2 2 4 => 297.0 528.0 72.0 72.0 x Cs = 25 44 8 0 1 => x 0.7 = 17 31 36.0 ADJUSTMENT FACTOR FOR VERTICAL DISTRIBUTION= 1.37 x FACTOR = 24 42 LOCATION: ROOF DIRECTION: N/S I Cs = 0.083 Segment Input (ft or # walls) Segment Output (plf) Type Weight 1 2 3 4 5 6 7 8 1 2 3 4 5 6 7 8 ROOF 15 psf 68 82 19 26 => 1020.0 1230.0 285.0 390.0 EXT. WALLS 36 plf 2 2 2 4 => 72.0 72.0 72.0 144.0 INT. WALLS 36 plf 2 8 0 1 => 72.0 288.0 0.0 36.0 SUM = 1164.0 1590.0 357.0 570.0 x Cs = 97 132 30 47 x 0.7 = 68 92 21 33 ADJUSTMENT FACTOR FOR VERTICAL DISTRIBUTION= 1.37 x FACTOR = 1 93 126 28 45 I HORIZONTAL PRESSURE INPUTS: E=END = WALL END (A) = 23.5 psf ROOF END (B) = 8.2 psf WALL TYP. (C) = 16 psf ROOF TYP. (D) = 8 psf ROOF PITCH = 4 :12 HORIZONTAL PRESSURE CALCULATIONS: WIND DESIGN LOADS DESCRIPTION E=END WALL •' ROOF 'I WALL V Wil OUTPUT T=TYP. TR—IB--F TR-IB--FPSF TRIB. I PSF TRIB. PSF TRI-. PSF LRFD ASD (0.6W) Master Front End END 23.5 4.5 ft. 8.2 131 plf 79 plf Master Front Typ Typ 4 16 4.5 ft. 8 100 plf 60 plf .'j 2nd Floor End END c 5.5 23.5 4.0 ft. 23.5 223 plf 134 plf 2nd Floor Typ. Typ 5.5 16 4.0 ft. 16 152 plf 91 plf Side End END 4 23.5 0.5 ft. 23.5 106 pIf 63 plf Side Ride TYP ' 4 16 4.5 ft. 16 136 plf 82 plf Den Front End END 4 23.5 2.5 ft. 8.2 115 plf 69 plf Den Front Typ Typ 4 16 2.5 ft. 8 84 plf 50 plf Crawlspace End END 2 23.5 47 plf 28 plf Crawlspace Typ Typ �' 2 16 32 plf 19 plf dn from the design desk of.... 23 of 56 JOB PAGE NO. JOB NO. ' y' ENGINEER CP DATE .CALCULATION OF (v Q v -s. k-7 a Q6 Who I�� 100 ,� T� 06 JOB !� JOB NO. DATE' from the design desk of.:.. L,AUL,UEAiiuN OF 1,--fk� �.I`�ttV , � ,,� �� !,� N 2 PAGE NO. 4 of 56 ENGINEER CP 91 1% s-tj 127 C J Z u r= ,, OL V7 X JOB L* JVljAP JOB NO. t�- DATE from the design desk of.... 25 of 56 PAGE NO, ENGINEER GP Bateman 1 0.08k LATERAL DESIGN 13.0 ft 13.0 ft 13.0 ft 8psf Job #17-803 CP 15 plf 00 2 SEISMIC 0.12 k 0.40 k 13.0 ft 26.0 ft 6/2/2017 8 psf 8.0 ft 4.0 ft 20 plf Inputs (ASD) 3 0.12 k 0.23 k 0.67 k 26.0 ft 26.0 ft 21.8 ft 8 psf 8.0 ft n 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 SSTB corner U.1 1/2° A.B. 0.01 k 0.17 k 13.0 ft 13.0 ft 10.0 ft 8 psf 8.0 ft 5.0 ft 35 plf 37 plf O 0 2 0.17 k 0.23 k 13.0 ft 26.0 ft 17.2 ft 8 psf 8.0 ft 5.0 ft 30 plf 18 plf 0 3 0.23 k 0.44 k 26.0 ft 26.0 ft 8.0 ft 8 psf 8.0 ft n 30 plf 18 plf 1 0.08k 0.18k 13.0 ft 13.0 ft 13.0 ft 8psf 8.0 ft n 15 plf 00 2 0.08 k 0.12 k 0.40 k 13.0 ft 26.0 ft 9.3 ft 8 psf 8.0 ft 4.0 ft 20 plf LL 3 0.12 k 0.23 k 0.67 k 26.0 ft 26.0 ft 21.8 ft 8 psf 8.0 ft n 20 plf 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 0.83 22 If p 1 If p 1 If 3 p O.K. W1 n/a n/a n/a 2x / 48 o.c. " 0 2 0.83 28 plf 13 plf 9 plf O.K. W1 0.01 k n/a n/a n/a 2x / 48"o.c. O 0 3 1 84 plf 9 plf 17 plf O.K. W1 0.49 k n/a n/a n/a 2x / 48"o.c. 2x / 48"o.c. 1 1 20 plf 6 plf O.K. W1 n/a n/a n/a p 2 1 65 plf 6 plf 5 plf O.K. W1 0.33 k n/a n/a n/a 2x / 48"o.c. 3 1 47 plf 5 plf 9 plf O.K. W1 0.32 k n/a n/a n/a 2x / 48"o.c. LLN Russell, Gallaway Associates Structural Engineering - T Bateman Note: w = Wind, e = EQ SDS = 0.54 LATERAL DESIGN Job #17-803 CP Capacity SSTB Capacities WIND w/ 8d commons @ 6"o.c. BN, 6"o.c. EN, & 12"o.c. F.N. SEISMIC 6/2/2017 Wall Schedule midwall HDU4 to 3x Mark Shearwall Uplift Forces Wind EQ W1 APA 303 8d's @ 6" 180 plf Wall Lengths(ft) Holdown Forces (kips) 15/32" ply 8d's @ 6" 350 plf # of % Full Lateral W3 15/32" ply 8d's @ 4" 533 pif 380 plf Grid Shearwalls Height Control L1 L2 L3 L4 L5 L6 T1 T2 T3 T4 T5 T6 SB1 9905 1 1 77% e 13.00 -0.14 p 2 1 77% a 9.33 13.00 0.01 -0.08 0 3 1 100% a 8.00 0.49 I 1 1 100% a 13.00 -0.09 O 2 1 100% a 9.33 0.33 5 3 1 84% a 26.00 -0.16 U. Input "Yes" for walls that Lu 1 are aligned vertically to Yes -0.23 2 consider the cumulative Yes 0.33 U < 3 uplift forces Yes 0.32 Russell, Gallaway Associates Note: negative value = no uplift Note: w = Wind, e = EQ SDS = 0.54 SSTB at Stemwall� Diaphragm sheathing to be 15/32 A.P.A. Rated Exterior nail Capacity SSTB Capacities WIND w/ 8d commons @ 6"o.c. BN, 6"o.c. EN, & 12"o.c. F.N. 240 plf 3075 Wall Schedule midwall HDU4 to 3x Mark Sheathing Nailin 8d's . Wind EQ W1 APA 303 8d's @ 6" 180 plf 180 plf W2 15/32" ply 8d's @ 6" 350 plf 260 plf W3 15/32" ply 8d's @ 4" 533 pif 380 plf W4 15/32" ply 8d's @ 3" 685 plf 490 plf Russell, Gallaway Associates Note: negative value = no uplift SSTB at Stemwall� Holdown (lbs) SSTB Capacities WIND � HDU2 to 3x 3075 corner midwall HDU4 to 3x 4565 16 3610 3610 HDU5 to 3x 5645 20 4040 4315 HDU8 to 4x 6970 24 4470 5025 HDU8 to 6x 7870 28 8710 9900 HDU11 to6x 9535 SB7/8 9355 10470 DTT2Z to 3x 2145 SB1 9905 13665 N V Structural Engineering s Bateman I VIII CP LATERAL DESIGN WIND Job #17-803 6/2/2017 Inputs (ASD) Grid Reaction Left Reaction Reaction Diaphragm Diaphragm Sheatrwall al Wall Perforated? Uniform Right Above ove Length Left Length Right Length Weight Wall H ei Max ht Opening Ht. Roof Load Wind Uplift U- 0 0 1 1 0.01 k 0.01 k 0.44 k 0.41 k 13.0 ft 13.0 ft 10.0 ft 8psf 8.0 ft 5.0 ft � 3 0.36 k 0.63 k 13.0 ft 26.0 ft 26.0 ft 17.2 ft 26.0 ft 8.0 S psf 8.O ft 5 .0ft 35 plf 30 P If 37 plf 18 � ft 8 Psf 8.0 ft n 30 plf plf 18 plf i Ce 1 2 0.18 k 0.15 k 0.69 k 0.45k 0.79 k 13.0 ft 13.O ft 13.0 ft 13.0 ft 8psf 8.0 ft n 15 plf LL 3 0.57 k 0.96 k 0.99 k 26.0 ft 26.O ft .3 ft 9 26.0 ft 21.8 ft 8psf 8.0 ft 4.0 ft 20 plf 8 Psf 8.0 ft n 20 plf Results Perforated? Grid Co Wall Shear Diaphragm Shear Left Diaphragm Diaphragm Max HD Shear Right g Check Wall Type Force Min. HDU SSTB corner SSTB SILL & midwall 112" A.B. LL 00 1 2 0.83 0.83 54 plf 55 plf 1 plf 29 plf 34 pff 16 W1 0.29 k n/a n/a n/a � S 1 124 plf 14 plf plf 24 plf O.K. O.K. W1 0.26 k n/a n/a n/a 2x / 48"o.c. 2x / 48"o.c. 0.84 k HDU2 to 3x 16 16 2x / 48"o.c. O 1 2 1 1 48 plf 174 plf 13 plf 11 plf 26 plf O.K. W1 O.K. 0.37 k n/a n/a n/a 2x / 48"o.c. LL 3 1 115 plf 22 plf 37 If p W1 O.K. W1 1.42 k HDU2 to 3x 16 16 2x / 48"o.c. 1.10 k HDU2 to 3x 16 16 2x / 48"o.c. Russell, Gallaway Associates N Structural Engineering S w l Bateman 13.00 0.08 1 100% w LATERAL DESIGN Job #17-802 CI' 26.00 0.27 w/ 8d commons @ 6"o.c. BN, 6"o.c. EN, WIND 6/2/2017 midwall Wall Schedule 4565 16 3610 Shearwall Uplift Forces Sheathing Nailin 8d's • Wind EQ W1 APA 303 8d's @ 6" Wall Lengths(ft) Holdown Forces (kips) W2 # of % Full Lateral 260 plf W3 15/32" ply 8d's @ 4" Grid Shearwalls Height Control L1 L2 L3 L4 L5 L6 T1 T2 T3 T4 T5 T6 13665 1 1 77% w 13.00 0.29 U- 2 1 77% W 9.33 13.00 0.26 0.19 0 3 1 100% w 8.00 0.84 i 1 O 2 0 3 I 1 100% w 13.00 0.08 1 100% w 9.33 1.15 1 84% w 26.00 0.27 Input "Yes" for walls that w 1 are aligned vertically to V2 consider the cumulative Q 3 uplift forces F - Yes Yes Yes Russell, Gallaway Associates 0.37 1.42 1.10 Note: negative value = no uplift Note: w = Wind, e = EQ SDS = 0.54 SSTB at Stemwall Diaphragm sheathing to be 15/32 A.P.A. Rated Exterior nail CapacitX w/ 8d commons @ 6"o.c. BN, 6"o.c. EN, & 12"o.c. F.N. 240 plf midwall Wall Schedule 4565 16 3610 Mark Sheathing Nailin 8d's • Wind EQ W1 APA 303 8d's @ 6" 180 plf 180 plf W2 15/32" ply 8d's @ 6" 350 plf 260 plf W3 15/32" ply 8d's @ 4" 533 plf 380 plf W4 15/32" ply 8d's @ 3" 685 plf 490 plf Russell, Gallaway Associates 0.37 1.42 1.10 Note: negative value = no uplift SSTB at Stemwall j Holdown (lbs) SSTB Capacities WIND HDU2 to 3x 3075 corner midwall HDI -14 to 3x 4565 16 3610 3610 HDU5 to 3x 5645 20 4040 4315 HDU8 to 4x 6970 24 4470 5025 HDU8 to 6x 7870 28 8710 9900 HDU11 to6x 9535 SB7/8 9355 10470 DTT2Z to 3x 2145 S131 9905 13665 N Structural Engineering i i Bateman LATERAL DESIGN Job #17-803 CP SEISMIC 6/2/2017 Inputs (ASD) w A 0.05 k 0.72 k 1.32 k 32.0 ft 67.0 ft 20.5 ft 8 psf 8.0 ft n 68 plf O C 0.85 k 1.53 k 81.0 ft 35.5 ft 8 psf 8.0 ft n 68 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. V� A LL B O C ix 1 82 plf 1 129 plf 28 plf 1 43 plf 19 plf 20 plf O.K. W1 0.38 k n/a Total n/a 2x / 48" o.c. Perforated? Uniform 0.90 k HDU2 to 3x Reaction Reaction Reaction Diaphragm Diaphragm Shearwall Wall 0.04 k Max Roof n/a Grid Left Right Above Length Left Length Right Length Weight Wall Height Opening Ht. Load Wind Uplift A 1.32 k 67.0 ft 16.0 ft 8 psf 8.0 ft n 215 plf 138 plf p B 0.39 k 14.0 ft 14.0 ft 3.0 ft 8 psf 8.0 ft n 118 plf 82 plf Oa, C 1.53 k 81.0 ft 35.5 ft 8 psf 8.0 ft n 215 plf 138 pif w A 0.05 k 0.72 k 1.32 k 32.0 ft 67.0 ft 20.5 ft 8 psf 8.0 ft n 68 plf O C 0.85 k 1.53 k 81.0 ft 35.5 ft 8 psf 8.0 ft n 68 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. V� A LL B O C ix 1 82 plf 1 129 plf 28 plf 1 43 plf 19 plf 20 plf O.K. W1 0.38 k n/a n/a n/a 2x / 48" o.c. O.K. W1 0.90 k HDU2 to 3x 16 16 2x / 48"o.c. O. K. W 1 0.04 k n/a n/a n/a 2x / 48" o.c. A 1 101 plf 2 plf 11 plf O.K. W1 0.41 k n/a n/a n/a 2x / 48" o.c. O C 1 67 plf 10 plf O.K. W1 0.39 k n/a n/a n/a 2x / 48" o.c. Bateman Note: w = Wind, e = EQ SIDS = 0.54 LATERAL DESIGN Job #17-803 CP SEISMIC 6/2/2017 Note: negative value = no uplift Shearwall Uplift Forces Diaphragm sheathing to be 15/32 A.P.A. Rated Exterior nail Capacity Wall Lengths(ft) Holdown Forces (kips) •' # of % Full Lateral 240 plf Holdown (lbs) Grid Shearwalls Height Control L1 L2 L3 L4 L5 L6 T1 T2 T3 T4 T5 T6 HDU2 to 3x 3075 corner A 1 100% a 5.50 6.50 4.00 0.28 0.21 0.38 p B 1 100% a 3.00 0.90 0 C 1 100% e 11.00 20.00 4.50 -0.41 -1.03 0.04 W A 1 100% a 12.50 5.50 2.50 0.41 0.63 0.73 O C 1 100% e 11.00 20.00 4.50 0.18 -0.11 0.39 Input "Yes" for walls that A are aligned vertically to Lu Y _consider the cumulative Q C uplift forces F- rn Yes Yes 0.41 -0.23 Russell, Gallaway Associates CO Structural Engineering s. a) Note: w = Wind, e = EQ SIDS = 0.54 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 (lbs) SSTB Capacities WIND •' HDU2 to 3x 3075 corner midwall Wall Schedule HDI -14 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 HDU8 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 Russell, Gallaway Associates CO Structural Engineering s. a) Bateman LATERAL DESIGN Job #17-803 CP WIND 6/2/2017 Inputs (ASD) Total i 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 0.94 k 67.0 ft 16.0 ft 8 psf 8.0 ft n 215 plf 138 plf LL B 0.39 k 14.0 ft 14.0 ft 3.0 ft 8 psf 8.0 ft n 118 plf 82 plf O C 0.94 k 81.0 ft 35.5 ft 8 psf 8.0 ft n 215 plf 138 plf A 1.44 k 0.94 k 67.0 ft 20.5 ft 8 psf 8.0 ft n 68 plf O C 1.44 k 0.94 k 81.0 ft 35.5 ft 8 psf 8.0 ft n 68 plf i I 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 59 plf 14 plf O.K. W1 0.41 k n/a n/a n/a 2x / 48"o.c. U- B 1 129 plf 28 plf O.K. W1 0.99 k HDU2 to 3x 16 16 2x / 48"o.c. O C 1 27 plf 12 plf O.K. W1 0.15 k n/a n/a n/a 2x / 48"o.c. 2x / 48"o.c. A 1 116 plf 21 plf O.K. W1 0.43 k n/a n/a n/a O i C 1 67 plf 18 plf O.K. W1 0.15 k n/a n/a n/a 2x / 48" o.c. LLw N Russell, Gallaway Associates Structural Engineering s Bateman Note: w = Wind, e = EQ SIDS = 0.54 SSTB at Stemwall LATERAL DESIGN CapacitX SSTB Capacities WIND Job #17-803 CP 3075 Wall Schedule midwall HDU4 to 3x Mark WIND Wind EQ 6/2/2017 APA 303 8d's @ 6" 180 plf 180 plf W2 15/32" ply 8d's @ 6" 350 plf Shearwall Uplift Forces W3 15/32" ply 8d's @ 4" 533 plf 380 plf W4 15/32" ply 8d's @ 3" 685 plf 490 plf 2145 Wall Lengths(ft) 13665 Holdown Forces(kips) # of % Full Lateral Grid Shearwalls Height Control L1 L2 L3 L4 L5 L6 T1 T2 T3 T4 T5 T6 A 1 100% w 5.50 6.50 4.00 0.39 0.38 0.41 0 O B 1 100% w 3.00 0.99 0 C 1 100% w 11.00 20.00 4.50 0.05 -0.08 0.15 A 1 100% W 12.50 5.50 2.50 0.43 0.71 0.83 O i C 1 100% W 11.00 20.00 4.50 0.10 -0.25 0.36 IU - Input "Yes" for walls that W A are aligned vertically to Yes 0.43 Y consider the cumulative Q C uplift forces Yes 0.15 Russell, Gallaway Associates Note: negative value = no uplift Note: w = Wind, e = EQ SIDS = 0.54 SSTB at Stemwall Diaphragm sheathing to be 15/32 A.P.A. Rated Exterior nail CapacitX SSTB Capacities WIND w/ 8d commons @ 6"o.c. BN, 6"o.c. EN, & 12"o.c. F.N. 240 plf 3075 Wall Schedule midwall HDU4 to 3x Mark Sheathing Nailin 8d's . Wind EQ W1 APA 303 8d's @ 6" 180 plf 180 plf W2 15/32" ply 8d's @ 6" 350 plf 260 plf W3 15/32" ply 8d's @ 4" 533 plf 380 plf W4 15/32" ply 8d's @ 3" 685 plf 490 plf Russell, Gallaway Associates Note: negative value = no uplift SSTB at Stemwall Holdown (Ibs) SSTB Capacities WIND HDU2 to 3x 3075 corner midwall HDU4 to 3x 4565 16 3610 3610 HDU5 to 3x 5645 20 4040 4315 HDU8 to 4x 6970 24 4470 5025 HDU8 to 6x 7870 28 8710 9900 HDU11 to6x 9535 S137/8 9355 10470 DTT2Z to 3x 2145 S131 9905 13665 w W Structural Engineering COMPANY PROJECT WoodWorkso SOnWARE FOR WOOD DESIGN June 2, 2017 10:13 Corner Post Design Check Calculation Sheet Sizer 8.3 LOADS: Load Type Distribution Pat- Location [ft] MAXIMUM REACTIONS (lbs): v N 0' Unfactored• Dead 31 Other 46 Factored: Uplift Total 66 Timber -soft, D.Fir-L, No.1, 6x6" Pinned base; Loadface = width(b); Ke x Lb: 1.00 x 8.00= 8.00 [ft]; Ke x Ld: 1.00 x 8.00= 8.00 [ft]; Lateral support: top = Lb, bottom = Lb; Analysis vs. Allowable Stress (psi) and Deflection (in) using Nos 2005: Magnitude Unit Loadl Dead Axial tern Start End Start End 3 Lcad2 Live Axial 0.02 (Ecce = 1.00") 2200 lbs Load3 Roof live Axial 0.16 (Ecc. = 1.0011) (Ecc. = 1.00") 1100 1600 lbs Load4 Dead Axial 0.22 (Ecc. = 1.00") 800 lbs lbs Loads Load6 Live Axial Axial Bearing (Ecc. = 1.00") 220 lbs Load7 Roof live Axial Live Defl'n (Ecc. = 1.00") 330 lbs lWind lAxial I Total Defl'n I(Ecc. = 1.00111 1140 Ilbs 0.53 = MAXIMUM REACTIONS (lbs): v N 0' Unfactored• Dead 31 Other 46 Factored: Uplift Total 66 Timber -soft, D.Fir-L, No.1, 6x6" Pinned base; Loadface = width(b); Ke x Lb: 1.00 x 8.00= 8.00 [ft]; Ke x Ld: 1.00 x 8.00= 8.00 [ft]; Lateral support: top = Lb, bottom = Lb; Analysis vs. Allowable Stress (psi) and Deflection (in) using Nos 