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HomeMy WebLinkAboutB16-1110 039-610-005{ 1 }} Pari:, -1 ncloaGd in the ;. Assessor' s envelope are the -Following items: — Residential Construction Req. QC Title 24 Energy Calculations �( Engineered Truss:details . Structural calculations Re ort, Scils Investigation .p ,.• r. _ _ CDF/Ca Eire CBC. 7A•Information. . Flood > :evation:Certificate/FGood. piain.Declaretica , T d�xif' Special Inspection Sheet r " €3CC�w+ryC Rule 207 Form; . ¢ i _ Slope Setback attachment r; (Il4z�.noe_ /ikic�G/S !i' r ! • ,�, iii v . T t-, Olaf . f kM' • r. t Y t � n • x } IN , 5)f. { f 3 f ! rrt^ ` • 17: ' Y {•_ 1 { r / + f'� F . J -ter 383 Rio Lindo Ave, Chico, CA 95926 p. (530) 592-4407 www.summitchico.com Structural d.alculationsu For: Client: Kevin Avila . Project_, Avila Shop Conversion Address: ,1.1967 Meridian Road, Chico, CA • BUTTE COU Ty QEIOFESS� NEDya�i� JUL 212016 �c� Z DEVELOPMENT C7 88 m SERVICES EXP. odd Oita. d I l D CIVIL ��� PERMIT # g OF CALIFO� 11111 BUTTE CO - L f SERICES b REVIEWED FOR CODE COMPLIANCE DATE Z `��l �j BY L! LT Note: Summit Structural Design (SSD) is not responsible e 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 SSU. 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. Summit Structural Des! In PROJECT:Shop Conversion STRUCTURAL NOTES 1. GENERAL A) ALL WORK SHALL CONFORM TO THE 2013 CBC 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 BE 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 REPRESENT THE 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) IF A PARTICULAR FEATURE OF 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 C014DITIONS NOTED AS EXISTING MUST BE FIELD VERIFIED BY THE 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, G) SPECIAL INSPECTION: SPECIAL INSPECTION PER SECTION 1701 OF THE CBC SHALL BE PROVIDED FOR THE FOLLOWING TYPES OF CONSTRUCTION: EPDXY/MECHANICAL CONCRETE ANCHORS (IF APPLICABLE) THE SPECIAL INSPECTOR SHALL BE ACCEPTABLE TO THE STRUCTURAL ENGINEER AND BUILDING DEPARTMENT, SHALL 13E ICBO QUALIFIED, AND THEIR EXPERIENCE SHALL BE COMMENSURATE WITH THIS TYPE OF PROJECT, 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. C) THESE CALCULATIONS ASSUME STABLE, UNDISTURBED SOILS AND LEVEL OR STEPPED FOOTINGS. ANY OTHER CONDITIONS SHOULD BE 13ROUGHT TO THE ATTENTION OF THE ENGINEER PRIOR TO THE CONSTRUCTION OF THE 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%. I) USE 4" DIAMETER PERFORATED PIPE SUB -DRAIN BEHIND ALL RETAINING WALLS. SLOPE PIPE TO DRAIN TO DAYLIGHT. 1) FOR FOOTINGS PLACED ON OR ADJACENT TO SLOPES, A GEOTECHNICAL ENGINEER MUST APPROVE 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 OF THE 2013 CBC. K) WHERE LOADING TO EXISTING FOUNDATIONS IS NOT SUBSTANTIALLY INCREASED OR MODIFIED, NO DESIGN RECOMMENDATIONS HAVE BEEN MADE FOR THE SUITABILITY OF THE EXISTING FOUNDATIONS. ONLY THOSE FOUNDATIONS WHERE LOADS HAVE BEEN ADDED BY A SECOND STORY HAVE BEEN INCLUDED IN THE DESIGN, THE OWNER SHALL BE ADVISED THAT EXISTING FOUNDATIONS MAY NOT BE STRUCTURALLY ADEQUATE AND SETTLEMENT, CRACKING, AND OTHER PROBLEMS ASSOCIATED WITH EXISTING FOUNDATIONS ARE BEYOND THE SCOPE OF THIS DESIGN. IF REVIEW OF THE EXISTING FOUNDATIONS IS REQUIRED, A GEOTECHNICAL ENGINEER SHOULD BE CONTACTED TO DETERMINE THE EXTENT AND ADEQUACY OF THE EXISTING, UN -MODIFIED PORTIONS 01: THE FOUNDATIONS AND UNDERLYING SOILS, Summit Structural Design PROJECT:Shop Conversion I 4. CONCRETE / REINFORCING A) CONCRETE SHALL.HAVE A MINIMUM 28 DAY STRENGTH OF 2,500 PSI U.N.O. C) ALL CEMENT USED SHALT_ CONFORM TO ASTM C-150 AND SHALL BE TYPE 1II OR TYPE III LOW ALKALI, D) AGGREGATE SHALL CONFORM TO ASTM C-33 AND SHALL NOT CONTAIN MATERIALS THAT ARE ALKALI REACTIVE AS DETERMINED BY ASTM 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 N3 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 U3 AT 15" E.W. ABOVE MID -DEPTH OF SLAB, OR 6X6 WWF ABOVE MID -DEPTH OF SLAB WITH SAME SUB -SLAB BUILDUP AT ALL OTHER AREAS. G) SAW -CUT TOP W) 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. I) REINFORCEMENT COVER SHALL BE AS FOLLOWS: CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO SOIL: 3" CONCRETE WITH SOIL OR WEATHER EXPOSURE: US BARS AND SMALLER: 1 %" #6 BARS AND LARGER: 2" CONCRETE WITHOUT 5011. OR WEATHER EXPOSURE: %" 1) 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) P5 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. 5. MASONRY A) CEMENT MASONRY UNITS SHALL CONFORM TO ASTM C90, AND SHALL BE SINGLE OR DOUBLE OPEN END BOND BEAM UNITS. B) PM MIN SHALL BE 1,500 PSI WITH COMPLIANCE VERIFIED AS REQUIRED PER CBC SECTION 2105.3. A CERTIFICATE Of: COMPLIANCE VERIFYING TESTING AND ACCEPTANCE PER ASTM C 140 FOR THE CMU BLOCK SHALL BE PROVIDED FOR INSPECTION AND REVIEW PRIOR TO PLACING THE MASONRY. C) EACH CELL SHALL BE COMPLETELY FILLED WITH GROUT CONFORMING TO ASTM C476 TYPE S WITH A MINIMUM STRENGTH OF 2,000 PSI. D) MAXIMUM BED JOIST THICKNESS= 5/8- E) LAP REINFORCING THE GREATER OF 60 BAR DIAMETERS OR 2'-0". F) LOCATE ANCHOR BOLTS WITHIN 2" OF THE CENTER OF A CELL. 6. FRAMING/LUMEIER 6-1 MATERIALS: A•) SHEATHING: I. ROOF SHEATHING: %" 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,0• BY PANEL MANUFACTURER. 2. FLOOR SHEATHING: Y4" 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 PANEL EDGES U.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 T.0 PREVENT DECAY. GLUED LAMINATED FABRICATION SHALL BE PERFORMED IN AN APPROVED FABRICATOR'S SHOP IN ACCORDANCE WITH CBC 2303.1.3, AITC A190.1 AND ASTM D 3737. BEAM INSPECTION CERTIFICATES SHALL BE SUBMITTED TO THE FIELD INSPECTOR PRIOR TO COMPLETION OF FRAME INSPECTION IN ACCORDANCE WITH CE3C '1704.2. C•) MICRO -LAMS: MICRO -LAMS (LAMINATED VENEER LUMBER) SHALL HAVE FB = 3100 PSI & FV = 285 PSI MIN., ANI) SHALL BE MANUFACTURED, APPROVED AND IDENTIFIED AS PER NER-481 Summit Structural Design PROJECT:Sho) Conversion 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 1'-0" MAXIMUM FROM EACH END OF EACH PIECE, AT SHEAR WALL LOCATIONS, SILLS SHALL BE 3X MATERIAL UNO 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.I.B. AND SHALL HAVE A MOISTURE CONTENT LESS THAN 19%, U.N.O. I. 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 N2 U.N.O. 5. CONCEALED BEAMS SHALL BE DF -L #2 6. EXPOSED BEAMS SHALL BE DF -L Itl APPEARANCE GRADE FREE OF HEART CENTERS (4X6 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. 6-2 GENERAL FRAMING A.) MINIMUM NAILING: MINIMUM NAILING SHALL BE PER 2013 CBC TABLE 2304.9,1. B.) LARGER MEMBERS: ALL FRAMING MEMBERS SPECIFIED IN THESE CALCULATIONS ARE MINIMUMS; LARGER MEMBERS MAY BE SUBSTITUTED AT CONTRACTOR'S OPTION. C.) SHRINKAGE: CARE SHALL BE TAKEN 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 SHALL TAKE 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.O. B.) DOUBLE JOISTS: PROVIDE DOUBLE FLOOR JOISTS UNDER PARTITION WALLS RUNNING PARALLEL TO JOIST SPAN AND UNDER ALL LOCATIONS WHERE TUBS MAY BE LOCATED. SHOWN ON THE STRUCTURAL DRAWINGS INCLUDING BUT NOT LIMITEDADEQUATE SUPPORT SHALL BE PROVIDED FOR ALL OTHER EQUIPMENT OR FURNISHINGS WHICH MAY NOT BE: 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'fHE FOUNDATION BY VERTICAL GRAIN ONLY, U.N.O. 6-5 WALL FRAMING A•) DOUBLE TOP PLATE SPLICES: SPLICES AND 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 (12) 16d SINKERS EACH SIDE OF EACH SPLICE U,1\1.0. WHERE SPLICE IS INTERRUPTED, USE ST6224 STRAP U.N.O. B.) FIRE BLOCKS: FIRE BLOCK STUD WALLS AT MID -HEIGHT WHERE STUD LENGTH EXCEEDS 10'-0". C•) MIS -PLACED ANCHOR BOLTS: WHERE ANCHOR BOLTS HAVE BEEN INCORRECTLY PLACED, USE HILTI QWIK-BOLT II Of: SAME DIAMETER WITH EM13EDMENT 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. Summit Structural DesignGI PROJECT:Shop Conversion 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 SILT_ AND ANCHOR BOLT SPECIFICATIONS. G•) WALL FRAMING RECEIVING NAILING AT 3" O.C. OR LESS SHALL BE 3X NOMINAL UNO 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. 7. STEEL 7.1 STRUCTURAL STEEL A.) STRUCTURAL STEEL: ROLLED STEEL SHAPES, PLATES, AND BARS SHALL CONFORM TO ASTM A-36. WIDE FLANGE SHAPES SHALL CONFORM TO ASTM A-992, B.) STRUCTURAL TUBES: STRUCTURAL TUBES SHALL CONFORM TO ASTM A-500 GRADE B. C.) ALL WELDING SHALL BE ELECTRIC ARC WELDING; AND SHALL BE PERFORMED ONLY BY EXPERIENCED, QUALIFIED WELDERS. ELECTRODES SHALL BE E60 XX FOR METAL DECK AND E70 XX OTHERWISE, UNLESS SPECIFICALLY NOTED OTHERWISE, WELDING SHALL CONFORM TO AWS D1.1. D.) UNSPECIFIED WELDS: WELDS NOT SPECIFIED SHALL BE CONTINUOUS FILLET WELDS. WELD SIZE SHALL BE PER AISC SPECIFICATIONS FOR THE THICKER PART OF THE JOINT. E•) ALL STEEL SHALL BE SHOP PAINTED, UNLESS ENCASED IN CONCRETE, GROUTED MASONRY, OR SPRAYED FIREPROOFING, UNLESS SPECIFICALLY NOTED ON THE DRAWINGS. F.) BOLTS AND LAG SCREWS: BOLTS AND LAG SCREWS SHALL BE ASTM A-307 U.N.O. AND PROVIDED NEW AND WITHOUT EXCESSIVE RUST. 8-1 PREFABRICATED ROOF TRUSSES: A) PREFABRICATED ROOF TRUSSES: PREFABRICATED ROOF TRUSSES SHALL BE DESIGNED BY THE TRUSS FABRICATOR PER 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. C) TRUSS DESIGN LOADS: TOP CHORD LIVE LOAD 20 PSF REDUCIBLE TOP CHORD DEAD LOAD 8 PSF BOTTOM CHORD DEAD LOAD 8 PSF TOTAL LOAD 36 PSF UPLIFT LOAD AS REQUIRED BY THE2013 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 9. DESIGN LOADS A) ALL DESIGN LOADS ARE PER CBC CHAPTER 16, DIVISIONS I, 11, III, AND IV U.N,O. B) ROOF LIVE LOAD: 20 PSF REDUCIBLE C) SEISMIC ZONE: D D) WIND SPEED: 110 MPH EXP C r Summit Structural Design Project: Shop Conversion Engineer: RKB Design of : Gravity Loads Roof Slope= 6 to 12 Roof Dead Load Ply 1.5 psf Roofing i 2.0 psf Framing 5.5 psf : Gyp 2.2 psf Insul 1.0 psf Misc. 3.1 psf Total (sloped) 15.3 psf Total (horiz) 16.0 psf Roof Live Load Roof Live Load 20.0 psf Wall Dead Load Siding (exterior) 3/8 Ply. 10.5 psf 1.8 psf 2x. Framing 2.2 psf Gyp• 2.2 psf ` Insul' 1.3 psf Total 18.0 psf " Wall Dead Load (interior) 2x4 Framing @ 16" o.c. 1.6 psf Gyp. 2 sides 4.4 psf Total 6.0 psf L f\ r il,� . u PITCH < < X v" g q 1) (E) ROOF COVERING 15 METAL ROOFING. 2) ROOF PITCH 15 (0:12, TYPICAL. 5) ROOF OVERHANG 15 B'V AT OVERHANG 4 22-4" AT GABLE END5. '4) ROOF FRAMING 15 (E) TRU55E5 AT 24" c/r- 1.252 SOFT OF ATTIC DIVIDED BY 150 9l2 1 SOFT OF REQUIRED NET FREE VENTILATION AREA (NPVA) ---------- T -------------------- - -------------- R EG TA N4iL F..AA B LE. E Np.ypNg 5. SOFT - (2) 30"X307 GABLE ENO VENT (5 q C, 50 IN. EACH). 2-150 SOFT BY BUILDERS EPI27E OR EO. 5.50 SOFT OF UPPER NFVA ------------------ — --------------- -------------- ------------ RE4TANOPLAR-F^y 445 qnFT - (1.%) s I ... .... Surnmit Structural Design g Project: Shop Conversion .Engineer: RKB f _ Design of : Seismic Mass and Seismic Load Development Area (ft') Weight (lbs) Roof 1666 26719 Roof Snow (20%) 0 0 Height (ft) Length (ft) Weight (lbs) Walls(ext) 10 144 12960 Walls(int) 10 130 3900 Tota/ 43579 Roof Area (ft2) Floor Area (ft2) Ultimate Working Stress 1666 0 3616 2583 Roof Trib Line Shear (lbs) Shear (lbs) Wall Line Area (ft2) Working Stress rho Total 1 s 833 1291 _ 1.00 1291 2. 833 1291 1,00, 1291 A 833 1291 1.00 1291 B 833 1291 1.00 1291 ws., 5 A te, Sol IN 6 IIIW HIM• misfit, I v NO, IRA' U1, > -E)'8 rth,'feet! -a300 meters! 100 4 ol- fit. ' r A4 US GS Design Maps Summary Report User -Specified) Input Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data avallable, in 2008.1 Site Coordinates 39,740N, 121.92°W Sitia Soil Classification Site Class D - "Stiff Soil', Risk Category I/II/III }t}i° • r 4°i,, . a • i '" kI I I*tater w+: �' : r � .. 1c4 r� �a a{E -6 t • ` I 4t+,i-Ih r:a , E A." 1 Ji.;':. i• - t :. 1c >,� rhe ° l t t r Ur{lalff� USGS-Provided Output Ss = 0,621 g SMs = 0.809 g SDs = 0.539 g SI = 0.279 g SMI = 0.514 g SDI = 0.342 g For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP°' building code reference document. 0.90 0.91 0.54 0.72 0.48 0. r, 3 0.42-- 0.54 .42U'54 0.3G M 0.45 0.30 0.3G 0.24 0.27 0.18 `�•.._` 0.18 0.12 0.09 0. or, 0.00 0.00 0.00 0.;!0 0.40 O.GO 0.80 1.00 1.20 1.40 1.GO 1.80 2.00 0.00 0.20 0,40 O,GO 0.80 1.00 1.20 1.40 1.60 1.80 2.00 Period, T (sec) Period, T (sec) Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool 15 not a substitute for technical subject -matter knowledge. NICER Response Spectrum Design Response Spectrum Summit Structural Design Project: Shop Conversion Engineer: RKB Design of :-Seismic Loi1d Development (ASCE 7-10) Seismic Design Category p Ss 0.621 Mapped 0.2 sec spectral response Occupancy 2 S1 0.279 Mapped 1 sec.spectral response 1 Site Class [D'. In accordance with Ch 20. .I TL 16 SMS 0.81 Max Considered EQ SMI 0.51 Max Considered EQ SDS 0.539 Design Spectral Response (0,2 Sec) SD1 0.343 Design Spectral Response (1.0 Sec) System Light Framed Shear Walls R 6:5 Omega 3 Cd 4 Ht Limit 65 Cs 0.08 12.8-2 Max Cs 0.47 Min Cs 0.02 (.01 outside of SJ) Ct 0.02 x 0.75 Ta 0.11 Cu 1.4 Max T 0.16 No limit for drift Use T 0.11 Alt Ss 0.621 V= 0.083 *W Height to Roof (hn)= 10 ft V= 3.6 k Vert Dist Exp. (k) 1 Level Story Ht. ft hi (ft) wi (kips) (wi*hi) (kip -ft) Cvx Veq (kips) 5 VEQ (kips) �Diaph. (kip ROOF 10 10 44 436 1.00 3.6 4 � 5 43,6 436 Summit Structural Design Project: Shop Conversion Engineer: RKB Design of: MWFRS-Envelope Procedure (ASCE 7-1n Sprtinn 7R Al ^� Conditions: 1. Simple Diaphragm -- CASE B (USE 0=0* 2. Low-rise _-- .'' 