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Home My WebLink AboutB16-1767 000-000-000A f. ,SSummit Structural Design UMMITY • . Undo Ave., Suite 200, Chico, CA 95926 '<STRUCTURWZESIGN 530.592.4407 www.summitchico.com October 10, 2016 RE: Fleming Residence, 1184 Marian Ave, Chico, CA To Whom It May Concern: I have reviewed the truss calculations by Design Assistance dated 10/05/16 and have found that the trusses appear to be designed in accordance with the general design concept of the structural documents. The specific design shall remain the responsibility of the engineer who has sealed the calculations. Sincerely, Oi�SS1U�V Andy Johnson, P.E.,, PERMIT #A BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE DAYE_lo -� B"�� BUTTE ('OUNTY OCT 19 2016 DEVELOPMENT SERV[('ES � I (oa- 11 (o-7 --®-� Summit Structural Design 383 Rio Lindo Avenue, Suite 200, Chico, California 95926 p. (530) 592-4407. www.summitchico.com f ' August 10, 2016 RE: Fleming Residence Re-build, 1184 Marian Avenue, Chico, CA To Whom It May Concern:, I have reviewed the truss calculations`by Design Assistance dated 7-29-16 and have found that the trusses appear to be designed in accordance with the general design concept of the structural documents dated 7-21-16 with the following changes. •1.) Truss-to-truss hangers should be added to the layout at the A2 to C3 connections. 2.) Verify that building is located in Wind 'Exposure Category B or revise truss calculations to reflect Wind Exposure Category C. The specific design shall remain the responsibility of the engineer' who has sealed the calculations. Sincerely, Burm Andy Johnson, P.E. COUNTY AUG 15 2016 `OQ`O C. .�w C. JOy2�FDEVELOPMENT oy SERVICES * ,t E 06/30/201 s'T CIVI q�FOF CAUF ''ERMIT 491k 'l l BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE DATE tD_4-1 BYXA0 ' - • � ,e� p�G ,i 5 2016 13VELOPMEW SERVICES ' PERMIT # BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE J DATE 383 Rio Lindo Ave, Chico, CA 95926 p. (530) 592-4407 www.summitchico.com Structural Calculations For Client: Mathew Amaro - Mathew Amaro Designs Project: Fleming Residence Re -build Address::, 11.84 Marian Ave, Chico, CA OQROFESS/pN� C. Joy �Fti 6 1 �2 m .06/30/201 OF CAL .Note: Summit Structural Design (SSD) is not responsible for on-site inspection to assure compliance with the standards, sizes, materials, or workmanship specified herein. SSD is not responsible for any structural element or system not specifically noted in this set of specifications/calculations unless authorized in writing by SSD. Workmanship shall be of the highest quality and in all cases shall follow accepted construction practice, the latest edition of the California Building Code, and local building department standards. 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, 00 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, ETCETERA. D) IF A PARTICULAR FEATURE OF CONSTRUCTION IS NOT FULLY SHOWN ON THE DRAWINGS OR IN THE CALCULATIONS, THEN 11 SHALL BE CONSTRUCTED IN THE SAME CHARACTER AS SIMILAR CONDITIONS THAT ARE SHOWN ON THE DESIGN DOCUMENTS. E) ANY CONDITIONS NOTED AS EXISTING MUST BE FIELD VERIFIED BY THE CONTRACTOR, AND ANY DISCREPANCIES MUST BE BROUGHT TO THEATEENTION OF THE ENGINEER WITHOUT PROCEEDING WITH CONSTRUCTION PRIOR TO THE REVIEW OF THE ENGINE[': R. F) ALL WATER PROOFING AND FLASHING (ROOFS, FOUNDATIONS, GARAGE FLOORS, ETC...) IS THE RESPONSIBILITY OF THE CONTRACTOR OR OWNER, 2. SITE WORK / FOUNDATIONS A) ASSUMED MAXIMUM SOIL.BEARING =1,500 PSF PER CBC TABLE 1804.2, B) BUILDING SITE IS ASSUMED TO BE DRAINED AND FREE OF CLAY OR EXPANSIVE SOIL. ENGINEER HAS NOT MADE A GEOTECHNICAL REVIEW OF SITE, ANY OTHER CONDITIONS ENCOUNTERED MUST BE BROUGHT TO THE ATTENTION OF THE ENGINEER. C) THESE CALCULATIONS ASSUME STABLE, UNDISTURBED SOILS AND LEVEL OR STEPPED FOOTINGS. ANY OTHER CONDITIONS SHOULD BE BROUGHT TO THE ATTENTION OF THE ENGINEER PRIOR TO THE CONSTRUCTION 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 Fll:*I' 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%. 1) 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 01: FIGURE 1808.7.1 OF'T'HE 2013 CBC. THIS ENGINEER SHALL NOT BE LIABLE FOR ANY FOUNDATION NOT IN STRICT CONFORMANCE TO SECTION 1808 OF THE 2013 CBC. 4. CONCRETE / REINFORCING A) CONCRETE SHALL HAVE A MINIMUM 28 DAY STRENGTH OF 2,500 PSI U.N.O. C) ALL CEMENT USED SHALL CONFORM TO ASTM C-150 AND SHALL BE TYPE II 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 ASPM 6227, 289, AND 295. IF TEST DATA IS UNAVAILABLE IN REGARDS TO ALKALI REACTIVE MATERIALS, PROVIDE CEMENTWI'T'H 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 SIAB-ON-GRADE: AT GARAGE SLABS, USE 4" THICK S.O.G. WITH 83 BARS AT 15" O.C. EACH WAY ABOVE MID-DF.PTI•I OF SLAB, OVER MOISTURE BARRIER, OVER 4" AGGREGATE BASE. USE 3-1/2" SLAB WITH H3 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-CUTTOP'/." OF SLAB FOR CRACK CONTROL AT INTERVALS NOT TO EXCEED 16'-0" WHERE SLAB IS REINFORCED, SAW CUT AT INTERVALS NOTTO EXCEED 7'-0" WHERE SLAB IS UN -REINFORCED. I) REINFORCEMENT COVER SHALL BE AS FOLLOWS: CONCRETE CAST AGAINSTAND PERMANENTLY EXPOSED TO SOIL: 3" CONCRETE WITH SOIL OR WEATHER EXPOSURE: H5 BARS AND SMALLER: 1 A" tt6 BARS AND LARGER: 2" CONCRETE WITHOUT SOIL OR WEATHER EXPOSURE: Y." 1) REINFORCEMENT SHALL BE GRADE 60 PER ASPM 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) Its AND IARGER REBAR SHALL NOT BE RE-BENT. L) ALL REINFORCING STEEL AND ANCHOR BOLTS SHALL BE ACCURATELY LOCATED AND ADEQUATELY SECURED IN POSITION BEFORE: AND DURING CONCRETE PLACEMENT. 6. FRAMING/LUMBER 6.1 MATERIALS: A.) SHEATHING: 1. ROOF SHEATHING: Y," APA RATED 32/16 EXPOSURE 1, STRUCTURAL SHEATHING WITH FACE GRAIN PERPENDICULAR TO FRAMING, STAGGER PANELS AND NAIL WITH.8d AT 6" O.C. EDGE, 12" O.C. FIELD U.N.O. PROVIDE 1/8" GAP AT ALL PANEL EDGES U.N.O. BY PANEL MANUFACTURER. 2. FLOOR SHEATHING: !14" 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 ATALL 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 241:-V4.U.N.O. WITH A CAMBER OF R=1600' U.N.O. GLUE -LAMS EXPOSED TO WEATHER MUST BE RATED FOR EXTERIOR USE BY THE MANUFACTURER. FLASHING AND WATERPROOFING OF EXPOSED ENDS SHALL BE PROVIDED BY THE CONTRACTOR TO PREVENT DECAY. GLUED LAMINATED FABRICATION SHALL BE PERFORMED IN AN APPROVED FABRICATOR'S SHOP IN ACCORDANCE WITH CBC 2303.1.3, AITC A190.1 AND ASTM D 3737. BEAM INSPECTION CERTIFICATES SHALL BE SUBMITTEDTO THE FIELD INSPECTOR PRIOR TO COMPLETION OF FRAME INSPECTION IN ACCORDANCE WITH CBC 1704.2. C.) MICRO -LAMS: MICRO -LAMS (LAMINATED VENEER LUMBER) SHALL HAVE FB = 3100 PSI & FV = 285 PSI MIN., AND SHALL BE MANUFACTURED, APPROVED AND IDE14TIFIED AS PER NER-481 C2.) PARALAMS: PSL'S (PARALLEL STRAND LUMBER) SHALL HAVE FB = 3100 PSI & FV = 290 PSI MIN., AND SHALL BE MANUFAC:TORED, APPROVEDA14D IDENTIFIED AS PER NEII-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'-O" MAXIMUM AND,(7) BOLT DIAMETERS MINIMUM FROM EACH END OF EACH PIECE, THE EDGE OF THE SILL PLATE WASHER SHALL BE LOCATED Y," MAXIMUM FROM FACE OF WALL SHEATHING. 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. 1. STUDS SHALL BE STUD GRADE OR BETTER. 2. ALL POSTS SHALL BE DF -L #1 U.N.O. 3. 2X AND 3X RAFTERS SHALL BE DF -L #2 U.N.O. 4. 2X JOISTS SHALL BE DF -L N2 U.N.O. 5. CONCEALED BEAMS SHALL BE DF -L IQ 6. EXPOSED BEAMS SHALL BE DF -L Ill 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 SHALT. 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. 1.) MANUFACTURED "I" JOISTS: MANUFACTURED I JOISTS (SUCH AS TRUSS JOISTS) SHALL BE INSTALLED PER THE MANUFACTURES RECOMMENDATIONS USING A DEFLECTION LIMIT OF L/480 U.N.O. USE A MANUFACTURED 1-1/4" RIM BOARD (SUCH AS TIMBER STRAND) WITH ALL "I" JOISTS. USE A DOUBLE RIM OR 1 % LVL RIM AT ALL LOCATIONS WHERE LEDGERS ARE USED (SUCH AS DECK LEDGERS). 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 (I(: 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. THECONTRACTOR 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. ADEQUATE SUPPORT SHALL BE PROVIDED FOR ALL OTHER EQUIPMENT OR FURNISHINGS WHICH MAY NOT BE SHOWN ON THE STRUCTURAL DRAWINGS INCLUDING BUT NOT LIMITED TO: HOT WATER HEATER, STOVE, REFRIGERATOR, OVEN, FIRE PLACE ENCLOSURES, WOOD BURNING STOVE, ETC... C.) BLOCKING: PROVIDE SOLID BLOCKING IN 101ST FRAMING ABOVE ALL SUPPORTS AND MIDSPAN OF JOISTS SPANNING GREATrft THAN 10'-0" I I I 6.4 POSTS/TRIMMERS, ' A.). SUPPORT: SUPPORT ALL UPPER LEVEL POSTS. AND TRIMMERS IN LOWER LEVELS WITH EQUIVALENT FRAMING AND BLOCK Oil OTHERWISE FRAME POSTS THROUGH FLOOR SYSTEMS. B.) WHERE POSTS WITH COLUMN CAPS Oft BEARING PLATES ARE SPECIFIED, THE LOAD IS TO BE TRANSFERRED TO THE 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.N.O. 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 EMBEDMENT IN CONCRETE AND INSTALLATION PER MANUFACTURERS RECOMMENDATIONS AND CURRENT ICC REPORT. D.) NOTCHED OR CUT STUDS: NOTCHED AID/OR CUT STUDS TO CLEAR ANCHOR BOLTS ARE NOT ALLOWED. STUDS SHALL HAVE FULL BEARING TO THE FOUNDATION PLATE. E.) LET -IN BRACES: LET IN BRACES SHALL NOT BE USED FOR TEMPORARY BRACING ON ANY WALL FRAME. STEEL STRAPS WHICH DO NOT REQUIRE THE CUTTING OF STUDS ARE AN ACCEPTABLE ALTERNATIVE. F.) SEE NOTE 6-1 D. FOR SILL AND ANCHOR BOLT SPECIFICATIONS. G.) WALL FRAMING RECEIVING NAILING AT 3" O.C. OR LESS SHALL BE 3X NOMINAL LINO PER PLANS AND DETAILS. 6-6 CONNECTIONS A.) HOLES FOR THROUGH BOLTS SHALL BE DRILLED 1/16" OVERSIZE. B.) ALL BOLTS, NUTS; AND LAG SCREWS SHALL BE PROVIDED WITH FLAT OR MALLEABLE WASHERS WHERE BEARING AGAINST WOOD. C.) ALL BOLTS AND LAG SCREWS SHALL BE TIGHTENED UPON INSTALLATION AND RE -TIGHTENED BEFORE CLOSING IN OR AT COMPLETION, OF JOB. D.) LAG SCREWS SHALL BE SCREWED, NOT DRIVEN, INTO PLACE. E.) FASTENERS IN PRESERVATIVE OR FIRE RETARDANT TREATED WOOD SHALL BE HOT DIPPED GALVANIZED. 8-1 PREFABRICATED ROOF TRUSSES: A) PREFABRICATED ROOF TRUSSES: PREFABRICATED ROOF TRUSSES SHALL BE DESIGNED BY THE TRUSS FABRICATOR 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 13Y 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) 'MINIMUM TRUSS DESIGN LOADS: TOP CHORD LIVE LOAD 20 PSF REDUCIBLE TOP CHORD DEAD LOAD 8 PSF BOTTOM CHORD DEAD LOAD 8 PSP BOTTOM CHORD LIVE LOAD 1OPSF (NON -CONCURRENT WITH TOP CHORD LIVE LOAD) TOTAL LOAD 36 PSF UPLIFT LOAD AS REQUIRED BY THE 2013 CBC D) TRUSS BRIDGING SHALL BE AS REQUIRED AND SPECIFIED BY THE TRUSS FABRICATOR, E) TRUSS MANUFACTURER SMALL 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, II, III, AND IV U.N.O. B) ROOF LIVE LOAD: 20 PSF REDUCIBLE C) r SEISMIC ZONE: D D) WIND SPEED: 3.10 MPH EXP C • `. 9 PROJECT: • (" �D •� `!> � • 'Y.� ten,. a - . i` � _ �� y.e r •� .i 1- �., .,,.i RAGE _ SUMMIT STRUCTURAL DESIGN ENGINEER: www.summifchico,comIJATE ; /r - - DESIGN OF C:aT77- i� + iK a i �()( iea.9r a .,- ---5 .._ _.. :.�., i �. 1' I. 1 _3=. •i r ��.Y 'M. �...FV �e Xv • M 5 1 -- r4 Z. P. 1. ......... _ w j 7 41 t i �_ _ b, s: , ` :: (000 1 Vc f 17 2 4 r: _I Ia- r a,, 2 .._�J t.,,,• - ...: .�....... ! !..:. PROJECT.S - -UMMIT STRUCTURAL DESIGN ENGINEER: Xi www.summitchico. coal DESIGN OF I . ........... ........ .. . . ........ L ------ ....... .. .. PA GE: S GATE: �j ft -9 Project: Engineer: Summit Structural D-Bmign Page: Date: ------ Design of: PAMRS-Enyellone Procedure r'nSt^F 7 -in Raptirm 7Q AN ----- " Conditions_ _ 1. Simple Diaphragm -- �% rASE a '.USE Com --0=Q' 2. Low-rise ----- 3. Enclosed t , 4. Regular Shaped;J ^--- 5. Not Flexible 6. Not S ----- ubject to: �• < 'I AS E Aa) �E� across wind loading b) vortex shedding "-....... _ c) instability (gallup/flutter) d) channeling effect e) buffeting (upwind obstructions) �. /%�%/ 7. Approx. Symetrical Cross �1 ✓;�' ,t �/ Section With Flat, Gable, or Flip Roof d 45° .-.�. ;` �. `� ��/ / � 8. Exempt From Torsional load A��•,�'f Cases Indicated in Note 5 of Fig. 28.4-1, the Torsional or Load CASE A Cases do not Control the Design: CASE�:"~ and (1) story hd30 fl. or LQ_S�� St:� 2 story max and light framed or () Y 9 (2) story max and flex. di_aph_ ragm L= 46 Long. Bldg. Dim. (ft) 2aL= 7.8 ft. T= 39 Transv. Bldg. Dim. (ft) 2aT= 7.8 ft. V= 110 Basic Wind Speed (1.10 or 115 mph) LCF= 0.6 Load .Combination Factor A= 1.21 Adjustment Factor Kze= 1 Topographic Factor Adjustment Factor for Bldg Height and h= 12 Mean Roof Height (ft) Exposure, A o= 25 Closest Roof Angle Mean Roof Exposure (5°,10°,15°,20°,250,or 30°) Ht. (ft) B C MWFRS Wind Loads (psf), ps=LCF*A*Kzt*ps30 15 _ _D 1 1.21 1.47 Location ps, 0=0 ps, 0=25 Min. Net Ovhg, 20 1 1.29 A-110 1;3.94 17.50 9.60 25 _1.,55 1 1.35 1,61 B-110 C-110 2.83 4.80 9.22 12.63 9.60 30 35 1 1.4 _1_,66 1.05 1.45 D-110 2.90 4.80 40 45 _1__7 1.09 1.49 _1.74 1.12 1.53 1.78 E-110 -113,77 -7.77 -14.45 F-110 -9.51 -10.60 50 1.16 1.56 1_81 G-110 H-110 -11.62 -5.59 -12.34 1---.33 -8.49 55 1 1.19 1.59 _-184 60 1.22 1.62F 1.87 PROJECT (o SUMMIT STRUCTURAL DESIGN ENGINEER: A www.sui-nmitchico.com DESIGN OF ............ . ....... . . . . . . . . . . . . ...... . .. ....... .. . ..... ... .. ........ . ...... . . A ...... . ... z47 . . ....... . ... ... .. . ......... 21 .. ......... A CID .......... . ..... ... ..... .......... . .... . �)OTf . ......... 2 A ........ .. - - ---- ---- . . . .......... �2 �F .. . . ......... .. +; L ... ........ 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(which utilizes USGS hazard data availablc'i•ri 2008)1. - Site Coordinates 39.7070N,121:843°W Site.So-il Classification 'Site <Class.D - ``;Stiff Soil" {Risk Category 'I/II/III t `� , a i. �„ af•;, 1}i (ytS� '1t Wg iR'ititl L7 l:ltifrfSIIIII. 3 ..,, .` a 4 r I'd t 4 t S''°i _ a I R '` it ! t r x>, rc'rlix�a'�y�t� j•:'F'�4F''t t� d t � '. r ]rS } .��,�" iQ � xs'. � J - •t ..;1.. `r- y '' �{ .. 4r*�ii ? I it 1t"t� yi il,F'-Li _�i4L'Apiii 'y�j;••.ra :?it> S 7}Iht i}i.. e ?t �ilL'ii.i = I f 4�``'i tt f� 5 ... t)r '111 f'•{E:i:t,�•i' �.�. rr l 1 'f i } 47 tJ". h kr' �'i:,i�ES.r•a .i'i' 7p a iit X t 'e'i><' {S.1 - j r• , •, .; l'"" � � � � t i�h b I t uticic�'n' t - y �. JZ %• =}31 1 i r - X41'1 \/ - -, s ,� t r � i r � '", l 11 � s ,•;,1,i�" >a r a' xr' t y v �,r; ;� �' -�'r 1 �,q" klar' ,,� 1 ��r',�a �r r r a�;t • �. :Rr -!; 6 E ,� ♦- S Y t k f a. n 1 l } yt't '4'`. [}jn , .�.mit <.r,.f,.._. a PaeA{t�LIN Y�. v �. 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F . .� Y r •t y . • < t i u if r S J c.'J aia. f L, tt S i s Y Z, ti 't �, x t• r d- . . ..,L d •. � s , 2SF , 1 J s ih at'k ?. } ''x}• • i� i - } Wll�til All) j � * a t t n r" u t (° tr>t f .41 ts. t l;;,�jzS= Fr 4� m t,, 5 ,Id � t� a, t t,, ! ,r. ;h- � t r r��r•+ •. is ` uti � �� f �.� - [ I ,+t�•ir.. .r lfs•, til .y s S} �i{�h� � �y�„�, �r Shii��r��y��yt..t 7 +-� S t 3. �s ��ti 1 ': tt ?�,: 5 ;�•ir�41 i s. rii_ _ s, i �a rt,l;'1( �t., tit r. i:;{::7•r:a sa�'l,�'t•��°`3.�i�•y1 w 1 �`t S,ir �4. x+i. � ' x i ,i' `�t t.+ ztr tt i t ^ ♦ yy,, ti"-•• 14 ..; iter IK! t �'f-grata i s s Lt °'�r�� sfH� �ta� : � ` D �iyaf itti, ° r +" �t <t 3u .` i r,L ��Iri./r.}4-d,�:.t ♦ �N1,�^S"t a fit,i,iS'! },ST �X_r sn.. r�,.c° to ci 7N Y. i,Ft", s,.+/tf,. !�'. rl: r.} '< -'i i • �^ uL._.iw.=t:11 ... E, ...'{. � �R.., iss..�4fr _i ti.- :; �:y s�. ''iiilitic 5�� I,y'�.alk 'i' l.,t'-ya?i=• ri.��.a�.i.ay� F.i::41: [.:::.5=.•r;i: f . 1. �C �`^� .$Pig i . 2t : •• - c. lirt'v= w � rFL.,..L•:_,:xn:T; s:! .•:i:;tS „f3:r..rr 1 .. .s.., i USG.S"Pro'vided :Oultput • 5s SMS = 0,805-9 S:ps 0.537!9 t'S1 0..274 g tai . 0 508 0.339'g 4 For information op.'how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and �+ deterministic ground motions in the dii ction•of maxlmum.hoi•iztintal�response, please return to the application and 'select the "2009 NEHRP" building code reference., document.' i • MCER Response Spectrum Design Response Spectrum 0.54 0.72 0.12 0.12 i � - • ' � y l O:d r '0.30 r. ►� 1 ID . 0.35 j. �• a t71 0,z4 0r.2? .0.12 ti !. • 0.00 F--4- I I. I t--1 h 0.00 400 0:20 OaO O.GO 0.80 1,00 1.20 1.40 1.G0 1.802.00 0.00 .0.20 0.40 0.60 0.60 l.no 1.20 1.4d 1.G0 1.90 2.00. .a . . Period, .T (sec) ('Period, T (sec) __,._.._......._...... __ nuhuugia th .. tutc)Im^ltion i ;3 prodluct of.the'U.S. G olopical Survey, we pruvlrrt ,no.wan,3nty, expressed or implied, as to the at nacy,ot the data contZlinad.th0;f+;n.'This to is nota st)bst.,lutie fr f ;cchn L i s;rhjc ct-matt<;r knowledge-.. ' C http://etip2-earthquake;wr.tisgS,goy/dosignmaps/tis/summary.php?templ A., minimal&latitudo 39:707&longitude=-121.843&siteclass= Mriskcategory=0f edition.. 1/1 1 4 SURTI pit Structural Design Project: page: " Engineer: Date: 7/19/2016 Design of: Seismic Load [development (ASCE 7-10) Seismic Design Category D Ss 0.616 Mapped 0.2 sec spectral response Occupancy 2 S1 0.274 Mapped 1. sec spectral response I 1 Site Class D .. In accordance with Ch 20. TL 16 SMS 0:81 Max Considered EQ SM11 0.51 Max Considered EQ SDS 0.537 Design Spectral Response: (0.2 Sec) SD1 0,340 Design Spectral Response (1.,0 Sect System Light Framed Shear walls v R 6.5 Omega 3 Cd 4 Ht Limit 65 Cs 0.08 12.8-2 Max Cs 0.55 Min Cs 0.02 (.01 outside of SJ) Ct 0.02 x 0.75 Ta 0.10 Cu 1.4 Max T 0.13 No limit for drift Use T 0.10 Alt Ss 0.616 Ss may be 1.5 if 5 stories and regular V= 0.083 'W Height to Roof(M) = : 8 ft V= 4,0 k Vert Dist Exp. (k) 1 Leve Story t. t I tj� wl Ips wl I Ip- t Cvx Veq ups F VEQ (kip Dlap . aps_ ROOF ......................... ........................................... . ........................................ 8 i 8 48;54 388.35 1.00 4.01 `• 4.01 `• 5.21 I...........................;..........,...................s...............................,......;.................................. .................... ......i ...................... ........................................................................................................' .......... I.......... ........................................................................i.......................... .............................. ...................................... i......................................i.......................... i.......................... ......................... ..... -.................................. ........................... .............................. .............................. :......................................... i............. I........... ................ i.............:............................................................. ............ ..:.......................:.......................::.........:........,...:..:....:........: s ,............................ .................................................................... ,....................... ........... 485 388 1 4 I 1 PROJECT: ) Co G C" • � `��' � SUMMIT STRUCTURAL DESIGN `''AGE: ENGINEER:_ . www.summitchico.com DATE: DESIGN OF 1 i 4-7 3 41-0 t t. ... .: ...�.... a : Il ob 1 ' 3 t ( t _ _ ..:........r -----''''''- S_~~,~~~~.~~. D~~~°"g"" ` Shear Wall Design Program Project: Uate: 7/20/16 Location: . Un8o(UN0): lbs, in panel Thickness '3N Panel Orientation Short Dimension^ Nail Type �__-_--_- ` |8d Anchor Bold Diam. 1/2 Stud Spacing 18 hlo.c. Spec Gmv[V Framing 0.5 Spec Grav0Framing ED, Fnd Sill Plate Gnada|opL ' ABin2XSill 620 8Bin3XSill 730 . ...... ., �".."" %Iwwq ruuovve, %,onoA 12d 3.25 0.148 9 A34 ole 2 NG 0.76 Edge Nail AJowab|e . SVVJoint Fastening SVVJoint Fastening AB Spacing (ft) l.Use 3Xframing atadjacent panel edges and stagger nailing 2.Condition Bfastening iathe same asfor single sided shear wall with -same edge nailing �".."" %Iwwq ruuovve, %,onoA ole 2 NG 0.76 l.Use 3Xframing atadjacent panel edges and stagger nailing 2.Condition Bfastening iathe same asfor single sided shear wall with -same edge nailing Summit Structural Design Project: Engineer: Desi n of: Shear Wall Framing Light Framed Sheathed Shear Walls --- Res'sfive A 3 5 Si11 L,aleral - - Attachment Atlachmeal Load Lo..ad Length Le.ng]h length . LoadLf_t all W_alJ1a%a�� Case (l�sa. (it) (tl) (1q. (lbit.). �Qt.o. A Wind 2557 `. 8.00 8.00 $.00 320 4"* ..............................:................................:................................................:...:......... Seismic 1340 _ :................................... ............ : 168 ... �......... B Wind . :`• 2427 .................................. 8.00 8.00 8.OQ 303 -* ...........:.,..:.....................;;.................,.............;:..............................:..............................: Seismic 1525 i i............................... ` �........... 191 6" 1 Wind i 2740 ................................................................:...............................,.......:.......................,..... 8.00 8,00, i 8.00 8............... 343 4"* — Seismic 1469 :....;.. ...,... ...................................... 