2005: ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fv' 170 1.00 1.00 1.00 - - - 1.00 1.00 3 Fb'+ 1200 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 3 Fc' 1000 1.00 1.00 1.00 0.820 1.000 - 1.00 1.00 3 E' 1.6 million 1.00 1.00 - - - 1.00 1.00 4 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 4 Fc* 1000 1.00 1.00 1.00 - 1.000 - - 1.00 1.00 3 Shear : LC #3 = D+.75(L+Lr), V = 57, V design = 57 lbs Bending(+): LC #3 = D+.75(L+Lr), M = 453 lbs -ft Deflection: LC #4 = D+.75(L+Lr+W) (live) LC #4 = D+.75(L+Lr+W) (total) EI = 122e06 lb -int Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Axial LC #3 = D+.75(L+Lr), P = 5437 lbs Eq.15.4-2 LC #3 = D+.75(L+Lr) Fb'= 1200 FCE= 1565 Pxe/S=fc(6xe/d)= 196 D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated All LC's are listed in the Analysis output Load combinations: ASCE 7-05 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Column designed for 3.0 seismic overstrength factor 380#x3=1140# (vertical irregularity type 4) O 8' C:1�■■ Criterion Analysisalue Desi-- -I- Anal sis/Desi n Shear 3 Fv' - 170 fv/Fv' = 0.02 Bending(+) 96 Fb' = 1200 fb/Fb' = 0.16 Axial 0 Fc' = 820 fc/Fc' = 0.22 Combined (axia c mom nt) q.15.4-2 = 0.24 Axial Bearing 0 Fc* = 1000 fc/Fc* = 0.18 Live Defl'n 999 0.53 = L/180 0.03 Total Defl'n 999 0.53 = L/180 0.07 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fv' 170 1.00 1.00 1.00 - - - 1.00 1.00 3 Fb'+ 1200 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 3 Fc' 1000 1.00 1.00 1.00 0.820 1.000 - 1.00 1.00 3 E' 1.6 million 1.00 1.00 - - - 1.00 1.00 4 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 4 Fc* 1000 1.00 1.00 1.00 - 1.000 - - 1.00 1.00 3 Shear : LC #3 = D+.75(L+Lr), V = 57, V design = 57 lbs Bending(+): LC #3 = D+.75(L+Lr), M = 453 lbs -ft Deflection: LC #4 = D+.75(L+Lr+W) (live) LC #4 = D+.75(L+Lr+W) (total) EI = 122e06 lb -int Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Axial LC #3 = D+.75(L+Lr), P = 5437 lbs Eq.15.4-2 LC #3 = D+.75(L+Lr) Fb'= 1200 FCE= 1565 Pxe/S=fc(6xe/d)= 196 D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated All LC's are listed in the Analysis output Load combinations: ASCE 7-05 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Column designed for 3.0 seismic overstrength factor 380#x3=1140# (vertical irregularity type 4) O 8' C:1�■■ Foot2000 v2.1.63, Copyright © 1999-2001 Spyder Software 6/2/2017 10:16:02 AM 35 of 56 Company Info Project Info Russell Gallaway Associates JProject• Bateman 7 Sierra Nevada Court Location• Chico, CA, 95928 1 f Phone: (530) 342-0302 JClient• Fax: (530) 342-1882 JJob No.: 17-803 E-mail: doctord@rga-chico.com IFooting Id• F1 - Corner Post FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, f'c........................ 2.50 ksi Concrete Type ...................................................... HardRock ConcreteCover ............. .............................. ...... 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 ksf Wind Load Soil Bearing Strength, (1.33 increase) ................... 1.995 ksf Seismic Load Soil Bearing Strength, (1.33 increase) ................ 1.995 ksf FootingWidth ...................................................... 2.50 £t. Footing Length ................... ................... ........ 2.50 ft. FootingDepth ...................................................... 18.00 in. PunchingShear Stress .............................................. 3.81 psi BeamShear Stress............. .................................. n/a psi Reinforcing Standards per .......................................... ASTM -A615 Longitudinal Bottom Reinforcement Required for Strength............ .00 int Transverse Bottom Reinforcement Required for Strength.............. .00 int Gravity Only Soil Bearing.. ................... ........... ...... .960 ksf Wind Load Soil Bearing ............................................. 1.143 ksf Seismic Load Soil Bearing .......................................... .960 ksf LOADING PARAMETERS - FACTORED LOAD CASES CONSIDERED: 1.4DL 1.2DL + 1.6LL 1.2DL + 1.6LL + 1.7SL 1.2DL + 1.OLL + 1.OWL 0.9DL + 1.67WL 1.2DL + LOLL + 1.OEQ 0.9DL + 1.OEQ UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 3.00 0.00 0.00 Live Load 2.44 0.00 0.00 Wind Load 1.14 0.00 0.00 Earthquake 0.00 0.00 0.00 Other Loads 0.00 0.00 0.00 d = 18.00" W - 2.50' X Cover:::::�= 3.00" f Current Date: 6/1/2017 3:50 PM r. g . a File name: \\RGA NAS\RGAProjects\RGA Projects\Projects 2017\17-803 Cash Bateman Addition\4.3 CD Structural Calcs\T Retaining Wall.rtw\ 36 of 58 LL=20 Lb/ft DL=130 Lb/ft ft Block 1 (CMU 1.5-60)0.67 n,x 4 Z r r 4' 3 f Soil1= 4 ft Base (C 2.5-60) 1.5 ft P" 12 in 12 in y arty � Ae Y F 5 ft 4 WL Base Soil Soil U.W.=105 Lb/ft3 U.W.=110 Lb/ft3 Phi=30° Phi=30° c=0 Lb/ft2 c=0 Lb/ft2 I Current Date: 6/1/2017 3:50 PM r . g . a File name: \\RGA NAS\RGAProjects\RGA Projects\Projects 2017\17-803 Cash Bateman Addition\4.3 CD Structural Calcs\3' Retaining Wall.rtw\ 37 of 56 i i i 0.641 @ 48 in 0.67 ft 3.42 ft 3 ft 0.75 ft 1. ft 38 of 56 Current Date: 6/1/2017 3:50 PM r. g . a File name: \\RGA NAS\RGAProjects\RGA Projects\Projects 2017\17-803 Cash Bateman Addition\4.3 CD Structural Ca1cs\3' Retaining Wall.rtw\ Design Results Retaining wall GENERAL INFORMATION: Design Code ACI 318-2011, ACI 530-05 Geometry Wall type Cantilever Tt Df Tt lid Btl Kw Retained height H j Base depth Df Top toe length TV Bottom toe length Btl Top heel length Thl Base material Stem thickness at base Bt Stem blocks number Block Thickness [in] ------------------------------------------ 1 7.63 Materials Description Concrete, f Steel, fy j Elasticity modulus Unit weight i i 3.00 [ft] Wall height above retained soil Hf 1.50 [ft] Use key 0.67 [ft] Toe thickness Tt 1.75 [ft] 0.67 [ft] Heel thickness Ht C 2.5-60 7.63 [in] 1 Height Material IN ------------------------------------------------------------- 3.67 CMU 1.5-60 ------------------------------------------------------------- C 2.5-60 2.50 [Kip/in2] 60.00 [Kip/in2] 3122.02 [Kip/in2] 0.15 [Kip/ft3] Pagel I� 0.67 [ft] No 1.00 [ft] 1.00 [ft] 39 of 56 Description CMU 1.5-60 Masonry, F'm 1.50 [Kip/in2] Steel, Fs 32.00 [Kip/in2] Elasticity modulus 1350.00 [Kip/in2] Unit weight 0.14 [Kip/ft3] Grouting type Full grouting 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] N [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 0.45 Description Equivalent U.W. [Kip/ft3] ------------------------------------------------------- Base Soil 0.20 Soil1 0.05 ------------------------------------------------------- Loads: Stem axial load (DL) 0.13 [Kip] Stem axial load (LL) 0.02 [Kip] 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 Allowable Stress Design Load Combinations: Al = DL+LL+H Steel reinforcement bars: Stem free cover 0.17 [ft] Base free cover 0.25 [ft] Maximum Rho/Rho balanced ratio 0.75 Round longitudinal bar lengths to 1.00 [in] Longitudinal reinforcement 40 of 56 Element Size Spacing Pos Axis Dist1 Dist2 Hook1 Hook2 [in] [ft] [ft] ---------------------------------------------------------------------------------------------------------------------------------------------------------------- Stem #4 48.00 Int. ----------------------------------------------------------------------------------------------------------------------------------------------------------------------- 3 -0.75 3.42 Yes No Development and splice lengths Element Diameter Ld Ldh L. Splice L. total [in] [in] [in] [ft] --------------------------------------------------------------------------------------------------------------- Stem #4 9.00 --------------------------------------------------------------------------------------------------------------- 4.17 Horizontal reinforcement Element Diameter Nr @ Position [in] ------------------------------------------------------------------------------------------------ ------------------------------------------------------------------------------------------------ Assumptions Active pressures calculation method Equivalent fluid pressure Use resistant soil pressures for overturning Passive Calculation method for lateral soil pressures Boussinesq Calculation method for soil bearing pressures Hansen Use vertical component of soil pressures for overturning No Use vertical component of soil pressures for sliding No Use vertical component of soil pressures for bearing No Frost depth 0.00 [ft] Undermining depth 0.00 [ft] RESULTS: Status OK i i Calculation of resisting forces Description Force Distance Moment --------------------------------------------------------------------------------------------------------------------------------------------------- [Kip] IN [Kip*ft] W eight of soil over heel (W 1) 0.22 1.64 0.36 Weight of soil over toe (W5) 0.04 0.34 0.01 Stem weight (W7) 0.32 0.99 0.31 Base weight (W9) 0.30 0.99 0.29 Stem axial load (DL) 0.13 0.99 0.13 Stem axial load (LL) --------------------------------------------------------------------------------------------------------------------------------------------------- 0.02 0.99 0.02 Total 1.02 1.13 Toe horizontal soil pressure against sliding (Pp) 0.23 0.11 0.03 Toe horizontal soil pressure against overturning (Pp) --------------------------------------------------------------------------------------------------------------------------------------------------- 0.23 0.50 0.11 Calculation of destabilizing forces Description Force Distance Moment [Kip] IN [Kip*ft] --------------------------------------------------------------------------------------------------------------------------------------------------- Heel horizontal soil pressure (Pah) 0.40 1.33 0.53 Seismic load (Pe) --------------------------------------------------------------------------------------------------------------------------------------------------- 0.02 2.40 0.04 Global stability Allowable safety factor for overturning 1.25 Allowable safety factor for sliding 1.25 Minimum additional safety factor for soil pressures 1.00 Load case qmax qa Soil Pres. RM OTM Overt. Res F Slid F [Lb/ft2] [Lb/ft2] SF [Lb*ft] ---------------------------------------------------------------------------------------------------------------------------------------------------- [Lb*ft] SF [Kip] [Kip] S1 975.09 1500.00 1.54 1238.91 ---------------------------------------------------------------------------------------------------------------------------------------------------- 533.33 2.32 0.58 0.40 Bending and Shear Per element Element: Toe Page4 41 of 56 Station [Kip] Nr. Dist ------------------------ 1 0% 2 10% 3 42 of 56 Station d Mu[Lb*ft] O*Mn[Lb*ft] 40% Asreq [in2] Asprov [in2] sb [in] Mu/(�*Mn) Nr. Dist [in] neg ------------------------------------------------------------------------------------------------------------------------------------------------------- pos neg pos ext int ext int ext int 1 0% 12.00 -63.57 275.58 -3600.00 3600.00 0.00 0.00 0.00 0.00 0.08 2 10% 12.00 -51.50 226.24 -3600.00 3600.00 0.00 0.00 0.00 0.00 0.06 3 20% 12.00 -40.69 181.15 -3600.00 3600.00 0.00 0.00 0.00 0.00 0.05 4 30% 12.00 -31.15 140.52 -3600.00 3600.00 0.00 0.00 0.00 0.00 - 0.04 5 40% 12.00 -22.89 104.59 -3600.00 3600.00 0.00 0.00 0.00 0.00 0.03 6 50% 12.00 -15.89 73.56 -3600.00 3600.00 0.00 0.00 0.00 0.00 0.02 7 60% 12.00 -10.17 47.68 -3600.00 3600.00 0.00 0.00 0.00 0.00 0.01 8 70% 12.00 -5.72 27.16 -3600.00 3600.00 0.00 0.00 0.00 0.00 0.01 9 80% 12.00 -2.54 12.22 -3600.00 3600.00 0.00 0.00 0.00 0.00 0.00 10 90% 12.00 -0.64 3.09 -3600.00 3600.00 0.00 0.00 0.00 0.00 0.00 11 100% 12.00 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 0.00 0.00 -3600.00 3600.00 0.00 0.00 0.00 0.00 0.00 C 0% 12.00 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------- -63.57 275.58 -3600.00 3600.00 0.00 0.00 0.00 0.00 -- 0.08 Maximum allowed spacing between bars 18.00 [in] Base transverse reinforcement: Top reinforcement 0.00 [in2] Bottom reinforcement 0.00 [in2] Minimum shrinkage and temperature reinforcement 0.29 [in2] Station [Kip] Nr. Dist ------------------------ 1 0% 2 10% 3 20% 4 30% 5 40% 6 50% 7 60% 8 70% 9 80% 10 90% 11 100% C 0% ---------------------- [Kip] •------------------------------------------------------------------------------- [Kip] [Kip] 0.77 10.80 8.10 0.09 0.71 10.80 8.10 0.09 0.64 10.80 8.10 0.08 0.57 10.80 8.10 0.07 0.50 10.80 8.10 0.06 0.43 10.80 8.10 0.05 0.35 10.80 8.10 0.04 0.27 10.80 8.10 0.03 0.18 10.80 8.10 0.02 0.09 10.80 8.10 0.01 0.00 ---------------------- 10.80 8.10 0.00 0.77 ------------------------------------------------------------------------------- -------------------------------------------------------- 10.80 8.10 0.09 Pages TOE:: Diagrams vu - Phi-Vn aom vf 4-0 4 '*Aa 4i 01. ® vu ❑ Phi-Vn 43 of 56 r-mmeni: neei Dist [Kip] ------- --------------------------- [Kip] . -•• [Kip] .,.,ty� .,1) 1 0% 0.45 ------------------- 10.80 Station Nr. Dist d [in] Mu[Lb*ft] neg O*Mn[Lb*ft] 0.41 Asre m2 4 [ ] As rov P int [ ] * sb [in] Mu/(� Mn) -------------------------------------------------- pos neg pos ext int ext int ext int 1 0% 2 12.00 -150.77 0.00 -3600.00 - ---- - - ------------------------------------------------------------ 3600.00 0.00 0.00 0.00 0.00 10% 3 12.00 -122.13 0.00 -3600.00 3600.00 0.00 0.00 0.00 0.00 0.04 20% 12.00 -96.49 0.00 -3600.00 3600.00 0.00 0.00 0.00 0.00 0.03 4 30% 5 12.00 -73.88 0.00 -3600.00 3600.00 0.00 0.00 0.00 0.00 0.03 40% 6 12.00 -54.28 0.00 -3600.00 3600.00 0.00 0.00 0.00 0.00 0 02 50% 7 12.00 -37.69 0.00 -3600.00 3600.00 0.00 0.00 0.00 0.00 0 02 60% 8 0 12.00 -24.12 0.00 -3600.00 3600.00 0.00 0.00 Q• 00 0.00 0.01 70 /0 9 12.00 -13.57 0.00 -3600.00 3600.00 0.00 0.00 0.00 0.00 -- __ 0.01 80% 10 12.00 -6.03 0.00 -3600.00 3600.00 0.00 0.00 0.00 0.00 0.00 I 90% 11 12.00 -1.51 0.00 -3600.00 3600.00 0.00 0.00 0.00 00 0.00 100/0 12.00 0.00 0.00 -3600.00 3600. 