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Home My WebLink AboutB16-2487 042-340-154L _ L PASTIEWW AE AaZ 2304.01.1 Al NOTESV C0RECTION FASTENING' LOCATION 1. joist to and or girder 5 - bd common (2 In' x 01511 RESIDENCE / PRIVATE GARA6E / CARPORT a. common a box nalls we permitted to be used except Wiere ot!"Iso stated b. Naffs spaced at 6 Inches on center at edges, 12 Iches at Intermediate wpporb except 6 inches at supports ►ince span as 48 5- Vic 0131'rdis toenan W. Fb&toad sheathing' 5-5'14 gage staples WCATION AWAY FROM SIDEWALKS AND STORM DRAIN INLETS. 2. "Ing g to Joist 5 - bd common (2 In' x 01311 for Nall sheathing ore permitted to be Conran, box a casing c. camas a defamed shank (led -Y x 0.1135 6d - 2 Vs' x o.rsP; lad - s' x 0148 ). (see Section 2506101, Table 2506.10.0 5 - 5' x 0.151'nalls toonan each end d Camara (6d - 2' x ars'; Bd - 2 In' x 0151', Tod - 3' x 0.1467). 5-5'14 gar sloples o 5. 1' x 6' mbfkor or less to each joist 5 - bd carman (2 112' x 01311 two ran 4. Yoder than V x 6' enbfloor to eah jobt 5 - led common (2 V2' x 01511 two roll 5. 2' sbfioer to joist or Slinder 2 -16d cannon 0 V2' x 0.1621 blind and two nag 6. Sole plate to Jobt orb" 16d (5 V2' x 0J551 at 16' oc. face roll 22. wider than I' x 8' to each baa 5' x 01310 malls at 8• or. tlpkol face man 23. BARwp corner suds 5' 44 gage staples at 12' ac. 2�p4' oc. ate So earl to )obt or blocking at !awed S'- Ibd 0 V2' x 0.1551 at I6• 16 ' at. 25/52 -inch sheathing. 4 - S' x a31' male at 16' braced Nall panels 24. BA -tp girder and beam 4 - S' 14 gage staples per 16' I I T Top plate to stud 2 -16d carman 0 1/2' x 0.1621 tate nail at tap ad bottom staggered I 5 - 5' x 0.151' nolo and nal mo kea0. JJ coaling 0 1/2' x 0.0W) or fMsh 0 112' x 0.0721 rdb spaced 6 Inches on pawl edges, 12 Indies at li tanrodide supports. 5 - S' 14 gage staples D. Stud to sole plate 4 - 6d Casser 0 In' x 01621 tate man at anis ad at each splice 6 4 - 5' x 0151' rale toenall 25. 2' planks 5 - 5' 14 gage stgoles at each 26. Collor tis to rafter 2-16dConan0 V2'x0.1621 QI 5 - 5' x 0.151' nails end ran ^-, 5-5'14 gage stoples paced o. Fasteners s 4 Inches on Center at e�jers b Iches at Intermaddide supporb for sabfioor and Nall snatahg and 5 Inches on 6 hchas Mernmdlats for 9. Dab1e studs 16d ('3 In' x 0.135) at 24' of.. II caller at edges, at supports roof sheadhsg. S' x 0151' mall at 8' or,. face non II S'14 gage stzpla ate'oc. 10. Dotble top plates 16d (S V2' x 0.1351 at I6' oc. APPROX. LOCATION 5' x 0151' man at 12' oz. tFical two mall I 5' 14 gage etc" tat 12' oz. N Dome top plates 6-16d ca man (3 V2' x 0.162) n 12- 5' x 0131' rale lop slice 12-5'44 les I I I I ll. Bloc" bebwen Joists or rattan to top plate 5 - 8d co n on (2 1/2' x 01517) (E) DRIVEWAY 5 - 5'x 0151'nalls toenan 5-S'14 gar stoplas 12. Rn Joist to tap plate led (2 In' x 0131) of W ot. I 5' x OJ51' non at 6' or,. toenan 1 5114 gels staple at 60 oz. 15. Top plates, lops and btersectbrs 2 -16d common 0 1/2' x 01620) 162b1' 5 - 5' x 0151'rolls face man 5 - 5114 gap sloplas 14. CatWm header, W pieces Nod common (3 V2' x 0.167) 16' ac. along 6. calling Joists to plate 5 - bd cameo (2 VY x 0.1311 5 - 5' x 0131' mans toanail 5-3'k gne s les 16. conth ous tearer to stud 4 -15d common (2 In' x 0.1510) !Deman 1'T. cel Jobts, lops over partitions 5 -16d cameo (5 In' x OJ629 mitt, - (ase 2506.10.4.1, Table 2508.10.4.1) Table 250610.4.1 4 - 5' x 0151' malls tae man Single Floor (combtabon akfloor•underlafnat 4-5'14 gow stores I. All work on this project shall conform to the 2013 editions of the CRO, GBG, CFO, CEO and 2013 California Energy Code and any other applicable county and/or city codes and ordinances. 2. The, contractor shall verify site conditions and their correlations with the drawings. ASHIN� I. All flashing shall be 26 ga. gale. iron unless otherwise noted. Primed paint to match adjacent construction. 2. Flo5h and counter -flash at all roof/wall connections. 6N - Seismic 51te Glass "D" Wind TIO mph exposure "B" Floor live load n/a Roof IIVe load 20 psf C.ONGR M NOTES I. COncrete shall have a minimum compressive strength at 25 days and a maximum slump of: Strength... 