184 6" 2 Wind 2219 ................................:...............................:..............................................................: 8.00 8.00 8.00 277 4"*€ Seismic 1395174 611 IM Summit Structurial Design Project: Engineer: pesign of: Shear Wall Stability i Overturning _ (+ = uplift) OveraR F3e_sis-tiLe _GLvity O- 01 Bighlin.g Net Load Length L ng.th. Load H-Qlght MQM- —_o -t M...o..m.en..t MIQ WaL_L..ine ' Cas- ft) (ft) .(_Ib1ft). U.I.). : ULiW S A i Wind ::................I.......... 4.00 4.00 200 8 10228 i 1600 - '',' . ,. `` x 2r Seismic ... ......................... i 536 0 .... 1 00 ;`,� l��lki O r �;Mr ,9,81 P B :•• ...................•...... ..;.. Wind : ..•.. �.. �.•............... ..;.. 4.00 .......................... ..j.. 4.00 .. 200 8 ` 9708 1600 '�t...i�.n•.. �ll'ir:•. Seismic ........................... ........................... ..�............................ ...................................:.................................11 6100 i 1600 RYI' ..............1..............:.........Wind..................` :00..................4............... 00 200 8" ` 10960 i 1600 24f Seismic ............................:............. .......... s ...... .............. 1600 € z1 ,).ittr:i,z Q9=# ' 2 :................ • ...... / Wind 4.00 ...........;........... .., 4.00 200 8 � 8876 1600 iq '. 2l�#fr.i;• ;•..,;�;;� Seismic .. , ... ,. ............. ..... . ......................... .......................... ; .. :................:........... ' 5580 1600 -yit735�' i PROJECT: — 2 p I y ENGINEER: A DESIGN OF SUMMIT STRUCTURAL DESIGN www.summitchico. coin T PAGE-. `�> imTE: 0% h C� i ; 1 % 1 . .., .. . j..... ....a.......t : .... .... ... 1 .:--. �..PAGE: v SUMMIT STRUCTURAL DESIGN ENGINEER:_ ��`v � �} www.summitchico.com p;17£.. _ _l./k �"I . ,D.ESI GN SOF -. r , A t _ ° ............ c.,. _.. - - a ` 4 - " y 4 P,S: C~ . T Y i .. 1 D ` e f r f T7 S , f s 4 P �. PRQJECT-(,._? SUMMIT STRUCTURAL DESIGN ENGINEER: Ad www.summitctlico.com DESIGN OF '6 � PAGE: [-I / " - 3 0,4 TE: Q) - A C-) i 1 - COMPANY 1110MIT Wood , July 10.201015:59 10-20182 Wo d So " SgrrwANr inti IV006neserv. Dosigh Cfieck Calculation Shoot A woedworu SU" 10.1 " { Loads: Maximum Reactions (lbs), Boating Capacities (lbs) and Boating Lengths (in): i1. '1.aJnwm OMrx,q.DnS r.eCLM uw0:1 a ehe aup9oM . "1 _�___.- .-._. • LuMbof•soft. D.FIr•L, No. 2. 2x3 (1.112"x2.112") SYDPOr1a: AI 7"vnOtt•wX Beam, O.f0•L Nat ' N001 041 SP&C W N 24 01 [4: Tdal "P: B•1 1•; PdM •2112: ' LwnW aVPDOX: IOD. fi,q OWOm. 01 Wpp0rla; NlDNCNe lwlp: eppaad 1t11e1! PCXXXI00 VOIpr IO Or,nM NpP); Analysis vs. Allowablo Stress (psl) and Deflection (in) VllpyNDS TOv: Additional Data: L8IIICAL LOAC COMBI vA Tleryy - CALCULATIONS r" Design Notes: - 1 WOetvBru""I"s lnd W04MO10 m OCWdQiWP%Uh eb ICC lie"W -1 QWdnp Code IISC :ei 2i. Me Nellaml Deaton 8a•CCY-IW(NDS 20M.nd NDS O -g. S.W., L 2: Pp�aD •Mh Out the ue!sw defeahl fanYY ete 1p y0W gMeDp41D aDD9aittin. 5 CONntrGUY OI e0:ti;'A•aied BnnU: NOG Dlww 0.2.0.81e0NIH Vlq MYmN pid'.XD pPAabn9 Oe OaltnOw 10 NO nadd:0 7A 012 aqn 0[OtM end IO IXO NA lenpm CI tan:aNlrO an0 pine/ eDO/:e. n: Sr+m W mpmwra Mal be bferaA/a�)pp100 eaprd:n5lp IXepMYfeM of NOS Cbuap OA.1. ED REAMS Lvnnnaere0l-A-Pi, s0 cbpt•00gma. S, SLOPEDTHIG,J -, 0, f IRF.' NATINO. JYs:Y. rrai a1WY, and mle.p!1 mrm0pp 010 n01 ret001p Xre eMwOMO. 1 - , . rr a { r W COMPANY PROJECT WoodlWorj<so w/July 20, 2016 15:26 16-2.61 Bt Design Check Calculation Sheet Woodworks Sizer 10.1 Loads:- um Reactions (Itis), Bearing Capacities (lbs) and Bearing. Lengths (in).: Ansi sis Value i.oad Type Distribution Put- I location Ift'I Maynitudr. Unit R001 LL _ Uaa cern Scart End Starr Eod koof L!. Root constr. FL Area FL11 Area t?.00(1.9.001` ps. •1'r'il)u l":1Yv ��'.nhh ,4h1 ---- 2.6.00619.001• �sf um Reactions (Itis), Bearing Capacities (lbs) and Bearing. Lengths (in).: Lumber -soft, D.Fir-L, No.2, 4x4 (3-1/2"0-1/2") Supports: All - Timber -soft Seem, D.Fir-L No:2 Total length: T-1.0": Lateral support: top= at supports, bottom= at supports: Analysis Vs. Allowable Stress fnsii anH naflo,-ti- I;.%--- Cr!tec:cu Ansi sis Value Dciad 469 . 2.25 Roof Live 556 Fb' 1687 46 FoCtorec.: D. n L/'M 0.36 Tota! pef1.'n 9.08• L/4'i3 Total 1055 ---- - +uarny; 1r, 1,�•, Capacity Beam .:94 Supports !211 Anal/Des Beam 0.96 :i uppe r t. 0.87 t, • 9", Load cdmb - 112 0. s'+ Length ' 0.50, lit .Min req'd 0,50• 0.50• Cb !.UO - 0.50' Cb in t.00 ',rw Cb support !.1.1 Fc su 525• setting used: 1/2" for and su000rts 1.11 •Minimum bearing lenglh Lumber -soft, D.Fir-L, No.2, 4x4 (3-1/2"0-1/2") Supports: All - Timber -soft Seem, D.Fir-L No:2 Total length: T-1.0": Lateral support: top= at supports, bottom= at supports: Analysis Vs. Allowable Stress fnsii anH naflo,-ti- I;.%--- Cr!tec:cu Ansi sis Value Desicn Value Anal sis/Desi ng Sear fV'" 2.25 tv Fv' = 0.4 Bending (+; :b 1328 Fb' 1687 fb/n1' = 0.79 Live Defl'r. 0.04 L/997 D. n L/'M 0.36 Tota! pef1.'n 9.08• L/4'i3 0.15 = L/240 0.53 Additional Data: F7d_'rONS: f/r_ ipst)CO CM CC CL CF Ctu Cr. Cfrt Ci Cr. LCA F•v' io"e !.i5 1.00 1.. UO - - - - 1.00 1.00 !.00 2 �'• 900 1.25 I.UU 1.00 1.000 1..500 !.00 I.OG !.00 1.00 - 2 Fzp' 625 - 1.00 1.00 - - - - 1.00 1.001 E' 6. mi!lior. !.00 1.00 - - .. 1.00 1.00 - CRITICAL LOAD COMBINATIONS: .shear C !i2 •• D--L.c', V - 1040, V design a 82'1 lbs oendingi.i iC 112 _ D- Lx, M = 791 1bs-ft Onf!Qction: l.i. it (,+L:: (live) LC 6,, D•L:r Itotal I - fr=riesri L=/:via >sr:ow W=w.u1d 1 -impact Lr -roof 11ve Lc -concentrated E -earthquake All LC's are listed In the Analysis output toad combinations: ASCE 7-1.0 / IBC 2012 CALCULATIONS: Deflections El = 20e06 .lb -int ""I've" deflection Ue'fluction from all ilon-dead loads (live, wind, snow..,) Total Defiectlun 1.50(Dead Load Deflection) 0 Live Load Deflection. Design Notes: 4. Wood Works 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 delleclion 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. COMPANY PROJECT viloodi Works ° S0rr7vnef F4la woos nerrcn' July 20, 2016 15:56 16-2.6163 Design Check Calculation' Sheet - WoodWorks Sizer 10.1 ILoads: Load .iS! - -----• - Tota') 633 Type Dist r!. but ten rat Locat" on iftl '-+Tyn;[utle Unit Bendingd+! ✓t., tar•• n Start End Start End - - - --- Ron If D1. Deat fu Area 1.00 f3. 0.33 - Rout it 41 AooP live Full Arca 20.00 ;3.50!• osf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing. Lengths (in) : Un!aCtgr,ed: Roof I.I-ve F..ac Loc ell: .iS! - -----• - Tota') 633 ---- --- Bea:: nq; d'v Fv' - 0. Bendingd+! ✓t., Capac icy - Fb' - - - - --- - Beam 1094 - 0.33 - Supports 17,1 - 1p`,. i4 Ana !/Des 0.50 � • ?211 Beam- G.58 support 0.52 - 0. Sof Load cgmb 112 0. 52 Length 50' d2 Min rev'd 0.59' .• �:), Cb 00 0.50• rU Cbsupport .1 .1 •F25 } .. FC SII' 'Minimum bearmo lenoth 5oltinn usad- 119" rnr Lumber -soft, D.Fir-L, No.2, 4x6 (3.1/2"x5.1/2") Supports: Ali • Timber -soft Beam, D.Fir-L No.2 Total length: 10'-0.5": Lateral support: top= 24 bottom= at Supports; lin) Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2012: Cr.i Legion lura±ys!5 Value Desi Additional Data: " 'FACT611S: F/E'ipsi)CD C11 C CL CF Cfu Cr C,rC Ci Cn LC)) Fv' )•:Til 1,00 ).00 1.00 - - - - 1,00 .1.00 1.00 2 e b'+ 90G 'L.DO 1.00 1.00 1.000 1.30i� 1.U0 I.OU 1.00 1.00 2 - iY,J, 325 - 1.00 1.00 - - - - !,'00 1.00 - - 1:" 1.6 m1.i1!on 1,00 1.00 - - - - ?.00 1.00 - • 2 CRITICAL LOAD COMBINATIONS: Shear : LC 92 D+Lr., V - 630-, V -design 570 1155 ' Rending (II: LC 117. - Da Lr, 'M - 1575 16s -ft Def)ection: LC 112 D+Lr (live) - !;!' lit - D+I.r (total) 0-duiid =live 5 -snow t4-vird 1'=impact Lr--r.00f Ilve LC.=concenurated k=earthquake A.il .. are .,cert !n the Analysis output l.oncl•cgm!:•: pati mrs: AS(I.E 7-)0 / IBC 2012 CALCULATIONS: - :raf!ertlon: 761-06 lb-in2 tle.1 U,on Deflection fr'or,i aI? non -dead loads !vo, wtnd, lie! lec: t 011, „ SC(Uead Lnad Deflect ion) hive !4,d Deflection. F gn Notesodworsanalysis and design aro in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS pnslgn Supplement. aso verily Ihat the default deflection limits are appropriate for your application. n Lumber bending members shall be laterally supported according to the provisions of NDS Clauso 4.4.1. n Value P.nal sis/Desi n Shear fv = Fv' .- 100 d'v Fv' - 0. Bendingd+! fh - 1071 - Fb' - 1170 fb/Fb' - 0.92 live Dof!'h 0.20.= L/591 0.33 - L/360 0.61 Total Deft f) 0:45 n - L/2.68 0.50 1,/24C 0.89 Additional Data: " 'FACT611S: F/E'ipsi)CD C11 C CL CF Cfu Cr C,rC Ci Cn LC)) Fv' )•:Til 1,00 ).00 1.00 - - - - 1,00 .1.00 1.00 2 e b'+ 90G 'L.DO 1.00 1.00 1.000 1.30i� 1.U0 I.OU 1.00 1.00 2 - iY,J, 325 - 1.00 1.00 - - - - !,'00 1.00 - - 1:" 1.6 m1.i1!on 1,00 1.00 - - - - ?.00 1.00 - • 2 CRITICAL LOAD COMBINATIONS: Shear : LC 92 D+Lr., V - 630-, V -design 570 1155 ' Rending (II: LC 117. - Da Lr, 'M - 1575 16s -ft Def)ection: LC 112 D+Lr (live) - !;!' lit - D+I.r (total) 0-duiid =live 5 -snow t4-vird 1'=impact Lr--r.00f Ilve LC.=concenurated k=earthquake A.il .. are .,cert !n the Analysis output l.oncl•cgm!:•: pati mrs: AS(I.E 7-)0 / IBC 2012 CALCULATIONS: - :raf!ertlon: 761-06 lb-in2 tle.1 U,on Deflection fr'or,i aI? non -dead loads !vo, wtnd, lie! lec: t 011, „ SC(Uead Lnad Deflect ion) hive !4,d Deflection. F gn Notesodworsanalysis and design aro in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS pnslgn Supplement. aso verily Ihat the default deflection limits are appropriate for your application. n Lumber bending members shall be laterally supported according to the provisions of NDS Clauso 4.4.1. y COMPANY PROJECT _ . VlloodWorkso 500%%'ARf FOR IVOOD Dasrcx July 20, 2016 16:17 16-2.61 Typical Floor Joist Design Check Calculation Sheet WoodWorks Sizer 10A. Loads; Load I Ali-1vs i.^. V. -- - - Dead ,near - Type' tlls CtibUCion pa C- Location (Yt) Nagnitude Unit i6C Factored: tern Start End Stairt End Floor D!, Uead Full Area 1.0 ( ps . Flour LL- J -Rive 1'3 Full Area 40.-00 11.6.0)' sf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) Un L a:; t or ed: I Ali-1vs i.^. V. -- - - Dead ,near - tv „- Live 22i i6C Factored: !renal n•.!?• - r^ Total- --- Oaaring: we be f!'a 1'3 Wl14 0.2 _ i,/360 .;nest 3261Py - s: sal/r) 41Ci •. :i2'd 1 Ana!/Ues 4161 Joist J.iil suppot ,.u6 Load comm lit 0•''�` Length 3.50 N. iai rery'J 9. Lu: .1.G Cb 1.00 Ch min 1.00 Cb support 1 Fe su 62.5 seltinci used. SlJ:.fnr and --n< __.._- 6.'!,, 'Minimum bearino lenalh Lumber -soft, D.Fir-L, No.2, 2x6 (1-1/2"x5-1/2") Supports: All - Timber -soft Beam, D:Fir-L No.2 Floor joist spaced at. 16.0" c/c; Total length: 6'-3.5'; Lateral support: lop= full, bottom= at supports; Repetitive factor: applied where permitted (refor to online help); Analysis vs. Allowable Stress (usil anrf r)pflortinn /int Crttercov. I Ali-1vs i.^. V. n... Value meal sis/Uesi n ,near - tv „- A9 F'v' -� i6C fv F'v' !renal n•.!?• f 953 we be f!'a 1'3 Wl14 0.2 _ i,/360 0.50 tat iYa _ .7.3 L/406 0.39 I,/24G' 0.59 Additional Data: FACTORS: F/F ips jr;,D Cid CG CL CF r;fu Cr Cfrt Ci Cn 11C F`r' 16i1 i.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb,, 900 , 1.00 1.00 .1.00 1,000 1,30C 1.00 i.15 1.00 1..00 - 2. Fcp626 - 1.00 1.00 - - - - 1.00 1.00 - 1.0 m!.1I ton 1.00 1.00 - - - - i.00 1.00 - 'L 0.56 ad 11 ion 1.00 1.00 - - - - 1.00 I.00 - 2 CRITICAL LOAD COMBINATIONS: Shr. a: LC n2 - V., L" V - 310, V ciesign 272 !las 9,.^.til::g'•e: LC V o U+L, V. = 601 lbs -ft Dei!ectlon: 6C Al, D+L (.11ve) LC 11'2 = i�rl itncall .?^cieab L•iave ,=snow w=n'i.nd 1-trnpact Lr -roof live Lc -concentrated E -earthquake A).! E s are tl':aeri in the Analysis output 1'6ad ccla:: i:u; t. ions: ASCE 7-10 / !DC 2012 CALCULATIONS: 0ef'iection: 33e06 .lb -int "Live" defiecicon = Vefleccioh from all non -dead loads (live, wind, snow...! Total 'DeelecLeon = 1.50(Uead Load Deflection) + Live Load Deflection. Design Notes-, ` _- 1. WoodWorks analysis and design are in accordance. Willi the ICC International Building, Code (IBC 2012), the Nallonal Design Specification (NOS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending member;; shall be laterally supported according to the provisions of NDS Clause 4.4.1. a. FIRE" RATING: Joists. wall studs, and multi -ply members are not rated for fire endurance. COMPANY PROJECT WOO&A/lorks, sornl•AarroF ween ntsrc.%r July 20, 2016 16:19 16.261 Typical Floor Girder _ Design Check Calculation Sheet Wood Works Sizer 10.1 Loads:. Load Type Distribution Pat- 1,11c,'1110111111 Magnitude Unit i5ear7.119: - tern Start End Start End Flonr UL Deaa Eti Area Llvc 'Defl'n - 2U.0 1' ps Flor.r Lt. Live Full Area Anal/Des 40.00 17.751' sf Maximum Reactions (lbs), Bearing Capacities (Ibs) and Bearing Lengths (in) 1 ---------- - 5'-10.3 Dead Live Factored: 454 1 " 9051 4!,•1 949 Tocai ,v i5ear7.119: - Oearllrg !+} apacity ------ -- 1170 Cb/Fb' d 0.96 Llvc 'Defl'n - 0.07 - Sopperc.s %?4 L/360 0.41 Anal/Des 0..13 = y,7. '> Hearn L/240 0.40" Support Load cotnb 112 Seng ch 3.50 11, Kin req'd 0.62 Cb ! . 00 'Ci) min 'Cb support i.il 7.!i 9uo 625 625 Lumber -soft, D.Fir-L, No.2, 4x6 (3-1/2"x5-1/2") Supports: All - Timber -soft Beam. D.Fir-L No.2 Total length: 5'-10.3", Lateral support: top= 16 bottom= at supports; lin) Analysis vs. Allowable Stress (DSD and Deflection f ln1 -I.,,, unc in,•> itc:.Lo:: Anal�s Value, Ues i. n Value Anal :;is/Uesi� n til:ea:. ,v Fv' - 18V fv Fv'-� 0.44 Oearllrg !+} fb a 11:23 Fb' - 1170 Cb/Fb' d 0.96 Llvc 'Defl'n - 0.07 - L/882 0.18 = L/360 0.41 Total Uefl.':1 0..13 = L/504 0.27 - L/240 0.40" Additional Data: FF.CTOP.3.: .F/E fpsl.)::q CM ct cl. CF Cfu Cr C.frt; Ci cn LC 1) - Fv' i60 !.00 1,00 1.00 - - - - 1.00 1.0o 1.00 2" Fu'+ 900 1..o0 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.60 - "2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.6 .1111 on 1.00 1.00 - - - - .1.00 '1.00 - 2. CRITICAL LOAD COMBINATIONS: Shoal ill U+L, v - 1239, 'v design - 1014 lbs Bean ngi.l: LC 1,2 D -L, M - 1651 lbs -ft Deflection: Ix a2 = u+ I. (live) ..0 lit = D+: (total) ' :vet:'=wind 1=impact Lr�r00f 11 vc. Lc=c:oncenLtated E=earChqua -earthquake F;lt V:'s are 1: snerl in the Analysis outpuc. !.oati Con:bl::atit.ns: ASCE 7-10 / ]HC 2012 - CALCULATIONS: ' Oe'luc•i•.ion:- EI 78e06 lb-in2 - "i.ive" cie:flec tS.or, _• Def.lection from all non -dead :wads (live, wind, Tav:al beritctinn 1.50(Dead Load lleflectiun) • Live Load Deflection. Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IDC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default collection 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. Summit Structural Design Project: _ Page: Engineer: _ Date: —�- Design of: Fluor Framing Floor Loads DL= 20 psf LL= 40 psf Floor plywood: + 3/4" T&G APA rated plywood or OSB equivalent Apply face grain perpendicular to framing, stagger panels and nail with 8d @ 6" O.C. edge'and 10" O.C, field. Edge nail at boundaries, *drag members and at blocking over and under interior shear walls. Floor Joists: + L_J_oi-ts' Use manufactured "I" joists (such as Truss Joists), and install per manufacturers recommendations using L/480 deflection criteria: Use manufactured rim board such as TimberStand with all "I" joists. Use a double rim board at all locations whE:re ledgers are installed at the rim (such as deck ledgers). S.Own-i9is-ts' Sawn lumber joists shall be sized per CBC Table 2308:8(2) using E < 1.6 UNO. } Summit Structural Design Project: _ Page: Engineer: Date: ----- .� Desi n :of: Roof Framing Roof Loads; DL= 16 psf _. 'LL= 20 psf' ' Roof plywood: 112" CDX APA rated (32/16)plywood or OSB equivalent. Apply face grain perpendicular to ' framing, stagger panels and nail with'8d @ 6" O.C. edge and 12" O.C. field. Edge nail at gable end trusses, drag trusses, frieze 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 In a 2x6 wall provide a stud directly under'each truss reaction greater than 2250#. In 'a.2x4 wall provide a stud directly under each truss reaction greater than 1350#• Rafters: Live Load. = 20 psf Dead Load == 16 psf Total Load = 36 psf Typical Headers (uno): Use 4X8 DF#2, use (2) trimmers min. at all openings larger than 4'-0". Ir 1.5 Summit Structural Design Timber Column Design Values per NDS 3.7 ' 4X DF-I_(N) #1 Fc E d KcE c 1000 1600000 ,'3.5 0.3 0.8 QW-LLMDS-apad y_(lb_s). le (f1:) Cp ' Fc;' (psi) 4X4 4X6 4X8 4X10 4X12 5 0.83 829 10156 15960 21763 .27567 33370 6 0.73. 733. 8975 14104 19232 24361 29490 7 " 0.63 •. 625 7656 12031 16406 20781 25156 8 0.52 523 6409 10072 .13734 17396 21059 9 0.44 436 5347 8402 .11458 14513 17569 10 0.37 366 4484 7047 9609 12171 14734 11 0.31 310 3794 596.1 "8129 10297 12465 12 0.26 265 ' 3241 5092 6944 8796 10648 13 0.23 228 2795 4392 5988 7585 9182 14 0.20 199 2432 3821 5211 6600 7990 15 0.17 174. 2133 3352 • 4571 5790 7009 16 0.15 154- 1885 2963 4040 5117 6195 17 0.14 137 1678 2636 .3595 4553 5512 18 0.12 123 1502 2360 .3218 4077 4935 19 0.11 110 1252 2125 2897 3670 4443 20 0.10 100 1223 1922 2622 3321 4020 21 0.09 91 1112 1748 2383 3018 3654 22 0.08 83 1015 1595 2175 2755 3335 23 0.08 76 930 1462 1993 2525 3057 24 0.07 70 856 1344 1833 2322 2.811 25 0.06 64 789 1241 1692 2143 2594 26 0.06 60 731 1148 1566 1983 2401 27 0.06 55 678 1066 1453 1841 22.28 28 0.05 52 631 992 1352 1713 2074 29 0.05 48 589 925 1262 1598 193.-5 30 0.04 45 551 865 1'180 1494 1809 Ir 1.5 Y Summit Structural Design Project: Page: Engineer: _ Date: Design of: Foundations Soil Bearing: 1500 psf Concrete stem wlMl (Non -retaining): (fc'=2500 psi) 8" wide with (1) #4 continuous at top of wall and #4 at 18" O.C. full height. Provide #4 at 18" O.C. vertical developed by hook into footing, U.N.O. Masonry stem wall (Non -retaining): 8" solid.grouted (f'm = 1500 psi) with #4 at 24" O.C. each way. Continuous footings: ft' = 2500 psi) Width Thickness Cap (pit) Reinforcing , 12 12 1500 (2) #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:(fc'=2500 psi) Reinforcing .C..ap. Conn.nector. Label Size Thickness Ea'Way Kips. S.io..n .mps F1 1'-0" Sq. 12 (1) #4" 1:5 PB F1.5 1'-6" Sq. 12 (2) #4 3.375 PB -F2 2'-0" Sq. 12 (3) #4 6 PB F2.5 2'-6" Sq. 12 (4) #4 9.375 PB F3 3'-0" Sq. 12 (4) #4 13.5 CB F3:5 3'-6" Sq. 12 (5) #4 18.375 CB F4 4'-0" Sq. 12 (5) #4 24 CB ' F4.5 4'-6" Sq. 12 (6) #4 30.375 C8 F5 5'-0" Sq. 12 (7) #4 37.5 CB F5.5 5'-6" Sq. 12 (5) #5 45.375 CB F6 6'-0" Sq. 18 (8) #5 ' 54 CB F6:5 6'-6" Sq. 18 (9) #5 63.375 CB Note: Bottom of each footing shall be at least 12" below finished grade or as per local requirements. CERTIFICATE OF COMPLIANCE --RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-0i1 Project Name: Fleming Residence Calculation Date/Time: 10:57, Thu, Aug 11, 2016 Page 1 of 7 Calculation Description: Title 24 Analysis Input File Name: 14913.xmi GENERAL INFORMATION 01 Building Complies with Computer`Performance 01 Project Name Fleming Residence :� 05 02 Calculation Description Title 24 Analysis 08 Energy Use (kTDV/ft2-yr) 03 Project Location 1184 Marian Avenue Compliance Margin Percent Improvement 04 City Chico 05 Standards Version Compliance 2015 06 Zip Code 07 Compliance Manager Version BEMCmpMgr 2013-4 (744) 08 Climate Zone CZ11 09 Software Version EnergyPro 6.6 10 Building Type Single Family 11 Front Orientation (deg/Cardinal) 0 12 Project Scope Newly Constructed 13 Number of Dwelling Units 1 14 Total Cond. Floor Area (ft2) 1619 15 Number of Zones 1 16 Slab Area (ft2) 0 17 Number of Stories 1 18 Addition Cond. Floor Area N/A 19 Natural Gas Available Yes r2OAddition Slab Area (ftZ)N/A 21 .Glazing Percentage (%) 10.3% COMPLIANCE RESULTS �K__ 01 Building Complies with Computer`Performance It Rf ,uire field-testing nd/orrficaa atio%b ear�i�edriH.E; RS rater un.adaerthe supervision of a CEC-a Pproved HERS provider. ayr t02 This buildingincorporates featuresthat re" :� 05 6 I rx z I— I lkwo V If 3 V UuUrt UUMVILIANGE COUNW OP. I AUG 15 2016 Registration Number: 216-N0299734A-000000000-0000 Registration Date/Time: 2016-08-12 12:24:28 DEVELOPMENT HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-04072016-744 SERVICES Report Generated at: 2016-08-1110:57:48 -;IE cod ENERGY USE SUMMARY 04 05 06 07 08 Energy Use (kTDV/ft2-yr) Standard Design Proposed Design Compliance Margin Percent Improvement Space Heating 16.65 14.25 2.40 14.4% Space Cooling 44.72 49.81 -5.09 -11.4% IAQ Ventilation 1.11 1.11 0.00 0.0% Water Heating 15.52 9.44 6.08 39.2% Photovoltaic Offset PERMIT # — b 0.00 0.00 -- Compliance Energy Total 78.00 R 6ERVICES 3.39 4.3% UuUrt UUMVILIANGE COUNW OP. I AUG 15 2016 Registration Number: 216-N0299734A-000000000-0000 Registration Date/Time: 2016-08-12 12:24:28 DEVELOPMENT HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-04072016-744 SERVICES Report Generated at: 2016-08-1110:57:48 -;IE cod CERTIFICATE OF COMPLIANCE