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Home My WebLink AboutB15-3073 027-082-010--7-77 -m-,i-.-. -,-r.. O I— m ; o D Z d m ' 0 CDQv�sCr A� 1 d w v c d 0 3 �. a v m N � cc N = C � N t c M a 3 o a CS;mm 3 0 � 0 A MO C N a 'n n 0 � >v fi B O I— m 0.05 o D Z d S > M CDQv�sCr o a 0 N��O w g,OC 1 ZZ o� M v m N � N = N t c M a CS;mm 0 MO a 'n d � >v fi B S X < A r V t_ 0 d u �� M A z b' -H 3 0) IT! M < $ W F) O 0 m to � � O J O c r 0 o 0 p�tAC03 e m 5•g5^�3 O o �p e A y � ' 1 o n �o 9 ar m n D r D A_ m Mm 0 m O v M X C m m o' I- I— Hardwood plywood veneer core 0.05 $iP A D Z d H CA _ m > H Thin medium density fiberboard 7 o a 0 N��O w g,OC 1 ZZ o� M v m N � Iv��D t c M CS;mm �� MO 'n >v fi B S X < A r V t_ 0 d u �� M A z b' -H 3 0) IT! < $ W F) O 0 m to � � O J O c 0 o 0 p�tAC03 e m 5•g5^�3 O o < b p e A y � ' 1 Address: WO Butte _County Building Department California Green Building Standards Code XIV Residential VOC Checklist VOC COMPLIANCE CERTIFICATION �Q r,/� I Permit No.: ul J -3`73 ADHESIVE (NONE O) MANUFACTURER CALGreen Limit' ACTUAL VOCs SEALANT (NONE O) MANUFACTURER CALGreen Limit' ACTUAL VOCs ARCHITECTURAL COATINGS MANUFACTURER CALGreen Limit' ACTUAL VOCs NONE O FORMALDEHYDE COMPLIANCE CERTIFICATION PRODUCT (NONE O) MANUFACTURER CURRENT LIMIT ACTUAL Hardwood plywood veneer core 0.05 Hardwood plywood composite core 0.05 Particleboard 0.09 Medium density fiberboard 0.11 Thin medium density fiberboard 7 0.13 i run mwmm uarwrry uwrurww nas a maunwm unwrasu w :v w roar All carpet installed In the building interior meets the testing and product requirements of the following: (check one) ❑ Carpet and Rug Institute's Green Label ❑ California Department of Public Health 'Standard Method for the Testing of VOCs" ❑ NSFIANSI 140 at the Gold level ❑ Scientific Certifications Systems Indoor Advantage TM Gold ❑ No carpet installed on this project I cetify 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-Resisdential) of the 2013 California Green Building Standards Code. Print Name Signature Date a i -� nm V. h :kK i �, 383 Rio Lindo Ave, Chico, CA 9592E p. (530) 592-4407 www.summitchico.cont tirucAur l Calcul tioms For: Client: Merced Rodriguez Project: Rodriguez Residence I Address: 7275 Palermo Honcut Hwy, Palermo, CA BUTTE COUNTY DEC 16 2015 �aOFESS/pa,_ DEVELOPMENT MYBIr",p9f�,� SERVICES C �m a 3o73 EXP. 16 PERMIT BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR ®CIVIC ,�e� r4 'S,i f C DE 00", ANCsE CAl ' " 4TE � I Note. Summit Structural Design (SSD) is not responsible for on-site inspection to assure compliance with the standards, sizes, materials, or workmanship specified herein. SSD is not responsible for any structural element or system not specifically noted in this set of specifications/calCUlations unless authorized in writing by SSD, Workmanship shall be of the highest quality and in all cases shall follow accepted construction practice, the latest edition of the California Building Code, and local building department standards, t5:�jL,e copy Summit Structural Design PROJEECT_IRodriguez Residence STRUCTURAL NOTES 1. `GENERAL A) ALL WORK SHALL CONFORM TO THE 2013CBC AND ALL APPLICABLE LOCAL CODES. B) THE ENGINEER (SUMMIT STRUCTURAL DESIGN) IS RESPONSIBLE FOR THE STRUCTURAL ITEMS IN THE PLANS ONLY, THE GENERAL CONTRACTOR SHALL. VERIFY. THAT ALL.CONSTRUCTION IS IN FULL AGREEMENT WITH THE LATEST, BUILDING DEPARTMENT APPROVED, STRUCTURAL DRAWINGS. SHOULD ANY CHANGES 13E MADE FROM THE DESIGN AS SPECIFIED IN THESE CALCULATIONS WITHOUT THE WRITTEN APPROVAL FROM THE ENGINEER, THEN THE ENGINEER WILL ASSUME NO RESPONSIBILITY FOR ANY ELEMENT OR SYSTEM OF THE STRUCTURE. C) THE DRAWINGS AND CALCULATIONS REPRESENTTHE FINISHED STRUCTURE; AND, UNLESS SPECIFICALLY NOTED OTHERWISE, DO NOT SHOW THE METHOD OF CONSTRUCTION, THE CONTRACTOR IS RESPONSIBLE FOR THE METHOD OF CONSTRUCTION, AND SHALL PROVIDE ALL, MEASURES NECESSARY TO PROTECT THE PUBLIC, CONSTRUCTION WORKERS, AND THE STRUCTURE DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE FORMING, SHORING, BRACING,;SCAFFOLDING, ETC. D) IFA PARTICULAR FEATURE 01= CONSTRUCTION IS NOT FULLY SHOWN ON THE DRAWINGS OR IN THE CALCULATIONS; THEN IT SHALL BE CONSTRUCTED IN THE SAME CHARACTER AS SIMILAR CONDITIONS THAT ARE SHOWN ON THE DESIGN DOCUMENTS. E) ANY CONDITIONS NOTED AS EXISTING MUST BE FIELD VERIFIED BYTHE CONTRACTOR, AND ANY DISCREPANCIES MUST BE BROUGHTTO THE ATTENTION OF THE ENGINEER WITHOUT PROCEEDING WITH CONSTRUCTION PRIOR TO THE REVIEW OF THE ENGINEER, F) ALL WATER PROOFING AND FLASHING (ROOFS, FOUNDATIONS, GARAGE FLOORS, ETC...) IS THE RESPONSIBILITY OF THE CONTRACTOR OR OWNER. 2. SITE WORK / FOUNDATIONS A) ASSUMED MAXIMUM SOIL BEARING = 1,500 PSF PER CBC TABLE 1804.2, B) BUILDING SITE IS ASSUMED TO BE DRAINED AND FREE OF CLAY OR EXPANSIVE SOIL. 'ENGINEER HAS NOT MADE A GEOTECHNICAL' REVIEW OF SITE, ANY OTHER CONDITIONS ENCOUNTERED MUST BE BROUGHT TO THE ATTENTION OF THE ENGINEER, Q THESE CALCULATIONS ASSUME STABLE, UNDISTURBED SOILS AND LEVEL OR STEPPED FOOTINGS. ANY OTHER CONDITIONS SHOULD BE BROUGHT TO THE ATTENTION OF THE ENGINEER PRIOR TO THE CONSTRUCTION OFTHE FOUNDATIONS. D)' ALL FOOTINGS INCLUDING RETAINING WALL FOOTINGS, SPREAD FOOTINGS, WALL FOOTINGS, AND GRADE BEAMS SHALL BEAR ON UNDISTURBED SOIL WITH A FOOTING DEPTH BELOW FROSTLINE. E) BOTTOM OF ALL FOUNDATION TRENCHES SHALL BE CLEAN AND LEVEL. F) ALL FINISHED GRADE SHALL SLOPE AT A MINIMUM SLOPE OF 5% AWAY FROM ALL FOUNDATIONS A MINIMUM OF 10 FEET HORIZONTAL. G) FOUNDATIONS SHALL NOT BE: SCALED FROM PLAN OR DETAIL DRAWINGS. H)` FILL MATERIAL SHALL BE FREE FROM DEBRIS, VEGETATION, AND OTHER FOREIGN SUBSTANCES, AND SHALL BE COMPACTED A MINIMUM OF 90%. f} USE 4" DIAMETER PERFORATED PIPE SUB -DRAIN BEHIND ALL RETAINING WALLS, SLOPE PIPE TO DRAIN TO DAYLIGHT'. J) FOR FOOTINGS PLACED ON OR ADJACENT TO SLOPES, A GEOTECHNICAL ENGINEER MUsAPPROVE FOOTING PLACEMENTS IN VIOLATION OF FIGURE 1808.7.1 OF THE 2013 CBC. THIS ENGINEER SHALL NOT BE LIABLE FOR ANY FOUNDATION NOT IN STRICT CONFORMANCE TO SECTION 1808 OFTHE .2013 CBC. 4. ;CONCRETE / REINFORCING A) CONCRETE SHALL HAVE MINIMUM 28 DAY STRENGTH OF 2,500 PSI U.N.O. C) ALL CEMENT USED SHALL CONFORM TO ASTM C-150 AND SHALL BE TYPE 11 OR TYPE III LOW ALKALI'. Dj AGGREGATE SHALL CONFORM TO ASTM C-33 AND SHALL NOT CONTAIN MATERIALS THAT ARE ALKALI REACTIVE AS DETERMINED BYASTM C-227,289, AND 295, IF TEST DATA IS UNAVAILABLE IN REGARDS TO ALKALI REACTIVE MATERIALS, PROVIDE CEMENT WITH A MAXIMUM ALKALI CONTENT LESS THAN 0.45% BY WEIGHT. E) CONCRETE EXPOSED TO FREEZING OR THAWING SHALL BE PROTECTED IN ACCORDANCE TO THE LATEST EDITION OF ACI 318. F) SLABS ON GRADE SHALL BE PER THE CONTRACTOR, 'SUMMIT STRUCTURAL DESIGN RECOMMENDS THE FOLLOWING AS A SUITABLE SLAB -ON -GRADE: AT GARAGE SLABS, USE 4" THICK S.O.G. WITH #3 BARS AT 15" O.C. EACH WAY ABOVE MID -DEPTH OF SLAB OVER 2" SAND, OVER MOISTURE BARRIER, OVER 4" AGGREGATE BASE. USE 3-1/2" SLAB WITH #3 AT 15" E.W. ABOVE IVIID-DEPTH OF SLAB, OR 6X6 WWF ABOVE MID -DEPTH OF SLAB WITH SAME SUB-5LAB BUILDUP AT ALL OTHER AREAS, i Summit Structural Design PROJI_CT_IRodriguez Residence G') SAW -CUT TOP %" OF SLAB FOR CRACK CONTROL AT INTERVALS NOT TO EXCEED 16'-0" WHERE SLAB IS REINFORCED, SAW CUT AT INTERVALS NOT TO EXCEED 7'-0" WHERE SLAB IS UN -REINFORCED. 1) REINFORCEMENT COVER SHALL BE AS FOLLOWS: CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO SOIL: 3'' CONCRETE WITH SOIL OR WEATHER EXPOSURE: #5 BARS AND SMALLER: 1X" #6 BARS AND LARGER: 2" CONCRETE WITHOUT SOIL OR WEATHER EXPOSURE: %" J) REINFORCEMENT SHALL BE GRADE 60 PER ASTM A615 U.N.O. LAP BOTTOM BARS 60 BAR DIAMETERS U.N.O. AND LAP TOP BARS, PLACED ABOVE 12" OF CONCRETE OR MORE, 80 BAR DIAMETERS U.N.O. K) #5 AND LARGER REBAR SHALL NOT BE RE-BENT. L) ALL REINFORCING STEEL AND ANCHOR BOLTS SHALL BE ACCURATELY LOCATED AND ADEQUATELY SECURED IN POSITION BEFORE AND DURING CONCRETE PLACEMENT. 6'.; FRAMING/LUMBER 6-1 MATERIALS: A.) SHEATHING: 1. ROOF SHEATHING: Y2"•APA RATED 32/16 EXPOSURE 1, STRUCTURAL SHEATHING WITH FACE GRAIN PERPENDICULAR TO FRAMING, STAGGER PANELS AND NAIL WITH 8d AT 6" O.C. EDGE, 12"O.C. FIELD U.N.O. PROVIDE 1/8" GAP AT ALL PANEL EDGES U.N.O. BY PANEL MANUFACTURER: 2. FLOOR SHEATHING: '/" APA RATED 48/24 WITH FACE GRAIN PERPENDICULAR TO FRAMING, STAGGER PANELS AND NAIL WITH 10d AT 6" O.C. EDGE 10" O.0 FIELD, GLUE 'AND NAIL TO ALL SUPPORTS". PROVIDE 1/8" GAP AT ALL PANELEDGESU.N.O. BY PANEL MANUFACTURER, 3. WALL SHEATHING: SEE PLANS 4, ANY SHEATHING WITH EXTERIOR EXPOSURE SHALL BE OF EXTERIOR TYPE: B) GLUE -LAMS: GLUE -LAMS 'SHALL BE 24F -V4 U.N.O. WITH A'CAMBER OF R=1600' U.N.O. GLUE -LAMS EXPOSED TO WEATHER MUST BE RATED FOR EXTERIOR USE BY THE MANUFACTURER. FLASHING AND WATERPROOFING OF EXPOSED ENDS SHALL BE PROVIDED BY THE CONTRACTOR TO PREVENT DECAY, GLUED LAMINATED FABRICATION SHALL BE PERFORMED IN AN APPROVED FABRICATOR'S SHOP IN ACCORDANCE WITH CBG 2303,1.3, AITCA190.1 AND ASTM D 3737, BEAM INSPECTION CERTIFICATES SHALL BE SUBMITTED TO THE FIELD INSPECTOR PRIOR TO COMPLETION OF FRAME INSPECTION IN ACCORDANCE WITH CBC 1704.2. C.) MICRO -LAMS: MICRO -LAMS (LAMINATED VENEER LUMBER) SHALL HAVE FB = 3100 PSI &`FV = 285 PSI MIN., AND SHALL BE MANUFACTURED, APPROVED AND IDENTIFIED AS PER NER481 C2.) PARALAMS: PSL'S (PARALLEL STRAND LUMBER) SHALL HAVE FB = 2900 PSI & FV = 290 PSI MIN., AND SHALL BE MANUFACTURED, APPROVED AND IDENTIFIED AS PER NER-481 D) SILL PLATES: SILL PLATES SHALL BE PRESSURE TREATED DOUGLAS FIR WITH 1/2" DIAMETER ANCHOR BOLTS AND 3" X '3" X.229" THICK PLATE WASHERS LOCATED AT 6`-0" O.C. MAX. WITH ONE BOLT LOCATED V-0" MAXIMUM FROM EACH END OF EACH PIECE, AT SHEAR WALL LOCATIONS, SILLS SHALL BE 3X MATERIAL LINO PER PLANS AND DETAILS. E.) FRAMING LUMBER: ALL FRAMING LUMBER SHALL BE DOUGLAS FIR LARCH AS GRADED BY THE W.W.P.A, OR W.C.L.1.B, AND SHALL HAVE A MOISTURE CONTENT LESS THAN; 19%, U.N.O. 1. STUDS SHALL BE STUD GRADE OR BETTER, 2. ALL POSTS SHALL BE DF -L #1 U.N.O. 3. 2X AND 3X RAFTERS SHALL BE DF -L #2 U.N.O. 4. 2X JOISTS SHALL BE DF -L #2 U N,O. 5. CONCEALED BEAMS SHALL BE`OF-L #2 6. EXPOSE BEAMS SHALL BE: DF -L #1 APPEARANCE GRADE FREE OF HEART CENTERS (4X5 AND LARGER) F.) NAILS: ALL NAILS SHALL BE COMMON U.N.O. WHERE EXPOSED TO WEATHER OR WITHIN 18" OF FOUNDATION NAILS SHALL BE HOT DIPPED GALVANIZED. G.) BOLTS AND LAG SCREWS: BOLTS AND LAG SCREWS SHALL BE ASTM A-307 U.N.O. AND PROVIDED NEW AND WITHOUT EXCESSIVE' RUST. BOLTS EXPOSED TO WEATHER SHALL BE GALVANIZED. H.) ALL HARDWARE CALLED SHALL BE SIMPSON STRONG -TIE CO., OR ENGINEER APPROVED EQUIVALENT, INSTALLED PER MANUFACTURER'S RECOMMENDATIONS WITH ALL HOLES FILLED WITH RECOMMENDED FASTENERS I.) ALL METAL FASTENERS IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE STAINLESS STEEL OR OTHERWISE CERTIFIED BY THE MANUFACTURER TO RESIST CORROSION CAUSED BY THE SPECIFIC TREATMENT APPLIED TO WOOD. J.) MANUFACTURED "I" J01STS: MANUFACTURED HOISTS (SUCH AS TRUSS JOISTS) SHALL FIE INSTALLED PER THE MANUFACTURES RECOMMENDATIONS USING A DEFLECTION LIMIT OF L/480 U.N.O. USE A MANUFACTURED 1-1/4" RIM BOARD (SUCH AS TIMBER STRAND) WITH ALL "I" JOISTS. USE A DOUBLE RIM OR 1 'Y4 LVL RIM AT ALL LOCATIONS WHERE LEDGERS ARE USED (SUCH AS DECK LEDGERS). II --- e Summit Structural Design PROJECT Rodriguez Residence 6-2 GENERAL FRAMING A.) MINIMUM NAILING: MINIMUMNAILING SHALL BE PER 2013 CBC TABLE 2304.9.1,., B.) LARGER MEMBERS: ALL FRAMING MEMBERS SPECIFIED IN THESE CALCULATIONS ARE MINIMUMS; LARGER MEMBERS MAYBE SUBSTITUTED AT CONTRACTOR'S OPTION. C.) SHRINKAGE: CARE SHALL BETAKEN TO ALLOW FOR EFFECTS OF SHRINKAGE, WHICH COULD CAUSE SETTLEMENT OF ROOF AND OR FLOORS AND COULD LEAD TO FAILURE OF ASSOCIATED FRAMING MEMBERS. THE CONTRACTOR SHALLTAKE ALL MEASURES NECESSARY TO PROTECT FRAMING FROM THE EFFECTS OF SHRINKAGE. 6-3 BEAM FRAMING A.) BUILT UP BEAMS: ALL BUILT UP, LAMINATED DOUBLE OR MULTIPLE 2X JOISTS AND BEAMS SHALL BE NAILED TOGETHER WITH 16d NAILS AT 6" O.C., T&B U.N.C. B.) DOUBLE JOISTS: PROVIDE DOUBLE FLOOR JOISTS UNDER PARTITION WALLS RUNNING PARALLELTO JOIST SPAN AND " UNDER ALL LOCATIONS WHERE TUBS MAYBE LOCATED. ADEQUATE SUPPORT SHALL 13E PROVIDED FOR ALL OTHER EQUIPMENT OR FURNISHINGS WHICH MAY NOT BE SHOWN ON THE STRUCTURAL DRAWINGS INCLUDING BUT NOT LIMITED TO: HOT WATER HEATER, STOVE, REFRIGERATOR, OVEN, FIRE PLACE ENCLOSURES, WOOD BURNING STOVE, ETC... C.) BLOCKING: PROVIDE SOLID BLOCKING IN JOIST FRAMING ABOVE ALL SUPPORTS AND MIDSPAN OF JOISTS SPANNING GREATER THAN 10'-0" 6-4 POSTS/TRIMMERS A.) SUPPORT: SUPPORT ALL' UPPER' LEVEL POSTS AND TRIMMERS IN LOWER LEVELS WITH EQUIVALENT FRAMING AND BLOCK OR OTHERWISE FRAME POSTS THROUGH FLOOR SYSTEMS: B) WHERE POSTS WITH COLUMN CAPS OR BEARING PLATES ARE SPECIFIED, THE LOAD IS TO BE TRANSFERRED TO THE FOUNDATION BY VERTICAL GRAIN ONLY, U.N.O: 6-5 WALL FRAMING Al DOUBLE TOP PLATE SPLICES: SPLICESAND JOINTS IN DOUBLE TOP PLATE OF STUD BEARING WALL SHALL OCCUR AT THE CENTER LINE OF SUPPORTING STUD. TOP PLATE SPLICES OF STUD WALLS SHALL BE 48" LONG WITH (16) 16d SINKERS EACH SIDE OF EACH SPLICE U.N.O. WHERE SPLICE IS INTERRUPTED, USE ST6224 STRAP U.N.O. B.) FIRE 13LOCKS: FIRE BLOCK STUD WALLS AT MID -HEIGHT WHERE STUD LENGTH EXCEEDS 3.0'-0". C.) MIS -PLACED ANCHOR BOLTS: WHERE ANCHOR BOLTS HAVE BEEN INCORRECTLY PLACED, USE HILTI QWIK-BOLT 11 OF SAME DIAMETER WITH EMBEDMENT IN CONCRETE AND INSTALLATION PER MANUFACTURERS RECOMMENDATIONS AND CURRENT ICC REPORT. D,) NOTCHED OR CUT STUDS: NOTCHED AND/OR CUT `STUDS TO CLEAR ANCHOR BOLTS ARE NOT ALLOWED. STUDS SHALL HAVE FULL BEARING TO THE FOUNDATION PLATE:. E.) LET -IN BRACES: LET IN BRACES SHALL NOT BE USED FOR TEMPORARY BRACING ON ANY WALL FRAME. STEEL STRAPS WHICH DO NOT REQUIRE THE CUTTING OF STUDS ARE AN ACCEPTABLE ALTERNATIVE, F.) SEE NOTE 6-1 D. FOR SILL AND ANCHOR BOLT' SPECIFICATIONS. G) WALL FRAMING RECEIVING NAILING AT 3" O.C. OR LESS SHALL BE 3X NOMINAL LINO PER PLANS AND DETAILS. 6-6 CONNECTIONS A.) HOLES FOR THROUGH BOLTS SHALL BE DRILLED 1/16" OVERSIZE. B.) ALL BOLTS, NUTS, AND LAG SCREWS SHALL BE PROVIDED WITH FLAT OR MALLEABLE WASHERS WHERE BEARING AGAINST WOOD`. C.) ALL BOLTS AND LAG SCREWS SHALL BE TIGHTENED UPON INSTALLATION AND RE -TIGHTENED BEFORE CLOSING IN OR AT COMPLETION OF JOB. D.) LAG SCREWS SHALL BE SCREWED, NOT DRIVEN, INTO PLACE, E,) FASTENERS IN PRESERVATIVE OR FIRE RETARDANT TREATED WOOD SHALL BE HOT DIPPED GALVANIZED, 8-1 PREFABRICATED ROOF TRUSSES: A) PREFABRICATED ROOF TRUSSES: PREFABRICATED ROOF TRUSSES SHALL BE DESIGNED BY THE TRUSS' FABRICATOR FIER THE REQUIREMENTS OF THE ARCHITECTURAL AND STRUCTURAL DRAWINGS AND CBC 2303.4. B) COMPLETE CALCULATIONS AND SHOP DRAWINGS INCLUDING LAYOUT, SIZE OF MEMBERS, AND CONNECTION DETAILS, STAMPED AND SIGNED BY AN ENGINEER LICENSED IN THE STATE OF CALIFORNIA, SHALL BE PROVIDED TO THE ENGINEER OF RECORD PRIOR TO SUBMITTAL FOR PERMIT AND PRIOR TO TRUSS FABRICATION. Summit Structural Design PROJECT'_Rodriguez Residence_ C) TRUSS DESIGN LOADS: TOP CHORD LIVE LOAD 20 PSF REDUCIBLE TOP CHORD DEAD LOAD 10 PSF BOTTOM CHORD DEAD LOAD 8'PSF TOTAL LOAD 38 PSF UPLIFT LOAD AS REQUIRED BY THE 2013 CBC D) TRUSS BRIDGING SHALL BE AS REQUIRED AND SPECIFIED BY THE TRUSS FABRICATOR. E) TRUSS MANUFACTURER SHALL OBTAIN ALL NECESSARY APPROVALS FROM THE PUBLIC AGENCIES INVOLVED IN GOVERNING CONSTRUCTION, F) TRUSSES SHALL BE DESIGNED FOR THE FOLLOWING MAXIMUM DEFLECTIONS UNDER DESIGN LOADS: LIVE LOAD DEFLECTION = L/360, TOTAL LOAD DEFLECTION = L/240 g. DESIGN Larios A)ALL DESIGN LOADS ARE PER CBC CHAPTER 16, DIVISIONS 1, 11,111, AND IV U.N.O. B) ROOF LIVE LOAD::` 20 PSF REDUCIBLE C) SEISMIC ZONE: D D) WIND SPEED: 110 MPH EXP C i Summit Structural Design Project: Rodriguez Residence Engineer: RKB Design of : Gravity Loads Roof Slope= 6 to 12 Roof Dead Load Ply 2.0 psf Roofing 3,4 psf Framing 5.0 psf Gyp 2.2 psf Insul 1.0 psf Misc. 3.5 psf Total (sloped) 17,1 psf Total (horiz) :18.0 psf Roof Live Load Roof Live Load 20.0 psf Wall Dead Load Siding 10.5 psf (exterior) 3/8 Ply. 1.8 psf 2x Framing 12 psf GYP• 22 psf lnsul. 1.3 psf Total 18.0 psf :Wall Dead Load 2x4 Framing @ 16" o.c. 1.6 psf' (interior] Gyp. 2 sides 4.4 psf Tota l I 6.0 psf I i i I I f_ _J�J�--4.- L'AL_ TRUSparr. STANDARD S .:DARD TRUSS WIFKL. SES WD MAN.SCARDPRTRUSS D 2 HEELS MD r w/F1u w/24� EimsGwo 0 24' O.C. j Summit Structural Design Project: Rodriguez Residence Engineer; RKB' Design of : Seismic Mass and Seismic Load Development Area (ft?) Weight (Ibs) Roof 3300 59507 Roof Snow (20%) 0 0 Height (ft) Length (ft) Weight ('Ibs) Walls(ext) 10 250 22500 Walls(int) 10 150 4500 Total 86507 Roof Area (ft 2) Floor Area (ft) Ultimate Working Stress 3300 0 6885 4918 Roof Trib Line Shear (Ibs) Shear (Ibs) Wall Line Area (ft) Working Stress rho Total 1 1625 2422 1.00 2422 1675 2496 1.00 2496 uratu ro uesign Maps Summary Keport t G Design Maps Summary Report User -Specified Input Building Code Reference Document 20.12 International Building Code (which utilizes USES hazard data available in 2008) Site Coordinates 39.430N, 121.540W Site Soil Classification Site Class D - "Stiff Soil Risk Category I/II/III USGS-Provided Output S5 == 0.581 g SMS '= 0.776 g SDS = 0.517 g S1 - 0.259 g SMI. = 0.487 g Sol, = 0.325 g For Information on how the SS and S:l values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximumhorizontal response, please return to the application and select the "2009 NEHRP" building code reference document. MCEa Response Spectrum Design Response Spectrum OaiO 0.54 0.72 0. O.G4 0.42- 0.5G 0.2& 0:45 0 «.. " 0.30 O;dO . VI r 0.22- O.1G 0.12 00s 4.0G 0.00 i i I I i i i i 0,00 - 1 0.00 0.20 0.44 0.GO 0.80 1.04 1.20 1.50 1.GO LeO 2.60 0.40 4.20 0.40 0.G4 0,00 ,1.00 1.20 1.40 1.G0 1.20 100 Period, T (sec) Period, T (sec) Although this information js a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the 'accuracy of the data contained'therein:.Thistoot is nota substitute for technical subject -matter knowledge.. hftp://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal &I all We= 39AW onq1tude- 121.54&siteclass= 3&ri skcatecorv= O&edi ti on= 1/1 I Summit Structural Design n Project: Rodriguez Residence Engineer: RKB Design of Seismic Load Development (ASCE 7-10) Seismic Design Category ry DSs 0.581 Mapped 0.2 secspectral response _ OccuFCncY 2 S1 0.259 Mapped'`1 sec spectral, response Site Class FD --e In accordance with Ch 20. TL 16 -SMS, 0.78 'Max Considered EQ SMI 0.49 Max Considered EQ SDS' 0.517 Design Spectral Response (0.2 Sec) SDI 0.325 Design Spectral Response (1.0 Sec) System tight Framed Shear Wails I R 6.5 Omega 3 Cd 4 Ht Limit 65 Cs Ct 0.08 12.8-2 Max Cs 0.44 Min Cs 0:02 (.01 outside of SJ) 0.02 x 0.75 Ta. Use T 0.11 Cu 1.4 MaxT 0.11 Alt Ss 0.581 0.16 No limil`for drift V= 0.080 *' W Height to Roof (hn) = 10 ft V= Level ROOF I i 6.9 k Vert Dist Exp. (k) 1 I Diaph� (kips) Story Ht. {ft) hF(ft) wi (kips) {wi*hi} (kip -ft) Cvx Veq {Kips) S VEC! (kips) 10 10 1 87 1 8£5 1.00 6.9 79 86.5 865 _ Summit Structural Design Project: Rodriguez Residence Engineer: RKB Design 4f : MWFRS-Envelope Procedure (ASCE 7-10, Section 28.6) 0 Conditions: 1. Simple Diaphragm _ CASE 8 (USE Ot tO* 2. Low-rise " l 3. Enclose d _ I j 4. Regular Shaped S. Not Flexible 6. Not Subj act to: ' ` # r a) across wind loading i b) vortex shedding I •- c) instability (gallup/flutter) i- d) channeling effect e) buffeting (upwind obstructions) 3 . 