2500 psi Slump... 4" 2, Construction joints shall be prepared to expose clean, solidly embedded aggregate over the entire joint Interface. 3. Placement of pipes, conduits, or other embedded Items In the concrete shall be in accordance With these drawings. 4. Contraction joints In slabs, shall be. so placed that the maximum dimension and area of any section do not exceed 30 feet and 600 square feet, respectively. 5. 5Cructural steel shapes, tubes and pipes embedded In concrete shall have a minimum of 3" concrete cover. 6, Bottoms of all footings shall rest on firm, undisturbed soil. 1. A concrete mix design is provided which addresses bleeding, shrinkage and curling. REi 2KIN6 5Ti3:L 1• Reinforcing steel at foundation footings to conform to A5TM A615 and be Intermediate grade deformed bars- type N, grade 40. Reinforcing steel at retaining walls to conform to A5TM AbI5, including supplement. All bars shall be new stock deformed bars, grade 40 for #3 bars, and grade 60 for#4 and larger bars, typical unless otherwise noted. Bars to be welded shall conform to A5TM 10b. 2, Uilless noted, reinforcement bars to be lapped minimum 40 bar diameters. 3. Blends In reinforcement shall be in accordance with AGI 315-05. 4. All dimensions shown for locations of reinforcing steel are to face of bar and denote clear coverage. Unless specifically noted otherwise, concrete coverage shall be 3" where concrete is placed directly against earth, and 2" where concrete is exposed to earth but Is against forms. Slabs on grade shall have reinforcing at mid -depth unless otherwise noted. i', I 5. Splices in continuous reinforcing shall have a lap of 40 bar diameters minimum in concrete m U corasCTION FASTIDUNB' r LOCATION I8. calling Joists to Parallel rafters (we Section 2306.1o.4i, Table 2306.10.4.0 5 -16d Canaan (3 In' x 0.1621 minftm Table 2506J0.4J RESIDENCE / PRIVATE GARA6E / CARPORT a. common a box nalls we permitted to be used except Wiere ot!"Iso stated b. Naffs spaced at 6 Inches on center at edges, 12 Iches at Intermediate wpporb except 6 inches at supports ►ince span as 48 4 - 5' x 0J31' male face man W. Fb&toad sheathing' 4-5'14 goge sterles WCATION AWAY FROM SIDEWALKS AND STORM DRAIN INLETS. W. Rafter to plate 5 - 8d cameo (21/2' x 01511 for Nall sheathing ore permitted to be Conran, box a casing c. camas a defamed shank (led -Y x 0.1135 6d - 2 Vs' x o.rsP; lad - s' x 0148 ). (see Section 2506101, Table 2506.10.0 5 - 5' x 0.1515 malls toenall d Camara (6d - 2' x ars'; Bd - 2 In' x 0151', Tod - 3' x 0.1467). 5-5'14 gap stoplas o 20. 1' diagonal brae to each stud and plate 2 - td eam on (2 V2' x OJSI) o ALL TRASH MUST BE COLLECTED AND STORED PROPERLY. DO NOT LET ITEMS SUCH A5 a0 2 - 5' x OJ51' nails face Mall $4. Interior peeling 5-S'14 gar stoplas Q n' 21. P x 8' sheathing to each 5 - 8d carman (2 V2' x 0.1510) face roll 22. wider than I' x 8' to each baa 5 - ed camas (2 In' x 0.1518) two man 23. BARwp corner suds 16d Canaan 0 UY x 0.1621 2�p4' oc. TO BE DEVELOPED TO INSURE THE CONTINUED EFFECTIVENESS OF YOUR BMPS. 5' x 0.131' ma nalls 16 ' at. 25/52 -inch sheathing. 5' 14 etcries 16' oz. 24. BA -tp girder and beam 20d camas (4' x OJ420) 52' at. I I as S' x 0.131' mall at 24' o.c. tate nail at tap ad bottom staggered I S' 14 gage staple at 24' oL. an opposite sites mo kea0. JJ coaling 0 1/2' x 0.0W) or fMsh 0 112' x 0.0721 rdb spaced 6 Inches on pawl edges, 12 Indies at li tanrodide supports. 2 -20d comm (46 (4' x 01921 5 - S' x 0.151' rolls tate man at anis ad at each splice 6 S - 5' 14 ene staples 1. For roof shea!hhg applications, 8d nalls 021/2' x 0.1130) we the mhhwn raTknod for mod structural pawls. 25. 2' planks 16d coma ran 0 1/2' x 0.1621 at each 26. Collor tis to rafter S - Wd Connor 0' x 0146) QI 4 -5'x 0.131' rolls face man ^-, 4 - 5114 gap staples paced o. Fasteners s 4 Inches on Center at e�jers b Iches at Intermaddide supporb for sabfioor and Nall snatahg and 5 Inches on 6 hchas Mernmdlats for 2i. Jxk rafter to hip 5 - IOd ca man (5' x 0.14151 II caller at edges, at supports roof sheadhsg. 