RESIDENTIAL PERFORMANCE COMPLIANCE METHOD - f_' . CF1R-PRF-0V Project Name: Fleming Residence Calculation Daterrime: 10:57, Thu, Aug 11, 2016 = 4 Page 2 of 7 Calculation Description: Title 24 Analysis .Input File Name: 14913.xm1' REQUIRED SPECIAL FEATURES ` • - The following are features that must be installed as condition for meeting the modeled energy performance for this computer analysis. NO 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: • IAQ mechanical ventilation Cooling System Verifications: • Minimum Airflow • Verified EER • Refrigerant Charge • Fan Efficacy Watts/CFM T HVAC Distribution System Verifications: Duct Sealing Domestic Hot Water System Verifications: — None _ - _ t ENERGY DESIGN RATING This is the sum of the annual TDV energy consumption-forenergy;use components,included in theaperformance compliance approach for the Standard Design Building (Energy Budget) and the annual TDV energy consumption for lighting and components not egulated by Title 2 Part 61(such as domesti appliances and consumer, ele trc o a) and accounting for the annual TDV energy offset by an on-site renewable energy,system. °�,,�"� lii AM'* K V Amw' Refereryce'PEnergy Use : • ' 3 " ` * Energy Design Rating .': ,f `'Margiri Percent Improvement Total Energy (kTDV/f2-yr)" 132.08 128.69 r: 3.39 r - 2.6% n'::�l includes calculated Appliances and Miscellaneous Energy Use (AMEU) BUILDING - FEATURES INFORMATION 01 02 03 04 05 r 06 07 Project Name t Conditioned Floor Area (ft2) Number of Dwelling - Units Number of Bedrooms Number of Zones Number of Ventilation Cooling Systems Number of Water Heating Systems Fleming Residence 1619 1 2 1 0 1 ZONE INFORMATION 01 02 03 04 05 06 07 Zone Name Zone Type HVAC System Name Zone Floor Area (ft2) Avg. Ceiling Height 'Water Heating System 1 'Water Heating System 2 1st Floor Zone Conditioned Res HVAC1 1619 9 DHW Sys 1 Registration Number: 216-N0299734A-000000000-0000 Registration Date/Time: 2016-08-12 12:24:28 HERS Provider: Ca10ERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance • .Report Version - CF1R-04072016-744 Report Generated at: 2016-08-1110:57:48 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Fleming Residence Calculation Date/Time: 10:57, Thu, Aug 11, 2016 Calculation Description: Title 24 Analysis Input File Name: 14913.xml CF1 R -PRF -OL; Page 3 of 7 OPAQUE SURFACES - s � in -Ti 02 01 X021 / pi_ 6, . X03 f If k, 1 tij+04k It± �� y� 05if If #t'� 1 O6 07 08 Name Co4t�uction�� `�'' Types _ _ ""`Roof Rise 0, ` Roof Reflectance t Roof Emittance ,Radiant Barrier' Cool Roof F� 01 02 03 04 05 06 07 08 Name Zone Construction Azimuth Orientation Gross Area (ft2) Window & Door Area (W) Tilt (deg) North Wall 1 st Floor Zone R-13 Wall 0 Front 184 75 90 East Wall 1 st Floor Zone R-13 Wall 90 Left 156 20 90 South Wall 1st Floor Zone R-13 Wall 180 Back 368 56 90 West Wall 1st Floor Zone R-13 Wall 270 Right 312 15 90 North Wall 2 1st Floor Zone R-13 Wall 0 Front 184 0 90 East Wall 2 1st Floor Zone ` R-13 Wall 90 Left 156 0 90 Roof 1 st Floor Zone R-38 Roof Attic 809.5 Roof 2 1 st'Floor Zone fa R-38 Roof Attic 809.5 Raised Floor Raised Floor 2 1st`Floor Zone iish Floor Zone 1'R-1 9 Floor Crawlspace R-19 Floor Crawlspace 809.5 809.5 ATTIC ) I '.4--l-, - s � in -Ti 02 01 X021 / pi_ 6, . X03 f If k, 1 tij+04k It± �� y� 05if If #t'� 1 O6 07 08 Name Co4t�uction�� `�'' Types _ _ ""`Roof Rise 0, ` Roof Reflectance t Roof Emittance ,Radiant Barrier' Cool Roof F� Attic 1 st Floor Zone Attic Roofst Floor Zone `� r Ventil ted k O t kJ V [ Oil 0.85 No No WINDOWS 01 02 03 04 05 06 07 08 09 10 Name Type Surface (Orientation -Azimuth) Width (ft) Height (ft) Multipli er Area (ft2) _ U -factor SHGC Exterior Shading North Windows Window North Wall (Front -0) -- -- 1 L75.0 0.35 -0.30 Insect Screen (default) East Windows Window East Wall (Left -90) -- -- 1 020.0) 0.35 `0.30 Insect Screen (default) South Windows Window South Wall (Back -180) — -- 1 56.0 0.35 0.30 Insect Screen (default) West Windows Window West Wall (Right -270) -- -- 1 15.0 0.35 0.30 Insect Screen (default) Registration Number: 216-N0299734A-000000000-0000 Registration Date/Time: 2016-08-12 12:24:28 CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF111-04072016-744 HERS Provider: CaICERTS inc. Report Generated at: 2016-08-1110:57:48 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Fleming Residence Calculation Date/Time: 1.0:57, Thu, Aug 11, 2016 Calculation Description: Title 24 Analysis Input File Name: 14913.xml CF1 R -PRF -01. Page 4of7 OPAQUE SURFACE CONSTRUCTIONS 01 02 03 04 05 06 07 08 Name Heater Element Type Tank Type Total Cavity Winter Design Input Rating Construction Name Surface Type Construction Type Framing R -value U -value Assembly Layers 40000-Btu/hr 0 0 • Cavity/ Frame: no insul. /2x4 Top Chrd 2x4 Top Chord of Roof Truss @ 24 Roof Deck: Wood Siding/sheathing/decking Attic Roof st Floor Zone Attic Roofs Wood Framed Ceiling in. O.C. none 0.644 Roofing: Light Roof (Asphalt Shingle) • Inside Finish: Gypsum Board • Sheathing/ Insulation: R4 Sheathing • Cavity/Frame: R -13/2x4 • Exterior Finish: Wood R-13 Wall Exterior Walls Wood Framed Wall 2x4 @ 16 in. O.C. R 13 0.066 Siding/sheathing/decking • Floor Surface: Carpeted Floors Over Floor Deck., Wood Siding/sheathing/decking R-19 Floor Crawlspace Crawlspace A Wood Framed Floor 2x6 @ 16 in. O.C. R"19 t , 0.049 Cavity/Frame: R -19/2x6 • Inside Finish: Gypsum Board R-38 Roof Attic Ceilings (below attic)„•J` 1 ' Wood Framed Ceiling 2x4 @ 24 in. O.C. �R 38 0.025 Cavity/ Frame: R-9:1 /2x4 Over Floor Joists: R-28.9 insul. BUILDING ENVELOPE -HERS VERIFICATION A 11" ff 1 II 01 �r �% g1} S 03 04 05 06 Quality Insulation Installation (QII) Quality -Installation oZf spray Foam sulation �r . , a,.. B'u l*ding=EWnveloope A Leakage CFM50 Not Required 'Not Required "a w Not R quired ' WATER HEATING SYSTEMS 01 01 02 03 04 05 06 Name System Type Distribution Type Water Heater Number of Heaters Solar Fraction (%) DHW Sys 1 - 1/1 DHW Standard DHW Heater 1 1 .0% WATER HEATERS 01 02 03 04 05 06 07 08 Name Heater Element Type Tank Type Tank Volume (gal) Energy Factor or Efficiency Input Rating Tank Exterior Insulation R -value Standby Loss (Fraction) DHW Heater 1 Natural Gas Small Storage 50 t 0.9 + 40000-Btu/hr 0 0 Registration Number: 216-N0299734A-000000000-0000 Registration Date/Time: 2016-08-12 12:24:28 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF111-04072016-744 Report Generated at: 2016-08-1110:57:48 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD • / Project Name: Fleming Residence Calculation Date/Time: 10:57, Thu, Aug 11, 2016 Calculation Description: Title 24 Analysis Input File Name: 14913.xml CF1 R -PRF -01 Page 5 of 7 WATER HEATING - HERS VERIFICATION 01 02 03 04 05 06 07 Name Pipe Insulation Parallel Piping Compact Distribution Point -of Use Recirculation Control Central DHW Distribution DHW Sys 1 - 1/1 — — — — — — SPACE CONDITIONING SYSTEMS 01 02 03 04 05 06 SC Sys Name System Type Heating Unit Name Cooling Unit Name Fan Name Distribution Name Cooling Component 1:Heating Component 1:Air Distribution System 1:HVAC Fan 1:1 Other Heating and Cooling System Heating Component 1 Cooling Component 1 HVAC Fan 1 Air Distribution System 1 HVAC - HEATING UNIT TYPES rA 01 J 02 03 Name Type Efficiency Heating Component 1---J CntrlFurnace - Fuel -fired central furnace 92 AFUE HVAC -COOLING UNIT TYPES ` 1 � !g� U1 / � g�v�' G� %02A # gl. L € �� n Jj04 _J t r : F �5 1 t'A O6 07 Name Kik `� F System Type Efficiency . � I E - EER SEER" ID Zonally Controlled Multi -speed Compressor HERS Verification Cooling Component 1 SplitAirCond 12 14 - Zonally Controlled Single Speed Cooling Component 1 -hers -cool 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 Required HVAC - DISTRIBUTION SYSTEMS 01 02 03 04 05 06 07 Name Type Duct Leakage Insulation R -value Duct Location Bypass Duct HERS Verification Air Distribution System 1 DuctsAttic Sealed and tested 8 - Attic Has Bypass Duct Air Distribution System 1 -hers -dist Registration Number: 216-N0299734A-000000000-0000 Registration Date/Time: 2016-08-12 12:24:28 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-04072016-744 Report Generated at: 2016-08-1110:57:48 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Fleming Residence Calculation Date/Time: 10:57, Thu, Aug 11; 2016 Calculation Description: Title 24 Analysis Input File Name: 14913.xml CF1 R -PRF -01 . Page 6 of 7 HVAC DISTRIBUTION - HERS VERIFICATION 01 02 03 04 05 06 07 08 Name Duct Leakage Verification Duct Leakage Target (%) Verified Duct Location Verified Duct Design Buried Ducts Deeply Buried Ducts Low -leakage Air Handler Air Distribution System 1 -hers -dist Required 6.0 Not Required Not Required Not Required Not Required — HVAC -FAN SYSTEMS 01 02 03 04 Name . Type Fan Power (Watts/CFM) HERS Verification HVAC Fan 1 Single Speed PSC Furnace Fan 0.58 HVAC Fan 1 -hers -fan ' HVAC FAN SYSTEMS - HERS VERIFICATION A 01 02 03 Name Verified Fan Watt Draw _ 1 Required Fan Efficiency (Watts/CFM) HVAC Fan 1�hers=12n---j�----�,,.. Required 3 0.58 IAQ (Indoor Air Quality) FANS �' 1I InAIg O' 1111 11 01 i f Q f F rfrr025k"03� g 51 0.tt +1 .�4 05 06 Dwelling Unit IAQ CFM +I Q Watt�%CFM t JIAd_FFA,n Ty a IAQ Recovery Effectiveness(%) HERS Verification SFam IAQVentRpt 38.69 0.25 Default 0 Required Registration Number: 216-N0299734A-000000000-0000 Registration Date/Time: 2016-08-12 12:24:28 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-04072016-744 Report Generated at: 2016-08-1110:57:48 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Fleming Residence Calculation DatefTime: 10:57, Thu, Aug 11, 2016 Calculation Description: Title 24 Analysis Input File Name: 14913.xm1 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: Atousa Yazdanfar� Company: Signature Date: Energy Compliance Services 2016-08-11 11:03:23 Address: CEA/HERS Certification Identification (if applicable): 5702 Hersholt Avenue City/State/Zip: Phone: Lakewood, CA 90712 562-461-3749 RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following under penalty of perjury, under the laws of the State of California: 1. 1 am eligible under Division 3 of the Businessland 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.�._„�,. information documents, 3. The building design features or system design�features identified;on:this-Certificate of Compliance are consistent with the provided on other applicable compliance worksheets, calculations, plans and specifications submitted to�the enforceme ager�cyKfo; approva!,.with phi ,building permit application. Responsible Designer Name: 6 Il,LI ,Responsible Designer Signature:. Mathew Amaro Company: H Date -Signed: 4W DE 2016-08-12V- 12:2I' ' Mathew Amaro Designs Address: License: 453 N. Murdock Ave. na City/State/Zip: Phone: Willows, CA 95988 530-592-9912 Digitally signed by CaICERTS. 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-N0299734A-000000000-0000 Registration Date/Time: 2016-08-12 12:24:28 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF111-04072016-744 Report Generated at: 2016-08-11 10:57:48 2013 Low -Rise Residential Mandatory Measures Summary NOTE• ' Low-rise residential buildings subject to the Standards mast comply with all applicable mandatory measures listed, regardless of the rmmnlianre annrnarh used. Fycentions may annly. Review the respective code section for more information. Building Envelope Measures: §1 10.6(a)] : Doors and windows between conditioned and unconditioned spaces are manufactured to limit air leakage. § 110.6(a)5: Fenestration products (except field -fabricated windows) have a label listing the certified U -Factor, certified Solar Heat Gain Coefficient (S] -.IGC), and infiltration that meets the requirements of § 10-1 1 I (a). § 110.7: Exterior doors and windows are weatherstripped; all joints and penetrations are caulked and scaled. §1 10.8(a): Insulation specified or installed meets Standards for Insulating Material. Indicate type and include on the CF211. fi l 10.8(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 11 vapor retarder shall be installed on the conditioned space side of all insulation in all exterior § 150.0(g)1: walls, vented attics and unvented attics with air- crmeable insulation. In Climate Zones 1-16 with unvented crawl spaces the earth floor of the crawl space shall be covered with a Class 1 or Class 11 § 150.0(g)2: vapor retarder. In a building having a controlled ventilation crawl space, a Class I or Class 11 vapor retarder shall be placed over the earth floor of § I50.0(g)3: the crawl space to reduce moisture entry and protect insulation from condensation, as specified in the exception to Section 150.0(d). § 1.50.0(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 L50.0 § (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. §I50.0(e)IB: 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. §I50.0(e)IC: 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. § 1 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 § l 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)1: 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. § 150.00): Heating systems are equipped with thermostats that meet the setback requirements of. § 1 10.2(c). § 150.00)I 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)1 B: 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 § 150.00)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. § 150.0(j)213: 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, moistwe, 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 § 150.00)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 11 vapor retarding facing, or the insulation shall be installed at the thickness that qualifies as a Class l or Class 11 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 § 1 10.3(c)5. § I50.0(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)1: with mastic, tape, or other duct -closure system that meets the applicable requirements of UL 181, UL 181A, or UL 181B or aerosol sealant that meets the requirements of UL 723. 1f mastic or tape is used to seal openings greater than % 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 constriction, 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. § I50.0(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 shall 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)15: 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(0) I A: 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 § l 10.4(x): 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. § 11A.4(b)3: 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 - rammed 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 150.0-13, as applicable. §I50.0(k)IB: 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 § 1.50.0(k)1 C: § 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) I D: 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 § 130.0(c). Night lights do not need to be controlled by vacancy sensors. §150.0(k)IF: Lighting integral to exhaust fans (except when installed by the manufacturer in kitchen exhaust hoods) shall meet the applicable requirements of § 150.0(k). § I50.0(k)2A: High efficacy luminaires must be switched separately from low efficacy luminaires. § 150.0(k)2B: .Exhaust fans shall be switched separately from lighting systems. § t50.0(k)2C: Luminaires shall be switched with readily accessible controls that permit the luminaires to be manually switched ON and OFF. § 150.0(k)2D: Controls and equipment are installed in accordance with manufacturer's instructions. § I50.0(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. A multiscene programmable controller may be used to comply with dimmer requirements of this section if it provides the § 150.0(k)21: 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. § 150.0(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. A minimum of one high efficacy luminaire shall be installed in each bathroom; and all other lighting installed in each bathroom § 150.0(k)5: 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. Lighting installed in rooms or areas other than in kitchens, bathrooms, garages, laundry rooms, and utility rooms shall be high § I50.0(k)7: 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 following 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 turn 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 FMCS in § 130.5; does not have an override or bypass switch that allows the luminaire to be always ON; and, is programmed to automatically turn 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 § 150.0(k)9A; or ii. Shall comply with the applicable requirements in § 110.% § 130.0, §130.2, § 130.4, § 140.7 and § 14 1.0. For low-rise residential buildings with four or more dwelling units, outdoor lighting not regulated by § I50.0(k)9B or 150.0(k)9D 150.0(k)9C: shall comply with the applicable requirements in $110.9, § 130.0. ; 130.2. § 130.4, § 140.7 and ' t41.0. Outdoor lighting for residential parking lots and residential carports with a total of eight or more vehicles per site shall comply §LSU.0(k)9D: with the applicable re uirements in ' 11 0.9, § 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 shal I consume no more than 5 watts of power as determined according to § 130.0(c). § t50.0(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, § 1.30.4, § 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 § I50.U(k) I2A: 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: § 1.50.0(k)1213: i. Comply with the applicable requirements in § 110.9, § 130.0, § 1.30.1, § 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)1: 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 § 1 10.10(b) through §1 10.10(e). § J 10.1.0(a)2: Low-rise multi -family buildings shall comply with the requirements of § 1 10.10(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 § 110.10(b)1: 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 I 10 degrees and 270 degrees of true north. § 110.1 0(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)313: 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 from the solar zone to the point of interconnection with the electrical service (for single family residences the point of §110.10(c): interconnection will be the main service panel); a pathway for routing of plumbing from the solar zone to the water -heating system. A copy of the construction documents or a comparable document indicating the information from § 110.10(b) through § l 10.10(c) § 1 10.10(d): shall be provided to the occupant. § 1 10. 10(e) 1: 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". se S 1 g n Truss Take -off Design & Sales sistance I Monte Call - 193 Camellia Dr - Paradise, CA 95969 (530) 811-4132 Office (530) 811.4132 FAX TRUSS ENGINEERING Fleming Residence 10/6/2016 BUTTE COUNTY OCT 19 2016 DEVELOPMENT SERVICES MiTek Industries (800) 772 5351 _1v pERMrr# BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR . 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' • GABLE# TRUSS TO I :EXP:.osraona e, Sj CIVIL, � rx s �BAGKING.4 BACKING TO y 'OF CAV% . ' TOP PLATE: �INoTEs: DETAIL U. 2X4. fN0,2 OR-BTR FOR LEDGER AND 5TRONGBAGK NAILED' TOGETHER W/ IOdNAILS,®"6, O G: 2). 2X4•,LEDGER NAILED TO EACH STUD WITH 5-IOd.NAIL5: ` :5)..'2x4 STRONOBACK:TO BE CONNECTED TO EACH. VERT' 5TUD W/ 2-I0d,TOE,NAIL5. 4)..; THE IOd NAIL5 :5PEGV'FIED. 'FtOR.LEDGER:AND 5TRO.N65ACK ARE .10d BOX NAIL5, THIS"DETAIL I5, A'PPLIGABLE TO. 5TRUGTURAL GABLE END{:IFi'THE. FOLLOWING GOND.ITIONS ,ARE•, - THE HORIZONTAL TIE MEMBER AT THE 'VERT OPENING SHALL .BE.:BRACED 64O" MAX FOR 85.'• I) `" MPH-;EXP:• G. `WIND. LOADING. � '. MAX MEAN ROOF HEIGHT :I5 45.': •:� �3) N1AX�iZ00F.1IVE 'LOAD TO BE 40 POUND5 PER, 50UARE,FOOT. : + �RLEASE GONT.ACT' TRU55 ENGINEER IF THERE ARE ANY QUESTIONS. t ENT. PE5IGN NOT VALID IF .LOCATED. ON. AN ISOLATED HILL,,RIDGE'OR ESCARPM. '. - � ,� � � 1.. �_ �'r•'r- 1 r.n. .. - t+. w' .*Q (' ' ry riY tf 5 Y� 4, . a+ 1.•'rway.;_ � `s `'r F- . � - ,r <. x .'r �, -•-- =...--__-,- � .°tY _! * 'u'e4.5 t a r. •�t .4 `.t+. `' '::.i:?45'it 'Jl''r r<� _'s �).,' { s, •,C t s� j i3 s^ .•a , r wa ! .. *: ' s a.f'.r !'i' " r y r. tz r t 2� r �(i • GompuTc=us; iiiC. Co - •s uTrus designs !s to desist buckfing bf those:iaebs. An ` mpression web bracingshown on Comp ry alternate method tn_ .tirace'the 2x4 brad howh on.a,single me,rriber truss:is,fo attach -r bracing. _ s Custom Sotiware .Engineering Mahuracturing T bracing is a:2x rriember placed.flat on the web as;shoWn in the figures. �. 