7. Approx. Symetrical Cross Section With Flat, Liable, or Hip Roof s45° 8. Exempt From Torsional Load Cases indicated in Note 5 of Fig. 28.4-1, or the Torsional Load Cases do not CASE A. Control the Design: CASE f3 "" n' * (1) story and h:530 ft. or {3 (2) story max and light framed or (2) story max and flex. diaphragm L= 62 Long. Bldg. Dim. (ft) -j 2aL= 9.8 T ft. T= 49 Transv. Bldg. Dim. (ft) tar= 9.8 ft. V= 110 Basic Wind Speed(110 or 115 mph) LCF= 0.60 Load Combination Factor A= 1.21 Adjustment Factor Kzt= 1.00 Topographic Factor Adjustment Factor for Bldg Height and h= 16 Mean Roof Height (ft) Exposure, A 0= 25 Closest Roof Angle Mean Roof Exposure (5°,100,15',20° 25°,or30°) Ht. (ft) B C D MWFRS Wind Loads (psf), ps=LCF*A*Kzt*ps30 is 1.00 1.21 1.47 Location ps, 0=0 ps, 0=25 Min. Net Ovhg. 20 1.00 1,29 1.55 A-110 13.9 17.5 9.6 25 1.00 1.35 1.61 9-110 2.8 4. 0 _ 1.00 1.40 1:66 C-110 9.2 9.6 35 1.05_ 1.45 1.70 6-110 2.9 4.8 40 1.09 1.49 1.74 E-110 -16.8 -7.8 _14.4 45 _ 1.12 1.53 1.78 F-110' -9.5 -10.6 >C 50 1.16 - 1.56 1.81 G-110 -11.6 -5.6 - 2.3 1 55 1.19 -_ 1.59 1.9-4-- . 4110 1-10 -7. - 60 1.22 1.62 1:8 Summit Structural Dig Project:: Rodriguez Residence' Engineer: RKB Design of: C+C-Envelope 'Procedure (ASCE 7-10, Section 30.5) G C? -0) a �: "^•.., HIP ROOF {7'< e 051 HIPROOF (25'< is x'27') � y t*i} (1), } FLAT ROOF and GABLE ROOF (i' < a <�t5_} ABLE ROOF (0<7) L= 62 Long. Bldg. Dim. (ft) T= 49 Transv. Bldg. Dim. (ft) a Cft} - 4.9 V= 110 Basic Wind Speed (110 or 115 mph) LCF= 0.6 Load' Combination Factor A= 1.21' Adjustment Factor KZt= 1 Topographic Factor h= 16 Mean Roof Height (ft) RAN= 2' Roof Angle Number 0 =10°-7°, 2=8°-27°, 3=28°-45° Conditions: 1, Mean Roof Height 560 ft. 2. Enclosed 3. Regular Shaped 4. Not Subject to; a) across wind loading E5) vortex Shedding c) instability (gallop/flutter) d) channeling Effect e) buffeting (upwind obstructions) 5. Flat Roof or Gable Roofs 45°, or Hip Roof <_ ?7° Adjustment Factor for Bldg Height: and Exposure, X Roof Ht. ft Exposure E C D 15 1.00 1.21 1.47 20 1.00 1.29 1.55 25 1.00 1.35 1.61 30 1.00 1.40 1.66 35 1.05 1.45 1.70 40 1,09 1.49 1 1.74 45 1.12 1.53 1 1.78 50 1.16 1.56 1.81 55 1.19 1.59 1.84 66-1 1.22 1.62 1.87 C+C` Wind Loads (pso, pnet=LCF*A*Kit*pnet34 _ Loc. . Zone EWA pnet Ovhg. ft2 + - - Loc. EWA pnet Zone + 0 ry 0 _Lftz 4 10 15.8 -17.1 -1 T1 20 1 1 50 11.6 -13.5 4 50 14;2 -15.5 1 100 11.6 -13.1 4 100 13.4 -14.8 2 10 11.6 -25.2 -29.5 4 500 11.8 1 -13.1 20 -29.5 5 TO 1 -21, 2 50 11.6 0.5 5 -'0 1 2 8.5 9.5 5 70 14.27.9 3 10 11.6 -.37.2 -49.6 5 100 13.4 -16.4 3 20 11.6 -34.8 -44.7 -F -T 5 500 11.8 -13,1 3 50 1 11.6- -38.3 100 1 11.6 29.2---33.5 Summit Structural Design Project: RodriguezResidence Engineer: RKB Design of, Wihd Loads _ A B C D End Zone End Zone Int. Zone Int. Zone Line Min. Net Wall Line Wall Area Roof Area Wall Area Roof Area Shear (lbs)` Shear (I is) Control 1 78 6 167 152 3933 3110 3933 2 84 155 154 3875 3034 3875 A 48 35 57 92 1926 1618 1926 6 48 65' 85' 135 2493 2242 2493 i Summit Structural Design Project: Rodriguez Residence Engineer: RKB Design of : Lateral Force Summary Wind Seismic Wall Line Shear (Ibs) Shear (Ibs) ` Control 3933 2422 Wind 2 3375 2496 Wind A 1926 2265 Seismic B 2493 2653 Seismic I 7-117 7"T i I I� Summit Structural Design Project: Rodriguez Residence Engineer: RKB Design of : Shear Walls Panel Thickness 8/8 Panel Orientatlonl Short Dimension Across Studs rte,. Nall Type r8ds Anchor Bold Diam. Stud Spacing 16 in ox, Spec Gray Of Framing 0.5 Fnd Sill Plate Grade rDF-L iTy AB In 2X Sill 620 'lbs AB in 3X Sill i 730 lbs Sill Plate/Rim Anchorage Nail Embed Index # Nair Length (in) Diam. (in) (in) Cd Load Ibs)� ! 1- 12d 3.25 0.135 1.75 1.6 165 2 16d 3.5 0.148 2.00 1.6 189 3 20d" 4 0.177 2.50 1.6 261 4 30d 4.5 0:192 3.00 1.6 272 5 1/4" SDS 3.5 0.25 200 1.6 544 6 A35 1.6 695 7 A34 , 1.6 515 Shear'%Atall SW Plate' Fastening SW Rim Fastening (No Ply E.N:) AB Spacing (it) Edge Nail (in) Load (Ibs) Fastener# Spacing Fastener t# Spacing 2X Sill 3X Sill 6 260 1 7.6 Inches 6 32:1 inches ' 3.82 4.49 0 350 1 5.7 inches 6 23.8 Inches 2.83 3.34' 4, Note 1 380 - 1 5.2 inches 6 21.9 inches 1.31 3.07 3, Note 1 490 1 4:0 inches 6 17.0 inches 1.01 2.38 2, Note 1 640 1 31 inches 6 13.0 inches NG 1.83' 44, Note 1 760 3 4.1 inches 6 11.0 inches NG 1.54 33 Note 1 980 3 32 Inches 6 8.5 inches' NG 1.19 22, Note 1 1280 3 2.4 inches` 6 6.5 inches NG 0.91, 1. Use 3X framing at adjacent panel edges and stagger nailing i �I i Summit Structural Design I Project: RodriguezResidence Engineer: RKe Design of Shear Wall Framing, Total Resistive Segment Segment Lateral Wall Overall Resistive Aspect Gravity OT OT Righting Net Wail Load ` Length Load Edge Nail Length Length Ratio Load Height Moment Moment M/D Line (lbs( ft) (pif) (In) (ft) (ft) Factor (lb/ft) (ft) (ft -lb) (ft -Ib) (lb) 1-w 3933 12.00 328 4•" 12.00' 12.00 1.00 150 10 39327 10800 2737 1 -eq 2422- 12.00 202 61" 12.00' 12.00 1.00 150 10 24217 10800' 1478 2-w 3875 12.00 323 41" 12.00 12.00 1.00 150 10 38750 10800' 2689 2 -eq 3496 12.00 208 6" 12.00 12.00 1.00 150 10 24962 10800 1540 1065 A -w 1926 12,00 161 6" 12.00 12.00 1.00 150 10 19262 10800 A -eq 2265 12.00 189 6" 12.00` 12,00 1.00 150 10 22652 10800 1348 8-w 2493 15.50 161 6" 3.50 3.50 1.00 150 10 5628 919 1451 8 -eq 2653 i 15.50 171 6" 3.50 3.50 0.70" 150 10 5990 919 1554 �I SII Ili I Summit Structural Design Project: Rodriguez Residence Engineer: RKB Design of,. Lateral Drags Lateral overall Shear per Length to Drag' Drag' Wall Load Length Foot be dragged Load Type Line (lbs) (ft) (plf) (ft) (lbs) if applicable 1-W 3933 46.0 85.5' 34.0 2907 C` 1 -eq 2422 46.0 52.6 34.0 1790 B 2-w 3875 48.0 80.7 36.0 2906 C 2 -eq 2496 48.0` 52,0 36.0` 1872 B A -w 1926 62.0 31.1 50.0 1553 A A -eq 2265 62,0 36.5 50.0 1827' 6 j 13-w 2493 62.0 _ 40.2 30.0 1206 A 13 -eq i I I I i I i 2653 62.0 42.8 30.0' 1284 A Summit Structural Design Project: Rodriguez Residence Engineer: RKB Design of: Foundations { Allowable Soil Bearing: I 1500 psf Concrete Compressive Strength: I 2500 psi' Concrete Stem Wall (Non -Retaining), I 6'" wide with (1) #4 continuous at top and bottom of wall and #4 at 18" o.c, full height. Provide #4 at 18" ox. vertical developed by hook into footing, U.N.O. Continuous footings: Width (in) Thick. ('in) Cap (plf) Reinforcing 12- 12 1500 (1) #4 cont. 15 12 1875 (2) #4 cont. 18 12 2250 (3) #4 cont. 24 12 3000 (3) #4 cont. 30 12 :3750 (4) #4 cont. Spread Footings: Reinforcing Cap. Label Size Thick. (in) Each Way Kips F1 1"-0" Sq.. 12 (1);#4 1.5 1`1.5 1'-6" Sq.. 12 (2) #4 3.375 F.2 2'-0" Sq. 12 (3) #4 F2.5 2'-6" Sq. 12 (4);#4 9.375 a F3 3'-0" Sq. 12 (4) #4' 13.5 F3.5 3'-61" Sq. 12 (5) #4 18.375 j F4 4'-0" Sq. 12 (5),#4 24 F4.5 4`-6" Sq. 12 (6) #4 30.375 F5 514" Sq. 12 (7) #4 37.5 F5.5 5'-6" Sq. 12 (5) #5 45.375 F6 6'-0" Sq. 18 (8) #5 54 F6.5 <6'-6" Sq. 18` (9) #5 63.375 Dote: Bottom of each footing shall be at least 12" below finished grade or as per local requirements I r I COMPANY PROJEC' Summit Structural Design Wood'Works 0 Oct. 6.201513:54 Typical Stud Design Check Calculation Sheet woodworks Sizer 10.1 Loads: Load • Type Distribution .:tern Pat- Location (ft) start End Magnitude Start End Unit Load Dead Axial (Ecc., - 0.0011)--1-0-6-p Factored. f Load2 Roof constr. Axial UDL 126 (Ecc.- 0.00"1: 460 pit Load3 Wind C&C Axial t;DL 692 (Ece., - 0.00'").. 460' plf Load4 Wind 06C Full Area fc/Fc+ . 32.80 (1:6,0)+ psf Self=wet ht,.. Dead - Axial 1DDL 781 fcp/Pcp - 1:4: if *.Tributary Wi t (1n) Lateral Reactions (lbs) o V Unfactored:.- Analysis Value Dead Value Anal sislDesi n Wind. 21,0 210 Roof Live .288 fv Fv' - Factored. Bending(+) fb - L ->R... _ 126 126 LurnberStud, D.Fir-L, Stud, 24 (1.1/2"x5-112") Support:Lumber Stud Bottom plate, D,Fir-L Stud; Bearing length = stud thickness Spaced at i6.d' c/c; Total length: 9.7.5"; Pinned base; Load face a width(b); ke x Lb: 1.0 X 0.0 = 0.0 (fti; Ke x Ld: 1.0 x 9.63 = 9.63 (ftj; Lateral support: top = Lb, bottom = Lb; Repetitive factor applied where permitted (refer to online help); Analvsis vs. Allowable Stress fosil and (Deflection ()ni -t- unc -)n4,- Criterion Analysis Value Design Value Anal sislDesi n -Shear v.= Fv' -- .288 fv Fv' - .08 Bending(+) fb - 462 Fb.' - 1288. fb/Fb' - 0.37' Axial fc'- 157 Fc',,- 692 fc/FC' = 0,23 Axial Bearing fc = 157 Fc* `=1062 fc/Fc+ . 0,15 Support Bearin fcp = 372 Fcp - 781 fcp/Pcp - 0,22 Combined (axia compression +-s de load bonding) Eq`.3.9-3 a 0.46 Dead Defl'n negligible Live Defl'n: 0.12 L1948 0,32'`• L/360 0.38` - Total Defl"n 0,12 m Ll948 0.48 Ll240 0.25 Additional Data: ~ FACTORS: FIE(psi)CD 61 Ct CL/Cl? CF Cfu Cr Cfrt Ci _LC (f Fv'' 180 1.160 :1.00 1.00 -: - x1.00 1.00 4 Fb'+. 700 1.60 1.00 1100 1..000 1.000 1..00 1.15 1;00 1.00 4 Fa' 850 1.25 1.00' .1.00 '0.651 1.000 - 1.00 1.00 2 FcIcomb 850, 1.60 - 0.558 5 1..4 million. 1.:00 1.00 - - - - 1.00 1.00 4 Emin' 0.53 million 1.00 1.000 - -- 1..00 1.00 4 Fc. 850 1.25 1.00 1..00 - I.000 - 1.0.0 1.00 2 Fcp sup 625 1.00 1.00 - 1.00 1.00 3 CRITICAL LOAD COMBINATIONS: shear LC N4 - .6D+. 6W, V = 126, V design ■ 126 lbs Bending(+): 'LC 14 = ,6D+.6W, M - 304 lbs -ft Deflection: 1C 14 = .6D+.42W (live) LC M4.16D+.42W (total) Axial LC 42 ,_.D+Lr, P - .1299 lbs Combined :'LC 85 '_ D+.6W; 11 - fc/FcE) - .0.87 Support LC' #3 - D+.75(Lr+r6W1; R - 1422 lbs, Cap ®'6445, Lig - 1.50", Cb = 1..25 D -dead L -live S -snow 'A -wind I -impact Lr=roof live Lc -concentrated. E=earthquake All W's are .listed in the Analysis output .Load combinations: ASCE 7-10 /:IBC 2012 CALCULATIONS: Deflection EI 29e06 lb -in? "Live" deflection = Deflection from all non -dead loads (live, wind, snow::) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: _ 1. Woodworks analysis and design are in accordance with the ICC InternationaiBuilding Code (IBC 2012), the National Design Specificat on (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. EIRE RATING:, Joists, wall studs, and multi -ply members are not rated for fire endurance: -� COMPANY PROJECT Summit Structural Design ED Woo d"Worsa) Oct. 6, 2015 74:01 kSOFAVARVtOft Waoo DESIGN: King-Trimmor for 16 Opening Design Check Calculation Sheet WoodWorks Sizer 10.1 Load Type Distribution Pat- .tern Location (ft) Start:.. End. Magnitude Start End Unit Load Dead Axial Ecc. * .UU-1 2124. lbs Load2 Roof constr,:. Axial Axial (Ecc. - 0.00".) 2000 lbs. Load3 wind C&c Axial fe - 469 (Ecct`- 0.00") 2000 lbs Load4 Wind CaC Full Area do load bending) 28.30 (9:00)• psf. self-wei nt Dead Axial 57 lbs -Tributary Width (.t) Lateral Reactions (lbs); W-7s°I' . b 0 Unfactored:... Analsis Value Design Value :.Anal Dead. :. Shear fv m. 45.. 122fi Wind 1226 Sending (+I ;Roof Live: Fb' - 1288 - Factoredi-_ Axial _. 73.5 'L ->R 735. 0.24 Axial Bearing Lumber fl-ply,D.Fir-L, Stud, 2x6, 3 -ply (4-112"x5-lf2") Support: Non -wood; Bearing length = column width Total length V-7.5"; Pinned base; Load face = wioth(b): Built-up fastener; nails; Ke x Lb: 1.0 x 0.0 = OA (ft]; Ke x Ld 1,0 x 9.63 = 9.63 (it); Lateral support: top = Lb; bottom - Lb: Repetitive factor: applied where permitted (refer to online help). Analvcia vs :Allowable Stress toil and Deflection lint usind NDS 2012 d Criterion Analsis Value Design Value :.Anal sislDesign :. Shear fv m. 45.. Fv - PvI '� Sending (+I "fb - 936 Fb' - 1288 fb/Fb' 0.73. Axial to 169 Fc' - 692 fc/Fc' - 0.24 Axial Bearing fe - 469 Fc': - 1062 fe/Fc+ - 0.16: Combined .(axis compression + s do load bending) Eq.3.9-3 - 0.88. Dead Defl"n negligible Live Defy'n 0,24 = L/488 0.32 - L/360 '0.74 Total Defl'n 0.24 - L/4:88 0..48. m L/240 .:0'.49' Additional Data: FACTORS: F/E(psi)"CD CM Ct CL/CF CF Cfu Cr Cfrt Ci LC(I Fvs '180 1.60 1.00 1.00 - - 1.00 1..00 4 Fb'+ 700 1.60 1.00 1.00 1.000 1.000 1.00' 1,15 1.00 1.00 4 FCS:,. ...850 1.25 1.00: 1.00 0.651 1.000 1.00 1.00 2 Fc'comb 850 1.60 - - 0.558 - - 5 E' 1,4 million 1.00 1.00 - - 1.00 1.00 4 Ervin' 0.51 million 1.00 1,00 - - - 1.00 1.00 4 Fc+;:. aso 1.25 1,00 1.00 - 1.000. - 1100 1.00 2 CRITICAL, LOAD' COMBINATIONS: Shear : LC N4 -: .6D+. 6W, V - 735, V design- 735 lbs; .Bending(+)_:;LC 14 .6D+. 6W, M'= 1770 lbs -ft Deflection: LC #4 -' .6D+.42W (live) >LC $4..e .61)+.42W (total) Axial LC 112 D+Lr, P - 4181 The Kf - 1.00 'Combined :>si.0 85 -. D+. 6W; (1 - fC/FcE)'- 0,06 D*dead L -live S -snow W -wind 1=impact Lr -roof live Lc -concentrated E -earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012: CALCULATIONS: Deflection; EI = 29©06 lb-int/ply "Live" Deflection =Deflection from all non -dead loads :(live,'wind, :snow...) Total Deflection 1.50(Dead.Load Deflection) + Live Load Deflection. Design Nates: 1. Woodworks analysis and design are in accordance with the ICC International Building Code {IBC 2012), the National Design Spacification (NDS 2012); and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application, 3. BUILT-UP COLUMNS: nailed or bolted built-up columns shell conform to the provisions of NDS Clause 15.3. 4. FIRE RATING: Joists, wall studs, and multi -ply members are not rated for fire endurance. Summit Structural Design Project: Rodriguez residence Engineer: RKB, Design of: 4x Timber Column Design Values (NDS 3.7) 4X DF -1.01) #1 Fc E ' d KCE; C CD 1400 1600000 3.5 03 0.3 1.25 Stability Reduction Column Capacity (Ibs) le (ft) Cp Fc, (psi) 4X4 4X6 4X8 4X10 4X12 5' 0.64 901 11041 17350 23660 29969 36278 6 0.55 7617 9397 14766 20136 25505 30875 7 0.46 649 7951 12494- 17037 21580 26123 8 0.39 549, 6,729 10574 14418 18263 22108 9 0.33 467 5718 8985' 12252 15519 18786 10 0.29 399 4888 7682 10475 13268 16062` 11 0.25 344 4209 6614 9020 11425 13830 12 0.21 298 3651 5737 7823 9910 11996 13 0.19 260 3190` 5012 6835 8658 10480 14 0.16 229 2806' 4409 6013 7616 9219 15 0.14 203 2484 3904 5324 6743 8163 16 ' 0.13` 181 2213 3477 4742 6007 7271 17 0.12 162 1982 3115 4248 5380 6513 18 0.10 146 1785 2805 3824 4844 5864 19 0.09 132 1615 2537 3460 4382 5305 20 0,09' 120 1467 2305 3144 3982 4820 JA Summit Structural Design Project: Rodriguez Residence Engineer: RKB Design 4f: 6X Timber Column Design Values (NDS 3.7) 6X6 DF-L(N) #1 Fc E d KcE c CD 1000 1600000 5.5 03 03 1.25 Stability Reduction Column Capacity (lbs) le (ft) CP Fc' 6X6 6X8 6X10 6X1: 5 0.87 872 26386 35981 45576 55171 6 0.82 823 24895 33948 43000 52053 7 0.77 770 23288 31756 40224 48692 8 0.71 715 21625 29488 37351 45215 9 0.66 660 19961 27220 34479 41737 10` 0.61 606 18344 25014 31685 38355 11 0.56 556 16806 22917 29028 35 13 9 12 0.51 508 15368 20957 26545 32133 13 0.46 464 14043 19150 24256 20363 14 0.42 424 12833 17500 22167 26834 15 0.39 388 11737 16005 20273 24541 16 0.36 355 10748 14656 18564 22472 17` 0.33 326 9857 ' 13442 1702.7 20611 18 0.30 299 9058 12352 15645 18939 19 0.28 276 8340 11372 14405 17437 20 0.25' 254 7694 10492 3.3290 16088 7T---71 1 - __ TIA Summit Structural Design Project: Rodriguez Residence Engineer: RKB Design of: Roof Framing Roof Loads DL= 18 psf LL= 20 psf Roof plywood: 1/2" APA rated Exterior plywood or OSB. Apply face grain perpendicular to framing, stagger panels and nail with 8d at & o.c. edges and 12" o.c. field. Edge nail at gable ends, drags strap lines, blocking,; and all supported edges. Trusses: Spacing = 24" o.c. Loads'. T.C. Live Load 20 psf T.C. Dead Load= 10 psf B.C.Dead Load = 8 psf Total Load = 38 psf Typical Headers (U.N.O.) Use 6X12 DF#2 I __ _ -- - _ �.� - T ---r-- -- Load 7ypc Distribution Pat- .Location Ift) Y.agnituda: Unit tarn .Start. End ..start --End fb a Loadl Dead Fu Arca fb/Fb" m 0'..19 1 . (TE ' psL Laad2 Roof constr. Full Area 20.00{23,001• psf Load3 Head Fu11 Area -0.02 18.00.(4.001' Psf: Self -war ht-_ Dead Full UDL 0.04:.. 14,1 plf Criterion lAnalysis Value jDasign Value ]Analysis/Design .sr _ .v y Fv .1 SenaingM fb a 207 `EU' . 1089 fb/Fb" m 0'..19 Dead Defl:% 0.00 * 4L/499 Live Defln 0,00 m tL(999 0 14 :L/300 -0.02 7ota1 Defl'n ... 0:01:e rL(999 '0:20 m ,L/240 0.04:.. Maxi"mum Reactions(ibs) and Bearing Lengths (in) 4•-2" Type Distribution Pat- Lpttti0o Iftl magnitude Unit .950 9x4 Factored: tarn lStart. End Sca Yt End �— 1999 309 Pea Point. laST Length 1.00.• — DRoof tOld Constr. Perot •Minim.un hrtaWnn 2r00. 1840. lbs 'L/360 d Full Ar- 0.01-„ <L/999 is 00 (4.00)- paf l AC Pcad full. UDL N.7 plf Maxi"mum Reactions(ibs) and Bearing Lengths (in) 4•-2" CYlCeYlan AnDl DiaYalUo. Daud 11042 Flidl a1D/DnD 1qn Roof Llvo .950 9x4 Factored: - _.—_ E02 Total �— 1999 309 Boa tinge laST Length 1.00.• — <L/999 Min. Ya d 1..00• 1.00• •Minim.un hrtaWnn ncen 1 1-:00'' CYlCeYlan AnDl DiaYalUo. DaDi n ValllO Flidl a1D/DnD 1qn s ,45 FV Beetling (L) fb + 309 -Fb• Dead Def1'-n 0.01 + <L/999 LivoDefl•n'. 0.01 t.<L/999 - 0.14 'L/360 '0.04 Total Defl'n. 0.01-„ <L/999 0.20 r L/240 0.07. Load Type Distribution Pat- Location !ft) Magnitude' unit u :Roof Live: 938. tern Start end Start End rb LoaF1 Dead Full Area : 2240 Dead Defl'"n 18.00 18..0).• psf ... Load2 Roof constr. .Full Area Length 1.03 20,00 (8.,00)• psf Load3 Dead 'Full Area 1.03 1.03 L/457. 