00 0. 00 0.00 0.0 0 0.00 0.00 -------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- __ -- 0.00 C 0% 12.00 -150.77 0.00 -3600.00 3600.00 0.00 0.00 0.00 0.00 ------------------------------------ - 0.04 Maximum allowed spacing between bars ----------------------------- -------------------------------------------- ------------• j 18.00 [in] Nr. Dist [Kip] ------- --------------------------- [Kip] . -•• [Kip] .,.,ty� .,1) 1 0% 0.45 ------------------- 10.80 --------------- 8.10 ---- 0.06 2 10% 0.41 10.80 8.10 0.05 3 20% 0.36 10.80' 8.10 0.04 4 30% 0.32 10.80 8.10 0.04 5 Fcno. 40% 0.27 ...... 10.80 8.10 0.03 r 44 of 56 7 60% 8 70% 9 80% 10 90% 11 100% ---------------------- C j---------------------- i i 0% 0.18 10.80 0.14 10.80 0.09 10.80 0.05 10.80 0.00 10.80 ---------------------------- 0.45 ---------------------------- 10.80 HEEL: , Diagrams Vu - Phi`Vn In] vu 13 PhPIVn 8.10 0.02 8.10 0.02 8.10 0.01 8.10 0.01 8.10 0.00 ------------------------------- 8.10 ------------------------------- 0.06 Element: Stem (Block 1, Masonry) Station d M [Lb -ft] Ma Asreq Asprov P Pa Bending No. ------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Dist [in] neg pos [Lb -ft] [in2] [in2] [Kip] [Kip] ratio 1 0% 4.63 0.00 225.00 438.57 0.03 0.05 0.15 33.62 0.51 2 10% 4.63 0.00 152.11 394.72 0.02 0.05 0.15 33.62 0.39 3 20% 4.63 0.00 96.96 350.86 0.01 0.05 0.15 33.62 0.28 4 30% 4.63 0.00 57.07 307.00 0.01 0.05 0.15 33.62 0.19 5 40% 4.63 0.00 29.96 263.14 0.01 0.05 0.15 33.62 0.11 6 50% 4.63 0.00 13.18 219.29 0.00 0.05 0.15 33.62 0.06 7 60% 4.63 0.00 4.23 175.43 0.00 0.05 0.15 33.62 0.02 8 70% 4.63 0.00 0.67 131.57 0.00 0.05 0.15 33.62 0.01 9 80% 4.63 0.00 0.00 87.71 0.00 0.05 0.15 33.62 0.00 10 90% 4.63 0.00 0.00 43.86 0.00 0.05 0.15 33.62 0.00 11 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 100% 4.63 0.00 0.00 0.00 0.00 0.05 0.15 33.62 0.00 45 of 56 Station No. Dist 1 0% 2 10% 3 20% 4 30% 5 40% 6 50% 7 60% 8 70% 9 80% 10 90% 11 ----------------------- 100% V Va [Kip] [Kip] ---------------------------- 0.23 2.15 0.17 2.15 0.13 2.15 0.09 2.15 0.06 2.15 0.03 2.15 0.02 2.15 0.00 2.15 0.00 2.15 0.00 2.15 0.00 ---------------------------- 2.15 Wa 0.10 0.08 0.06 0.04 0.03 0.02 0.01 0.00 0.00 0.00 0.00 STEM:: Diagrams V - Va r '1 ®V Elva 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. * 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. I. Page8 - - - I 46 of 56 * Asprov is the provided reinforcement, considering the reduction due to the development length as described previously. Current Date: 6/1/2017 1:25 PM r. g . a Filename: \\RGA NAS\RGAProiects\RGA Projects\Projects 2017\17-803 Cash Bateman Addition\4.3 CD Structural Calcs\8' Restrained Retaining Wall.&�t r i j i 16 in 1.3 WL LL=187 Lb/ft Base Soil:' ' Soil1 U.W.=105 Lb/ft3 U.W.=110 Lb/ft3 Phi=30° Phi=30° c=0 Lb/ft2 c=4 Lb/ft2 Soil1= 8.34 ft Current Date: 6/1/2017 1:24 PM r. g a File name: \\RGA NAS\RGAProjects\RGA Prpjects\Projects 2017\17-803 Cash Bateman Addition\4.3 CID Structural Calcs\8' Restrained Retaininq Wall.-�f Rr, @ 16 in 7.75 ft IF 1.09 ft IF 7.75 ft 1 7ft 1.33 ft 49 of 56 Current Date: 6/1/2017 1:25 PM r • g • a File name: \\RGA_NAS\RGAProjects\RGA Projects\Projects 2017\17-803 Cash Bateman Addition\4.3 CD Structural Calcs\8' Restrained Retaining W all.rtw\ Desire Reseits Retaining wall GENERAL INFORMATION: Design Code ACI 318-2011, ACI 530-05 Geometry Wall type Restrained Tt Df Tt Kd Btl Kw Retained height H Base depth Df Top toe length Ttl Bottom toe length Btl Top heel length Thl Base material Stem thickness at base Bt Stem blocks number Block Thickness [in] ----------------------------------------------------- 1 7.63 ----------------------------------------------------- Materials Description Concrete, f Steel, fy Elasticity modulus Unit weight 7.00 [ft] Wall height above retained soil Hf 1.34 [ft] Use key 1.70 [ft] Toe thickness Tt 1.75 [ft] 1.00 [ft] Heel thickness Ht C 2.5-60 7.63 [in] 1 Height Material IN ---------------------------------------------------------- 8.00 CMU 1.5-60 ---------------------------------------------------------- C 2.5-60 2.50 [Kip/in2] 60.00 [Kip/in2] 3122.02 [Kip/in2] 0.15 [Kip/ft3] Pagel 1.00 [ft] No 1.33 [ft] 1.33 [ft] 50 of 56 Description CMU 1.5-60 Masonry, F'm 1.50 [Kip/in2] Steel, Fs 32.00 [Kip/in2] Elasticity modulus 1350.00 [Kip/in2] Unit weight 0.14 [Kip/ft3] Grouting type Full grouting i 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] II [Lb/ft2] wall/soil Base Soil 0.11 0.14 30.00 0.00 16.70 -- Soil1 0.11 ---------------------------------------------------------------------------------------------------------------------------------------------------- -- 30.00 0.00 0.00 0.45 Loads: Stem axial load (DL) 0.37 [Kip] Stem axial load (LL) 0.19 [Kip] Load conditions included in the design: Service Load Combinations: S1 = DL+H+LL Strength Design Load Combinations: R1 = 1 ADL 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 Allowable Stress Design Load Combinations: Al = DL+LL+H Steel reinforcement bars: Stem free cover 0.17 [ft] Base free cover 0.25 [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 Hook1 Hook2 [in] ----------------------------------------------------------------------------------------------------------------------------------------------------------------------- [ft] [ft] Stem #4 16.00 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------- Int. 3 -1.08 7.75 Yes No Development and splice lengths Paget i Element Diameter Ld Ldh L. Splice L. total [in] [in] [in] IN -------------------------------------------------------------------------------------------------------------- Stem #4 13.00 8.83 --------------------------------------------------------------------------------------------- Horizontal reinforcement Element Diameter Nr @ Position [in] --------------------------------------------------------------------------------------------- --------------------------------------------------------------------------------------------- Assumptions Active pressures calculation method Calculation method for lateral soil pressures Calculation method for soil bearing pressures Frost depth Undermining depth RESULTS: Status OK Calculation of resisting forces F 4 At rest Boussinesq Hansen 0.00 [ft] 0.00 [ft] 51 of 56 `14 Description Force Distance Moment j [Ki p] IN ] [ Ki p*ft] ---------------------------------------------------------------------------------------------------------------------------------------------------- W eight of soil over heel (W1) 0.77 2.84 2.18 Weight of soil over toe (W5) 0.00 0.85 0.00 Stem weight (W7) 0.69 2.02 1.39 Base weight (W9) 0.67 1.67 1.11 Stem axial load (DL) 0.37 2.02 0.74 Stem axial load (LL) 0.19 2.02 0.38 --------------------------------------------------------------------------------------------------------------------------------------------------- i Total ------------------------------------------------------------------------------------------------------------------------ 2.68 -------------------------- 5.80 Calculation of destabilizing forces Pa9 e3 u• 52 of 56 Description Force Distance Moment ---------------------------------------------------------------------------------------------------------------------------------------------------- [Kip] Ift] [Kip*ft] Heel horizontal soil pressure (Pah) 1.72 2.78 4.77 Seismic load (Pe) ---------------------------------------------------------------------------------------------------------------------------------------------------- 0.13 5.00 0.64 Global stability Minimum additional safety factor for soil 'pressures 1.00 Load case qmax qa Soil Pres. RM OTM Overt. Res F Slid F Slid. Deft [Lb/ft2] -------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- [Lb/ft2] SF [Lb -ft] [Lb*ft] SF [Kip] [Kip] SF [in] S1 1486.65 -------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 1500.00 1.01 N.A. N.A. Bending and Shear per element Element: Toe Station d Mu[Lb*ft] �*Mn[Lb*ft] Asreq [in2] Asprov [in2] sb [in] Mu/(�*Mn) Nr. Dist [in] -------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- neg pos neg pos ext int ext int ext int 1 0% 16.00 -405.52 1554.63 -6400.00 6400.00 0.00 0.00 0.00 0.00 - 0.24 2 10% 16.00 -328.47 1256.57 -6400.00 6400.00 0.00 0.00 0.00 0.00 0.20 3 20% 16.00 -259.54 990.74 -6400.00 6400.00 0.00 0.00 0.00 0.00 0.15 4 30% 16.00 -198.71 756.92 -6400.00 6400.00 0.00 0.00 0.00 0.00 -- 0.12 5 40% 16.00 -145.99 554.92 -6400.00 6400.00 0.00 0.00 0.00 0.00 0.09 6 50% 16.00 -101.38 384.53 -6400.00 6400.00 0.00 0.00 0.00 0.00 0.06 7 60% 16.00 -64.88 245.57 -6400.00 6400.00 0.00 0.00 0.00 0.00 0.04 8 70% 16.00 -36.50 137.84 -6400.00 6400.00 0.00 0.00 0.00 0.00 0.02 9 80% 16.00 -16.22 61.13 -6400.00 6400.00 0.00 0.00 0.00 0.00 0.01 10 90% 16.00 -4.06 15.25 -6400.00 6400.00 0.00 0.00 0.00 0.00 0.00 11 100% 16.00 0.00 0.00 -6400.00 6400.00 0.00 0.00 0.00 0.00 0.00 -------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- C 0% 16.00 -405.52 1554.63 -6400.00 6400.00 0.00 0.00 0.00 0.00 0.24 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Maximum allowed spacing between bars 18.00 [in] Base transverse reinforcement: Top reinforcement 0.00 [in2] Bottom reinforcement 0.00 [in2] Minimum shrinkage and temperature reinforcement 0.38 [in2] Station Nr. Dist 1 0% 2 10% 3 20% 4 30% 5 40% 6 50% 7 60% 8 70% 9 80% 10 90% 11 100% C 0% Vu VC O*Vn Vu/(O*Vn) [Kip] ------------------------------------------------------------------------------- [Kip] [Kip] 1.85 15.60 11.70 0.16 1.66 15.60 11.70 0.14 1.47 15.60 11.70 0.13 1.28 15.60 11.70 0.11 1.10 15.60 11.70 0.09 0.91 15.60 11.70 0.08 0.73 15.60 11.70 0.06 0.54 15.60 11.70 0.05 0.36 15.60 11.70 0.03 0.18 15.60 11.70 0.02 0.00 15.60 11.70 0.00 ---------------------- 1.85 -------------------------------------------------------- 15.60 11.70 0.16 TOE:: Diagrams Vu - Phi*Vn := x ; ® Vu D 'Phi*Vn 53 of 56 Element: Heel Station d Mu[Lb*ft] �*Mn[Lb*ft] Asreq [in2] Asprov [in2] sb [in] Mul(�*Mn) Nr. Dist [in] neg pos neg pos ext int ext int ext int -------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 1 0% 16.00 -678.83 271.57 -6400.00 6400.00 0.00 0.00 0.00 0.00 0.11 2 10% 16.00 -549.85 220.52 -6400.00 6400.00 0.00 0.00 0.00 0.00 - 0.09 3 20% 16.00 -434.45 174.67 -6400.00 6400.00 0.00 0.00 0.00 0.00 0.07 4 30% 16.00 -332.63 134.06 -6400.00 6400.00 0.00 0.00 0.00 0.00 0.05 5 40% 16.00 -244.38 98.73 -6400.00 6400.00 0.00 0.00 0.00 0.00 0.04 6 50% 16.00 -169.71 68.73 -6400.00 6400.00 0.00 0.00 0.00 0.00 0.03 7 60% 16.00 -108.61 44.10 -6400.00 6400.00 0.00 0.00 0.00 0.00 0.02 8 70% 16.00 -61.09 24.86 -6400.00 6400.00 0.00 0.00 0.00 0.00 - 0.01 9 80% 16.00 -27.15 11.08 -6400.00 6400.00 0.00 0.00 0.00 0.00 - 0.00 10 90% 16.00 -6.79 2.78 -6400.00 6400.00 0.00 0.00 0.00 0.00 0.00 11 100% 16.00 0.00 0.00 -6400.00 6400.00 0.00 0.00 0.00 0.00 0.00 C 0% 16.00 -678.83 271.57 -6400.00 6400.00 0.00 0.00 0.00 0.00 0.11 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Maximum allowed spacing between bars 18.00 [in] Pages Nr. Dist :- [Kip] [Kip] [Kip] 0.01 1 0% 1.36 15.60 11.70 0.12 2 10% 1.22 15.60 11.70 0.10 3 20% 1.09 15.60 11.70 0.09 4 30% 0.95 15.60 11.70 0.08 5 40% 0.81 15.60 11.70 0.07 6 50% 0.68 15.60 11.70 0.06 7 60% 0.54 15.60 11.70 0.05 8 70% 0.41 15.60 11.70 0.03 9 80% 0.27 15.60 11.70 0.02 10 90% 0.14 15.60 11.70 0.01 11 100% 0.00 15.60 11.70 0.00 C 0% --- 1.36 ----- 15.60 ------ 11.70 - ---- 0.12 ------ ® Vu El Phi-Vn Element: Stem (Block 1, Masonry) Station d M [Lb -ft] Ma Asreq Asprov P Pa Bending No. Dist ------------------------------------------------------------------------------------------------------------------------------------------------------------------------" [in] neg pos [Lb -ft] [in2] [in2] [Kip] [Kip] ratio 1 0% 4.63 0.00 1254.70 1402.05 0.13 0.15 0.55 30.96 0.89 2 10% 4.63 0.00 553.74 1402.05 0.06 0.15 0.55 30.96 0.39 3 20% 4.63 0.00 49.20 1402.05 0.01 0.15 0.55 30.96 0.04 4 30% 4.63 -284.27 0.00 770.77 0.06 0.15 0.55 30.96 0.37 5 40% 4.63 -472.01 0.00 770.77 0.09 0.15 0.55 30.96 0.61 6 50% 4.63 -539.37 0.00 770.77 0.10 0.15 0.55 30.96 0.70 7 60% 4.63 -511.69 0.00 770.77 0.10 0.15 0.55 30.96 0.66 Page6 54 of 56 STEM:: Diag,rams'M - Ma ® M El Ma Station V Via Wa No. Dist [Kip] [Kip] -------------------------------------------------------------------------------------------- 1 0% 1.01 2.15 0.47 2 10% 0.75 2.15 55 of 56 3 20% 0.52 2.15 0.24 4 30% 0.32 2.15 0.15 8 70% 4.63 -414.31 0.00 770.77 0.08 0.15 0.55 30.96 0.54 9 80% 4.63 -272.58 0.00 734.81 0.06 0.15 0.55 30.96 0.37 10 90% 4.63 -111.78 0.00 367.41 0.05 0.15 0.55 30.96 0.30 11 100% ------------------------------------------------------------------------------------------------------------------------------------------------------------------------ 4.63 0.00 0.00 0.00 0.00 0.15 0.55 30.96 0.00 STEM:: Diag,rams'M - Ma ® M El Ma Station V Via Wa No. Dist [Kip] [Kip] -------------------------------------------------------------------------------------------- 1 0% 1.01 2.15 0.47 2 10% 0.75 2.15 0.35 3 20% 0.52 2.15 0.24 4 30% 0.32 2.15 0.15 5 40% 0.15 2.15 0.07 6 50% 0.02 2.15 0.01 7 60% 0.08 2.15 0.04 8 70% 0.15 2.15 0.07 9 80% 0.19 2.15 0.09 10 90% 0.20 2.15 0.09 11 -------------------------------------------------------------------------------------------- 100% 0.00 2.15 0.00 ®V 11 Via Notes * The soil beneath the wall is considered elastic and homogeneous. A linear variation Of pressures is adopted. Page7 56 of 56 * 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. * 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 BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING Submit completed form in person orby CONSTRUCTION DEBRIS RECOVERY FINAL REPORT Butt tC Final inspection will not be scheduled until completed report submitted Butte County Development Services - Building AVN: 7 County Center Drive Building Permit # " Oroville, CA 95965 Owner Name Owner Phone: ( } Jobsite Address: Project Type: D Construction D Demolition Jobsite Contact:..... Company: Jobsite Phone: ( } MATERIAL Reuse Recycle Disposal Tonna a Tonna a Tonna e ACTUAL FACILITIES/SERVICE PROVIDERS USED Inert Material (Concrete, asphalt) Lumber Plant/Tree Debris Dry Wall Metal Cardboard Other: Other: Total tons of material disposed of (not recycled or reused) Total tons of material not disposed (either recycled of reused) Attach copies of weight receipts, gate tags, or other verifying information for all materials Percent recycled/reused % that were reused, recycled or disposed. Please sign indicating that the above information is true and correct to the best of your knowledge: Applicant: (Owner or Contractor): _ Date: .. .. _ Circle which Final Report returned with comments: (Initial) Date: Final Reportapproved: (Building Inspector) �arv�oR,xENt<�5 Date: Submit completed form in person or by BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING mail or fax to:Butte County Development Services- CONSTRUCTION County CONSTRUCTION DEBRIS RECOVERY bP`AN: Pre -Construction- Buildinty Center Drive Building permit will not be p p Oroville, CA 95965 APN: Building Permit # Phone: (530)538-7601 Fax: (530)538-2140 Owner Name: Owner Mailing Address: _ Owner Phone:( ) Jobsite Address: Project Sq. Ft.: Project Type: ','I Construction i Demolition Jobsite Contact: Company: Jobsite Phone: ( ) Brief description of project: By signing below, I acknowledge that I am responsible for complying with the requirements of Ordinance 2006-3925 (Chapter 31 Article Vll) related to recovery of construction and demolition debris and the lack of compliance may result in delays in issuance of building/demolition permit(s), hold on final inspections) andlor penalties, Applicant: Date: 10wner I Contractor) Sicinature: (Circle) 1 Reuse Recycle Dispose FACILITIESISERVICE PROVIDERS TO BE USED 3 MATERIAL Inert Material (Concrete, asphalt) Lumber Plant/Tree Debris Dry Wall Metal Cardboard Other: Other: Recovery Plan approved: Date:_ (Building Division) Please refer to the Butte County online Recycling Directory for local recycling service providers at:www.RecycleButte.n.et. pry[yGPWNS SWIM t n ButteCounty Building Department DEYEtOPMENT SERVICES California Green Building Standards Code Residential VOC Checklist VOC COMPLIANCE CERTIFICATION ADHESIVE (NONE O) MANUFACTURER CALGreen LIMIT' ACTUAL VOCs, SEALANT (NONE 0) MANUFACTURER CALGreen ACTUAL VOCs ARCHITECTURAL COATINGS (NONE' O) MANUFACTURER CALGreen ACTUAL VOCs FORMALDEHYDE COMPLIANCE CERTIFICATION PRODUCT (NONE 0) MANUFACTURER CURRENT LIMIT ACTUAL Hardwood plywood veneer core 0.05 Hardwood plywood composite core 0.08 Particleboard 0.09 Medium density fiberboard 0.11 Thin medium density fiberboard - 0.21 All Carpet installed in the building interior meets the testing and product requirements of the following (check one) 0 Carpet and Rug Institute's Green Label 0 California Department of Public Health Standard Practice for the testing of VOCs 0 NSFtANS1140 at the Gold Level 0 Scientific Certifications Systems Indoor Advantagerrf Gold 0 No carpet installed on this project I certify that the information provided on this form is accurate and that the materials used on this project comply with Section 4.504 (Residential) or 5.504 (Non -Residential) of the 2010 California Green Building Standards Code. Print name 'See other side of page for VOC limits Signature Date OEVEIOfMENY5ERV1tES TABLE 4.504.3 VOC CONTENT LIMITS FOR ARCHITECTURALCOATINGSz •I TABLE 4.504.1 Grams of VOC per Liter. of Coating. Less ADHESIVE VOCLIMJJU Water and Less Exem t Com ounds Zees Water and Leas Exempt Com ounds in Grams r Lifer COATING CATEGORY EFFECTIVE 11112010 EFFECTIVE _ I111201 Bat coatin s 50 111 Nt>thbt coatings,� n)O _ R • br 716or od1• c:.Iv Nonoat-bi¢I gloss coatings. 150 SO S fltalt\'Coadnas' 65 VCT and asphalt file ooMshcs Drvwnlland rair" Aluminum roofcoatings 400. Soo 760 B rnent&pedaltyoc.ttini 400 Structuralgkuin;t'gdhesiv RitumiMU$ roofcoatingf, 50 2:0 Bituminous roof rimers J50 SPECIAITV APPUCAIIOf B cD-rxc1 350 10 CORcretc cudog compounds 350 Pbstil.u.-m'crr weldin Concrdelnmsonry sealers 100 0 Driveway sealer.; 90 S is I:Nw]TI669 trsCr.sd 5.ive Dry foo continua ISO Faux tini hing coo ' s 350 td ST'kATE' p clRc APPUC TIONS Fire resistivecoori.op, ).50 3, . Floorcontinn - - 100 Porous iraleiinl ie Piwoodl FOMIcicasccom ands 250 .n Cii'10 bicwts 'Cs njxijmll) -Soo ... . HIRlito Jlt etarm co do __.. Indu. hi31 maideMincecc.alinlll 420 2SO Low solidsc<IOt;ltn' - 120 Magnesite 450 Ma<ttic textucn. i .,.... .1100... Metallic Pbmtented cootini 500 Multiooloreoa 250 tmcntWusil rlmetS 420 Primel!i.sealers:andundca:ootc:cs 100 Relldive penetratingst•4n.i iso Recycled coatin s ,. 250 Roofcool' s 110 Ru"stprevenllltivo coniiriJ111 400 2SO Shelllf Cl10 O ue ss0 SPcXciIIIty primers,sealers andundeJCoaters 3.50 100 Srains 2SO St000 COUI>Oiidants 450 Swimming pool coatings 3 -UL Traffic marking: coatinlii 100 TUb Wd the n: finish COAtings 420 Warerpnxum memhrllncs 250 Woodcoalinas :1.75 Wold J fvnih•i:s 350 Zino-rid!pruners 340 L Gnun.o; t.»VOC per liter of coating including water and including exempt compounds. 2. Thespecifiedlimilil remaininctiect unles.revised limits an: li.Medinsubs. l- qucnt columns in the table. 3. Values in this tnble are derived from thoe tpecified by the California Air RL'St\tuces Board, Arehitecruml Coatings Suggcs.tedC.onlrnl Measure, February L, 2008. More information is mmilobl" front the Air R"sauna. "1> Boord. ARCKnECTURALAPPUCAnOHS 1. If CURRENTVOCUNJT ind6PrU1At(1ndhesil es ) Yl 7utdnorrill ai'"'1' '_. 111 Wew.wl ` init a.I i,-.- 100 R • br 716or od1• c:.Iv 6- Subtloor adh. VCs SO Cc nuni" till, 65 VCT and asphalt file ooMshcs Drvwnlland rair" 1 CtWe bme a esive Soo 760 Mui0rin olle'co: eE1NClion ildh i ro 7iJ Structuralgkuin;t'gdhesiv J00 Silft%la 4:NWmc, r.lembr�wo lli-cm 2:0 Orlter ac': t -: sttoi s.:a:fl<:Allv li tal S- SPECIAITV APPUCAIIOf P\'C weldinA 10 AHS %ddillll lZU Pbstil.u.-m'crr weldin 1 250 dhemi'"rrhi < ' IxAstic _; .. 0 C -:n tlli. v' 80 S is I:Nw]TI669 trsCr.sd 5.ive Strucwnl wood -member ndlleslve TcPnlld trltn Allies= (^� td ST'kATE' p clRc APPUC TIONS Mthd tom@1111. 3, . Pbstic ft>ams 50 Porous iraleiinl ie Piwoodl 50 w-wd. - . .n FiSes n:1: >-s so - o I.If on Ult-ivc.'"11-t In l-oosd CL.:.'tih 7 Qtb'itnallilt:tmjnher, We ocil•.,.;iv" _..__..------1VilAtlsc:hillha3l--YOGWIIIGIIIalball-bee6luws:r--------- _ ___.. __.. 2.Fotudditicrsfiliifinaatton =--�metho:lntomVOCcont.mt .':ifedinLblslllble.seeSour!ICoastAirQlulityMaruv<ntDi.str.Cl W04468-.: . TABLE 4.50:1.2 SEALANT VOCUMIT Lese W:ator and LGcv Exompt Compounds in Grams per Utor ' SEALANTS CURRENTVOC LIMIT AR:hitecruml 2SO Marine deck' Nan,;..•,.:hnon d IUO( 760 -3 U<Itt&mo 7iU SIM! 11'-nb:m>fr.trmhr.u'tr 4\0 Olher .420 SEALANT PRNERS Arclilli,'Clund .. Nmp,rr.aut POlrut 2.0 117S Modiil bitwruaous crI" deck Soo 760 U bcr J Department of Development Services Building Division 7 County Center Drive Oroville, CA 95965 MAIN (530) 538-7601 FAX (530) 538-7785 SPECIAL INSPECTION NOTE For Building Permit # BIVI-7 -1161 , Assessor's Parcel # 0-7 2- -S 0'--> - L931 Special Inspections - 2013 California Building Code section 1701: In addition to the inspections required by Section 108, the owner or engineer or architect of record acting as the owner's agent shall employ one or more special inspectors who shall provide inspections during construction on the types of work listed under Section 1701.5. The special inspector shall be a qualified person who shall demonstrate competence, to the satisfaction of the building official, for inspection of the particular type of construction or operation requiring special inspection. Duties and Responsibilities of the Special Inspector: 1. The special inspector shall observe the work assigned for conformance with the approved design, drawings and specifications. 2. The special inspector shall furnish inspection reports to the building official and the engineer or architect of record. All discrepancies shall be brought to the immediate attention of the contractor for correction, then, if uncorrected, to the proper design authority and to the building official. 3. The special inspector shall submit a final signed report to the Butte County Building Division stating whether the work requiring special inspection was, to the best of his or her knowledge, in conformance with the approved plans and specifications and the applicable provisions of this code. 4. The special inspector shall advise the contractor that Butte County Building Division inspections cannot be delegated to him or her, so inspections must also be made by the Butte County Building Division. 5. Any change in special inspection firms made after permit issuance shall be approved by the Butte County Building Division prior to the new firm performing any inspections. 6. Special inspections are in addition to the regular inspections performed by the Butte County Building Division. Butte County inspection approval and sign off is not to be construed as authorization to proceed with work which obscures, covers or otherwise prevents proper special inspection. Special Inspection is required for the following items: ❑ Reinforced Concrete (Taking of test specimens, placement of reinforcing and placing of concrete). ❑ Structural Masonry ❑ High Strength Bolting ❑ 7 Welding 9 Bolts Installed in Concrete V C� i�tT 't 0vr, ❑ Other: Name of Special Inspection Company: CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD BUTTE Project Name: Bateman Addition Calculation DateMme: 17:37, Wed, Apr 26, 2017 COUNTY Calculation Description: Ex HVAC Altered DHW Input File Name: Bateman Addifionxibd16 JUN 12 2017i CFiR-PRF-01 Page I of 8 GENERAL INFORMATION DEVELOPMENT 01 Project Name Bateman Addition SERVICES COMPLIANCE RESULTS 01 Building Complies with Computer Performance 02 This building Incorporates features that require quire field testing and/or ve"Acition by a certified HERS rater under ,the supervision of a CEC-approved HERS provider. 03 This building incorporates one dirmore Special F"t6r4ihow''n befoW"- .�> ENERGY USE SUMMARY 04 06 06 07 02 Calculation Description Addition 225 ft2 Standard Design Proposed Design Compliance Margin 03 Project Location 94 Stringtown Rd 26.84 26.03 0.81 04 City Oroville ca 05 Standards Version Compliance 2017 06 Zip Code 95966 07 Compliance Manager Version BEMCmpMgr 2016.2.1 (695) 08 Climate Zone CZI1 09 Software Version CBECC-Res 2016.2.1 (868) 10 Building Type Single Family 11 Front Orientation (deg/Cardinal) 90 12 Project Scope Addition and/or Alteration 13 Number of Dwelling Units 1 14 Total Cond. Floor Area (ft2) 3754 Is Number of Zones 2 16 Slab Area (ft2) 1576 17 Number of Stories 2 18 Addition Cond. Floor Area 468 19 Natural Gas Available No 520- Addition Slab Area (ft2T)O 21 Glazing Percentage COMPLIANCE RESULTS 01 Building Complies with Computer Performance 02 This building Incorporates features that require quire field testing and/or ve"Acition by a certified HERS rater under ,the supervision of a CEC-approved HERS provider. 03 This building incorporates one dirmore Special F"t6r4ihow''n befoW"- .�> REQUIRED SPECIAL FEATURES The following are features that must be installed as condition for meeting the modeled energy performance for this computer analysis. • Non-standard duct location (any location other than attic) Registration Number 217-P010137400A-000-000-0000000-0000 Registration Date/1"ime: 2017-04-2617:46:51 HERS Provider. CalCERTS Inc. CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-02172017-695 Report Generated at: 2017-042617:38:40 ENERGY USE SUMMARY 04 06 06 07 08 Energy Use (kTDV/ft2-yr) Standard Design Proposed Design Compliance Margin Percent Improvement Space Heating 26.84 26.03 0.81 3.0% Space Cooling 80.90 78.59 2.31 2.9% IAQ Ventilation 0.00 0.00 0.00 0.0% Water Heating 14.26 14.26 0.00 0.0% Photovoltaic Offset — 0.00 0.00 -- Compliance Compliance Energy Total 122.00 118.88 3.12 2.6% REQUIRED SPECIAL FEATURES The following are features that must be installed as condition for meeting the modeled energy performance for this computer analysis. • Non-standard duct location (any location other than attic) Registration Number 217-P010137400A-000-000-0000000-0000 Registration Date/1"ime: 2017-04-2617:46:51 HERS Provider. CalCERTS Inc. CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-02172017-695 Report Generated at: 2017-042617:38:40 CERTIFICATE OF COMPLIANCE RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Bateman Addition Calculation Date/Time: 17:37, Wed, Apr 26, 2017 Calculation Description: Fac HVAC Altered DHW Input File Name: Bateman Addition.ribd16 CFI R -PRF -01 Page 2 of 8 HERS FEATURE SUMMARY The following is a summary of the features that must be field -verified by a certified HERS Rater as a condition for meeting the modeled energy performance for this computer analysis. Additional detail is provided in the building components tables below. Buiiding4evel Verifications: • —None— Cooling System Verifications: • Minimum Airflow • Verified SEER • Refrigerant Charge HVAC Distribution System Verifications: • —None — Domestic Hot Water System Verifications: • — None — BUILDING - FEATURES INFORMATION 01 02 03 04 05 06 07 Project Name Conditioned Floor Area (ft2) Number of Dwelling Units Number of Bedrooms Number of Zones Number of Ventilation Cooling Systems Number of Water Heating Systems Bateman Addition 3754 1"` 3 2 0 1 ZONE INFORMATION 01 0203 , m.. 04 -'115 , . '` 06 07 Zone Floor Area ,Avg. Ceding . Zone Name Zone Type HVAC SystemName� (fk2) eight Water Heating System 1 Water Heating System 2 , House Conditioned HVAC System 3 3286 8 DHW System 3 Addition Conditioned HVAC System 2 468 8 DHW System 3 Registration Number. 