1-2x4 Brace Required • 2 or 3=2z4 Braces Shown See app"'ropdate CompuTrvs Engineenng See appropriate CompuTrus Engineering _ 2x4 T Brace 2x6 T Brace 4 2x4 TBrace •�F^V E�h:e. ,yam web E-- Web —4— Web ec Ttie'-rbrace must beat least 80% ofthe web length and is attached with 10d nailsat6'o,c througho� OF CAi3ft) Typical at trusses 24o.c. only. if a 2x4 or 2x6 virebrrequires a single brace, -a 2x4Tbrace maybe substituted• ff a 2x4 oc2xo web requires to the topnd b 2 ora braces, asirgle 2 Tbrace;ora 2x4 Thrace attached-aottom.ofthe web maybe _ _ — --_-- substituted. The .T.brace(s) must be of equal or better material than the web. -- Tresses at 24"o x- typical , _. _Resbrjrtrequired at Bracemustbe80%of .,� eadr end of . brace fhe, lerrgth of the w and at 20' intervals. eb. f 2x4 lateral, brace with Z: ., 2-10d nads'per fivss, - Refer to Compu Cna Eng: 7x4 T, Brace with ' 4 f' 1✓0d nails at 6b.c• i -y...r �. f..4-.. ,•�,. ., r,-rf,�ti-,.- «'r < I:rY^�e: r '�..=.r9".ti �.r'.. 'i.. +'s •�r'J.v' .JJ � i :.5,- _.. 't- ... _ ,.. r. s' �t�.r .I rw, _ �7 ' 3 FQ E NO -Lateral Brace Detail DATE f _ EC( 27671- 87 BG 2006'% CBC 2007 - �S Y✓' •�� '��••'r. r.5+y _}'�r'sii�'ai t �4! ,.i+L'h r,� eY,7ir'3"+�� ! �•Y;�.. .v -i TF �.:w ♦?. + 1y". s^f�; ... t^ `s.w"t �.`•4- , _ 'f'"r'^�'<.'yy�*'r•- Lateral Brace -` � r �`� ` � ' ,�• � �,� - • MiTek MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: 60650FLEMING Fleming Residence The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Meeks Building Center. Pages or sheets covered by this seal: K2440415 thru K2440427 My license renewal date for the state of California is June 30, 2018. Lumber design values are in accordance with ANSUTPI 1-2007 section 6.3 These truss designs rely on lumber values established by others. Q S6332 * EXP'. 613012018 t vp it1 v XT F0 t October 5,2016 Baxter, David IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdictions(s) identified and that the designs comply with ANSUTPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customer's file reference purpose only, and was not taken into account in the preparation 'of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of the design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. • - i r Job Truss Truss Type Ory 'r ResidenceK2440415 l Plate Grip DOL 1.15 TC ' 0.25 Vert(LL) -0.00 1 n/r 120 �PliyFlIbeming MT20 220/195 60650FLEMING Al GABLE 1 BCLL ' 0.0 ' Rep Stress Ina YES VVB 0.56 Horz(TL) 0.01 19 n/a n/a Reference (optionall UtbIQiN AbblJI AMA-- I-AKAUlbt_, t:A , i 6.UlU 5 Apr zu ZU111 MI I eK inousIIIes, Inc. VVe0 UQ Ub l /:UZ:IQ ZUIU Vogel ID:12h819PX ODK8yxGHXggzFytX6B-V9dAoRHBJADXRjV54_vpygnlC_mbLZfaKKlprTyWP4N �t-6.0� 6.2-0 11-9-4 I .17-4-8 I 22-10.8 } 28-0-9 i 34-9-0 1-6-0, s 6-2-0 5-7-4 ..� 57-4 5-6-0 5-6-0 . X6.4-7 . • 46 = Scale= 1:72.5 Plate Offsets (X,Y)- 6.00 12 oxs 18 17 sx4 31 30 29 28 27 28 25 24 23 2266 2120 19 16 15 3x4 = 3x4 = - - 5xS = 4.00 52 - 3x6 11 [11:0-2-0,0-0-12], [12:0-3-12,0-2.8], [17:04-0,0-24], [23:0-1-8,0-1.8], LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl Ud 'r yt1 d l Plate Grip DOL 1.15 Plate Offsets (X,Y)- 6.00 12 oxs 18 17 sx4 31 30 29 28 27 28 25 24 23 2266 2120 19 16 15 3x4 = 3x4 = - - 5xS = 4.00 52 - 3x6 11 [11:0-2-0,0-0-12], [12:0-3-12,0-2.8], [17:04-0,0-24], [23:0-1-8,0-1.8], LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC ' 0.25 Vert(LL) -0.00 1 n/r 120 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.14 Vert(TL) 0.02 1 nh 120 BCLL ' 0.0 ' Rep Stress Ina YES VVB 0.56 Horz(TL) 0.01 19 n/a n/a BCDL 10.0 Code IBC2012/TP12007 Matrix- Weight: 341 Ib FT = 20% LUMBER- .. BRACING - TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 OF No.18Btr G t BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 OF No. 1&Btr G WEBS 1 Row at midpt 6-23,6-17 OTHERS ` • 2x4 OF No. %Btr G REACTIONS. All bearings 349-0. (lb) - Max Horz 2=150(LC 24) - Max Uplift All uplift 100 Ib or less at joint(s) 30, 11 except 9=-143(LC 26), 2=-409(LC 25), 17=-235(LC 26), 12=-836(LC 26), 28=-657(LC 25), 23=-216(LC ' ' 25) , Max_ Grav All reactions 250 Ib or less at joint(s) 9, 20, 19, 31, 3Q 29, 27, 26, 25, - 24, 22, 21, 18, 16, 15, 14, 13, 11, 10 except 2=451 (LC 34), 17=463(LC 1), 12=982(LC 23), 28=760(LC 22), 23=430(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. . TOP CHORD 2-3=-919/829, 35=295/378, 5-6=-359/396, 6-7=511/569, 7-8=-333/445, 8.9=-808/730 BOT CHORD 2-31=-781837, 30-31=573/610,29-30=-447/484, 28-29=-343/380, 27-28=-638/667, 26-27=-548/577, 25-26=-433/462, 2425=-318/347, 22-23=-349/421, 21-22=-235/308, 18-19=-190263, 17-18=284/357, 16-17=-218/300, 15-16=-341/420; 1415=-462/541; 13-14=-583/663,12-13- 732/801. 10-11=-301/349, 9-10=-669887 WEBS 3.28=-330/134, 5-28=7461710, 5-23=-427/407, 6-23=488/419, 6-17=-403/314, 7-17=-296272,7-12=974/917,8-12=-440/181 ` NOTES - 1) Unbalanced roof live loads have been considered for this design. '2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. ES ' It; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right Lumber DOL=1.60 DOL --1.60Q Q�ypFSIpN �0 RES q t ley exposed; plate grip 3) Truss designed for loads in the the truss For to to the.face), Standard Industry !�� wind plane of only. studs exposed wind (normal see • Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. CO Z S 6332 4) All plates are 1.5x4 MT20 unless otherwise indicated. ` ' w Q o o m 5) Gable requires continuous bottom chord bearing. • X 6) Gable studs spaced at 1-4-0 oc. • . EXP. 6/30/2018 7) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. s+ 8) *This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide S+ p ' will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 0 9) A plate rating reduction of 20% has been applied for the green lumber members. , AUF ' 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 30, 11 except at --lb) 9=143, 2=409, 17=235, 12=836, 28=657, 23=216. October 5,2016 ®WARNING - Veiny design parameters and READ NOTES ON THIS AND INCLUDED MIIEK REFERENCE PAGE Mg -7477 rev. f0/0MIS BEFORE USE. ' Design valid for use only with Mrtek® connectors. This design Is based only upon parameters drown, and Is for an Individual building component, net e truss system. Before use, the building designer must verily the applicability of design parameters and properly Incorporate this design Into the overall . bulldin g design. Bracing Indicated Is to prevent buckling of Individual buss web and/or chord members only. Additional temporary and permanent bracing MIT®k- Is aMays 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 ANMITPII Quality Criteria, OSS -89 and SCSI Building Component 250 Klug Circle ll DESIGN ASSISTANCE, PARADISE, CA 8.010 s Apr 20 2016 MTek Industries, Inc. Wed Oct 0517:02:14 2016 Page's ID:12h81gPX ODK8yxGHXggzFytX6B-VgdAoRHBJADXRjV54_vpygnlC mbLZtaKKlprTyWP4N N07ES 12) This truss has been designed for a total drag load of 3000 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0.0 to 34-9-0 for 86.3 plf. 13) No notches allowed in overhang and 10600 from left end and 0 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-" D.C. maximum between the t;tacldng chords. For edge -wise notching, provide at least one tie plate between each notch. r + r ®WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERENCE PAGE W-7477 rev. 10W=!5 BEFORE USE. Design valid for use only with MRnn ekO connectors. This design Is based only upon parameters shown, and is for an IndlAdual building canponerd, not �• e truss system. Before use, the building designer must vedq the applicability of design parameters and property Incorporate this design Into the Overall ��iiiYYY■ building design. Bracing indicated is to prevent budding of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regard4rg the fabrication, storage, delivery, erection and bracing of trusser and truss systems, see ANSVrPH Quality Criteria, OSS -89 and SCSI Building Cornponard 250 Klug circle Job Truss' runs Type �Qty Ply Fleming Residence K2440415 60850FLEMING Al [GABLE 1 1 Job Reference nor ll DESIGN ASSISTANCE, PARADISE, CA 8.010 s Apr 20 2016 MTek Industries, Inc. Wed Oct 0517:02:14 2016 Page's ID:12h81gPX ODK8yxGHXggzFytX6B-VgdAoRHBJADXRjV54_vpygnlC mbLZtaKKlprTyWP4N N07ES 12) This truss has been designed for a total drag load of 3000 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0.0 to 34-9-0 for 86.3 plf. 13) No notches allowed in overhang and 10600 from left end and 0 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-" D.C. maximum between the t;tacldng chords. For edge -wise notching, provide at least one tie plate between each notch. r + r ®WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERENCE PAGE W-7477 rev. 10W=!5 BEFORE USE. Design valid for use only with MRnn ekO connectors. This design Is based only upon parameters shown, and is for an IndlAdual building canponerd, not �• e truss system. Before use, the building designer must vedq the applicability of design parameters and property Incorporate this design Into the Overall ��iiiYYY■ building design. Bracing indicated is to prevent budding of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regard4rg the fabrication, storage, delivery, erection and bracing of trusser and truss systems, see ANSVrPH Quality Criteria, OSS -89 and SCSI Building Cornponard 250 Klug circle Job Truss' runs Type �Qty Ply Fleming Residence K2440415 60850FLEMING Al [GABLE 1 1 Job Reference Job �'"-t Truss' Truss Type - a city , Ply Fleming Residence _ , ID:I12h8BPX ODKByxGHXgaz1FytX6B•zMBY7nHp4ULN3t4HehO,2V2KOtOvy4vvW_UMNwyWP4M • , ! I-1-6.0 I 6.2-0 4 K2440418 60650FLEMING A2 ROOF SPECIAL `- 8 1 , + ,'t - •+ • • : . + Scale= 1:61.0 Job Reference o 'ona DESIGN ASSISTANCE ^ PARADISE, CA t • 8.010 s Apr 20 2016 Mi Tek Industries, Inc. Wed Oct 0517:02:15 2018 Page 1 ' _ , ID:I12h8BPX ODKByxGHXgaz1FytX6B•zMBY7nHp4ULN3t4HehO,2V2KOtOvy4vvW_UMNwyWP4M • , ! I-1-6.0 I 6.2-0 4 17-48 34-M .. 2 t 4 54 , . 64-71d0 + ,'t - •+ - . + Scale= 1:61.0 R . _' r 4x6 _ - - _ ,' .. r• ,n .5' `, •. : -.. ; 6.00 f12 ," „♦ �., . - ., . t ". 3x6 ` 6x8 ' 3• ' 5x8 F • ' , 9 - , . r ' • n 1.5x4 5 r 4 w•' " - s• •••2 8x18M18SHS = .. 8 12 .. 19 20 11 21 22 10.. 3x6 = ....+r•- 3x6 = •. 6x8402 .. 4x12 3x6 4 12 . - .. 11 8 13.4-4 19.9-0 27-0 4 34-9-0 t_A A.A_19 _ } - - RA17 I + 7_'Le - 7A49 = Plate Offsets (X.Y)— 12:0-2-10.0.1$1. 13:0-0-0.0-3-01 16:0-4-0.0-2-01. [8:0-1-14.Edae1• f9'0-8-0 0-3121 0070-4-0.0-2-41 LOADING (pso SPACING- 2-0-0 ` CSI. DEFL. in . (loc) I/deft Ud PLATES ' TCLL 20.0 Plate Grip DOL 1.15 TC - 1.00 Vert(LL) 0.61 9-10 >679 240 MT20 TCDL 11.0' Lumber DOL ,1.25 BC -0.97: Vert(TL) -1.54 9-10 >271 180 "' M18SHS BCLL 0.0 ' t Rep Stresslna YES WB 0.90 Horz(TL) 0.74 ; 8' n/a n/a BCDL 10.0 Code IBC2012frP12007 Matrix -MS v Weight: 171 Ib LUMBER- i BRACING-. TOP CHORD 2x4 DF No. 1&Btr G . .TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 DF No. 1&Btr G : _ r } ' . • BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 DF No. 1&Btr G REACTIONS. (Ib/size) 8 1411/Mechanigl, 2=1532/0-5-8 1.' Max Hoa 2=155(LC 7) 7.*' ti T F Max Uplift 8=-441(LC 8). 2=499(LC8) r,,' f r r FORCES. (Ib) =Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. ` : - tr TOP CHORD 1 2-3-2576800, 34=2476/853, 4-5=-1995A44, 5-6---1858/687, 6-7=-6251/1899, ' 7-8=-0532/1936 5 . BOT CHORD 2,12=648/2226, 11-12= 490!1849, 10 11=-307/1398,' 9 10 -0212423, 8 9=-1730/6047 s r WEBS t .312=-290/116, 4-12=202/499, 4-11=-564223, 5-11=299/785, 5-10=-280!701, ^ t q 6.10=-1464!459:6-9=1264/4330 • t' S; NOTES-'.,. - u 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3seoond gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right 4 exposed; Lumber DOL=1.60 plate grip DOL=1.60 , -13) All plates are MT20 plates unless otherwise indicated. '4) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other ll ie loads. S ' This truss has been designed for a live load of 20.0 . ) g cast on the bottom chord in all areas where a rectangle 3-0-0 tell by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. , ;7) Refer to girder(s) for truss to truss connections. j 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) except at --lb) „ Q J 8=441.2=499. , O W O r4 l T GRIP 220/195 ' 220/195 Fr 20% a October 5,2016 r' • ®WARNING • Ved* destQn paramerers and READ MOTES ON THIS AND INCLUDED Mr7EN REFERENCE PAGE AY -7477 rev. f0A3/S01S BEFORE USE. Design valid for use only with MTek® cormeetm. This design Is based only upon parameters shown, and is for an Individual building component, not - �• a buss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall ii�.��i bulding design. Bracing indicated Is to prevent buckling of Individual buss web and/or chord members only. Additional temporary and permanent bracing ` WOW fabrication, is allays required for stability and to prevent collapse with possible personal Injury and p=opery damage. For general guidance regarding the - fabrication, storage. del". erection and bracing of trusses and friss stems, see _ - I SY +ANSUTNt Oualiry Crltertq DSB•88 surd SCSI BWlding Cortupateud 290 qug Circle •. r , A U=SiG V A. io i ANNE_ FARADIOC, VA 8.010 a Apr 20 ANIa MI i eK lndusRles, Inc. Wed Oci 05 i7:0216 2Oi6 Page l I0:12h8BPX_ODK8yxGHXggzFy=E-RYIwD71SroTEgOtTCPxH1 FtB2oFBpN_tneEvwMyWP4L 6-2-0 I 11-9-4 17-4-8 22-10-8 I 28/19 } 34-9-0 1 6 0 6-2-0, 5.7.4 5.7-4 56-0 56-0 6.4-7 • Scale = 1:61.0 4x6 = 5 6.00 12 a 3x6 6x8 4 6 5x8 1.5x4 3 7 9 aIt 2 8x18M1BSHS = 8 I� 3x6 = 3x6 = 5x8 = 4.00 12 4x12 C 3x6 LOADING (psf) TCLL 20.0 TCDL 11.0 BCLL 0.0 ' SCOL 10.0 Job Truss , Truss Type Qty Ply - Flerning Residence TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 DF No. 1&BV G BOT CHORD Rigid ceiling directly applied or 2-2-0oc bracing. WEBS 2x4 DF No. 1&Btr G „ REACTIONS. (Ib/size) 8--1411/0-5-8.2=1532M-5-8 K2440417 60850FLEMING A3 Roof Special 5 1 7-8=-6532/1936 BOT CHORD 2-12=-6482226, 11-12=490/1849, 10-11=-307/1398, 9-10=-6212423, 8-9=-1730/6047 WEBS 3-12=-290/116.4-12=202/499. 4-11=-564223, 5-11=299/785,5-10=-2801701, Job afar nce(optionali U=SiG V A. io i ANNE_ FARADIOC, VA 8.010 a Apr 20 ANIa MI i eK lndusRles, Inc. Wed Oci 05 i7:0216 2Oi6 Page l I0:12h8BPX_ODK8yxGHXggzFy=E-RYIwD71SroTEgOtTCPxH1 FtB2oFBpN_tneEvwMyWP4L 6-2-0 I 11-9-4 17-4-8 22-10-8 I 28/19 } 34-9-0 1 6 0 6-2-0, 5.7.4 5.7-4 56-0 56-0 6.4-7 • Scale = 1:61.0 4x6 = 5 6.00 12 a 3x6 6x8 4 6 5x8 1.5x4 3 7 9 aIt 2 8x18M1BSHS = 8 I� 3x6 = 3x6 = 5x8 = 4.00 12 4x12 C 3x6 LOADING (psf) TCLL 20.0 TCDL 11.0 BCLL 0.0 ' SCOL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.25 Rep Stress Incr YES Code IBC2012/rP12007 CSI. TC 1.00 BC 0.97 WB 0.90 Matrix -MS DEFL in (loc) I/defl Ud Vert(LL) 0.61 9-10 >679 240 Vert(TL) -1.54 9-10 >271 180 Horz(TL) 0.74_ 8 n/a n/a PLATES GRIP MT20 220/195 M18SHS 220/195 Weight: 171 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 DF No. 1&BV G BOT CHORD Rigid ceiling directly applied or 2-2-0oc bracing. WEBS 2x4 DF No. 1&Btr G „ REACTIONS. (Ib/size) 8--1411/0-5-8.2=1532M-5-8 Max Horz 2=155(LC 7) Max Uplift 8=-441(LC8), 2=-499(LC8) ' . FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2576MW. 34=2476/853, 4-5=-1995/144, 5-6-1858/687,64=6251/1899, 7-8=-6532/1936 BOT CHORD 2-12=-6482226, 11-12=490/1849, 10-11=-307/1398, 9-10=-6212423, 8-9=-1730/6047 WEBS 3-12=-290/116.4-12=202/499. 4-11=-564223, 5-11=299/785,5-10=-2801701, 6-10=-1464/459, 6-9=1264/4330 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; 8=451t,, L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with SCOL = I0.0psf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Bearing at Joint(s) 8 considers parallel to grain value using ANSVTPl 1 angle to grain formula. Building designer should verify capacity of bearing surface. - 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Ot=Ib) 8=441, 2=499. �OQq,pFESS/pNgl � �ERRIQ 6 Fyc ' O o S 6332 • * EXP. 613012018' October 5,2016 ®WARNING - Ved* design parameters and READ NOTES ON THIS AND INCLUDED 4ArEK REFERENCE PAGE 4(9.7479 rev. 10Ar9W IS BEFORE USE. Design vidid for use an'with WeW connecters. This design is based only upon parameters shown, and Is for an Individual building component, not �- the a truss system. Before use, e building designer must vetly the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to present bucking of Indhdual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k- Is allays required for stability and to prevent collapse with possible personal Injury and properly damage. Fa' general guidance regarding the fabrication, storage• delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, OSB -89 and SCSI Building Component 250 Klug Circle N Job Truss russ Type Oty Ply Flertting Residence TOP CHORD 20 OF No. 1&Btr G TOP CHORD BOT CHORD 2x6 OF No.2 G *Except' BOT CHORD K2440418 60650FLEMING A4 ROOF TRUSS 2 1 (Ib/size) 9=1504/0-5-8, 2=1639/0-5-8 Max Horz 2=156(LC 7) Max Uplift 9=-357(LC 8), 2=-383(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Job Reference footionall uroluN mzkw n I ANt r- t-AKAUI =_' UA d.Ulu S Apr LU ;eMO MI I eK Industr18S, Inc. vve0 uct W 1 t:uzi 7 lulu Page 1 ID:12h8l9PX ODKByxGHXggzFytX6B-vk110TJ4c5b51AEfm8SWaTPP7Bh4YtI00IzTSoyWP4K 12.11-9 6.9-1 12.7-4 12 2 17-4-8 610-1 z3.8.6 29.1-1s 3aao 34.9.0 1-8.0 60-1 5-10-3 o 4.4-15 1$s 4.7-6 4-7-a z-7 0-3-13 4x6 = Scale = 1:64.8 r— 24 5 3x6 J 74 10 iL 4x6 = 1.5x4 II 3x10 = 3x6 II 3x6 II 4x6 8x8 4.00 f12 4x12 LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.15 TC 0.78 Vert(LL) 0.46 10-11 >903 240 TOOL 11.0 Lumber DOL 1.25 BC 0.61 Vert(TL) -1.29 10-11 >322 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.74 ' Horz(TL) . 0.66 9 n/a n/a BCDL 10.0 Code IBC2012ITP12007 Matrix -MS 220/195 LUMBER- BRACING - TOP CHORD 20 OF No. 1&Btr G TOP CHORD BOT CHORD 2x6 OF No.2 G *Except' BOT CHORD 2-11: 2x4 OF No. 1&Btr G, 9-10: 2x6 OF SS G WEBS 2x4 OF No. 1&Btr G WEBS Is always repaired 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 ANSIRfl1 Quality Criteria, OSE149 and BCSII Building Component JOINTS REACTIONS. (Ib/size) 9=1504/0-5-8, 2=1639/0-5-8 Max Horz 2=156(LC 7) Max Uplift 9=-357(LC 8), 2=-383(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=27891553, 3A---2320/440.4-5=-629/134, 5-6=579/122, 6-7=-1002/262, 7-8=-6939/1448, 8-9=7180/1488 BOT CHORD 2-14=-4252408, 13-14=-4242406, 12-13=-23412009, 11-12=-234Q006, 10-11=-441/2832, 9-10=1303/6690 WEBS 3-13=-492222, 4-t3=168/422, 4-16=-1651/390, 15-16=1798223, 12-15=-40272, 6-15=-325/315, 11-15=-227/459, 7-11=-1230/312, 7-10=98014734, 5-16=-229/314, 7-15=-1806233, 6.16=451273 PLATES GRIP MT20 220/195 M18SHS 220/195 Weight: 209 Ib FT = 20% Structural wood sheathing directly applied or 2-1-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc, bracing, Except: 7-5-11 oc bracing: 9-10. 1 Row at midpt 6.12 1 Brace at Jt(s): 16 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed: end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) 200.01b AC unit load placed on the top chord, 15.0-0 from left end, supported at two points, 2.6-0 apart. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCOL = 10.Opsf. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt --Ib) 9=357.2=383. October 5,2016• ®WARNING - Vali' design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111197473 rev.1010=15 BEFORE USE. Design valid for use only with MiTeW 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 verity the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing indicated Is to prevent budding of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k• Is always repaired 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 ANSIRfl1 Quality Criteria, OSE149 and BCSII Building Component 250 Klug Circle Job , Truss;, Truss Type Qty Ply Fleming Residence 1(2440419 60650FLEMING A5 ROOFTRUSS 1 1 jo b eferen o 'ones ur-01"N twxwol AIVI.c:� t'AKAUIOC, l.A 0 .V7 V 5 Apr Lu Lino Iwl I ex InoutiIIIP.S, Inc. VVM va w 1 r .4; 10'4u 10 r'alle I I D:I2h819PX_ODK8yxGHXggzFytX6B-OxtgepKiNPjywKpsJgzl7gyil b4eHNTAFxj 1 _EyWP4J • 1211-9 12.7-4 1271 17-4e 8.10.13 2310.9 2&10-5 349-0 5103 4.415 1.8.3 411-12 411-12 570.11 0.313 ' Scale= 1:62.0 4X6 = 24 5 3x6 4x6 — 1.5x4 II 3X10 = 3x6 II 3x6 11 5x6 — 3x10 = 1.5x4 II 3x6 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) Weill Ud I PLATES GRIP 0.31 TOLL 20.0 Plate Grip DOL 1.15 TC Vert(LL) 0.13 13-14 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.39 Vert(TL) -0.36 13-14 >999 180 BCLL 0.0 " Rep Stress Incr YES WB 0.52 Horz(TL) 0.14 9 Na rl/a BCDL 10.0 Code IBC2012/rP12007 Matrix -MS LUMBER- BRACING - TOP CHORD 2x4 DF No. i&Btr G TOP CHORD BOT CHORD 2x4 DF No. 1&Btr G "Excepr" BOT CHORD 12-13: 2x6 OF No.2 G JOINTS WEBS 2x4 OF No.1 &Btr G REACTIONS. (lb/size) 9=1509/0-5.8, 2=163410-5.8 Max Horz 2=158(LC 7) Max Uplift 9=-359(LC 8), 2=382(1_C 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2816F556,34--2327/439, 4-5=-757/153, 5.6=712/143, 6-7=-1212279, 7-8=-2401/542, 8-9=2805/631 BOT CHORD 2-14=-4302436, 13-14=4282433, 12-13=-2332018, 11-12=-2322014, 10-11=-5(42438, 9-10=5042438 WEBS 3-13---507/227.4-13--159/368, 4-16=-15251371, 15-16=16601192, 12-15=-06/385, 6-15=-257/430, 11-15=291/440, 7-11=-92/347, 8-11=-415/180, 5-16=-194/440, 7-15=14851314, 6-16=596261 9 H Weight: 199 Ib FT = 20% Structural wood sheathing directly applied or 3-9-5 oc purlins. Rigid ceiling directly applied or 9-5-11 oc bracing. 