18.00 (4..00)' psf Self -weight Dead Full UDL 9.,4 Plf Un£actored:' Analysis -- Desi: n Dead 1315 S ear u :Roof Live: 938. 225TV, 1315 Factored,. rb 1051: ,334 Total : 2240 Dead Defl'"n 0.14 Bearing,, ?.248 Length 1.03 a <L/999 0.39. ...Min re `d 1..03 Total Defl'-n 1.03 1.03 Criterion Analysis Value Desi: n Value Anal sis/Desi n S ear u 1 Fv' - 225TV, v Fv' A..3.1. Sending(s:) rb 1051: Fb' 11.96 rb/Fb' a 0..89` Dead Defl'"n 0.14 * <L/999 Live Defl'n 0.10 a <L/999 0.39. L/360 0.25> Total Defl'-n 0.30 L/457. 0..58.m L/24.0 .0.52 Load Type Distribution pat- Location Ift) Magnitude Unit Roof Live 775 9ry1 921 tern start _'End Start End . 7-15 LOadl ea u Area Bearing; 8 psf Load2 Roof'constr. Full Area IFull Mtn re 'd =15.00)* 20.15.00)' psf Load3 Dead Full Area 1 18.00 (4.00)+ psf Self -weight Dead- UDL 0.25 14.7 ''1.f 0.06 unfactored: — - Dead 921 Analy sis/Desi n.... Roof Live 775 9ry1 921 Factored-, 212. . 7-15 Total _ 1696 Bearing; 1088 1616 Length 1.00* - tL/999 Mtn re 'd 1.00 1..00• `I nfum bearirio annr* lhV f— -4 Oil Criterion Anal. sis Value Desi. n _ value Analy sis/Desi n.... -.s ear fv _ Fv' =a, 212. fv. rv` = 1... Sending(t) fb'=21.9 Fb` . 1088 fb/Fb' _ '.0`.20 Dead Deft'n 041 - tL/999 Live Def11n 0.01'= <L/999 0.17 = L/360 0..03 Total Defl.n '0`.01 = <L/999 0.25 L/240 0.06 Load. 'Type. Distribution Pat- tern Location (ft) Start: End Magnitude Unit. . Start End Loadl Dead full Area -. 2346` 1 r To—( 5-. 0)• psi Load2 Roof constr. Full area 2t,50 Length 20.00 (5.50)* psf Load3 Dead. Full Area '... 1.46 18.00.(2.00)t psf Load4 Dead Partial Area 0,54: m 0.12 3.12 18.00 (7.50)* paf LoadS Roof constr. Partial Area 0,81 - 0.12 3.12 '20.00 (7,50)' psf Load6 Dead Point 4..12 1260 lbs Laad7 Roof 'bonstr. Point 4.32 1400 lbs Serf-wei tit Dead Fu11 UPI. 14.2 lk Unfactoreds Analysis Value Design Dead 2517 ,. ear 1564 Roof Live Factored: -. 2346` 11289 Total Bearing; ': 4863. 1$18 2t,50 Length 1..46 - 1,A0'.. 'rain. re 'd '... 1.46 1.::CIO• Criterion I Analysis Value Design Value Anal sis/Desi n ,. ear .fv -= 10 Fv' 331. fv F¢' - Bending (+) fb = 1$18 rb' 2878` fb/Fb" - D.53 Dead Defl'n 0.28 - L/685 Live Defl'n 0.25.- L/771 0,54: m L/360 0.41 Total Defl'n 0,675= L/286 0,81 - L/240 0.84 —.— .0 ♦LIII I COMPAIJY PPtOJECT Summit Structural Design WoodWorks � Oct. B, 201514:10 qD SOFTWAWOR WOOD DESIGN BeamS Design Check Calculation Sheet Woodworks Sizer 10,1 Loads: +Tr utary W 1 Maximum Reactions (lbs) and Bearing Lengths (In) Load �- Types- Distribution Pat- Location Ift) Magnitude Unit _ tern Start End: Start. End Load Dead Fn Area 18 00 (2UU0)• ps Load2,F' Roof constr. Full Area 20:00t20:00)+ psf Load3 Dead Full Area 39,00 {4,.00)+ nsf Self-wei ht Dead:- Full, unfactoredz... Dead Roof Live Factored: 1377 123.3 13'77 1273 --- Total 2610 - 26;0 Dearing: ev - Length 1.00*:. fb Min.. re 'd. Fb' - 1:00' •M1Ain .m hear .1..00+: ., ,e �,h ��„�r -a. .,._ 1.-90, <L/999 Live. Defl'-n- 0,01:= <L/999 0,20 - L/360 0:07 .:Total Defl'n 0.04-- <L/999 0.30 m UUL 0.13 14.7 -if' +Tr utary W 1 Maximum Reactions (lbs) and Bearing Lengths (In) Load �- Types- Distribution Pat- Location Ift) Magnitude Unit _ tern Start End: Start. End Load Dead Fn Area 18 00 (2UU0)• ps Load2,F' Roof constr. Full Area 20:00t20:00)+ psf Load3 Dead Full Area 39,00 {4,.00)+ nsf Self-wei ht Dead:- Full, unfactoredz... Dead Roof Live Factored: 1377 123.3 13'77 1273 --- Total 2610 - 26;0 Dearing: ev - Length 1.00*:. fb Min.. re 'd. Fb' - 1:00' •M1Ain .m hear .1..00+: ., ,e �,h ��„�r -a. .,._ 1.-90, Timber -soft, D.Fir-L, No 2, 6x12(5.112"x11-1/411) Supports: All - Timber -soft Beam, D.Fir-L No:2 Total length: 6-2.0"; Lateral support: top= at supports,' bottom= at supports; Analysis vs. Allowable Stress (nsii'_.and Deflection fine -i— mnk in,i , .Criterion Anal sis-Vnlue Desi:n. Value Analsis/Desi n Shear :fv.:= ev 1 fv Fv' _ 0.2 Bendingisl fb = 405 Fb' - 1007 fb/Fb' = 0.37 Dead Deflln 0.02.':= <L/999 Live. Defl'-n- 0,01:= <L/999 0,20 - L/360 0:07 .:Total Defl'n 0.04-- <L/999 0.30 m L/240- 0.13 Additional Data: -- FACTORS: F/E(Ps i)CD- CAS 'Ct :CL CF -C'fu Cr Cfrt Ci Cn' LCH Fv' -. 170 1.25 1.00 1,00 1.00 1,00 1,00 '2 Fb.'+, 87.5: 1,.25 1.00 :'1.00 0.994 1.000 1.00: 1,00 1.00 '1100 - 2 Fop' 625: 1.00 1.00 - 1..00 1100 E' 1:3 million 1.00 11.00 - 1,00 1.00 - 2 Emi:n' 0.47 million 1.00 "1..00 - - - 1:00 1.00 - 2' CRITICAL LOAD COMBINATIONS: Shear :.LC Y2 .D+Lr, V- 2575;, V design .= 1746 lbs Sendingl+): LC M2--'D+Lr, M== 3917 lbs -ft' Deflection: LC 02 - D+Lr flivel LC 82 - D+Lr (total) D -dead L=live S-snow-N=wind 1 -impact Lr -roof live Lc -concentrated Emearthquake All LCs are. .listed in the Analysis output Load Combination$; ASCE 7-10 / LDC 2012 - CALCULATION$: Deflection:. `El .648e06 Ib -int "Live" deflection = Deflection from all non -dead loads (live, wind, snow-) Total Deflection 1.50(DeadSLoad Deflection) + Live Load Deflection; Design Notes: 1. WoodWorks analysis and design are In accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflectionllmits are appropriate for your application; 3. Sawn lumber bonding members shall be laterally supported according to the provisions of NDS Clause 4.4.1: Load Type Distribution Pat- Location (ft) Magnitude unit 4895 4895 Bearing: Fv' tern Start End Start End fb Loadl Dead full Area fb/Fb' . 0,93. Dead Defl'n .00},29.00)'� psf Load2 Roof.con'str., '. Full Area Live DeflIn .0,07: 20.00(29.00)4 psf:. Load3 Dead Full Area 0.17: a L/566 -.' 18.00 (4.00)+ psf' Self -weight Dead' Full'UDL 14.1 pif Unfactoted: — Dead 2506 2506 Roof Live Factored 2389 2389 --- Total 4895 4895 Bearing: Fv' Length .in re 'd 1.42 1..42 1.42 1,12 ..Criterion Analysis Value hek#n :Value Anai�siSlDes n 5hear v • 86. Fv' 212n. 12 fv Fy' 0,42 Sending (+) fb 1013.: fb'.= 1085 fb/Fb' . 0,93. Dead Defl'n 0:0? s <L/999 Live DeflIn .0,07: _ <L/999 0.27 L/360: '0.25' Total Defl'n 0.17: a L/566 -.' 0.41 L/240. 0.42' !, I 0000 w - - Summit Structural Design 383 Rio Undo Avenue, Suite 200, Chico, California 95926 p. (530) 592-4407 www.sumrnitchico.com i December 1, 2015 j RE: Rodriguez Residence, 7275 Palermo Honcut Hwy, Palermo, CA To Whom It May Concern: I have reviewed the truss calculations by Systems Plus dated 11-30-15 and have found that the trusses appear to be designed in accordance with the general design concept, of the structural documents dated 10-07-15. Please note that while the trusses appear to have been designed to accommodate a heavy the roof load the remainder of the building has been designed to support a lighter asphalt composition shingle roof load. A tile roof should not be used without the express written consent of this engineer. i The specific truss design shall remain the responsibility of the engineer who has sealed the calculations. Sincerely, i QtaoF 3510 C ;k `EXP, o!ti I I sA OPAL 1%%' c�� BUTTE g COUNTY DEC 16 2015 1 DEVELOPMENT SERVICES 'BUTTE COUNTY! BUILDING DIVISION APPROVED CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD s Project Name: Rodriguez Home Calculation Date/Time: 18:45, Sat, Sep 19, 2015 Calculation Description: Rodriguez Home Input File Name: Rodriguez Home.ribd BUTTE COUNTY CFI R -PRF -01 DEC 16 2015 Page 1 of 10 DEVELOPMENT GENERAL INFORMATION ENERGY USE SUMMARY 01 Project Name Rodriguez Home 04 05 02 Calculation Description 2100 ft2 CEC Prototype with the roof -- p8 Energy Use (kTDV/ft2-yr) 03 Project Location 7275 Palermo Honcut Hwy Compliance Margin Percent Improvement 04 City Palermo 05 Standards Version Compliance 2015 06 Zip Code 95968 07 Compliance Manager Version BEMCmpMgr 2013-4 (744) 08 Climate Zone CZ11 09 Software Version CBECC-Res 2013-4 (744) 10 Building Type Single Family 11 Front Orientation (deg/Cardinal) 270 12 Project Scope Newly Constructed 13 Number of Dwelling Units 1 14 Total Cond. Floor Area (ft2) 2159 15 Number of Zones 1 16 Slab Area (ft2) 2159 17 Number of Stories 1 18 Addition Cond. Floor Area N/A 19 Natural Gas Available No 20 Addition Slab Area''(ft2) N/A 21 Glazing Percentage (%) 20.8% COMPLIANCE RESULTS 01 Building Complies with Computer Performance' 02 This building incorporates features that require field testing and/or,verification by a certified HERS raterunderthe supervision of a CEC-approved HERS provider. 03 This building incorporates one or more Special Features shown below,,, N S, IAF yl T -- _ m ��i yy�- r r- i Fly. l 9 Registration Number: 215-N6331810A-000000000.0000 Registration Date/Time: 2015-09-20 08:04:22 CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08252015-744 HERS Provider: CaICERTS Inc. Report Generated at: 2015-09-1918:46:23 ENERGY USE SUMMARY AT= "� "" ' ` ''�� a �• --- 04 05 06 07 -- p8 Energy Use (kTDV/ft2-yr) Standard Design Proposed Design Compliance Margin Percent Improvement Space Heating 51.88 49.48 2.40 4.6% Space Cooling 42.85 48.14 -5.29 -12.3% IAQ Ventilation 1.11 1.11 0.00 0.0% Water Heating 33.20 22.93 10.27 30.9% Photovoltaic Offset --- 0.00 0.00 -- Compliance Energy Total 129.04 121.66 7.38 5.7% Registration Number: 215-N6331810A-000000000.0000 Registration Date/Time: 2015-09-20 08:04:22 CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08252015-744 HERS Provider: CaICERTS Inc. Report Generated at: 2015-09-1918:46:23 CFI R -PRF -01 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Page 2 of 10 Project Name: Rodriguez Home Input File Name: Rodriguez Home.ribd s Calculation Date/Time: 18:45, Sat, Sep 19, 2015 9 Calculation Description: Rodriguez Home REQUIRED SPECIAL FEATURES The following are features that must be installed as condition for meeting the modeled energy performance for this computer analysis. • Cathedral Ceiling • Window overhangs and/or fins 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. Building -level Verifications: • IAQ mechanical ventilation Cooling System Verifications: • Minimum Airflow • Refrigerant Charge , • Fan Efficacy Wafts/CFM HVAC Distribution System Verifications: • Duct Sealing Domestic Hot Water System Verifications: • —None.- . ENERGY -None -- ENERGY DESIGN RATING This is the sum of the annual TDV energy consumption for en ulat d b Title 24�Part 6, (such as domestic appliances ants i6cl I uded in the performance l d consumeriance celectronlcs) and accounting forthe annual TDV energy offset by an TDV energy consumption for lighting and component not r g Y;, on-site renewable energy system. RefeEnergy rence Ene Use Energy Design Rating Margin Percent Improvement �;�� Total Energy (kTDVlf2-yr)* -'� 7.38 3.9% 188.90 181.52 " includes calculated Appliances and Miscellaneous Energy Use (AMEU) BUILDING - FEATURES INFORMATION 06 07 01 02 03 04 05 Number of Dwelling Number of Ventilation Number of Water Number of Bedrooms Number of Zones Cooling OSystems Heating Systems Project Name Conditioned Floor Area (ft2) Units 2159 1 3 1 Rodriguez Home o1 �I—TA7 C1n JW7CLf ZONE INFORMATION 01 02 Zone Name Zone Type Conditioned Conditioned Registration Number: 215-N6331810A-000000000-0000 CA Building Energy Efficiency Standards - 2013 Residential Compliance 03 04 05 Zone Floor Area Avg. Ceiling HVAC System Name (ft) Height HVAC System 1 2159 10 06 Water Heating System 1 I Water Heating System 2 Min Gas Registration Date/Time: 2015-09-20 08:04:22 HERS Provider: CaICERTS Inc. Report Version - CF1R-08252015-744 Report Generated at: 2015-09-1918:46:23 ATTIC08 03 04 05 06 07 CFI R -PRF -01 CERTIFICATE OF COMPLIANCE -RESIDENTIAL PERFORMANCE COMPLIANCE METHOD 01 02 Roof Rise Page 3 of 10 g Roof Emittance Radiant Barrier Cool Roof Calculation Date/Time: 18:45, Sat, Sep 19, 2015 Construction ' Project Name: Rodriguez Home 0.1 Input File Name: Rodriguez Home.ribd Asphalt RB Roof Ventilated 6 Calculation Description: Rodriguez Home Yes No Attic OPAQUE SURFACES Ventilated 6 0.1 05 06 07 08 01 02 03 04 Azimuth Orientation Gross Area (ft2) Window & Door Area (ftZ) Tilt (deg) Name Zone Construction BUTTE COUNT`( Front 410 166.02 90 I Front Conditioned R19 Wall 270 86.85 90 Left Conditioned R19 Wall 0 Left 530 90 Conditioned R19 Wall 90 Back 620 142.36 Back Conditioned R19 Wall 180 Right 390 44 90 Right Conditioned R19 Wall 45 -specify - 28 9.75 90 Cwall1 160 GarToHouse Left Conditioned»Garage GarToHouse R-19 Ceiling (below attic)1 Conditioned R38 Ceiling below attic 1779 gp Gwall Front Garage Garage Ext Wall 270 Front 210 90 Gwall Left Garage Garage Ext Wall 9 0 Left 60 90 1 Gwall Right Garage Garage Ext Wall 180 Right 220 146 Gar Ceiling a Garage g RO CIgBIwAttic Cons `0 f OPAQUE SURFACES —Cathedral Ceilings t 09 10 11 ., 02 �.._ 03 �� 04 05 „wp? 06 07 08 01 " Orientatio .-., «- I?) Skylight Area Roof Rise -- (x in 12) ` Roof Roof Tilt Pitch (deg) Roof Reflectance Roof Framing Emittance Factor Name Zone Type f n fi>° Area (f .{ft2)'z=' 3 0 25 14.04 0.1 0.85 0.07 Cathedral Ceiling 1 Conditioned R38 Cathedral Ceiling Front 190 0 14.04 0.1 0.85 0.07 Cathedral Ceiling 2 Conditioned R38 Cathedral Ceiling Back 190 0 3 0.25 ATTIC08 03 04 05 06 07 01 02 Roof Rise Roof Reflectance Roof Emittance Radiant Barrier Cool Roof Type Name Construction 0.1 0.85 Yes No Gar Attic Asphalt RB Roof Ventilated 6 Yes No Attic Asphalt RB Roof Ventilated 6 0.1 0.85 BUTTE COUNT`( BUILDING DIVISION APPROVED' Registration Number: 215-N6331810A-000000000-0000 Registration Date/Time: 2015-09-2008:04:22 CA Building Energy Efficiency Standards 2013 Residential Compliance Report Version - CF1R-08252015-744 HERS -- Provider: CaICERTS Inc. Report Generated at: 2015-09-19 18:46:23 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Calculation Date/Time: 18:45, Sat, Sep 19, 2015 Project Name: Rodriguez Home Calculation Description: Rodriguez Home Input File Name: Rodriguez Home.ribd 03 Surface (Orientation -Azimuth) Front (Front -270) Front (Front -270) Front (Front -270) Front (Front -270) Front (Front -270) Front (Front -270) Front (Front -270) Front (Front -270) Front (Front -270) Front (Front -270) Front (Front -270) - 04 WINDOWS 06 01 02 Name Type F1 Window F2 Window 1.5 F3 Window 3.0 F4 French Door Window F5 French Door Window 3.0 F6 Window F7 Window 6.0 F8 Window F9 Window 3.0 F10 Window 1 F11 Window F12 Window L1 Window 6.0 L2 Window L3 Window L4 SGD Window L5 Window B1 Window B2 Window 4.0 1.5 1.5 B3 SGD Window B4 Window B5 Window B6 Window B7 Window R1 Window R2 Window C1 Window C2 Window 03 Surface (Orientation -Azimuth) Front (Front -270) Front (Front -270) Front (Front -270) Front (Front -270) Front (Front -270) Front (Front -270) Front (Front -270) Front (Front -270) Front (Front -270) Front (Front -270) Front (Front -270) - 04 05 06 Width (ft) 3.0 3.0 Height (ft) 5.0 5.0 Multipii er 1 1 6.0 1.5 1 3.0 6.7 1 3.0 6.7 1 6.0 1.5 1 3.0 5.0 1 3.0 5.0 1 6.0 1.5 1 Right (Right -180) 6.0 2.0 Right (Right -180) Cwall1 (-specify --45) Cwall1 (- specify --45) 4.0 1.5 1.5 5.0 5.0 1.5 4.0 Left (Left -0) 5.0 6.7 Left (Left -0) 5.0 1.5 Back (Back -90) 4.0 5.0 Back (Back -90) 4.0 1.5 Back (Back -90) 8.0 6.7 Back (Back -90) 8.0 1.5 Back (Back -90) 4.0 5.0 Back (Back -90) 4.0 1.5 Back (Back -90) 5.0 5.0 Right (Right -180) 6.0 2.0 Right (Right -180) Cwall1 (-specify --45) Cwall1 (- specify --45) 4.0 1.5 1.5 5.0 5.0 1.5 07 Area (ft2) 15.0 15.0 9.0 20.0 20.0 9.0 15.0 15.0 9.0 15.0 15.0 9.0 33.4 7.5 20.0 6.0 53.4 12.0 20.0 6.0 25.0 24.0 20.0 7.5 2.3 08 1 09 1.1 -factor SHGC 0.32 0.25 0.32 0.25 0.32 0.25 0.65 0.60 0.65 0.60 0.32 0.25 0.32 0.25 0.32 0.25 0.32 0.25 0.32 0.25 0.32 0.25 0.32 0.25 0.32 0.25 0.32 0.25 0.32 0.25 0.32 0.25 0.32 0.25 0.32 0.25 0.32 0.25 0.32 0.25 0.32 0.25 0.32 0.25 0.32 0.25 0.32 0.25 0.32 UiT* 0.3 ,?3 L0N 0.32 Alryin CFI R -PRF -01 Page 4 of 10 10 Exterior Shading Insect Screen (default) Insect Screen (default) Insect Screen (default) Insect Screen (default) Insect Screen (default) Insect Screen (default) Insect Screen (default) Insect Screen (default) Insect Screen (default) Insect Screen (default) Insect Screen (default) Insect Screen (default) Insect Screen (default) Insect Screen (default) Insect Screen (default) Insect Screen (default) Insect Screen (default) Insect Screen (default) insect Screen (default) insect Screen (default) Insect Screen (default) Insect Screen (default) Insect Screen (default) Insect Screen (default) (� 'een (default) (default) S een (default) InsectSSScreen (default) Registration Number: 215-N6331810A-000000000-0000 Registration Date/Time: 2015-09-20 08:04:22 HERS Provider: CaICERTS Inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF11108252015-744 Report Generated at: 2015-09-19 18:46:23 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Rodriguez Home Calculation Date/Time: 18:45, Sat, Sep 19, 2015 Calculation Description: Rodriguez Home Input File Name: Rodriguez Home.ribd DOORS 01 Name GDoor1 GDoor 2 02 Side of Building Gwall Right Gwall Right CFI R -PRF -01 Page 5 of 10 03 04 Area (ft2) U -factor 18.0 128.0 1.00 1.00 BUTTE COUNTY BUILDING DIVISION APPROVED Registration Date/Time: 2015-09-20 08:04:22 HERS Provider: CaiCERTS inc. Registration Number: 215-N633181OA-000000000-0000 g CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08252015-744 Report Generated at: 2015-09-1918:46:23 �l - -- CERTIFICATE OF COMPLIANCE RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Calculation Date/Time: 18:45, Sat, Sep 19, 2015 Project Name: Rodriguez Home Input File Name: Rodriguez Home.ribd WMA CF1 R -PRF -01 Page 6 of 10 Registration Number: 215-N6331810A-000000000-0000 Registration Date/Time: 2015-09-20 08:04:22 CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF111-08252015-744 APPROVE HERS Provider: Ca10ERTS Inc. Report Generated at: 2015-09-19 18:46:23 SLAB FLOORS 04 05 06 07 01 j 02 03 Area (ft2) Perimeter (ft) Edge Insul. R -value & Depth Carpeted Fraction Heated Name Zone 2159 202 None CF1 R-PRF-01page OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Conditioned None 7 of 10 CERTIFICATE Garage 440 Calculation DatelTime: 18:45, Sat, Sep 19, 2015 Project Name: Rodriguez Home 04 Input File Name: Rodriguez Home.ribd 03 Calculation Description: Rodriguez Home 01 Quality Installation of Spray Foam Insulation Building Envelope Air Leakage CFM50 Qty uali Insulation Installation (QII) OPAQUE SURFACE CONSTRUCTIONS 06 07 i 02 01 03 04 05 i_ APPROVED Total Cavity R -value Winter Design