3. Enclosed 4. Regular Shaped 5. Not Flexible �� / •� 6. Not Subject to: a) across wind loading b) vortex shedding `, )::%' - -;.• c) instability (gallup/flutter) d) channeling effect e) buffeting (upwind obstructions) - ...+�\, ,���a '" -' 7. Approx. S metrical Cross Section Flat, •�, �-' j, Gable, � abl , or Hip Roof 5 45° i,, �� .-_ ,bc, 8. Exempt From Torsional Load Cases '" '' Indicated in Note 5 of Fig. 28.4 1, or �, `! ,•'" the Torsional Load Cases do not: LAS A g Control the Design: CASE r:3�`�'ci '' `�`(A� r ~� (1) story and h530 Ft, or (2) story max and light framed or (2) story max and flex. diaphragm L= 44 Long. Bldg. Dim. (ft) 2at= 6.0 ft. M T= 28 Transv. Bldg. Dim. (ft) 2aT= 6.0 ft. V= 110 Basic Wind Speed (110 or 115 mph) LCF= 0.60 Load Combination Factor A= 1.21 Adjustment Factor K:t= 1.00 Topographic Factor Adjustment Factor for Bldg Height <ind h= 13 Mean Roof Height (ft) 'Exposure, A 0= 25 Closest Roof Angle Mean Roof Exposure (50,100,150,20°,25°,or 30°) Ht. (ft) B C D MWFRS �Nind Loads (psf), ps=LCF*N*Kzt*ps30 15 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. 9.6 25 1.00 1.351.G1 B-110 _11 C-0 9.2 2.8 4.8 12. 30 1.00 1.40 1.R7- D-110 9.6 2.9 4.8 35 1.05 1.45 1.70 _1.:4- E-110 -16.8 -7.8 -14.445 40 1.091.49 1.12 1.53 1J'8^_ F-110 G-110 -9.5 -11.6 -10.6 -5.6 50 1.16 1.56 1,81 H-110 -7.3 -12.3 - .5 55 10 1.19 1.59 1.f34 F 1.22 1.62 1.f37_ 1. Summit Structural Design Project: Shop Conversion Engineer: RKB Design of: C+C-Envelope Procedure ASCE 7-10, Section 30.5) Conditions: _ 1. Mean Roof Height s 60 ft. _ a% 2. Enclosed -- �1 ° C 0, 3. Regular Shaped 0.), (D 4. Not Subject to: a) across wind loading A HIP ROOF Hlr' r?C1OF (?5'< 0-1.2 7 j b) vortex shedding - ,: c) instability (gallup/flutter) d) channeling effect e) buffeting (upwind obstructions)__ (j r 5. Flat Roof or Gable Roof s 45°, or Hip Roof s 270 Adjustment Factor for Bldg ` Height and Exposure, A - can Exposure Roof Hl. !LLAI* NOOF and GAC:3LE ROOF C7': o <wl5 c.�at"L " Q°F "l� ft B C D L= 44 Long. Bldg. Dim. (ft) 15 1.00 1.21 20 1.00 -7-2-9-1.55 1.47 T= 28 Transv. Bldg, Dim. (ft) a (ft) = 3.0 25 1.00 1.35 _ _ 1 61 V= 110 Basic Wind Speed (110 or 115 mph) _ 30 1.00 1.40 _ 1.66 LCF= 0.6 Load Combination Factor 35 1.05_ 1.45 _ 1.70 A= 1.21 Adjustment Factor 40 1.09 1.49 1.74 KZt= 1 Topographic Factor 45 1.12 1.53 1.78 h= 13 Mean Roof Height (ft) 50 1.16 1.56 181 RAN= 2 Roof Angle Number (1=0°-7° 2=8°-27° 55 1.19 1.59 _ 1. 84 3=28°-45°) 60 1 1.22 1 1.62 C+C Wind Loads (psf), Pnet=LCF*A*K,t*Pnet30 - Loc. Tone EWA pnet Ovhg. ft 2 EWA -� pnet + _ _ Loc. Zone (ft + _ 1 0 11. -4.4 1'1.6 -14. 4 5. - Ti 1 50 11.6 -13.5M29.5 20 X5.1 4 50 14.2 - G.4 -1 5.5 1 2 100 111.6 -13.14 100 13.4 _ -1 4.8 0 2 10 11.6 -25.2 - 20 .6 -2 .2 � 4 500 11.8 5 1 -1:x.1 - 50 1�:6 _ 0:5 --1j5-7 5.8 0.1 -21.1 _ 2 310 TU 5 --- 29.5 11.6 -37.2 -49.6 4.2 5 100 13.4 - T8 -1fi.4 3 3 20 11.6 -34.8 -44.7 -6---3T-6--:T8 -3 5 500 11.8 50 -- 3 0 1.6 -29.2 -33.5 Summit Structural Design Project: Shop Conversion Engineer: RKB Design of: Wind Loads A B C p End Zone End Zone Int. Zone Int, Zone Line Min. Net Wall Line Wall Area Roof Area Wall Area Roof Area Shear (Ibs) Shear(Ibs) Control 1 43 80 1763 1181 1763 2 43 80 1763 1181 1763 A 28 60 70 114' 1036 1776 1776• B 28 60 70 114 1036 1776 ,1776 t t r Y I « . - s Summit Structural Design Project. Shop Conversion Engineer: RKB Design of : Lateral Force Summary Wind Seismic ' Wall Line Shear (Ibs) Shear (Ibs) Control 1 176:3. 1291 Wind 2 1763 1291 Wind A ' 1776 1291 Wind B 1776 1291 Wirid Summit Structural Design Project: Shop Conversion Engineer: RKB Design of: Shear Walls Panel Thickness 3/8 Panel Orientation Short Dimension Across Studs T., Nail Type 18d Anchor Bold Diam. 1/2 Stud Spacing 16 in o.c. Spec Grav Of Framing 0.5 Fnd Sill Plate Grade 1 DF -L .. AB in 2X Sill 620 lbs AB in 3X Sill 730 lbs Sill Plate/Rim Anchorage Nail Embed Index # Nail Length (in) Diann. (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 2.00 1.6 544 6 A35 1.6 695 7 A34 1.6, 515 Shear Wall SW Plate Fastening SW Rim Fastening (No Ply E.N.) Edge Nall (in) Load (lbs) Fastener # Spacing Fastener N Spacing 6 260 1 7.6 inches 6 32.1 inches 44 350 1 5.7 inches 6 23.8 inches 4, Note 1 380 1 5.2 Inches 6 21.9 inches 3, Note 1 490 1 4.0 inches 6 17.0 inches 2, Note 1 640 1 3:1 inches 6 13.0 inches 44, Note 1 760 3 4.1 inches 6 11.0 inches 33, Note 1 980 3 3.2 inches 6 8.5 inches 22, Note 1 1280 3 2.4 inches 6 6.5 Inches 1. Use 3X framing at adjacent panel edges and stagger nailing AB Spacing (ft) 2X Sill 3X Sill 3.82 4.49 2.83 3.34 1.31. 3.07 1.01. 2.38 NG 1.83 NG 1.54 NG 1.19 NG 0.91. N Summit Structural Design Project: Shop Conversion Engineer: RKB 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) (plf) (In) (ft) (ft) Factor (Ib/ft) (ft) (ft -Ib) (ft -Ib) (lb) I -w 1763 9.00 196 6" 4.00 4.00 1.00 350 10 7835 2800 _ 1539 1 -eq 1291 9.00 143 6" 4.00 4.00 0.80 350 10 5740 2800 1015 2-w 1763 8.00 220 6" 8.00 8.00 1.00 350 10 17629 11200 1364 2 -eq 1291 8.00 161 6" 8.00 8.00 1.00 350 10 12914 11200 774 A -w 1776 12.00 148 6" 4.00 4.00 1.00 ISO 10 5920 1200 1300 A -eq 1291 12.00 108 6" 4.00 4.00 0.80 150 10 4305 1200 896 B -w 1776 12.00 148 6" 4.00 4.00 1.00 ISO 10 5920 1200 1300 6 -eq 1291 12.00 108 6" 4.00 4.00 0.80 ISO 10 4305 1200 896 1� Summit Structural Design Project: Shop Conversion Engineer: RKB Design of : Lateral Dregs Wall Line Lateral Load (lbs) Overall Length (ft) Shear per Foot (plf) Length to be dragged (ft) Drag Load (lbs) Drag Type if applicable 1-W 1763 44.0 40.1 16.0 641 A 1 -eq 1291 44.0 29.4 16.0 470 A 2-w 1763 44.0 40.1 18.0 721 A 2 -eq 1291 44.0 29.4 18.0 528 A A -w 1776 28.0 63.4 7:0 444 A A -eq 1291 28,0 .46.1 7.0 323 A B -w 1776 28.0 63.4 7.0 444 A B -eq 1291 28.0 46.1 7.0 323 A . - Summit structural Design Project: Shop Conversion Engineer: RKB Design of: Foundations Allowable Soil Bearing: 1500 psf ' Concrete Compressive Strength: 2500 psi Concrete Stern Wall (Non -Retaining): 6" wide with (1) #4 continuous at top and bottom of wall and 44 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 I Sq. 12 (1) #4 1.5 - = 4 F1.5 . 1'-6" Sq. 12 (2) #4 . 3.375 - F2 2'-0" Sq. 12 (3) #4 6 • F2,5 2'-6" Sq. 12 (4) #4 ' 9.3.75 ' F3 31-011 Sq. _ 12 (4) #4 13.5 F3.5 3'-6" Sq. 12 (5) #4 18.375 ' F4 4.'-0" Sq: 12 (5) #4 24 F4.5 4'-6" Sq. 12 (6) #4 30.375 ' F5 5'-0" Sq. 12 (7) #4 37,5 F,5.5 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 Note: Bottom of,each footing shall be at least 12" below finished grade or as per local requirements. • y COMPANY PROJECT ` t Summit Structural Design O O d n O r k ^"D May 14, 2016 15:57 SOP7We4c FOR' WOOD ni�sron Typical Slud Design Check Calculation Sheet Loads:. woodWorks sizer 10.1 Lead Type Dl at.r i but T7 Pat- l:oca tion' If tJ Magnitude Unit - Load? Ceni Start End Start - End _ Dead Ax al UDL (F.cc. m 0.0 ) 3 0 iroad2 Wind C&C Axial UUL Pl- Load, (Eac.. 0.00") 730 PH I. Rao. consr.r. Axial UDL (Ecc. -'0.09"I 306 Load4 hind C&C F1tli: Area p.lf Self -wet qla. Lead - 26.67 i8.0)• fist Axial UDI, lit I( Lateral Reactions (lbs): ro 0 ---7 un factored: Lead--...-_-- tV.i,nd 86 Roof Live , F'aetiored; Nti R 5i Lumber Stud, D.Fir-L, Stud, 2x4 0-112"x3.112") Support: Lumber Stud Bottom plate, D.Fir-L Stud; Bearing length = stud thickness Specl length: Pinned base: Load face = width(b); Ke x Lb: 1.0 x 0.0 = 0.0 (ttl; Ke if Ld: 1.0 x 9.63 = 9.63 (d at al; Lateralasuppon: op SLb, bottom = Lb; Repetltive factor: applied where pnrmilled (rater to online help); Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2012: Criterion h. "alvais value Desi n Value Analsls/Desi' n Shear fv = IS fv Fv'. _ aencll rq 1 •) fh " 484 cv 208 •0 Fb• - 1477 fh/Fb' - 0.74 Axial fc w 94- Fc' - 361 fc/Fc' - 0.27 Ax"I Beyr•tn.q fc = 99 Fc, - 1426 fc/Fc• 0.07 . Supper: dearim fcp = 99 rep 781 fcp/Fcp - 0.1'3 Lombir,etl :ax:a comp:es5i.on s de load bendlnai Eq.3.9-3 0.4; ' Dead De fl'n negligible Live Defl'n 0.19 L/600 0.32 L/360 Total 211f!"I uu^.15 = L/L/240 660 0.48 = ll.60 ` Additional Data: -- FACTORS: F/E(pti;)CO- CM Ct CL/CP CF Cfu Cr Cfrt Ci LCo - Fv' �180 1.60 1;00 1.00 ' FI)'+ 100 1.60 1.00 1,00 '1.000 1.1.00 1 00 1• 1.00 1.00 4 FC' 850 1.60 1.00 1.00 '0.253 1.050 _ 15 ]..00 1.00 4 Fc'cc:mit 850 1.60 - _ - 1.00 1.00 3 0.253 - - _ _ 5 - °' •..4 n�iSion 1.00 1 0o - 1.00 I 00 4 Emi n' tt, 5% ml 11 ioil 1.00 .1 .00 - - - 1.00 1.00 4 •' 350 1.60 1.00 .1.00 1.050 ' Fcp Sul; Q5 1.00 1.00 - _ - 1.00 1.00 3 _ CRITICAL LOAD COMBINATIONS: - 1 .00 1.00 .3 .. 6bearix: )14 v .61)..614, V - 51, V design 51 lb.' F,iendlnq l+'i: LC 114 -� .61)+.614, M = 129 lbs - f.[ ' De f 1. act eon: L1: 114 - .6D+.42.07 (I.I ve) LC p4 .6ll-.42{v (total) Ar.l.al I.0 )i3 0--751 Li -.6W), P 517 Lbs ComhinLd LC 115 D- 6w; G- .fc/FeE) = 0.86 - Stipp ort LC fi3 D••75(I,r..6411; R - 517 lbs, Cap 4 4101, Lb 1.50", Cb = .1.25 U=dead L=l eva: S=snow W-wintl ]-impact Lr=roof live Lc-concentr@Led E=earthqual:e LC'^,.are listed in the Analysis output Load combinations: ASCE 7-10 / IDC 2012 ? CALCULATIONS: Doflectioa: EL 8006 lb-in2- . ve" :ief.lectimt = Deflection fro:n all non-doad loads (live, wince, snow...) r Tota! ,%e f'l act io;;-i.501Dead Load Deflection) a Live Load Deflection. Design Notes: _ I. Wood Works analysis and design are in accordance with the ICC International Building Code (18C 2012), the National Design Specification (Nos 2012), and NDS Design Supplement. 2. Please verity that the dolault deflection limits are appropriate for your application. 3, FIRE RAPING: Joists, wall studs, and multiply members are not rated for fire endurance. ~ I Cil 2 I . iWoodWorkse y 50171VARf FOR IVOOa DFSjCN Design Check Loads: Woodwor Load Type Distribi-Pat- Location Ift) Magni 1:oad i- tern SCart End Start 0cad X-13 - (Ecc. 0.00") 1630 Load, :iird C&C Axial IEcc. 0.00") l630 Lonri3 !wof conscr. Axial lF,cc. 0.00") 1530 I,oad4 Win(! C&C Full Area se,f-we is+?s:'i be. !lead � 25.83 Axia: OU Lateral Reactions (lbs): a1 0' Unfaetored: Dead t4ind- 622 - Roc` !Ave Factored: I, - R 373 Lumber n -ply, D.Fir-L, Stu! Support: Non -wood; Beari Pinned baso; Load face = width(b); Built-up fastener: nails; Ke x Lb:'1.0 x 0.00 .0 [fl]; TotalKe x len9! permitted (refer WARNING: 5 -ply buil!-up Columns are not recommended. Refer to Design Note below. Analysis vs. Allowable Stress (psi) arid Deflection (in) using NDS 2D12: G•i. c1F (-iort Anal sis Value Desig7bending) l ,vv " 21 FVsVI Desi 0 Ben(iiny( fb =' 7 Fv' a 0.0Axia) fc id6, Fb' /Fb' - 0.50 Aa"sal 9,.,aricq fa 136 Fc/Fc' - 0,38 C(ax:a Com Fl/Fc• a 0.10 il.ad Oe;; n pression + s de loe.9-3 0,76 nery_iyible LiveDafl'r, 0.2F 1./413 0.32 L/360 Total Defi'n 0.28 L/413 0.40 - 0'07 _ L/240 0.5f Additional Data: COMPANY LC if 1.60 1.00 1.00 - Summit Structural Design PROJECT 4 May 14, 2016 16:01 3 _ , 0.'253 •' ' M. l 1 i ort l .00 1..00 - - 5 King -Trimmer for 8' Oponirlg 4 :alculation Sheet 4 ks Sizer 10.1 3 rude _ End flibs 114 " .6D..4.24) (tOCa1) 5. 001' - 9'-7.5" �r Lnad re;kbir.at'ons: ASCE 7-10 / IBC 2012 -- A CALCULATIONS: De.floar.ian: ii, Se06 Ib-int/p.l.y "Sive" J, 2x4, 5 -Ply (7.1/2"x3.1/2") i ng length = column width h; 9'•7.5"; 0 x 9.63 = 9.63 (I'll; Lateral support: top = Lb, bottom = Lb; Repetitive faclor: applied where to online help); FACTORS: FIE(psi)CD CM ct CL/CP 'v' CF' Cfu Cr Cfrt Ci ;80 LC if 1.60 1.00 1.00 - r°'" 700 1..60 1.06 1.00 1.000 1.100 1 00 1 15 1.00 1.00 Fc' ?5!1 1.60 4 1,00 1.00 .0.253 1.050 .- 1.00 1.00 'corsb 950 1.60 - 3 _ , 0.'253 •' ' M. l 1 i ort l .00 1..00 - - 5 Eri1n' 0.51 ui:I lion, 1.00 1.60- - _ 1..00 1.00 4 F'c' 950 1.60 1.00 1.00 _ - 1.00 1.00 4 CRITICAL LOAD COMBINATIONS: 1.00 1.90 3 shear ;,C 114 .6D+.6W, V - 373, V design = OeiuL•ng('1: Lt: H,' 9 373. lbs . •� .6D -.6W, M - 897 lbs -f[ C:afl.ec•tion: l,(: 44 ,. ,6D+.4 2W (live) 114 " .6D..4.24) (tOCa1) Axial L(: 43 - D•.75(Lr-,6Vl), P - 3577 lbs Kf = A.00 .. Corai ned LC 95 = 0+. 6(•); (1 - fc/Fr:E) - 0,74 - D=dead L=live S=anon+ 1•) -wind I=impact Lr ­ roof live Lc=cancers traced E=eartl>.yuake Ali I.C's are isscec! in the Analysis outpUC Lnad re;kbir.at'ons: ASCE 7-10 / IBC 2012 CALCULATIONS: De.floar.ian: ii, Se06 Ib-int/p.l.y "Sive" de:'icc•tior: = Deflectior: fro(n all non-dend loads (i.i.ve, wild, snow...l _le'_ISJ{Dced Load De flve Load Def lcct ion. Design Notes: _ 1 WOOdWOrks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate (or your application. 