4 -S' x 0.131' nans toenail II 4 -S' 14 gage staples g 2 -Ibd camas (5 In' x 01629 APPROX. LOCATION 5-S'x0.151'nalls tae nail I 5-S'14 gage staples N 28. Root rafter to 2t9 ridge bean 2 -16d Conan (3 Inn' x 0162') n 5 - 5'x 0.131' nolle toenail 5 - 5114 gage staples I I I I I I 2 -16d common IS In' x 01621 (E) DRIVEWAY 5 - 5' x 0.151' nalls face nail 5 - 5' 14 gar stcpW 24. Joist to band Joist 5 -16d common 0 V2' x 0.162'1 I 4 - 5' x 0151' rale face nail 1 4-5'w stoplas $0. Ledger strip 5 -16d common (3 V2' x 0J62) 162b1' 4 - 3' x 0.151' mails face nail 4-5'43 les 51. Hood shwhral pane and leboad' V2' ad less 6d° S*f or, roof and Nall ahealhi g (to fnamtxo, 2 5/6' x 000 nae' 19/32' to 5/4' 6d' or 6 2S/8'xOlWnar 2' 16 gager 1/6' to 1' sd 11/6' to I V4' Wd' or 15d' Single Floor (combtabon akfloor•underlafnat 5/4' ad less 6d' to frcntgl 1/15' to 1' Be I I/8' to 1114' lod' or 6d' construction except where shown otherwise. Horizontal laps In adjacent bars shall be staggered 5'-0' minimum. Vertical bars shall be one piece full height. f CARPENTRY I. jr; addition to framing operations normal to the fabrication and erection Indicated on the Dhrawings, Install wood blocking and backing required for the work of other trades. 2. Structural framing shall be Douglas Fir of the grades Indicated or better (WWPA grading rules): 2Ix joists and rafters NO.2 Posts and beams NO.I Studs NO.2 Sills and plates NO. 2 HF Sills on concrete PTHF Mlisc. framing not noted NO. 2 3, Hood sills bearing on concrete shall be attached as noted on the Foundation Plan, anchors shall be within 12" of the end of each piece, and 12" cc. max. Each sill shall receive at least two (2) alnchors. This information will govern unless more stringent criteria is Indicated on the plans. 4. Boit holes In wood or steel shall be 1/16" larger than bolts. 5. All nuts shall be tightened when placed and re -tightened prior to application of finish or at completion of job. 6, proming hardware shall be Simpson STRONG -TIE or approved equal, with connectors as specified in the catalog NOL -2011. 1. Niall top -plates shall have joints at a stud center line. �YWC�OP N01E5 6enem"ai Provisions I. I(Jentificatlon requirements - Each panel shall be Identified with the appropriate trademark of the American Plywood Association, and shall meet the requirements of the latest edition of U.S. product standards P5-1 or one of APA's performance 2. panel thickness, grade and group number or span rating shall be at least equal to that shown On the drawings. Application shall be M accordance with recommendations of the American plywood Association. 3, hdalls at plywood panels shall have 3/5" edge distance and nall heads shall butt at center line Of single supporting member with edge malling from each panel Into that member. 4• plywood panels shall butt at center line of single supporting member with edge nailing from each panel into that member. 5. Flo piece of plywood, floor, or wall sheeting shall be less than 12" in least dimension. Roof `�h�etina 1. panel roof sheathing shall be APA RATED 5HEATHIN6 EXP 1, size and nailing as per drawings. Install with the long dimension of the panel across supports, except where noted and with panel Gontirwous over two or more spare. Allow 1/5" spacing at panel ends and 1/4' spacing at panel edges. MINIMUM EROSION AND SEDIMENT CONTROLS 1=0R JE 0 ori 0 v rn c a w CORW110N FA5ITMW� LOCATIoN - 52. Panel w" (to fromh4 in' or less 6d' RESIDENCE / PRIVATE GARA6E / CARPORT a. common a box nalls we permitted to be used except Wiere ot!"Iso stated b. Naffs spaced at 6 Inches on center at edges, 12 Iches at Intermediate wpporb except 6 inches at supports ►ince span as 48 5/6. 6df v W. Fb&toad sheathing' in. W. II gage roofing nal" WCATION AWAY FROM SIDEWALKS AND STORM DRAIN INLETS. 'at V) 6d camion man (2' x 0113.1 for Nall sheathing ore permitted to be Conran, box a casing c. camas a defamed shank (led -Y x 0.1135 6d - 2 Vs' x o.rsP; lad - s' x 0148 ). a IPORTABLE CHEMICAL TOILERS IF PROVIDED ON THE 511E MUST BE KEPT OFF OF STREETS No. 16 gage staple' v C d Camara (6d - 2' x ars'; Bd - 2 In' x 0151', Tod - 3' x 0.1467). 