U -value Assembly Layers Construction Name Surface Type Construction Type Framin g • Inside Gypsum Board Finish: • Cavity/ Frame: no insul. / 2x4 Garage Ext Wall Exterior Walls Wood Framed Wall 2x4 @ 16 in. O.C. none 0.361 • Exterior Finish: 3 Coat Stucco .Inside Finish: Gypsum Board Ceilings( below Bottom Chord of Truss @ 24 2x4 B 0.481. insul. / 2x4 Btm Chrd Cavity/ no in tY RO CIgBIwAttic Cons attic) Wood Framed Ceiling in. O.C. none • Cavity /Frame: no insul. /2x4 • Roof Deck., Wood Siding/sheathing/decking III Attic Roofs Wood Framed Ceiling 2x4 @ 24 in. O.C. none 0.644 • Roofing: Light Roof (Asphalt Shingle) Asphalt R B Roof P um Board •Inside Finish: Gypsum YP Cavity/Frame: R-9.1 /2x4 Btm Chrd Ceilings (below 2x4 Bottom Chord of Truss @ 24 R 38 0.025 Over Floor Joists: R-28.9 insul. R38 Ceiling below attic attic) Wood Framed Ceiling in. O.C. • Inside Finish: Gypsum Board • Cavity / Frame: R-38 / 2x12 • Roof Deck: Wood Siding/sheathing/decking Cathedral Ceilings Wood Framed Ceiling 2x12 @ 24 m. O.C.Inside R 38 0.029 As Shingle) •Roofing: Light Roof (Asphalt halt 9 R38 Cathedral Ceiling Finish: Gypsum Board -�� Cavity/Frame: R -19/2x6 Coat Stucco t,. Framed Wd�l r 2x6 `@ 16 m O.C.R 19 , 0.072 Exterior Finish: 3 R19 Wall Exterior Walls 5„ Wood Inside Finish: Gypsum Board F • Cavity/Frame: R-19/2x10 "R Wood Framed Wall 2x10 @ 16 in. O.C. 19 0.057 Other Side Finish: Gypsum Board GarToHouse R-19 Interior Walls SLAB FLOORS 04 05 06 07 01 j 02 03 Area (ft2) Perimeter (ft) Edge Insul. R -value & Depth Carpeted Fraction Heated Name Zone 2159 202 None pg No , Slab On Grade Conditioned None p No Gslab Garage 440 47 BUILDING ENVELOPE - HERS VERIFICATION 04 02 03 01 Quality Installation of Spray Foam Insulation Building Envelope Air Leakage CFM50 Qty uali Insulation Installation (QII) qion Not Required ired Not Required i Not Required i_ APPROVED Registration Number: 215-N6331610A-000000000-0000 CA Building Energy Efficiency Standards - 2013 Residential Compliance - --�711 �� Registration Date/Time: 2015-09-2008:04:22 HERS Provider: CaICERTS Inc. Report Version - CF1R-08252015-744 Report Generated at: 2015-09-19 18:46:23 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CFIR-PRF-01 Project Name: Rodriguez Home Calculation Date/Time: 18:45, Sat, Sep 19, 2015 Page 8 of 10 Calculation Description: Rodriguez Home Input File Name: Rodriguez Home.ribd WATER HEATERS WATER HEATING SYSTEMS 02 01 02 03 04 05 1 06 04 Name System Type Distribution Type Water Heater Number of Heaters Solar Fraction 06 Min Gas - 1/1 DHW Standard Inst WH none - WATER HEATERS 01 02 03 04 05 06 07 08 Name Heater Element Type Tank Type Tank Volume (gal) Energy Factor or Efficiency Input Rating Tank Exterior Insulation R -value Standby Loss (Fraction) Inst WH Propane Small Instantaneous 0 0.82 195000-Btu/hr 0 0 WATER HEATING - HERS VERIFICATION 01 02 03 04 05 06 07 Name Pipe Insulation Parallel Piping Compact Distribution PoInt-of Use Recirculation Control Central DHW Distribution Min Gas -1/1 7 - Spilt 14 1.7 HVAC Fan 1 Attic Default I System HVAC - HEATING UNIT TYPES 01 02 1 03 Name Type 131 09-24h Furn 95 CntrIFurnace - Fuel -fired central furnace U dt4:,UE HVAC - COOLING UNIT TYPESAPPROVE5, p e -z SPACE CONDITIONING SYSTEMS 01 02 03 " t 04 05 06 SC Sys Name System Type Heating Unit Name Cooling Unit Name Fan Name Distribution Name HVAC System I Other Heating and Cooling Fum 95 Spilt 14 1.7 HVAC Fan 1 Attic Default I System HVAC - HEATING UNIT TYPES 01 02 1 03 Name Type 131 09-24h Furn 95 CntrIFurnace - Fuel -fired central furnace U dt4:,UE HVAC - COOLING UNIT TYPESAPPROVE5, p e -z 01 02 03 04 05 06 0 Name System Type Efficiency EER SEER Zonally Controlled Multi -speed Compressor HERS Verification Spilt 14 1.7 SplitAirCond 11.7 14 Not Zonal Single Speed Spilt 14 1.7 -hers -cool Registration Number: 215-N6331810A-000000000-0000 Registration Date/Time: 2015-09-20 08:04:22 HERS Provider: CaICERTS Inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF113-08252015-744 Report Generated at: 2015-09-19 18:46:23 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Rodriguez Home Calculation DatefTime: 18:45, Sat, Sep 19, 2015 Calculation Description: Rodriguez Home Input File Name: Rodriguez Home.ribd CF1 R -PRF -01 Page 9 of 10 HVAC COOLING - HERS VERIFICATION 01 02 03 04 05 06 Name Verified Airflow Airflow Target Verified EER Verified SEER Verified Refrigerant Charge Spilt 14 1.7 -hers -cool Required 350 Not Required Not Required Required HVAC - DISTRIBUTION SYSTEMS 01 02 03 04 05 06 07 Name Type Duct Leakage Insulation R -value Duct Location Bypass Duct HERS Verification Attic Default DuctsAttic Sealed and tested 8 Attic None Attic Default -hers -dist HVAC DISTRIBUTION - HERS VERIFICATION 01 02 03 04 05 06 07 08 Name Duct Leakage Verification Duct Leakage Target (%) Verified Duct Location Verified Duct Design Buried Ducts Deeply Buried Ducts Low -leakage Air Handler Attic Default -hers -dist Required F¢ 6.0 _, yN„ °Not Required : x.,Not Required Not Required Not Required - - HVAC -FAN SYSTEMS 01 01 T w 02T f 103 >, 04 Name Type "" 'Fan Power (Watts/CFM) HERS Verification HVAC Fan 1 Single Speed PSC Furnace Fan 0.58 HVAC Fan 1 -hers -fan HVAC FAN SYSTEMS - HERS VERIFICATION 01 02 03 Name Verified Fan Watt Draw Required Fan Efficiency (Watts/CFM) HVAC Fan 1 -hers -fan Required 0.58 IAQ (Indoor Air Quality) FANS 01 02 03 04 05 06 Dwelling Unit IAQ CFM IAQ Watts/CFM IAQ Fan Type IAQ Recovery Effectiveness(%) HERS Verification SFam IAQVentRpt 51.59 0.25 Default 0 UTTE e 1 I M klf-. ..ea Registration Number: 215-N6331810A-000000000-0000 CA Building Energy Efficiency Standards - 2013 Residential Compliance J---1-- m, ,1... Registration DateMme: 2015-09-20 08:04:22 Report Version - CF111-08252015-744 APPW, f �, HERS Provider: CalCERTS inc. Report Generated at: 2015-09-19 18:46:23 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD s Project Name: Rodriguez Home Calculation Date/Time: 18:45, Sat, Sep 19, 2015 Calculation Description: Rodriguez Home Input File Name: Rodriguez Home.ribd DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. 1 certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: Martin Alvis Company: M & T Energy Analyst Address: P.O. Box 534 City/State/Zip: Chico, CA 95927 Documentation Author Signature: Signature Date: 2015-09-20 08:02:29 CEA/HERS Certification Identification (If applicable): Phone: 530 990 0030 CFI R -PRF -01 Page 10 of 10 RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following under penalty of perjury, under the laws of the State of California: 1. I 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 ort 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 Signature ` Responsible Designer Name: �u BARRY RUBANOFF fry. Date Signed:. f " i Company: -,. µ BARRY RUBANOFF 2015-d9-20 b8:0'4':22 License: Address: PO BOX 1123 n/a City/State/Zip: Berry Creek, CA 95916 Phone: 530 589 4102 BUTTE COUNTY BUILDING DIVISION APPROVED 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. Registration Number: 215-N6331810A-000000000-0000 CA Building Energy Efficiency Standards - 2013 Residential Compliance Registration Date/Time: 2015-09-20 08:04:22 Report Version - CF1R-08252015-744 HERS Provider: CaICERTS Inc. Report Generated at: 2015-09-19 18:46:23 GENERAL NOTES: 1. ALL WORK ON THIS PROJECT SHALL CONFORM TO THE ADOPTED EDITIONS OF THE 2013 CBC, 2013 CRC, 2013 CMC 2013 CPC , THE 2013 CALIF. ELECT. CODE 2013 CALIF. ENERGY STANDARDS AND 2013 CA. GREEN CODE 2. DESIGNER SHALL APPROVE ADJUSTMENTS TO ANY PART OF THESE PLANS. 3. WRITTEN DIMENSIONS ARE TO BE USED: DO NOT SCALE THESE DRAWINGS 4. SPECIFIC INFORMATION ON THE DRAWINGS DIFFERING FROM THESE NOTES SHALL APPLY. 5. THE CONTRACTOR SHALL VERIFY SITE CONDITIONS, AND THERE CORRELATION WITH THE DRAWINGS AND SHALL NOTIFY COUNTY OR DESIGNER OF ANY INCONSISTENCIES OR DISCREPANCIES PRIOR TO THE BEGINNING OF CONSTRUCTION. 6. IN THE EVENT CERTAIN FEATURES OF THE CONSTRUCTION ARE NOT FULLY SHOWN ON THE DRAWINGS ON THE DRAWINGS OR CALLED FOR IN SPECIFICATIONS THEN THEIR CONSTRUCTION SHALL BE THE SAME CHARACTER AS FOR SIMILAR CONDITIONS THAT ARE SHOWN OR CALLED FOR AND SHALL BE APPROVED BY THE DESIGNER. 7. THE DRAWINGS REPRESENT THE FINISHED STRUCTURE UNLESS OTHERWISE INDICATED THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE WORKMEN AND OTHER PERSONS DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE, BUT NOT BE LIMITED TO: BRACING, SHORING FOR CONSTRUCTION EQUIPMENT, SHORING FOR THE BUILDING, FORMS, AND SCAFFOLDING. 8. ALL SITE WORK AND GRADING SHALL BE DONE IN COMPLIANCE WITH THE DRAWINGS. WHERE SHOWN ON DRAWINGS, ELEVATIONS, LOCATIONS OF STEPS IN FOUNDATION, AND HEIGHTS OF FOUNDATION WALLS SHALL BE VERIFIED TO SUIT ACTUAL PROPOSED AND EXISTING CONDITIONS. 9. FINISH GRADE AND FINISH FLOOR ELEVATIONS TO BE PER SITE, PLAN. 10. LOTS SHALL BE GRADED TO DRAIN SURFACE WATER AWAY FROM FOUNDATION WALLS. THE GRADE SHALL FALL A MIN. OF 6" WITHIN THE FIRST 10' R401.3 EXCEPTION: WHERE LOT LINES, WALLS, SLOPES OR OTHER PHYSICAL BARRIERS PROHIBIT 6" OF FALL IN 10', DRAINS OR SWALES SHALL BE CONSTRUCTED TO ENSURE DRAINAGE AWAY FROM THE STRUCTURE. IMPERVIOUS SURFACES WITHIN 10' OF THE BUILDING FOUNDATION SHALL BE SLOPED A MIN. OF 2 PERCENT AWAY FROM BUILDING. 11. DIMENSIONS NOTED CLEAR OR CLR ARE MINIMUM REQUIRED DIMENSIONS AND MUST BE ACCURATELY MAINTAINED. 12. ALL DIMENSIONS ARE TO BE FACE OF STUD, FACE OF CONCRETE, OR FACE OF MASONRY, UNLESS OTHERWISE NOTED. 13. CONSTRUCTION SHALL IN NO CASE DEVIATE FROM THE DESIGN SHOWN WITHOUT EXPRESS WRITTEN PERMISSION OF THE DESIGNER AND OR LOCAL BUILDING OFFICIAL NOTCHING / BORING IN WOOD MEMBERS 1. BORED HOLES IN BEARING WALL STUDS SHALL NOT EXCEED 40% OF THE STUD WIDTH HOLES IN NON BEARING WALL STUDS SHALL NOT EXCEED 60% OF THE STUD WIDTH. IN NO CASE SHALL THE EDGE OF A BORED HOLE BE NEARER THAN 5/8" TO THE EDGE OF A STUD HOLES SHALL NOT BE LOCATED IN ANY STUD AT A SECTION AT A SECTION WITH A CUT OR A NOTCH 2. NOTCHES ON THE ENDS OF JOISTS SHALL NOT EXCEED ONE FOURTH OF THE JOIST DEPTH HOLE DRILLED IN JOISTS SHALL NOT BE WITHIN 2" OF THE TOP OR THE BOTTOM OF THE JOIST. AND THE DIAMETER OF ANY HOLE SHALL NOT EXCEED 1/3 THE DEPTH OF THE JOIST NOTCHES IN THE TOP OR BOTTOM OF THE JOIST SHALL NOT EXCEED 1/6 THE DEPTH AND SHALL NOT BE LOCATED IN THE MIDDLE THIRD OF THE JOIST SPAN 3. NOTCHING IN EXTERIOR WALLS AND BEARING PARTITIONS SHALL NOT EXCEED 25% OF THE STUD WIDTH. CUTTING OR NOTCHING OF STUDS IN NON BEARING PARTITIONS SHALL NOT EXCEED 40% OF THE STUD WIDTH. PLYWOOD NOTES 1. GENERAL PROVISIONS A: IDENTIFICATION REQUIREMENTS EACH PANEL SHALL BE IDENTIFIED WITH THE APPROPRIATE TRADEMARK OF THE AMERICAN PLYWOOD ASSOC., AND SHALL MEET THE REQUIREMENTS OF THE LATEST EDITION OF THE U.S. PRODUCT STANDARD PS -1 OR ONE OF APA'S PERFORMANCE STANDARDS. B: PANEL THICKNESS, GRADE AND GROUP NUMBER OR SPAN RATING SHALL BE AT LEAST EQUAL TO THAT SHOWN ON THE DRAWING. APPLICATIONS SHALL BE IN ACCORDANCE WITH RECOMMENDATIONS AO THE AMERICAN PLYWOOD ASSOC. C: NAILS AT PLYWOOD PANELS SHALL HAVE 3/8" EDGE DISTANCE AND NAIL HEADS SHALL NOT PENETRATE THE FACE 'OF THE PLYWOOD D: PLYWOOD PANELS SHALL BUTT AT CENTERLINE OF SINGLE SUPPORTING MEMBER WITH EDGE NAILING FROM EACH PANEL INTO THAT MEMBER. E: NO PIECE OF PLYWOOD, FLOOR, OR WALL SHEATHING SHALL BE LESS THAN 3/8" THICKNESS 2. ROOF SHEETING A. PANEL ROOF SHEETING SHALL HAVE 1/2" CDX OR 5/8" CDX APA SHEETING EXP (1) SEE PLANS. INSTALL WITH THE LONG DIMENSION OF THE PANEL ACROSS THE SUPPORTS EXCEPT WHERE NOTED AND WITH PANEL CONTINUOUS OVER TWO OR MORE SPANS ALLOW 1/8" SPACING AT PANEL ENDS AND 1/4" SPACING AT PANEL EDGES NAIL WITH 8d NAILS O 6"/12" O.C. 3. SUB FLOORING A. PANEL SUB FLOORING SHALL BE 3/4" CDX APA RATED STURD-1 FLOOR EXP (1) UNLESS OTHERWISE NOTED ON THE PLANS. INSTALL WITH LONG DIMENSION OF THE PANEL ACROSS THE SUPPORTS, EXCEPT WHERE NOTED AND WITH PANEL CONTINUOUS OVER TWO OR MORE SPANS ALLOW 1/8" SPACING AT PANEL ENDS AND 1/8" SPACING AT PANEL EDGES GLUE AND NAIL ATOP FLOOR JOISTS WITH 10d RING SHANK NAILS @ 6,10 O.C. GLUE SHALL MEET APA SPECIFICATION. 4. SHEARWALLS A. PANEL WALL SHEETING SHALL BE 3/8" APA RATED SHEETING EXP (1) OR 5/8" T-111 PLYWOOD PANEL SIDING (SEE PLANS) NAIL PER PLANS ELECTR I CAL 1. CONSULT LOCAL UTILITY COMPANY BEFORE INSTALLING MAIN ELECTRICAL PANEL. VERIFY SIZE AND LOCATION OF PANEL PRIOR TO STARTING CONSTRUCTION. 2. SMOKE DETECTORS SHALL BE 110 V AND INTER CONNECTED. LOCATE AT LEAST ONE SMOKE DETECTOR AT EACH FLOOR. PROVIDE A DETECTOR IN EACH SLEEPING ROOM HALLWAY TOP OF STAIRS AND AT AREAS ADJACENT TO HALLS THAT HAVE A CEILING INCREASE OF 24" OR MORE. SMOKE ALARM MUST BE AUDIBLE IN ALL SLEEPING ROOMS. PROVIDE BATTERY BACK UP PER CBC 907.2.10.1.2 CONCRETE NOTES 1. ALL CONCRETE SHALL BE 5 SACK TRANSIT MIX WITH A MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS OF 3000 PSI AND A MAXIMUM SLUMP OF 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. NAILING SCHEDULE Table R602.3(1)- Fastening Schedule CONNECTION NAILING`" 1. Blocking between joists or rafters to top plate, toe nail 3-8d 2. Ceiling joists to plate, toe nail 3-8d 3. Ceiling joists not attached to parallel rafter, laps over partitions, face nail Nod 4. Collar tie to rafter, face nail or 11/4x20 ga. ridge strap 3-10d 5. Rafter or roof truss tolate, toe nail x nails or 3-10d common nails P 2 toe nails on I side and I toe nail on pppositc side of ea. truss or rafter 6. Roof rafters to ridge, valley or hip rafters: to nail face nail 4-I6d 3-Ibd 1. Built up studs -face nail 10d ® 24' o.c. 8. Abutting studs at intersecting wall corners, face nail Ibd @ 12" o.c. 4. Built up header, two pieces with 1/2' spacer Ibd @ 16' o.c. along ea. edge 10. Continued header, two pieces Ibd ® 16" o.c. along ea. edge 11. Continuous header to stud, toe nail 4-8d 12. Double studs, face nail 10d ® 24' o.c. 13. Double top plates, face nail IOd @ 24' o c. 14. Double top plates, min. 24 -inch offset of end joists, 8-Ibd face nail in lopped area 15. sole plate to joist or blocking, face nail Ibd ® I6' oL. Ib. Sole plate to joist or blocking at braced wall panels 3-I6d ® Ib" o.c. 11. 5tud to sole plate, toe nail 3-6d or 2-Ibd I8. Top or sole plate to stud, end nail 2-I6d Ig. Top plates, laps at corners 4 intersections, face nail 2-10d 0. 1' brace to ea. stud and plate, face nail 2-bd or 2 -staples 13/4" I. I'xb' sheathing to ea. bearing, face nail 2-8d or 2 -staples 13/4' 2. 1"x8" sheathing to ea. bearing, face nail 2-8d or 3 -staples 13/4" 3. Wider than 1'4' sheathing to ea. bearing, face nail 3-8d or 4 -staples 13/4' 4. Joist to sill or girder, toe nail 3-8d 5. Rim joist to top plate, toe nail (roof applications also) 8d ® b" o.c. b. Rim joist or blocking to sill plate, toe nail 8d @ b" o.c. 1. I"xb' subfloor or less to ea. joist, face nail 24d or 2 staples 13/4' 8. 2' subfloor to joist or girder, blind and face nail 2-16d 2" planks (plank and bean -floor 4 roof) 2-Ibd ® ea. bearing 30. Built up girder and beams 10da nail ea. I as follows: 32 o.c. at tobottom and staggered 2 nails at ends 4 at ea. splice 1. Ledger strip supporting joists or rafters 3-Ibd ® ea. joist or rafter Wood structural panels, subfloor, roof and interior wall sheathing to framing and particleboard wall sheathing to framing 2. 3/8'-1/2" bd common nail (subfloor, wall) r 6'ledges, 12'9Intermediate suppoh; 8d common nail (roof) ' 3. 14/32'-I" bd common nail 6'iedges, 12'9Intermediate supports 4. 11/8"-I 1/4' IOd common nail or 6"`edges, 12' Intermediate supports 8d deformed nail Other wall sheathing 5. 1/2" structural cellulosic 11/2' poly. roof in nail, 1W crown or 3"'edges, 6" intermediate fiberboard sheathing I' crown staple 16ga. 11/4' long supports" 25/32' structural cellulosic 13/4' poly. roofing nail, IAP crown or 3"edges, F Intermediate fiberboard sheathing I" gown staple Ib go. 11/2' long supports`" 1. 1/2' gm sheathing ' 11/2' goly. roofing nail, staple galv. 1''edges, T Intermediate 11/2' long; 11/4' screws, Tipe W or 5 supports"' 8. 5/8' gypsum sheathing d 13/4' galy. roofing nail, staple gals. 1'edges, T Intermediate 15/8" long; 15/8' screws, Type W or 5 suppers" Wood structural panels, combination subfloor underla ment to framing 311. 3/4' and less bd deformed nail or 8d common nail b"edges, 12' 'Intermediate supports 40. 1/8' -I' 8d deformed nail or 5d common nail b"edges, 12' Intermediate supports I. 1 I/8'-1 I/4' 8d deformed nail or 10d common nail b"edges, 12' intermediate supports d d CALGREEN REQUIREMENTS REINFORCING STEEL • Internal filters placed inside each drain inlet. 