3. BUILT-UP COLUMNS: nailec or bolted built-up columns shall conform to the provisions of NDS Clause 15.3. 4. FIRE. RA'rlNG: Joists. wall studs, and multiply members are not rated for fire endurance. T-0 Summit Structural Design, Project: Shop Conversion ' s Engineer: RKB Design of: 4x Timber Column Design Values (NDS 3.7) 4X DF-L(N) X11 _ Fc E d KCE . c CD 1400 1600000 3.5 0.3 0.3 1.25 Stability Reduction Column Capacity (lbs) le (ft) Cp Fc' (psi) 4X4 4X6 4X8 4X10 4X12 ' 5 6 0.64 901 11041 17350 23660 29969 36278 7 0.55 767 9397 •14766 20136 25505 30875 8 0.46. 649 7951 12494 17037 21580 26123 9 0.39 549 6729 10574 14418 18263 22108 10 0.33 467 5718 8985 12252 15519 18786 11 0.29 399 4888 7682 10475 13268 16062 12 0.25 344 4209 6614 9020 11425 13830 13 0.21 298 3651 5737 7823 9910 11996 14 0.19 260 3190 5012 .6835 8658 10480 15 0.16 229 2806 4409 6013 7616 9219 • 16 0.14 203 2484 3904 5324 67438163 17 0.13 181 2213 3477 4742 6007 7271 18 0.12 162 1982 3115 4248 5380 6513 19 0.10 146 1785 2805 3824 4844 5864 20 0.09 132 1615 2537 34.60 4382 5305 0.09 120 1467 2305 F 3144 3982 4820 r r L� Summit Structural Design Project: Shop Conversion Engineer: RKB Design of: ' Roof Framing Roof Loads DL= 16 psf LL= 20 psf Roof plywood (if applicable): 1/2" APA rated Exterior plywood or OSB. Apply face grain perpendicular to framing, stagger panels and nail with' 8d at 6" 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 = 8 psf B.C. Dead Load = 8 'psf Total Load = 36 psf Typical Headers (U.N.O.) Use 4X8 DFt12 COMPANY PROJECT Summit Structural Design 1 WoodWorks' May 114.2016 15:19 t. SOMYARE FOR n'000 n $1C'." B1 Design Check Calculation Sheet WoodWorks Sizer 10.1 Loads: Load Analysis Value Deal rqt Value Anal sic/Desi n Shc.a:^. iv m 8 Type Dlscribution Pat'- Location fftl Magnitude unit n 1156 Ft.' tern Start End Star' End Loadl Dead Fu A. ea 1 .UO 001' ps l.oad2 Wind C6C. Full Area 0'..33 20.00(17,001" psf Load3 Roof constr. Full Area 0.49 18,00(17.00)' per Self-•weioht. • T r �I,,,r a u .,, Uead Full UDI, 7.7 lP MaximLtfn Reactions (lbs) and Bearing Lengths (in) 8'-2 5" Ur.fac.tored: - -•---- Dead l!47 v:Lx! 3795 ! 4'7 Roof Llvc 17.56 - !39'i Fac'ored:• :.256 T,7ta1 2717 .. bea ri. ng: I 27 J'I Length 1.2.1 - Min rend 1.24 ' !.24 2� Lumber -soft, D.Fir-L, No.2, 4x10 (3.1/2"x9.1/4") Supports: All - Timber•solt Beam, D.Fir•L No.2 Total length: W-2.51%, Lateral support: lop= at supports, bottom= at supports; Analysis vs. Allowable Stress (Dsi) and Deflection lint „ter..,. -a 7n,•, cri. tori on Analysis Value Deal rqt Value Anal sic/Desi n Shc.a:^. iv m 8 F'v' 225 fv Fv' = 0.3 9 .75 Bond :nrj"I 11'ctal '-b n 1156 Ft.' 1326 fb/Fb' " 0.87 L/999 Lave Di 'n 0.2'- L/3a0 0'..33 !ic [.1'n b.70 L/499 0.41 L/240 0.49 Additional Data: FAC"' -ORS: F/E tp,!iCD C14 Ct CL CF Cfu Cr Cfrt Ci Cn !.CF !`00 !.;15 1.00 1.00 - - - 1.00 1.00 1.00 2 Fb'• 900 1.25 1.00 1.00 0.982 1,200 1.00 1.00 S.00 1.00 - 2 Fcp' 625 - 1,00 1.00 - - - - 1.00 1.00 - - 1.6 mill.idn 1.00 1,00 - - - 1.00 1.00 - 3 'nin, 0.50 mill ton 1.00 1,00 - - - - 1.00 l.do - 3 CRITICAL LOAD COMBINATIONS: Shear . LC 92 •' D•Lr, V , 2373, V design 1091 lbs , 6endi r.g 1, I: LC 42. D+Lr, to, = 4606 lbs -ft - De"l ect!on: LC iia =' D+. 75(Lri.42H) (.live) !.0 ii.) D+.75(Lr+.42W) (total) mead L=I: ve $"snow w=wind 1=impact Lr=roof. live Lc -concentrated F -earthquake LC's aro !•;!ted in the Analysts output i Lc+nd combir:ations: SCE 7-10 / IDC 2012 _ CALCULATIONS: Defie::•cior.: �1 369e06 lb-in2 Lives" de."L :aim: = Deflection from all non -dead loads Hive, wind, snow...1 Total Defiac..ion !.50(bead Load Deflection) 1 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 deflection limits are appropriate for your application, 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS.Clause 4.4.1. t r MiTek MiTek USA, Inc. 250 Klug Circle s Corona, CA 92880 951-245-9525 Re: 52 The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Meeks Building Center. Pages or sheets covered by this seal: K2.124339 thru K2124339 My license renewal date for the state of California is June 30, 2018. Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 These truss designs rely on lumber values established by. others. ' BUTTE COUNTY 9RpFESS/p,1, ►JUL 212016 es; ��RRIC( 6q`F2 i p 61 DBVELOPMENT o S 6332' 01 SERVtCEs Uj * EXP. 6/30/2018 * td',' I 10 s'T ST TV�P� �Q FC 'PERMIT # 1. RVICES BUTTE COU Ri VIEWMD FOR June 29,2016 D C LIP�NCE Baxter, David Z-1 1 BYA- DATE— A- The seal on these drawings indicate acceptanceof professional engineering responity solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI 1. t Job Truss Truss Type Dty Ply PLATES GRIP MT20 220/195 Weight: 119 Ib FT = 20% LUMBER- BRACING - TOP CHORD K2124339 52 T1 Common 21 1 Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF No. t&Btr G REACTIONS. Job Reference (optional meeks lumber, redding 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed Jun 29 11:38:49 2016 Page 1 I D:TW4XAD?OsWPHX9tOvDU 1 aSzjAZV-U kttF W15Mm7WyCMxHsib_tx9GDB Ker6xC H b? 1 Dz 1 R Ba i 3-00 I 74.1 14-0-0 20-7-15 I 28-0-0 31-0-0 3-0-0 74-1 6-7-15 6-7-15 7-4.1 3-0.0 4X6 = 18 Scale = 1:54.5 IY 0 LOADING (psf) TCLL 20.0 (Roof Snow=20.0) TCDL 7.0 BCLL 0,0 BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2012/TPI2007 CSI.' TC 0.77 BC 0.46 WB 0.11 Matrix -MS DEFL. Vert(LL) Vert(TL) Horz(TL) in (loc) I/deft Ud -0.11 8-9 >999 240 -0.32 8-9 >999 180 0.08 6 , n/a n/a PLATES GRIP MT20 220/195 Weight: 119 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-8-15 oc purlins. BOT CHORD 2x4 DF No. t&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF No. t&Btr G REACTIONS. (Ib/size) .2=1184/0-3-8,6=1184/0-3-8 Max Horz 2=114(LC 14) Max Uplift 2=-316(LC 10), 6=-316(LC 11) TTE COt , N fY BUTTE FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. U LD' N G I I O TOP CHORD 2-3=-1993/471,3-4=-1762/422,4-5=-1762/423,5-6=-1993/472 V BOT CHORD 2-9=-440/1779, 8-9=-199/1234, 6-8=-326/1779/i, WEBS 4-8=-152/596, 5-8=-445/247, 4-9=-151/596, 3-9=-445/247 H P P R ®V m u NOTES. 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) automatic zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category ll; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 2=316,6=316. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 70 Ib down and 21 Ib up at 12-6-0, and 70 Ib down and 21 Ib up at 15-6-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-54, 4-7=-54, 10-13=-14 Concentrated Loads (lb) Vert: 17=-70(F) 18=-70(F) Q,p,0FESS/0/v\ ���`�•� �ERRIL� 6yq�`�2c O`7" Lul o S 6332 -EXP. 6130/2018 June 29,2016 ®WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rov. 10/09/2018 BEFORE USE. " Design valid for use only with MiTek(D connectors. This design Is based only upon parameters shown. and is for an individual building component, not a truss system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall v building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iT®k is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Cirde Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply LONG 28x44 OPS1&2 (Roof Snow=20.0) Plates Increase 1.15 I I I -L >999 240 K7179050 8150123 T1 Common 21 1 L_ Rep Stress Incr YES WB 0.11 Horz(TL) 0.07 F n/a n/a Job Reference (optional) MEEK'S, REDDING, CA 3-0-0 7-4-1 6-7.15 - 46 = 7.530 s Jul 11 2014 MiTek Industries, Inc. Tue Feb 24 13:53:25 2015 Page 1 I D:T W4XAQ?OSWPHX910V DU 1 aSzjAZV-K1 s?QbyLJifya?4cWbjMdYc?m?buyijd8YP SshzlluYu 6-7-15 7-4-1 3-0-0 Scale= 1:55.9 Jxb � jo LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=20.0) Plates Increase 1.15 TC 0.52 Vert(LL) -0.10 I -L >999 240 MT20 220/195 BCDL 7.0 Lumber Increase 1.15 BC 0.40 Vert(TL) -0.30 H -I >999 180 BCDL 0.0 Rep Stress Incr YES WB 0.11 Horz(TL) 0.07 F n/a n/a BCDL 7.0 Code IBC2012fTP12007 (Matrix -M) Weight: 119 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No. t&Btr G TOP CHORD Structural wood sheathing directly applied or 4-5-11 oc purlins. BOT CHORD 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF No. 1&Btr G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) B=1114/0-3-8 (min. 0-1-8),F=1114/0-3-8 (min. 0-1-8) Max Horz B=114(LC 10) Max UpliftB=-295(LC 10), F=-295(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-1808/415, C -P=-1580/356, D -P=-1505/376, D -Q=-1505/376, E -Q=1580/357, E -F=-1808/416 BOT CHORD B -I=-388/1607, H -I=-152/1079, F -H=-274/1607 WEBS D -H=-148/583, E -H=-431/243, D -I=-147/583, C-1=431/243 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS �Jt� (envelope) automatic zone; cantilever left and right exposed ; end vertical left and :fight exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Ot=1b) B=295, F=295. Q�OF 173S(U, 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ��,� PAUL 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. j w C 66864 v r" rn Cr :z7 E�. 09130 2Ci16 F OF C February 24,20, ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE M11.7472 rev. 02/16/2015 BEFORE USE. Design valid for use only with Mlek connectors. This design 4 based only upon parameters shown, and is for on individual building component. _. Applicability of design parameters and proper incorporation of component is responsibllily of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilrity of the erector. Additional permanent bracing of the overall structure is the responsibility of the bui ding designer. For general guidance regarding MiTek' " fabrication. quality control, storage, delivery, erection and brocing, consull ANSI/TPII Quality Criteria, OS8-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. Corona, CA 92880 b Truss Truss Type Qty Ply LONG 28x44 OPSI&2 r BRACING - TOP CHORD 2x4 DF No.1&Btr G TOP CHORD K1179051 50123 TiGE GABLE 2 1 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 DF No.1&Btr G be installed during truss erection, in accordance with Stabilizer Job Reference (optional) MEEK'S. REDDING. CA 7.530 Is Jul 11 2014 MiTek Industries, Inc. Tue Feb 24 13:53:28 2015 Page 1 ID:TW4XAQ70sWPHX9tOvDUlaSzjAZV-kcY72d Dcd1XRToBBkH3FAEZTChs94Y3gWd7TOzhuYr i •3.0-0 14-0-0 28-0-0 , 31-0-0 3-0.0 14-0-0 14-0.0 3� 0.0 36 = 3x6 K 3x6 M Scale = 1:55.9 5x8 = Jig LOADING (psf) TCLL 20.0 (Roof Snow=20.0) TCDL 7.0 BCLL 0.0 B DL 7.0 SPACING- 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IBC2012/TPI2007 CSI. TC 0.36 BC 0.13 WB 0.04 (Matrix) DEFL. Vert(LL) Vert(TL) Horz(TL) in (lac) I/deft L/d 0.08 W n/r 120 0.00 W n/r 120 0.00 V n/a n/a PLATES GRIP MT20 220/195 Weight: 169 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. . WEBS 20 DF No. 1&Btr G MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 DF No.1&Btr G be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 28-0-0. (lb) - Max Horz B=-114(LC 11) Max Uplift All uplift 100 Ib or less at joint(s) AN, AM, AL, AK, AJ, At, AH, AE, AD, AC, AB, AA, Z, Y except B=-176(LC 6), AO=-123(LC 16), X=-123(LC 16), V=-182(LC 7) Max Grav All reactions 250 Ib or less at joint(s) AG, AF, AO, AN, AM, AL, AK, AJ, Al. AH, AE, AD, AC, AB, AA, Z, Y, X except B=360(LC 17), V=360(LC 18) FORCES, (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES. 1) Wind: ASCE 7-10; Vul1=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) automatic zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 ; '1 t p ��TY 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry 1 i_ lJ V Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. t t ..t r 1 (- j `v' S `O N 3) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Gt=1.1 �..^; ,_, �� 7 ®v � �� 4) Unbalanced snow loads have been considered for this design. @ ^�M `� 5) This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs �y �A @- 1 non -concurrent with other live loads. t 6 N 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 1-4-0 cc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) A plate rating reduction of 20% has been applied for the green lumber members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) AN, AM, AL, AK, AJ, At, AH, AE, AD, AC, AB, AA, Z, Y except (jt=1b) B=176, AO=123, X=123, V=182. 12) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 02118/2015 BEFORE USE. Design volid for use only with Mrfek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility or building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillily of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control storage, delivery, erection and bracing, consult ANSI/TPI] Quality Criteria, DSO -89 and SCSI Building Component Safety Information available from Truss Plate Institute- 781 N. Lee Street. Suite 312, Alexandria, VA 22314. Q�Ot. ESS/�ti IrU C 66864 , * , EXP. 09/30;2016 F OP Crkt, February 24,20• MiTek 250 Klug Circle i Corona. CA 92880 Symbols-- S sten General Safeayoe--� —sumerng PLATE LOCATION AND ORIENTATION 3/" Center plate on joint unless x, y 4 offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system, e.g. TOP CHORDS diagonal or X-bracing, is always required. See BC51. 