217-P010137400A-000-000-0000000-0000 Registration DateMme: 2017-04-2617:46:51 CA Building Energy Efficiency Standards- 2016 Residential Compliance Report Version - CF1 R-02172017-695 ,..- -.rT� HERS Provider. CaICERTS inc. Report Generated at: 2017-04-2617:38:40 i CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Bateman Addition Calculation DatelTime: 17:37, Wed, , Apr 26 2017 Calculation Description: Ex HVAC Altered DHW Input File Name: Bateman Addition.ribd16 CFI R -PRF -01 Page 3 of 8 OPAQUE SURFACES 01 02 03 04 05 06 07 08 09 10 Name tone Construction Window & Door Tilt Azimuth Orientation Gross Area (fe) Area (ftz) (deg) Status Verified Existing Condition Ex Wall Front House Wall R-11 90 Front 466 50 90 Existing No Ex Wall Left House Wall R-11 180 Left 132 22 90 Existing No Ex Wall Back House Wall R-11 270 Back 960 406 90 Existing No Ex Wall Right House Wali R-11 0 Right 512 119 90 Existing No Ceiling (below attic) House Ceiling R-30 1719 Existing No Top Story Floor R-19 House Floor R-19 143 Existing No - Add Wall Front Addition Wall R-19 90 Front 200 20 90 New N/A Add Wall Left Addition Wail R-19 180 Left 208 30 90 New N/A Add Wall back Addition- Wall R-19 270 Baric 200 47 90 New N/A Addition Ceiling Addition R-38 Ceiling 468 New NIA Floor Over Crawlspace 2 AdditionFloor R-19 , p 468 New N/A ATTIC,. 01 05 06, 07 08 09 10 Name "I Construction" "type Roof Rise Roof ' Reflectance Roof Emitiance Radiant Barrier Cool Roof Status Verified Existing Condition Attic Asphalt Shingle Roof Ventilated 6 0.1 0.85 No No Existing No Addtn Attic Asphalt RB Ventilated 6 0.1 0.85 Yes No New No Registration Number: 217-P010137400A-000-000-0000000-0000 Registration Date/Time: 2017-04-2617:46:51 CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-02172017-695 HERS Provider: CaICERTS inc. Report Generated at: 2017-04-26 17:38:40 CERTIFICATEF O COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Bateman Addition Calculation Date/Time: 17:37, Wed, Apr 26, 2017 Calculation Description: Ex HVAC Altered DHW Input File Name: Bateman Addition.ribd16 CF1 R -PRF -01 Page 4 of 8 FENESTRATION /GLAZING 01 02 03 04 05 06 07 08 09 10 11 Name Surface (Orientation -Azimuth) Width(ft) Height (ft) Multiplier Area (ftp) U factor SHGC Exterior Shading Status Verified Existi Condition Ex F1 Ex Wail Front (Front -90) - - 1 9.0 0.65 0.65 Insect Screen (default) Existing No Ex F2 Ex Wall Front (Front -90) - - 1 15.0 0.65 0.65 Insect Screen (default) Existing No Ex F3 Ex Wall Front (Front -90) - 1 6.0 0.65 0.65 Insect Screen (default) Existing No Ex L1 Ex Wall Left (Left -180) - 1 16.0 0.65 0.65 Insect Screen (default) Existing No Ex L2 Ex Wali Left (Left -180) -- - 1 6.0 0.65 0.65 Insect Screen (default) Existing No Ex B1 Ex Wall Back (Back -270) - 1 32.0 0.65 0.65 Insect Screen (default) Existing No Ex B2 Ex Wail Back (Back -270) -- -- 1 53.0 0.65 0.65 Insect Screen (default) Existing No Ex B3 Ex Wall Back (Back -270) -- - 1 30.0 0.65 0.65 Insect Screen (default) Existing No Ex B4 Ex Wail r Back (Back -270) -- - 1 30.0 0.65 0.65 Insect Screen (default) Existing No Ex B7 Ex Wail Back (Back -270) - 1 53.0 0.65 0.65 Insect Screen (default) Existing No Ex B8 Ex Wall Back (Back -270) ._ X0.65 0.65 Insect Screen (default) Existing No Ex B9 Ex Wail Back (Back -279) 2---..' -- rt 1 # 0.65 Insect Screen (default) Existing No Ex B10 Ex Wall Back (Back -270),,,1 „15 D �O.fiS fi,65, ;, ,_ Insect Screen (default) Existing No Ex B11 Ex' Wall Back (Back 70) 4 �- A � ya 1, _ 15,0 -0.65 0.65 Insect Screen (default) Existing No Ex B12 Ex Wall Back (Back=270)" -- --- 1 15.0 0.65 0.65 Insect Screen (default) Existing No Ex B13 Ex Wall Back (Back -270) - 1 11.5 0.65 0.65 Insect Screen (default) Existing No Ex B14 Ex Wall Back (Back -270) --- - 1 11.5 0.65 0.65 Insect Screen (default) Existing No Ex B15 Ex Wall Back (Back -270) - - 1 11.5 0.65 0.65 Insect Screen (default) Existing No Ex B16 Ex Wall Back (Back -270) - -- 1 11.5 0.65 0.65 Insect Screen (default) Existing No Ex B17 Ex Wail Back (Back -270) -- - 1 20.0 0.65 0.65 Insect Screen (default) Existing No Ex B18 Ex Wall Back (Back -270) - - 1 20.0 0.65 0.65 Insect Screen (default) Existing No Ex R1 Ex Wall Right (Right -0) - 1 18.0 0.65 0.65 Insect Screen (default) Existing No Ex R2 Ex Wall Right (Right -0) - -- 1 18.0 0.65 0.65 Insect Screen (default) Existing No Ex R3 Ex Wall Right (Right -0) - - 1 42.0 0.65 0.65 Insect Screen (default) Existing No Ex R4 Ex Wall Right (Right -0) - - 1 21.0 0.65 0.65 Insect Screen (default) Existing No Add F4 Add Wail Front (Front -90) - - 1 20.0 0.30 0.22 Insect Screen (default) New N/A Add L3 Add Wall Left (Left -180) 1 15.0 0.32 0.25 Insect Screen (default) New N/A Add L4 Add Walt Left (Left -180) - 115.0 0.32 0.25 Insect Screen (default) New I N/A Registration Number: 217-P010137400A-000-000-0000000-0000 Registration Date/Time: 2017-042617:46:51 CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF R-02172017-695 HERS Provider: CaICERTS Inc. Report Generated at: 2017-04-26 17:38:40 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Bateman Addition Calculation DateITime: 17:37, Wed, Apr 26, 2017 Calculation Description: Ex HVAC Altered DHW Input File Name: Bateman Addition.ribd16 CF1 R -PRF -01 Page 5 of 8 Add B5 Add Wall back (Back -270) — -- 1 32.0 1 0.32 1 0.25 1 Insect Screen (default) New NIA Add B6 Add Wall back (Back -270) — 1 15.0 1 0.32 1 0.25 1 Insect Screen (default) New NIA OPAQUE DOORS 01 02 03 04 05 01 02 03 04 05 06 Name Side of Building Area (ft2) U -factor Status Verified Existing Condition Entry Ex Wall Front 20.0 0.50 Existing ' No Bdoor Ex Wall Back 20.0 0.50 Existing No Ex Door Ex Wall Right 20.0 1 0.50 Existing No OPAQUE SURFACE CONSTRUCTIONS 01 02 03 04 05 06 07 ' Total Cavity Winter Design Construction Name Surface Type Construction Type Framing R -value U -value Assembly Layers • Cavity/Frame: no insul. 12x4 Top Chrd 2x4 Top Chord of Roof Truss @ 24 • Roof Deck: Wood Siding/sheathing/decking Asphalt Shingle Roof Attic Roofs Wood Framed Ceiling in. O.C. none 0.644 • Roofing. Light Roof (Asphalt Shingle) ,. =� s� • Inside Finish: Gypsum Board Ceilings (below ) t, • • Cavity/Frame: R-9.1 /2x4 R-38 Ceilin g attic) Wo Wood Framed Celli 2x4 @6 iO C ris R 38�-` , 0.025 Over Joists: R-28.9 insul. • Cavity/Frame: no insul. /2x4 Top Chrd 2x # �Top'Chord of Roof Truss @ 24"� (; Roof Deck. Wood Sidinglsheathing/decking Asphalt RB Attic Roofs Wood° Frame Ceiling in. O.C. s' hone 0:644 Roofing., Light Roof (Asphalt Shingle) • Inside Finish: Gypsum Board Ceilings (below CavitylFrame: R-9.1 /2x4 Ceiling R-30 attic) Wood Framed Ceiling 2x4 @ 16 in. O.C. R 30 0.032 Over Ceiling Joists: R-20.9 insul. • Floor Surface: Carpeted Floors Over Floor Deck., Wood Sidinglsheathing/decking Floor R-19 Crawlspace Wood Framed Floor 2x12 @ 16 in. O.C. R 19 0.045 • CavitylFrame: R-19 12x12 • Inside Finish: Gypsum Board • CavitylFrame: R -1112x4 Wall R-11 Exterior Walls Wood Framed Wali 2x4 @ 16 in. O.C. R11 0.110 • Exterior Finish: 3 Coat Stucco • Inside Finish: Gypsum Board • CavitylFrame: R -1912x6 Wall R-19 Exterior Walls Wood Framed Wall 2x6 @ 16 in. O.C. R 19 0.072 • Exterior Finish: 3 Coat Stucco Registration Number: 217-P010137400A-000-000-0000000-0000 Registration DateMme: 2017-04-2617:46:51 CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-02172017-695 HERS Provider. CaiCERTS Inc. Report Generated at: 2017-04-2617:38:40 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Bateman Addition Calculation Daterl ime: 17:37, Wed, Apr 26, 2017 Calculation Description: Ex HVAC Altered DHW Input File Name: Bateman Addition.ribd16 CFI R -PRF -01 Page 6 of 8 SLAB FLOORS 01 02 03 04 05 06 07 08 09 Name zone Area (fe) Perimeter (ft) Edge Insul, R -value Carpeted Fraction Heated Status Verified Existing Condition Slab On Grade 1 House 1576 176 None 0.8 No Existing No BUILDING ENVELOPE - HERS VERIFICATION 01 02 03 04 Quality Insulation Installation (QII) Quality Installation of Spray Foam Insulation Building Envelope Air Leakage CFM50 Not Required Not Required Not Required — WATER HEATING SYSTEMS SYSTEMS 01 02 03 04 01 06 02 08 03 04 Heating System 05 06 07 08 Distribution Solar Floor Area Verified Existing Name System Type Name Ducted Name Ducted System Number of Fraction Status Verified Existing Name Heat Pump Heating System'`type No Distribution Type No Water Heater HVAC Fan Heaters N Status Condition DHW System 3 System 2 DHW.Ntandard,u, System 2 ->ta ,� , .F� Water fester 3 1 - none - Existing No Heat Pump Yes Heat Pump Yes Distribution HVAC Fan 3286 Altered No and Cooling System System 1 WATER HEATERS System 1 I 1`, e < 01 02 03 ' 04 05 " "t96'` 07; 08 09 '' 10 11 ;Tank " Energy �.,, Tank`Insulation„ Tank Location or Heater Number Volume Factor or Input - R -value Standby Loss / Ambient Name Element Type Tank Type of Units (gat) Efficiency Rating/Pilot (IntlExt) Recovery Eff NEER Heat Pump .Type Condition Water Heater 3 Electric Resistance Small Storage 1 50 0.945 EF 8000 watts n/a Na nta House SPACE CONDITIONING SYSTEMS 01 02 03 04 05 06 07 08 09 Heating System Cooling System Distribution Fan Floor Area Verified Existing Name System Type Name Ducted Name Ducted System System Served Status Condition HVAC System 2 Heat Pump Heating Heat Pump No Heat Pump No HVAC Fan 468 New No and Cooling System System 2 System 2 HVAC System 3 Heat Pump Heating Heat Pump Yes Heat Pump Yes Distribution HVAC Fan 3286 Altered No and Cooling System System 1 System 1 I System 2 i Re stration Number: g 217-P010137400A 000 000 0000000-0000 CA Building Energy Efficiency Standards - 2016 Residential Compliance r- - -- it Registration DateTme: 2017-04-2617:46:51 Report Version - CFIR-02172017-695 HERS Provider. CaICERTS inc. Report Generated at: 2017-04-26 17:38:40 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Bateman Addition Calculation DateMme: 17:37, Wed, Apr 26, 2017 Calculation Description: Ex HVAC Altered DHW Input File Name: Bateman Addition. ribd16 HVAC - HEATING SYSTEMS: Heat Pumps 01 02 03 04 05 Heating Name Type HSPFICOP Cap 47 Cap 17 Heat Pump System I SplitHeatPump - Central split heat 8.6 33800 20600 pump Heat Pump System 2 DuctiessMin!SplitHeatPump I Ductless mini -split heat pump11 12600 8000 CF11IR-PRFm01 Page 7 of 8 06 1 07 Cooling SEER EER 15 12.44 23 13 HVAC - DISTRIBU f10N SYSTEMS 01 02 03 04 05 06 07 08 09 10 Name Type Duct Leakage Insulation R -value Supply Duct Location Return Duct Location Bypass Duct Verified Existing HERS Status Condition Verification Ducts located within the Distribution System 2 I conditioned space Existing (not s pecified) 4.2 Conditioned Zone Conditioned Zone None Existing No NIA (except < 12 lineal ft) HVAC - FAN SYSTEMS & HERS VERIFICATION 01 Name WAC Fan 12 linnip 04 HERS Verification IAQ (indoor Air Quality) FANS 01 02 03 04 05 Name IAQ CFM IAQ Fan Type IAQ Recovery Effectiveness(%) HERS Verification SFam lAQVentRpt 0 Default 0 Not Required Registration Number-' 217-P010137400A-000-000-0000000-0000 Registration Dateffime: 2017-04-26 17.46:51 HERS Provider. CaICERTS Inc. CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-02172017-695 Report Generated at 2017-04-26 17:38:40 Ir CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01 Project Name: Bateman Addition Calculation DateITime: 17:37, Wed, Apr 26, 2017 Page 8 of 8 Calculation Description: Ex HVAC Altered DHW Input File Name: Bateman Addition.ribd16 DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1.1 certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: Documentation Author Signature: Martin AlvisQ Company: Signature Date: M & T Energy Analyst 2017-04-26 17:45:55 Address: CEA/HERS Certification Identification (if applicable): P.O. Box 534 City/State/Zip: Phone: Chico, CA 95927 530-990-0030 RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following under penalty of perjury, under the laws of the State of California: 1. 1 am eligible under Division 3 of the Business and Professions Code to accept responsibility for the building design identified on this Certificate of Compliance. 2. 1 certify that the energy features and performance specifications identified on this Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of Regulations. 3. The building design features or system design features identified on this Certificate of Compliance are consistent with the information provided on other applicable compliance documents, worksheets, calculations, plans and specifications submitted to the enforcement agency for approval with this building permit application. Responsible Designer Name: ons le Designer Signature Cash Colby Company: Date Signed Plans and Designs by Cash Colby "` 2017-04'-26 17:46:51' Address: License: po box 915 n/a City/State/Zip: Phone: oroville, CA 95965 530-533-1510 Digitally signed by CaICERTS. This digital signature is provided in order to secure the content of this registered document and in noway implies Registration Provider responsibility for the accuracy of the information. i Registration Number: 217-P010137400A-000-000-0000000-0000 CA Building Energy Efficiency Standards - 2016 Residential Compliance Registration Date/Time: 2017-04-2617:46:51 Report Version - CF1 R-02172017-695 16 1.1 Easy to Verify at CaICERTS.com HERS Provider: CaICERTS Inc. Report Generated at: 2017-04-26 17:38:40 .8°iFXO r. 6°5°X4 9.4600517 r/ a 5L C.7°�°x0 Scope of Work. The project is an enlargement of the existing Master Bedroom and Bath areas and an °� addition of a Study. As part of this work a Mechanical Room will be added. The additional living area is 468 square feet. E. t 2) The existing home is a well maintained approved 328fi �° � 9 square foot, conventional LU �. wood framed structure built 1980 per the 1979 UBC. It is a two storydesign with the main living above additional bedrooms. The home has a stick framroof and . ` i continuous foundation. a ®LIu117 / �� S y- The additional areas shall be conditioned separately. Where there is relocation of the existing lower level HVAC it shall be replaced with new. The existing main floor HVAC _ . 