1. REINFORCING STEEL TO CONFORM TO ASTM A615 AND BE INTERMEDIATE GRADE DEFORMED -COVERING OF DUCT OPENINGS AND PROTECTION OF MECHANICAL EQUIPMENT BARS- TYPE N GRADE 4-0 DURING CONSTRUCTION. AT THE TIME OF ROUGH( INSTALLATION, DURING STORAGE -OPERATION AND MAINTAINENCE INSTRUCTIONS FOR EQUIPMENT, APPLIANCES, HVAC SYSTEMS, ROOF/ YARD DRAINAGE, IRRIGATION SYSTEMS, ETC. ON THE CONSTRUCTION SITE, AND UNTIL FINAL STARTUP OF THE HEATING, COOLING, 2. WELDED STEEL WIRE (MESH SHALL BE 6"x6" W1.4xW 1.4 WWM AND SHALL CONFORM TO AND VENTILATING EQUIPMENT, ALL DUCT AND OTHER RELATED AIR DISTRIBUTION THE REQUIREMENTS OF ASTM A185 COMPONENT OPENINGS SHAL BE COVERED WITH TAPE, PLASTIC, SHEETMETAL OR -PUBLIC TRANSPORTATION AND CARPOOL OPTIONS IN THE AREA -EDUCATION MATERIAL ON THE POSITIVE IMPACTS OF AN INTERIOR RELATIVE HUMIDITY BETWEEN OTHER METHODS ACCEPTABLE TO THE ENFORCING AGENCY TO REDUCE THE AMOUNT 3. UNLESS NOTED REINFORCEMENT BARS TO BE LAPPED MINIMUM 40 BAR DIAMETERS OF WATER, DUST AND DEBRIS; WHICH MAY ENTER THE SYSTEM(CGBSC 4.504.1) be used for this application) -FINISH MATERIAL POLLUTANT CONTROL. FINISH MATERIALS SHALL COMPLY WITH THIS 4. BENDS IN REINFORCEiMENT SHALL BE IN ACCORDANCE WITH ACI 318-2010 SECTION(CGBSC 4.504.2) 5. ALL DIMENSIONS SHOWN FOR LOCATIONS OF REINFORCING STEEL ARE TO FACE OF BAR -ADHESIVES, SEALANTS AND CAULKS USED ON THE PROJECT SHALL MEET THE REQUIREMENTS OF THE FOLLOWING STANDARDS AND DENOTE CLEAR COVERAGE. UNLESS SPECIFICALLY NOTED OTHERWISE CONCRETE SHALL UNLESS MORE STRINGENT LOCAL OR REGIONAL AIIR POLLUTION OR AIR QUALITY MANAGEMENT DISTRICT RULES APPLY: BE 3" WHERE CONCRETE: IS PLACED DIRECTLY AGAINST EARTH AND 2" WHERE CONCRETE 1. ADHESIVES, ADHESIVE BONDING PRIMERS, ADHESIVE PRIMERS, SEALANTS, SEALANT PRIMERS, AND CAULKS SHALL COMPLY IS EXPOSED TO EARTH BUT IS AGAINST FORMS SLABS ON GRADE SHALL HAVE REINFORCING WITH LOCAL OR REGIONAL AIR POLLUTION CONTROL OR AIR QUALITY MANAGEMENT DISTRICT RULES WHERE APPLICABLE OR AT MID DEPTH U.O.N. SCAQMD RULE 1168 VOC LIMITS, AS SHOWN IN TABLE 4.504.1 OR 4.504.2 AS APPICABLE. SUCH PRODUCTS ALSO SHALL COMPLY Z WITH RULE 1168 PROHIBITION ON THE USE OF CERTAIN TOXIC COMPOUNDS (CHLOROFORM, ETHYLENE DICHLORIDE, METHYLENE 6. SPLICES IN CONTINUOUS REINFORCING SHALL HAVE A LAP OF 40 BAR DIAMETERS CHLORIDE, PERCH LOROETHYLENE AND TRICHLOROETHYLENE), EXCEPT FOR AEROSOL PRODUCTS, AS SPECIFIED IN SUBSECTION 2 BELOW. MINIMUM IN CONCRETE CONSTRUCTION EXCEPT WHERE SHOWN OTHERWISE. HORIZONTAL 2. AEROSOL ADHESIVES, AND SMALLER UNIT SIZES OF ADHESIVES, AND SEALANT OR CAULKING COMPOUNDS IN UNITS OF PRODUCT LAPS IN ADJACENT BARS SHALL BE STAGGERED 5'-0" MINIMUM. VERTICAL BARS SHALL LESS PACKAGING, WHICH DO .NOT WEIGH MORE THAN 1 POUND AND DO NOT CONSIST OF MORE THAN 16 FLUID OUNCES) SHALL BE ONE PIECE STAGGERED COMPLY WITH STATEWIDE VOC STANDARDS AND OTHER REQUIREMENTS, INCLUDING PROHIBITIONS ON USE OF CERTAIN TOXIC O COMPOUNDS, OF CALIF. CODE OF REGULATIONS, TITLE 17, COMENCING WITH SECTION 94507. ROUGH CARPENTRY w W Z -ARCHITECTURAL PAINTS AND COATINGS SHALL COMPLY WITH VOC LIMITS IN TABLE 1 OF THE ARB ARCHITECTURAL SUGGESTED CONTROL 1. IN ADDITION TO FRAMIING OPERATIONS NORMAL TO THE FABRICATION AND ERECTION MEASURE, AS SHOWN IN TABLE 4.504.3 UNLESS MORE STRINGENT LOCAL LIMITS APPLY. THE VOC CONTENT LIMIT FOR COATINGS THAT DO INDICATED ON THE DRAWINGS INSTALL WOOD BLOCKING AND BACKING REQUIRED FOR THE NOT MEET THE DEFINITIONS FOR THE SPECIALTY COATINGS CATEGORIES LISTED IN TABLE 4.504.3 SHALL BE DETERMINED BY CLASSSFYING THE WORK OF OTHER TRADES COATINGS AS FLAT, NONFLAT, OR NONFLAT-HIGH GLOSS COATING BASED ON ITS GLOSS AS DEFINED IN SUBSECTIONS 4.21, 4.36, AND 4.37 Q 00 OF THE 2007 CALIF. AIR RESOURCES BOARD, SUGGESTED CONTROL MEASURE, AND THE CORRESPONDING FLAT, NONFLAT, OR NONFLAT-HIGH 2. INSTALL BLOCKING AS REQUIRED TO SUPPORT FINISH HARDWARE SUCH AS TOWEL BARS GLOSS VOC LIMIT IN TABLE 4.504.3 SHALL APPLY. MEDICINE CABINETS LIGHTS ETC. INSTALL FIRE STOPPING TO CUT OFF ALL CONCEALED -AEROSOL PAINTS AND COATINGS SHALL MEET THE PRODUCT -WEIGHTED MIR LIMITS FOR ROC IN SECTION 94522(a)(3) AND OTHER REQUIREMENTS DRAFT OPENINGS (BOTH VERTICAL AND HORIZONTAL) AND TO FORM AN EFFECTIVE BARRIER INCLUDING PROHIBITIONS ON USE OF CERTAIN TOXIC COMPOUNDS AND OZONE DEPLETING SUBTANCES, IN SECTIONS 9522(c)(2) AND (d)(2) OF BETWEEN STORIES AND BETWEEN TOP STORY AND ROOF SPACE. IT SHALL BE USED CALIF. CODE OF REGULATIONS, TITLE 17, COMMENCING WITH SECTION 94520; AND IN AREAS UNDER THE JURISDICTION OF THE BAY AREA AIR IN SPECIFIC LOCATIONS AS FOLLOWS. QUALITY MANAGEMENT DISTRICT ADDITIONALLY COMPLY WITH THE PERCENT VOC BY WEIGHT OF PRODUCT LIMITS OF REG. 8, RULE 49. * IN INTERIOR OR EXTERIOR STUD WALLS AT CEILING AND FLOOR LEVELS W * IN ALL STUD WALLS AND PARTITIONS, INCLUDING FURRED SPACES SO PLACED THAT -VERIFICATION OF COMPLIANCE WITH THIS SECTION SHALL BE PROVIDED AT THE REQUEST OF THE ENFORCING AGENCY. DOCUMENTATION MAY THE MAXIMUM DISTANCE OF ANY CONCEALED SPACE IS NOT OVER 10'-0" INCLUDE, BUT IS NOT LIMITED TO, THE FOLLOWING: 1. MANUFACTURERE'S PRODUCT SPECIFICATION, 2. FIELD VERIFICATION OF ON SITE * AROUND TOP AND BOTTOM SIDES AND ENDS OF SLIDING DOOR POCKETS PRODUCT CONTAINERS. * IN SPACES BETWEEN CHIMNEYS AND WOOD FRAMING, LOOSE NON COMBUSTIBLE -ALL CRPET INSTALLED IN THE BUILDING INTEROR SHALL MEET THE TESTING AND PRODUCT REQUIREMENTS OF ONE OF THE FOLLOWING: SUPPORTS OR A METAL COLLAR TIGHTLY FITTED TO THE CHIMNEY AND NAILED TO 1. CARPET AND RUG INSTITUTE'S GREEN LABEL PLUS PROGRAM, 2. CALIF. DEPT. OF PUBLIC HEALTH, "STANDARD METHOD FOR THE TESTING & EVALUATION THE WOOD FRAMING SHALL BE USED OF VOLATILE ORGANIC CHEMICAL EMISSINS FROM INDOOR SOURCES USING ENVIRONMENTAL CHAMBERS" VERSION 1.1 FEBRUARY 2010(ALSO * ANY OTHER LOCATIONS NOT SPECIFICALLY MENTIONED ABOVE SUCH AS HOLES FOR KNOWN AS SPECIFICATION 01350). 3. NSF/ANSI 140 AT THE GOLD LEVEL. 4. SCIENTIFIC CERTIFICATIONS SYSTEMS INDOOR ADVANTAGE GOLD. PIPES SHAFTING BEHIND FURRING STRIPS AND SIMILAR PLACES WHICH COULD -ALL CARPET CUSHION INSTALLED IN THE BUILDING INTEROR SHALL MEET THE REQUIREMENTS OF CARPET & RUG INSTITUTE'S GREEN LABEL PROGRAM. AFFORD A PASSAGE FOR FLAMES -ALL CARPET ADHESIVE SHALL MEET THE REQUIREMENTS OF TABLE 4.504.1 3. STRUCTURAL FRAMING SHALL BE OF THE GRADES AND SPECIES INDICATED OR BETTER -WHERE RESILIENT FLOORING IS INSTALLED, AT LEAST 80% OF FLOOR AREA RECEIVING RESILIENT FLOORING SHALL COMPLY WITH ONE OR MORE (WWPA GRADING RULES) SEE PLANS FOR MORE SPECIFIC INFORMATION: OF THE FOLLOWING: 1. VOC LIMITS DEFINED IN THE COLLABORATIVE FOR HIGH PERFORMANCE SCHOOLS(CHPS) HIGH PERFORMANCE PRODUCTS DATABASE, 2. PRODUCTS COMPIANT WITH CHIPS CRITERIA CERTIFIED UNDER THE GREENGAURD CHILDREN AND SCHOOLS PROGRAM. 3. CERTIFICATION A) 2x JOIST AMD RAFTERS DF NO 2 UNDER THE RESILIANT FLOOR COVERING INSTITUTE(RFCI) FLOOR SCORE PROGRAM. 4. MEET THE CALIF. DEPT. OF PUBLIC HEALTH, "STANDARD B POSTS IN WALL FRAMING MATCH WALL FRAMING METHOD FOR THE TESTING AND EVALUATION OF VOLATILE ORGANIC CHEMICAL EMISSIONS FROM INDOOR SOURCES USING ENVIRONMENTAL C 4X HEADERS DF NO 2 CHAMBERS", VERSION 1.1, FEBRUARY 2010(ALSO KNOWN AS SPECIFICATION 10350). D 6X HEADERS DF NO 2 -HARDWOOD PLYWOOD, PARTICLEBOARD AND MEDIUM DENSITY FIBERBOARD COMPOSITE WOOD PRODUCTS USED ON THE INTERIOR OR EXTERIOR ESTUDS AND SILL PLATES SEE PLANS OF THE BUILDING SHALL MEET THE REQUIREMENTS FOR FORMALDEHYDE AS SPECIFIED IN ARB'S AIR TOXICS CONTROL MEASURE FOR COMPOSITE WOOD F BLOCKING AND FURRING HF STD AND BTR (17 CCR 93120 ET SEQ.) BY OR BEFORE THE DATES SPECIFIED IN THOSE SECTIONS, AS SHOWN IN TABLE 4.504.5 G SILLS ON CONCRETE PTDF HJ MISC. FRAMING NOT NOTED DF NO 2 -VCERIFICATION OF COMPLIANCE WITH THIS SECTION SHALL BE PROVIDED AS REQUESTED BY THE ENFORCING AGENCY. DOCUMENTATION SHALL INCLUDE ONE OF THE WAYS OUTLINED IN SECTION(CGBSC 4,504.5.1). -CONCRETE SLAB FOUNDATIONS REQUIRED TO HAVE A VAPOR RETARDER BY THE CALIF. BUILDING CODE, CHAPTER 19 OR CONCRETE SLAB ON 4. WOOD SILLS FOR BEARING AND SHEATHED WALLS BEARING ON MASONRY OR CONCRETE GROUND FLOORS REQUIRED TO HAVE A VAPOR RETARDER BY THE CALIF. RESIDENTIAL CODE, CHAPTER 5, SHALL ALSO COMPLY. WITH THIS SHALL BE BOLTED WITH 5/8" DIA ANCHOR BOLT WITH 7" EMBED. BOLTS AT C-0" O.C. SECTION(CGBSC 4.505.2). MAXIMUM SPACING AND WITHIN 12" OF EACH END OF EACH PIECE. EACH SILL SHALL -A CAPILLARY BREAK SHALL BE INSTALLED IN COMPLIANCE WITH AT LEAST ONE OF THE FOLLOWING: 1. A 4" THICK(101.6mm) BASE OF 1/2" RECEIVE AT LEAST TWO BOLTS THIS INFORMATION WILL GOVERN UNLESS MORE STRINGENT (12.7mm) OR LARGER CLEAN AGGREGATE SHALL BE PROVIDED WITH A VAPOR RETARDER IN DIRECT CONTACT WITH CONCRETE AND A CONCRETE CRITERIA IS INDICATED ON PLANS. MIX DESIGN, WHICH WILL ADDRESS BLEEDING, SHRINKAGE, AND CURLING SHALL BE USED. FOR ADDITIONAL INFO. SEE AMERICAN CONCRETE INSTITUTE, ACI 302.2R-06. 2. OTHER EQUIVALENT (METHODS APPROVED BY THE ENFORCING AGENCY. 3. A SLAB DESIGN SPECIFIED BY A 5. BOLT HOLES IN WOOD OR STEEL SHALL BE 1/16" LARGER THAN BOLTS LICENSED DESIGN PROFESSIONAL. 6. ALL NUTS SHALL BE TIGHTENED WHEN PLACED AND RETIGHTENED PRIOR TO APPLICATION -BUILDING MATERIALS WITH VISIBLE SIGNS OF WATER DAMAGE SHALL NOT BE INSTALLED. WALL AND FLOOR FRAMING SHALL NOT BE ENCLOSED OF FINISH OR AT COMPLETION OF JOB. WHEN THE FRAMING MEMBERS EXCEED 19% MOISTURE CONTENT. MOISTURE CONTENT SHALL BE VERIFIED IN COMPLIANCE WITH THE ONE OF THE METHODS OUTLINED IN SECTION(CGBSC 4.505.3). 7. 3x3xO.229' WASHERS SHALL BE PROVIDED UNDER THE HEADS AND NUTS OF ALL -EACH BATHROOM SHALL BE MECHANICALLY VENTILATED AND SHALL COMPLY WITH THE FOLLOWING: 1. FANS SHALL BE ENERGY STAR COMPLIANT BOLTS BEARING ON WOOD AND BE DUCTED TO TERMINATE OUTSIDE THE BUILDING. 2. UNLESS FUNCTIONING AS A COMPONENT OF A WHOLE HOUSE VENTILATION SYSTEM, FANS MUST BE CONTROLLED BY A HUMIDITY CONTROL: (a)HUMIDITY CONTROLS SHALL BE CAPABLE OF ADJUSTMENT BETWEEN A RELATIVE HUMIDITY 8. FRAMING HARDWARE SHALL BE SIMPSON STRONG TIE OR APPROVED EQUAL WITH RANGE OF < 50% TO A MAX. OF 80%. A HUMIDITY CONTROL MAY UTILIZE MANUAL OR AUTOMATIC MEANS OF ADJUSTMENT. (b)A HUMIDITY CONTROL CONNECTORS AS SPECIFIED IN CATALOG NO.C-2013-14 INSTALL CONNECTORS WITH NAILS AND OR MAY BE A SEPARATE COMPONENT TO THE EXHAUST FAN AND IS NOT REQUIRED TO BE INTEGRAL. SECTION(CGBSC 4.506.1). BOLTS AS INDICATED IN THE CATALOG -WHOLE HOUSE EXHAUST FANS SHALL HAVE INSULATED COVERS OR LOUVERS WHICH CLOSE WHEN THE FAN IS OFF. THE COVERS OR LOUVERS SHALL HAVE MIN. R4.2 INSULATION. SECTION(CGBSC 4.50701). 9. WALL TOP PLATES SHALL HAVE JOINTS AT A STUD CENTERLINE. END JOINTS IN DOUBLE -HEATING AND AIR CONDITIONING SYSTEMS SHALL BE SIZED, DESIGNED AND HAVE THEIR EQUIPMENT SELECTED USING THE FOLLOWING METHODS: TOP PLATES SHALL BE OFFSET NO LESS THAN 48". 1. THE HEAT LOSS AND HEAT GAIN IS ESTABLISHED ACCORDING TO ANSI/ACCA 2 MANUAL J--2004(RESIDENTIAL LOAD CALCULATION), ASHRAE NAILS FOR STRUCTURAL CONNECTIONS SHALL BE GALVANIZED SINKERS U.O.N. HANDBOOKS OR OTHER EQUIVALENT DESIGN SOFTWARE OR METHODS. 2. DICT SYSTEMS ARE SIZED ACCORDING TO ANSI/ACCA 1 MANUAL D --2009(RESIDENTIAL DUCT SYSTEMS), ASHRAE HANDBOOKS OR OTHER EQUIVALENT DESIGN SOFTWARE OR METHODS. 3. SELECT HEATING AND COOLING 11. NAIL HOLES SHALL HAVE A PILOT HOLE WHERE NECESSARY TO PREVENT SPLITTING OF EQUIPMENT ACCORDING TO ANSI/ACCA 3 MANUAL S--2004(RESIDENTIAL EQUIPMENT SELECTION) OR OTHER EQUIVALENT DESIGN SOFTWARE OR METHODS. SECTION CGBSC 4.507.2. WOOD -ENERGY EFFICIENTCY TO COMPLY WITH THE CURRENT TITLE 24 REQUIREMENTS. SECTION CGBSC 4.201.1 12. CRIPPLE WALLS WHICH HAVE STUD LENGTHS OF LESS THAN 14" SHALL BE FRAMED WITH -WATER CONSERVING PLUMBING FIXTURES AND FITTINGS: SECTION CGBSC 4.303.1 WATER CLOSETS: < 1.28 GAL/FLUSH SOLID BLOCKING OR BRACED WITH 3/8" PLYWOOD SHEETING NAILED TO THE TOP PLATE URINALS: < 0.5 GAL/FLUSH STUDS AND SILL SINGLE SHOWER HEADS: < 2.0 GPM ® 80 PSI 13. ALL OPENINGS IN EXTERIOR WALLS AND INTERIOR BEARING PARTITIONS EXCEEDING MULTIPLE SHOWER HEADS: COMBINED FLOW RATE OF ALL SHOWERHEADS AND/OR OTHER SHOWER OUTLETS CONTROLLED BY A SINGLE VALVE SHALL 8'-0" SHALL HAVE DOUBLE TRIMMERS. NOT EXCEED 2.0 GPM ® 80 PSI OR ONLY ONE SHOWER OUTLET IS TO BE IN OPERATION AT A TIME RESIDENTIAL LAVATORY FAUCETS: < 1.5 GPM ® 60 PSI 14. INTERIOR NON BEARING WALLS ON SLABS SHALL BE ATTACHED WITH APPROVED POWDER LAVATORY FAUCETS IN COMMON AND PUBLIC USE AREAS OF RESIDENTIAL BUILDINGS: S 0.5 GPM ® 60 PSI ' DRIVEN FASTENERS THROUGH THE SILL PLATE ® 32" O.C. METERING FAUCETS: < 0.25 GALLONS PER CYCLE KITCHEN FAUCETS: <-1.8 GPM @ 60 PSI; TEMPORARY INCREASE TO 2.2 GPM ALLOWED BUT SHALL DEFAULT TO 1.8 GPM 15. MINIMUM CLEARANCE BETWEEN BOTTOM OF FLOOR JOISTS AND EARTH SHALL BE 18" -IRRIGATION WATER USE SHALL HAVE WEATHER BASED CONTROLLERS SECTION CGBSC 4.304.1 MIN. CLEARANCES BETWEEN BOTTOM OF GIRDERS AND EARTH IS MIN OF 12" -50% OF CONSTRUCTION WASTE SHALL BE RECYCLED SECTION CGBSC 4.408.3 16. ALL FOUNDATION PLATES SILLS AND SLEEPERS ON CONCRETE OR MASONRY WHICH IS A DIRECT CONTACT WITH EARTH AND SILLS THAT REST DIRECTLY ON CONCRETE AND MASONRY FOUNDATIONS SHALL BE TREATED WOOD OF FOUNDATION GRADE REDWOOD MARKED MINIMUM EROSION AND SEDIMENT CONTROLS FOR OR BRANDED BY THE PROPER AGENCY. NOTE THAT THE USE OF FG REDWOOD MAY BE PROJECTS DISTURBING LESS THAN ONE ACRE PROHIBITED IN CERTAIN ENGINEERED CONSTRUCTION. The BMA's (Best Management Practices) listed below must be in place during the rainy season (October 17. FOR RAISED WOOD FLOORS PROVIDE AT LEAST ONE FOUNDATION ACCESS AT LEAST 20' OF PLUMBING CLEANOUT. 15 through. April 15) and may be required at other times based on weather and site conditions throughout ACCESS OPENING SHALL NOT BE LESS THAN 24"x18" IN SIZE the year. The BMP's listed are minimum requirements and additional BMP's could be required based on site conditions. • Stabilized entry: Provide minimum 3" to 6" fractured rock 50' long x 15' wide by 6" deep over construction grade fabric. •AII H t k d t CALGREEN REQUIREMENTSsol s Tac a on o pave Toa ways must be cleaned up on a dally basis. When streets are wet or during a rain event there shall be no tracking of soils onto the street. NOTE: AT THE TIME OF FINAL INSPECTION, A MANUAL, COMPACT DISK, WEB BASED REFERENCE OR • Wattles installed properly behind curb or sidewalks. OTHER APPROVED REFERENCE DOCUMENTATION SHALL BE PLACED IN THE BUILDING IN ACCORDANCE WITH • Rock bags (minimum 2 per side) at all drain inlet locations within 150' of the project site. THE 2013 CALIF GREEN BUILDING STANDARDS CODE (CGB(zC) SEC 4 410 AND CONTAIN THE FOLLOWING ° AII nails are smooth -common, box or deformed shanks except where otherwise stated. Nails used for framing and sheathing -A STATEMENT THAT THE MANUAL SHALL REMAIN IN THE BUILDING FOR THE ENTIRE LIFE -CYCLE OF THE • Internal filters placed inside each drain inlet. connections shall have min. average bending yield strengths as shown: 80 ksi for shank dia. of O.Ig2' (20d common nail), STRUCTURE • Trash bars across the back of all drain inlets. 40 ksi for shank dia. larger than 0.142" but not larger than 0.177, aid 100 ksi for shank dia. of 0.142" or less. "staples are Ib wire and have a min. 1/Ib' on dia, crown width. -OPERATION AND MAINTAINENCE INSTRUCTIONS FOR EQUIPMENT, APPLIANCES, HVAC SYSTEMS, ROOF/ YARD DRAINAGE, IRRIGATION SYSTEMS, ETC. Stabilize all disturbed soils in the front yard areas within 15 of the back of curb or sidewalk. (Straw or erosion ga. e Nails shall be spaced at not more than Con center at all supports where ams are 48' or greater. P sP g -INFORMATION FROM LOCAL UTILITIES ABOUT RECYCLING PROGRAMS AND LOCATIONS blankets may be used for this application) °Four -foot 8 -foot or 4 -foot 4 -foot panels shall be lied vertical) . applied -PUBLIC TRANSPORTATION AND CARPOOL OPTIONS IN THE AREA -EDUCATION MATERIAL ON THE POSITIVE IMPACTS OF AN INTERIOR RELATIVE HUMIDITY BETWEEN • Stabilize all slopes where erosion could occur and cause silt run off. q y p (Straw, VIS ween or erosion blankets may 5pacing of fasteners not listed In this table shall be based on Table Rb02.3 2). 30-60% AND HOW TO MAINTAIN THESE LEVELS OF HUMIDITY be used for this application) 'For regions having basic wind speed of 110 mph or greater, U deformed (21/2' x0.120) nails shall W used for attaching -INFORMATION ABOUT WATER CONSERVING LANDSCAPE/IRRIGATION DESIGN AND CONTROLLERS -INFORMATION ABOUT REQUIRED ROUTINE MAINTAINENCE MEASURES • All paint, fuel construction r P products etc. shall be stored in a covered location away from sidewalks and storm plywood and wood structural panel roof sheathing to framing within min. 48" distance from gable end walls, if mean roof INCLUDING CAULKING PAINTING, O height is more than 25', up to 35 max. GRADING, ETC. drain inlets. y For regions having basic wind speed of 100 mph or or less, nails for attaching wood structural panel roof sheathing to gable end wall framing ABOUT STATE SOLAR ENERGY AND INCENTIVE PROGRAMS AVAILABLE _A COPY OF ALL SPECIAL INSPECTION VERIFICATIONS REQUIRED BY THE ENFORCING AGENCY •Portable chemical toilets if provided on the site must be kept off of streets and sidewalks and at least 50' from shall be spaced b' oc. When basic wind speed is greater thm loo mph, nails For attaching panel roof sheathing to Intermediate supports Z the nearest storm drain inlet. hshall be spaced 6" oc. for min. 48' distance from ridges, eaves and gable end walls; and 4' oc. to gable end wall framing. Gypsum sheathing shall conform to A5TM C 1` and shall be Installedo accordance with 6A 253. Fiberboard sheathing shall conform W U • All trash must be collected and stored properly. Do not let items such as drywall mud boxes paint p p Y rYv/ , p to A5TM6208. L.. buckets, cleaning material containers etc. come in contact with any rainfall or storm water runoff. 