0 ci-2 c2-3 2. Truss bracing must be designed by an engineer. For 4 WEBS Cao wide truss spacing, individual lateral braces themselves O may require bracing, or alternative Tor I T I 0: y d Q O bracing should be considered. = e O 3. Never exceed the design loading shown and never CL U stack materials on inadequately braced trusses. a0 c�$ c� r css 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate designer, erection supervisor. property owner and plates 0-'rid' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss of each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. ' Plate location details available in MTek 20/20 NUMBERS/LETTERS. software or Upon request. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for ICC-ES Reports: use with fire retardant, preservative treated. or green lumber. The first dimension is the plate 10. Camber is a non-structural consideration and is the width measured perpendicular 4 x 4 ESR-131 1, ESR-1352. ESR1988 responsibility of truss lubricator. General practice is to to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions indicated are minimum ploting requirements. LATERAL BRACING LOCATION Southern Pine lumber designations are as follows: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or SYP represents values as published specified. by text in the bracing section of the by AWC in the 2005/2012 NDS SP represents ALSC approved/new values 13. Top chords must be sheothed or purlins provided at output. Use T or I bracing with effective date of June 1, 2013 spacing indicated on design. if indicated. 14. Bottom chords require lateral bracing at 10 ft. spacing, BEARING or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. Indicates location Where bearings 16. Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but © 2012 MTek@ All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur.-_ 17. Install and load vertically unless indicated otherwise. Min size shown is for crushing Only. p 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with Industry Standards: project engineer before use. ANSI/TPI l : National Design Specification for Metal 19. Review all portions of this design (front, bock, words Plate Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. II BCSI: Building Component Safety Information, Guide to Good Practice for Handling, MiTek R 20. Design assumes manufacture in accordance with ANSI/TPI I Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: MII-7473 rev. 01/29/2013 - ® a moi■ 1045 Twin View Blvd. Redding, CA 96003' ' • • , (530),244-6335 (530) 244-1890 fax TRUSS ENGINEERING PACKAGE' -� ICC RESEARCH REPORT NO. ESR — 1311 & ESR -1988. IN STRICT ACCORDANCE WITH 1 ti-•U.B.C, I.B.C, I.R.C., C.B.C. ANSI NATIONAL STANDARDS, LATEST REVISION . INSPECTED BY: ENGINEERED BY: NATIONAL INSPECTION ASSOCIATION, INC. MITEK USA INC. Quality Systems Management /National Testing 250 KLUG CIR s - Corona;' CA 92880 ' P.O. Box 3426 • " � ' ' - . Gillette, WY 8271-7-3426 • (951) 245-9525 Office & Fax (307) 685-6331 (951) 273-0040 fax , JOB NAME: 28X44 4 JOB. # t 150123 - LOCATION: CHICO. 2 CUSTOMER • SHERWOOD;CONST. y ,. . May 24, 2012 I MiTek USA, Inc. Standard Gable End Detail j DIAGONAL BRACE ; -AA Typical _x4 L -Brace Nailed To 2x Verticals W/1 Od Nails, 6" o.c. Vertical Stud SECTION B -B TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. 12 Varies to Common Truss tTr i * - Diagonal Bracing * * - L -Bracing Refer Refer to Section A -A to Section B -B ST-GE110-SP — — J MiTek USA, Inc. Page 1 of 2 Vertical Stud (4) - 16d Common Wire Nails K I\ /---- ._._ -.b- DIAGONAL BRACE 16d Common Wire Nails Spaced 6" o.c. (2) - 10d Common _��2x6 Stud or Wire Nails into 2x6 `\ 2x4 No.2 of better i Typical Horizontal Brace Nailed To 2x– Verticals SECTION A A w/(4) -10d Common Nails 2x4 Stud SEE INDIVIDUAL MITEK ENGINEERING DRAWINGS FOR DESIGN CRITERIA ! NOTE: 1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. i 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 4. "L" BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES: 1x4 SRB OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6" O.C. 5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAM AT 4'-0" O.C. 6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6" O.C. HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. ATTACH TO VERTICAL STUDS WITH (4) 10d NAILS THROUGH 2x4. (REFER TO SECTION A -A) i 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS U240. 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. 10. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12 BY SPIB/ALSC. i 3x4 = PROVIDE 2x4 BLOCKING BETWEEN THE FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) - t Od NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - 10d COMMON WIRE NAILS. (4) - 8d NAILS MINIMUM, PLYWOOD SHEATHING TO 2x4 STD SPF BLOCK 2a" Max Roof Sheathin Diag. Brace at 1/3 point: if needed Minimum I Stud ( Without t 1x4 2x4 IDIA GONAL DIAGONAL BRA ESS AT Stud Size i Spacing 1 Brace L -Brace L Brace BRAC POINTS Species i----- --- ---- -1/3 i I and Grade I Maximum Stud Length 112x4 SP No. 3/ Stud j 2" O.0 4 6 33 2 7-5-4 T 9 0 5 13-6-8 2x4 SP No. 3 /stud 16" O.C. 4-1-3 f 4-6-10 ' 6-5-4 8-2-7 12-3-10 2x4 SP No. 3 / Stud' 24" O.C. , 3-6-16 1 3-8-10 5-3-1 i 7.1-16 - 10-8.16 Diagonal braces over 6'-3" require a 2x4 T -Brace attached to one edge. Diagonal braces over 12'-6" require 2x4 I -braces attached to b th d F t T d 1 b t d End Wall (2)-10 i* /(2) 10d NAILS it Trusses Qa 24" o.c. l� 2 6 DIAGONAL BRACE SPACED 48" O.C. ATTACHED TO VERTICAL WITH (4) -16d / COMMON WIRE NAILS AND ATTACHED / TO BLOCKING WITH (5) - 1 Od COMMONS. HORIZONTAL BRACE (SEE SECTION A -A) o e h 1 as m an races o narrow e e �✓ �0.QNTY 1 9minimum 1 , end distance. Brace must cover 90% of diagonal length. ra {s of diagonal brace with 10d common wire Halls Bin o.c., with Sin N i MAX MEAN ROOF HEIGHT = 30 FEET ( CATEGORY II BUILDING 4 EXPOSURE B or C ASCE 7.98, ASCE 7-02, ASCE 7-05 11 OMPH ----- � ASCE 7-10 140 MPH I STUD DESIGN IS BASED ON COMPONENTS AND CLADDING.( DURATION OF LOAD INCREASE: 1.60 ( CONNECTION OF BRACING IS BASED ON MW FRS. MARCH 12, 2009 RS \� _.J MiTek USA, Inc. WEB BRACING RECOMMENDATIONS ST-WEBBRACE MiTek USA, Inc. Page 1 of 1 Bay size shall be measured in between the centers of pairs of diagonals. GENERALNOTES TYPE BRACING MATERIALS MAXIMUM TRUSS WEB FORCE (Ibs.)(See note 7) R BRACE 24"O.C. ROOF AND/OR CEILING DIAPHRAGM. THE DIAPHRAGM IS TO BE DESIGNED BY A QUALIFIED 48"O.C. -i! 72" O.C. B SIZE 1 X 4 IND. 45 SP 2. THESE CALCULATIONS ARE BASED ON LATERAL BRACE CARRYING 2% OF THE WEB FORCE. A _OR. _ i BRACING MATERIAL TYPE BRACING MATERIAL TYPE BRACING MATERIAL TYPE AT APPROX. 45 DEGREES AND SHALL BE NAILED AT EACH END AND EACH INTERMEDIATE TRUSS WITH 2.6d A II B C D A B C D C D B 12 X 3 ft3, STD, CONST OF, HF, OR SP) 2-10d (0.131')3') NAILS FOR 2x3 and 20 LATERAL BRACES, AND 3.10d (0.131'x3-) FOR 2x6 LATERAL BRACES. (SPF, 5. LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE 10'-0" 1610 1886 1886 2829 (� 1 I 1 PLATEDSB-89 TEMPORARY BRACING OF METAL GU DE O GOOD PRACTICE FOR HANDLING. INSTALLING 8 BRACING OF METAL PLATE CONNECTED 12'-0" 1342 1572 1572 2358 I 3143 I 3143 I 4715 4715 7074 14'-0" 1150 1347 1347 2021 16'-0" 1006 1179 1179 1768 2358 I- 2358 3536 3143 ; 4715 18'-0" 894 1048 1048 1572 -' `i 943 20'-0" 805 943 1414 1886 1886 2829 Bay size shall be measured in between the centers of pairs of diagonals. FOR STABILIZERS: FOR A SPACING OF 24' O.C. ONLY, MITEK "STABILIZER" TRUSS BRACING SYSTEMS CAN BE SUBSTITUTED FOR TYPE A. B, C AND D BRACING MATERIAL. DIAGONAL BRACING FOR STABILIZERS ARE TO BE PROVIDED AT BAY SIZE INDICATED ABOVE. WHERE DIAPHRAGM BRACING IS REOUIRED AT PITCH BREAKS, STABILIZERS MAY BE REPLACED WITH WOOD BLOCKING. SEE' STABILIZER" TRUSS BRACING INSTALLATION GUIDE AND PRnnl1r:T SPFr.IFIr.ATION TRUSS WEB MEMBERS This information is provided as a recommendation to assist in the requirement for permanent bracing of the individual truss web members. Additional bracing may still be required for the stability of the overall roof system. The method shown here is just one method that can be used to provide stability against web buckling. CONTINUOUS LATERAL RESTRAINT 2.10d NAILS (SEE NOTE 4) :Q0 TY ON I � GENERALNOTES TYPE BRACING MATERIALS 1. DIAGONAL BRACING IS REQUIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE INTO THE ROOF AND/OR CEILING DIAPHRAGM. THE DIAPHRAGM IS TO BE DESIGNED BY A QUALIFIED PROFESSIONAL. 1 X 4 IND. 45 SP 2. THESE CALCULATIONS ARE BASED ON LATERAL BRACE CARRYING 2% OF THE WEB FORCE. A _OR. 3. DIAGONAL BRACING MATERIAL MUST BE SAME SIZE AND GRADE OR BETTER, AS THE LATERAL BRACE i MATERIAL, AND SHALL BE INSTALLED IN SUCH A MANNER THAT IT INTERSECTS WEB MEMBERS 1 X 4 #2 SRB (OF, HF, SPF) AT APPROX. 45 DEGREES AND SHALL BE NAILED AT EACH END AND EACH INTERMEDIATE TRUSS WITH 2.6d (0.131.4.5") FOR 10 BRACES, 2-10d (0.131'x3') FOR 24 and 2x4 BRACES, AND 3.10d (0.131'4') FOR 2x6 BRACES. -'-'- "'�""-"'_—'--—'--------- 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH 2-8d (0.131'X2.5') NAILS FOR 1x4 LATERAL BRACES, B 12 X 3 ft3, STD, CONST OF, HF, OR SP) 2-10d (0.131')3') NAILS FOR 2x3 and 20 LATERAL BRACES, AND 3.10d (0.131'x3-) FOR 2x6 LATERAL BRACES. (SPF, 5. LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE FOR CONTINUITY. _ ' 6. FOR ADDITIONAL GUIDANCE REGARDING DESIGN AND INSTALLATION OF BRACING, CONSULT C i 2 X 4 q3, STD, CONST (SPF, DF, HF, OR SP) PLATEDSB-89 TEMPORARY BRACING OF METAL GU DE O GOOD PRACTICE FOR HANDLING. INSTALLING 8 BRACING OF METAL PLATE CONNECTED WOOD TRUSSES, JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA and TRUSS PLATE INSTITUTE. --- www.sbcinduslry.com and www.lpinsl.org D 2 X 6 #3 OR BETTER (SPF, DF, HF, OR SP) 7. REFER TO SPECIFIC TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE. 6. TABULATED VALUES ARE BASED ON A DOL.. 1.15 FOR STABILIZERS: FOR A SPACING OF 24' O.C. ONLY, MITEK "STABILIZER" TRUSS BRACING SYSTEMS CAN BE SUBSTITUTED FOR TYPE A. B, C AND D BRACING MATERIAL. DIAGONAL BRACING FOR STABILIZERS ARE TO BE PROVIDED AT BAY SIZE INDICATED ABOVE. WHERE DIAPHRAGM BRACING IS REOUIRED AT PITCH BREAKS, STABILIZERS MAY BE REPLACED WITH WOOD BLOCKING. SEE' STABILIZER" TRUSS BRACING INSTALLATION GUIDE AND PRnnl1r:T SPFr.IFIr.ATION TRUSS WEB MEMBERS This information is provided as a recommendation to assist in the requirement for permanent bracing of the individual truss web members. Additional bracing may still be required for the stability of the overall roof system. The method shown here is just one method that can be used to provide stability against web buckling. CONTINUOUS LATERAL RESTRAINT 2.10d NAILS (SEE NOTE 4) :Q0 TY ON I � i I 1 j 1 IT 1 G'E -F i 1 HT1,----------------------- ------ ------------._-._..------_- -__ -_::__:-:-, l i 1 l I IT 1 1 i � i l i I I t :T1 _ I 1� DING DIVISION PROVED 'T 1 ;T 1 1 I IT 1 ';T1 T1 i BvTFEE GU0`�IIY 'T1 VrSTON I iT1 i T1 GE I I I l • MPRO (PLACEMENT ONLY. REFER TO TRUSS _ CALCULATIONS AND ENGINEERING ' e OJECT—TITLE. REVISION -1: STRUCTURAL DRAWING FOR ALL OPS1 &'� - FURTHER INFORMATION. BUILDING _ _ DESIGNER/ENGINEER OF RECORD 4 DRAWN BY: REVISION -2: RESPONSIBLE FOR ALL NON -TRUSS KpU ONS_ TRUCTIO�I;ECKED BY: TO TRUSS CONNECTIONS. BUILDING000,1045 Twin View Blvd. LIVERY LOCATION: SCALE: REVISION -3: DESIGNER/ENGINEER OF RECORD TO REVIEW AND APPROVE OF ALL Redding, CA 96003 SHERWOOD CONSTRUCTION. CHICO DESIGNS PRIOR TO CONSTRUCTION. P 530-244-6335 F 530-244-1890 All designs are property of MEEK'S LUMBER AND HARDWARE. All designs are null and void if not fabricated by MEEK'S LUMBER AND HARDWARE. Symbols Numbering System General Safety bates PLATE LOCATION AND ORIENTATION 1 3/ ' Center plate on joint unless x, y ♦! 4 offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 3 2 I. Additional stability bracing for truss system, e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing, is always required. See BCSI. 1 0' /16 cl-2 c2-3 2. Truss bracing must be designed by an engineer. For individual lateral braces themselves 4 wide truss spacing, WEBS �a, may require bracing, or alternative Tor I p bracing should be considered. I O „ O b 3. Never exceed the design loading shown and never U�° U stack materials on inadequately braced trusses. O CL. 4. Provide copies of this truss design to the building For 4 x 2 Orientation, locate c� e csr cse 1- designer, erection supervisor, property owner and plates 0-'Ag' from outside BOTTOM CHORDS all other interested parties. edge Of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss of each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. `Plate location details available in MTek 20/20 software or Upon request. NUMBERS/LETTERS. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% of time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted. this design is not applicable for ICC-ES Reports: use with fire retardant. preservative treated, or green lumber. The first dimension is the plate 10. Comber is a non-structural consideration and is the Width measured perpendicular 4 x 4 ESR-131 1, ESR-1352, ESR responsibility of truss fabricator. General practice is to to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the plane of the truss unless Otherwise shown. in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided of output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rel on lumber values g y 14. Bottom chords require lateral bracing 10 spacing, BEARING established by others. or less, if no ceiling is installed, unless otherwise e noted. Indicates location where bearings (supports) occur. Icons vary but © 2012 MTek@ All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or after truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. Min size shown is for crushing only. GQ 18. Use of green or treated lumber may pose unacceptable environmental. health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal — 19. Review all portions of this design (front. bock. words Plate Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: BuildingComponent Safety Information, P Y MiTek 20. Design assumes manufacture in accordance with 9 Guide to Good Practice for Handling, ANSI/TPI I Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 BUILDING ENERGY ANALYSIS REPORT k PROJECT: Shop Conversion 1197 Meridian Road Chico, CA 95973 .a Project Designer: Lynn Smith 199 Sycamore Valley Road Chico, CA 95973 (530) 891-0585 Report Prepared by: Max Ramirez Golden Sun Designs 22189 Samson Ave Corning, CA 96021 - (530) 321-7242 PERMIT # 64)1-1110 BUTTE COUNTY DEVELOPMENT SERVICES MEG FOR �MALI NCE PAT— --- 6Y -- Job Number: 051216 -Avila Shop Conversion #1232 Date: 5/13/2016 The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential 2013 Building Energy Efficiency Standards. This program developed by EnergySoft, LLC — www.energysoft.com. Ener Pro 6.7 by Ener Soft User Number. 5733 ID: 051216 -Avila Shop Q TABLE OF CONTENTS Cover Page 1 Table of Contents 2 Form CF -1 R -PRF -01 -E Certificate of Compliance 3 Form RMS -1 Residential Measures Summary 10 Form MF -1 R Mandatory Measures Summary 11 EnergyPro 6.7 by EnergySoft Job Number: ID: 051216 -Avila Shop Conversion #12 User Number: 5733 y TABLE OF CONTENTS Cover Page 1 Table of Contents 2 Form CF -1 R -PRF -01 -E Certificate of Compliance 3 Form RMS -1 Residential Measures Summary 10 Form MF -1 R Mandatory Measures Summary 11 EnergyPro 6.7 by EnergySoft Job Number: ID: 051216 -Avila Shop Conversion #12 User Number: 5733 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 06:00, Fri, May 13, 2016. Calculation Description: Title 24 Analysis Input File Name: 051216 -Avila -Shop Conversion #1232.xml CF1 R -PRF -01 Page 1 of 7 GENERAL INFORMATION ENERGY USE SUMMARY 01 Project Name Residential Building 04 05 02 Calculation Description Title 24 Analysis 08 Energy Use (kTDV/ft2-yr) 03 Project Location 1197 Meridian Road Compliance Margin Percent Improvement 04 City Chico 05 Standards Version Compliance 2015 06 Zip Code 95973 07 Compliance Manager Version BEMCmpMgr 20134 (744) 08 Climate Zone CZ11 09 Software Version EnergyPro 6.6 10 Building Type Single Family 11 Front Orientation (deg/Cardinal) 90 12 Project Scope Addition and/or Alteration 13 Number of Dwelling Units 1 14 Total Cond. Floor Area (ft2) 1232 15 Number of Zones 1 16 Slab Area (ft2) 1232 17 Number of Stories 1 18 Addition Cond. Floor Area 0 19 Natural Gas Available No 20 Addition Slab Area (ft2) 0 21 Glazing Percentage (%) 19.8% COMPLIANCE RESULTS 01 Building Complies with Computer Performance' 02 This building incorporates features that require field testing andlor verification` by a{certified HERS rater` under the supervision of a CEC-approved HERS provider. rk _iR Fj :i •� ��` �`�-� .��. .s+,. _ yam- >_�AP!- A�w. „�. F" R - t �r{ +inn.. • �� riy(... w Registration Number: 216-A0178961A-000000000-0000 Registration Date/Time: 2016-0513 06:09:08 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-04072016-744 Report Generated at: 2016-05-13 06:01:27 ENERGY USE SUMMARY 04 05 06 07 08 Energy Use (kTDV/ft2-yr) Standard Design Proposed Design Compliance Margin Percent Improvement Space Heating 73.72 54.34 19.38 26.3% Space Cooling 67.59 72.23 -4.64 -6.9% IAQ Ventilation 0.00 0.00 0.00 0.0% Water Heating 38.24 29.60 8.64 22.6% Photovoltaic Offset — 0.00 0.00 ---- Compliance Energy Total 179.55 156.17 23.38 13.0% Registration Number: 216-A0178961A-000000000-0000 Registration Date/Time: 2016-0513 06:09:08 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-04072016-744 Report Generated at: 2016-05-13 06:01:27 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD ' .. . CF1 R -PRF -07" Project Name: Residential Building .Calculation Date/Time: 06:00, Fri, May 13, 2016 y Page 2 of 7;; a Calculation Description: Title 24 Analysis ' -k v R! Input File Name: 051216 -Avila -Shop Conversion #1232.xm1 Y 11 1 v ~ ` includes calculated Appliances and Miscellaneous Energy Use (AMEU) EQUIRED SPECIAL FEATURES he following are features that must be installed as condition for meeting the modeled energy performance for this computer analysis. O SPECIAL FEATURES REQUIRED 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: _ • -- None C oolin4 System Verifications: Minimum Airflow, , Verified EERY Fan Efficacy Watts/CFM HVAC Distributionr System Verifications: Duct Sealing J I . Domestic Hot Water S stem Verifications: ) .---None--y ENERGY DESIGN RATING _ - ,'X" This is the sum of the annual TDV energy consumption for energy use•co'mponen& included in.theap&6or nce compliance app*oath for the Standard Design Building (Energy Budget) and the annual ` TDV energy consumption for lighting and components nonregulated by Title'24,4Pah 6f(such as dometsticrappliralnce`s aanndi consumter}erlectronies) and accounting for the annual TDV energy offset by an on-site renewable energy system. lr.- .,> .! d1 r, ;1i �. •t 3[ �1. _ kReferegce Energy Use �b Energy Design Rating Margin - Percent Improvement Total Energy (kTDVlf2-yr)* t252.23� '1"% `^ I 228.85 _ 23.38 t •9.3% BUILDING - FEATURES INFORMATION 01 - 02 03 04 05 06 07 Project Name Conditioned Floor Area (ft2) Number of Dwelling Units - Number of Bedrooms Number of Zones Number of Ventilation Cooling Systems . Number of Water Heating Systems ' Residential Building 1232 1 3 1 0 1 ZONE INFORMATION - - I 01 '` a 02 - 03 - 04 05 06 07 - Zone Floor Area Avg. Ceiling. Zone Name Zone Type HVAC System Name (ft2) Height Water Heating System 1 Water Heating System 2 Zone 1 Conditioned HVAC Systeml 1232 10 DHW Sys 1 ` Registration Number: 216-Ao1-78961A-000000000-0000 r- Registration Date/Time: ! •2016-0.5-13 06:09:08 HERS Provider: CalCERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-04072016-744 = ReportGenerated at: 2016-05-13 06:01:27 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 06:00, Fri, May 13, 2016 Calculation Description: Title 24 Analysis Input File Name: 051216 -Avila -Shop Conversion #1232.xml CFI R -PRF -01 Page 3 of 7 OPAQUE SURFACES 01 02 03 04 05 06 07 08 09 10 Name Zone Construction Azimuth Orientation Gross Area (ft2) Window & Door Area (ft2) Tilt (deg) Status Verified Existing Condition Front Wall Zone 1 R-13 Wall 90 Front 280 45 90 Altered N/A Left Wall Zone 1 R-13 Wall 180 Left 440 99 90 Altered N/A Rear Wall Zone 1 R-13 Wall 270 Back 280 48 90 Altered N/A Right Wall Zone 1 R-13 Wall 0 Right 440 68 90 Altered N/A Roof Zone 1 R-30 Roof Attic 1 Insect Screen (default) New 1232 Altered N/A ATTIC 01 02 03 04 05 06 07 08 09 10 11 Name '•,� Surface (Orientation -Azimuth) Width(ft) ✓ Height (ft) „� Multiplie r Radiant L-10 r. U -factor Statu Verified Existing Name Construction Type Roof Rise Roof Reflectance Roof Emittance Barrier Cool Roof s Condition Insect Screen (default) New N/A Window 2 Left Wall (Left -180) --- — 1 Ex9 ti 0.34 Attic Zone 1 Attic RoofZone 1 Ventilated .. 6 0.1 0.85 Lo J No 1 No WINDOWS -. 1l, if i t� Ir", I iZ; i 1 � 11 it )I i t 01 02 *� 4 i�.s03a �. .x'04"-' as u05" `-"06L% W07. '08"41. 09 10 11 Name '•,� Surface (Orientation -Azimuth) Width(ft) ✓ Height (ft) „� Multiplie r ' r1+f Area (ft2) L-10 r. U -factor SHGC Exterior Shading Status Verified Existing Condition Window Front Wall (Front -90) -- – 1 145.0/ 0.34 0.34 Insect Screen (default) New N/A Window 2 Left Wall (Left -180) --- — 1 f 93.0 0.34 0.34 Insect Screen (default) New N/A Window 3 Rear Wall (Back -270) -- — 1 148.0 / 0.34 0.34 Insect Screen (default) New N/A Window 4 Right Wall (Right -0) – -- 1 r 58.0' 0.34 0.34 1 Insect Screen (default) New N/A DOORS 01 02 03 04 05 06 Name Side of Building Area (ft2) U -factor Status Verified Existing Condition Door Left Wall 1-6.0 0.50 New No Door 2 Right Wall 0 0. 0 0.50 New No Registration Number: 216-AO178961A-000000000-0000 Registration Date/Time: 2016-05-13 06:09:08 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF111-04072016-744 Report Generated at: 2016-05-13 06:01:27 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 06:00, Fri, May 13, 2016 Calculation Description: Title 24 Analysis Input File Name: 051216 -Avila -Shop Conversion #1232.xml CF1 R -PRF -01. Page 4 of 7 OPAQUE SURFACE CONSTRUCTIONS 01 02 03 04 05 06 07 08 09 Not Required Not Required — Total Cavity Winter Design Solar Fraction (%) Construction Name Surface Type Construction Type Framing R -value U -value Assembly Layers Perimeter t �""` (ftj !„ Edge Insul.`.R-valuea r '. Carpeted Fraction Heated Status Existing Condition • Cavity/ Frame: no insul. / 2x4 Top Chrd 1Zone 1 41232 144 2x4 Top Chord of Roof Truss @ 24 0.8 No Roof Deck: Wood Siding/sheathing/decking Attic RoofZone 1 Attic Roofs Wood Framed Ceiling in. O.C. none0.644 Roofing: Light Roof (Asphalt Shingle) • Inside Finish: Gypsum Board • Cavity/Frame: R -13/2x4 • Exterior Finish: Wood R-13 Wall Exterior Walls Wood Framed Wall 2x4 @ 16 in. O.C. R13 0.095 Siding/sheathing/decking • Inside Finish: Gypsum Board Ceilings (below Cavity/Frame: R-9.1 /2x4 R-30 Roof Attic attic) Wood Framed Ceiling 2x4 @ 24 in. O.C. �'R 30� 0.032 Over Floor Joists: R-20.9 insul. SLAB FLOORS - 01 02 03 04 05 06 07 08 09 Not Required Not Required — Water Heater Number of Heaters Solar Fraction (%) Status Verified Existing Condition DHW Sys 1 Verified Name Zone Area ( Perimeter t �""` (ftj !„ Edge Insul.`.R-valuea r '. Carpeted Fraction Heated Status Existing Condition Slab 1Zone 1 41232 144 { None{ { {� { 0.8 No Altered No BUILDING ENVELOPE - HERS VERIFICATION F l "_ S K 1 0 t H 01 02 03 04 Quality Insulation Installation (QII) Quality Installation of Spray Foam Insulation Building Envelope Air Leakage CFM50 Not Required Not Required Not Required — WATER HEATING SYSTEMS 01 02 03 04 05 06 07 08 Name System Type Distribution Type Water Heater Number of Heaters Solar Fraction (%) Status Verified Existing Condition DHW Sys 1 DHW Standard DHW Heater 1 1 Annual Altered No Registration Number: 216-A0178961A-oo0000000-0000 Registration Date/Time: 2016-0513 06:09:08 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CFSR-04072016-744 Report Generated at: 2016-05-13 06:01:27 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD ' - CFI R -PRF -01 .. Project Name: Residential Building Calculation Date/Time: 06:00, Fri, May 13, 2016 7 Page 5 of 7 - r f Calculation Description: Title 24 Analysis, r Input File Name: 051216 -Avila -Shop Conversion #1232.xml - WATER HEATERS . _. 01 02 - —`03 04 . 05 06 07, 08 Pipe Insulation Parallel Piping Compact Distribution Tank Volume Energy Factor or • - Tank Exterior Standby Loss Name Heater Element Type Tank Type (gal) Efficiency Input Rating Insulation R -value _ ', (Fraction)y DHW Heater 1rPiopane (Small Instantaneous 0 0.84 EU 185000-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 with Manual Control Recirculation with Sensor Control ' DHW Sys 1 n/a n/a n/a n/a n/a n/a SPACE CONDITIONING SYSTEMS. + - 01 02 03 04 05 06 07 08 + 09 ' Heating System- Cooling System I Distribution._ _ ` -Fan. Floor Area Verified Existing Name System Type Name • - Ducted Name ^ Ducted System System "' Served - - -Status Condition HVAC Systeml Other Heating and Cooling System + Heating Component 1 s Yes I. `Coolingj� Component 1 t ( Yes Air Distribution "System 1 rHVAC Fan-. rt 1 - 1232 New No HVAC - HEATING SYSTEMS - 01 02 _ 03 Name - ` - Type Efficiency Heating Component 1 CntrlFurnace - Fuel -fired central furnace 80 AFUE HVAC - COOLING SYSTEMS 01 02 03 04 05 06 07 t .