25/32' No. 11 gagerr0000ttttgg non' o 6co d mm nit xVY x 0.011 o ALL TRASH MUST BE COLLECTED AND STORED PROPERLY. DO NOT LET ITEMS SUCH A5 a0 No. 16 ciacias b' f. corrosion -resistant eking (led - 111/66 x o106'r ed -2 5/e• z 0.1282) or casing (led - 20 x 0at9•r ed - 2 In' x 0n57 nail. $4. Interior peeling V4' 4dl Q n' g. Fasteners spaced 5 !wires an center at a akerkr edges and 6 Inches an center at Intermediate eupporb, clan used as stnclual &&it ". `Spacig shall be 6 !alas on center on the edges ad 12 Iches on center at Intem od de mfporb for nanstrvcturol 5/6' 6d' PRO GTS DISTURBING LESS THAN ONE ACRE TI•E WPS ($EST MANAGEMENT PRACTTCE5) L15TED BELOW MUST BE IN PLACE DURINC7 TFE RAINY SEASON (OCTOBER 15 14P000 APRIL 15) AND MAY BE REQUIRED AT OTHER TIMES BASED ON VEATH R AND 517E CONDITIONS THROUGH THE YEA. TIE BMP5 L15TED ARE MINIMUM REGU9REMENTS AND ADDITIONAL BMPS COULD BE REQUIRED BASED ON 517E CONDITIONS. o ALL SOILS TRACKED ONTO PAVED ROADWAYS MUST BE GLEANED UP ON A DAILY BASIS. WHEN STREETS ARE WET OR DURING A RAIN EVENT 1NERE SHALL BE arh 2013 CRC. For SI, I Inch • 25.4 mm.NO 112AGKIN6 OF SOILS ONTO THE STREET. 3 RESIDENCE / PRIVATE GARA6E / CARPORT a. common a box nalls we permitted to be used except Wiere ot!"Iso stated b. Naffs spaced at 6 Inches on center at edges, 12 Iches at Intermediate wpporb except 6 inches at supports ►ince span as 48 0 ALL PAINT, FUEL, CONSTRUCTION PRODUCTS ETC. SHALL BE STORED IN A COVERED v U 00 0 Inches or more. For malting of Hoed shoahral panel ad patkteloa d dkphrogna ad whew Nails, refs to section 2505. Naos WCATION AWAY FROM SIDEWALKS AND STORM DRAIN INLETS. 'at V) m for Nall sheathing ore permitted to be Conran, box a casing c. camas a defamed shank (led -Y x 0.1135 6d - 2 Vs' x o.rsP; lad - s' x 0148 ). a IPORTABLE CHEMICAL TOILERS IF PROVIDED ON THE 511E MUST BE KEPT OFF OF STREETS ce v C d Camara (6d - 2' x ars'; Bd - 2 In' x 0151', Tod - 3' x 0.1467). AND SIDEWALKS AND AT LEAST 50' FROM 110E NEAREST STORM DRAIN INLET. o e. Deformed shank (6d - 2• x 0115';15d - 2 l/2' x OJ51'; lod - S' x OJ46). o ALL TRASH MUST BE COLLECTED AND STORED PROPERLY. DO NOT LET ITEMS SUCH A5 a0 f. corrosion -resistant eking (led - 111/66 x o106'r ed -2 5/e• z 0.1282) or casing (led - 20 x 0at9•r ed - 2 In' x 0n57 nail. ;DRYWALL MUD BOXES PAINT BUCKETS GLEANING MATERIAL CONTAINERS ETC. COME IN r Q n' g. Fasteners spaced 5 !wires an center at a akerkr edges and 6 Inches an center at Intermediate eupporb, clan used as stnclual &&it ". `Spacig shall be 6 !alas on center on the edges ad 12 Iches on center at Intem od de mfporb for nanstrvcturol CONTACT WITH ANY RAINFALL OR STORM WATER RUNOFF. �U applications. o AFTER INSTALLATION OF THE ABOVE ITEMS 15 COMPLETE A MAINTENANCE PROGRAM NEEDS a 41 U h. corroslarresistait roofing nails Nnh 7/16 twin dkr nater head and I 112-Ixh length for V24dn snathmg and 1514 -Inch to gth for TO BE DEVELOPED TO INSURE THE CONTINUED EFFECTIVENESS OF YOUR BMPS. 0 25/52 -inch sheathing. L Corrosknyesbta t staples Nlh nominal 1/164wh Brow and I Winch length for V2 -inch and I In-Ixh length for I I as 25/52-Iwh scathing. Pane! supports at 16 Who (20 hdcs if strength aab in to long direction of the pawl, unless otherwise I an LU mo kea0. JJ coaling 0 1/2' x 0.0W) or fMsh 0 112' x 0.0721 rdb spaced 6 Inches on pawl edges, 12 Indies at li tanrodide supports. k Pawl support at 24 Inches. eashg or finish malls spaced 6 Inchas an panel edges, 12 Inches at IRermedlotc anpports. 