4. CONTRACTION JOINTS IN SLABS SHALL BE SO PLACED THAT THE MAXIMUM DIMENSION 'spacing of fasteners on floor sheathing panel edges applies to panel edges supported framing members and required blocking AND AREA OF ANY SECTION DO NOT EXCEED 30 FEET AND 600 SQUARE FEET and at all floor perimeters only. spacing of fasteners ar roof sheathing panel gee app ies to panel edges suppor d by framing members and required blocking. ming of roof or floor sheathing peel edges peendicular to the framing members need not 4. STRUCTURAL STEEL SHAPES TUBES AND PIPES EMBEDDED IN CONCRETE SHALL HAVE A I Phere a rafter is fastened to on adjacent parallel ceiling J ist h accordance with this schedule provide two toe nails on one side • Provide a designated area for concrete washout. Hay bales lined with visqueen may be used for this application. Rollaway bins may also be used. All concrete washout systems shall be placed off of the paved streets. MINIIMUM OF 3 CONCRETE COVER of the rafter and toe nails from the ceiling joist to top plate in accordance with this schedule. The toe nail on the opposite side • After installation of the above items is complete a maintenance program needs to be 'developed to insure the ATTIC VENTILATION of the rafter shall not be required. continued effectiveness of your BMP's. 1. THE NET FREE VENTILATING AREA SHALL BE 1/300 OF THE AREA OF THE VENTILATED SPACE PROVIDED AT LEAST 50% OF THE REQUIRED VENT AREA IS PROVIDED BY ROOF VENTS LOCATED AT LEAST 3' ABOVE THE EAVE VENTS WITH THE BALANCE OF THE REQUIRED VENTILATION PROVIDED BY THE EAVE VENTS. WITH THIS CALCULATION INCLUDE THE REQUIRED VAPOR RETARDER HAVING A TRANSMISSION RATE OF NOT EXCEEDING 1 -PERM IN ACCORDANCE WITH ASTM E 2013. GLAZING NOTES 1. WHERE WINDOWS ARE PROVIDED AS A MEANS OF EGRESS OR RESCUE THEY SHALL HAVE. * THE BOTTOM OF THE CLEAR OPENING NOT GREATER THAN 44" MEASURED FROM THE FLOOR 2013 CRC R3101 * A MINIMUM NET CLEAR OPENING OF 5.7 SQUARE FEET * THE MINIMUM NET CLEAR OPENING HEIGHT DIMENSIONS SHALL BE 24". THE MINIMUM NET CLEAR OPENING WIDTH DIMENSIONS SHALL BE 20" 2. SAFETY GLAZING SHALL BE PROVIDED IN AREAS SUBJECT TO HUMAN IMPACT. SUCH ' COMBUSTION AIR VENTS LOCATIONS ARE. * GLASS SLIDING DOORS AND FRENCH DOORS 1. APPLIANCES LOCATED WITHIN CONFINED SPACES: THE CONFINED SPACE SHALL BE PROVIDED * GLAZING LOCATED WITHIN 24" OF DOORS (24" ARC) WITH OPENINGS WITH A FREE AREA OF AT LEAST 1 SQUARE INCH PER FOOT 1000 BTU/H * GLAZING LOCATED WITHIN 18" OF FINISHED FLOOR OR WALKING SURFACE WITHIN 36" OF THE TOTAL INPUT RATING OF ALL THE APPLIANCES WITHIN THE ENCLOSURES, FREELY OF SUCH SURFACE COMMUNICATING WITH AREAS WHICH HAVE ADEQUATE INFILTRATION FROM THE OUTSIDE * . WARDDROBE DOORS APPROXIMATELY ONE HALF OF THE REQUIRED COMBUSTION AIR OPENING SHALL BE LOCATED * SHOWER AND BATHTUB DOOR AND ENCLOSURES WITHIN THE UPPER 12" OF THE ENCLOSURES. THE MINIMUM FREE AREA OF BOTH THE * WINDOWS WITHIN BATH AND SHOWER AREAS UPPER AND LOWER COMBUSTION AIR OPENINGS SHALL BE NOT LESS THAN 100 SQUARE INCHES EACH Fire sprinkler permit will be required - EneMi Requirements se® BUTTE ll attached energy certificate of compliance for this structure separate permit wiCOUNTY for specific energy requirements for this be required to be issued prior to rough building; frame inspection DEC 16 2015 DEVELOPMENT X O 171410 V rzz, SERVICES SCOPE OF WORK: BUILDING PERMIT# 1315-- = 3`;'23 S` 0� CONSTRUCT NEW 1 STORY WOOD FRAMED RESIDENCE(2159 SQ. FT.) WITH 234 SQ. FT. COVERED CONC. PORCHES AND A 455 SQ. FT. GARAGE ALL WORK ON THIS PROJECT SHALL CONFORM TO THE ADOPTED EDITIONS OF THE 2013 CBC, 2013 CRC 2013 CMC 2013 CPC , THE 2013 CALIF. ELECT. CODE 2013 CALIF. ENERGY STANDARDS & 2013 GREEN CODES OCCUPANCY IS RESIDENTIAL ASSESSOWS PARCEL# PC L, BU? i E COUNTY r- _`v ELORMENT SERVICES V V O TYPE OF CONSTRUCTION IS WOOD FRAME CODE Q�J � a C�_� DATE DRAWN BY: B. RUBANOFF DATE: 9-10-15 INDEX 1. FLOOR PLAN 2. FOUNDATION PLAN CROSS SECTION DETAILS 3. ROOF FRAMING PLAN ROOF PLAN 4. EXTERIOR ELEVATIONS 5. ELECTRICAL PLAN 6. SITE PLAN SD1. ENGINEERING DETAILS SD2. ENGINEERING DETAILS SN. ENGINEERING NOTES -73 SHEET # COVER >- W O ZD 2 00 U LO O 11O ::D to O O O U 0-)N L11-0 Z N � W U Q L.. O -I O c0 O .. i- �`Q w0 w W Z d I M 1 M Z N U Y prn � Q 00 J04 J 00 U W w Llli �S w 0 Z M r' W W e -11%U Q p O U W ~ O O Q X m U L0 L0 LTJ 0 QO w ma- m DRAWN BY: B. RUBANOFF DATE: 9-10-15 INDEX 1. FLOOR PLAN 2. FOUNDATION PLAN CROSS SECTION DETAILS 3. ROOF FRAMING PLAN ROOF PLAN 4. EXTERIOR ELEVATIONS 5. ELECTRICAL PLAN 6. SITE PLAN SD1. ENGINEERING DETAILS SD2. ENGINEERING DETAILS SN. ENGINEERING NOTES -73 SHEET # COVER >- W ZD 2 00 U O 11O ::D to O O O U 0-)N L11-0 Z • 00 W U Q L.L. _J O -I Z J O Q U U � 0 w OO (n U W Llli �S _J Q 0 .. W J Q p Q C� W IL Q U N LTJ DRAWN BY: B. RUBANOFF DATE: 9-10-15 INDEX 1. FLOOR PLAN 2. FOUNDATION PLAN CROSS SECTION DETAILS 3. ROOF FRAMING PLAN ROOF PLAN 4. EXTERIOR ELEVATIONS 5. ELECTRICAL PLAN 6. SITE PLAN SD1. ENGINEERING DETAILS SD2. ENGINEERING DETAILS SN. 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TYPICAL ROOF SHEATHING (UNO): 1/2" THICK, APA, TECO, OR PITTSBURGH RATED SHEATHING, SPAN RATING 32/16, EXPOSURE 1 STRUCTURAL PANELS, APPLIED WITH LONG DIMENSION ACROSS SUPPORTS AND ADJACENT PANELS STAGGERED WITH 4' ENDS OFFSET 4'. EDGE NAIL WITH 8d COMMON OR EQUIVALENT (0.131" DIA X 2 1/2") AT 6 O.C. AT ALL PANEL EDGES, BOUNDARIES, GABLE ENDS, BLOCKING AND WHERE INDICATED ON PLAN. FIELD NAIL AT 12" O.C. PROVIDE 1/8" GAP AT ALL PANEL EDGES U.N.O. BY PANEL MANUFACTURER. AT ALL LOW SLOPE ROOFS PROVIDE (1) PANEL CLIP MIN. BETWEEN SUPPORTS AT ABUTTING PANEL EDGES. 3.) SEE NOTE SECTION 8 -SN FOR ROOF TRUSSES BY OTHERS. 4.) TYPICAL HEADER BELOW SHALL BE 6X12 DF -L #2 LINO. 5.) PROVIDE 4X POST MIN. AT ALL BEAM AND GIRDER TRUSS BEARING POINTS AND CONTINUE IN WALL TO FOUNDATION. 6.) ANY DISCREPANCIES BETWEEN FRAMING SHOWN AND FIELD CONDITIONS SHALL BE IMMEDIATELY BROUGHT TO THE ENGINEER OF RECORD. 7.) ALL EXPOSED FRAMING SHALL BE PRESSURE TREATED WITH TREATMENT PROCESS AND APPLICATION APPROPRIATE FOR EXPOSURE ACCORDING TO MFR'S WRITTEN GUIDELINES. 8.) ROOF TRUSS LAYOUT SHALL BE REVIEWED BY ENGINEER AS TRUSS DESIGNS BECOME AVAILABLE FROM TRUSS MANUFACTURER. CONTRACTOR SHALL OBTAIN SIGNED TRUSS REVIEW LETTER FROM THE ENGINEER OF RECORD AND BUILDING DEPARTMENT APPROVAL PRIOR TO CONSTRUCTION. 9.) CONTRACTOR TO VERIFY THE LOCATION AND LOADING OF ALL TRUSS TO TRUSS MECHANICAL CONNECTIONS. IMMEDIATELY NOTIFY TRUSS COMPANY OF ANY DISCREPANCIES. 10.) ALL STRUCTURAL MEMBERS SHALL BE FASTENED IN COMPLIANCE WITH 2013 CBC FASTENING SCHEDULE, TABLE 2304.9.1, UNLESS NOTED OTHERWISE. I?00F MAMIN6 N0t5 AAAI {-IID /(_IDPICD TDI ICC 1. DO NOT CUT ALTER OR DRILL TRUSSES 2. SEE EXTERIOR ELEVATIONS FOR SIZE AND LOCATION OF GABLE END VENTS DATE; 3. ROOF DESIGN 8-15-15 — ROOF TRUSSES AT 2'-0" WITH R-38 INSULATION BETWEEN THE TRUSSES — 15# FELT — COMP. ROOF — SNOW LOAD 0# 2X8 HIP RAFT[ 4. PROVIDE DIAGANOL AND SWAY BRACING AT ROOF TRUSSES Lo 5 H-1 ANCHORS AT EACH TRUSS UNLESS OTHERWISE NOTED 0 6. BLOCK FOR CABINETS 7. 6X12 TYPICAL HEADER UNLESS OTHERWISE NOTED Z p 8. SEE TITLE SHEET FOR ADDITIONAL NOTES 9. PROVIDE H-1 ANCHORS ® ALL ROOF/WALL CONNECTIONS w 10. TOP PLATE SPLICES W/8 -16d EACH SIDE U.N.O. J p Qr" U MAN � U JACk � 24" ATTIC VENTILATION CALCS: 2848 SQ. FT./300=9.4 SQ. FT. (1)14" X24" SCREENED G.E. VENT @ 1.44 SQ. FT. (2)14"X18" SCREENED G.E. VENT=2.48 SQ. FT. (11)EYEBROW VENTS ® .53 SQ. FT. PER VENT =5.83 SQ. FT. TOTAL=9.75 SQ. FT. NOTE: TO USE THE 1/300 CALCULATION: PAPER BACKED CEILING INSULATION OR KELLY MOORE 95-500 VAPOR SHIELD PRIMER ® CEILING MUST BE USED. 2X8 FASCIA BD. lHATCHED AREA PROVIDE (11)20"X10" SCREENED INDICATES VAULTED CL'G. EYEBROW V NTS CLASS 'A' II II II I� I I I I COMP. SHINGLES II 04 15# FELT S FLUE I I RADIANTBARRIER RIDGE 6.12 I� 6:12 0 II I I II J == _______ ----� q 6:12 6:12 6:12 6:12 II II 6:12 6:12 II w --- --- IL 51 Of JI II of o II i� J L 2.. 4 •- p — —p —_ — 2X8 BARGE BD. 7 24" ROOF PLAN SII SCALE: 1/8"=l' -O" MAN. MONO TRUSSES 24" O.C. MAN. GIRDER TR EDGE NAIL ROOF P AT DRAG TRUSS MAN. STANDARD TR( MAN. G.E. TRL ROOF FRAMING PLAN 1x3 TRIM 2X4 O 24" O.C. 2x6 FASCIA 2x2 BLOCK 2X2 TRIM SIDING — SEE PLA 26 EAVE DETAIL 1/2" OSB. H-1 ANCHOR - SIMPSON HI TIE AT EACH TRUSS ?X4 LEDGER FIBER CEMENT SOFFIT UNVENTED OR EQUAL HEADER PER PLAN 27 1/2" OSB TRUSSES MAY BE TURNED IN OTHER DIRECTION SEE PLAN TO VERIFY END :S O.C. '. DF.#2 HDR. U.N.O. MAN. MONO TRUSSES @ 24" O.C. )R IRDER TRUSS VAIL ROOF PLY �G TRUSS 17ANDARD TRUS! O.C. .E. TRUSS �NDARD TRUSS SS W/FILL cr C 7 88 rn EXP. !6 CNvL �Of CAl1Fd� THESE PLANS HAVE BEEN REVIEWED FOR COMPLIANCE :ONLY WITH THE ATTACHED STRUCTURAL CALCULATIONS C3:) TI E iOUi ;` T vi r)L`t,'i f ],� Yi i r . VIr c'o''DE Cv ;k'�iPLIkNfr"'E- _X HEIGHT DEPENDS ON SIZE OF GARAGE DOOR BEING USED GARAGE DOOR HEADER J DRAWN N B. RUBANOFF CHECKED: DATE; W 8-15-15 SCALE: = co C� 0 00 � 3 D Lo 1— 0 0 0 O Z p N 00 _ w 0I Z J p Qr" U � U � � w O cn U w W U N W � J DRAWN BY: B. RUBANOFF CHECKED: DATE; 8-15-15 SCALE: 1/4"=l'—O" U.N.O. JOB: RODRIGUEZ SHEET # 3 OF 6 EPA APPROVED SPARK ARRESTOR z THE GABLE ATTIC VENTS N SHALL BE FULLY COVERED _ WITH METAL WIRE MESH OR NON COMBUSTLBLE MATERIALS WITH MIN. OF 1 16" AND SHALL 5/8" PLAIN PLY. NOT EXCEED 1 %8" OPENINGS SAWN @ PORCH SOFFIT MIN 5/8" APA RATED PLYWOOD WITH 14"X18" SCREENED 8D (0.113 x 2 3/8") OF G.E. TYP. NAILS AT 6' O.C. EDGE NAILING, AND 12" O.C. FIELD NAILING. 14"X24" SCREENED G.E. VENT III 2X6 BARGE BD. 1 . ' . .. i I - . • . - :1 • '• I 1 .. . `1 II II II III II II 6, 1 111. 1.1 I. . 1 .. - .. 1 . 1 . STUCCO REQUIREMENTS: STUCCO SHALL BE 3 COAT -7/8" THICK MIN. 0/ 2 LAYERS OF GRADE 'D' PAPER WHERE OCCURS OVER PLYWOOD OR OSB SHEATHING, AND HAVE 26 GA. GALVANIZED WEEP SCREED AT FOUNDATION PLATE LINE AT LEAST 4" ABOVE GRADE OR 2" ABOVE CONCRETE OR PAVING. 12 6 TYP. 1:.- '- . " - ' . ' :. . . , .1 . ' 1 'AU ' 11 11 - II III II II II 1' - . . • • - .. .. .. . . .. REVIEWE'D, O DATE---__- { t3Y c- ..... - DRAWN N }" B. RUBANOFF CHECKEDI DATE: Ld 8-15-15 SCALE: = 00 C� (D O .. Of o F--- cy) Lo T o O p z N p LL 00 _ of Z J p Q U :2U O w C)f p O U) U w W C)�' J Q W QQ � U � InQ ry N W DRAWN BY: B. RUBANOFF CHECKEDI DATE: 8-15-15 SCALE: 1/4"=1'-0" U.N.O. JOB: RODRIGUEZ �L�CVICA(, PIAN N01�5 1. PERMANET WIRE ALL SMOKPI&q§FTP&§TON A DETECTED CIRCUIT 2. THE FOLLOWING GUIDE LINES MUST BE MET ON WALL PLUGS -ANY WALL OVER 2'-0" IN LENGTH SHALL HAVE A RECEPTACLE -PLUGS SHALL BE A MAXIMUM OF 12'-0" APART -PLUGS SHALL BE 6'-0" OF END OF WALL OR OPENING -ALL PLUGS AT KITCHEN, BATHROOMS, OUTSIDE, AND AT THE GARAGE SHALL BE G.F.I. PROTECTED -PROVIDE AT LEAST TWO 20 AMP CIRCUITS AT KITCHEN AND LAUNDRY ROOMS -FIELD VERIFY LOCATION OF SERVICE PANEL AND METER WITH LOCAL BUILDING DEPARTMENT AND THE POWER COMPANY -THE LOCATION OF PHONE AND T.V. JACKS TO BE OWNER APPROVED PRIOR TO INSTALLATION -PROVIDE ELECTRICAL FOR HEAT AND AIR UNIT TO BE LOCATED AT THE SITE VERIFY WITH OWNER PRIOR TO CONSTRUCTION -PROVIDE 20 AMP BRANCH CIRCUITS AT BATHROOMS -BATHROOM RECEPTACLES SHALL BE SUPPLIED BY A SEPARATE 20 AMP CIRCUIT AND SHALL NOT HAVE EXHAUST FAN, LIGHTING OR OTHER OUTLETS ON IT AS -PROVIDE ARC -FAULT CIRCUIT -INTERRUPTER PROTECTION FOR ALL OUTLETS INCLUDING RECEPTACLE OUTLETS, SWITCH OUTLETS, LIGHTING OUTLETS, AND SMOKE DETECTORS AND SMOKE DETECTORS LOCATED IN BEDROOMS AS PER CEC ARTICLE 210-12. - ALL 15/20 AMPERE RECEPTACLES INSTALLED PER CEC 210.52 SHALL BE LISTED TAMPER RESISTANT RECEPTACLES. - ALL BRANCH CIRCUTS SUPPLYING 15/20 AMPERE OUTLETS IN FAMILY ROOMS, DINING ROOMS, LIVING ROOMS, PARLORS LIBRARIES, DENS, SUNROOMS, BEDROOMS, RECREATION ROOMS, CLOSETS, HALLWAYS, OR SIMILAR ROOMS/AREAS SHAL BE PROTECTED BY A LISTED COMBINATION TYPE ARC -FAULT CIRCUT INTERRUPTER SPECIFY TAMPER RESISTANT RECEPTACLES IN THE DWELLING. ALL 125 -VOLT SINGLE PHASE, 15 AND 20 AMP RECEPTACLES SHALL BE LISTED TAMPER- RESISTANT RECEPTACLES. (THROUGHOUT) 2013 CEC ARTICLE 406.11 FOR THIS PROJECT IT ONLY APLLIES TO REWIRING OR ADDITIONS. ALL WORK ON THIS PROJECT SHALL CONFORM TO THE ADOPTED EDITIONS OF THE 2013 CALIF. ELECT. CODE AffIC FTNAC� N01�5 - PROVIDE A CLEAR PATH FROM THE ACCESS OPENING TO THE ATTIC FURNACE UNIT TO ACCOMMODATE THE LARGEST PIECE OF EQUIPMENT BUT NOT SMALLER THAN 22"X30". - THE PASSAGEWAY FROM ACCESS OPENING TO THE UNIT SHALL NOT EXCEED 20' AS MEASURED ALONG THE CENTER LINE OF THE PASSAGEWAY. THE PASSAGEWAY SHALL BE UNOBSTRUCTED AND SHALL HAVE CONTINUOUS SOLID FLOORING NOT LESS THAN 24" IN WIDTH FROM THE ACCESS OPENING TO THE UNIT. - PROVIDE A MINIMUM 30"X30" WORKING PLATFORM IN FRONT OF THE FIREBOX SIDE OF THE UNIT AND IF THE FURNACE CONTROLS ARE NOT ACCESSIBLE FROM THIS SIDE OF THE UNIT A MINIMUM 24" WIDE PLATFORM SHALL BE PROVIDED FROM THE FIREBOX PLATFORM TO THE CONTROLS. A WORKING PLATFORM NEED NOT BE REQUIRED WHEN THE FIREBOX AND CONTROLS CAN BE ACCESSED DIRECTLY FROM THE ACCESS OPENING. - PROVIDE A PERMANENT ELECTRICAL OUTLET AND LIGHTING FIXTURE CONTROLLED BY A SWITCH LOCATED AT THE ACCESS OPENING AT OR NEAR THE ATTIC FURNACE UNIT. ELECTRICAL PLAN FL. Label, circuit breaker(s), disconnect(s), fuse(s),switch(es) and their accessories, to identify their location and or equipment I Provide readily accessible capability to circuit breaker(s), disconnect(s), fuse(s),switch(es) and their accessories as required and defined in California Electrical Code NOTE: THE VENT FOR THE DRYER EXHAUST DUCT SHALL BE A MINIMUM OF 4" DIAMETER, VENTED TO THE OUTSIDE AND EQUIPPED WITH A BACKDRAFT DAMPER. CMC 504.3.1 EXHAUST DUCT LENGTH SHALL BE 14' MAX. WITH TWO 90 DEGREE ELBOWS. CMC 504.3.1.2. A MIN. OF 100 SQ. IN. OF MAKE UP AIR IS REQ 'D. FOR THE DRYER, & SHALL BE PROVIDED IN THE DOOR OR BY OTHER APPROVED MEANS. CMC 504.3.2 COMPLY WITH CALIFORNIA ELECTRICAL CODE— ARTICLE 250 REQUIREMENTS FOR GROUNDING AND BONDING Provide separate grounding conductor from main electric service panel to remote structures and remote subpanels CEC Art. 250.32(0) PERM: 6 GU i E CO?T� �L:'D FOR nV;CCS p p r i z 1, DATE BY: B. RUBANOFF WNT-T NMP, NO1rr-,5 DATE] W a.) SMOKE ALARMS OR DETECTORS SHALL NOT BE LOCATED WITHIN UNFINISHED ATTICS SCALE: a.) PROVIDE 120V ELECTRICAL RECEPTACLE WITHIN 3 FEET OF THE WATER HTR. Z 00 OR GARAGES OR IN OTHER SPACES WHERE TEMPERATURES CAN FALL BELOW 40 F AND ACCESSIBLE WITH NO OBSTRUCTIONS. �IGN1 ING M�ASUI?�5 SHEET OR ABOVE 100 F. — ry D 0) Lr) b.) PROVIDE A CATEGORY III OR IV VENT, OR A TYPE B VENT WITH STRAIGHT PIPE 0 b) THE ING MAY N AII? QU&V ct� BETWEEN THE OUTSIDE TERMINATION AND THE SPACE WHERE THE WATER HTR. HIGH EFFICIENCY LUMINAIRES OTHER THAN OUTDOOR HID: 00 O UCHSAS ACE THAN THE ROOM, SWHERE POORLYBECOME INSULATED CEILINGLY BELOW ANRUONFINI UNFINISHED Q _ -I IS INSTALLED. z CONTAIN ONLY HIGH EFFICIENCY LAMPS AS OUTLINED IN TABLE O ATTIC OR AN EXTERIOR WALL, SMOKE ALARMS AND DETECTORS SHALL BE MOUNTED r D U C.) PROVIDE A GAS SUPPLY LINE WITH A CAPACITY OF AT LEAST 200,000 BTU/HR. 150-C, AND DO NOT CONTAIN A MEDIUM SCREW BASE SOCKET. (n ON AN INSIDE WALL. UJ NOTE: FOR AIR QUALITY THE (1) FAN Ld fl:f C�d BALLAST FOR LAMPS 13 WATTS OR GREATER ARE ELECTRONIC c.) SMOKE ALARMS OR DETECTORS SHALL BE INSTALLED A MINIMUM OF 20' HORIZONTAL QQ� IN THE BATH #2 SHOULD Q a; AND HAVE AN OUTPUT FREQUENCY NO LESS THAN 20 kHz. W DISTANCE. FROM A PERMANENTLY INSTALLED COOKING APPLIANCE EXCEPT IONIZATION SMOKE 0_ NOT EXCEED THE SOUND LEVEL OF 1 SONE & — - N ALARMS WITH AN ALARM SILENCING SWITCH OR PHOTOELECTRIC SMOKE ALARMS. W THE CFM LEVEL SHOULD -- __� -- C HIGH EFFICIENCY LUMINAIRES -OUTDOOR HID: CONTAIN ONLY HIGH d. SMOKE ALARMS SHALL BE INSTALLED NOT LESS THAN A 3 FOOT HORIZONTAL DISTANCE BE 60 CFM COMPLYWICI�lCAilFORNIAELECTRICAL COMPLY WITH ALIFORNL4 EFFICIENCY LAMPS AS OUTLINED IN TABLE 150-C, LUMINAIRE HAS FROM THE DOOR OR OPENING OF A BATHROOM THAT CONTAINS A BATHTUB OR SHOWER THIS IS EQUAL TO THE 60 CFM THE RESIDENTIAL CODE -ARTICLE 110 FACTORY INSTALLED HID BALLAST. UNLESS THIS WOULD PREVENT PLACEMENT OF OTHER REQUIRED SMOKE ALARMS. MANUAL RECOMMENDS IN TABLE 4-7 CODE -for wmng methods- secure ELECTRICAL e.) SMOKE ALARMS AND DETECTORS SHALL NOT BE [INSTALLED WITHIN A 36" HORIZONTAL VENT FAN TO OUTSIDE conductors and conduit per all applicable REQUIREMENTS FOR ELECTRICAL BE HIGH PERMANTLY INSTALLED LUMINAIRES IN KITCHENS SHALL BE PATH FROM THE SUPPLY REGISTERS OF A FORCED AIR HEATING OR COOLING SYSTEM FAN TO RUN CONTINUOUSLY W/2 -STAGE MOTOR requirements as required by the 2013 CEC for EQUIPMENT INSTALLATIONS EFFICIENCY LUMINAIRES. UP TO 50% OF THE WATTAGE, DETERMINED U SEC. 1. UP OF PERMANTLY INSTALLED AND SHALL BE INSTALLED OUTSIDE THE DIRECT AIRFLOW FROM THOSE REGISTERS. the specific method of wiring J f.) SMOKE ALARMS AND DETECTORS SHALL NOT BE INSTALLED WITHIN A 36" PATH FROM LUMINAIRES IN KITCHENS MAY BE IN LUMINAIRES THAT ARE NOT THE TIP OF THE BLADE OF A CEILING -SUSPENDED (PADDLE) FAN. BATHROOM EXHAUST FANS SHALL BE ENERGY STAR COMPLIANT HIGH EFFICIENCY LUMINAIRES, PROVIDED THAT THESE LUMINAIRES g.) A SMOKE ALARM OR DETECTOR LOCATED AT STAIRS LEADING TO OTHER OCCUPIED LEVELS AND THE FAN SHALL BE CONTROLLED BY A HUMIDISTAT WHICH ARE CONTROLLED BY SWITCHES SEPARATE FROM THOSE SHALL BE LOCATED SO THAT SMOKE RISING IN THE STAIRWAY CANNOT BE PREVENTED FROM IS READILY ACCESSIBLE(CGBSC 4.506.1) CONTROLLING THE HIGH EFFICIENCY LUMINAIRES. REACHING THE SMOKE ALARM OR DETECTOR BY AN INTERVENING DOOR OR OBSTRUCTION. _-- ---------- A MINIMUM OF ONE(1) HE LUMINAIRE IS TO BE INSTALLED h.) FOR STAIRWAYS LEADING UP FROM A BASEMENT, SMOKE ALARMS OR DETECTORS SHALL IN EACH BATHROOM. ALL OTHER LIGHTING IN BATHROOMS i. ) BE LOCATED ON THE BASEMENT CEILING NEAR THE ENTRY TO THE STAIRS. SMOKE ALARMS AND DETECTORS SHALL BE INSTALLED AT THE HIGHEST POINT OF A COFFERED NOTE: ALL EXHAUST FANS SHALL BE DUCTED TO THE OUT SIDE The bathroom exhaust fan shad be controlled SHALL BE HE OR CONTROLLED BY OCCUPANCY SENSOR(S). CEILING OR ON THE SLOPED PORTION OF THE CEILING WITHIN 12" VETICALLY DOWN FROM THE with humidistat control capable REFERENCE CA. ENERGY CODE 150(K)5. of adjustment between a relative humidity range . ALL LIGHTING IN GARAGES, of 50% to 80%. 