• Efficiency x Multi -speed EER SEER Zonally Controlled Compressor. HERS Verification • Cooling Component 1 SplitA�tl - Split air conditioning 12 � 14 No No Cooling Component L,--7—,,system t 1 -hers -coot Registration Number: 216-A0178961A-000000000-0000. ' h Registration Date/Time: 2016-a&1306:09:08 - HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-04072016-744^ ` Report Generated at: 2016-05-13 06:01:27 Name System Type Registration Number: 216-A0178961A-000000000-0000. ' h Registration Date/Time: 2016-a&1306:09:08 - HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-04072016-744^ ` Report Generated at: 2016-05-13 06:01:27 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 06:00, Fri, May 13, 2016 Calculation Description: Title 24 Analysis Input File Name: 051216 -Avila -Shop Conversion #1232.xml CF1 R -PRF -01 Page 6 of 7 HVAC COOLING - HERS VERIFICATION 01 02 03 04 05 06 Name Verified Airflow Airflow Target Verified EER Verified SEER Verified Refrigerant Charge Cooling Component 1 -hers -cool Required 350 Required Not Required Not Required HVAC - DISTRIBUTION SYSTEMS 01 02 03 04 05 06 07 08 09 10 Air Distribution System 1 -hers -dist Required Insulation Supply Duct Return Duct Verified Existing HERS Name Type Duct Leakage R -value Location Location Bypass Duct Status Condition Verification Air Distribution Air Distribution Ducts located in attic Sealed and tested 6.0 a _ Attic.r.�� f Attic None New No System System 1 � — 1 -hers -dist HVAC DISTRIBUTION - HERS VERIFICATION 01 02 03 04 05 06 Name Duct Leakage Verification Duct Leakage .. �Tarjet(j%jam-- j� Verified�Duct Location Verified Duct Design Return Supply Air Distribution System 1 -hers -dist Required HVAC - FAN SYSTEMS & HERS VERIFICATION H F RIt; P R r) I n F P 01 02 03 04 Name Type Fan Power (Watts/CFM) HERS Verification HVAC Fan 1 Single Speed PSC Furnace Fan 0.58 Required IAQ (Indoor Air Quality) FANS 01 02 03 04 05 Name IAQ CFM IAQ Fan Type IAQ Recovery Effectiveness(%) HERS Verification SFam IAQVentRpt r0 —J Default 0 Not Required Registration Number: 216-A0178961A-000000000-0000 Registration Date/Time: 2016-0513 06:09:08 HERS Provider: CalCERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CFIR-04072016-744 Report Generated at: 2016-05-13 06:01:27 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 06:00, Fri, May 13, 2016 Calculation Description: Title 24 Analysis Input File Name: 051216 -Avila -Shop Conversion #1232.xml CFI R -PRF -01. Page 7 of 7 DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. 1 certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: Documentation Author Signature: f 'W.'Ramirez Max Ramirez Company: Signature Date: Golden Sun Designs 2016-05-13 06:09:08 Address: CEA/HERS Certification Identification (If applicable): 22189 Samson Ave NA City/State/Zip: Phone: Corning, CA 96021 530-321-7242 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 on this Certificate of Compliance are consistent with the information provided on other applicable compliance documents, worksheets, calculations, plans and specifications submitted to -the enforcement,agency,for approval -with this -building permit application. Responsible Designer Name: I L � 1 t Responiible Desiigner siginature'r�� 1 C C/Y _ �amirez Max Ramirez ,, � >� rti 7 t� P� I F Company: Date Signed: 4.rGolden 0 9:08 Sun Designs 6-05-1306: Address: License: 22189 Samson Ave NA City/State/Zip: Phone: Corning, CA 96021 530-321-7242 Digitally signed by Ca10ERTS. This digital signature is provided in order to secure the content of this registered document, and in no way implies Registration Provider responsibility for the accuracy of the information. Registration Number: 216-A0176961A-000000000-0000 Registration Date/Time: 2016-05-13 0 6:09:08 HERS Provider: CaICERTS Inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-04072016-744 Report Generated at: 2016-05-13 06:01:27 RESIDENTIAL MEASURES SUMMARY RMS-1 Project Name Shop Conversion Building Type m Single Family ❑ Addition Alone ❑ Multi Family m Existing+ Addition/Alteration Date 5/13/2016 Project Address 1197 Meridian Road Chico California Energy Climate Zone CA Climate Zone 11 Total Cond. Floor Area 1,232 Addition 1 0 # of Units 1 1 INSULATION Construction Type Area Cavity (ft) Special Features Status Wall Wood Framed —R-13 1,180 Altered Door Opaque Door no insulation 16 New Roof Wood Framed Attic ("R 30 1 1,232 Altered Slab Unheated Slab-on-Grade no insulation 1,232 Perim = 144' Altered FENESTRATION Orientation Area ftz Total Area: 244 Glazing Percentage: 19.8%1New/Altered Average U-Factor: 0.34 U-Fac SHGC Overhang Sidefins Exterior Shades Status Front (E) 45.0 0.340 0.34 � ncne none Bug Screen New Left (S) 93.0 0.340 0.34 none none Bug Screen New Rear (W) 48.0 0.340 0.34 none none Bug Screen New Right (N) 58.0 0.340 0.34 none none Bug Screen New HVAC SYSTEMS Qty. Heating Min. Eff Cooling Min. Eff Thermostat Status 1 Central Furnace 80% AFUE Split Air Conditioner 14.0 SEER Setback New HVAC DISTRIBUTION Duct Location Heating Cooling Duct Location R-Value Status HVAC System Ducted Ducted Attic 6.0 New WATER HEATING Qty. -Type Gallons Min. Eff Distribution Status 1 Small Instantaneous Gas 0 0.84 Standard Altered Ener Pro 6.7 by Ener Sok User Number: 5733 RunCode: 2016-05-13T06:01:36 ID: 051216-Avila Shop Cc Pa a 10 of 14 2013 Low -Rise Residential Mandatory Measures Summary NOTE: Low-rise residential buildings subject to the Standards must comply with all applicable mandatory measures listed, regardless of the compliance aonroach used. Exceptions may aDDIv. Review the respective code section for more information. Building Envelope Measures: § 110.6(a)1: Doors and windows between conditioned and unconditioned spaces are manufactured to limit air leakage. §I 10.6(a)5: Fenestration products (except field -fabricated windows) have a label listing the certified U -Factor, certified Solar Heat Gain Coefficient SHGC , and infiltration that meets the requirements of § 10-111 (a). § 110.7: Exterior doors and windows are weatherstripped; all joints and penetrations are caulked and sealed. §110.8(a): Insulation specified or installed meets Standards for Insulating Material. Indicate type and include on the CF2R. § 110.8(i): The thermal emittance and aged solar reflectance values of the cool roofing material meets the requirements of § 110.8(i) when the installation of a cool roof is specified on the CFIR. § 110.80): A radiant barrier shall have an emittance of 0.05 or less when the installation of a radiant barrier is specified on the CFI R. Minimum R-30 insulation in wood -frame ceiling; or the weighted average U -factor shall not exceed 0.031. Minimum R-19 in a § 150.0(a): rafter roof alteration. Attic access doors shall have permanently attached insulation using adhesive or mechanical fasteners. The attic access shall be gasketed to prevent air leakage. §150.0(b): Loose fill insulation shall conform with manufacturer's installed design labeled R -value. §150.0(c): Minimum R-13 insulation in 2x4 inch wood framing wall or have a U -factor of 0.102 or less (R-19 in 2x6 or 0.074 maximum U - factor). § I50.0(d): Minimum R-19 insulation in raised wood -frame floor or 0.037 maximum U -factor. In Climate Zones 14 and 16 a Class II vapor retarder shall be installed on the conditioned space side of all insulation in all exterior §150.0(g)l: walls, vented attics and unvented attics with air -permeable insulation. In Climate Zones 1-16 with unvented crawl spaces the earth floor of the crawl space shall be covered with a Class I or Class II §150.0(g)2: vapor retarder. In a building having a controlled ventilation crawl space, a Class I or Class II vapor retarder shall be placed over the earth floor of §150.0(g)3: the crawl space to reduce moisture entry and protect insulation from condensation, as specified in the exception to Section 150.0(d). §150.0(1): Slab edge insulation shall: have a water absorption rate, for the insulation material alone without facings, no greater than 0.3%; have water vapor permeance rate is no greater than 2.0 perm/inch, be protected from physical damage and UV light deterioration; and when installed as part of a heated slab floor meets the requirements of § 110.8 150.0 § (q)' Fenestration, including skylights, separating conditioned space from unconditioned space or outdoors shall have a maximum U- factor of 0.58; or the weighted average U -factor of all fenestration shall not exceed 0.58. Fireplaces, Decorative Gas Appliances and Gas Log Measures: §150.0(e)IA: Masonry or factory -built fireplaces have a closable metal or glass door covering the entire opening of the firebox. §150.0(e)1B: Masonry or factory -built fireplaces have a combustion outside air intake, which is at least six square inches in area and is equipped with a readily accessible, operable, and tight -fitting damper or a combustion -air control device. §150.0(e)1C: Masonry or factory -built fireplaces have a flue damper with a readily accessible control. §150.0(e)2: Continuous burning pilot lights and the use of indoor air for cooling a firebox jacket, when that indoor air is vented to the outside of the building, are prohibited. Space Conditioning, Water Heating and Plumbing System Measures: §110.0-§110.3: HVAC equipment, water heaters, showerheads, faucets and all other regulated appliances are certified to the Energy Commission. §I 10.3(c)5: Water heating recirculation loops serving multiple dwelling units meet the air release valve, backflow prevention, pump isolation valve, and recirculation loop connection requirements of §I 10.3(c)5. Continuously burning pilot lights are prohibited for natural gas: fan -type central furnaces, household cooking appliances (appli- § 110.5: ances without an electrical supply voltage connection with pilot lights that consume less than 150 Btu/hr are exempt), and pool ands a heaters. §150.0(h)l: Heating and/or cooling loads are calculated in accordance with ASHRAE, SMACNA or ACCA using design conditions specified in §150.0(h)2. § 150.0(h)3A: Installed air conditioner and heat pump outdoor condensing units shall have a clearance of at least five feet from the outlet of any dryer vent. §150.0(i): Heating systems are equipped with thermostats that meet the setback requirements of § 110.2(c). § 150.06)1 A: Storage gas water heaters with an energy factor equal to or less than the federal minimum standards shall be externally wrapped with insulation having an installed thermal resistance of R-12 or greater. §150.00)1B: Unfired hot water tanks, such as storage tanks and backup storage tanks for solar water -heating systems, have R-12 external insulation or R-16 internal insulation where the internal insulation R -value is indicated on the exterior of the tank. For domestic hot water system piping, whether buried or unburied: the first 5 feet of hot and cold water pipes from the storage tank, all piping with a nominal diameter of 3/4 inch or larger, all piping associated with a domestic hot water recirculation system § 150.06)2A: regardless of the pipe diameter, piping from the heating source to storage tank or between tanks, piping buried below grade, and all hot water pipes from the heating source to kitchen fixtures must be insulated according to the requirements of TABLE 120.3- A. §150.00)2B: All domestic hot water pipes that are buried below grade must be installed in a water proof and non -crushable casing or sleeve that allows for installation, removal, and replacement of the enclosed pipe and insulation. 