6 LU 1. For roof shea!hhg applications, 8d nalls 021/2' x 0.1130) we the mhhwn raTknod for mod structural pawls. o C) Lu in. Staples shall have a Mlle m crown Nknh of 1/16 Inch. I QI n. For roof shealhhg applications, fasteners 4 I ch" on center at edges, 6 Idws at Fderi edido wpports. Ld ^-, paced o. Fasteners s 4 Inches on Center at e�jers b Iches at Intermaddide supporb for sabfioor and Nall snatahg and 5 Inches on 6 hchas Mernmdlats for t 1 II caller at edges, at supports roof sheadhsg. $ II p. Fasteners spored 4 inches an center at edges, 6 Indws at Mdnediate v pporb. g APPROX. LOCATION 0 I I I OF 0 RESIDENCE N I I n I 1 BtJTTE ('OIJNTY NOV 09 2016 DEVELOPMENT SERViCES l SHEET INDEX SHT. # CONTENTS I SITE PLAN and NOTES 2 FLOOR PLAN, ROOF PLAN, SECTION and DETAILS PROJECT SCOPE PERMIT (Pa CARPORT BUILT WITHOUT PERMIT GODS ANALY515 CODE 2013 CRC. OCCUPANCY R-3 / U USE RESIDENCE / PRIVATE GARA6E / CARPORT CON5T. V -B, NON-SPRINKLERIM AREA OF U 00 0 CARPORT 416 S.F. BETTY BELLE LANE P(< - Iu 7 1 1 I 1 I 1 1 I 1 1 I 1 1 I i$ (F) DRIVEWAY (E) CARPORT SHOWN HATCHED (BUILT WITHOUT PERMIT) PERMIT BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR �C-,ODE COMPLIANCE t--t-"e BY-. SITE PLAN SCALE: WA REVIVON5 DATE 220.06' Ii N o U 00 0 O � c0 m I I I I d v C � I I I I m iI I Q n' I I �U I I Q 41 U I I I I I 0 � I I I I I 1 I I LU Z RE5IDENOE LU o Lu I I I 1 Ld ^-, II 0 SEPTIC TAMC E GARAGE II I (EJ LEACH FIELD V APPROX. LOCATION I I I OF 0 RESIDENCE I I n I 1 I I I I I I (E) DRIVEWAY I' I 1 --------------� 162b1' -- BETTY BELLE LANE P(< - Iu 7 1 1 I 1 I 1 1 I 1 1 I 1 1 I i$ (F) DRIVEWAY (E) CARPORT SHOWN HATCHED (BUILT WITHOUT PERMIT) PERMIT BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR �C-,ODE COMPLIANCE t--t-"e BY-. SITE PLAN SCALE: WA REVIVON5 DATE X11 N o U 00 0 O � c0 m LO O d v C m a m Q n' rn �U U Q 41 U V MU X11 Date: 05/01/2016 Drawn: JA I Job No.: 16-055 Sheet: of _- . - -F ----T -r - LL V 0 V LU LU o Lu V Ld ^-, V Lu ii n Date: 05/01/2016 Drawn: JA I Job No.: 16-055 Sheet: of _- . - -F ----T -r - RE\/1510N5 DATE I 00 Lll� N OL N CO o °m c� Lo Q v C LO cn a10 0 0 U Ma U 0 a aU' mU ARCy�TF G�SED * o. 869 REN ��9rF OF CALNF��\P t Ci f 1[1 0 LL V V 3 V LU 7-0LU Luo V i-- w v� lu m LU N� Z eW ill Date: 05/01/2016 Drawn: J.A. Job No.: 1"M Sheet: of: —...- �— - -- - -- f t r ✓ Job number >> 16-058 Structural Calculations for Rick Pitcher 630 Betty Belle Lane Chico, Ca. Gary Hawkins Architect 3095 Ceres Ave. Ste 135 Chico, Ca. 95973 (530) 892-2700 (530) 893-0532 Fax BUTTE COUNTY NOV 09 2016 DEVELOPMENT SERVICES PERMIT #.-JA(0_� 71 BUT(E COUNTY DEVELO MENT SERVICES REVIEWED FOR CODE COMPLIANCE BATE 9/ 2/16 CALCDATA ----------------------------------------------- Rev 9-20-99 Calculation data ------------------------------------------------ Description >> ------------------------------------------------ Jurisdiction Butte County Code referenced 2013 CRC 2013 CBC Wind loading Basic wind speed 110 MPH Exposure B Seismic loading Site Class D Site Design Catagory D Gravity loading Roof live load 20 PSF Floor live load n/a PSF Balcony live load: n/a PSF Soil data Allowable bearing: 1500 PSF 11/13/97 4 10AD_S -------------------------------- REV 8-13-92 LOAD SUMMARY MODULE -------------------------------------------------------- DESCRIPTION >) ------------------------------------------------------ ASSEMBLY >roof SLOPE > .75IN 12 > 3.58 DEGREES NO. DESCRIPTION UNIT WT. PITCH? ADJ. WT. 2 3-154 I 1-901 COMP 2.20 2.20 22 15/32" PLYWOOD 1.50 1.50 37 2 X 6 - 12" 2.20 2.20 62 MISC. 1.00 1.00 64 MISC. 2.00 2.00 DL 8.90 USE: 9.00 PSF LL 20.00 PSF --------------------------------------------------------- TL 29.00 PSF ASSEMBLY > SLOPE > IN 12 > DEGREES NO. DESCRIPTION UNIT WT. PITCH? ADJ. WT. 8:42 AM 9/ 6/16 F) 3-0235- 50 SHEETS - 5 SQUARES \ COMET 3-0238- 100 SHEETS - 5 SQUARES / 3-0237- 200 SHEETS - 5 SQUARES / 3-0137-200 SHEETS -FILLER CV a 1r r+ t, Project: Location: RFTt Roof Rafter 12013 Califomia Building Code(2012 NDS)] 1.5 IN x 5.5 IN x 14.83 FT (12.8 + 2) @ 12 O.C. #2 - Douglas -Fir -Larch (North) - Dry Use Section Adequate By: 63.6% Controlling Factor: Deflection DEFLECTIONS Gente Richt Live Load 0.37 IN U419 0.02 IN 2L/2414 Dead Load 0.16 in 0.00 In Total Load 0.52 IN L/294 0.00 IN 21Jlnfinity Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: U180 RAFTER REACTIONS Upper Live Load @ A LOADS 128 pit REACTIONS 128 Ib Upper Dead Load @ A 56 pit 56 Ib Upper Total Load @ A 184 pit 184 Ib Lower Live Load @ B 171 ptf 171 Ib Lower Dead Load @ B 77 pit 77 Ib Lower Total Load @ B 248 plf 248 Ib RAFTER SUPPORT DATA A @ Bearing