1 Brace at Jt(s): 16 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vutt=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) 200.01b AC unit load placed on the top chord, 15-0-0 from left end, supported at two points, 2.6-0 apart. 4) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 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 Iii uplift at joint(s) except at --lb) 9=359,2=382. ®WARNING - Verify design paramates and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MU -7473 rev. 1=3/M15 BEFORE USE. Design valid tot use only with Mlreh® comledors. This design Is based only upon parameters shown, and is for an Individual building component, not a as Insystem. Before use, the building designer must `wiry the applicability of design parameters and properly Incorporate this design Into the overall bullding design. Bracing indicated isto prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is allays 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 ANSVTPII Quality CriteAa, 08849 and BCSI Building Component October 5,2016 MiTek- 25010ug Circle Job Truss russ Type Ply Flerning Residence 11; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 �Clty 3) 200.01b AC unit load placed on the top chord, 15-0-0 from left end, supported at two points, 2-6-0 apart. ` K2440420 60850FLEMING AB ROOF TRUSS 2 1 6) A plate rating reduction of 20% has been applied for the green lumber members. ??,()FESS/ �QQ RR/C Nq� 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=381, 9=4. ti 08 �� e Fy Job Reference o 'ora UCJNI`1 nJJIJI ruV _ rnr nulom' l A a.Ulu a „pr LU Lulo MI l ex InausVles, Inc. vveo Urx Ua l /:U[Ila LU1 V Pagel ID:12h819PX ODK8yxGHXggzFy0C6B-0xtgepKiNPjywKpsJgzl7gyilb4eHNTAFxj1_EyWP4J 12-11-9 -180 0-a1 12.7-0 12-71 1)-4.8 &1013 2310.8 28.1 P5 34-M 3&30 180 ..8.9-1 5103 4-415 1-85 411-12 411.12 51011 1$0 0313 • Sane= 1:65.8 4x6 = 25 5 3x6 . 14 1z ll 4x6 = 1.50 II 3x10-= 3x6 II 3x6 II 5x8 _ 3x10 = 1.50 II 3x6 = LOADING (PSI) SPACING- 2.0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.31 Vert(LL) 0.13 14-15 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.39 Vert(TL) -0.36.14-15 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.52 Horz(TL) 0.14 9 n/a n/a BCDL 10.0 Code IBC2012/rP12007 Matrix -MS Weight: 201 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 395 oc pur ins. BOT CHORD 2x4 DF No. 1&Btr G'Excepr BOT CHORD Rigid ceiling directly applied or 9-10-12 Dc bracing. 1314: 2x6 OF No.2 G JOINTS 1 Brace at Jt(s): 17 WEBS 2x4 OF No.1 &Btr G REACTIONS. (Ib/size) 2=1633/0.5.8, 9=1603f0-5-8 Max Horz 2=159(LC 7) Max Uplift 2=-381 (LC 8), 9=-408(LC 8) FORCES. '(lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-28141556, 3-4=2325/438, 4-5=-755/149, 55=710/139, 6-7=-1208272, " 7.8=-2395/540, 8-9=2790/624 BOT CHORD 2-15=-3962434, 1415=-3952432, 13-14=-1982016, 12-13=-1982012, l l-12=-4622420, 9-11=4632422 WEBS 314=-507228, 4-14=161/368, 4-17=-1525/374, 16-17=-1661/197, 1316=53/385, 6-16=-258/426, 12-16=293/436,7-12=-89/348, 8-12=-402/174, 5-17=-191/438, 7-16=-1485!318, 6-17=594258 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; 8=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) 200.01b AC unit load placed on the top chord, 15-0-0 from left end, supported at two points, 2-6-0 apart. 4) This truss has been designed for a 10.0 psf bottom Mord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-" tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCOL = 10.0psf. 6) A plate rating reduction of 20% has been applied for the green lumber members. ??,()FESS/ �QQ RR/C Nq� 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=381, 9=4. ti 08 �� e Fy ��Q C c o S 6332;D M EXP. 6/30/2018 \P } FO CA11F October 5,2016 ®WARNING - VedIk design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERENCE PAGE M-7473 rev. 10,W&0T5 BEFORE USE. Design valid for use only with MfrekO eormectors. This design is based only upon parameters shown, and is for an Individual building component, not �- a truss system. Before use, the bulldverify the designer must vethe app0aabirity of design parameters and properly Incorporate this design Into the overall ii�` building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or Mord members orgy. Additional temporary and permanent tracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Ola fabrIcation, storage, delivery, erection and bracing of trusses and truss systema, see . ANSI/TPI1 Quality Crltede, OSS -89 and SCSI Building Component 250 Mug Circle Truss _ ype 5 • , pty Ply Fleming Residence ]Job 811650FLEMING A7' - TR,O�Special• . , 2 1 o 'oma ' ' ' � Job Reference ll . DESIGN ASSISTANCE, PARADISE, CA 8.010 9 Apr 20 2016 Mi Tek Industries, Inc. Wed Oct 0517:02:19 2018 Page 1 " x p 7 ` ID:I2h8lgPX_ODK8yxGHXggzFyMB-s7R3rgKK8jrpXU02tXV fuVuz'1PkOtVJUbSaWhyWP41 •wn t 1-6.0 6-2-0 - 11-9.4 ', 17-48 22-11-12 28-7-0 - 11- I 349-0 r` �. + `. ' - 0 6-2-0 , 5-7-4. 57-4 -57-4 157-4 I 6-2-0 Scale= 1:61.3 ' 4.6 s 6.00 12 " Y 3x6 y . 3x6 4 : » 6 5x8 i `i _j » 5x8 3 .'� < r 7 j t - 13 20 21 '12 , 22 - 23 11 .24 26 10 - •.5x8 = - - 5x8 = 3x6 = 3x6 = n `3x6 - + 3x6 a y y +? ..27-59 •, v 7-3-7• ' I - 14-0-2 20-8-14 �• i I .. 34-9.0 " - 7-3.7 6.6.11 6.8-11 6-8-11 l 7-3-7 ' Plate Offsets 0-(.Y)- r2 .0_2-10.0-1-81, [3.0.40 0-3-01 r7:0-4-0.0-3-01,1800-2-10.0-1-81.r1120-4-0.0-3-01,Nz:0.4-0 0-3-01 LOADING' (psf) SPACING- 2-0-0 CSI. - •DEFL . in (loc) I/deft Ud PLATES • GRIP TOLL- 20.0 Plate Grip DOL 1.15 TC 0.25 Vert(LL) 0.1512-13 >999 240 MT20 220/195 .'TCOL 11.0 Lumber DOL . 1.25 1 BC 0.40 Vert(TL) -0.38 11-12. >999 180 BCLL' 0.0 • ' Rep Stress Iner • YES .. W13 Horz(TL) 0.12 ' 8 n1a n/a BCDL ' 10.0 Code IBC2012/TP12007 ,0.34', Matrix-MS ' + - ' Weight: 176 lb FT = 20% t ' LUMBER-, '' - BRACING- TOP CHORD 2x4 OF No. 1&Btr G - TOP CHORD Structural wood sheathing directly applied or 4-0-7 oc purlins. BOT CHORD 2x4 DF, No. 1&Btr G " BOT CHORD Rigid ceiling directly applied or 8-6-10 oc bracing. :WEBS 2x4 DF No. 1&Btr G ' f rte. r L ' REACTIONS. (lb/size) 2=1518/0-5.8, 8=1518/0-5-8 . Max Horz 2=-159(LC 6) . Max Uplift 2=-494(LC 8), 8-494(L C 8) • �i FORCES:. (lb) = Max. Comp./Max: Ten. -All fomes 250 (Ib) or less except when shown. �.' , J ��' • , .7=-2465/843; TOP CHORD' • 2-3=-2590/802, 3-0=2465/843, 4-5=-1933/712, 5.6=1933/712, 6-7=-2465/843,- ' 7-8=-2590/802 I r 7-8-2590=2 ' ° BOT CHORD 2-13=-6212244, 12-13=-454/1839, 11-12=-270/1395, 10-11=-454/1839, 8-10=-621/2244 WEBS � 5.11=-288(157, 6-11=570226, 6-10=-2061506.7-10--297/119. 5.12=-288(757, ,{ '.4_12--,5701226, 4-13=-206/506, 3-13=-297/119 NOTES- . I 4 1) Unbalanced roof live loads have been considered for this design. - 2) Wind: ASCE 7-10; Vutt=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL--1.60 r3) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lid between the bottom chord and any other members, with BCOL = 10.0psf. . , - 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib upliftat joint(s) except (jt=1b) 2=494, 8=494. ... T t ` . C. , w QROFESS/ON RRIQro " `• ` '" w o S 6332 " ` ., R 6/30/2018 ,. .. - F • z OF CALIF ..., h October 5,2016 `^ ®WARNING - Ve ft design parameters and READ NOTES ON THIS AND INCLUDED J MEK REFERENCE PAGE MO-7473 rev. 10A3/2015 BEFORE USE. ' • Design valid for use only with MrrekO connectors. This design is based only upon parameters shown, and is form Individual bugdmg component, not - ` �• l • %' a miss system. Before use, the building designer must verity the applicability of design parameters and prop" Incorporate this design Into the overall s - buildingdesign. Bracing Indicated Into prevent buckling of IndMduai truss web and/or chord members orgy. Additional temporary and permanent bracing • MIT®k• Is always required for stability and to prevent collapse with possible personal Injury and property damage. Forgeneral guidance regarding the " fabrkation, storage, delivery, erection end bracing of trusses and truss systems, see ANSI TPII Quality Criteria, DS"9 and BCSI Building Component 250 IOug Circle 1 - o 'oma Job Truss Truss Type a.uiu s APRu Zultt MI I eK Inaustrles, Inc. vvea uctu* i /:lll:Zl WIU Page 1 Ply Fleming Residence .. LOADING (pso SPACING- 2-0-0 CSI. . �Qpy 7 - K2440422 80850FLEMING A8 GABLE �� 1-• 1" MT20 220/195 1.6.0 s z~' c' - I la S74 S74 &2-0 1$0 Job Reference (o •ons =aur.. na�rar rvv�.c, rr+rar+urac, l.A r^� a.uiu s APRu Zultt MI I eK Inaustrles, Inc. vvea uctu* i /:lll:Zl WIU Page 1 + ;' .. LOADING (pso SPACING- 2-0-0 CSI. . ID:12h819PX ODK8yxGHXggzFytXBBoVYpGgMagK5XnoYR7yXSkJaEip4iUkKccvxhbZyWP4G 7 z ., TCLL , , 20.0 &2-0 11-sa 17-&B'1 2211-12 2&7-0 ',4.1 0 - • MT20 220/195 1.6.0 &2-0 I I 57-4 57-4 - I la S74 S74 &2-0 1$0 , Rep Stress Ina YES WB 0.45 Horz(TL) 0.05 10 n/a n/a ' •' BCDL 10.0 ".d + 4x6 _ Scale= 1:69.8. Weight: 293 lb FT = 20% LUMBER-,- ' - BRACING- " TOP CHORD 2x4 DF No. 1&Btr G'Except' TOP CHORD Structural wood sheathing directly applied or 441-2 cc purlins. ,. 3-6,6-9:2x6 DF No.2 G BOT CHORD_ ; .Rigid ceiling directly applied or 6.0-0 cc bracing. ' BOT CHORD 2x6 DF No.2 G - WEBS, 1 Row at midpt 7-14 MIT®K• ' WEBS 2x4 DF No. 1&Btr G "Except' - Is always required for debility and to prevent collapse with possible personal injury and property damage. For general guidance regarding the . . fabrteatlon, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII quality Criteria. DS849 and BCSI Building Component • + 7-14: 2x6 DF No.2 G - 250 Mug Circle OTHERS 2x4 DF No. 1&Btr G t "JI. - REACTIONS. • All bearings 10.2-8 except (jt --length) 10=0-5.8. p . ' '(Ib)- Max Horz 2=-171(LC 21) Max Uplift All uplift 100 Ib or less at joints) 20, 19, 16 except 2=-351(LC 25), 10=-718(LC 26), 17=-184(LC 35), 14=-661(LC 26), 15=-445(LC 3) r. ' Max Grav All reactions 250 Ib or less at joint(s) 20, 19, 18, 15 except 2=404(LC 4 34), 10=1153(LC 1), 17=391 (LC 22). 14= 1 139(LC 3), 14=1107(LC 1), 16=350(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. .1 3x10 V /. BOT CHORD 2-20=461/618, 1 9-2 0=1 9813 5 4, 18-19=-232/388, 17-18=-345/513, 16-17=-432/588, ' 15-16=-632AB8, 14-15=890/1075, 13-14=-932/1332, 12-13=-930/1328, 10-12=-115011722 7 ` 7-13-8313851 7-14=981/377 ( *r NOTES- - 1) Unbalanced roof live loads have been considered for this design. ` 2) Wind: ASCE 7-10; Vutt=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf, BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat: ' ll; Exp 4. t C; enclosed; MWFRS (directional); cantilever left and right exposed ;end vertical left and right exposed; porch left and right exposed; Lumber DOL --1.60 plate grip DOL --1.60 3) Truss designed forwind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry 5 y �• + •- 'f> -. . 3x6 .. 6.00 12 4x6 i 4 ; 8 • 1.5x4 II 4x6 ,. 3 9 r ) t+ e L •'10 •++' x I - 111 2 'y 3x6 = - . 1.5x4 II 3x10 = , O y 1' 51 ' ' - 13 ; 12 .. . 20 19 18 17 16 15 14 3x6 = 3x6 = 1.50 11 • * • ' 22.11-12 - , - ' 1 62-0 17.3T 11-0 I t4 -a2 Po' 2r -ore Sabo 62.0 1.1.7 2.7.9 4.1-2 l M14 1 I &&11 - 1319 b619 7.67 } r' all -z r^� Plate Offsets (X.Y)- 16:0-3-0 Edcel, (9.0-3-0 Edael ;' .. LOADING (pso SPACING- 2-0-0 CSI. . DEFIL in floc) I/defl Ud PLATES GRIP TCLL , , 20.0 Plate Grip DOL 1.15 TC 0.23 Vert(LL) 0.12 13-14 >999 240 OFCAI MT20 220/195 • TCOL 11.0 Lumber DOL 1.25 BC 0.50 Vert(TL) -0.31 13-14 >9W 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.45 Horz(TL) 0.05 10 n/a n/a •' BCDL 10.0 Code IBC2012frPI2007 Matrix -MS �• Weight: 293 lb FT = 20% LUMBER-,- ' - BRACING- " TOP CHORD 2x4 DF No. 1&Btr G'Except' TOP CHORD Structural wood sheathing directly applied or 441-2 cc purlins. ,. 3-6,6-9:2x6 DF No.2 G BOT CHORD_ ; .Rigid ceiling directly applied or 6.0-0 cc bracing. ' BOT CHORD 2x6 DF No.2 G - WEBS, 1 Row at midpt 7-14 MIT®K• ' WEBS 2x4 DF No. 1&Btr G "Except' - Is always required for debility and to prevent collapse with possible personal injury and property damage. For general guidance regarding the . . fabrteatlon, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII quality Criteria. DS849 and BCSI Building Component • + 7-14: 2x6 DF No.2 G - 250 Mug Circle OTHERS 2x4 DF No. 1&Btr G t "JI. - REACTIONS. • All bearings 10.2-8 except (jt --length) 10=0-5.8. p . ' '(Ib)- Max Horz 2=-171(LC 21) Max Uplift All uplift 100 Ib or less at joints) 20, 19, 16 except 2=-351(LC 25), 10=-718(LC 26), 17=-184(LC 35), 14=-661(LC 26), 15=-445(LC 3) r. ' Max Grav All reactions 250 Ib or less at joint(s) 20, 19, 18, 15 except 2=404(LC 4 34), 10=1153(LC 1), 17=391 (LC 22). 14= 1 139(LC 3), 14=1107(LC 1), 16=350(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. .1 TOP CHORD • 2-4=-770/625, 45=708/527, 5-6=-541/439, 6-7=442/330, 7-8=-1847/1097, ' 8-10=-1952/1287 BOT CHORD 2-20=461/618, 1 9-2 0=1 9813 5 4, 18-19=-232/388, 17-18=-345/513, 16-17=-432/588, ' 15-16=-632AB8, 14-15=890/1075, 13-14=-932/1332, 12-13=-930/1328, 10-12=-115011722 i, WEBS 7-12=-247!631, 8-12=383/151, 4-17=-389/193, 5-14=439/172, 4-14=-170/306, 7-13-8313851 7-14=981/377 ( *r NOTES- - 1) Unbalanced roof live loads have been considered for this design. ` 2) Wind: ASCE 7-10; Vutt=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf, BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat: ' ll; Exp QROFESS/C t C; enclosed; MWFRS (directional); cantilever left and right exposed ;end vertical left and right exposed; porch left and right exposed; Lumber DOL --1.60 plate grip DOL --1.60 3) Truss designed forwind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable or consult qualified building designer as per ANSVTPI 1 i y �• ' 4) All plates are 2.5x5 MT20 unless otherwise indicated.Q S 6332 'R11 r^� ' 5) Gable studs spaced at 1-4-0 cc. W ;' r' .6) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. ' ' D. 6/30/2018 ' 7) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all area_ s where a rectangle 3-6-0 tall by 2-0-0 wide ' will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 20, 19, 16 except OFCAI " r at --lb) 2=351, 10=718, 17=184.14=661, 15=445. .. • 10) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist October 5,2016 ®WARNING • ven& design parameters and READ NOTES ON THE AND INCLUDED WrEK REFERENCE PACE M1473 rev.10/02,2015 BEFORE USE. •' Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, net �• a truss system. Before use, the building designer mast %wtfy the applicability of design parameters and property Incorporate this design Into the overall + - building design. Bracing Indicated Is to prevent buckling of Individual Wes web and/or chord members orgy. Additional temporary and permanent bracing MIT®K• - Is always required for debility and to prevent collapse with possible personal injury and property damage. For general guidance regarding the . . fabrteatlon, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII quality Criteria. DS849 and BCSI Building Component 250 Mug Circle Ucanury Amcor ANNE. . _rraRAPSe, CA 6.0IU S Apr lU zuiu MI I ek industries, Inc. wed uct u5 17:17[:23 2u16 Pagel 1 ID:12h8GPX ODK8yxGHXggzFytX6B-kugZhWOrCxMFO5hp6NZwgkkvxrvylrvODOofSyWP4E }1-6-0 " 4.6-8 8-6-0 - ' ` 12-6-0 1&5.12 20. 4 5.8 25-0-0 26.6.0 r 1 -� I I I F �-I 1-6-0 4-"311-12 " 311-12 311-12 311-12 4x6 = Scale = 1:52.8 - R - ` Ir ` 3X6 3x6 6.00 12 4 6 ` a P. 3x6 i 3 2.5 7 3x6 r 2.5x5 I 2 2.5x I I 8 . 1 4x84x8 27 26 25 24 • 23 2221 20 .19 18 •,17 /6 15 14 13 12 11 10 ' 5X8 - 4x12 = 34 - &6 2.5x5 11 • r'laie lJfl5el5 V. T 1- Job Truss Truss Type O1Y Pty , � Fleming Residence LOADING (psf) SPAC4NG- 2-0-0 CSI.: DEFL in '(hoc) K2440423 TCLL 20.0 BO650FLEMING B1 GABLE 1 "1 n/r 120 TCOL 11.0 Lumber DOL 1.25 BC 0.13 Vert(TL) . 0.00 9 Job Reference o e Ucanury Amcor ANNE. . _rraRAPSe, CA 6.0IU S Apr lU zuiu MI I ek industries, Inc. wed uct u5 17:17[:23 2u16 Pagel 1 ID:12h8GPX ODK8yxGHXggzFytX6B-kugZhWOrCxMFO5hp6NZwgkkvxrvylrvODOofSyWP4E }1-6-0 " 4.6-8 8-6-0 - ' ` 12-6-0 1&5.12 20. 4 5.8 25-0-0 26.6.0 r 1 -� I I I F �-I 1-6-0 4-"311-12 " 311-12 311-12 311-12 4x6 = Scale = 1:52.8 - R - ` Ir ` 3X6 3x6 6.00 12 4 6 ` a P. 3x6 i 3 2.5 7 3x6 r 2.5x5 I 2 2.5x I I 8 . 1 4x84x8 27 26 25 24 • 23 2221 20 .19 18 •,17 /6 15 14 13 12 11 10 ' 5X8 - 4x12 = 34 - &6 2.5x5 11 • r'laie lJfl5el5 V. T 1- I[:u-3-75 U -[-U I. Itt'lYS-t3 U -[-UI. 115'U -4-U U -3 -UI LOADING (psf) SPAC4NG- 2-0-0 CSI.: DEFL in '(hoc) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.15 TC 0.12 Vert(LL) 0.00 8 n/r 120 TCOL 11.0 Lumber DOL 1.25 BC 0.13 Vert(TL) . 0.00 9 n/r { 120 BCLL . • 0.0 ' Rep Stress Incr YES WB 0.25 Horz(TL) 0.01 18 n/a Na BCDL 10.0 ' Cade IBC2012/TPI2007 Matrix -S PLATES GRIP MT20 220/195 Weight: 225 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.1&BtrG TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins. BOT CHORD 2x4 DF No.1&BtrG BOT CHORD Rigid ceiling directly applied or 6.0.0 cc bracing. WEBS 2x4 OF No. 1&Btr G OTHERS 2x4 OF No. 1&Btr G r _ REACTIONS. All bearings 25.0-0. (lb) - Max Horz 2=-137(LC 21) ^ ' , Max Uplift All uplift 100 Ib or less at joint(s) 15, 14, 10 except 2=-257(LC 25), 25=-394(LC 25), 16=-339(LC 26), » 21=135(LC 23), 13=-148(LC 26), 11=-108(LC 26), 8=-313(LC 26) Max Grav All reactions 250 Ib or less at joint(s) 19, 18, 27, 26,24.23. 22, 20, 17, 15, 14, 13, 11, 10 except r 2=261(LC 34), 25=423(LC 30), 16=477(LC 1), 21=362(LC 22), 8=357(LC 23) Y FORCES. (lb) - Max. CompdMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD .2-3-494/446,341=18V275, 4-5=-233/317, 5.6=121/277, 6-7=-307/306.7-8=-627/568 BOT CHORD 2-27=-3341356, 24-25=251/251, 12-13=-277/318, 11-12=-250/329, 10-11=-330/401, 8-10=-470/535 WEBS '5-16=-417/355. 6-16=287/172, 5.21=-4251324, 4-21=267221, 4-25=-408/418 NOTES - 1) Unbalanced roof live loads have been considered for this design. ' 2) Wind: ASCE 7-10; Vut1=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. ll; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. , 6) Gable studs spaced at 1-4-0 cc. t 7) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads.' 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. { F 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 15, 14, 10 except (it --lb) 2=257.25--394,16--339, 21=135,13--148, 11=108.8--313. • 11) This truss has been designed for a total drag load of 1500 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 25-0-0 for 60.0 plf. 12) No notches allowed in overhang and 10600 from left end and 10600 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge -wise notching, provide at least one tie plate between each notch. , W - - I ®WARNING - Ved& design parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAGE MU -1477 rev. 10/0. M15 BEFORE USE. Design valid for use only with Mrrek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a buss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall buAding design. Bracing Indicated is to prevent buckling of Individual truss web andfor chord members orgy. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding are fabrication, storage, delivery• erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DB"9 and SCSI Building Component ( r S6332 m P. 6130/2018 October 5,2016 WOW 250 Igug Circe Job Truss Truss Type . r Oty Ply • Fleming Residence 1 K2440424 80650FLEMING , 82' Common r • , '' • _ _ �" 2' 1 Job Ref rence o •other DESIGN ASSISTANCE-. ' PARADISE, CA 8.010 s Apr 20 2016 Mirek Industries, Inc. Wed Oct 0517:02:24 2016 Pagel ' ID:12h8RPX_ODK8yxGHXggzFy=B-CAEqusOTzFU6eFGOg449MxCle09rh7e2dtALCuyWP4D • - -1-8-0 666, �� 12-6-0 185.10 • • I I -' I 25.0.0 26-6-0 15-0 6-66 5.11-10 5.11-10 { 6.6-6 ", F 1-6-0 Scale= 1:45.0 f 6.00 12 ' , v - • 3x6 i - R•, :�'' �,;' 3X6 \ f 10 8 + ~*. -3x6 -. 3x10 = .- ._ 1.5x4 II ' 3x6 = i; 1.5x4 II _ .. 3x8 = .126-0 n 66-6 • 1B-5-10 I 25-0-0 6.6-6 5-11-10 - ._ 5.11-10 66.6 . ! ; LOADING (psf) SPACING- 2-0-0 CSI. OEFL. in (loc) Vdefl Ud" PLATES GRIP # , TCLL 20.0 Plate Grip DOL 1.15 TC 0.25 Vert(LL) 0.07 9-11 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 IBC 0.28 Vert(TL) ' -0.18 9-11 >999 180 ' BCLL 0.0 Rep Stress Inor YES �, WB 0.35 Horz(TL) 0.07 6 1 n/a n/a r BCDL 10.0 Y Code IBC2012frPI2007 Matrix -MS . Weight: 112 lb FT = 20% , LUMBER- ' a BRACING - TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or'4-11-2 oc purlins. ' BOT CHORD 2x4 DF No. 1&Btr G ' i ..- BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ' WEBS 2x4 DF No.1 &Btr G ^ , ' `REACTIONS. (Ib/size) 2=1118/0-5-8, 6--1118A)-5-8 a T ` Max Horz 2=118(LC 6) , " Max Uplift 2=-369(LC 8), 6=-369(LC 8) t ' FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.; Y TOP CHORD 2-3=-1731/537, 3-4=1204/420, 4-5=-1204/420, 5-6-17311637 BOT CHORD 2-11=-382/1477, 9-11=382/1477, 8-9=-382/1477, 6-8=-382/1477 " WEBS', 4-9=-268/658, 5.9=565224, 3-9=-565224 , ' NOTES- 1) Unbalanced roof live loads have been considered for this design: ' 2) Wind: ASCE 7-10; Vutt=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; 8=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 ' 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads ` 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0.0 wide , will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection b others of truss to bearing p g p j O pt (it --lb) (y ) nil plate capable ofwithstanding 100 Ib uplift at olnf s except 2=369, 6=369. Q�OFESS O RRIQ41 �Fti 6 S 6332 m M P. 6/30/2018 FOFCAL 'October 5,2016 ®WARNING • Verily design parameters and READ NOTES ON THIS AND INCLUDED Mr7EN REFERENCE PAGE M9.7473 rev. fON7R015 BEFORE USE. Design valid for use only win MrrekO Connectors. This design Is based only upon parameters shown, and is for an Individual building component, not x ��' a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing WOW fabrication, is allays required for stability and to prevent collapse with possible personal Injury and. property damage. For general guidance regarding Ure fabdcatbn, storage, detNery, erection and bracing of trusses and truss systems, see ANSUfP11 Quality Crtterta, OSS49 and SCSI Building Componerd - 250 l0ug Circle - ,. Truss russType � r Ply' Fleming Residence • ..K2446425 ;FLEMING C1 [GABLE ��y 1 Job Reference (optional) DESIGN ASS1 I ANCF_ YHRADSE, CA tl.UIU S Apr LU LUmtl MI I eK industries, Inc. Wed Oct 05 i7:022:26 2Oi6 rage 1 ' ID:12h86PX ODK8yxGHXggzFytX6B-9TMUYOjVskgtZQOnV7dRMH65gt094ML5BfSGnyWP4B -1-60 i 4-5-6 ` I 8.4-0 , 12-2-10 I 16-8-0 l 18-2-0 • - 1.6.0 45.6 1 3-10-10 w 3-10-10 - 45.6 15.0 y,r:: y d..,'_+r • , Scale= 1:34.3 � , + 44 _• c r r ' , 3X6 = 3x6 = 7 I 5.8.15 • l 10.11-1 - + 16.60 l 5-8.15 5`2-3 - 5-8-15 Plate Offsets (X Y)— [270.3 80-2-0t 12:0-4-6 91 f4:0-2-0.0-0-81, [4:0-2-0.0-0-81, f6:0-3-8.0-2-01, r6:0-4-6 Ednet [22:0-1-15.0-0-121 V _ LOADING (psf) SPACING- 2-0-0 CSI. ' DEFL- in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL) -0.00 7 n/r 120 MT20 220/195 TCOL -11.0 Lumber DOL 1.25 BC 0.08 Vert(TL) -0.00 7 n/r. 120 8CLL 0.0 ' Rep Stress Incr YES VVB • 0.14 Horz(TL) 0.00 12 n/a n/a BCDL ' 10.0 Code IBC2012/TPI2007 Matrix -S Weight: 120 lb FT = 20% LUMBER- BRACING- " TOP CHORD 2x4 OF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 OF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 'WEBS 2x4 OF No. 1&Btr G 10-0-0 oc bracing: 12-13. OTHERS' 2x4 OF No.1 &Btr G REACTIONS. - All bearings 16-8-0. ` (Ib) - Max Horz 2=77(LC 23) Max Uplift All uplift 100 Ib or less at joint(s) except 2=-319(LC 25), 6=-324(LC 26), 11=413(LC 26), 115=411)(1-C25) Max Grav All reactions 250 Ib or less at joints) 13, 12, 17, 16, 14, 10, 9, 8 except 2--344(LC 22), 6=349(LC 23). 11=524(LC 23), 15--541 (LC 22) _ �- FORCES., (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=•641/601, 341 226/328, 4-5=-220/305, 5-6=-634/601 ' BOT CHORD; - 2-17=-525)582.16-17=3091366,14-i5=-2501310,11-12=-2501310, 9-10=-217/262; ' 6-9=-337/382, 6-8=515/549 WEBS 4-11=-464/418, 5-11=-262/103, 4-15=476/418, 3.15=263/103 ' NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. • ll; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; porch left and right ' ` exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 4) All plates are 1.5x4 M 12 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. r 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 319 Ib uplift at joint 2, 324 Ib uplift at joint 6, 413 lb uplift at joint 11 and 410 Ib uplift at joint 15. - -f „ ` 11) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from O -U to 164j-0 for 90.0 plf. + 12) No notches allowed in overhang and 10600 from left end and 10600 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 24-0 o.c. maximum between the stacking chords. For edge -wise notching, provide at least one tie plate between each notch. 1 - October 5,2016 q, 13 A WARNING - Uel' desgln parameters and READ NOTES ON TNS AND INCLUDED Mn'EK REFERENCE PAGE M11-7473 rev. 10M,2015 BEFORE USE. Design valid for use only with MlrekO connectors. This design Is based only upon parameters shown, and is for an Individual building component, net • a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web andfor chord members only. Addidwal temporary and permanent bracing 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 buss systems, see ANSV M11 Quality Criteria. 068.89 and SCSI Building Component 191* WOW 250 Klug Circle Job Truss Truss Type CSL Ply Fleming Residence (loc) ' 10ty TCLL 20.0 Plate Grip DOL 1(2440428 60650FLEMING C2 Common 1 1 240 TCDL 11.0 Lumber DOL 1.25 BC 0.33 Vert(TL) Job Reference bona ucui�ary na�ror rvv�.� rnrtnuioC, a.n 1"' 5 Apr N N10 MI I eK Inaus01es, Inc, vvea uct u0 7 vuzz0 [ells Page l 1D:12h8RPx: ODK8yxG HXggzFyLy6B-9TMiJYQjVskgtZOOnV7dRMH60gpR95JL5BfSGnyVJP4B 4-5.6 6-4-0 12-2-10 16.8-0 18.2-0 1-0-0 - 45E 3.16.10 I 3-10-10 } 4-66 Scele- 1:31.5 3x6 = ax w — 3X6 = LOADING (pso SPACING- 2-0-0 CSL DEFIL in (loc) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.15 TC 0.11 Vert(LL) 0.06 8-14 >999 240 TCDL 11.0 Lumber DOL 1.25 BC 0.33 Vert(TL) -0.16 8-14 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.08 HOrz(TL) 0.03 6 n1a , n/a BCDL 10.0 Code ISC2012rrPI2007 Matrix -MS LUMBER- • . BRACING - q PLATES GRIP MT20 220/195 Weight: 71 Ib FT = 20% TOP CHORD 2x4 OF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 Dc purlins. BOT CHORD 2x4 OF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 OF No. 1&Btr G REACTIONS. (Ib/size) 2=776/0,5.8, 6=776/0-5.8 ` Max Horz 2=83(LC 7) Max Uplift 2=-262(LC 8), 6=-262(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shvNn. TOP CHORD 2-3=-1065/322, 3-4=800/278, 4-5=-800f278, 5-6=-1065/322 BOT CHORD 2.8=-2121909, 6.8=2121909 WEBS 4-&=-1751437, 5$=293/114, 3-8=-2931114 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. Il; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.04) wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 262 Ib uplift at joint 2 and 262 Ib uplift at joint 6. ®WARNING - Vedry design parameters and READ NOTES ON THIS AND INCLUDED MIiEK REFERENCE PAGE MX7473 rev. 10/03!!015 BEFORE USE.. Design valid for use only with Mrrek0 connectors. This design is based only upon paramaters shown, and Is for an individual building component, not a fuss system. Before use, the building designer must vertly the applicability of design parameters and properly incorporate this design into the Overall building design. Bracing Indicated Isto preverd buckling of Individual truss web andfor chord members ordy. Additional temporary and permanent bracing , is allays 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 ANSVTPi1 Quality Criteria[ Da849 and BCSI Building Component C3 S 6332 �FJ(P.6/3012018 October 5,2016 MiT®k' 250 Mug Circle Job Truss Truss Type Qty Ply Fleming Residence 1.15 TCOL 11.0 Lumber DOL 1.25 K2440427 60650FLEMING C3 Roof Special Girder 1 n L Job Refere ce(optionall DESIGN ASSISTANCE PARADISE, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed Oct 0517:02:28 2016 Page 1 ID:12h88PX ODK8yxGHXgclzFytX6B-5sUSkERzOU_X6sanvw95XnMKAdNgdwdeYV8YLfyWP49 8 0 j 4-7-7 I 8.4-0 I 12.49 I 16.8.0 4-7-7 3.8-9 3-8.9 4-7-7 Scale= 1:30.5 5x8 II 4-7-7 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.15 TCOL 11.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Cade IBC2012fFPI2007 LUMBER - TOP CHORD 2x4 DF No.1&BtrG BOT CHORD 2x6 OF SS G WEBS 2x4 OF No. 1&Btr G WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 6=6755/0-5$, 2=5836/D-5-8 Max Horz 2=105(LC 23) Max Uplift 6=-2453(LC 26), 2=-2189(LC 25) 6x,IJ II axa = 3%1D II CSI. DEFL in (loc) Udefl Ud PLATES GRIP TC 0.60 Vert(LL) 0.14 7-8 >999 240 MT20 220/195 BC 0.85 Vert(TL) -0.34 7-8 >596 180 WB 0.41 Horz(TL) 0.11 6 n/a n/a Matrix -MS Weight: 175 Ib FT = 20% BRACING - TOP CHORD . Structural wood sheathing directly applied or 3-7-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 9-11-3 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-10933/4089, 34=7568/2737, 4-5=-7569!2738, 5-6=-11213/4182 BOT CHORD 2-9=-329419779, 8.9=-3004/9779, 7-8=-3091/10029, 6.7=-3355/10029 WEBS 4-8=-2060/6491, 5-8=-3874/1245, 5-7=-1049/3321, 3-8--3581/1144, 3-9=-966f3066 NOTES - 1) 2 -ply truss to be connected together with 10d (0.131"x3') nails as follows: Top chords connected as follows: 2x4 - 1 row at 0.7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-2-0 oc. Webs connected as follows: 2x4 - 1 row at 0.9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vutt=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will rd between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2453 Ib uplift at joint 6 and 2189 Ib uplift at joint 2. 9) This truss has been designed for a total drag load of 1500 Ib. Lumber DOL=(1.33) Plate grip DOL --(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 2-0-0, 14-80 to 16-8-0 for 375.0 plf. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1391 Ib down and 441 Ib up at 2-0-12, 1391 Ib down and 441 Ib up at 4-0-12, 1391 Ib down and 441 Ib up at 6-0-12, 1391 Ib down and 441 Ib up at 8.0-12, 1391 Ib down and 441 Ib up at 10.0-12, 1391 Ib down and 441 Ib up at 12-0-12, and 1391 Ib down and 441 Ib up at 14-0-12, and 1395 ib down and 441 Ib up at 16.0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. R October 5,2016 ®WARNING - Vedly design parameM. and READ NOTES ON TNR ANDINCLUDED, hMK REFERENCE PAGE 1047477 rev. 101030015 BEFORE USE. aa�srl Design valid for use only with MrrekO connectors. This design is based only upon parameters shown, and Is for an Individual building corn ponent, net e a truss system. Before um the building designer must verily the applicability of design parameters and properly Incorporate this design Into the Overall i bulling design. Bracing Indicated Is to prevent buckling of Individual truss web andror chord members oNy. Additional temporary and permanent bracing MiT®k- Is ahraye required for stability and to prevent collapse with possible personal Injury and property damage. Fa general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, OSS -89 and SCSI Building Component 250 pug Circle Jo ll DESIGN ASSISTANCE, PARADISE, CA 8.010 s Apr 20 2016 Welk Industries, Inc. Wed Oct 0517:02:28 2016 Page 2 ID:12h8igPX ODK8yzGHXggzFyLv6B-5sUSkERzCU X6sanvw95XnMKAdNgdwdeYVBYLtyWP49 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 Uniform Loads (ptf) Vert: 1-4=-62, 4-6=-62, 2-6=-20 Concentrated Loads (lb) Vert: 8=-1391(8)7=-1391(8) 14--1391(B)15=-1391(8) 16=-1391(B) 17=-1391(B) 18=-1391(8)20=-1395(8) t - l r . h t. 4 � A ®WARNING - VMW design parameters and READ NOTES ON THIS AND MCLUDED WTEK REFERENCE PAGE M7473 rev. f0/ NMI5 BEFORE USE. Design valid for use only with MiTek® eormectors. This design is based only upon parameters shown, and Is for an Individual building component, not �• a buss system. Before use, the building designer must ve" the applicability of design parameters and properly Incorporate this design Into the overall busdirg design. Bracing Indicated Is to prevent bucking of individual Wssweb and/or chord members only. Additional temporary and permanent bracing MiT®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 ANSUTPH Quality Clitoris, OSS419 mrd BCSI Building Carytonerd 250 igen aerie Job Truss Truss Type Pty 7FIberreng Residence , K2440427 60850FLEMING C3 RoofSpedalGirder 1 ' R rence o 'o a Jo ll DESIGN ASSISTANCE, PARADISE, CA 8.010 s Apr 20 2016 Welk Industries, Inc. Wed Oct 0517:02:28 2016 Page 2 ID:12h8igPX ODK8yzGHXggzFyLv6B-5sUSkERzCU X6sanvw95XnMKAdNgdwdeYVBYLtyWP49 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 Uniform Loads (ptf) Vert: 1-4=-62, 4-6=-62, 2-6=-20 Concentrated Loads (lb) Vert: 8=-1391(8)7=-1391(8) 14--1391(B)15=-1391(8) 16=-1391(B) 17=-1391(B) 18=-1391(8)20=-1395(8) t - l r . h t. 4 � A ®WARNING - VMW design parameters and READ NOTES ON THIS AND MCLUDED WTEK REFERENCE PAGE M7473 rev. f0/ NMI5 BEFORE USE. Design valid for use only with MiTek® eormectors. This design is based only upon parameters shown, and Is for an Individual building component, not �• a buss system. Before use, the building designer must ve" the applicability of design parameters and properly Incorporate this design Into the overall busdirg design. Bracing Indicated Is to prevent bucking of individual Wssweb and/or chord members only. Additional temporary and permanent bracing MiT®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 ANSUTPH Quality Clitoris, OSS419 mrd BCSI Building Carytonerd 250 igen aerie Job Truss Truss Type Pty 7FIberreng Symbols PLATE LOCATION AND ORIENTATION �4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft -in -sixteenths. Apply plates to both sides of truss and fully embed teeth. 0';.18 For 4 x 2 orientation, locate Plates 0- 'Ad' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20120 software or upon request. PLATE SIZE The first dimension is the plate width measured perpendicular 4 x 4 to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the <�e output. Use T or I bracing if indicated. BEARING Indicates location where bearings <1\4:6 (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. 0 of O U o. O H Numbering System 6-4-8 1 dimensions shown in ft -in -sixteenths (Drawings not to scale) 1 2 3 Tnp rrwnprlA C1-2 c2 -a 4 WEBS � yy U C7-6 c BOTTOM CHORDS 8 7 6 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X -bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I 0 bracing should be considered. a O 3. Never exceed the design loading shown and never Ustack materials on inadequately braced trusses. p4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5 I 5. Cut members to bear tightly against each other. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC -ES Reports: ESR -1311, ESR -1352, ESR1988 ER -3907, ESR -2362, ESR -1397, ESR -3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSVTPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSIfrPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. r 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rel on lumber values 14. Bottom chords require lateral bracing at 10 R spacing, g y established by others. or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. © 2012 MiTek® All Rights Reserved Industry Standards: ANSIlrP11: National Design Specification for Metal Plate Connected Wood Truss Construction. DSS -89: Design Standard for Bracing. MiTek ® BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing 8 Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 16. Do not cut or after truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult: with project engineer before use. 19. Review all portions of this design (front, back words and pictures) before use. Reviewing pictures alone is not sufficient 20. Design assumes manufacture in accordance with ANSUTPI 1 Quality Criteria. N i LANCHO ineering, Inc:. STRUCTURAL CALCULATIONS R h J h #16 221 RECEIVED JAN 0 5 2011 TRB AND ASSOCIATES anc o o - REVIEWED for New Residence 3527 Sunview Drive Paradise, CA FOR CODE COMPLIANCE JAN 12 2017 TRB AND ASSOCIATES Calculation Index: Page # �' . Project Layout 1 BUTTE • Gravity Analysis G1' COUNTY . Lateral Analysis L1 -L14 • Beam Analysis B1-610 DEC 2 2 2016. • Footing Analysis ' F1 -F10 DEVELOPMENT SERVICES Revision Summary: Rev. 0 10/18/16 Initial Issue PERMIT Pev. 1 �DEVE�LOZPME 11/15/16 Plan Check #1 RevrT12C0uNTJ 1-6— Plan Check #2 REVIEED FOR CO E MPILIkNCE DATE ( 13Y This calculation package is valid for the project location as listed above only and may not be used or modified for another site without the authorization of Rancho Engineering Inc.. Rancho Engineering Inc. disclaims responsibility for any :structural design not specifically addressed in this calculation package. Calculations and plans are not valid until reviewed and approved by appropriate governmental agencies. REVIEWED FOR CODE COMPLIANCE _IAN 1 7 2017 Jarrod Holliday, P.E. 5550 Skyway Suite C Civil, Structural, Septic Design TRB AND ASSOCIATES Paradise CA 95969 (530) 877-3700 Phone/Fax ranchoengineering@hotmail.com "rtUE, Wv 1 I io- "o u SCALE = N.T.S. JOB # 16-221 5550 skyway, Ste. G NEW RESIDENCE CI iO Paradise, CA 1516Q 3527 sUNVIEN DRIVE Phone/Fax: PARADISE, GA Q Bering, Inc. (530) 877-3700 PROJECT LAYOUT 10/14/2016 New Residence - Job 16-221 Gravity Loads: Roof Dead Load 5/8" Ply 2.3 psf Comp. Roofing 5.0 psf Slope= 7/12 Framing 5.0 psf Sheetrock 2.8 psf Insulation 1.0 psf Misc. 1.2 psf Total Sloped= 17.28 psf Total Horiz.= 20.00 psf t Roof Live Load lConstruction 20 psf Exterior Wall Dead Load 3/8" PLY. 1.8 psf Siding .' 5.0 psf Framing .1.7 psf Sheetrock 2.2 psf Insulation 1.0 psf Misc. 1.3 psf Total 13.0 psf Interior Wall Dead Load Framing 1.7 psf 1/2" Sheetrock 4.4 psf Misc. 1.9 psf Total 8.0 psf Floor Dead Load 3/4" PLY. 2.8 psf ' Floor Framing 2.5 psf Light Wt. Concre 32.0 psf Gyp. - 2.8 psf Insulation 1.0 psf Flooring' 1.5 ,psf Misc. 1.4 psf Total 44.0 psf Floor Live Load lResidential 40 psf GI 11/17/2016 Arkenberg Residence -16-221 All Heights Method Wind Loading LI CBC -13 per 1609.6 Windward wall Pressure* Y- V= 110 Kd= 0.85 Loading- Front h=113.75 Slope Pressure Y V^2= 12100 G= 0.85 Wall Lines 1-4 Z=19 Leeward wall Pressure' Y qs 30.98 1= 1 Exposure: C Peak Ht= 118.5 Pressure Y kZ 0.85 Kzt= 1 Pmin= -9.73 psf kh= 0.85 qh= 22.35 Enclosed Cnet: Table 1609.6.2(2) P: (Eqn 16-34) Wind Dirc. Net Force Normal Windward + Leeward= 27442.55 lbs 27442.6 lbs Sidewall Net= 39.44 lbs 412.7 lbs per ft width of wall Inverse Windward + Leeward= 26665.27 lbs 247.6 lbs ASD Load Sidewall Net= 39.44255 lbs Ci iO ngineering Windward wall Pressure* Y- 0.43 11.31 Pmax= 19.20 psf Slope Pressure Y 0.73 19.20 Leeward wall Pressure' Y -0.51 -13.41, Pmax= 13A1 psf Winward Pressure Y -0.21 -5.52 Pmin= -9.73 psf Roof Pressure*. Y -0.66 -17.35 Pmax= 17.35 psf Side wall Pressure- Y -0.35 -9.20 Length= 38.33 -17.35 Pmax= -9.20 psf Pressure ,Y Width= 66.5 Pmin= -17.35 psf II to ridge Pressure+ Y -1.09 •Height= 9 ft ✓ Wind Load Areas SQFT Pressure Y -0.79 -20.77 Pmin= -28.66 psf Windward= 387 Areas SQFT Pwall = 7428.61 lbs Normal Leeward= 279 - Pwall = 3741.52 lbs 5720.75 lbs Wind Sidewall Left= 321 Leeward= 608 Pwall = 5570.87 lbs 10551.67 lbs Sidewall Right= 180 Parallel to ridge Left= 116 Pwall = 3123.85 lbs 3324.74 lbs Windward= 279 Parallel to ridge Right= 200 Pwall = 5355.51 lbs 5732.32 lbs Inverse Leeward= 387 Windward= 608 Pwall = 5189.85 lbs 5915.33 lbs Wind Sidewall Left= 180 Leeward= 588, Pwall = 3123.85 lbs 10204.58 lbs Sidewall Riaht= 321 Parallel to ridge Left= 200 Pwall = 5570.87 lbs 5732.32 lbs Wind Dirc. Net Force Normal Windward + Leeward= 27442.55 lbs 27442.6 lbs Sidewall Net= 39.44 lbs 412.7 lbs per ft width of wall Inverse Windward + Leeward= 26665.27 lbs 247.6 lbs ASD Load Sidewall Net= 39.44255 lbs Ci iO ngineering rcoor Loaas Slope 7/12 jEnclosed C„et (Table 1609.6.2(2) P (Eqn 16-34) Condition 1 Pressure' Y -0.37 -9.73 Pmax= 9.73 psf Winward Pressure Y -0.06 -1.58 Pmin= -9.73 psf Roof Pressure' Y 0.07 1.84 Condition 2 pressure Y 0.37 9.73 Leeward Roof Pressure' Y -0.66 -17.35 Pmax= -9.20 psf Pressure ,Y , -0.35 -9.20 Pmin= -17.35 psf II to ridge Pressure+ Y -1.09 -28.66 Pmax= -20.77 psf Pressure Y -0.79 -20.77 Pmin= -28.66 psf Areas SQFT Windward= 588 Proof= 5720.75 lbs Normal Leeward= 608 Proof= 10551.67 lbs Wind Parallel to ridge Left= 116 Proof= 3324.74 lbs Parallel to ridge Right= 200 Proof= 5732.32 lbs Windward= 608 Proof= 5915.33 lbs Inverse Leeward= 588, Proof= 10204.58 lbs Wind Parallel to ridge Left= 200 Proof= 5732.32 lbs y Parallel to ridge Right= 116 Proof= 3324.74 lbs Wind Dirc. Net Force Normal Windward + Leeward= 27442.55 lbs 27442.6 lbs Sidewall Net= 39.44 lbs 412.7 lbs per ft width of wall Inverse Windward + Leeward= 26665.27 lbs 247.6 lbs ASD Load Sidewall Net= 39.44255 lbs Ci iO ngineering 11/17/2016 Arkenberg Residence -16-221 L -I- All All Heights Method Wind Loading CBC -13 per 1609.6 Windward wall Pressure+ Y V= 110 Kd= 0.85 Loading- Side h= 13.75 Pressure Y V^2= 12100 G= 0.87 Wall Lines C -E z= 9 Leeward wall Pressure' Y qs 30.98 1= 1 Exposure: C Peak Ht= 18.5 Pressure Y k: 0.85 Kzt= 1 Y 0.07 kh= 0.85 qh= 22.35 Enclosed C;,et: Table 1609.6.2(2) P: (Eqn 16-34) Slope Windward wall Pressure+ Y 0.43 11:31 Pmax= 19.20 psf Pressure Y 0.73 19.20 -9.73 Pmax= 9.73 psf Leeward wall Pressure' Y -0.51 Y -13.41 Pmax= 13.41 psf Pmin= -9.73 Pressure Y -0.21 -5.52 Y 0.07 1.84 Pressure+ Y -0.66 -17.35 Pmax= 17.35 psf 0.37 Side wall Pres/sure" Y -0.35 -9.20 Pressure` Length= Width= 66.5 ft V ft Pmax= -9.20 t Leeward Roof 38.33 Height= 9 ft Wind Load Areas SQFT Pressure Y -0.35 Windward= 321 Pmin= -17.35 Pwall = 6161.72 lbs ridge Pressure+ Normal Leeward= 180 -28.66 Pwall = 2413.88 lbs Wind Sidewall Left= 279 -0.79 Pwall = 4841.97 lbs psf Sidewall Right= 387 Pwall = 6716.28 lbs Windward= 180 Pwall = 3455.17 lbs .1128.58 lbs Inverse Leeward= 321 Leeward= 200 Pwall = 4304.76 lbs Proof= Wind Sidewall Left= 387 Wind Pwall = 6716.28 lbs Proof= Sidewall Right= 279 Pwall = 4841.97 lbs Slope 71/12 jEnclosed, Cfet (Table 1609.6.2(2) P (Eqn 16-34) Condition 1 Pressure+ Y -0.37 -9.73 Pmax= 9.73 psf Winward Pressure Y -0.06 -1.58 Pmin= -9.73 psf Roof Pressure' Y 0.07 1.84 Condition 2 pressure Y 0.37 9.73 Pressure` Y -0.66 -17.35 Pmax= -9.20 psf Leeward Roof , Pressure Y -0.35 -9.20 Pmin= -17.35 psf II to ridge Pressure+ Y - -1.09 -28.66 Pmax= -20.77 psf Pressure Y -0.79 -20.77 Pmin= -28.66 psf Areas SQFT Windward= 116 Proof= .1128.58 lbs Normal Leeward= 200 Proof= 3470.94 lbs Wind Parallel to ridge Left= 608 Proof= 17426.25 lbs Parallel to ridge Right= 588 Proof= 16853.01 lbs Windward= 200 Proof= 1945.83 lbs Inverse Leeward= 116 Proof=. 