2013 Low -Rise Residential Mandatory Measures Summary §150.00)2C: Pipe for cooling system lines shall be insulated as specified in §150.00)2A. Piping insulation for steam and hydronic heating systems or hot waters stems with pressure > 15 psig shall meet the requirements in TABLE 120.3-A. §150.00)3: Insulation is protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind. Insulation exposed to weather shall either be rated for outdoor use or installed with a cover suitable for outdoor service. For § I50.00)3A: example, protected by aluminum, sheet metal, painted canvas, or plastic cover. Cellular foam insulation protected as specified or painted with coating that is water retardant and provides shielding from solar radiation that degrades the material. Insulation covering chilled water piping and refrigerant suction piping located outside the conditioned space shall have a Class I §150.00)3B: or Class II vapor retarding facing, or the insulation shall be installed at the thickness that qualifies as a Class I or Class II vapor retarder. Systems using gas or propane water heaters to serve individual dwelling units shall include: a 120V electrical receptacle within 3 feet of the water heater; a Category III or IV vent, or a Type B vent with straight pipe between the outside termination and the §150.0(n)l: space where the water heater is installed; a condensate drain that is no more than 2 inches higher than the base of the installed water heater, and allows natural draining without pump assistance; and a gas supply line with a capacity of at least 200,000 Btu/hr. § 150.0(n)2: Recirculating loops serving multiple dwelling units shall meet the requirements of § 110.3(c)5. § 150.0(n)3: Solar water -heating systems and collectors shall be certified and rated by the Solar Rating and Certification Corporation (SRCC) or by a testing agency approved by the Executive Director. Ducts and Fans Measures: All air -distribution system ducts and plenums installed are sealed and insulated to meet the requirements of CMC §601.0, §602.0, §603.0, §604.0, §605.0 and ANSI/SMACNA-006-2006 HVAC Duct Construction Standards Metal and Flexible 3rd Edition. Supply -air and return -air ducts and plenums are insulated to a minimum installed level of R-6.0 (or higher if required by CMC §605.0) or enclosed entirely in directly conditioned space as confirmed through field verification and diagnostic testing (RA3.1.4.3.8). Connections of metal ducts and inner core of flexible ducts are mechanically fastened. Openings shall be sealed §150.0(m)l: with mastic, tape, or other duct -closure system that meets the applicable requirements of UL 181, UL 181 A, or UL 181 B or aerosol sealant that meets the requirements of UL 723. If mastic or tape is used to seal openings greater than 1/4 inch, the combination of mastic and either mesh or tape shall be used. Building cavities, support platforms for air handlers, and plenums defined or constructed with materials other than sealed sheet metal, duct board or flexible duct shall not be used for conveying conditioned air. Building cavities and support platforms may contain ducts. Ducts installed in cavities and support platforms shall not be compressed to cause reductions in the cross-sectional area of the ducts. Factory -Fabricated Duct Systems shall comply with specified requirements for duct construction, connections, and closures; joints §150.0(m)2: and seams of duct systems and their components shall not be sealed with cloth back rubber adhesive duct tapes unless such tape is used in combination with mastic and draw bands. §150.0(m)3-6: Field -Fabricated Duct Systems shall comply with requirements for: pressure -sensitive tapes, mastics, sealants, and other requirements specified for duct construction; duct insulation R -value ratings; duct insulation thickness; and duct labeling. §150.0(m)7: All fan systems that exchange air between the conditioned space and the outside of the building must have backdraft or automatic dampers. §150.0(m)8: Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operated dampers except combustion inlet and outlet air openings and elevator shaft vents. Insulation shall be protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind but not §150.0(m)9: limited to the following: insulation exposed to weather shall be suitable for outdoor service. For example, protected by aluminum, sheet metal, painted canvas, or plastic cover. Cellular foam insulation shall be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation. §150.0(m)10: Flexible ducts cannot have porous inner cores. When space conditioning systems use forced air duct systems to supply conditioned air to an occupiable space, the ducts shall be §150.0(m)11: sealed and duct leakage tested, as confirmed through field verification and diagnostic testing, in accordance with Reference Residential Appendix RA3. Mechanical systems that supply air to an occupiable space through ductwork exceeding 10 feet in length and through a thermal §150.0(m)12: conditioning component, except evaporative coolers, shall be provided with air filter devices that meet the requirements of §150.0(m)12. Space conditioning systems that utilize forced air ducts to supply cooling to an occupiable space shall have a hole for the placement of a static pressure probe (HSPP), or a permanently installed static pressure probe (PSPP) in the supply plenum. The §150.0(m)13: space conditioning system must also demonstrate airflow> 350 CFM per ton of nominal cooling capacity through the return grilles, and an air -handling unit fan efficacy 5 0.58 W/CFM as confirmed by field verification and diagnostic testing, in accordance with Reference Residential Appendix RA3. Zonally controlled central forced air cooling systems shall be capable of simultaneously delivering, in every zonal control mode, §150.0(m)l5: an airflow from the dwelling, through the air handler fan and delivered to the dwelling, of> 350 CFM per ton of nominal cooling capacity, and operating at an air -handling unit fan efficacy of:5 0.58 W/CFM as confirmed by field verification and diagnostic testing, in accordance with Reference Residential Appendix RA3. All dwelling units shall meet the requirements of ASHRAE Standard 62.2. Neither window operation nor continuous operation of § 150.0(0): central forced air system air handlers used in central fan integrated ventilation systems are permissible methods of providing the Whole Building Ventilation. §150.0(o)IA: Whole Building Ventilation airflow shall be confirmed through field verification and diagnostic testing, in accordance with Reference Residential Appendix RA3. Pool and Spa Heating Systems and Equipment Measures: Any pool or spa heating system shall be certified to have: a thermal efficiency that complies with the Appliance Efficiency § 110.4(a): Regulations; an on-off switch mounted outside of the heater that allows shutting off the heater without adjusting the thermostat setting; a permanent weatherproof plate or card with operating instructions; and shall not use electric resistance heating. 2013 Low -Rise Residential Mandatory Measures Summary Any pool or spa heating equipment shall be installed with at least 36 inches of pipe between filter and heater or dedicated suction § 110.4(b)1: and return lines, or built-up connections for future solar heating. § 110.4(b)2: Outdoor pools or spas that have a heat pump or gas heater shall have a cover. Pools shall have directional inlets that adequately mix the pool water, and a time switch that will allow all pumps to be set or pro- § 110.4(b)3: grammed to run only during off-peak electric demand periods. §110.5: Natural gas pool and spa heaters shall not have a continuous burning pilot light. § 150.0(p): Residential pool systems or equipment shall meet specified pump sizing, flow rate, piping, filters, and valve requirements. Lighting Measures: § 110.9: All lighting control devices and systems, ballasts, and luminaires shall meet the applicable requirements of § 110.9. §150.0(k)IA: Installed luminaires shall be classified as high -efficacy or low -efficacy for compliance with §150.0(k) in accordance with TABLE 150.0-A or TABLE 150.0-B, as applicable. §150.0(k)1B: When a high efficacy and low efficacy lighting system are combined in a single luminaire, each system shall separately comply with the applicable provisions of § 150.0(k). The wattage and classification of permanently installed luminaires in residential kitchens shall be determined in accordance with §150.0(k)IC: § 130.0(c). In residential kitchens, the wattage of electrical boxes finished with a blank cover or where no electrical equipment has been installed, and where the electrical box can be used for a luminaire or a surface mounted ceiling fan, shall be calculated as 180 watts of low efficacy lighting er electrical box. §150.0(k)1D: Ballasts for fluorescent lamps rated 13 watts or greater shall be electronic and shall have an output frequency no less than 20 kHz. Permanently installed night lights and night lights integral to installed luminaires or exhaust fans shall be rated to consume no §150.0(k)IE: more than 5 watts of power per luminaire or exhaust fan as determined in accordance with §I30.0(c). Night lights do not need to be controlled by vacancy sensors. § 150.0(k)1F: Lighting integral to exhaust fans (except when installed by the manufacturer in kitchen exhaust hoods) shall meet the applicable requirements of §150.0(k). § 150.0(k)2A: High efficacy luminaires must be switched separately from low efficacy luminaires. § I50.0(k)2B: Exhaust fans shall be switched separately from lighting systems. § 150.0(k)2C: Luminaires shall be switched with readily accessible controls that permit the luminaires to be manually switched ON and OFF. § I50.0(k)2D: Controls and equipment are installed in accordance with manufacturer's instructions. § 150.0(k)2E: No control shall bypass a dimmer or vacancy sensor function if the control is installed to comply with § 150.0(k). § 150.0(k)2F: Lighting controls comply with applicable requirements of § 110.9. An Energy Management Control System (EMCS) may be used to comply with dimmer requirements if: it functions as a dimmer §150.0(k)2G: according to §110.9; meets Installation Certificate requirements of §130.4; the EMCS requirements of §130.5; and all other requirements in §150.0(k)2. An Energy Management Control System (EMCS) may be used to comply with vacancy sensor requirements of §150.0(k) if: it § 150.0(k)2H: functions as a vacancy sensor according to § 110.9; meets Installation Certificate requirements of § 130.4; the EMCS requirements of § 130.5; and all other requirements in § 150.0(k)2. § 150.0(k)21: A multiscene programmable controller may be used to comply with dimmer requirements of this section if it provides the functionality of a dimmer according to §110.9, and complies with all other applicable requirements in §150.0(k)2. § 150.0(k)3A: A minimum of 50 percent of the total rated wattage of permanently installed lighting in kitchens shall be high efficacy. Kitchen lighting includes all permanently installed lighting in the kitchen except internal lighting in cabinets that illuminate only §150.0(k)3B: the inside of the cabinets. Lighting in areas adjacent to the kitchen, including but not limited to dining and nook areas, are considered kitchen lighting if they are not separately switched from kitchen lighting. § I50.0(k)4: Permanently installed lighting that is internal to cabinets shall use no more than 20 watts of power per linear foot of illuminated cabinet. § I50.0(k)5: A minimum of one high efficacy luminaire shall be installed in each bathroom; and all other lighting installed in each bathroom shall be high efficacy or controlled by vacancy sensors. §150.0(k)6: Lighting installed in attached and detached garages, laundry rooms, and utility rooms shall be high efficacy luminaires and controlled by vacancy sensors. § I50.0(k)7: Lighting installed in rooms or areas other than in kitchens, bathrooms, garages, laundry rooms, and utility rooms shall be high efficacy,or shall be controlled by either dimmers or vacancy sensors. Luminaires recessed into ceilings shall: be listed for zero clearance insulation contact (IC) by Underwriters Laboratories or other nationally recognized testing/rating laboratory; have a label that certifies that the luminaire is airtight with air leakage less than 2.0 CFM at 75 Pascals when tested in accordance with ASTM E283; be sealed with a gasket or caulk between the luminaire housing §150.0(k)8: and ceiling, and shall have all air leak paths between conditioned and unconditioned spaces sealed with a gasket or caulk; and allow ballast maintenance and replacement without requiring cutting holes in the ceiling. For recessed compact fluorescent luminaries with ballasts to qualify as high efficacy for compliance with § I50.0(k), the ballasts shall be certified to the Energy Commission to comply with the applicable requirements in § 110.9. For single-family residential buildings, outdoor lighting permanently mounted to a residential building or other buildings on the same lot shall be high efficacy, or may be low efficacy if it meets all of the following requirements: i. Controlled by a manual ON and OFF switch that does not override to ON the automatic actions of Items ii or iii below; and §150.0(k)9A: ii. Controlled by a motion sensor not having an override or bypass switch that disables the motion sensor, or controlled by a motion sensor having a temporary override switch which temporarily bypasses the motion sensing function and automatically reactivates the motion sensor within 6 hours; and iii. Controlled by one of the followin methods: 2013 Low -Rise Residential Mandatory Measures Summary a. Photocontrol not having an override or bypass switch that disables the photocontrol; or b. Astronomical time clock not having an override or bypass switch that disables the astronomical time clock, and which is programmed