Length 0.20 in 0.27 in Span Length 12.83 It 2 It Rafter Pilch 0.75 :12 Roof sheathing applied to top of joists -top of rafters fully braced. Roof Duration Factor 1.25 Peak Notch Depth 0.00 Base Notch Depth 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch (North) Bending Stress: Shear Stress: Modulus of Elasticity: Comp. --to Grain: Base Values Adiusted Fb = 850 psi Fb' = 1588 Cd=1.25 CF= 1.30 Cr -1.15 Fv = 180 psi Fv' = 225 Cd --1.25 E = 1600 ksi E'= 1600 Fc -1= 625 psi Fc -1'= 625 Controlling Moment: 588 ft -Ib 6.417 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -190 Ib 12.975 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2, 3 Comparisons with required sections: Em€ d Section Modulus: 4.44 in3 7.56 in3 Area (Shear): 1.27 int 8.25 in2 Moment of Inertia (deflection): 12.72 in4 20.8 in4 Moment: 588 ft -Ib 1001 ft -Ib Shear. -190 lb 12381b psi psi ksi psi Ly GaryHawkins Gary Hawkins Architect ,3045 Ceres Ave, Suite 135 :Chico, CA 95973 StruCalc Version 9.0.2.5 9/2/2016 2:17:34 PM Uniform Roof Loading Roof Live Load: LL - Roof Dead Load: DL = Slope Adjusted Spans And Loads Interior Span: L-adj = Eave Span: L-Eave-adj = Rafter Live Load: wL-adj = Eave Live Load: wL-Eave-adj = Rafter Dead Load: wD-adj = Rafter Total Load: wT-adj = Eave Total Load: wT-Eave-adj = 20 pat 9 pet 12.86 ft 2 It 20 pit 20 ptf 9 pit 29 pit 29 ptf Project: Location: RFTi Roof Rafter [2013 California Building Code(2012 NDS)] d.51Nx5.5INx14.83FT(12.8+21fd224O.C. 1 #2 - Douglas -Fir -Larch (North) - Dry Use„tL,r, Section Inadequate By: 22.3% Controlling Factor: Deflection / Depth Required 5.96 In. DEFLECTIONS Center El= Live Load 0.74 IN U210 0.04 IN 2U1208 Dead Load 0.31 in 0.00 In Total Load 1.05 IN U147 0.00 IN 21Jlnfnity Live Load Deflection Criteria: L240 Total Load Deflection Criteria: U180 RAFTER REACTIONS Upper Live Load @ A LOADS 129 plf REACTIONS 257 Ib Upper Dead Load @ A 57 plf 113 Ib Upper Total Load @ A 185 plf 370 Ib Lower Live Load @ B 172 pH 343 Ib Lower Dead Load @ B 78 pif 155 Ib Lower Total Load @ B 249 pN 498 Ib RAFTER SUPPORT DATA 8 @ Bearing Length 0.39 in 0.53 in Span Length 12.83 ft 2 ft Rafter Pitch 0.75 :12 Roof sheathing applied to top of joists -top of rafters fully braced. Roof Duration Factor 1.25 Peak Notch Depth 0.00 Base Notch Depth 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch (North) Base Values AAd{Osted Bending Stress: Fb = 850 psi Fb' = 1588 psi Cd=1.25 CF=1.30 Cr -1.15 Shear Stress: Fv = 180 psi FV = 225 psi Cd=1.25 Modulus of Elasticity: E = 1600 ksi E'= 1600 ksi Comp.-Lto Grain: Fc -1= 625 psi Fc -1'= 625 psi Controlling Moment: 1176 ft -Ib 6.417 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live bads on span(s) 2 Controlling Shear: -381 Ib 12.975 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2, 3 Comparisons with required sections: EIQg d Section Modulus: 8.88 in3 7.56 in3 Area (Shear): 2.54 int 8.25 in2 Moment of Inertia (deflection): 25.43 In4 20.8 in4 Moment: 1176 ft -Ib 1001 ft -Ib Shear. -381 Ib 1238 lb cariAR Pelle ` Gary Hawkins Cp Gary Hawkins Architect - 3045 Ceres Ave, Suite 135 d Chico, CA 95973 StruCalc Version 9.0.2.5 9/2/2016 2:18:03 PM Uniform Roof Loading Roof Live Load: LL = 20 psf Roof Dead Load: DL= 9 psf Slope Adjusted Spans And Loads Interior Span: L-adj = 12.86 It Eave Span: L-Eave-adj = 2 It Rafter Live Load: wL-adj = 40 plf Eave Live Load: wL-Eave-adj = 40 plf Rafter Dead Load: wD-adj = 18 plf Rafter Total Load: wT-adj = 58 plf Eave Total Load: wT-Eave-adj = 58 plf r.0 GjDO'+. 