5`t shall remain. a 4F vHcrc151n at „%! �� j All new work shall comply with the 2016CRC. There is alteration of an existing 'f" 1 braced wall as part of this work. Tft� \ Q N ��. � R � is not applicable to this addition. The existing home was not designed in ® — compliance with WUI requirements. The exterior elements of the addition shalt match ------- �a M � � IR_ with existing finishes. 2016 R3W (fire resistant construction) and existing. 37 7 Mandatory Code upgrades to existing: Smoke Detectors and Carbon Monoxide Detector shall be compliant with the notes and R314.3.1. And R315.2.2. y \ r, (2) fN "• -1 ° ® Approved seismic straps for the existing water heater shall be provided. s o N.3 2°5 5H a cy� Sr�0aT �/ All replaced electrical and lighting shall comply with 2016 CEC and Ca Energy Code. The 2016 CGBS i -M V' C s applicable to the new portions of this project. New faucets, and �a ,� z / toilets shall comply with WS1 And WS2 compliance forms. .� --� lied ��, installed ducts for HVAC service shall comply with 2016 Ca Energy Code and Title ►V -- btu.\. .goy�'p ,y yG3p 24. Testing is required. 8 Oulu) '� �..d THE WORK DOES NOT CHANGE THE USE OR OCCUPANCY. t; The 2016 Calif Residential Code, CEC, CPC, CMC, and Ca. Energy Code are applicable to the new portions of this project, i F.,00 XO i r.�0Fx i A sprinkler system is not required for this addition. ® - { — 8313 2 Exception. "not required for additions to existing buildings that i 1. SLAB r i e are not already provided with an automatic residential nkler system. 4 a { The 2016 calif. Green Buildings Standards Code is applicable to the new p N. 2a { portions of this project. ------------------L----------------� ATTACHMENTS TO THIS PLAN INCLUDE N 3° ° 51 i tom. _ N.° TITLE 24 CERTIFICATE OF COMPLIANCE �6� 5� z 17AL=9'-4„ ► "f=l k rIUCL 4th AC, W9 LAM. � Design: cv - 1 cy © � J �` T Addition -Alteration j Seismic Design Category: SDC -Do Wind design speed =110 mph - 3 second wind gust Exposure B ---- \\ �----------- L------------ -' I Roof = 20 LL 10DL psf. t M i ,� .! .. ,l e : r• �s}l 0 _ — __ WN ..___.� ? k Floor= 4OLL 20DL psf - a'Foundation allowable b earin =150opsf1 l VW+ 1�r ; Conventional wood framing. 1u Existing conditions and dimensions: z The existing dimensions shown may vary with actual conditions. The contractor shall verify all dimensions, elevations, and existing conditions at the job site prior to commencing work and notify designer of any pertinent discrepancies. For any certain features of construction and finish that are not fully shown on i these drawings or notes their construction shall be similar to conditions that ..are shown. N. 0 N. 3 5 5H AL -41 ti 1 � I's' -011 ABBREVIATIONS: UNO= UNLESS NOTED OTHERWISE. TYP=TYPICAL. MFG= MANUFACTURE. BY BLDR.= PROVIDED BY BUILDER -� qh CANT, CANT'LVR= CANTILEVER. N= NEW. E= EXISTING. R=REPLACE AS PER EXISTING o l NTS_ NOT TO SCALE 1 Co�� e C APE- AS PER EXISTING(VERIFY 8 MATCH EXISTING). e-(' /ti e_&A , vn-'V- CLR=MINIMUM CLEARANCE. 40, FF= FINISH FLOOR. EG= EXISTING GRADE. FG= FINAL GRADE. PL= PLATE LINE I' Irr 1. i TOCW= TOP OF CONCRETE WALL ELECTICAL L�CZWP- ��.v►�rt�lL �. viz 't CONT.= CONTINUOUS. FTG= FOOTING. IIOV wAL4 G►Utt.G t N. 4x6 sr o o �m N. 4x4 sr ENPW= EDGE NAIL PLY WOOD PER NOTES. r. 4 x0 D PW= PLY WOOD. Location on property: MMUNO LIA�t OR CI:N.ING MOUt�lttt7 41�tf -E- � �•. N. HVAC / ' PTS= PRESSURE TREATED SILL BSL= min building set back lines. 2�. I I Af rx F i I AB= ANCHOR BOLT The mm septic tank and leach line clearance to any building shalt be 5'. y- _ -- wAl.t LIGii1 cSCONC) I I 1 _� SB=SOLID BLOCKING. SF= SOLID FRAMING. BLKG=BLOCKING. V . I I I I .,, GE= GABLE END. HDR= HEADER. GV -"GABLE VENT The min LP tank clearance to any building shall be 10'. aH I { a The min septic clearance to any well shall be 100'. \r ® �C 55Ei? Ltr�f Io.Sw LEP I ;rso I I1Mr N5 tsr� i�orrsr 8 -r Ci l / I { a _ O NII D _ iI I Nit �l-IANICAI. BOOM �? ST= SEPTIC TANK (EXISTING) FX1f1WE WAU. U!Mr - 13W FLM. l'1 O Cfl.l. XII � � QI � � LP=LIQUID PROPANE ! I .�I l✓.SUs,� PGE = POWER SUPPLY BUTTE 4- al CROW FAu.f 0uner � � �CII I O04 i I HB= HOSE BIB. Com. M 4 II � .w V' I { �.r�Nu waaruwNs JUN Fmf fo Our5m) 1 2017, AN t �w I { DEVELOPMENT N. 4X6 5� 8 I a 5MM rXTECfOR /ALARM - — — — — — — — ERVrCEs ROFESSiO r Housr _.. _ _ _ ._ _ � aP p 7 • 0 5P 5MOM- CAIN MONO=1?t eaor ALAKM Yd I � I i tear / bxd 5.5��x 12�� ars z�-va �v { ( ( ► POst I$iiZMi�j SHEET INDEX: r 2 v+fT �. m I I �r4la. Acc>=ss L^A,-4n � No. 58201 � � 77 ._ SHEET 1: SITE MAP. SCOPE OF WORK. EXP. 06_30_18 { I► -- CEILING Fm /i.lGt11'cSrE woms> 10,-7"-15'-" 5�q,, FLOOR PLAN / ELECTRICAL: s� riJ 9TF I OF cw\� .� I N-1r1110NFO�a CA- SHEET 2. ROOF PLAN I FLOOR FRAMING PLAN I I I 26'-- 58' r. v lv�Y+i Vt`�L� FOUNDATION PLAN Cc)I--t—I— ` u - - STRUCTURAL NOTES, GENERAL NOTES SHEET 3: ELEVATIONS BUTTE COUNTY. ��► �i a'IF� • t '� ELECTRICAL NOTES, PLUMBING NOTES DIVISION QL-41 QL�� _BUILDING DMS APP F SHEET4: SECTIONS .-APPROVED N irJ DETAILS PERMIT# BUTTE COUNTY DEVELOPMENTSERVICES N SHEETS. SECTIONS REVIEWED FOR DETAILS CODE COMPLIANCE �S !K 0 DATE 7 i 7 BY _- 1tT, 1171.4f 1-1 Specific Use Occupancy- Type Type of Construction Existing Sq Ft New Sq Ft Total I Sq Ft SFR R-3 _T V B 3286 468 3754 �e Meth Room LU V B -- 954 -- ..are shown. N. 0 N. 3 5 5H AL -41 ti 1 � I's' -011 ABBREVIATIONS: UNO= UNLESS NOTED OTHERWISE. TYP=TYPICAL. MFG= MANUFACTURE. BY BLDR.= PROVIDED BY BUILDER -� qh CANT, CANT'LVR= CANTILEVER. N= NEW. E= EXISTING. R=REPLACE AS PER EXISTING o l NTS_ NOT TO SCALE 1 Co�� e C APE- AS PER EXISTING(VERIFY 8 MATCH EXISTING). e-(' /ti e_&A , vn-'V- CLR=MINIMUM CLEARANCE. 40, FF= FINISH FLOOR. EG= EXISTING GRADE. FG= FINAL GRADE. PL= PLATE LINE I' Irr 1. i TOCW= TOP OF CONCRETE WALL ELECTICAL L�CZWP- ��.v►�rt�lL �. viz 't CONT.= CONTINUOUS. FTG= FOOTING. IIOV wAL4 G►Utt.G t N. 4x6 sr o o �m N. 4x4 sr ENPW= EDGE NAIL PLY WOOD PER NOTES. r. 4 x0 D PW= PLY WOOD. Location on property: MMUNO LIA�t OR CI:N.ING MOUt�lttt7 41�tf -E- � �•. N. HVAC / ' PTS= PRESSURE TREATED SILL BSL= min building set back lines. 2�. I I Af rx F i I AB= ANCHOR BOLT The mm septic tank and leach line clearance to any building shalt be 5'. y- _ -- wAl.t LIGii1 cSCONC) I I 1 _� SB=SOLID BLOCKING. SF= SOLID FRAMING. BLKG=BLOCKING. V . I I I I .,, GE= GABLE END. HDR= HEADER. GV -"GABLE VENT The min LP tank clearance to any building shall be 10'. aH I { a The min septic clearance to any well shall be 100'. \r ® �C 55Ei? Ltr�f Io.Sw LEP I ;rso I I1Mr N5 tsr� i�orrsr 8 -r Ci l / I { a _ O NII D _ iI I Nit �l-IANICAI. BOOM �? ST= SEPTIC TANK (EXISTING) FX1f1WE WAU. U!Mr - 13W FLM. l'1 O Cfl.l. XII � � QI � � LP=LIQUID PROPANE ! I .�I l✓.SUs,� PGE = POWER SUPPLY BUTTE 4- al CROW FAu.f 0uner � � �CII I O04 i I HB= HOSE BIB. Com. M 4 II � .w V' I { �.r�Nu waaruwNs JUN Fmf fo Our5m) 1 2017, AN t �w I { DEVELOPMENT N. 4X6 5� 8 I a 5MM rXTECfOR /ALARM - — — — — — — — ERVrCEs ROFESSiO r Housr _.. _ _ _ ._ _ � aP p 7 • 0 5P 5MOM- CAIN MONO=1?t eaor ALAKM Yd I � I i tear / bxd 5.5��x 12�� ars z�-va �v { ( ( ► POst I$iiZMi�j SHEET INDEX: r 2 v+fT �. m I I �r4la. Acc>=ss L^A,-4n � No. 58201 � � 77 ._ SHEET 1: SITE MAP. SCOPE OF WORK. EXP. 06_30_18 { I► -- CEILING Fm /i.lGt11'cSrE woms> 10,-7"-15'-" 5�q,, FLOOR PLAN / ELECTRICAL: s� riJ 9TF I OF cw\� .� I N-1r1110NFO�a CA- SHEET 2. ROOF PLAN I FLOOR FRAMING PLAN I I I 26'-- 58' r. v lv�Y+i Vt`�L� FOUNDATION PLAN Cc)I--t—I— ` u - - STRUCTURAL NOTES, GENERAL NOTES SHEET 3: ELEVATIONS BUTTE COUNTY. ��► �i a'IF� • t '� ELECTRICAL NOTES, PLUMBING NOTES DIVISION QL-41 QL�� _BUILDING DMS APP F SHEET4: SECTIONS .-APPROVED N irJ DETAILS PERMIT# BUTTE COUNTY DEVELOPMENTSERVICES N SHEETS. SECTIONS REVIEWED FOR DETAILS CODE COMPLIANCE �S !K 0 DATE 7 i 7 BY _- 1tT, 1171.4f 1-1 J a; © V W O� c�nz as �IX wO i_- FALL F- X w wT rXA LL a Z m ato Z as dIr 40 X Z a) OGc4,fo zm(3WO Q Z. ti c (a 0014 ! aoco>0 L - -- ---- - - DRAWN CiHlEC SCALE u iJOB NO. iSHEET �e OF smTs CA �jj Z a + o d ; i r i A V o OJ. c _ ZtA a— y 4. LU x p J a; © V W O� c�nz as �IX wO i_- FALL F- X w wT rXA LL a Z m ato Z as dIr 40 X Z a) OGc4,fo zm(3WO Q Z. ti c (a 0014 ! aoco>0 L - -- ---- - - DRAWN CiHlEC SCALE iJOB NO. iSHEET �e OF smTs r i f0p. SHEAR WALL SCHEDULE 1, 2, 4 I,AW THE BUILDER SHALL PROVIDE BLOCKING FOR THE BACKING OF _ .._._.... _ /� A MIN. 3" COVER. FIXTURES, FLASHINGS, TOWEL BARS, & AS NECESSARY FOR OTHER Excerpts from the 2016 CRC Fastening Schedule Table R602.3(1) 8. TYPICAL %" X 10" ANCHOR BOLTS (AB) ARE LOCATED V oc AND SUB CONTRACTORS. WALLS SHALL BE FIRE BLOCKED ATA MAXIMUM SPACING OF 10' OC. . REVISIONS BY, �......._. �0 I �h 91„11�c 6 P g _ 111 , 14Wt68TA-. Tr ALL CONNEcrIONs E. Ff & 5i>:M ww,L fo NEW `� EAVE BLK G �(,yk6 V� 44170ML X 56"wI 4" EMBEV fo E. f0 KBCI BLK fO PL - N_ -r X E. STEM WALL OK FKM'L� �- j n' dl �� MOVIVE 51MP5ON 5Ef EPDXY Per MEG 5PEC EWW fO BLK'G p wt HUGks /I E. CONC 5LAO w/ CONE EfG D _ - - - - - l L�8, - - -' Nucbl2 1 �/ x 9" LVL J015r I J I LAB, 1 -� I ° i J A I o - N. tNRL -- - -- .�. 2) 16J - 16 '/z fO E. VIM - I 1 ENPW fo LVL J015f,Nz �' L=4' -O' �LowEK L=17' :z „ - - - - - - - - - _ arv _ = E. CONC SLAB .n � l - E. CONC SLAG v �' _ LS X „ � J 3 I m � I � � O � `� cy •9 ,. � m � � � � '�' s GL ca a1 i CS16 FLOOR STRAP ( I � U� 2 ' (L -6'-o'1 SB TO RIM BD. ri ( I I E. MfAINING WALL MMAILq NS I E. MTAVNNG WALL MMAIN5 5B Tr a 00 WALL � -- -- -- - ----- - ..._ r I 8".10151CmflawrI I-'-- _ W 50 X 181, pP 24 AccEss 9.9"X 12" A.6 24F -V4 I 2x6 PONY WALL FI'AMING I 5� - (3) A55 - I w! #� EA WAY f&� 1.- c� - - - - - --- - ENV CMU a t-=6x6110%W/ (2) 1 Y4 x 9Y"LVL KIM 6x65F w/ N. 065F _ -i 5EE M NOTE GV2 9"4.y6� ECCLLQ51752.9 NUC612 81 HDU28 L_9._4�1-- G� I'051 CAP F T .�1- -\ �. I FROM POS _ .� t•O O O Q) }��, ABOVE L=9 -4 ;V J rYP/I�C�Ay, AL.LnF�Aryf�,LryE�/E'/V5; A ti o�� L=13'-O"A. WO PE 2x'1 V"IA I �ICaP5 2` 11 1 I=M 2X6 PAWE MTV 5UPPOKfzJ 110 i © I I o VICMo cv _ Ilk - N. 8X8XI6 q C w/ 12"X 12" FMU BLOCK WALL _ - I tG fYP - (2) I Y4x 9i�z" LVL VIM 41 I g 4 A L --4'L If 1 ygc�` 13.��11 13,Ou 2, r 0j1 W-011 13,_,0,1 WE 261"011 261-011 FOUNDATION VENTING: ALL VENTS ARE CORROSION RESISTANT, MlN.1/16" MAX. 118" SCREEN. VENTILATION NOTES: PROVIDE LOUVERED GABLE END VENTS FOR FOUNDATION VENTING. ALL VENTS ARE CORROSION RESISTANT, MIN. 1/16" MAX. 1/8" SCREEN. (NOTED AS "GV') GABLE VENTS ARE NOTED AS "GV. 14X18" VENT =1.5SF NFVA. 14X12" GV = .87SF NFVA. GABLE VENTS ARE LOUVERED AS PER CRC 6.2. LOCATE VENTS SO AS TO PROVIDE CROSS VENTILATION. AT LEAST 14"X18" GABLE VENT NFVA =1.3SF EACH. ONE UNDER -FLOOR VENTILATION OPENING SHALL BE WITHIN 3 FEET OF EACH CORNER OF THE BUILDING. C.R.C. SECTION R408.1. ROOF VENTING: (EXCEPTION: BASEMENT) THE NET FREE VENTILATION AREA SHALL BE 1/150 ATTIC AREA VENTILATION. ATTIC AREA= 468 SQ FEET. PROVIDE A MIN. NET FREE VENT AREA 1/150 OF AREA. MIN. NEVA VENTING REQUIRED= 3.2 SQ.FT MECH ROOM AREA =154SO FEET. MIN NFVA=1.0 • 5.5X22.5' EAVE VENTS= .60SF EACH. PROVIDE AT 6'Ooc. (6) = 3.6SF PROVIDE (1) GV. NFVA =1.5SF. OK. PROVIDE 1 "MIN CLR BETWEEN INSULATION AND VENT. R808.# UNDERFLOOR AREA =182 SQ FT. MIN NFVA = 1.2 14X 18" GABLE VENTS (GV)= 1.75SF EACH. PROVIDE (2) = 3.5SF. M 1 h { ROVIDE {3) 14X 12" GV. NEVA= 2.6SF. TOTAL NEVA PROVIDED = 7.1SF OK. �� ".1 �'#' ,e 1r` 9�1�c.1 /8 = 'J 1, Z 51� v,�e✓ . NEW FRAMING NOTES. PLYWOOD (PW). FOUNDATION NOTES. GENERAL NOTES. 1. UNO, ALL LOAD BEARING MEMBERS DFSB. ALL PLYWOOD SHALL BE AT LEAST THE THICKNESS NOTED ON THE 1. THE FINISH GRADE (FG) ADJACENT TO THE FOUNDATION SHALL BE 1. ALL CONSTRUCTION SHALL CONFORM TO THE APPLICABLE 2. ALL WOOD TO CONCRETE SHALL BE PTS. PLAN, ALL PLYWOOD IS APA RATED. SLOPED AWAY FROM THE BUILDING ATA SLOPE OF NOT LESS THAN PROVISIONS OF THE 2016 CALIF. RESIDENTIAL CODE AS WELL AS ANY 3. PROVIDE DOUBLE TOP PLATES WITH 48" MIN. LAPS. APA RATED OSB MAY BE SUBSTITUTED FOR CDX ROOF SHEETING. 5% FOR A DISTANCE OF 10'. THE GRADE SHALL FALLA MINIMUM OF B APPLICABLE MUNICIPAL, STATE, AND FEDERAL REGULATIONS. 4. ALL LOAD BEARING STUDS ARE 2x6-16" oc UNLESS NOTED ALL PW PANELS SHALL BUTTAT CENTERLINE OF SUPPORTING INCHES WITHIN THE FIRST 10 FEET. C.R.C. SECTION R401.3. 2. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS, OTHERWISE. MEMBER WITH EDGE NAILING (EN) FROM EACH PANEL TO THAT WHERE PROHIBITED, A 2-5°Io SLOPE SHALL BE PROVIDED TO AN APPROVED AND EXISTING CONDITIONS AT THE JOB SITE PRIOR TO COMMENCING 5. UNO ALL HEADERS _ 6X1 2DF1. MEMBER. ALTERNATE METHOD OF DIVERTINGTHE WATERAWAY FROM THE FOUNDATION. WORK AND NOTIFYDESIGNER OF ANY DISCREPANCIESPANCIE OR. ALL ACO SUPPORTING 6. ALL NAILING TO COMPLY WITH 2016 CRC NAILING SCHEDULE TABLE ROOF PW IS INSTALLED WITH LONG EDGE ACROSS Tl G (R401.3) PROVIDE METHOD OF DIVERTING WATER FROM UNDER FLOOR TO OUTSIDE INCONSISTENCIES. THE DESIGNER SHALL APPROVE ANY. R602.3(1). NAILS EXPOSED TO WEATHER SHALL BE GALVANIZED. MEMBERS. ON SLOPING GRADES. ADJUSTMENTS TO THE PLAN. 7. ALL CRIPPLE WALLS WITH A STUD HEIGHT OF 14" OR MORE SHALL BE A. ROOF SHEETING: 2. FOR RAISED FOUNDATIONS PROVIDE ACCESS TO ALL UNDER -FLOOR SPACE. 