2013 00,60 Section LAUNDRY ROOMS, UTILITY ROOMS SHALL BE HIGH EFFICIENCY —\ COMPLY WITH CALIFORNIA 4.506 LUMINAIRES AND ARE CONTROLLED BY A VACANCY SENSOR(S) COMPLY WITH CALIFORNIA I.E. MANUAL ON, AUTOMATIC OFF. REFERENCE CA. ENERGY CODE ELECTRICAL CODE- ARTICLE 410.30 & ELECTRICAL CODE -ARTICLE 410-8 150(K)6. - _ Lamp ho/dens REQUIREMENTS FOR LIGHTING 314.27 (A&D%fixtures PERMANTLY INSTALLED LUMINAIRES LOCATED OTHER THAN IN &receptacle Outlets sha//be securely FIXTURES IN CLOTHES CLOSETS KITCHENS, BATHROOMS, GARAGES, LAUNDRY ROOMS, AND UTILITY ROOMS SHALL BE HIGH EFFICIENCY LUMINAIRES (EXCEPT supportedcomp/yingwiththese CEO Artic%s CLOSETS LESS THAN 70 SQ. FT.), OR ARE CONTROLLED BY A DIMMER SWITCH OR ARE CONTROLLED BY AN OCCUPANT SENOR(S) THAT COMPLIES WITH SECTION 119(D) THAT DOES NOT TURN ON AUTOMATICALLY OR HAVE AN ALWAYS ON OPTION. LUMINAIRES THAT ARE RECESSED INTO INSULATED CEILINGS ARE APPROVED FOR ZERO CLEARANCE INSULATION COVER (IC) AND ARE CERTIFIED AIR TIGHT TO ASM E283 AND LABELED AS AIR TIGHT (AT) TO LESS THAN 2.0 CFM AT 75 PASCALS. ------------ -------- LUMINAIRES PROVIDING OUTDOOR LIGHTING AND PERMANTLY FL. — r — — — — MOUNTED TO A RESIDENTIAL BUILDING OR TO OTHER BUILDINGS ON THE SAME LOT SHALL BE HIGH EFFICIENCY LUMINAIRES (NOT INCLUDING LIGHTING AROUND SWIMMING POOLS/WATER FEATURES OR OTHER ARTICLE 680 LOCATIONS) OR ARE CONTROLLED BY 50 OCCUPANT SENSOR(S) WITH INTEGRAL PHOTO CONTROL CERTIFIED TO COMPLY WITH SECTION 119(D). — _ EF' WP. NOTE: PROVIDE AN INTERSYSTEM BONDING ELECTRODE WHICH INCLUDES GFI DISCONNECT PROVISIONS FOR CONNECTING AT LEAST THREE GROUNDING OR BONDING CONDUCTORS REQUIRED FOR COMMUNICATIONS SYSTEMS SHALL BE INSTALLED I EXTERNALLY AT THE SERVICE ENTRANCE PANEL AS SPECIFIED IN AND CEC 250.94 CEC800.100B FL �L�CVICA(, PIAN N01�5 1. PERMANET WIRE ALL SMOKPI&q§FTP&§TON A DETECTED CIRCUIT 2. THE FOLLOWING GUIDE LINES MUST BE MET ON WALL PLUGS -ANY WALL OVER 2'-0" IN LENGTH SHALL HAVE A RECEPTACLE -PLUGS SHALL BE A MAXIMUM OF 12'-0" APART -PLUGS SHALL BE 6'-0" OF END OF WALL OR OPENING -ALL PLUGS AT KITCHEN, BATHROOMS, OUTSIDE, AND AT THE GARAGE SHALL BE G.F.I. PROTECTED -PROVIDE AT LEAST TWO 20 AMP CIRCUITS AT KITCHEN AND LAUNDRY ROOMS -FIELD VERIFY LOCATION OF SERVICE PANEL AND METER WITH LOCAL BUILDING DEPARTMENT AND THE POWER COMPANY -THE LOCATION OF PHONE AND T.V. JACKS TO BE OWNER APPROVED PRIOR TO INSTALLATION -PROVIDE ELECTRICAL FOR HEAT AND AIR UNIT TO BE LOCATED AT THE SITE VERIFY WITH OWNER PRIOR TO CONSTRUCTION -PROVIDE 20 AMP BRANCH CIRCUITS AT BATHROOMS -BATHROOM RECEPTACLES SHALL BE SUPPLIED BY A SEPARATE 20 AMP CIRCUIT AND SHALL NOT HAVE EXHAUST FAN, LIGHTING OR OTHER OUTLETS ON IT AS -PROVIDE ARC -FAULT CIRCUIT -INTERRUPTER PROTECTION FOR ALL OUTLETS INCLUDING RECEPTACLE OUTLETS, SWITCH OUTLETS, LIGHTING OUTLETS, AND SMOKE DETECTORS AND SMOKE DETECTORS LOCATED IN BEDROOMS AS PER CEC ARTICLE 210-12. - ALL 15/20 AMPERE RECEPTACLES INSTALLED PER CEC 210.52 SHALL BE LISTED TAMPER RESISTANT RECEPTACLES. - ALL BRANCH CIRCUTS SUPPLYING 15/20 AMPERE OUTLETS IN FAMILY ROOMS, DINING ROOMS, LIVING ROOMS, PARLORS LIBRARIES, DENS, SUNROOMS, BEDROOMS, RECREATION ROOMS, CLOSETS, HALLWAYS, OR SIMILAR ROOMS/AREAS SHAL BE PROTECTED BY A LISTED COMBINATION TYPE ARC -FAULT CIRCUT INTERRUPTER SPECIFY TAMPER RESISTANT RECEPTACLES IN THE DWELLING. ALL 125 -VOLT SINGLE PHASE, 15 AND 20 AMP RECEPTACLES SHALL BE LISTED TAMPER- RESISTANT RECEPTACLES. (THROUGHOUT) 2013 CEC ARTICLE 406.11 FOR THIS PROJECT IT ONLY APLLIES TO REWIRING OR ADDITIONS. ALL WORK ON THIS PROJECT SHALL CONFORM TO THE ADOPTED EDITIONS OF THE 2013 CALIF. ELECT. CODE AffIC FTNAC� N01�5 - PROVIDE A CLEAR PATH FROM THE ACCESS OPENING TO THE ATTIC FURNACE UNIT TO ACCOMMODATE THE LARGEST PIECE OF EQUIPMENT BUT NOT SMALLER THAN 22"X30". - THE PASSAGEWAY FROM ACCESS OPENING TO THE UNIT SHALL NOT EXCEED 20' AS MEASURED ALONG THE CENTER LINE OF THE PASSAGEWAY. THE PASSAGEWAY SHALL BE UNOBSTRUCTED AND SHALL HAVE CONTINUOUS SOLID FLOORING NOT LESS THAN 24" IN WIDTH FROM THE ACCESS OPENING TO THE UNIT. - PROVIDE A MINIMUM 30"X30" WORKING PLATFORM IN FRONT OF THE FIREBOX SIDE OF THE UNIT AND IF THE FURNACE CONTROLS ARE NOT ACCESSIBLE FROM THIS SIDE OF THE UNIT A MINIMUM 24" WIDE PLATFORM SHALL BE PROVIDED FROM THE FIREBOX PLATFORM TO THE CONTROLS. A WORKING PLATFORM NEED NOT BE REQUIRED WHEN THE FIREBOX AND CONTROLS CAN BE ACCESSED DIRECTLY FROM THE ACCESS OPENING. - PROVIDE A PERMANENT ELECTRICAL OUTLET AND LIGHTING FIXTURE CONTROLLED BY A SWITCH LOCATED AT THE ACCESS OPENING AT OR NEAR THE ATTIC FURNACE UNIT. ELECTRICAL PLAN FL. Label, circuit breaker(s), disconnect(s), fuse(s),switch(es) and their accessories, to identify their location and or equipment I Provide readily accessible capability to circuit breaker(s), disconnect(s), fuse(s),switch(es) and their accessories as required and defined in California Electrical Code NOTE: THE VENT FOR THE DRYER EXHAUST DUCT SHALL BE A MINIMUM OF 4" DIAMETER, VENTED TO THE OUTSIDE AND EQUIPPED WITH A BACKDRAFT DAMPER. CMC 504.3.1 EXHAUST DUCT LENGTH SHALL BE 14' MAX. WITH TWO 90 DEGREE ELBOWS. CMC 504.3.1.2. A MIN. OF 100 SQ. IN. OF MAKE UP AIR IS REQ 'D. FOR THE DRYER, & SHALL BE PROVIDED IN THE DOOR OR BY OTHER APPROVED MEANS. CMC 504.3.2 COMPLY WITH CALIFORNIA ELECTRICAL CODE— ARTICLE 250 REQUIREMENTS FOR GROUNDING AND BONDING Provide separate grounding conductor from main electric service panel to remote structures and remote subpanels CEC Art. 250.32(0) PERM: 6 GU i E CO?T� �L:'D FOR nV;CCS p p r i z 1, DATE DRAWN BY: B. RUBANOFF CHECKED: DATE] W 8-15-15 SCALE: D Z 00 O 0 (D SHEET ## — ry D 0) Lr) O OLL. 0 z N ct� 0 Li 00 O LLJ U Q _ -I I z J O Q U r D U :2 O (n w U UJ 0 Ld fl:f C�d J Q W QQ� Q a; W 0_ Q U N W � DRAWN BY: B. RUBANOFF CHECKED: DATE] 8-15-15 SCALE: 1/4"=l' -O" U.N.O. JOB: RODRIGUEZ SHEET ## 5 OF 6 PALERMO-HONCUT HWY. 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Oco Z 8 II D o W Z O 0 N O oT Ic •W fD U) o 3 w r-h a O C,;co A RESIDENCE FOR: MERCED & CECILIA RODRIGUEZ 7275 PALERMO HONCUT HWY. PALERMO CALIF. 95968 A.P.#: 027-082-010 0) O O 0 D -i m D r Fri c') Z m d bd 0 Ln - D Z O A RESIDENCE FOR: MERCED & CECILIA RODRIGUEZ 7275 PALERMO HONCUT HWY. PALERMO CALIF. 95968 A.P.#: 027-082-010 0) O O 0 BEAM PER MSTA30 STRAP, UNO LSTA18 E.S., UNO - KING/S AND TRIMMER/S PER PLAN TOP PLATE PER 6/SD1 (2) 16d NAILS, TYP WALL FRAMING PER PLAN TYPICAL TOP PLATE -BEAM STRAP DETAIL 12 NO SCALE SD1. BOTTOM CHORD OF ZSIMPSON STC CLIP TRUSS BY OTHERS AT EACH TRUSS /2" GAP NON-BEARING WALL Lj WALL PERPENDICULAR TO TRUSS SIMPSON DTC CLIP AT EACH TRUSS N__ 1/2- GAP� TRUSS BY OTHERS, TYP NON-BEARING WALL 2X4 BLOCK AT 4'-0" O.C. WITH (2) 16d EACH END WALL PARALLEL TO TRUSS TYPICAL NON-BEARING WALL DETAIL 11 NO SCALE SD1. ALL NON -SHEAR WALLS AND NON-BEARING WALLS TO HAVE HILTI X-CP72 SHOT PINS PER ICC ESR -2379 AT 24" O.C.,, MSTA30 STRAP AT SPLICES, U.N. I . + (- WALL CONTINUES WHERE Q�OFESS/�N� I (��OCCURS PER PLAN K. ,.) h Q :AM SPLICE AS OCCURS o I o o �_ o SIMPSON COLUMN BEAM PER PLAN CAP PER PLAN POST PER PLAN (5) 16d +++ + + + AT EXISTING FOUNDATIONS AND AT MISSED AB PROVIDE 1/2" DIAMETER TITEN HD AT REQUIRED SPACING WITH 4" EMBED, 1 3/4" + + MINIMUM EDGE DISTANCE, 8" MINIMUM END DISTANCE, AND 8" + MINIMUM SPACING. LOCATE AND AVOID ALL REINFORCING PRIOR TO PARTIAL PLAN AT TOP PLATE CORNER AND TEE DRILLING. INSTALL PER MANUFACTURER'S RECOMMENDATIONS DBL 2X TOP PLATE 275 ST126 STRAP, U.N.O., 15" 2" MAX 4'-0" MAX AT (3) STORY AND TALLER PER DETAIL BELOW CENTERED ON DISCONTINUITY MIN 6'-0" MAX AT 1 AND 2 STORY PT DF -L (SEE SHEAR WALL SCHED.) SILL 7" MIN PLATE WASHER Ll STUD DIRECTLY UNDER SPLICE, TYP. 3"X3"X.229%TYP TYPICAL TOP PLATE DISCONTINUITY MASA/MASAP ANCHOR OPTION PER NOTE 4 (5) 16d AT CORNER OR INTERSECTING WALL 1/2" DIA AB WITH 2" HOOK, TYP FNDN PER PLAN 16d SINKERS AT 16" O.C. 4'-0" MIN. LAP LENGTH TYP 16d SINKERS AT 16" O.C. (16) MIN. BETWEEN SPLICES 16d SINKERS AT 16" O.C. (16) MIN. BETWEEN SPLICES GENERAL NOTES: (16) MIN. BETWEEN SPLICES 1.) SILL PLATE SHALL BE 2X PT DF -L UNLESS NOTED OTHERWISE IN SHEAR WALL SCHEDULE. 2.) PROVIDE (2) BOLTS MIN PER SILL PLATE. 3.) DIAGONALLY SLOTTED PLATE WASHERS WITH A MAXIMUM SLOT LENGTH OF 1 3/4" MAY BE USED WHEN A STANDARD CUT WASHER IS ADDED BETWEEN THE PLATE WASHER AND NUT. STUD DIRECTLY DBL 2X UNDER SPLICE, TYP. I TOP PLATE 4.) CONTACT SUMMIT STRUCTURAL DESIGN FOR MASA/MASAP ANCHOR OPTION IN LIEU OF ANCHOR BOLTS. INTERSECTING WALL OR CORNER WHERE OCCURS --i TYPICAL TOP PLATE SPLICE 5.) AT SHEAR WALLS, PLATE WASHER MUST BE LOCATED 1/2" OR LESS FROM THE INSIDE FACE OF SHEATHING. TYPICAL BEAM DETAIL 9 TYPICAL TOP PLATE SPLICE DETAIL 6 TYPICAL FNDN ANCHOR BOLT DETAIL 3 NO SCALE S D 1 NO SCALE S D 1 NO SCALE S D 1 TOP PLATE PER 6/SD1 2 1/2" MAX. DEPTH FOR 2X4 PLATE 3 1/2" MAX. DEPTH FOR 2X6 PLATE "__�5 1/2- MAX A N A N PROVIDE SIMPSON RPS22 STRAP AT EACH PLATE,TOP PLATE (2) MIN PER NOTCH--,,,,, /PER 6/SD1 I 1 1/2" WALL FRAMING I MAX, TYP. PER PLAN, TYP _kj_ J�,L 1, Lj J�j_ J�' — PIPE AS OCCURS NOTE: DO NOT BORE HOLES OR CUT NOTCHES IN STRUCTURAL WALL PLATES GREATER THAN 1/3 THE PLATE WIDTH WITHOUT WRITTEN CONSENT FROM THE ENGINEER OF RECORD. TYPICAL TOP PLATE NOTCH DETAIL NO SCALE SHEAR PLY AND NAILING PER PL/ HOLDOWN AND PER SCHEDULE PLY AND ivrMLnv� PER PLAN PARTIAL PLAN 8 SDI J O - - MAX STUD SPkING ur c n i i o U.t,. V.N.U. viii iiia O • 1 POST PER PLAN J TYPICAL STUD WALL ELEVATION NO SCALE CORNER WHERE OCCURS— (5) CCURS— 16d NAILS AT TOP PLATE PER 6/SD1 L PPED CORNERS, TYP PROVIDE PANELS M FR, 1/8 BLOCK AT AL 16" MAX SPACING 5 SDI AS L .I i vv rLr\ rL_ruv, ur c n i i o U.t,. V.N.U. ® 1 POST PER PLAN WHERE OCCURS TYPICAL STUD WALL ELEVATION NO SCALE CORNER WHERE OCCURS— (5) CCURS— 16d NAILS AT TOP PLATE PER 6/SD1 L PPED CORNERS, TYP PROVIDE PANELS M FR, 1/8 BLOCK AT AL 16" MAX SPACING 5 SDI AS L I--=-�I—°--r--° HOLDOWN SCHEDULE (*SEE ALL NOTES BELOW*) N SHEAR WALL SCHEDULE - 3/8" THICK SHEATHING AND 16" O.C. STUD SPACING (*SEE ALL NOTES BELOW*) "SIMPSON" HOLDOWN MODEL NUMBER MINIMUM HOLDOWN POST SIZE DISTANCE FROM CENTER OF CONCRETE ANCHOR TO FACE OF POST GAP BETWEEN i 1 °� � I I � FIELD NAIL PER MINIMUM STEM WALL WIDTH SINGLE POUR TWO POUR CONDITION CONDITION REQ'D BY I DBL 2X I SHEAR WALL SCHED. SS B16 SSTB20 " MIN I f I I HDU4 DBL 2X 1 5/16" SST620 I I I I I I d EN PER SHEAR 6" MUDSILL 12d 0 7" O.C. II II J TWALL SCHED. A35 AT 2'-8p O.C. 260 AS REQ'D l a I°I I I 11 1 EDGES, TYP I I II I I1 COMPRESSION 2X MUDSILL 1 2d ®5" O.C. II Id POST 350 4* AB ®2 9 O.C. SHEAR PLY I PER HOEDOWN OL OWN RBC AT 1 -2 O.C. _ PER SHEAR SCHEDULE WALL SCHED.--\I II STUD I I bl I°I I� II II � I II II I.I I°I II II I I I HOLDOWN I I PER IJ I II I II II I I I I II II bl I°I I I SCHEDULE I I.I II I°I II II I --i II II I II II —°-LI----—°--il- II I I.I SILL PLATE AND AB SIZE/SPACING PER SCHED. FOUNDATION PER PLANS L X NOTE: STUD SPACING = 16" O.C., U.N.O. CORNER WHERE OCCURS TYPICAL SHEAR WALL ELEVATION 4 NO SCALE S D 1 GENERAL NOTES: 1.) HOLDOWNS SHALL BE INSTALLED PER MANUFACTURER'S RECOMMENDATIONS. 2.) AT 3X MUDSILL USE SSTBL VERSION OF ANCHOR LISTED ABOVE. 3.) DOUBLE STUDS SHALL BE NAILED TOGETHER WITH 12d (DIA.=0.135") AT 6" O.C. STAGGERED. TYPICAL HOLDOWN SCHEDULE 2 NO SCALE S D 1 ERV CIEs 0 OO:wl�-I�� .m P C� DAT.. _____1 Vit. _�k' BY SHEAR WALL LEGEND STRUCTURAL SHEAR WALL TYPE "N" FOR A MINIMUM L=X' -Y" LENGTH OF X' -Y" PER SCHEDULE BELOW. HOLDOWN SCHEDULE (*SEE ALL NOTES BELOW*) N SHEAR WALL SCHEDULE - 3/8" THICK SHEATHING AND 16" O.C. STUD SPACING (*SEE ALL NOTES BELOW*) "SIMPSON" HOLDOWN MODEL NUMBER MINIMUM HOLDOWN POST SIZE DISTANCE FROM CENTER OF CONCRETE ANCHOR TO FACE OF POST CONCRETE ANCHOR TYPE HOLDOWN FASTENERS AT POST MINIMUM STEM WALL WIDTH SINGLE POUR TWO POUR CONDITION CONDITION HDU2 DBL 2X 1 5/16" SS B16 SSTB20 6 SCREWS 6" HDU4 DBL 2X 1 5/16" SST620 SSTB24 10 SCREWS 6" GENERAL NOTES: 1.) HOLDOWNS SHALL BE INSTALLED PER MANUFACTURER'S RECOMMENDATIONS. 2.) AT 3X MUDSILL USE SSTBL VERSION OF ANCHOR LISTED ABOVE. 3.) DOUBLE STUDS SHALL BE NAILED TOGETHER WITH 12d (DIA.=0.135") AT 6" O.C. STAGGERED. TYPICAL HOLDOWN SCHEDULE 2 NO SCALE S D 1 ERV CIEs 0 OO:wl�-I�� .m P C� DAT.. _____1 Vit. _�k' BY SHEAR WALL LEGEND STRUCTURAL SHEAR WALL TYPE "N" FOR A MINIMUM L=X' -Y" LENGTH OF X' -Y" PER SCHEDULE BELOW. N SHEAR WALL SCHEDULE - 3/8" THICK SHEATHING AND 16" O.C. STUD SPACING (*SEE ALL NOTES BELOW*) SHEAR MUDSILL THICKNESS SOLE PLATE PANEL EDGE PANEL FIELD "SIMPSON" ALLOW. WALL AND 1/2" DIAMETER NAIL SIZE NAIL SIZE NAIL SIZE A35 AND RBC LOAD TYPE ANCHOR BOLT SPACING AND SPACING AND SPACING AND SPACING CLIP SPACING (PLF) Q2X 6 MUDSILL 12d 0 7" O.C. 8d ® 6" O.C. 8d 0 12" O.C. A35 AT 2'-8p O.C. 260 AB ®3 -9 O.C. RBC AT 1 -8 O.C. 2X MUDSILL 1 2d ®5" O.C. 8d ®4" O.C. 8d ®12" O.C. A35 AT V-8- O.C. 350 4* AB ®2 9 O.C. RBC AT 1 -2 O.C. GENERAL NOTES: 1.) WALL FRAMING: USE 2X OR WIDER DF -L STUDS (PER PLAN), SOLE PLATE, TOP PLATES, AND BLOCKING. USE PT DF -L MUDSILL PER SCHEDULE ABOVE. BLOCK ALL PANEL EDGES. 2.) SHEATHING: USE APA RATED (32/16 SPAN RATING) SHEATHING UNLESS NOTED OTHERWISE. EDGE NAIL PANELS AT ALL EDGES, TOP PLATES, SOLE PLATE, MUDSILL, POSTS, AND HOLDOWN COMPRESSION POSTS/STUDS. 3.) NAIL SIZES: 8d: 2 1/2" X 0.131" DIAMETER COMMON, OR 2 1/2" X 0.113" DIAMETER HDG BOX, 12d: 3 1/8" X 0.135" DIAMETER SINKER, 20d: 4" X 0.192" DIAMETER COMMON. DO NOT OVERDRIVE NAILS. STAGGER SOLE FASTENING AND PRE -DRILL PILOT HOLES (MAX 75% NAIL DIA) TO AVOID SPLITTING WALL ELEMENTS. 4.) ALLOWABLE LOADS MAY BE MULTIPLIED BY 1.4 WHERE WIND LOADS GOVERN. J m �No. 75688`T E . 6/ 0/16 S C/V1\- P I FOF CALF 10/07/15 THESE PLANS HAVE BEEN REVIEWED FOR COMPLIANCE ONLY WITH THE ATTACHED STRUCTURAL CALCULATIONS 4 383 Rio Lindo Ave. Suite 200 Chico, CA 95926 P. 530.592.4407 SummitChico.com 1 U 0 LU J LU Q U r1. z , LU >- i :D V)LU _ N � w U � z D (D 0 DC = 00 0 LLl J Q Lr) N REVISIONS: DATE: 10/07/15 SCALE: NTS DRAWN BY: RKB JOB NUMBER: 15-310 PROVIDE GAP BETWEEN PANELS AS REQ'D. BY MFR., 1/8" MIN. ROOF PLY AND NAILING PER PLAN:� E '�I L' � f ei 2X4 OVERFRAMING if AT 24" O.C. TSNAILS, r' ROOF PLY TYP 1 1 AND NAILING i PER PLAN -' E.N. PLY AT/ SLEEPER, r ;TYP i i T T --� T T_. T TIS \-2X SLEEPER r WITH (3) 16d NAILS AT EA RAFTER OR TRUSS -2X4 VERT. AT 24" O.C. WITH (4) 16d TOP AND (2) 16d TOENAILS BOTT., TYP 1 TYPICAL OVERFRAMING DETAIL NO SCALE ROOF PLY AND DRAG TRUSS DIMENSION A DIMENSION B, U.N.O. WALL FRAMING PER PLAN PERP. NAILING PER PLAN - PER PLAN F2 2'-0" 1 2'-0" BY OTHERS, TYP V -07 MAX 2'-0" 112" WHERE OCCURS--- SAVE CONN. 12" PT DF SILL AND AB PER 3/SD1 3 16d TOENAILS E.N. FASCIA BY E.N.- 1/2" ISOLATION JOINT • OTHERS DRAG STRUT TOP PLATE EN 2X4 FLAT PER 6/SD1 PER PLAN OUTLOOKER AT WALL FRAMING ARCH/DESIGNER NOTE: CONTRACTOR SHALL VERIFY NOTCH 24" O.C., NOTCH TOP CHORD TO II ELEV. PER ARCH DESIGNER rk DEPTH AND LOCATION WITH TRUSS SEAT OUTLOOKER 1 • TYPICAL DRAG MFR. PRIOR TO CUTTING. CONNECTOR DETAIL 10 ' NO SCALE _._..._ ._ SD2 1 PROVIDE 6" MIN WIDTH STEM BEYOND PER 5/SD2 WITH #4 TOP #4 AT 24" AT 18" OC SHEAR ENTIRE GABLE END TRUSS BY OTHERS ADD 2X4 TO FLAT HOOKED AT EACH END AND #4 VERT 12" OC, (3) MIN PER WALL 1/2" LIP AT GARAGE DOOR GABLE END PER HEIGHT > 1'-6" BRACES LONGER SEGMENT OPENING SWS TYPE "6" THAN 6'-0" WITH 8" WHERE REQUIRED #4 CONT TOP AND BOTT I 16d AT 12" O.C.1/2" ISOLATION JOINT =- - 1/2- ISOLATION CLIP PER SHEAR WALL - 3" 2X6 BRACE AT PLAN, TYP PAVEMENT AND SLOPE JOINT BEYOND SA35CH SCHEDULE, OTHERWISE ' " 4-0O.C. WITH SUBGRADE BY OTHERS �- I , ONCRETE 4'-0" O.C., TYP. (5) 16d NAILS � SLAB -ON -GRADE EACH END NATURAL PER PLAN WITH PROVIDE GAP BETWEEN PANELS o' GRADE LINE--°`'� �'� SLOPE PER AS REQ'D. BY MFR., 1/8- MIN. -,__,x I • • ( ARCH/DESIGNER _ E.N., TYP 2X BLOCKING AT 4'-0" O.C., 12" MIN 1 1/2" (2) LAYERS OF DBL TOP PLATE \(3) T&B, (3) 12d T.N. EA. END CLR BUILDING PAPER PER 6/SD1 16d T.N. EA BLOCK 3" CLR (2) #4 TOP AND SHEAR ENTIRE WALL BOTT, CONT THIS LINE PER SWS TYPE "6"-- WALL FRAMING PER PLAN 12"—�I` TYPICAL GABLE END TRUSS DETAIL 9 TYP GARAGE DOOR OPENING FNDN DTL 6 NO SCALE SD2 NO SCALE SD2 PROVIDE GAP BETWEEN PANELS AS REQ'D. BY MFR., 1/8" MIN. ROOF PLY AND NAILING PER PLAN:� E '�I L' � f ei 2X4 OVERFRAMING if AT 24" O.C. TSNAILS, r' ROOF PLY TYP 1 1 AND NAILING i PER PLAN -' E.N. PLY AT/ SLEEPER, r ;TYP i i T T --� T T_. T TIS \-2X SLEEPER r WITH (3) 16d NAILS AT EA RAFTER OR TRUSS -2X4 VERT. AT 24" O.C. WITH (4) 16d TOP AND (2) 16d TOENAILS BOTT., TYP 1 TYPICAL OVERFRAMING DETAIL NO SCALE ROOF PLY AND RBC CLIP PER SHEAR NAILING PER PLAN WALL SCHEDULE, OTHERWISE 4'-0" O.C., TYP. SOLID BLOCKING H2.5T EA. TRUSS AND (2) AT MULTI -PLY TRUSSES E.N. FASCIA BY OTHERS TOP PLATE PER 6/SD1 SHEAR PER PLAN - TYPICAL EAVE DETAIL NO SCALE FRAMING PER PLAN FOOTING SCHEDULE DRAG TRUSS DIMENSION A DIMENSION B, U.N.O. WALL FRAMING PER PLAN PERP. TRUSS PER PLAN F2 2'-0" 1 2'-0" BY OTHERS, TYP �l 2'-6" 1 2'-6" 112" WHERE OCCURS--- SAVE CONN. 12" PT DF SILL AND AB PER 3/SD1 PER 7/SD2 1/2" ISOLATION JOINT DRAG STRUT TOP PLATE EN CONNECTOR PER 6/SD1 PER PLAN WALL FRAMING ARCH/DESIGNER 2X4 WITH 16d NAILS PER PLAN, TYP II ELEV. PER ARCH DESIGNER rk POST PER PLAN • TYPICAL DRAG STRUT CONNECTOR DETAIL 10 ' NO SCALE _._..._ ._ SD2 ROOF PLY AND RBC CLIP PER SHEAR NAILING PER PLAN WALL SCHEDULE, OTHERWISE 4'-0" O.C., TYP. SOLID BLOCKING H2.5T EA. TRUSS AND (2) AT MULTI -PLY TRUSSES E.N. FASCIA BY OTHERS TOP PLATE PER 6/SD1 SHEAR PER PLAN - TYPICAL EAVE DETAIL NO SCALE FRAMING PER PLAN ERE OCCURS NOTE: SEE 6/SD2 FOR ADDITIONAL INFO AT STEM WALLS ADJACENT TO GARAGE DOOR OPENINGS. s TYP EXTERIOR GARAGE WALL FNDN DETAIL 5 SD2 NO SCALE SD2 ROOF TRUSSES BY OTHERS 7 SD2 NOTE: PROVIDE 2" MINIMUM SIDE COVER FROM EACH EDGE OF COLUMN BASE TO EACH EDGE OF SLAB. COLUMN PER PLAN SLAB -ON -GRADE - COLUMN BASE PER PER PLAN - PLAN, CENTERED ON FOOTING BELOW k) 3" CLR III—III-1 1 if PER PLAN REINF. PER TYPICAL POST FOUNDATION DETAIL NO SCALE PER PLAN 0 FOOTING SCHEDULE FOOTING TYPE DIMENSION A DIMENSION B, U.N.O. WALL FRAMING PER PLAN F1.5 1'-6" 1'-6" SHEAR PER PLAN F2 2'-0" 1 2'-0" 12" �l 2'-6" 1 2'-6" 112" WHERE OCCURS--- 3'-0" 1. 3'-p" 12" PT DF SILL AND AB PER 3/SD1 1/2" ISOLATION JOINT CONCRETE SLAB -ON -GRADE EN PER PLAN. SLOPE PER ARCH/DESIGNER 2X4 WITH 16d NAILS 6" MIN 8" MIN II ELEV. PER ARCH DESIGNER rk SLOPE GRADE AT 12 0. C., TYP AWAY FROM FNDN _._..._ ._ II #4 AT 24" AT 18" OC OC VERT, #4 HORIZ, WHERE I — STEM WALL HEIGHT > 1'-6" I 12" MIN 8" #4 CONT TOP AND BOTT I RAFTER OR TRUSS PER - 3" �-� PLAN, TYP CLRTYP , 12 " SPREAD FOOTING PER PLAN WH ERE OCCURS NOTE: SEE 6/SD2 FOR ADDITIONAL INFO AT STEM WALLS ADJACENT TO GARAGE DOOR OPENINGS. s TYP EXTERIOR GARAGE WALL FNDN DETAIL 5 SD2 NO SCALE SD2 ROOF TRUSSES BY OTHERS 7 SD2 NOTE: PROVIDE 2" MINIMUM SIDE COVER FROM EACH EDGE OF COLUMN BASE TO EACH EDGE OF SLAB. COLUMN PER PLAN SLAB -ON -GRADE - COLUMN BASE PER PER PLAN - PLAN, CENTERED ON FOOTING BELOW k) 3" CLR III—III-1 1 if PER PLAN REINF. PER TYPICAL POST FOUNDATION DETAIL NO SCALE PER PLAN 0 383 Rio Lindo Ave. Suite 200 Chico, CA 95926 P. 530.592.4407 SummitChico.com TYPICAL LSPRE SPREAD FOOTING SCHEDULE 3 NO SCALE �D2 I V) U 1/2" ISOLATION JOINT '� CONCRETE SLAB -ON -GRADE CONCRETE SLAB -ON -GRADE C PER PLAN PER PLAN. SLOPE PER 1� ARCH/DESIGNER WHERE REQ'D LLJ • .II ELEV. PER ARCH/DESIGNERrik LU Q wQ < U '____E' z o LU >_ o: o Q o LU = LU U SPREAD FOOTING PER z PLAN WHERE OCCURS (D O DC = � NOTE: SEE DETAIL 1/SD2 FOR ADDITIONAL INFORMATION. Q 0 DC Cf J TYPICAL FOUNDATION DETAIL 2 ._„ Q NO SCALE CL ur) y r V� � k ,i ' 1 ` DATE >/� Bu_„—� WALL FRAMING PER PLAN PT DF SILL AND AB PER 3/SD1 - SHEAR PER PLAN WHERE OCCURS CONCRETE SLAB -ON -GRADE EN PER PLAN ROUGHEN SURFACE 1/4” AMPLITUDE -Z #4 SLAB TIES AT oil 1 1/2" 8" MIN REVISIONS: 4'-0" O.C., U.N.O. o o 'o o I CLR MIN, O o TYP SLOPE FINISHED GRADE AWAY ---= #4 SLAB TIES AT 24" OC VERT, ° _ - FROM FOUNDATION #4 AT 18" OC HORIZ, WHERE - STEM WALL HEIGHT > V-6" 6" MIN , 4 CONT TOP AND BOTT 12" MIN - DATE: 10/07/15 3" CLR, TYP " SPREAD FOOTING PER 12 PLAN WHERE OCCURS SCALE: NTS DRAWN BY: RKB JOB NUMBER: 15-310 SHEET: I TYPICAL SLAB FOUNDATION DETAIL 1 NO SCALE �D2 SD2 FOOTING SCHEDULE FOOTING TYPE DIMENSION A DIMENSION B, U.N.O. THICKNESS, U.N.O. F1.5 1'-6" 1'-6" 12" F2 2'-0" 1 2'-0" 12" F2.5 2'-6" 1 2'-6" 112" F3 3'-0" 1. 