01 V1U 1CL?On. no-f— (>Op� co N N WWW �¢¢ =W w(n coacow w w N I N N N Cl) W W W w W W W W 2222 N co co co NS_ SO on No �3 999 n W M m w F 0 U I k 110 ?z-- I Project Location: MSR81 BAY Fb = Mufti -Span Roof Beam Adiusted Fb' = [2013 California Building Code(2012 NDS)] 17.65 in3 3.5 IN x 5.5 IN x 12.0 FT (1.5 + 9 + 1.5) C1=0.99 CF=1.30 #2 - Douglas -Fir -Larch (North) - Dry Use Shear Stress: Section Adequate By: 31.0% 180 psi Controlling Factor: Moment 225 psi DEFLECTIONS L22 Center a= Live Load 0.00 IN U5410 0.09 IN U1194 0.00 IN U5410 Dead Load 0.00 in 0.04 in 0.00 in Total Load 0.00 IN U3750 0.13 IN U813 0.00 IN LI3750 Live Load Deflection Criteria: L240 Total Load Deflection Criteria: U180 REACTIONS A 5 Q 12 Comp. -L to Grain: Live Load 124 Ib 1588 Ib 1588 Ib 124 Ib 625 psi Dead Load -268 It, 752 Ib 752 Ib -268 Ib 625 psi Total Load -144 Ib 2340 ib 2340 Ib -144 Ib 2 Uplift (1.5 F.S) -956 Ib 0 Ib 0 Ib -956 Ib Wall Load Bearing Length 0.00 in 1.07 In 1.07 in 0.00 in 0 BEAM DATA j gg Center Richt Span Length 1.5 ft 9 ft 1.5 it Unbraced Length -Top O ft O ft O ft Unbraced Length -Bottom 1.5 ft 9 ft 1.5 ft Roof Pitch 0.75 :12 Roof Duration Factor 1.25 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch (North) Bending Stress: BAY Fb = 850 psi Adiusted Fb' = 1367 psi 17.65 in3 Cd --1.25 C1=0.99 CF=1.30 19.25 int Shear Stress: Fv = 180 psi FV = 225 psi 2010 ft -Ib Cd=1.25 -1211 Ib 2888 lb 6.5 Modulus of Elasticity: E = 1600 ksi E' = 1600 ksi Comp. -L to Grain: Fc --L= 625 psi Fc --L'= 625 psi Controlling Moment: -1534 ft -Ib Over left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 1, 2 Controlling Shear: -1211 Ib 2.0 Ft from left support of span 1 (Left Span) Created by combining all dead loads and live loads on span(s)1, 2 Comparisons with required sections: Ego Provided Section Modulus: 13.47 in3 17.65 in3 Area (Shear): 8.07 int 19.25 int Moment of Inertia (deflection): 10.75 In4 48.53 in4 Moment: -1534 ft -Ib 2010 ft -Ib Shear: -1211 Ib 2888 lb T1"�f a,/''r,�7 �-- ^ OGary Hawkins �I Gary Hawkins Architect 3045 Ceres Ave, Suite 135 h��=!^�r•-,�,Chico, CA 95973 StruCalc Version 9.0.2.5 9!62016 8:34:26 AM Roof Live Load RLL = 20 psf 20 psf 20 psf Roof Dead Load RDL = 9 psf 9 psf 9 psf Roof Tributary Width Side One TW1 = 6.5 ft 6.5 ft 6.5 ft Roof Tributary Width Side Two TW2 = 2 ft 2 ft 2 ft Wall Load WALL= 0 Of 0 Of 0 olf Total Live Load 170 plf 170 plf 170 plf Total Dead Load (Adjusted for Roof Pitch) 77 plf 77 plf 77 plf Beam Self Weight 4 plf 4 plf 4 plf Total Load 251 plf 251 plf 251 plf 922016 Design Maps Summary Report -E55 S Design Maps Summary Report -User-Specified Input Report Title Pitcher Fri September 2, 2016 22:46:00 UTC Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 39.728490N, 121.83748oW Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III USGS-Provided Output Ss = 0.616 g S.s = 0.805 g Sos = 0.537 g S4 = 0.274 g SN4 = 0.507 g Sol = 0.338 g For Information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. MCER Response Spectrum 0.90 0.91 a.54 0.72 ' 0.49 0.62 0.42 0.54 0.26 ON P � 0.45 0.30 91 9 0.36 0.24 0.27 0.19 0.19 ,, 0.12 0.09 O.OG 0.00 0.20 0.40 0.60 0.90 1.00 1.20 1.40 1.60 1.90 2.00 Period, T (sec) For PGA,,, T, CRs, and Cs, values, please view the detailed report. Design Response Spectrum 0.40 0.60 D.90 1.00 1.20 1.40 1.0 1.90 2.00 Period, T (sec) „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. 191 3-0235 - 50 SHEETS - 5 SQUARES COMET 3-0235 - 100 SHEETS - 5 SQUARES 3-0237 - 200 SHEETS - 5 SQUARES 3-0137 - 200 SHEETS - FILLER v r n ir ifr 0 N N s s ! - 0 P Gk. p'f'Co Lp ►u - z2�� '�tz*z,} LIZ Ala, W d+ -Z tezA.� pia ka.,# Project: Location: FTG1 PL = Footing Ultimate Bearing Pressure: (2013 California Building Code(2012 NDS)) Footing Size: 1.5 FT x 1.5 FT x 12.00 IN Reinforcement: 94 Bars @ 7.00 IN. O.C. EM / (3) min. Section Footing Design Adequate 1350 psf FOOTING PROPERTIES Allowable Soil Bearing Pressure: Qs = 1500 psf Concrete Compressive Strength: Pc = 2000 psi Reinforcing Steel Yield Strength: Fy = 40000 psi Concrete Reinforcement Cover. c = 1.5 in Bearing Required: FOOTING SIZE 4002 lb Width: W = 1.5 ft Length: L = 1.5 ft Depth: Depth = 12 in Effective Depth to Top Layer of Steel: d = 9.75 in 0 Ib Allowable Beam Shear: '.. COLUMN AND BASEPLATE SIZE 11773 Ib Column Type: Wood Column Width: m= 4 in Column Depth: n= 4 in FOOTING CALCULATIONS Vu2 = Bearing Calculations: PL = 1870 Ib Ultimate Bearing Pressure: Qu = 1205 psf Effective Allowable Soil Bearing Pressure: Ge = 1350 psf Required Footing Area: Areq = 2.01 sf Area Provided: A = 2.25 sf Baseplate Bearing: Bearing Required: Bear= 4002 lb Allowable Bearing: Bear -A = 35360 Ib Beam