3. FOR ANY CERTAIN FEATURES OF CONSTRUCTION AND FINISH THAT BRACED WITH 318" PIN NAILED TO THE TOP AND BOTTOM PLATES. ALL ROOF SHEETING IS'/"ARA RATED CDX OR OSS SHEETING. C.R.C. SECTION R408.4. ARE NOT FULLY SHOWN ON THESE DRAWINGS OR NOTES, THEIR oQR°F�ss�°�,q< 8. PROVIDE DOUBLE TRIMMERS FOR OPENINGS OF 6 FEET OR MORE. EXPOSED PIN AT TAILS IS 518" CCX PTS. A. ACCESS THRU THE FLOOR SHALL BEA MINIMUM OF 18 INCHES BY 24 INCHES. CONSTRUCTION SHALL BE SIMILAR TO CONDITIONS THAT ARE SHOWN. 9. CARRYALL POSTAND SOLID FRAMING TO FOUNDATION WITH SOLID NAILING = 8d VCS 6"oc EDGE (EN) AND 12" oc FIELD. B. ACCESS THRU A PERIMETER WALL SHALL BE NOT LESS THAN 16 INCHES BY 24 ALL FINISHES SHALL BE VERIFIED WITH OWNER. _ BLOCKING AND I OR FRAMING. INCHES. 4. DIMENSIONS NOTED AS "CLR.' ARE MIN. CLEARANCE AND MUST BE " No. 58207 9. IF NOTED, ALL GLUE LAM BEAMS (GLB) SHALL BE 24F --V4 Fb= 2400PS1. B. SIDING: PROVIDE AT LEAST ONE ACCESS AT LEAST 20' OF PLUMBING CLEAN OUT. MAINTAINED AS NET CLEARANCE. o EXP. 06-30-18 10. THE MIN. CLR. BETWEEN GIRDERS AND GRADE IS 12". PW SIDING IS 5/8" T 1-11 APA RATED PW AS PER EXISTING. 3. PROVIDE SLEEVES TO PROTECTALL PIPING THROUGH CONCRETE 5. ALL WEATHER PROOFING & FLASHING IS THE RESPONSIBILITY OF CMV 1 MIN CLR BETWEEN FLOOR JOIST AND GRADE IS 18". (4"olc GROVES) FLOORS AND WALLS. PIPING SHALL BE 6" MIN CLR FROM SSTB. THE BUILDER. Or CAL�F°�� 11. NOTCHING AND BORING OF WOOD: NAILING = 8d GALV. 6"oc EDGE (EN) AND 12" oc FIELD. 4. ALL NEW FOOTINGS SHALL BE INTO UNDISTURBED SOILAND IS HOLES IN BEARING WALL STUDS SHALL NOT EXCEED 400A OF THE PROVIDE VAPOR BARRIER OVERALL FRAMING PRIOR TO SIDING. ' BASED ON AN ALLOWABLE BEARING CAPACITY OF 1500 PSF. STUD WIDTH. HOLES IN NON BEARING MEMBERS SHALL NOT EXCEED 5. STRUCTURAL CONCRETE IN SDC Do SHALL BE MIN. 3000 PSI. 60°x6 OF WIDTH. CRC R602.6 C. FLOOR SHEETING SHALL BE 3/4" T&G CCX OR COMPLY. MAX SLUMP OF 6" PERMITTED. HOLES SHALL BE NO CLOSER TOP 518" OF ANY MEMBER EDGE. PROVIDE 200 APA GLUE AND NAIL WITH 8d 6"oc EDGE, 12 oc FIELD. 6. REBAR SHALL BE ASTM A706 GRADE 40 AND ALL LAPS ARE 40X BAR SEE MFG RECOMMENDATIONS ON JOIST HOLES AND NOTCHES. BLOCK AND EDGE NAIL ANY EDGES WITHOUT T&G. DIAM. UNO. i I 12. BLOCKING:7. SHEAR WALL SCHEDULE 1, 2, 4 ALL STRUCTURAL STEEL EMBEDDED IN CONCRETE SHALL HAVE A 12. BLOCKING:7. SHEAR WALL SCHEDULE 1, 2, 4 ALL STRUCTURAL STEEL EMBEDDED IN CONCRETE SHALL HAVE A THE BUILDER SHALL PROVIDE BLOCKING FOR THE BACKING OF _ .._._.... _ /� A MIN. 3" COVER. FIXTURES, FLASHINGS, TOWEL BARS, & AS NECESSARY FOR OTHER Excerpts from the 2016 CRC Fastening Schedule Table R602.3(1) 8. TYPICAL %" X 10" ANCHOR BOLTS (AB) ARE LOCATED V oc AND SUB CONTRACTORS. WALLS SHALL BE FIRE BLOCKED ATA MAXIMUM SPACING OF 10' OC. 1. Blocking between joist , 3-$d common, 2%2 X.113 nails WITHIN 12" (3112" MIN) FROM EACH CORNER AND SILL SPLICE. MIN. EMBED = 7". MIN 2 BOLTS PER SILL. SEE SHEAR WALL SCHED. PROVIDE FIRE BLOCKING AT ANY LOCATION SUCH AS DROPPED 2. Ceiling Joist to Plate, toenail 3-8d common, 2%2 X.113 nails g. THE LOWER MECHANICAL ROOM SLAB IS EXISTING AND WILL BE FILLED WITH CEILINGS TO PREVENT DRAFT BETWEEN WALL AND FLOOR OR ROOF. 3. Ceiling Joist Laps 3-10d GROUT OR CONCRETE WHER REMOVED FOR INSTALLING NEW WORK. 2X SOLID BLOCKING SHALL BE PROVIDED OVERALL BEARING 4. Collar Tie rafter face nail 3-10d, 3"x0.128 10. #3 VERTICAL DOWELS W/ STANDARD HOOKS ON EACH END SHALL BE WALLS, BRACED WALLS, AND GIRDERS OR BEAMS SUPPORTING 5. Rafter to Top Plate, toenail 3-8d common, 2!2 X.113 nails PROVIDED AT 4' oc. IN STEM WALL- FOOTINGS. (R403.1.3.2) MEMBERS. 6. Rafter to 2x Ridge Beam, valley, or hip 11.3X3" X.0229 INCH PLATE WASHERS ARE REQUIRED ON EACH BOLT. 6. ANCHOR BOLTS SHALL HAVE A'MINIMUM 344229" THICK PLATE WASHER 7. ANCHOR BOLTS SHALL BE LOCATED NO FURTHER THAN '12" OR NO LESS THAN SEVEN toenail 4-16d, 3% x 0.135 SLOTTED WASHERS OK. THE HOLE IN THE AB PLATE WASHER IS PERMITTED TO BE 2X face nail 3-16d, 3'/ x 0.135 DIAGONALLY SLOTTED W1 WIDTH OF UP TO 3116" LARGER THAN THE BOLT PLATE LINE HEIGHT: 11. Double studs face nail 1 Od, 3„ x0.128- 24" o/c DIAMETER, THE SLOT LENGTH SHALL NOT EXCEED 1344", PROVIDE A STANDARD UNO TYPICAL PL HT = 8'-0- 314". 16. Stud to solelate, toenail p 3-8d, 2% x 0.135 or 2-16d CUT WASHER BETWEEN THE PLATE WASHER AND NUT. (R403.1.6.1 AND R602.11.1) BUILDER TO SET PLATE LINE AT LOWER FLOOR IN FIELD 17. Stud to sole plate, end nail , x 0.135 2-16d, 3/x LOCATE WASHERS WITHIN 112" MAX FROM SHEAR WALL EDGE. TO SUITE EXISTING CONDITION AND NEW TJI JOIST. 23. Joist to sill, toe nail 3-8d common, 2 2 X.113 nails 12. VERIFY W/ OWNER DIMENSIONS AND LOCATIONS OF FLATWORK, LANDINGS, AND WALKWAYS. ALL FLATWORK TO BE MIN. 4" THICK. 2 -16d 26. Rim joist to sill $d, 2f2 X.113 nails- fi" o/c ALL DOORWAYS SHALL HAVE A MIN. 36" DEEP X WIDTH OF THE DOOR 0 12"Or- (MIN 36") LANDING. @ 10"0.a SEE HVAC NOTES FOR ADDITIONAL CONCRETE PADS IF REQUIRED. CMU NOTE: SHEAR WALL NOTES SHEAR WALL SCHEDULE 1, 2, 4 1. SHEATHING OVER 2x DOUGLAS FIR STUDS 0 16"oc. PANELS APPLIED WITH LONG DIMENSION ACROSS STUD. 2 ALL PANEL EDGES BACKING WITH 2x NOMINAL BU<'G. UNLESS 3x BLK'G. IS SPECIFIED IN SCHEDULE 3. ALL VERTICAL STUDS RECEIVING EDGE NAILING FROM ABUTTING PANEL EDGES SHALL BE SHEAR WALL 11 /� A ALLOWABLE LOAD/FT 180 260 350 SHEATHING 8 5/8" T1-11 3/8" CD -X 3/&' CD -X 3" NOMINAL WHEN ALLOWABLE LOAD IS GREATER THAN 350 Wft (SEE SCHEDULE). NAILS SHALL BE STAGGERED WHERE NAILS ARE SPACED 2 INCHES ON CENTER. 4. NAILS SHALL BE HOT -DIPPED GALV. AND COMMONS, S SILL PLATES SHALL BE PRESSURE TREATED DOUGLAS FIR OR HEM FIR. EDGE NAILING 8ds @ U a 8dS 0 6'bo. 8ds @ ,POP- FIELD NAILING 8ds @ 12"oo. 8ds 0 12"0.0. 8ds @ 10oa 6. ANCHOR BOLTS SHALL HAVE A'MINIMUM 344229" THICK PLATE WASHER 7. ANCHOR BOLTS SHALL BE LOCATED NO FURTHER THAN '12" OR NO LESS THAN SEVEN BOLT DIAMETERS FROM EA. END OF PLATE SECTION OR SPLICES. a OSB WITH ALLOWABLE STRESS AND THICKNESS EQUNALENT TO PLYWOOD SPECIFIED MAY BE SUBSTITUTED. OSB SHALL BE RATED FOR EXTERIOR USE SILL IL & BLK'G THICKNESS 5 2X 2X 2X CUP, BLOCK TO PLATE 9 A35 OR LS50 @ 24ba A35 OR LSW @ 2410.a A35 OR LS50 @ 1&10A 9. SIMPSON CUPS @ 24"oc. MAXIMUM FOR ENTIRE BALANCE OF WALL (MIN. 1 PER BLOCK) "BLOCK" MAY BE TRUSS CHORD, RAFTER OR RIM JOIST PER PLAN. 10. MINIMUM 2 ANCHOR BOLTS PER SHEAR WALL ANCHOR BOLT 11T O V2-0 1/210 11. T1-11 SIDING SHALL BE INSTALLED PER IMES ESR -2586 FOR APA RATED 303 SIDING. SPACING 6,7 @ 48"oc. @ 48"0r. @ 3TOC. SILL IE NAILING 2 -16d 2 -16d 2 -16d 0 12"Or- 0 12"aa @ 10"0.a ALL CMU BLOCK SHALL BE FULLY GROUTED AND REINFORCED PER DETAIL. PERMIT # BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE -3•+) 7 N W Q z w z W 0 z & �ZH 0-10 p(Lz song 9 P5 (L 0:Z 0S°0) J LL 04 W sn o� 4 W 0 t!i z w CaZM0) 2zoxT 0 0 z� 0 �- Z '� C4 Omoo ¢ lox Ir o c � DATE SCALE 11-0101 a NO. SHEET LSFSi'lEET39 . !I REVISION$ BY f e - i • II t11'� PLUMBING NOTES: ELECTRICAL NOTES; ALL NEW ABS DRAIN AND VENT PIPE SHALL BE TESTED. A 200AMP SERVICE PANEL IS LOCATED AT THE EXISTING RESIDENCE. -'' ALL VENTING IS 2" ABS. PROVIDE AN APPROVED 100 AMP SUB PANEL TO SERVE THE NEW ADDITION. ALL WATER PIPING IS COPPER WITH SWEAT FITTINGS AND 1. BOND ALL METAL GAS AND WATER PIPES TO GROUND. ALL GROUND SHALL BE PRESSURE TESTED. CLAMPS SHALL BE ACCESSIBLE. (CEC250.104.) 11 2. ALL NEW 125 VOLT, 15 AND 20 AMP OUTLETS SHALL BE TAMPER 5 �WT PLUMBING FINISH NOTES. RESISTANT 1. EXISTING WATER HEATER SHALL APPROVED WATER HEATER STRAPS. 3. PROVIDE GFCI FOR ALL OUTSIDE, MECHANICAL ROOM, AND BATH PLUGS. 1 2. ALL TUB/SHOWER AND SHOWER HEADS SHALL BE PROVIDED WITH 4. ALL OUTSIDE PLUGS SHALL BE WP/GFI (WATER PROF, GROUND INDIVIDUAL CONTROL VALVES OF THE PRESSURE BALANCE OR THE FAULT PROTECTED) NEC406.8 (A),(B). THERMOSTATIC MIXING VALVE TYPE. CPC408.3. 5. OTHER THAN BATH AND MECHANICAL ROOM, ALL 15120 AMP 120V 3. THE 2016 CGBSC IS APPLICABLE TO THE AREA OF WORK. OUTLETS SHALL BE COMBINATION TYPE ARC -FAULT CIRCUIT MAX FLOW RATE OF RESIDENTIAL LAVATORY FAUCETS INTERRUPTER PROTECTED. NEC210.12. - SHALL NOT EXCEED 1.2GAL PER MIN. AT 60PSI. CGBSC 4.303.1.4.1. 6. IN MECHANICAL ROOM PROVIDE AT LEAST ONE GFCI OUTLET IN j 5 4: NON REMOVABLE BACK FLOW DEVICES SHALL BE ADDITION TO ANY OTHERS FOR SPECIFIC EQUIPMENT. NEC210.52(G). EDL_ .4c -Ov PROVIDED AT ALL EXTERIOR HOSE BIBS. 7. BATHROOM SHALL HAVE 20AMP DEDICATED OUTLET NOT SUPPLYING FAN, LIGHTS, OR OTHER OUTLETS. 8. PROVIDE SMOKE DETECTORS/ALARMS IN ALL EXISTING BEDROOMS AND --- G AREAS ADJACENT TO BEDROOMS. WORKSHEET (WS -1) PROVIDE SMOKE AND CARBON MONOXIDE DETECTORS/ALARMS IN BASELINE WATER USE HALLWAY OR AT TOP AND BOTTOM OF STAIR WELL. _!►lt7oW4�Z� (Tir) COMPOSITION ROOFING: 1. COMPOSITION ROOFING SHALL BE RATED CLASS A. PER CRC TABLE 905.2.4.1(2) 2. PROVIDE 15LB UNDER FELT. 3. ROOF GUTTERS SHALL BE PROVIDED WITH A MEANS OF PREVENTING DEBRIS ACCUMULATION. 4. PROVIDE ONE LAYER 72LB MIN CAP SHEET, 36" WIDE, RUNNING FULL LENGTH OF ALL VALLEYS R3r7.5.3. ,•�'� 33� a BASELINE WATER USE CALCULATION TABLE PERENT REDUCTION Frstane Type Flow Rao TABLE DURATION Feature Type DAILY USES OCCUPANTSP" PEAL ASS Showerheads 2.5 X 5 min. X I X 5 thin. X 1 Showerheads residential 2.5 X 8 min. X 1 X CO X ?,Li Lavatory faucets residential 22 X 25 min. X 3 X .25 min. X 3 Lavatory faucets nonresidential 0.5 X .25 min. X 3 X 25 min. = 3 Kitchen faucets 2.2 X 4 min. X 1 X 4 min. X I Replacement aerators 2.2 X r-ERMIT #gU fTE COUNTY DEVELOPMENT SERVICES X X X Wash fountains 2.2 X X X _ Metering faucets 025 X .25 min. X 3 X .25 min. X 3 Metering faucets for wash fountains 2.2 X 15 rain. X X 25 min. = EXISTING WINDOWS REMAIN UNALTERED. Gravity tank type water closets 1.6 X 1 flush X I male' 3 female X 1 flush X fr Fhtshometer tank water closets 1.6 X 1 flush X 3 female e X i flush X 3 female Flushometer valve water closets 1.6 X 1 flush X 1 male 3 female X 1 flush = ale'X 3 female Electromechanical hydraulic water closets 1,6 X I flush X I male 3 female X t flush = male'X 3 female, Urinals 1.0 X I flush X 2 male X 1 flush = 1 male 3 female Total daily baseline water use (OWU) = I .50- 1A 150 (BWU) x .80= 11, 1.2 Allowable water use BATTERY OPERATION OK FOR RETRO FIT. 9. ALL NEW OR REPLACED LIGHTING WILL COMPLY WITH 2016 CA. ENERGY CODE. SEE ADDITIONAL LIGHTING NOTES BELLOW: 10. PERFORM ALL WORK IN ACCORDANCE W/ THE 2016 CALIF. ELECTRICAL CODE (CEC). NOTHING IN THESE PLANS IS TO PERMIT WORK NOT CONFORMING TO THESE CODES. 11. LOCATION OF OUTLETS AND LIGHTS SHOWN ARE APPROXIMATE AND MAY BE MOVED TO SUIT. WIRE AND CIRCUIT SIZE: 1. WIRE AND OUTLET RATINGS SHALL MEET REQUIRMENTS OF CEC SECTION 200 AND CEC TABLE 210.24. 2. ALL LIGHTS AND OUTLETS ARE 15 AMP EXCEPT AS NOTED. SEE NOTES FOR 20 AMP OUTLET LOCATIONS. POWER AND LIGHTING CIRCUTS ARE IN ACCORDANCE WITH CEC SECTION 210 AND 220. BORING HOLES: 1. WHERE HOLES ARE BORED IN WOOD MEMBERS 1-114" MUST BE MAINTAINED FROM THE NEAREST EDGE PER SECTION 300.4(A)(1). 2. WHERE NOTCHES ARE CUT IN WOOD WOOD MEMBERS FOR WIRING A MIN. 1116" THICK STEEL PLATE IS TO BE PROVIDED TO COVER THE AREA 1. The daily use number shall be increased to three if urinals are not installed in the room. OF WI RING. 2. The flow rate is from the CEC Appliance Efficiency Standards. Tide 20 Ca! fanda Code ofReg daaora: where a conflict occurs., the CEC standards shall apply. 3. For low-rise residential occupancies, the number of occupants shall be based on two persons for the first bedroom, phis one additional person for each additional bedroom. 4. For nonresidential occupancies_ rarer to Table A. Chapter 4. 20 10 Call/ornia Plumbing Carte. for occupant load factors. WORKSHEET (WS -2) LIGHTING: 20 PERCENT REDUCTION WATER USE ALL LIGHTING WILL COMPLY WITH 2016 CA. 20 PERENT REDUCTION WATER USE CALCULATION TABLE I. The daily use number stall be increased to three if urinals are not installed in the room. 2. The flow rate is from the CEC Appliance Efficiency Standards, Title 20 California Code of Regulation where a conflict occurs, the CEC standards shall apply. Feature Type Fpm�f (eoPER DURATION DAILY USES 3. For low-rise residential occupancies, the number of occuperas shall be based on two persons for the first bedroom, plus one additional person for each OCCUPANTS'` GALLONS DAY Showerheads R-19 X 5 thin. X 1 X COMPLIANT FINISHES: = Existing Altered: No Showerheads residential 2. d X 8 min. X l X 5. Includes single and dual flush water closets with an effective flush of 128 gallons or less- NOT GREATER THAN 450. C.R.C. SECTION R302.9.1. Lavatory faucets residential 1.2- X .25 min. X 3 Xy Single flush toilets - The effective flush volume shall not exceed 1.28 gallons (4.8 liters). The effective flush volume is the average flash volume when tested in accordance with ASME A 112.19.233.2. Dual flush toilets - The effective flush volume shall not exceed 1.28 gallons (4-8 liters). The effbaive flush volume is deferred as the composite, average - Lavatory faucets nonresidential X 25 min. X 3 X New ductless mini Split heat pump addition. SHALL EXTEND TO A HEIGHT OF NOT LESS THAN 6 FEET ABOVE Kitchen faucets I . ' X 4 min. X I X•Z- _ must meet the applicable requirements of Section 110.9. II r-ERMIT #gU fTE COUNTY DEVELOPMENT SERVICES Replacement aerators X X X Wash fountains X X X Metering faucets X .25 min. X 3 X ILUL Metering faucets for wash fountains X 25 min. X EXISTING WINDOWS REMAIN UNALTERED. X g Gravity tank type water closets X 1 flush X I male 3 female X 1. ALL WINDOWS ARE DUAL GLAZED LOW E AND SIZED AS NOTED. 