3'-p" 12" 383 Rio Lindo Ave. Suite 200 Chico, CA 95926 P. 530.592.4407 SummitChico.com TYPICAL LSPRE SPREAD FOOTING SCHEDULE 3 NO SCALE �D2 I V) U 1/2" ISOLATION JOINT '� CONCRETE SLAB -ON -GRADE CONCRETE SLAB -ON -GRADE C PER PLAN PER PLAN. SLOPE PER 1� ARCH/DESIGNER WHERE REQ'D LLJ • .II ELEV. PER ARCH/DESIGNERrik LU Q wQ < U '____E' z o LU >_ o: o Q o LU = LU U SPREAD FOOTING PER z PLAN WHERE OCCURS (D O DC = � NOTE: SEE DETAIL 1/SD2 FOR ADDITIONAL INFORMATION. Q 0 DC Cf J TYPICAL FOUNDATION DETAIL 2 ._„ Q NO SCALE CL ur) y r V� � k ,i ' 1 ` DATE >/� Bu_„—� WALL FRAMING PER PLAN PT DF SILL AND AB PER 3/SD1 - SHEAR PER PLAN WHERE OCCURS CONCRETE SLAB -ON -GRADE EN PER PLAN ROUGHEN SURFACE 1/4” AMPLITUDE -Z #4 SLAB TIES AT oil 1 1/2" 8" MIN REVISIONS: 4'-0" O.C., U.N.O. o o 'o o I CLR MIN, O o TYP SLOPE FINISHED GRADE AWAY ---= #4 SLAB TIES AT 24" OC VERT, ° _ - FROM FOUNDATION #4 AT 18" OC HORIZ, WHERE - STEM WALL HEIGHT > V-6" 6" MIN , 4 CONT TOP AND BOTT 12" MIN - DATE: 10/07/15 3" CLR, TYP " SPREAD FOOTING PER 12 PLAN WHERE OCCURS SCALE: NTS DRAWN BY: RKB JOB NUMBER: 15-310 SHEET: I TYPICAL SLAB FOUNDATION DETAIL 1 NO SCALE �D2 SD2 F) ALL WATERPROOFING AND FLASHING (ROOFS, FOUNDATIONS, GARAGE FLOORS, ETC...) IS THE GENERAL S NOTES NOT ALLOWED. STUDS SHALL HAVE FULL BEARING TO THE FOUNDATION PLATE. 1. GENERAL 3. CONCRETE / REINFORCING CONTINUED 6. FRAMING / LUMBER CONTINUED 9. DESIGN LOADS A) ALL WORK SHALL CONFORM TO THE 2013 CBC AND ALL APPLICABLE LOCAL CODES. 1) REINFORCEMENT COVER SHALL BE AS FOLLOWS: 6-4 POSTS/TRIMMERS: A) THE STRUCTURE HAS BEEN DESIGNED FOR THE FOLLOWING CRITERIA PER CBC CHAPTER 16, DIVISIONS I, II, III, AND IV U.N.O.: B) THE ENGINEER (SUMMIT STRUCTURAL DESIGN) HAS PROVIDED AND IS RESPONSIBLE FOR CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO SOIL: 3" A.) SUPPORT: SUPPORT ALL UPPER LEVEL POSTS AND TRIMMERS IN LOWER LEVELS WITH B) SEISMIC: GLUE -LAMS EXPOSED TO WEATHER MUST BE RATED FOR EXTERIOR USE BY THE MANUFACTURER. SPECIFIC STRUCTURAL ITEMS ONLY. ALL OTHER REQUIREMENTS OF THE BUILDING CODE CONCRETE WITH SOIL OR WEATHER EXPOSURE: ADD'L EQUIVALENT FRAMING AND BLOCK OR OTHERWISE FRAME POSTS THROUGH FLOOR SYSTEMS. L SEISMIC IMPORTANCE FACTOR: 1 G) INCLUDING WATERPROOFING, FIREPROOFING, DRAINAGE, HANDICAP ACCESSIBILITY, EGRESS REQUIREMENTS, PARKING, AND ALL OTHER DESIGN REQUIREMENTS NOT SPECIFICALLY SHOWN % #5 BARS AND SMALLER 1 " #6 BARS AND LARGER 2" B.) WHERE POSTS WITH COLUMN CAPS OR BEARING PLATES ARE SPECIFIED, THE LOAD IS TO BE WALL FRAME. STEEL STRAPS WHICH DO NOT REQUIRE THE CUTTING OF STUDS ARE AN MAPPED SPECTAL RESPONSE ACCELERATIONS: Ss = 0.581, S1 = 0.259 ADJACENT IN THE STRUCTURAL DESIGN CALCULATIONS, ARE THE RESPONSIBILITY OF THE CONTRACTOR OR CONCRETE WITHOUT SOIL OR WEATHER EXPOSURE: 3/4" TRANSFERRED TO THE FOUNDATION BY VERTICAL GRAIN ONLY, U.N.O. SEISMIC SITE CLASS: D SPECTRAL RESPONSE COEFFICIENTS: SDS = 0.517, SDI = 0.325, Cs = 0.08 OWNER. SHOULD ANY CHANGES BE MADE FROM THE DESIGN AS SPECIFIED IN THESE ALT ALTERNATE LLV LONG LEG VERT. SEISMIC DESIGN CATEGORY: D FULL AGREEMENT WITH THE LATEST STRUCTURAL DRAWINGS. REVIEW OF SHOP DRAWINGS BY DOCUMENTS WITHOUT THE WRITTEN APPROVAL FROM THE ENGINEER, THEN THE ENGINEER J) REINFORCEMENT SHALL BE GRADE 60 PER ASTM A615 U.N.O. LAP BOTTOM REINFORCING (60) 6-5 WALL FRAMING: ARCH BASIC SEISMIC -FORCE -RESISTING SYSTEM: LIGHT FRAMED SHEAR WALLS LONG WILL ASSUME NO RESPONSIBILITY FOR ANY ELEMENT OR SYSTEM OF THE STRUCTURE. BAR DIAMETERS U.N.O. AND LAP TOP REINFORCING, PLACED ABOVE 12" OF CONCRETE OR THE ENGINEER OF RECORD DOES NOT GUARANTEE IN ANY WAY THE THE SHOP DRAWINGS ARE INSPECTION IN ACCORDANCE WITH CBC 1704.2. SEISMIC BASE SHEAR: 6.9 KIPS SEE NOTE 6-1 D FOR SILL AND ANCHOR BOLT SPECIFICATIONS. BLDG MORE, (80) BAR DIAMETERS U.N.O. A.) DOUBLE TOP PLATE SPLICES: SPLICES AND JOINTS IN DOUBLE TOP PLATE OF STUD BEARING RESPONSE MODIFICATION FACTOR: R = 6.5 C) THE DRAWINGS AND CALCULATIONS REPRESENT THE FINISHED STRUCTURE, AND, UNLESS WALL SHALL OCCUR AT THE CENTER LINE OF SUPPORTING STUD. TOP PLATE SPLICES OF STUD BLOCKING ANALYSIS PROCEDURE USED: EQUIVALENT STATIC FORCE PROCEDURE LAMINATED VENEER LUMBER SPECIFICALLY NOTED OTHERWISE, DO NOT SHOW THE METHOD OF CONSTRUCTION. THE K) #5 AND LARGER REBAR SHALL NOT BE RE-BENT. C.) WALLS SHALL BE 48" LONG WITH (12) 16d SINKERS EACH SIDE OF EACH SPLICE U.N.O. WHERE H.) WALL FRAMING RECEIVING NAILING AT 3" ON CENTER OR LESS SHALL BE 3X NOMINAL U.N.O. BM CONTRACTOR IS RESPONSIBLE FOR THE METHOD OF CONSTRUCTION, AND SHALL PROVIDE ALL MAX MAXIMUM SPLICE IS INTERRUPTED, USE ST6224 STRAP U.N.O. C) WIND: FV = 285 PSI MIN., AND SHALL BE MANUFACTURED, APPROVED AND IDENTIFIED AS PER NER-481. MEASURES NECESSARY TO PROTECT THE PUBLIC, CONSTRUCTION WORKERS, AND THE L) ALL REINFORCING STEEL AND ANCHOR BOLTS SHALL BE ACCURATELY LOCATED AND BOTT (B) BOTTOM MB WIND SPEED: 110 MPH STRUCTURE DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE FORMING, SHORING, ADEQUATELY SECURED IN POSITION BEFORE AND DURING CONCRETE PLACEMENT. B.) FIRE BLOCKS: FIRE BLOCK STUD WALLS ATMID-HEIGHT WHERE STUD LENGTH EXCEEDS 10'-0". WIND EXPOSURE: C BEAT TO FIT BRACING, SCAFFOLDING, ETCETERA. MECHANICAL CRACKING. THE OWNER OR CONTRACTOR SHALL BE RESPONSIBLE FOR ANY DEFECTS IN THE D.) SILL PLATES: SILL PLATES SHALL BE PRESSURE TREATED DOUGLAS FIR WITH 1/2" DIAMETER 6-6 CONNECTIONS: BTWN C.) MIS -PLACED ANCHOR BOLTS: WHERE ANCHOR BOLTS HAVE BEEN INCORRECTLY PLACED, MANUFACTURER D) IF A PARTICULAR FEATURE OF CONSTRUCTION IS NOT FULLY SHOWN ON THE DRAWINGS OR IN 6. FRAMING/LUMBER USE SIMPSON SET EPDXY WITH ANCHOR OF SAME DIAMETER WITH 7" EMBEDMENT IN D) LIVE LOADS: ROOF 20 PSF REDUCIBLE MIN THE CALCULATIONS, THEN IT SHALL BE CONSTRUCTED IN THE SAME CHARACTER AS SIMILAR CONCRETE AND INSTALLATION PER MANUFACTURERS RECOMMENDATIONS AND CURRENT ONE BOLT LOCATED V-0" MAXIMUM FROM EACH END OF EACH PIECE. RE -TREAT CUT ENDS A.) HOLES FOR THROUGH BOLTS SHALL BE DRILLED 1/16" OVERSIZE. CONDITIONS THAT ARE SHOWN ON THE DESIGN DOCUMENTS. 6-1 MATERIALS: MISC. r; ICC REPORT. E) ANY CONDITIONS NOTED AS EXISTING MUST BE FIELD VERIFIED BY THE CONTRACTOR, AND A.) SHEATHING: D.) CRIPPLE WALLS: CRIPPLE WALLS SHALL BE A MINIMUM OF 14" IN HEIGHT. FOR LESSER CAST -IN-PLACE CONCRETE MTL METAL ANY DISCREPANCIES MUST BE BROUGHT TO THE ATTENTION OF THE ENGINEER WITHOUT 1. ROOF SHEATHING: SEE PLANS HEIGHTS, STACK 2X PLATES (AND SHIM AS REQUIRED). B.) ALL BOLTS, NUTS, AND LAG SCREWS SHALL BE PROVIDED WITH FLAT OR MALLEABLE CJ PROCEEDING WITH CONSTRUCTION PRIOR TO THE REVIEW OF THE ENGINEER. 2. FLOOR SHEATHING: SEE PLANS NEW ABBREVIATIONS FRAMING LUMBER: ALL FRAMING LUMBER SHALL BE DOUGLAS FIR LARCH AS GRADED BY THE 3. WALL SHEATHING: SEE PLANS E.) NOTCHED OR CUT STUDS: NOTCHED AND/OR CUT STUDS TO CLEAR ANCHOR BOLTS ARE NS "NEAR SIDE F) ALL WATERPROOFING AND FLASHING (ROOFS, FOUNDATIONS, GARAGE FLOORS, ETC...) IS THE NOT ALLOWED. STUDS SHALL HAVE FULL BEARING TO THE FOUNDATION PLATE. RESPONSIBILITY OF THE CONTRACTOR OR OWNER. B.) GLUE -LAMS: GLUE -LAMS SHALL BE 24F -V4 U.N.O. WITH A CAMBER OF R=1600' U.N.O. AB ANCHOR BOLT K KIPS GLUE -LAMS EXPOSED TO WEATHER MUST BE RATED FOR EXTERIOR USE BY THE MANUFACTURER. F.) LET -IN BRACES: LET IN BRACES SHALL NOT BE USED FOR TEMPORARY BRACING ON ANY ADD'L ADDITIONAL L ANGLE G) SHOP DRAWINGS: SHOP DRAWINGS ARE SUPERCEDED BY THE STRUCTURAL DRAWINGS UNDER GLUED LAMINATED FABRICATON SHALL BE PERFORMED IN AN APPROVED FABRICATORS SHOP WALL FRAME. STEEL STRAPS WHICH DO NOT REQUIRE THE CUTTING OF STUDS ARE AN ADJ ADJACENT LLH LONG LEG HORIZ ALL CIRCUMSTANCES. THE GENERAL CONTRACTOR SHALL VERIFY THAT ALL CONSTRUCTION IS IN IN ACCORDANCE WITH CBC 2303.1.3, AITC A190.1, AND ASTM D 3737. BEAM INSPECTION ACCEPTABLE ALTERNATIVE. ALT ALTERNATE LLV LONG LEG VERT. FULL AGREEMENT WITH THE LATEST STRUCTURAL DRAWINGS. REVIEW OF SHOP DRAWINGS BY CERTIFICATES SHALL BE SUBMITTED TO THE FIELD INSPECTOR PRIOR TO COMPLETION OF FRAME ARCH ARCHITECTURAL LONG LONGITUDINAL THE ENGINEER OF RECORD DOES NOT GUARANTEE IN ANY WAY THE THE SHOP DRAWINGS ARE INSPECTION IN ACCORDANCE WITH CBC 1704.2. G.) SEE NOTE 6-1 D FOR SILL AND ANCHOR BOLT SPECIFICATIONS. BLDG BUILDING LSL LONG SLOTTED HOLE CORRECT, NOR DOES IT INFER THAT THEY SUPERCEDE THE STRUCTURAL DRAWINGS. BLKG BLOCKING LVL LAMINATED VENEER LUMBER C.) MICRO -LAMS: MICRO -LAMS (LAMINATED VENEER LUMBER) SHALL HAVE FB = 3100 PSI AND H.) WALL FRAMING RECEIVING NAILING AT 3" ON CENTER OR LESS SHALL BE 3X NOMINAL U.N.O. BM BEAM MAX MAXIMUM H) WALL FINISH SYSTEMS SUCH AS STUCCO SHALL BE APPLIED OVER FOAM BASE OR OTHER FV = 285 PSI MIN., AND SHALL BE MANUFACTURED, APPROVED AND IDENTIFIED AS PER NER-481. PER PLANS AND DETAILS. BOTT (B) BOTTOM MB MACHINE BOLTS METHOD OF ADEQUATELY ALLOWING THE FINISH TO EXPAND AND CONTRACT WITHOUT BTF BEAT TO FIT MECH MECHANICAL CRACKING. THE OWNER OR CONTRACTOR SHALL BE RESPONSIBLE FOR ANY DEFECTS IN THE D.) SILL PLATES: SILL PLATES SHALL BE PRESSURE TREATED DOUGLAS FIR WITH 1/2" DIAMETER 6-6 CONNECTIONS: BTWN BETWEEN MFR MANUFACTURER FINISHES. ANCHOR BOLTS AND 3" X 3" X.229" PLATE WASHERS LOCATED AT V-0" O.C. MAX. WITH CB CARRIAGE BOLTS MIN MINIMUM ONE BOLT LOCATED V-0" MAXIMUM FROM EACH END OF EACH PIECE. RE -TREAT CUT ENDS A.) HOLES FOR THROUGH BOLTS SHALL BE DRILLED 1/16" OVERSIZE. CCJ CONTROL JOINT MISC. r; MISCELLANEOUS WHERE REQUIRED. CIP CAST -IN-PLACE CONCRETE MTL METAL 2. SITE WORK / FOUNDATIONS B.) ALL BOLTS, NUTS, AND LAG SCREWS SHALL BE PROVIDED WITH FLAT OR MALLEABLE CJ CONSTRUCTION JOINT (N) NEW E.) FRAMING LUMBER: ALL FRAMING LUMBER SHALL BE DOUGLAS FIR LARCH AS GRADED BY THE WASHERS WHERE BEARING AGAINST WOOD. CLR CLEAR NS "NEAR SIDE A) ASSUMED MAXIMUM SOIL BEARING = 1500 PSF PER CBC TABLE 1806.2 (NO SOILS REPORT W.W.P.A. OR W.C.L.I.B. AND SHALL HAVE A MOISTURE CONTENT LESS THAN 19%, U.N.O. CMU CONCRETE MASONRY UNITS NSA NELSON STUD ANCHOR PROVIDED). C.) ALL BOLTS AND LAG SCREWS SHALL BE TIGHTENED UPON INSTALLATION AND RE -TIGHTENED COL COLUMN NTS NOT,TO SCALE 1. STUDS SHALL BE STUD GRADE OR BETTER. BEFORE CLOSING IN OR AT COMPLETION OF JOB. CONC CONCRETE OC ON CENTER B) BUILDING SITE IS ASSUMED TO BE DRAINED AND FREE OF CLAY OR EXPANSIVE SOIL. ENGINEER 2. ALL POSTS SHALL BE DF -L #1 U.N.O. CONN CONNECTION OD OUTSIDE DIAMETER .R HAS NOT MADE A GEOTECHNICAL REVIEW OF SITE, ANY OTHER CONDITIONS ENCOUNTERED 3. 2X AND 3X RAFTERS SHALL BE DF -L #2 U.N.O. D.) LAG SCREWS SHALL BE SCREWED, NOT DRIVEN, INTO PLACE. CONSTR CONSTRUCTION OH OPPOSITE HID MUST BE BROUGHT TO THE ATTENTION OF THE ENGINEER. 4. 2X JOISTS SHALL BE DF -L #2 U.N.O. CONT CONTINUOUS OPNG OPENING 5. CONCEALED BEAMS SHALL BE DF -L #2. CONTR CONTRACTOR OVS OVERSIZE ROUND HOLE C) THESE CALCULATIONS ASSUME STABLE, UNDISTURBED SOILS AND LEVEL OR STEPPED FOOTINGS. 6. EXPOSED BEAMS SHALL BE DF -L #1 APPEARANCE GRADE FOHC (4X6 AND LARGER). 8, ROOF FRAMING CP COMPLETE PENETRATION PDF POWDER DRIVEN FASTENER ANY OTHER CONDITIONS SHOULD BE BROUGHT TO THE ATTENTION OF THE ENGINEER PRIOR TO 7. ALL BEAMS 6X AND LARGER SHALL BE FREE OF HEART CENTER. CTR CENTER PERP PERPENDICULAR THE CONSTRUCTION OF THE FOUNDATIONS. 8-1 PREFABRICATED ROOF TRUSSES: CTSK COUNTERSINK PL PLATE F.) NAILS: ALL NAILS SHALL BE COMMON U.N.O. WHERE EXPOSED TO WEATHER OR WITHIN 18" DBL DOUBLE PLWD PLYWOOD D) ALL FOOTINGS INCLUDING RETAINING WALL FOOTINGS, SPREAD FOOTINGS, WALL FOOTINGS, OF FOUNDATION, NAILS SHALL BE GALVANIZED. A) PREFABRICATED ROOF TRUSSES: PREFABRICATED ROOF TRUSSES SHALL BE DESIGNED BY THE DF DOUGLAS FIR PLCS PLACES AND GRADE BEAMS SHALL BEAR ON UNDISTURBED SOIL WITH A FOOTING DEPTH BELOW TRUSS FABRICATOR PER THE REQUIREMENTS OF THE ARCHITECTURAL AND STRUCTURAL DF -L DOUGLAS FIR - LARCH PP PARTIAL PENETRATION FROSTLINE (12" TO 24" AS PER LOCAL REQUIREMENTS). G.) BOLTS AND LAG SCREWS: BOLTS AND LAG SCREWS SHALL BE ASTM A-307 U.N.O. AND DRAWINGS AND CBC 2303.4. DIA DIAMETER PT PRESSURE TREATED PROVIDED NEW AND WITHOUT EXCESSIVE RUST. DJ DOUBLE JOIST P/C PRECAST CONCRETE E) BOTTOM OF ALL FOUNDATION TRENCHES SHALL BE CLEAN AND LEVEL. B) COMPLETE CALCULATIONS AND SHOP DRAWINGS INCLUDING LAYOUT, SIZE OF MEMBERS, AND EA EACH P/T POST -TENSIONED H.) ALL HARDWARE CALLED SHALL BE SIMPSON STRONG -TIE CO., OR ENGINEER APPROVED CONNECTION DETAILS, STAMPED AND SIGNED BY AN ENGINEER LICENSED IN THE STATE OF EF EACH FACE REINF REINFORCEMENT F) ALL FINISHED GRADE SHALL SLOPE ATA MINIMUM SLOPE OF 5% AWAY FROM ALL EQUIVALENT, INSTALLED PER MANUFACTURER'S RECOMMENDATIONS WITH ALL HOLES FILLED CALIFORNIA, SHALL BE REVIEWED BY THE ENGINEER OF RECORD PRIOR TO TRUSS FABRICATION. EL ELEVATION (DATUM) REQ'D REQUIRED FOUNDATIONS A MINIMUM OF 10 FEET HORIZONTAL. WITH RECOMMENDED FASTENERS. USP HARDWARE MAY BE USED IN LIEU OF SIMPSON ELEV ELEVATION (VIEW) OR ELEVATOR SC SLIP CRITICAL HARDWARE WITH WRITTEN APPROVAL FROM STRUCTURAL ENGINEER OF RECORD. ALL METAL C) TRUSS DESIGN LOADS: EN EDGE NAILING SEOR STRUCTURAL ENGINEER OF G) FOUNDATIONS SHALL NOT BE SCALED FROM PLAN OR DETAIL DRAWINGS. HANGERS, CONNECTORS, AND FASTENERS IN CONTACT WITH PRESSURE TREATED WOOD SHALL TOP CHORD LIVE LOAD: 20 PSF REDUCIBLE EQ EQUAL RECORD BE STAINLESS STEEL OR OTHERWISE CERTIFIED BY THE MANUFACTURER TO RESIST CORROSION TOP CHORD DEAD LOAD: 10 PSF ES EACH SIDE SHTG SHEATHING H) FILL MATERIAL SHALL BE FREE FROM DEBRIS, VEGETATION, AND OTHER FOREIGN SUBSTANCES. CAUSED BY THE SPECIFIC TREATMENT APPLIED TO THE WOOD AND/OR METALS. BOTTOM CHORD DEAD LOAD 8 PSF (E) EXISTING SIM SIMILAR TOTAL LOAD 38 PSF EXP EXPANSION SOG SLAB -ON -GRADE 1) USE 4" DIAMETER PERFORATED PIPE SUB -DRAIN BEHIND ALL RETAINING WALLS. SLOPE PIPE 6-2 GENERAL FRAMING: UPLIFT LOAD AS REQUIRED BY THE 2013 CBC EXT EXTERIOR STD STANDARD EW EACH WAY STIFF STIFFENER TO DRAIN TO DAYLIGHT. A.) MINIMUM NAILING: MINIMUM NAILING SHALL BE PER 2013 CBC TABLE 2304.9.1. D) TRUSS BRIDGING SHALL BE AS REQUIRED AND SPECIFIED BY THE TRUSS FABRICATOR. FF FINISH FLOOR STL STEEL J.) FOR FOOTINGS PLACED ON OR ADJACENT TO SLOPES, A GEOTECHNICAL ENGINEER MUST FIN FINISH SQ SQUARE APPROVE FOOTING PLACEMENTS IN VIOLATION OF FIGURE 1808.7.1 OF 2013 CBC. THIS B.) LARGER MEMBERS: ALL FRAMING MEMBERS SPECIFIED IN THESE CALCULATIONS ARE E) TRUSS MANUFACTURER SHALL OBTAIN ALL NECESSARY APPROVALS FROM THE PUBLIC AGENCIES FJ FLOOR JOIST SS STAINLESS STEEL ENGINEER SHALL NOT BE LIABLE FOR ANY FOUNDATION NOT IN STRICT CONFORMANCE TO MINIMUMS, LARGER MEMBERS MAY BE SUBSTITUTED AT CONTRACTORS OPTION. INVOLVED IN GOVERNING CONSTRUCTION. FLR FLOOR SWS SHEAR WALL SCHEDULE FNDN FOUNDATION SYM SYMMETRICAL SECTION 1808 OF THE 2013 CBC C.) SHRINKAGE: CARE SHALL BE TAKEN TO ALLOW FOR EFFECTS OF SHRINKAGE WHICH COULD F) TRUSSES SHALL BE DESIGNED FOR THE FOLLOWING MAXIMUM DEFLECTIONS UNDER DESIGN FOHC FREE OF HEART CENTER T&B TOP & BOTTOM CAUSE SETTLEMENT OF ROOF AND OR FLOORS AND COULD LEAD TO FAILURE OF ASSOCIATED LOADS LIVE LOAD DEFLECTION = L/360, TOTAL LOAD DEFLECTION = L/240 FOS FACE OF STUD TO(P) TOP OF (PLYWOOD) 3. CONCRETE / REINFORCING FRAMING MEMBERS. THE CONTRACTOR SHALL TAKE ALL MEASURES NECESSARY TO PROTECT FS FAR SIDE TOC TOP -OF -CONCRETE FRAMING FROM THE EFFECTS OF SHRINKAGE. FTG FOOTING TOF TOP -OF -FOOTING A) CONCRETE SHALL HAVE A MINIMUM 28 DAY STRENGTH OF 2,500 PSI U.N.O. GA GALV GAUGE GALVANIZED TOS TOW TOP -OF -STEEL TOP -OF -WALL D.) ALL STRUCTURAL FRAMING MEMBER WITH EXTERIOR EXPOSURE SHALL BE PRESSURE TREATED C) ALL CEMENT USED SHALL CONFORM TO ASTM C-150 AND SHALL BE TYPE" II OR OR BE OF MATERIAL THAT IS NATURALLY RESISTANCE TO DECAY. GLB HDG GLUE -LAM BEAM HOT DIPPED GALVANIZED TN TYP TOE NAIL TYPICAL TYPE III LOW ALKALI. 6-3 BEAM FRAMING: HDR HEADER UNO UNLESS NOTED OTHERWISE HGR HANGER (SIMPSON) VERT VERTICAL D) AGGREGATE SHALL CONFORM TO ASTM C-33 AND SHALL NOT CONTAIN MATERIALS WHICH ARE ALKALI REACTIVE AS DETERMINED BY ASTM C-227, 289, AND 295. IF TEST DATA IS A.) BUILT UP BEAMS: ALL BUILT UP, LAMINATED DOUBLE OR MULTIPLE 2X JOISTS AND BEAMS HORIZ HORIZONTAL WP WORKPOINT UNAVAILABLE IN REGARDS TO ALKALI REACTIVE MATERIALS, PROVIDE CEMENT WITH A SHALL BE NAILED TOGETHER WITH 16d NAILS AT 6" O.C., T&B U.N.O. ID INSIDE DIAMETER WWF WELDED WIRE FABRIC INT INTERIOR W/ WITH MAXIMUM ALKALI CONTENT LESS THAN 0.45% BY WEIGHT. B.) DOUBLE JOISTS: PROVIDE DOUBLE FLOOR JOISTS UNDER PARTITION WALLS RUNNING PARALLEL JST JOIST W/0 WITHOUT E) CONCRETE EXPOSED TO FREEZING OR THAWING SHALL BE PROTECTED IN ACCORDANCE TO THE TO JOIST SPAN AND UNDER ALL LOCATIONS WHERE TUBS MAY BE LOCATED. ADEQUATE JT JOINT LATEST EDITION OF THE ACI 318. SUPPORT SHALL BE PROVIDED FOR ALL OTHER EQUIPMENT OR FURNISHINGS WHICH MAY NOT BE SHOWN ON THE STRUCTURAL DRAWINGS INCLUDING BUT NOT LIMITED TO: HOT F) SLABS ON GRADE SHALL BE PER THE CONTRACTOR. SUMMIT STRUCTURAL DESIGN RECOMMENDS WATER HEATER, STOVE, REFRIGERATOR, OVEN, FIRE PLACE ENCLOSURES, WOOD BURNING THE FOLLOWING AS A MINIMUM SLAB -ON -GRADE: AT GARAGE SLABS, USE 4" THICK S.O.G. STOVE, ETCETERA. WITH #3 BARS AT 15" O.C. EACH WAY ABOVE MID -DEPTH OF SLAB OVER 2" SAND, OVER MOISTURE BARRIER, OVER 4" AGGREGATE BASE. USE 3-1/2" SLAB WITH #3 AT 15" E.W. ABOVE C.) BLOCKING: PROVIDE SOLID BLOCKING IN JOIST FRAMING ABOVE ALL SUPPORTS MID -DEPTH OF SLAB, OR 6X6 WWF ABOVE MID -DEPTH OF SLAB WITH SAME SUB -SLAB BUILDUP 2 AT ALL OTHER AREAS. r = ' r4,IT `— __ G) SAW -CUT TOP 3/4" OF SLAB FOR CRACK CONTROL AT INTERVALS NOT TO EXCEED 10'-0" WHERE SLAB IS REINFORCED, SAW CUT AT INTERVALS NOT TO EXCEED 7'-0" WHERE SLAB IS ,.., ky R pyy/yr,� UN-REINFORCED. . OFESSIOK. N9l "-�No. 755 Dl - E a. 6/ 0/16 Sp CIV1� q�FOF CAO 10/07/15 THESE PLANS HAVE BEEN REVIEWED FOR COMPLIANCE ONLY WITH THE ATTACHED STRUCTURAL CALCULATIONS 41 �� rt 383 Rio Lindo Ave. Suite 200 Chico, CA 95926 P. 530.592.4407 SummitChico.com Q U LLJ O G LLJ O � I W Q ., U rL Z W >- 0 V)LU = N D W U D (DO O � 0O O7 DC ry, W J Q LZ N REVISIONS: DATE: 10/07/15 SCALE: NTS DRAWN BY: RKB JOB NUMBER: 15-310 SHEET: SIN