Shear Calculations (One Way Shear): Beam Shear. Vu1 = 0 Ib Allowable Beam Shear: '.. VC1 = 11773 Ib Punching Shear Calculations (Two Way Shear): Critical Perimeter: Bo = 55 in Punching Shear. Vu2 = 1667 Ib Allowable Punching Shear (ACI 11-35): vc2-a = 107918 Ib Allowable Punching Shear (ACI 11-36): vc2-b = 163513 Ib Allowable Punching Shear (ACI 11-37): vc2-c = 71945 Ib Controlling Allowable Punching Shear: vc2 = 71945 Ib Bending Calculations: Factored Moment: Mu = 9004 in -Ib Nominal Moment Strength: Mn = 198495 in -Ib Reinforcement Calculations: Concrete Compressive Block Depth: a = 0.77 in Steel Required Based on Moment: As(1) = 0.03 1n2 Min. Code Req'd Reinf. Shrink.(remp. (ACI -10.5.4): As(2) = 0.43 in2 Controlling Reinforcing Steel: As-reqd = 0.43 in2 Selected Reinforcement: #4's @ 7.0 in. o.c. e/w (3) Min. Reinforcement Area Provided: As = 0.59 in2 Development Length Calculations: Development Length Required: Ld = 13.5 in Development Length Supplied: Ld-sup = 7.5 in Note: Plain concrete adequate for bending, therefore adequate development length not required. [Pt - O,Gary Hawkins Gary Hawkins Architect 3045 Ceres Ave, Suite 135 CA 95973 StruCalc Version 9.0.2.5 9/6/2016 9:00:24 AM LOADING DIAGRAM �--d In—i it In n t7 n L 1.51 T 1.s ft FOOTING LOADING Live Load: PL = 1870 Ib Dead Load: PD= 842 Ib Total Load: PT = 2712 Ib Ultimate Factored Load: Pu = 4002 Ib Weight to resist uplift w/ 1.5 F.S.: U.R. = 218 Ib �rt ,4--0 ,oL d PCO € xt4 Project: ,(-ocation: COLI Column 12013 California Building Code(2012 NDS)] 3.5 INx3.5INx7.OFT #2 - Douglas -Fir -Larch (North) - Dry Use Section Adequate By: 68.8% DEFLECTIONS Deflection due to lateral loads only: DeFl = 0.07 IN = L/1280 Live Load Deflection Criteria: L/180 Live Load: Vert-LL-Rxn = 1870 Ib Dead Load: Vert-DL-Rxn = 860 Ib Total Load: Vert-TL-Rxn = 2730 Ib HORIZONTAL REACTIONS Total Reaction at Top of Column: TL-Rxn-Top = 136 Ib Total Reaction at Bottom of Column: TL-Rxn-Bottom = 37 Ib COLUMN DATA Total Column Length: 7 It Unbraced Length (X -Axis) Lx: 5.5 It Unbraced Length (Y -Axis) Ly: 7 ft Column End Condtion-K (e): 1 Axial Load Duration Factor 1.00 Lateral Load Duration Factor(Wind/Seismic) 1.33 #2 - Douglas -Fir -Larch (North) Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L+ D) Actual Compressive Stress: Base Values Adjusted psi Compressive Stress:. Fc = 1400 psi Fc' = 714 psi psi Eccentricity Moment (X -X Axis): Cd=1.00 Cf 1.15 Cp=0.44 fl -Ib Bending Stress (X -X Axis): Fbx = 850 psi Fbx' = 1275 psi ft -lb Moment Due to Lateral Loads (X -X Axis): Cd=1.00 CF=1.50 0 fl -Ib Bending Stress (Y -Y Axis):. Fby = 850 psi Fby' = 1275 psi fl -Ib Bending Stress Lateral Loads Only (X -X Axis): Fbx = Cd=1.00 CF=1.50 psi Allowable Bending Stress (X -X Axis): Modulus of Elasticity: E = 1600 ksi E'= 1600 ksi Bending Stress Lateral Loads Only (Y -Y Axis): Fby = Column Section (X -X Axis): psi dx = 3.5 in Column Section(Y-Y Axis): psi dy= 3.5 in Area: A = 12.25 int Section Modulus (X -X Axis): Sx = 7.15 in3 Section Modulus (Y -Y Axis): Sy = 7.15 in3 Slenderness Ratio: Lex/dx= 18.86 Ley/dy = 24 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L+ D) Actual Compressive Stress: Fc = 223 psi Allowable Compressive Stress: Fc' = 714 psi Eccentricity Moment (X -X Axis): Mx -ex = 0 fl -Ib Eccentricity Moment (Y -Y Axis): My-ey = 0 ft -lb Moment Due to Lateral Loads (X -X Axis): Mx= 0 fl -Ib Moment Due to Lateral Loads (Y -Y Axis): MY= 0 fl -Ib Bending Stress Lateral Loads Only (X -X Axis): Fbx = 0 psi Allowable Bending Stress (X -X Axis): Fbx' = 1275 psi Bending Stress Lateral Loads Only (Y -Y Axis): Fby = 0 psi Allowable Bending Stress (Y -Y Axis): Fby' = 1275 psi Combined Stress Factor: CSF - 0.31 i � Pa9e --a--r�Gary Hawkins ('Z„ 'Gary Hawkins Architect ,3045 Ceres Ave, Suite 135 w Chico, CA 95973 StruCalc Version 9.0.2.5 9/2/2016 3:55:23 PM I!e B AXIAL LOADING Live Load: PL= 1870 Ib Dead Load: PD= 842 Ib Column Self Weight: CSW = 18 Ib Total Load: PT = 2730 Ib LATERAL LOADING (Dy Face) Uniform Lateral Load: wL-Lat = 0 plf Point Load: Qr1g Live Load: 172.9 Ib Location: 1.5 ft