4. PROVIDE AN INDEPENDENT MEANS OF DISCONNECT FOR BEV High -efficiency toilet 1.28 X i flush X 3 female MINIMUM PERFORMANCE = .32 OR LOWER U FACTOR, .25 OR LOWER THE ELECTRICAL SUPPLY FOR THE AC CONDENSER UNITS mel Flushometer tank water closets X 1 flush X ale'X 3 female 2. WHERE WINDOWS ARE PROVIDED AS A MEANS OF EGRESS THEY LOCATE A GFI OUTLET WITHIN 25' OF UNITS. SHALL HAVE: Flushometer valve water closets X t flush X male'X 3 female, B. MIN. NET CLR. OPENING OF 5.7 SQ. FEET. THE BATHROOM FAN IS A WHOLE BUILDING VENTILATION FAN. Electromechanical hydraulic water closets X 1 flush X 1 male 3 female X 3. TEMPERED SAFETY GLAZING IS NOTED AS "TEMPD." _ SAFETY GLAZING SHALL BE PROVIDED IN ALL AREAS SUBJECT TO Urinals HUMAN IMPACT SUCH AS: X 1 flush X 2 male X C. GLASS WITHIN 18" OF FLOOR. ALL VENTS VENT TO OUTSIDE AND SHALL BE Y MIN,'D s D. WARDROBE DOORS. Urinals Nonwater supplied 0.0X 1 flush X 2 male X Proposed water use Z 1) . SPu (B WU from WS -1) x.80=_ _) it t'I- z- _ Allowable water use ALL LIGHTING CONTROL DEVICES AND SYSTEMS, BALLASTS, AND LUMINARIES MUST MEET THE APPLICABLE REQUIREMENTS OF SECTION 110.9. 1. ALL INSTALLED LIGHTS WILL BE CONTROLLED BYA VACANCY OR OCCUPANT SENSOR, AND WILL BE HIGH EFFICACY. 2. RECESSED LIGHTS INTO INSULATED CEILINGS ARE REQUIRED TO BE IC -RATED SO THAT INSULATION MAY BE PLACED OVER THEM AND ARE TO BE LABELED AIR TIGHT (AT). 3. ALL EXTERIOR LIGHTS SHALL HAVE BOTH MOTION SENSOR AND PHOTO CONTROL AND BE HIGH EFFICACY. ALL OUTDOOR LIGHTS PERMANENTLY MOUNTED TO THE RESIDENTIAL BUILDING OR TO OTHER BUILDINGS ON THE SAME LOT ARE TO BE A. HIGH EFFICACY LUMINARIES AND B. CONTROLLED BY A MANUAL ON AND OFF SWITCH AND 1. CONTROLLED BY A PHOTOCELL AND MOTION SENSOR, OR 2. PHOTO CONTROL, OR 3. ASTRONOMICAL TIME CLOCK, OR 4. ENERGY MANAGEMENT CONTROL SYSTEM (EMCS) 4. MECHANICAL ROOM SHALL BE FLORESCENT T-5 SHOP LIGHTS. 5. BATHROOM SHALL BE CONTROLLED BY AN OCCUPANT AND SHALL BE HIGH EFFICACY. 6. LIGHT FIXTURES LOCATED IN TUB OR SHOWER AREAS SHALL BE LABELED `SUITABLE FOR DAMP LOCATIONS". 7. ALL FIXTURES SHALL BE SECURELY SUPPORTED. ANY FIXTURE WEIGHING MORE THAN 6 LBS OR IS MORE THAN 16" IN ANY DIM SHALL NOT BE SUPPORTED BY THE SCREW SHELL OF A LAMP HOLDER. OUTLET BOXES MAY NOT BE THE SOLE SUPPORT OF CEILING FANS. CEG Art.410.30(a). CEC E. SHOWER AND TUB ENCLOSURES. ALL VENTS SHALL HAVE DAMPERS. a EXP. 0s-30-1$ o F. WINDOWS WITHIN BATH & SHOWER AREAS, s� cw1k FANS SHALL BE ENERGY STAR COMPLIANT AND PROVIDED 9TF oma`' OP CA I. The daily use number stall be increased to three if urinals are not installed in the room. 2. The flow rate is from the CEC Appliance Efficiency Standards, Title 20 California Code of Regulation where a conflict occurs, the CEC standards shall apply. Art. 314.27(A)&(D) Energy notes: Floors 3. For low-rise residential occupancies, the number of occuperas shall be based on two persons for the first bedroom, plus one additional person for each ' R-19 R-19 additional bedroom. - -- . COMPLIANT FINISHES: Existing Altered: No 4. For nonresidential occupancies, refer to Table A. Chapter 4, 2010 California Plwnbing Code, for occupant load factors HVAC New Windows: Vinyl Dual Glazed or Alum Thermal Break OF NOT GREATER THAN 200 AND A SMOKE -DEVELOPED INDEX OF 5. Includes single and dual flush water closets with an effective flush of 128 gallons or less- NOT GREATER THAN 450. C.R.C. SECTION R302.9.1. O r Lower Solar Heat Gain Coefficient. .25we 2. FLOORS ANIS WALLS ABOVE BATHTUBS WITH INSTALLED S ALLED SHOWER Single flush toilets - The effective flush volume shall not exceed 1.28 gallons (4.8 liters). The effective flush volume is the average flash volume when tested in accordance with ASME A 112.19.233.2. Dual flush toilets - The effective flush volume shall not exceed 1.28 gallons (4-8 liters). The effbaive flush volume is deferred as the composite, average 1. PROVIDE NEW SPLIT LP HVAC AS PRESCRIBED IN TITLE 24 FOR LOWER HEADS AND IN SHOWER COMPARTMENTS SHALL BE FINISHED Replaced lower level. New LP split New R-8 ducts. WITH A NONABSORBENT SURFACE AND SUCH WALL SURFACES New ductless mini Split heat pump addition. SHALL EXTEND TO A HEIGHT OF NOT LESS THAN 6 FEET ABOVE flush volume of two reduced flushes and one full flush. Flush volumes will be tested in accordance with ASME A 112.19.2 and ASNE A 112.19.14. LIVING AREA. PROVIDE NEW R-8 DUCT WORK. All new lighting control devices and systems,* ballasts, and luminaries 9 9 Y ii 1�.►i h2 _ must meet the applicable requirements of Section 110.9. II r-ERMIT #gU fTE COUNTY DEVELOPMENT SERVICES 2. PROVIDE A LEVEL CONCRETE SLAB FOR OUTSIDE CONDENSER UNITS. UNITS TO HAVE A 3" MIN. CLR. TO FG. WINDOWS AND GLASS: 3. PROVIDE MINI SPLIT DUCTLESS HEAT PUMP TO SERVE NEW ILUL EXISTING WINDOWS REMAIN UNALTERED. ADDITION. 1. ALL WINDOWS ARE DUAL GLAZED LOW E AND SIZED AS NOTED. 4. PROVIDE AN INDEPENDENT MEANS OF DISCONNECT FOR 1 MINIMUM PERFORMANCE = .32 OR LOWER U FACTOR, .25 OR LOWER THE ELECTRICAL SUPPLY FOR THE AC CONDENSER UNITS SOLAR HEAT GAIN COEFFICIENT. LOCATED WITHIN SIGHT OF THE UNITS. 2. WHERE WINDOWS ARE PROVIDED AS A MEANS OF EGRESS THEY LOCATE A GFI OUTLET WITHIN 25' OF UNITS. SHALL HAVE: A. A FINISHED SILL HEIGHT OF NOT MORE THAN 44" ABOVE FF. INDOOR AIR QUALITY: B. MIN. NET CLR. OPENING OF 5.7 SQ. FEET. THE BATHROOM FAN IS A WHOLE BUILDING VENTILATION FAN. C. MIN. NET CLR. OPENING HEIGHT OF 24". IT MUST HAVE: D. MIN. NET CLR. OPENING WIDTH OF 20". 1. EXHAUST MIN CFM RATING OF 1000FM. 3. TEMPERED SAFETY GLAZING IS NOTED AS "TEMPD." 2. THE FAN SHALL BE RATED AT A MAXIMUM OF 1.0 SONE. SAFETY GLAZING SHALL BE PROVIDED IN ALL AREAS SUBJECT TO 3. THE CONTROL SWITCH MUST BE A HUMIDISTAT CONTROLLED HUMAN IMPACT SUCH AS: SWITCH. A. GLASS SLIDING DOORS. QROFESS/ aq B. GLASS LOCATED WITHIN 24" OF A DOOR. FANS AND AND EXHAUST VENTS: F 2 C. GLASS WITHIN 18" OF FLOOR. ALL VENTS VENT TO OUTSIDE AND SHALL BE Y MIN,'D s D. WARDROBE DOORS. CLR TO ANY OPENING IN THE BUILDING. CMC504.5 ' No 58201 E. SHOWER AND TUB ENCLOSURES. ALL VENTS SHALL HAVE DAMPERS. a EXP. 0s-30-1$ o F. WINDOWS WITHIN BATH & SHOWER AREAS, s� cw1k FANS SHALL BE ENERGY STAR COMPLIANT AND PROVIDED 9TF oma`' OP CA WITH HUMIDITY CONTROL. R303.3.1. j it Energy notes: Floors Walls Lids R-19 R-19 R-38 - -- Existing Windows: Alum sash, dual glaze,low E. See Title 24. COMPLIANT FINISHES: Existing Altered: No 1. WALLAND CEILING FINISHES SHALL HAVE A FLAME SPREAD INDEX New Windows: Vinyl Dual Glazed or Alum Thermal Break OF NOT GREATER THAN 200 AND A SMOKE -DEVELOPED INDEX OF Law E and sized as noted. Minimum Performance = .32 Or Lowed! Factor, NOT GREATER THAN 450. C.R.C. SECTION R302.9.1. O r Lower Solar Heat Gain Coefficient. .25we 2. FLOORS ANIS WALLS ABOVE BATHTUBS WITH INSTALLED S ALLED SHOWER HVAC: LP Split main living. HEADS AND IN SHOWER COMPARTMENTS SHALL BE FINISHED Replaced lower level. New LP split New R-8 ducts. WITH A NONABSORBENT SURFACE AND SUCH WALL SURFACES New ductless mini Split heat pump addition. SHALL EXTEND TO A HEIGHT OF NOT LESS THAN 6 FEET ABOVE THE FLOOR, C.R.C. SECTION R307.2. All new lighting control devices and systems,* ballasts, and luminaries 9 9 Y ii 1�.►i h2 _ must meet the applicable requirements of Section 110.9. II r-ERMIT #gU fTE COUNTY DEVELOPMENT SERVICES Eil1iAWN r� CHECK DATE 4-18-11 SCAt,.E QB NO. t�- Out SHEET OF tlll METS 10 j I 2 FACE NAIL PLYS w/ 10d's 2X416" vc WALL F M'G AT6"o.c. STAGGERED. 16d 1611, Ty � -. /�/�." PW pFP N0S5 11 0 -s' 9 y2 fJI 11016I1 ' , W/ ENPW 5I»�c 2X4 16" PONY WALL FW6 Iiv1 wR �Q Wow >Ft 419 --� �--- 11 PW Y2 ACEI PR N01� I� /2 0 6 / X Pf9F SILL TYP , �N (2) #4 CONT. Ii 8" MIN CLIz N. CMU i PfiAINING WAL NON— WANVING .:" RANULAP FILL \ =•' ="� REINF. WALL w/ #4's AT E . UfAINING WALL \ = , l 24"o.c. EA. WAY. VERTS. AT WALL CENTERLINE & � . SLAB \ •.. ' ,� . HOOK INTO FOOTING. \ E. FILL UNi7151"U1�1? (2) #4 CONT. 24 W19E fyr I 26 X 16" v� i I f v � W/ f-19 IN 16" / fr 3l" PW M NOTES FNpw I - _ W, fl --11 PW APS 9 y2" fJ1 110 1611 Yc w/ P=19'. (2) 91V2" LVL PINI y" X 12" CA 3 24F— V4 6X6 P05f w/ f;CCLLO5b52.� DBL TRIMMER P051" CAP AT ENDS. 2X6 FW61 CONI' PSI; N095 4 51M5 A� P� NOSSIMPSON LST D 8 STRAP TIE H LD WN 2x6 Pr 51LL te rNpw II II II �G h 11' I1 50 50 X 18 Or n; � w/ #4 �A WAY fW I 1 REVISIONS BY 2x10 Llnr L --- -r- - 1� "r'Ang ST+ft) v�� ( God V , IX6 COLLAR 11E5 4' RAfTLIZ5 s N. 2X8 IN295 8 JOISTS 24" 9 W/ ( 3) 10'jro EAfSk 2X8 MSIZ5 24" ,•,,'" w. t`�.10155 24" k I 2X6 RRfiERS 8 JOISTS 24" 0 2x4 CONT. AT 8'-„o.c. w/ 2x8 J0155 24 (2)16d's EA. CEILING JOIST �t 2' MIN 51'IL�CE MIN t �) lOd EACH � j_?,<Wo-4 14- - N. 2X4 WALL FRM'G4' f i - 9 rJl 110 24” 5.5"X 12" av i � ,� iJ1110 24" 9� 24f -V4 y 4X1213M —'7 8 N. 2X6 PONY WALL PVM'G E. 2X4 WAU. FRM'G 5EE NOTES 2X4 WALL fRM'G 1 � E. KErA1NING 4 WALL 8 SLAB E. CONT TTG N. CONT frG SJZT)Ot� V4 111" COMP P00� OMPOST PER PLAN FASTEN EA. CEILING WAY LISE DBL 2x wl 2-W0 s Use every other nail hole GUT POST PER PLAN I r # f= f IM N0Tf 5 JOIST O THE RAFTER 6'(=FULL Hl LENGTH ACE NAILS $"tALT. DBL 2x w/ 2-lOd s F Lill OF SOLID POST 0 In a raw to pnwWe the FACE NAILS 0 6"o.c. FULL HT. w/ (10) 16d NAILS. code -required minimum END WHERE INDICATED ON PLAN 12 CONTR OMION center -to -center LENGTH ° spacing for nails 10-1 SIMPSON HOLDONW 0 o HDU PER PLAN w/ Rj PER PLAN ,� y211 APA f2A TV PW PU N095 • o BLOCKING BEHIND ` H-3 GCtLzIP �Ay�MTR f0 PLA p RIM TO MATCH POSTCLEAR G.r�b p� �AV� vLK 1 i r i.N PW P.T. SILL SPAN ABOVE. TYP. 2X8 I�u ! LIDS 24" !� RBC CLIP AT 48"o.c. 2X8 JOISTS 24" / • • • / 111 CCX Pf5 PW @ EAW5 II IIIII w/ h—$ 1314" LVL RIM JOIST # 5 ,R'�3. "'1 ENO 5/ " ��cSCIA e Ail W Provide minimum I LENGTH A35's PER SHEARWALL � � � 2 end distance SCHEDULE. N _ y GYP 00AKt? GUM w/ 2X6 Equal number of FIN15H fYP : - FASCIA DAM specified nails in each end5/8"0 THREADED Simpson Strang-Tief ROD BETWEEN _.. 24" � APE CS Coiled Strop SPECIAL INSPECTIONS FOR RETRO FIT BOLTS. (RFS) HOLDOWNS U.O.N. 1, SHOULD THE BUILDING OFFICIAL REQUIRE SPECIAL INSPECTION OF RFB, IT SIMPSON HOLDOWN 2X6 I6„ l rYP SHALL BE PREFORMED BYA QUALIFIED FIRM UNDER CONTRACT WITH THE PER PLAN / �j BUILDERIOWNER. POST PER PLAN. '1'}.� W/ I\' 19 ALL PLACEMENT, DRILLING AND INSTALLING SHALL BE PER PLAN AND PER ALT. DBL 2x w/ 2-10d's FACE SIMPSON SPECIFICATIONS. NAILS 0 6"o.c. FULL HT. 5/8„ RFB SHALL BE INSTALLED WITH SET XP EPDXY. WHERE INDICATED ON PLAN HOLES SHALL BE'/" DIAM. WITH MIN. DEPTH OF 6 IN THE PRESENCE OF THE SPECIAL INSPECTOR, HOLES SHALL BE CLEANED WITH A NYLON BRUSH AND BLOWN FREE OF DEBRIS WITH COMPRESSED AIR. SET EPDXY SHALL BE MIXED AND RFB'S INSTALLED PER MFG SPECF: 8" Ti —11 PW APS " I Il d 16" / fyf' 16d 16" l - 3/" PW PSP NOS5 ' �� PW PSI; N0t-5 � PW PFIZ N025 �- (' �NpW . sr� ov�� i t 11 0 f 9y? 1"J I 110 J0151"5 � OvtP 11 PW COW 9 Y2, 1 �'JI 110 / w/ K-19 9 y fJI 110 10151'516 / w/ 12 19 „ Q _ 9 � LVL SIM N. W&L 16 l w/ K 19 N. WALL MGrl,iw i0 ,� � k eNpW F. CMU WALL MMAIN5 (NOW 13P6i) 95 /s �it APA M17 � II APA MV 5 II M X GYP �� Llf� N. J015T5 CANILEM 8 13EYON12 N. WALL � � JS IZ5 PW FIN15H LIiI IZ5 PW FIN15H LIQ US�11 1"YPF X GYP X17 LIfi� A34 CLAP EA. JOIST i. f MR 1"O QIP P7' 4X4 SOK SILL ENl?W f!� "Cb % TO PLATE PI;OVIM 12 A13 PU A13 NOTF,5 J MTL N76r ..T 2X4 16 0c fYP 11 2-#4 CONT. FULLY G1;OU1' F- WALL � �"X IZ" GLS 2��—V� �-y GYP �� WALL FIN15H, 5/8" x 10" ANC. BOLTS AT 32 o.c. n n N. CMU � X12 *', —6. CMU P�1'AINING WALL >/l' 1i" I1 PW REINFORCE w/ #4's AT 16"o.c. K�1'AINING WALL VERTICALLY AT CENTERLINE OF WALL & 48"o.c. HORIZONTALLY V11 f 7=5S/ Dft^V%7 CHIE pi DATE SCALE JOB NO_ SHEET QTS Noma — -- —,—. - —— —r — -- ----- --r-- -- — — 17_ RO O 2 AE3 Prk NOT5 �N 2X6 Ply 51LL F. 5LAE — 5AW CUf 5LAI3 — 5AW CUA` 0 No. 5820I f �, #4 HOOKED REINF. AT � A F. CONC %A13 FOP N. MA IW&L FR N. MA INSTALL EXP. 06 -3o -,a gu "`24"o.c. EMBED 5" INTO (E) o P WALL w/ SET EPDXY. q C 1 V %V O TF OF CAI If zz (2) #4 CONT. TOP & BOT. — # W Pr HOOK5 4' PERMIT#t%-lltL BUTTE COUNTY DEVELOPMENT SERVICES ---3'-4 MIN. REVIEWED F®R rL1211 It W-1 ,�! ,, CODE COMPLIANCE �►a�TAI 1. 1 � �'� N. CONI" MAOATE 2-1 ' i BY COMP KOOF OVEN 1�9# Mf PEr N01E5 12 YZ APA 1ZATEP FW PR NOTES H-1 CLIP ER rAFTEr fO PLATE 2X6 MTKS 24" °L EVE SLK TYp EN PW " pW rEr NOTES �NI'1N $" CCx @ GALE EN125 M. 2X6 J015t5 24 t 5� t t CCX M rW E1�VE5 MS t9 Ef�G .� `�� ENpUV W/ �8 2X8 kAM5 2 7,-f 2X6 ��KGE EN 5Y2tt FASCIA 513 BETWEEN CLGi 10155 fYf' GUTTEK w/ 2x6 2x4 OUTr166Ef;S 2' Yc TO PM VE Nf MATION E I �tSC A t3ACKEk �� , o C �) IOd rAFfEr TO J015f TYp 2X8 J015f5 2YC 24" tYYE" � - '�� 2X GE RM'G 16"Yc wl r' 58 - N. Y21, GYP 00,919 2X6 16TYp t`~ mI'VU EIN15M TYh w/ K-19 /F . 2x6 16 / Ty' GYP POMP FIN15H TYP w/ 19 11-11 PW An a 5EE NOTES 11-11 PW APE 16J 16 TYp 16d 16" yc TYp f PW Pff NOf E 5 113 I, , % pW Per N0s 5-L 4--, Npuv I ,t 9/z Ul 110 MEG.t A13PEF NOTES Y2 9 y2 M rim ( 2) 021, LVL rim �. 1015516 / Tyr 2X6 pT 5111 �NpW ENPW tt o �. tJl 110 16 /� w/ k -19 81 - 2X6 PONY WALL FSM G 16 TYP Q A13 PES NOTE It XCN /z 0 4 / #5 VErf 1�100K5 f - -- �' pTgE 5U TYp ��NI'�/ ROM CONC 5TEM WALL SEE CMU f9EtAll t= �II $'_ 1_ Ok OT1-I rL1211 I MIN CLEW —,k 8 n� �� I I x Z II ao # 4 CONT NOklZ 12 "/ = ;j, #5 VE U HOOKS 4' / �D 121, WIf2� Tr QRp ESS F !p� - No. 58201 a � ® EXP. 06-30-18 `ray C 1 V 1 rFpFCAL\E PERMIT# ��7�ttl"ti BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED EWE® FOR CODE COMPLIANCE DATE REVISIONS BY J_ J oa woA-M' W w ..� f "Ilk 0 w 0 z z oIWO cozM0. dim -00 g Q��2 oZnmt 5 �g111wIMrNF�rwr� .... IMVWN CHECMFE© DAY SCALE JOB NO. SHEET OF `ra m a� I I! I i