to automatically tum the outdoor lighting OFF during daylight hours; or c. Energy management control system which meets all of the following requirements: At a minimum provides the functionality of an astronomical time clock in accordance with §110.9; meets the Installation Certification requirements in §130.4; meets the requirements for an EMCS in §130.5; does not have an override or bypass switch that allows the luminaire to be always ON; and, is programmed to automatically tum the outdoor lighting OFF during daylight hours. For low-rise multifamily residential buildings, outdoor lighting for private patios, entrances, balconies, and porches; and outdoor lighting for residential parking lots and residential carports with less than eight vehicles per site shall comply with one of the § 150.0(k)9B: following requirements: i. Shall comply with §I50.0(k)9A; or ii. Shall comply with the applicable requirements in §110.9, §130.0, §130.2, §130.4, §140.7 and §141.0. §150.0(k)9C: For low-rise residential buildings with four or more dwelling units, outdoor lighting not regulated by §150.0(k)9B or 150.0(k)9D shall comply with the applicable requirements in 110.9, 130.0, 130.2, 130.4, 140.7 and 141.0. § I50.0(k)9D: Outdoor lighting for residential parking lots and residential carports with a total of eight or more vehicles per site shall comply with the applicable requirements in 110.9, 130.0, 130.2, 130.4, 140.7 and 141.0. §150.0(k)10: Internally illuminated address signs shall comply with § 140.8; or shall consume no more than 5 watts of power as determined according to § 130.0(c). § 150.0(k)11: Lighting for residential parking garages for eight or more vehicles shall comply with the applicable requirements for nonresidential garages in 110.9, 130.0 130.1, 130.4, 140.6, and 141.0. In a low-rise multifamily residential building where the total interior common area in a single building equals 20 percent or less of §150.0(k)12A: the floor area, permanently installed lighting for the interior common areas in that building shall be high efficacy luminaires or controlled by an occupant sensor. In a low-rise multifamily residential building where the total interior common area in a single building equals more than 20 percent of the floor area, permanently installed lighting in that building shall: § 150.0(k)12B: i. Comply with the applicable requirements in § 110.9, § 130.0, § 130. 1, § 140.6 and § 141.0; and ii. Lighting installed in corridors and stairwells shall be controlled by occupant sensors that reduce the lighting power in each space by at least 50 percent. The occupant sensors shall be capable of turning the light fully On and Off from all designed paths of ingress and egress. Solar Ready Buildings: Single family residences located in subdivisions with ten or more single family residences and where the application for a § 110.10(a)l: tentative subdivision map for the residences has been deemed complete, by the enforcement agency, on or after January 1, 2014, shall comply with the requirements of § 110.10 through §110.10 e . § 110.10(a)2: Low-rise multi -family buildings shall comply with the requirements of § 110.10(b) through § 110.10(d). The solar zone shall have a minimum total area as described below. The solar zone shall comply with access, pathway, smoke ventilation, and spacing requirements as specified in Title 24, Part 9 or other Parts of Title 24 or in any requirements adopted by a local jurisdiction. The solar zone total area shall be comprised of areas that have no dimension less than 5 feet and are no less than 80 square feet each for buildings with roof areas less than or equal to 10,000 square feet or no less than 160 square feet each for §1 10.10(b)l: buildings with roof areas greater than 10,000 square feet. For single family residences the solar zone shall be located on the roof or overhang of the building and have a total area no less than 250 square feet. For low-rise multi -family buildings the solar zone shall be located on the roof or overhang of the building or on the roof or overhang of another structure located within 250 feet of the building or on covered parking installed with the building project and have a total area no less than 15 percent of the total roof area of the building excluding any skylight area. § 110.10(b)2: All sections of the solar zone located on steep -sloped roofs shall be oriented between 110 degrees and 270 degrees of true north. §I 10.10(b)3A: No obstructions, including but not limited to, vents, chimneys, architectural features, and roof mounted equipment, shall be located in the solar zone. Any obstruction, located on the roof or any other part of the building that projects above a solar zone shall be located at least twice § 110.10(b)3B: the distance, measured in the horizontal plane, of the height difference between the highest point of the obstruction and the horizontal projection of the nearest point of the solar zone, measured in the vertical plane. § 110.10(b)4: For areas of the roof designated as solar zone, the structural design loads for roof dead load and roof live load shall be clearly indicated on the construction documents. The construction documents shall indicate: a location for inverters and metering equipment and a pathway for routing of conduit §I 10.10(c): from the solar zone to the point of interconnection with the electrical service (for single family residences the point of interconnection will be the main service panel); a pathway for routing of plumbing from the solar zone to the water -heating system. §110. 10(d): A copy of the construction documents or a comparable document indicating the information from § 110.10(b) through § 110.10(c) shall be provided to the occupant. §110.10(e)l: The main electrical service panel shall have a minimum busbar rating of 200 amps. The main electrical service panel shall have a reserved space to allow for the installation of a double pole circuit breaker for a § 110.10(e)2: future solar electric installation. The reserved space shall be: positioned at the opposite (load) end from the input feeder location or main circuit location, and permanently marked as "For Future Solar Electric". $ �r Residential Man datory'California Green Building .. r `- Code Measures Based on the 2013 California Green Building'Standards Code Checklist Effective July 1, 2015 • VERIFICATIONS LEVELS ENFORCING AGENCY TO SPECIFY APPLICANT TO SELECT ELECTIVE MEASURES VERIFICA THOD Prerequisites and electives' Enforcin Installer ork Third FEATURE OR MEASURE g Agency Designer party ID 1:1=T,Mandatory Tier 1All; All All PLANNING AND DESIGN 4.106.2 A plan is developed and implemented to manage storm water drainage during construction. • 4.106.3 Construction plans shall indicate how site grading or a drainage system will manage all surface p r water Flows to keep waterfrom enteringbuildings. 4.106.4 Provide capability for electric vehicle charging ' in one- and two-family dwellings and in townhouses - ❑x ❑ ❑ with attached private garages; and 3 percent of total spaces, as specified, for multifamily dwellings. .parking ;ENEI2Gl EH'IICIENCY y'•;: - ` a, ' + ' tCener tl „ 4.201.1 Building meets or exceeds the requirements ofthe ❑ . California Building Energy Efficiency SlandardS3. ' IAND,CONSER �l= � J'.�'» � kt 4.7y N ✓� X' �3 `. Pry 3r � n ,,�,...^ U' �{. 1)se �� � ndoor,2W,ater �a •�a�� � �,r� �_�.��� . 4.303.1 Plumbing fixtures (water closets and urinals) and _ '. ❑ ,� fittings (faucets and showerheads) installed in residential buildings shall comply with the prescriptive requirements of Sections 4.303.1.1 through 4.303.1.4.4. 4.303.2 Plumbing fixtures and fittings required in Section ❑x ❑ ❑ 4.303.1 shall be installed in accordance with the - California Plumbing Code, and shall meet the •" applicable referenced standards. ' a 4.304.1 Automatic irrigation systems controllers • installed at the time of final inspection shall be weather • ❑ • j� ❑ or soil moisture -based. ,\ '.Enhanced Durability a`ndiReduced D45ntenancca: 4.406.1 Annular spaces around pipes, electric cables; __ _ _ ❑ ❑ conduits or other openings in plates at exterior walls shall ' be protected against the passage of rodents by closing such openings with cement mortar; concrete masonry or similar method acceptable to the enforcing agency. str'u Conctton Waste Reduct►on Disposal anJ Reeyclnt ; "• 4.408.1 Recycle and/or salvage for reuse a naininatnra 01' ❑x ❑7 ❑ 50 percent of the nonhazardous construction and demolition waste in accordance with one of the following: 1. Comply with a more stringent local construction _ and demolition waste management ordinance; or TTE COUNTY � 2. A construction waste management plan, per � Section 4.408.2: or " �� WINGI V �a7�® 3. A waste management company.per Section 4.408.3; or 4.1 -he waste stream reduction alternative, per Section APPROVED � e �� 4.408.4.. N Buiidirfg•Marofen and,Ol)'Ow' ince t ion V 4.507.1 Reserved. j 4.4 10.1 An operation and maintenance manual shall with VOC limits. be provided to the building occupant or owner. 0 ❑ ENVIRONNI1 - AL'QUALITY ❑ I. Establish heat loss and heat gain values accordingto. . ` 4.503.1 Any installed gas fireplace shall be adirect-vent flooring shall comply with specified VOC criteria. ANSUACCA 2 Manual J-2004 or equivalent. sealed -combustion type. Any installed woodstove or 4.504.5 Particleboard; medium density fiberboard (MDF) pellet stove shall comply with US EPA Phase 11 emission ' limits where applicable. woodstoves, pellet stoves and ® Manual D-2009 or equivalent. • fireplaces shall also comply with applicable local ❑ shall comply emission standards. 3. Select heating and cooling equipment according to Pollutant Control 4.504.1 Duct openings and other related air distribution Interior 111olsture Control 4.505.2 Vapor retarder and capillary break is installed at component openings shall be covered during r O ❑ ❑ r 4.504.2.1 Adhesives, sealants and caulks shall be Qualifcations;_� .�. ;� , compliant with VOC and other toxic compound :4.505.3 Moisture content of bbilding materials used in ❑X ' 4 ❑ 4.504.2.2 Paints; stains and other coatings shall ❑ ❑ wall and Floor framing is checked before enclosure. be compliant with VOC limits. x ❑ _ 702.2 Special inspectors employed by the enforcing � 4.504.2.3 Aerosol paints and coatings shall be compliant jr door Air Quality a1 d,Exhaust agency must be qualified and able todemonstrate .xQ with product weighted MIR limits for ROC and other + Q ❑ toxic compounds. competence in the discipline then are inspecting. 4.504.2.4 Documentation shall be provided to verify Verifications... + Y that comnlianl VOC limit finish materials have been x 703.1 Verification ofcompliance with this code may ❑ 1'• A I ❑ 4.504.3 Carpet and carpet systems shall be compliant 4.507.1 Reserved. with VOC limits. 4.507.2. is selected using the following methods: ' Qx ❑ 4.504.4 80 percent of floor area receivingresilient ❑ I. Establish heat loss and heat gain values accordingto. = flooring shall comply with specified VOC criteria. ANSUACCA 2 Manual J-2004 or equivalent. 4.504.5 Particleboard; medium density fiberboard (MDF) 2. Size duct systems according to ANSUACCA I ' and hardwood plywood used in interior finish systems with low formaldehyde ® Manual D-2009 or equivalent. ❑ ❑ shall comply emission standards. 3. Select heating and cooling equipment according to Interior 111olsture Control 4.505.2 Vapor retarder and capillary break is installed at ❑ ❑ slab -on -grade foundations. Qualifcations;_� .�. ;� , :4.505.3 Moisture content of bbilding materials used in ❑X ' 4 ❑ the proper installation of I-IVAC systems. ❑ ❑ wall and Floor framing is checked before enclosure. _ 702.2 Special inspectors employed by the enforcing � jr door Air Quality a1 d,Exhaust Environmental Co 4T rt. 4.507.1 Reserved. 4.507.2. is selected using the following methods: ' Qx ❑ ❑ I. Establish heat loss and heat gain values accordingto. = ANSUACCA 2 Manual J-2004 or equivalent. 2. Size duct systems according to ANSUACCA I ' Manual D-2009 or equivalent. 3. Select heating and cooling equipment according to ANSUACCA 3 Manual S-2004 orequivalent. Installer and Speci tl Inspecto'r. Qualifications:` Qualifcations;_� .�. ;� 702.1 I-IVAC system installers are trained wid certified in Cl ' 4 ❑ the proper installation of I-IVAC systems. _ 702.2 Special inspectors employed by the enforcing � F agency must be qualified and able todemonstrate .xQ ❑ ❑ competence in the discipline then are inspecting. Verifications... + Y C 703.1 Verification ofcompliance with this code may include construction documents; plans, specifications builder or installer certification, inspection reports, or �x 1 ❑l ❑ ' other methods acceptable to the cnlixcing agency which , show substantial conlormaocc.