2013.15 lbs Wind Parallel to ridge Left= 608 Proof= 17426.25 lbs Parallel to ridge Right= 588 Proof= 16853.01 lbs Wind Dirc. Net Force Normal Windward + Leeward= 13175.13 lbs 13175.1 lbs Sidewall Net= 1301.08 lbs 343.7 lbs per ft width of wall Inverse Windward + Leeward= 11718.91 lbs, 206.2 lbs ASD Load Sidewall Net= 2447.542 lbs' CiIO fteering 11/17/2016 Arkenberg Residence - 16-221 L3 All Heights Method Wind Loading CBC -13 per 1609.6 Windward wall Pressure' Y V= 110 Kd= 0.85 Loading- Rear h= 13 Pressure Y V^2= 12100 G= 0.85 Wall Lines 4-6 z= 9 Leeward wall Pressure'. Y qs 30.98 1= 1 Exposure: C Peak Ht= 17 Pressure Y kZ 0.85 Kzt= 1 Y 0.07 kh= 0.85 qh= 22.35 Enclosed Cnet: Table 1609.6.2(2) N: (Eqn Slope Windward wall Pressure' Y 0.43 11.31 Pmax= 19.20 psf Pressure Y 0.73 19.20 -9.73 Pmax= 9.73 psf Leeward wall Pressure'. Y -0.51 -13.41 Pmax= 13.41 psf Pmin= -9.73 Pressure Y -0.21 -5.52 Y 0.07 1.84 Pressure' Y -0.66 -17.35 Pmax= 17.35 psf 0.37 Side wall Pres re Y -0.35 -9.20 Leeward Roof Pressure' Y Length= 41.33 ft/ psf Pressure Y Width= 23.33 ft V psf II to ridge Pressure+ Y -1.09 Height= 9 ft ✓ Wind Load Areas SQFT Pressure Y -0.79 -20.77 Windward= 135 psf Pwall = 2591.38 lbs Normal Leeward= 146 Pwall = 1957.93 lbs Wind Sidewall Left= 104 2140.42 lbs Pwall = 1804.89 lbs Leeward= 225 Sidewall Right= 295 Proof= Pwall = 5119.64 lbs Wind Parallel to ridge Left= 90 Windward= 146 Pwall = 2802.52 lbs Inverse Leeward= 135 i Pwall = 1810.41 lbs 2579.54 lbs Wind Sidewall Left= 295. Windward= 225, Pwall = 5119.64 lbs Proof= 2189.06 lbs Sidewall Right= 104 Inverse Pwall = 1804.89 lbs Slope 7/12 jEnclosed C,1ei(Table 1609.6.2(2) P (Eqn 16-34) Condition 1 Pressure* Y -0.37 -9.73 Pmax= 9.73 psf Winward Pressure Y -0.06 -1.58 Pmin= -9.73 psf Roof Pressure' Y 0.07 1.84 Condition 2 pressure Y 0.37 9.73 Leeward Roof Pressure' Y -0.66 -17.35 Pmax= -9.20 psf Pressure Y -0.35 -9.20 Pmin= -17.35 psf II to ridge Pressure+ Y -1.09 -28.66 Pmax= -20.77 psf Pressure Y -0.79 -20.77 Pmin= -28.66 psf Areas SQFT Windward= 220 Proof= 2140.42 lbs Normal Leeward= 225 Proof= 3904.81 lbs Wind Parallel to ridge Left= 90 Proof= 2579.54 lbs Parallel to ridge Right= 90 Proof= 2579.54 lbs Windward= 225, Proof= 2189.06 lbs Inverse Leeward= 220 Proof= 3818.04 lbs Wind Parallel to ridge Left= 90 Proof= 2579.54 lbs Parallel to ridge Right= 90 Proof= 2579.54 lbs wino uirc. Net Force Normal Windward + Leeward= 10594.53. lbs 10620.0 lbs Sidewall Net= 3314.75 lbs", 455.2 lbs per ft width of wall Inverse Windward + Leeward= 10620.04 lbs 273.1 lbs ASD Load Sidewall Net= 3314.752 lbs ' CiiO ngineering 11/17/2016 Arkenberg Residence - 16-221 All Heights Method Wind Loading Ly CBC -13 per 1609.6 Enclosed V= 110 Kd= 0.85 Loading- Side h= 11.335 Windward wall Pressure+ _ Y. V^2= 12100 G= 0.87 Wall Lines A-E z= 9 _ Pressure Y qs= 30.98 1= 1 Exposure: C Peak Ht= 13.67 Leeward wall Pressure' ' Y k: 0.85 Kzt= 1 Pmax= 13.41 psf kh= 0.85 qh= 22.35 Slope Enclosed Cnet: Table 1609.6.2(2) N: (Eqn 16-34) Windward wall Pressure+ _ Y. 0.43 11.31 Pmax= 19.20 psf psf Pressure Y 0.73 ` 19.20 Leeward wall Pressure' ' Y -0.51 -13.41 Pmax= 13.41 psf -1.58 Pressure Y ; 0.21 -5.52 Pressure' Y 0.07 Pressure" Y -.-0.66 -17.35 Pmax= 17.35 psf Y Side wall Pressure- Y. , -0.35 -9.20 Length= 23.33 ftv -17.35 Pmax= -9.20 psf Leeward Roof Pressure Width= 41.33 ft Pmin= -17.35 psf Pressure+ Height= 9 ft ✓ Wind Load Areas SQFT Pmax= -20.77 psf II to ridge Pressure . Y Windward= 104 - Pwall = 1996.32 lbs Normal Leeward= 295 Pwall = 3956.09 lbs Wind Sidewall Left= 146 Pwall = 2533.79 lbs Normal Sidewall Right= 135 Pwall = 2342.89 lbs 1561.93 lbs Windward= 295 Parallel to ridge Left= 225 Pwall = 5662.64 lbs Proof= Inverse Leeward= 104 Pwall = 1394.69 lbs Wind Sidewall Left= 135 Pwall = 2342.89 lbs Sidewall Riqht= 146 875.62 lbs Pwall = 2533.79 lbs Leeward= 90 Slope 7/12 1 Enclosed , C„e (Table1609.6.2(2) P (Eqn 16-34) Pressure* Y -0.37 -9.73 Pmax= 9.73 psf Condition 1 Winward Pressure Y - -0.06 -1.58 Pmin= -9.73 psf Roof Pressure' Y 0.07 1.84' Condition 2 pressure Y 0.37 9.73 Pressure' Y -0.66 -17.35 Pmax= -9.20 psf Leeward Roof Pressure Y -0.35 ` -9.20 Pmin= -17.35 psf Pressure+ Y -1.09 -28.66 Pmax= -20.77 psf II to ridge Pressure . Y -0.79 -20.77 Pmin= -28.66 psf Areas SQFT Windward= 90 Proof= 875.62 lbs Normal Leeward= 90 Proof= 1561.93 lbs Wind Parallel to ridge Left= 225 Proof= 6448.86 lbs Parallel to ridge Right= 220 Proof= 6305.55 lbs Windward= 90 Proof= 875.62 lbs Inverse Leeward= 90 Proof= 1561.93 lbs Wind Parallel to ridge Left= 220 Proof= 6305.55 lbs Parallel to ridqe Riqht= 225 Proof= 6448.86 lbs vvino circ. Net Force Normal Windward + Leeward= 8389.96 lbs 9494.9 lbs Sidewall Net= 334.21 - lbs ' 229.7 lbs per ft width of wall Inverse Windward + Leeward= 9494.87 lbs 137.8 lbs ASD Load Sidewall Net= 334.2099 lbs 11/17/2016 Arkenberg Residence - 16-221 L ASCE 7-10 Seismic Loads`- Equivalent Lateral Force Procedure Description Symbol Value Source Units Site Class - D Chapter 20 NICER (short period) Ss 0.627 USGS website %g MCER 0 sec period) S, 0.263 USGS website %g Response Modification R 6.5 Table 12.2-1 Risk Category - 11 Table 1-1 - Importance Factor 1 1 Table 11.5-1 - Strutural Height h„ 13.5 - ft Peroid Parameter Ct 0.02 Table 12.8-2 English Peroid Parameter x 0.75 Table 12.8-2 English Long Period Ti, 16 Figure 22-16 sec Aprx. Fundamental Period Ta 0.141 Section 12.8.2.1 sec Design Spectral Acceleration SDs 0.543 Eq. 11.4-3 %g Design Spectral Acceleration SD, 0.329 Eq. 11.4-4 %g Redundancy Factor p 1.3 Section 12.3.4. - Seismic Response Coefficient Cs 0.083 2.8.1. 1 Section 12.8.1.4- -Diaphragm Diaphragm1 Roof Diaph. width 1-4: 66.5 V ultimate = Tributary Area = 113 plf 2548.945 SQFT Sloped Roof @ , 20.00 psf V working stress = 81 plf 1167.00 SQFT of Ext. Wall @ 13.00 psf 420.00 SQFT of Int. Wall @ 8.00 psf Diaph. width C -E 38.33 V intimate = 197- plf 0.00 SQFT Floor @ 12.00 psf V working stress = 1.41 plf . W= 69508.2 lbs Diaphragm 2 Roof Tributary Area = Diaph. width 4-6: 23.33 V ultimate = 131. plf 964.2289 SQFT of Roof @ 20.00 psf V working stress = 93 plf 680.00 SQFT of Ext. Wall @ 13.00 psf 0.00 SQFT of Int. Wall @ 8.00 psf Diaph. width A-E 41.33 V ultimate = 74 plf 0.00 SQFT of Int. Floor @ 12.00 psf V working stress = 53 plf • W= 28123.9 lbs Ni-, i-, t. a 11/17/2016 Arkenberg Residence - 16-221 Lateral Load Summary Roof Level Wall Tributary Seismic Wind Seismic Wall Wind Wall Controaling Line Length Loading Loading Load Load Load ID. Dia (FT) (plf) (plf) (kips) (kips) Case 1.1 33.5 81 247.6 2.71 8.29 Wind 2.1 0.0 81 247.6 0.00 0.00 Wind 4.1 33.5 81 247.6 2.71 8.29 Wind 4.2 12.5 93 273.1 1.17 3.41 Wind 6.2 12.5 93 273.1 1.17 3.41 Wind Roof A.2 13.5 53 137.8 0.71 1.86 Wind B.2 13.0 53. 137.8 0.69 1.79 Wind C.1 19.0 141 206.2 2.67 3.92 Wind D.2 13.0 53 137.8 0.69 1.79 Wind E.1 19.0 141 206.2 2.67 3.92 Wind L1- 12212016 Arkenberg Residence -16-221 SHEAR WALL DESIGN ANSU AF & PA SDPWS-2008 and CBC -13 w Wall f Watl Wall Floor Wall OTM Uplift from Net Required 0Line LWal( Height Wlddt j4slado"n System Stress aspen OTM Res Res a Res extra above Ugift Anchor or Wall Type kis Number ft ft ratio Id W Ibs k li • Bolt Strap Wall Line ID: 1 Level: 1 Seismic 1 9 6.0✓ Cmer STEM 208.8 1.000 11.3 2.1 0 0 0 1.70 585/8x24 HDU5 (DBL 2X) 0 2 9 7.0 Comer STEM 208.8 1.66 SBSBx24 HDU5 (DBL 2X) D 2'71 1.000 13.2 2.9 0 0 0 Wind 1 9 6.0 Comer STEM 638.1 1.000 34.5 2.1 0 0 0 5.53 SB5/8x24 HDU5 (DBL 2X) D 8'29 2 9 7.0 Comer STEM 638.1 1.000 40.2 2.9 0 0 0 5.50 S&"x24 HDU5 (DBL 2X) 0 Wall Una ID: 2 1 Level: 1 1 9 6.0 Comer STEM 0.0 1.0 0.0 2.1 0 0 0 -0.18 No AB Req'd No HD Req'd A aismic -0.21 No AB Req'd No HD Req'd A 0'00 2 9 7.0 Comer STEM 0.0 1.0 0.0 2.9 0 0 0 1 9 6.0 Comer STEM 0.0 1.0 0.0 2.1 0 0 0 -0.21 No AB Req'd No HD Req'd A 0.00 2 9 7.0 Comer STEM 0.0 1.0 0.0 2.9 0 0 0 -0.25 No AB Req'd No HD Req'd A ll Line ID: 4 Level: 1 1 9 6.0 omer STEM 161.8 1.000 8.7 2.1 0 0 0 1.27 SSTB20 HOU4 (DBL 2X) C L3W8W 2 9 12.0 Comer STEM 161.8 1.000 17.5 8.4 0 0 0 1.09 SST820 HDU4 (DBL 2X) C 6.0 Comer STEM 161.8 1.000 8.7 2.1 0 0 0 1.27 SSTB20 HDU4 (DBL 2X) C Wind 1 9 6.0 Comer STEM 487.9 1.000 26.3 2.1 0 0 0 4.18 SSTB20 HDU4 (DBL 2X) C 11'71 2 1 9 12.0 Comer STEM 487.9 1.000 52.7 8.4 0 0 0 3.97 SSTB20 HDU4 (DBL 2X) C 3 1 • 9 1 6.0 Comer STEM 487.9 1.000 26.3 2.1 1 0 1 0 1 0 1 4.18 SSTS20 HDU4 (DBL 2X) I C Wall Line ID: 5 Level: 1 Seismic 1 .--^9 5 Comer STEM 50.8 1.000 6.9 13.2 0 00 0.00 SSTB16 HOU2 (D8L 2X) A 2 9 8.0 Comer STEM 50.8 0.21 SSTS16 HDU2 (DBL 2X) A 1.000 3.7 3.7 0 0 0 Wind 1 9 15.0 Comer STEM 148.4 1.000 20.0 13.2 0 0 0 0.81 SSTB18 HDU2 (DBL 2X) A 3.41 2 9 8.0 Comer STEM 148.4 1.000 10.7 3.7 0 0 0 1.06 SSTB16 HDU2 (DBL 2X) A ' w f �ncrio i 12/21/2016 Arkenberg Residence -16-221 - + L8 SHEAR WALL DE GN ANSU AF & PA SDPWS-2008 and CBC -13 Wall Well Wall Wall Floor Wall OTM Upliftfrom Net Required o own Line Load Wall Height Width Position System Stress aspect OTM Res Res Res extra above Uplift Anchor or Wall Type kis Number R ft ratlo id k( lbs k (kips)* Bolt Sip Well Une ID: A Level: 1 1 9 9.0 Comer STEM 79.1 1000 6.4 4.7 0 0 0 0.44 SSTB16 HDU2 (DBL 2X) B Seismic 174-71 0.71 1 9 9V Comer STEM 206.8 16.7 4.7 0 0 0 1.54 SSTB16 HDU2 (DOL 2X) 8 Wind 1.86 Level: 1 Wall Une ID: B 1 9 9.3 Comer STEM 74.1 1.0 6.2 5.0 0 0 0 0.38 SST816 HDU2 (DBL 2X) B Seismic 0.69 a -V > 1 9 Coffer STEM 1931 1.0 16.1 5.0 0 .0 0 1.42 SSTB16 HDU2 (DBL 2X) B Wind 1.79 ` Y Wall Une ID: C Level: 1 1 9 22.4 Comer STEM 119.2. 1.0 24.0 29.4 0 0 0 0.39 SSTS16 HDU2 (081.2X) B Seismic 2.67 1 9 22.4 Comer STEM 174.8 1.0 35.3 29.4 0 0 0 0.79 SSTB116 HDU2 (DBL 2X) B Wind 3.92 Well Une ID: D Level: 1 8 Comer STEM 137 2.7 0 0 0 1.03 SSTBIB HDU2 (OBL 2X) Seismic r�. \0.3 0.69 2 8 Comer STEM 137.2 (j 2.7 0.3 0 0 0 1.03 SSTS16 HDU2 (DBL 2X) B 1 8 2.5 Comer STEM X358 4 0.0 7.2 0.3 0 0 0 2.79 SSTS16 HDU2 (DBL 2X) - 8 Wind 1.79 2 a 2.5 Comer STEM 358.4 0 6 7 0.3 0 0 0 2.79 SSTS16 HDU2 (DBL 2X) B Wall Una ID: E'"?0127 VkL % Level: 1 1 9 Comer STEM 152.7 1,000 11.0 3.7 0 0 0.00 1.13 SSTB16 HDU2 (DBL 2X) B Seismic 2 9 9.5 Gomer STEM 152.7 1.08 SSTBte HDU2 (DBL 2X) B 2'67 1 OO 13.1 5.3 0 0 0.00 1 9 Comer STEM 223.9 1.000 16.1 3.7 0 0 0.00 1.73 SSTB16 HDU2 (DBL 2X) B Wind 3.92 2 9 9.5 Comer STEM 223.9 11.000 191 5.3 0 0 0.00 1.68 SSTS16 HDU2 (DBL 2X) B ft CIAO eertng 11/17/2016 Arkenberg Residence - 16-221 PERFORATED SHEAR WALL DESIGN Full Wall Diminsions ft ANSI/ AF & PA SDPWS-2008 WALL LINE: 3 Level: 1 ib xi Floor System: STEM Position: Corner 5.00 r W "� s X2--1 WALL STRESS: 488 plf Wind", i 3 162 plf Seismic 4 Wall ID Seimic Wind REQ'D WALL ID: D REQ'D HOLDOWN: HDU5 (DBL 2X) x -� 6 REQ'D AB: SB5/8x24 B 260 365 Full Wall Diminsions ft b h 10 9 Ift ft Lq Com onents Diminsions ft Comp. xi h; b, 1 3 5.00 4 2 Nominal Values (Table 4.3A) 3 4 Wall ID Seimic Wind 5 A 173 173 6 B 260 365 7 C 380 532 8 D 490 685 9 E 665 930 Desc Value Units Reduced Allowable Values Eq. (4.3-5) CO 0.789 - I Section 4.3..1 aspect 0.667 - Wall ID Seimic Wind Sec 4.3.1 & Sec 4.3.3.4 FL; 6.0 ft A 137 173 Eq. (4.3-8) T 5562 Ib B 137 288 Eq. (4.3-9) v 618 plf C 200 420 _ TREs 351 Ib D 258 541 VREs 39 plf - E 350 734 Res Extra 0 plf Net uplift 5211 Ib Lq 12/21/2016 Arkenberg Residence -16-221 Q L l PERFORATED SHEAR WALL DESIGN ANSI/ AF & PA SDPWS-2008 Full all Dimins' ns ft WALL LINE: 5 ft ft Level: 1 , ft Floor System: STEM ' Position: Corner - bi ' WALL STRESS: 148 plf Wind 1 Reduced Allowable Values 51 pif Seismic 4.5 REQ'D WALL ID: MllID Seimic REQ'D HOLDOW : No HD Re 'd A REQ'D AB: o eq'd Full all Dimins' ns ft b h 21 9 ft ft b r bi —� 1� b2 --1 r -� THS T P B 260 365 C 380 Com onents Diminsions ft 490— Comp. E x; hi bi ' 1 Reduced Allowable Values 4.5 4.5 5 ' MllID Seimic 2 A 173 173 B C232 C326 C 3 475 D 438 612 E _ 594 831 4 V 5 6 7 8 f 9 Desc Value Units , Eq. (4.3-5) Co 0.894 - Section 4.3.1 aspect 1.000 - V Sec 4.3.1 & Sec 4.3.3.4 11-1 16.0 ft Eq. (4.3-8) T 1495 Ib N Eq. (4.3-9) V TRES 737 Ib - VRES 82 plf Res Extra 108 plf Net uplift -376 Ib 1 B 260 365 C 380 532 Ds 490— -685 E 665 930 Reduced Allowable Values I MllID Seimic Wind A 173 173 B C232 C326 C 34_0 475 D 438 612 E _ 594 831 11/17/2016 Arkenberg Residence 16-221 L I► PERFORATED SHEAR WALL DESIGN' ANSI/ AF & PA SDPWS-2008 Full Wall Diminsions ft WALL LINE: A Ift ft Level: 1 Floor System: STEM ft Position: Corner WALL STRESS: 207 plf Wind bi 79 plf Seismic REQ'D WALL ID: B REQ'D HOLDOWN: HDU2 (DBL 2X) '. 4.5 REQ'D AB: SSTB16 Full Wall Diminsions ft b h 14 9 Ift ft ` ' Com onents Diminsions ft Comp. x; hi bi 1 4.5 4.50 5 2 Nominal Values (Table 4.3A) 3 4 Wall ID Seimic Wind 5 A 173 173 6 B 260 365 7 C 380 532 8 D 490 685 9 E 665 930 Units Reduced Allowable Values Desc Value Eq. (4.3-5) Co 0.848 - Section 4.3-1 aspect 1.000 - Wall ID Seimic Wind Sec 4.3.1 8, Sec 4.3.3.4 FLi 9.0 ft '' A 173 173 Eq. (4.3-8) T .2193 Ib B 221 310 Eq. (4.3-9) v 244 plf C 322 451 TRES 491 Ib D 416 581 VREs 55 r Of E 564 789 Res Extra 0 plf Net uplift 1702- Ib i . - •, AIYCHO :. 111irnglineering 11/17/2016 Arkenberg Residence - 16-221 PERFORATED SHEAR WALL DESIGN ANSI/ AF & PA SDPWS-2008 Full Wall Dimins� ns ft b s ft Com onents Diminsions ft Comp. xi h, b, - 1 2 61 4.50 • 1 2 1�/ 4.5 6 3 33V 5 1 4 44t// 6.68 3V 5 49V 4 4� " f 6 7 8 9 Eq. (4.3-5) Section 4.3..1 Sec 4.3.1 & Sec 4.3.3.4 Eq. (4.3-8) Eq. (4.3-9) Desc WALL LINE: C 9 ' Ift . . Level: 1 0.721 Floor System: STEM,. aspect , . ' Position: Corner - WALL STRESS: 175 plf Wind 26.0 119 plf Seismic T REQ'D WALL ID: C Ib REQ'D HOLDOWN: No HD Req'd ,242 REQ'D AB: No AB Req'd Full Wall Dimins� ns ft b s ft Com onents Diminsions ft Comp. xi h, b, - 1 2 61 4.50 • 1 2 1�/ 4.5 6 3 33V 5 1 4 44t// 6.68 3V 5 49V 4 4� " f 6 7 8 9 Eq. (4.3-5) Section 4.3..1 Sec 4.3.1 & Sec 4.3.3.4 Eq. (4.3-8) Eq. (4.3-9) Desc n 9 ' Ift . . Full Wall Dimins� ns ft b s ft Com onents Diminsions ft Comp. xi h, b, - 1 2 61 4.50 • 1 2 1�/ 4.5 6 3 33V 5 1 4 44t// 6.68 3V 5 49V 4 4� " f 6 7 8 9 Eq. (4.3-5) Section 4.3..1 Sec 4.3.1 & Sec 4.3.3.4 Eq. (4.3-8) Eq. (4.3-9) Desc Value Units, Co 0.721 - aspect , . ' 0.593 - 7-L, i 26.0 ft T 2181 Ib V ,242 plf TRES 2106 Ib VREs 234 plf Res Extra 60 plf Net uplift -1725 Ib Nominal Values (Table 4.3A) I 111 173 B Wall ID Seimic Wind A 173 173 B 260 365 C 380 532 D 490 685 E 665 930 A 111 173 B 111 263 C 163 384 D 210 494 E 285 671 L 1?, 11/17/2016 Arkenberg Residence - 16-221 PERFORATED SHEAR WALL DESIGN ANSI/ AF & PA SDPWS-2008 Full Wall Diminsions ft WALL LINE: E Ift ft Level: 1 aspect Floor System: STEMr FLi Position: Corner T WALL STRESS: 224 plf Wind V 330 153 - plf Seismic TREs REQ'D WALL ID: C VREs REQ'D HOLDOWN: HDU2 (DBL 2X) Res Extra REQ'D AB: SSTB16 , Full Wall Diminsions ft b h 15.5 9 Ift ft Com onents Diminsions ft Comp. xi hi bi 1 6.5 6.67 6 2 3 4 r 5 �. 6 7 8 9 Eq. (4.3-5) Section 4.3..1 Sec 4.3.1 & Sec 4.3.3.4 Eq. (4.3-8) Eq. (4.3-9) Desc Value Units Co 0.679 - aspect 0.667. - FLi - 9.5 ft T 2970 Ib V 330 plf TREs 544 Ib VREs 60 plf Res Extra 0 , plf Net uplift 2425 Ib Nominal Values (Table 4.3A) I Wall ID Seimic Wind A 173 173 B 260 365 C 380 532 D 490 685 E 665 930 Reduced Allowable Values I Wall ID Seimic Wind A 118 , 173 B 118 248 C 172 361 D 222 465 E 301 631 L)-5 11/17/2016 Arkenberg Residence - 16-221 L i " PERFORATED SHEAR WALL DESIGN ANSI/ AF & PA SDPWS-2008 Full Wall Diminsions ft WALL LINE: E 15.25 9 Level: 1 Floor System: STEM " Position: Corner ft WALL STRESS: 224 plf Wind 153 plf Seismic REQ'D WALL ID: B hi REQ'D HOLDOWN: HDU2 (DBL 2X) b; REQ'D AB: SSTB16: Full Wall Diminsions ft b h 15.25 9 Ift ft Com onents Diminsions ft Comp. xi hi b; 1 4.5 4.50 6 2 Nominal Values (Table 4.37 3 4 Wall ID Seimic Winc 5 A 173 173 6 B 260 365 7 C 380 532 8 D 490 685 9 E 665 930 Units Reduced Allowable Values Desc Value Eq. (4.3-5) Co 0.836 ,1 - " Section 4.3.1 aspect 1.000 - Wall ID Seimic Win( Sec 4.3.1 & Sec 4.3.3.4 7-L, 9.3 ft A 173 173 Eq. (4.3-8) T 2412 Ib B 217 305 Eq. (4.3-9) v 268 plf C 318 445 TREs 535 lb' D 409 572 - VRES 59 plf E 556 777 Res Extra 0 plf Net uplift 1876 Ib 4 COMPANY PROJECT Q)-Wo.od.'o:rksSOTWA FOcw00001=w Oct.14,201610:46 B1.wwb ( Design Check Calculation Sheet Wood Works Sizer 10.2 Load Type Distribution Pat- Location (ft) Magnitude Unit - 2236 - 2236 Factored: Total tern Start End Start End 1.62 Loadl Dead Full Area 1.62•• _ 20.00(12.001• ps Load2 Roof live Full Area Total Defl'n 0.65 20.00(12.00)• psf Load3 Dead Full Area 10.00(10.75)• psf 1plf Self -.6i ht Dead Full UDL 24.2 - 18'-7.6" 31 18 Unfactored: Analysis - Dead 3462 3462 Roof Live - 2236 - 2236 Factored: Total 5698 _ 5698 Bearing: Length 1.62 1.62 Min re 'd 4.62•• 1.62•• -minimum oeanng iengm govemea uy me requaea w1um of use suppunmg memuer. - LVL n-ply,1.8E, 2600Fb,1-314"x16", 3 -ply (6-114"x16") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 18'-7.6"; Lateral support: top= at supports, bottom= at supperts; Repetitive factor, applied where permitted (refer to online help); Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2012: Criterion Analysis Value Desi n Value Anal sis/Desi n Shear fv - 86 Fv' - 28 fv Fv' - 0.3 Bending(+)fb - 1402 Fb' - 2553 fb/Fb' - 0.55 Live ..fl'. 0.20 - <L/999 0.62 - L/360 0.32 Total Defl'n 0.65 - L/340 0.93 - L/240 0.70 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CV Cfu , Cr Cfrt Ci Cn LC# - Fv' 285 1.00 - 1.00 - - - - 1.00 - 1.00 2 Fb'+ 2600 1.00 - 1.00 0.944 0.96 - 1.04 1.00 - - 2 Fcp' 750 - - 1.00 - - - - 1.00 - - - E' 1.8 million - 1.00 - - - - 1.00 - 2 Eminy' 0.93 million - 1.00 - - - - 1.00 - - 2 _ CRITICAL LOAD COMBINATIONS: Shear : LC N2 - D+Lr, V - 5658, V design - 4801 lbs Bending(+): LC 02 - D+Lr, M - 26170 lbs -ft Deflection: LC k2 - D+Lr (live) LC N2 - D+Lr (total) D -dead L -live S -snow W -wind I -impact Lr -roof live Lc -concentrated E -earthquake All LC's are listed in the Analysis output ` Load combinations: ASCE 7-10 / IBC 2012 , CALCULATIONS: Deflection: EI - 1075e06 lb-in2/ply "Live" deflection - Deflection from all non -dead loads (live, wind, snow._I Total Deflection - 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. Wood Works 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. System factor KH may not apply to field -assembled multi -ply beams. 4. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 5. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. 6. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys. 7. FIRE RATING: Joists, wall studs, and multi -ply members are not rated for fire endurance. PROJECT W .od orks S0FA0ARF FOR WOOD'OFSWN Nov. 15, 2016 13:26 82.wwb Design Check Calculation Sheet Woodworks sizer 10.2 Loads Load Type Distribution Pat- tern Location [ft) Start End Magnitude Start End Unit Loadl Dead Full Area 285 5959 20.00 ( .00)" psf Load2. Roof live Full Area 1.69 Length 20.00 (5.00)• psf Load3 Dead Point Total De E1'n 10.07 4309 lbs Load4 Roof live Point 10.07 3081 lbs Self-wei ht Dead Full UDL All LC's are listed in the Analysis output 27.2 if Tributary Width (It) Maximum Reactions (lbs) and Bearing Lengths (in) : 20'-5.7" r E12- PROJECT Z Unfactored: " 3420 Dead 3491 2539 Roof Live 2590 91 Factored: 285 5959 Total 6080 _ 2087 Bearing: 2473 1.69 Length 1.73 _ 1.69 - Min re 'd 1.73•• 0.42 Minimum bearing length govemea by the requvea whin OT me supporting memuur. LVL n-ply,1.8E, 2600Fb,1-3/4"x18", 3 -ply (5-1/4"x18") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 20'-5.7"; Lateral support: top= at supports, bottom= at supports; Repetitive factor. applied where permitted (refer to online help); Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2012: Criterion Analysis Value Desi n Value Anal sis/Desi n Shear Pv - 91 Fv' - 285 fv Fv' - 0.32 Bending l+) fb - 2087 Flo - 2473 fb/Fb' - 0.84 Live Defl'n 0.29 - L/851 0.68 - L/360 0.42 Total De E1'n 0.87 - L/279 1.02 - L/240 0.96 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LCN FV' 285 1.00 - 1.00 - - - - 1.00 - 1.00 .2 Fb'+ 2600 , 1.00 - 1.00 0.915 0.95 - 1.04 1.00 - - 2 Fcp750 - - 1.00 - - - - 1.00- - - - E' 1.8 million - 1.00 - - - - 1.0D - - 2 Eminy' 0.93 million - 1.00 - - - - 1.00 - -• 2 CRITICAL LOAD COMBINATIONS: Shear : LC 02 - D+Lr, V - 6066, V design - 5709 lbs Bending(+): LC X2 - D+Lr, M - 49296 lbs -ft - Deflection: LC 02 - D+Lr (live) LC U2 - D+Lr (total) D -dead L -live S -snow W -wind I -impact Lr -roof live Lc -concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI - 1531e06 lb-in2/ply "Live" deflection - Deflection from all non -dead loads (live, wind, snow...) Total Deflection - 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. Wood Works 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. System factor KH may not apply to field -assembled multi -ply beams. 4. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. S. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. 6. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys. 7. FIRE RATING: Joists, wall studs, and multi -ply members are not rated for fire endurance. COMDANY PROJECT 1 e woodWor:K.: ODt.14, 2016 11:13 B3.wwb • 6ORWAReMN WOGD Oiswm- Design Check Calculation Sheet WoodWorks Sizer 10.2 Loads: Load Type Dlatcibution Pat- Location (ftl Negnitude Unit 1727 863 Factored: Total tern start End scare End 1.86 Loa 1 Dead Point 0.93 1.05, 3491 Da Load2 Root live Point 1.08 2590 lbs Self-wei h[ Deed Full UDL 9.4 if Maximum Reactions (lbs) and Bearing Lengths (in) : 3'-1.4" 53 Unfactored: - Dead 2341 1176 Roof Live 1727 863 Factored: Total 4066 2041 Bearing: Length 1.86 0.93 Nin re 'd 1.86 0.93 Lumber -soft, D.F(r-L, No.2, 4x12 (3-1/2'x11.1/4') Supports: All - Timber -soft Beam, O.Flr-1 No.2 Total length: T-1.4"; Lateral support: top= at supports. bottom- at supporta; Analysis vs. Allowable Stress (psi) and Deflection (in) ugmg Nos 2012: Criterion Mel ala Value2 Deaf n Value Anal ala/Deal n Shear e; 1 FV, 180 fv F0 • 0.8 ` Bending(+1 fb 660 lb' - 985 fb/Fb' 0.67 Live Dafi'n 0.00 <L/999 0.10 L/360 0.03 Tote Dafl'n 0.01 <L/999 0.15 L/240 1 o.D7 'The affect of point load a within a stance o t e support , has been included as Par NDS 3.4.3.1 Additional Data: FACTORS: F/E(pat)CD CN Ct CL CF Cfu Cr Cfrt Ci Cn .LCA F,F15,0 l.oD 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+900 1.00 1.00 1.00 0.995 1.100 1.00 1.00 1.00 1.00 - 2 _ Ftp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Min, 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: - r Shear : LC 02 - D+Lr, V - 4068, V design- 3994 lba - Bending(+): LC 02 • D+Lr, N 4063 lbs -ft Deflection: LC 02 D+Lr (live) LC 62 D+Lr (total) Wdead L•llva 5•a now ..wind I•impact Lr -roof live L -concentrated Fr arthquake All LC b ere Ila red in the Analysis output Load combinations: ASCE 7-30 / IBC 2012 CALCULATIONS: Deflection: EI • 664e06 lb-in2 "Live" deflection • Deflection from all non -dead loads (live, wind, enow...I Total Doflcction I.501Doad Load Deflection) + Live Load Deflection. Design Notes: 1. Wood Works analysis end design ere In accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verity that the defauh deflection limits are appropriate for your application. 3. Sawn Lumber be.'. members shati be laterally supported according to the provisions of NDS Clause 4.4.1. 311 COMPANY PROJECT WoodWorKS` somvANsoa.WOOD orswnr Oct. 14, 201611:35 B4.wwb Design Check Calculation Sheet woodworks sizer 10.2 Loads: Load Type Distribution Pat- tern Location [ftl Start End Magnitude Start End Unit Loadl - Dead Full Area 4845 - 3646 20.00 (8.00)• psf Load2 Roof live Full Area - 1.51•' Live Defl'n 20.00 (8.00)• psf Lo d3 Dead Point Total Defl'n 3.08 ' 3420 lbs Load4 Roof live Point 3.08' - 2539 lbs Self -weight Dead Full UDL 11.3 plf Maximum Reactions (lbs) and Bearing Lengths (in) : T-7.8" i Unfactored : Anal sis Value Dead 2708 2021 Roof Live 2137 1626 Factored: Total 4845 - 3646 Bearing: Length 2.00 _ 1.51 Min re 'd 2.00- - 1.51•' nmmnurn ueunng iungm guvemuu oy me requuuo wtoui or me suppunmg memuer. LVL n -ply, 1.8E, 2600Fb,1-3/4"x11-1/4", 2 -ply (3-1/2"x11-1/4") Supports: All -Timber-soft Beam, D.Fir-L No.2 Total length: T-7.8'; Lateral support: top= at supports, bottom= at supports; Repetitive factor. applied where permitted (refer to online help); Analysis vs. Allowable Stress (psi) and Deflection (in) using Nos 2012: Criterion Anal sis Value Desion Value Anal sis/Desi n Shear fv 171 Fv' - 285 fv Fv' - 0.60 Bending fb - 2107 Fb' 2546 fb/Fb' 0.83 Live Defl'n 0.06 - <L/999 0.25 - L/360 0.26 Total Defl'n 0.19 - L/480 0.38 - L/240 0.50 0 Additional Data- FAC ata: FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LCN 'T 285 1.00 - 1.00 - - - 1.00 1.00 2 _ Fb'+ 2600 1.00 - 1.00 0.971 1.01 1.00 1.00 - 2 Fcp750 - - 1.00 - - - -1.00 - - I- ' E' 1.8million - 1.00 - - - - 100 - - 2 ' Eminy' 0.93 million - 1.00 - - - - 1.. 00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 - D+Lr, V - 4818, V design - 4481 lbs Bending(+): LC 82 - D+Lr, M - 12963 .lbs -ft Deflection: LC #2 - D+Lr (live) - -x LC H2 - D+Lr (total) ' r D -dead L -live S -snow W -wind I -impact Lr -roof live Lc -concentrated E -earthquake All LC's are listed in the Analysis output ' Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI - 374e06 lb-int/ply "Live" deflection - Deflection from all non -dead loads (live, wind, snow...) Total Deflection - 1.50(Dead Load Deflection) + Live Load Deflection. Design 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. System factor KH may not apply to field -assembled multi -ply beams. 4. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. S. Size factors vary from one manufacturer to another for SCL materials. They can be changed In the database editor. 6. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys. 7. FIRE RATING: Joists, wall studs, and multi -ply members are not rated for fire endurance. COMPANY PROJECT WoodWor;ks� so"WwFOR WOOD DESIGN, Oct.14,201611:25 B5.wwb Design Check Calculation Sheet woodworks sizer 10.2 Lnads- Load Type' Distribution Pat- Location [ftl Magnitude Unit Roof Live 564 564 tern Start End Start End - 1160 Loadl Dead Full Area Min re 'd 20.00 (8.00)` psP Load2 Roof live Full Area 0.23 - 20.00 (8.00)• psf Self -weight Dead Full UDL 0.35 - 9.4 plf ...... .y .., '. - Maximum Reactions (lbs) and Bearing Lengths (in) VAEG16W Unfactored: Analysis Value Dead 596 - 596 Roof Live 564 564 Factored: Total 1160 - 1160 Bearing: Length 0.53 0.53 Min re 'd 0.53 0.53 Lumber -soft, D.Fir-L, No.2, 4x12 (3-1/2"x11-1/4") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: T-0.6% Lateral support: top= at supports, bottom= at supports; Analvsis vs. Allowable Stress hosi) and Deflection (in) uslna Nos 2012: Criterion Analysis Value Desi n Value An ais/Desi n Shear fv - 32 Fv' - 160 fv Bending(+) fb - 328 Fb' - 976 fb/Fb' 0 0.34 Live DefIr, 0.01 - f:99 0.23 - L/360 0.06 Total Defl'n .0.03 - <L/999 0.35 - L/240 0.10 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu , Cr Cfrt C1 Cn LC8 Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.00 '1.00 1.00 0.986 1.100 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - - 1.00 1.00 - - - - 1.00 1.00 - - - E' 1.6 million 1.00 1.00 - - - ` - 1.00 1.00 - 2 Emin'. 0.58 million 1.00 1.00 - - - - 1.00. 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 - D+Lr, V - 1153, V design - 837 lbs Bending(+): LC 02 - D+Lr, M - 2017 lbs -ft Deflection: LC #2 - D+Lr (live) LC 02 - D+Lr (total) D -dead L -live S -snow W -wind I -impact Lr -roof live Lc -concentrated E -earthquake All LCI s are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI - 664e06 lb-in2 "Live" deflection - Deflection from all non -dead loads (live, wind, snow-) ' Total Deflection - 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC 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. Sewn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT (0),WoodWor:ks samvut[- olrw'r K' +Civ Oct. 14, 201611:27 B6.WWb Design Check Calculation Sheet Wood Works Sizer 10.2 Loads: Load Type Distribution Pat- Location,(ft) Magnitude Unit fv - 303 oof Live tern Start End Start End 277 Loadl Dead Full Area 980 20.00 (5.00)- psf Load2 Roof live Full Area L1360 20.00 (5.00)+ psf Self-wei ht Dead Full UDL 0.50• 9.4 if -irrnucary waacn lLLi Maximum Reactions (lbs) and Bearing Lengths (in) V -6.s' a - act red: Analysis Value Design Value ead 303 - fv - 303 oof Live 277 fv Fv' - 0.08 277 tored: 129 Eb' - 980 oral 580 0.00 - 580 ring: L1360 0.02 Total Defl'n ngth 0.50• 0.28 - 0.50• n read 0.50• 0.50• iimum bearing length setting used: 1/2" for end supports Criterion Analysis Value Design Value Anal sis/Desi n Shear fv - 14 Fv' - 180 fv Fv' - 0.08 Bending(+) fb - 129 Eb' - 980 fb/Fb' - 0.13 Live Defl'n 0.00 - <L/999 0.18 - L1360 0.02 Total Defl'n 0.01 - <L/999 0.28 - L/240 0.03 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt C1 Cn LC# Fv' 180 1.00 1.00 1.00 - - - 1.00 1.00 1.00 2 Fb'+ 900 1.00 1.00 1.00 0.989 1.100 1.00 1.00 1.00 1.00 - 2 - Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: ShearLC R2 - D+Lr, V - 576, V design - + 375 lbs Bending(+): LC #2 - D+Lr, M - 792 lbs -ft Deflection: LC 82 -.D+Lr (live) LC N2 - D+Lr (total) D -dead L -live S -snow W -wind I -impact Lr -roof live Lc -concentrated E -earthquake All LC's are listed in the Analysis output ' Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI = 664e06 lb -int "Live" deflection - Deflection from all non -dead loads (live, wind, snow...) Total Deflection - 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance With the ICC 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. COMPANY PROJECT Oct. 14, 2016 11:281 B7.wwb Design Check Calculation Sheet WoodWorks sizer 10.2 Loads: Load Type Distribution Pat- Location,ift] Magnitude Unit 1264 1264 Factored: Total tern Start End Start End 0.76 Loadl Dead Full Area 0.76•• LiveDefl'n 20.00 (7,00)• psf Load2 - Roof live Full Area Total Defl'n 0.79 - 20.00 (7.00)• psf Self -weight Dead Full UDL 17.0 if Maximum Reactions (lbs) and Bearing Lengths (in) 18'-0.8" Unfactored: Anal sis Value Dead 1418 1418 Roof Live 1264 1264 Factored: Total 2682 2682 Bearing: Length 0.76 - 0.76 Min re 'd 0.76•• 0.76•• I --minimum oeanng iengm govemeo oy me regwreo wwcn or me supponmg memoer. LVL n -ply, 1.8E, 2600Fb, 1-3/4"x11-1/4", 3 -ply (5-114"x11-1/4") Supports: All - Timber -soft Beam, D.FIr-L No.2 Total length: 18'-0.8"; Lateral support: lop= at supports, bottom= at supports; Repetitive factor. applied where permitted (refer to online help); Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2012: Criterion Anal sis Value Desicm Value n An sis/DesPh Shear fv - 61 Fv' - 28 iv Fv' - 0.21 Bending(+) fb - 1303 Fb' - 2646 fb/Fb' - 0.49 LiveDefl'n 0.29 - L/732 0.60 - L/360 0.49 Total Defl'n 0.79 - L/273 0.90 - L/240 0.88 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CV Cfu .Cr Cfrt Ci Cn LC# Fv' 285 1.00 - 1.00 - - - 1.00 - 1.00 2 ' Fb'+ 2600 1.00 - 1.00 0.970 1.01 - 1.04 1.00 - - 2 Fcp' 750 - - 1.00 - - - 1-00 - - - E. 1.8 million - 1.00 - - - - 1.00 - - 2. Eminy' 0.93 million - 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC 02 - D+Lr, V - 2673, V design 2385 lbs Bending(+): LC 02 - D+Lr, M - 12029 lbs -ft - Deflection: LC N2 - D+Lr (live) , LC §2 - D+Lr (total) ' D -dead L -live S -snow W -wind I -impact Lr -roof live Lc -concentrated E -earthquake 'All LC's are listed in the Analysis output .Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI - 374e06 lb-in2/ply - "Live" deflection - Deflection from all non -dead loads (live, wind, snow...) Total Deflection - 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC 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. System factor KH may not apply to field -assembled multi -ply beams. 4. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 5. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. 6. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys. 7. FIRE RATING: Joists, wall studs, and multi -ply members are not rated for fire endurance. Mil COMPANY PROJECT Wood.Wofks S'oslwAREFOR wo'oa DESIGN Oct. 14, 2016 11:31 BS.wwb " - Design Check Calculation Sheet Wood Works Sizer 10.2 Loads: Load Type. Distribution Pat- Location Ift) Magnitude Roof Live 2747 - 2747 Factored: Total Bearing: _ 5803 Start End Start End 1.65 Loa 1 Dead Fu Area 1.65•• Live Defl'n 20.00(12.00)' EUnittern Load2 Roof live FullArea Total Defl'n 0.84 - 20.00(12.00)• 1.14 - Self-wei ht Dead Full UDL 27.2 ariou.ary - n %+ i Maximum Reactions (lbs) and Bearing Lengths (in) : r 27-10.7" - Unfactored: Anal sis Value Dead 3056 3056 Roof Live 2747 - 2747 Factored: Total Bearing: _ 5803 5803 Length 1.65 1.65 Min re 'd 1.65•• 1.65•• minimum uuanng iengm govemea Dy are requires wiacn or me supporting memoer. LVL n -ply, 1.8E, 2600Fb, 1-314"x18", 3 -ply (5-114"x18") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 27-10.7"; Lateral support: top= at supports, bottom= at supports; Repetitive factor. applied where permitted (refer to online help); Analysis vs. Allowable Stress (Dsil and Deflection (in) ..Ina NIS 2012: Criterion Anal sis Value Desi n Value Anal aie/Desi n Shear fv - 79 Fv' - 285 fv Fv' - 0.28 Bending(+) fb - 1389 Fb' - 2413 fb/Fb' - 0.58 Live Defl'n 0.31 - L/866 0.76 - L/360 0.42 Total Defl'n 0.84 - L/324 1.14 - L/240 0.74 Additional Data: FACTORS: F/E(psi)CD CM Ct CL .CV Cfu Cr Cfrt Ci Cn LCH Fv' 285 1.00 - 1.00 - - - 1.00 - 1.00 2 - F'b'+ 2600 1.00 - 1.00 0.892 0.95 - 1.04 1.00 - - 2 Fcp' 750 - - 1.00 - - - - 1.00 - - - E' 1.8 million - 1.00 - - . - - 1.-D0 - - 2 Eminy' 0.93 million - 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear LC #2 - D+Lr, V = 5770, V design - 4974 lbs Bending(+): LC 112 - D+Lr, M - 32816 lbs -ft _ Deflection: LC 02 - D+Lr (live) ` LC 82 - D+Lr (total) , D -dead L -live S -snow W -wind I-impaet Lr -roof live Lc -concentrated E -earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 "- CALCULATIONS: Deflection: EI - 1531e06 lb-in2/ply "Live" deflection - Deflection from all non -dead loads (live, wind, snow...) Total Deflection - 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. Wood Works 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. System factor KM may not apply to field -assembled multi -ply beams. 4. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 5. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. 6. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys. 7. FIRE RATING: Joists, wall studs, and multi -ply members are not rated for fire endurance. i t COMPANY PROJECT WoodWor-k.$O. . MRWME FOR WOOD DESIGN Nov. 15, 2016 13:26 B9.wwb Design Check Calculation Sheet Wood Works Sizer 10.2 Loads: Load Type Distribution Pat- Location [ft) Magnitude Unit 1019 1019 Factored: 2100 tern Start End Start End Live Defl'n 0.14 - <L/999 Loadl Dead Full Area Min re 'd 0.96 20.00 (7.50)" psf Load2 Roof live Full Area 20.00 (7.50)• psf Self -weight Dead Full UDL 9.4 if *Tributary Width (ft) Maximum Reactions (lbs) and Bearing Lengths (in) : 13,-7" J 0, 13,-6„ Unfactored: lAnalysis value Desi n Value Dead 1082 1082 Roof Live 1019 1019 Factored: 2100 2100 Total Live Defl'n 0.14 - <L/999 Bearing: Length" 0.96 0.96 Min re 'd 0.96 0.96 Lumber -soft, D.Fir-L, SS, 4x12 (3-1/2"x11-1/4") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 1T-7.0"; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using Nos 2012: Criterion lAnalysis value Desi n Value Analysis/Design _ Shear fv = 68 Fv' = 180 fv/Fv' = 0.38 Bending(+) fb - 1145 Fb' - 1566 fb/Fb' - 0.73 Live Defl'n 0.14 - <L/999 0.45 = L/360 0.32 Total Defl'n 0.37 - L/439 0.68 - L/240 0.55 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.00 1.00 1.00 - - - 1.00 1.00 1.00 2 Fb'+ 1500 1.00 1.00 1.00 0.949 1.100 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.9 million 1.00 1.00 - - - 1.00 1.00 - 2 Emin' 0.69 million 1.00 1.00 - - - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: - Shear : LC #2 - D+Lr, V - 2088, V design. 1786 lbs Bending(+): LC #2 - D+Lr, M - 7047 lbs -ft Deflection: LC #2 - D+Lr (live) ' LC #2 - D+Lr (total) D -dead L=live S=snow W -wind I -impact Lr -roof live Lc=concentrated E -earthquake A11 LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 ' CALCULATIONS: Deflection: EI - 789e06 lb-in2 "Live deflection - Deflection from all non -dead loads (live,'wind, snow...) Total Deflection - 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. Wood Works 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. COMPANY PROJECT Wood Wo rk SOFTWARE FOA WOOD OEM Nov. 15, 2016 13:26 B10.wwb Design Check Calculation Sheet Wood Works Sizer 10.2 Lnads- Load Type Distribution Pat- Location [ft] Magnitude Unit 105 100 Bearing: tern Start End Start End 0.50* Loadl Dead Full Area 0.50* 0.74 - L/290 5 29.0)* psf Load2 Dead Point 6.00 28 I lbs elf -weight Dead Full UDL plf -trlDucary wxucn tin) Maximum Reactions (lbs) and Bearing Lengths (in) : 14'-9.5" F Unfactored: Anal sis Value Desi n Value Dead 105 100 Factored: Total 105 100 Bearing: Fb' - 1211 fb/Fb' - 0.54 Length 0.50* 0.50* Min re 'd 0.50* 0.50* mirnmurn ueanng iengtn setung use¢ vc iur enu bupputtb... Lumber -soft, D.Fir-L, No.2, 2x6 (1-1/2"x5-1/2") Supports: All - Timber -soft Beam, D.Fir-L No.2 Roof joist spaced at 24.0" c/c; Total length: 14'-9.5'; Lateral support: top= full, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2012: Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fv 18 Fv' - 162 fv/Fv' - 0.11 Bending(+) fb - 657 Fb' - 1211 fb/Fb' - 0.54 Live Defl'n negligible - Total'Defl'n 0.71 L/248 0.74 - L/290 0.97 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 0.90 1.00 1.00 - - 1.00 1.00 , 1.00 1 Fb'+ 900 0.90 1.00 1.00 1.000 1.300 1.00 1.15 1.00 1.00 - 1 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - 1.00 1.00 - 1 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00, - 1 CRITICAL LOAD COMBINATIONS: Shear : LC #1 = D only, V - 105, V design = 99 lbs Bending(+): LC #1 - D only, M = 414 lbs -ft Deflection:•LC #1 - D only (total) D=dead L -live S=snow W -wind I -impact Lr -roof live Lc -concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: , Deflection: EI 33e06 lb-in2 "Live" deflection - Deflection from all non -dead loads (live, wind, snow...) Total Deflection = 1.50(Dead Load Deflection) +.Live Load Deflection. Design Notes: 1. Wood Works 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. 4. FIRE RATING: Joists, wall studs, and multi -ply members are not rated for fire endurance. r Rancho Engineering 5550 Skyway #c Paradise, CA 95969 Phone/Fax: (530) 877-3700 Project Title: Engineer: Project Descr: Project ID: F1 „ Code.:References Description : F1 Via, , Y. Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 7-10 General;liifotTrtati'onw,; Material Properties Soil Design Values ...:::. ::. ...::4.;.,.;•:.,, fc : Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.0 ksf fy : Rebar Yield = 40.0 ksi Increase Bearing By Footing Weight = No Ec : Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 200.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.850 Analysis Settings Increases based on footing Depth Footing base depth below soil surface = ft Min Steel % Bending Reinf. = Allowable pressure increase per foot of deptl= ksf Min Allow % Temp Reinf. = 0.0020 when footing base is below = ft Min. Overturning Safety Factor = 1.50 :1 Lr L S W E H Min. Sliding Safety Factor = 1.50 :1 Increases based on footing plan dimension k Add Ftg Wt for Soil Pressure No Allowable pressure increase per foot of depl = ksf Use ftg wt for stability, moments & shears No when maximum length or width is greater4 ft Add Pedestal Wt for Soil Pressure No k -ft _.....-_....__._..._......._.... Use Pedestal wt for stability, mom & shear No k V -z = k Width parallel to X -X Axis = 3.0 ft Length parallel to Z -Z Axis = 3.0 ft Footing Thicknes = 12.0 in Pedestal dimensions... px : parallel to X -X Axis = in pz : parallel to Z -Z Axis = in Height = in Rebar Centerline to Edge of Concrete.. at Bottom of footing = 3.0 in • .r. .F., - --:tr- ,fi. .C'+r . Sr r'�`s- .'",f '� � .ul;%9"e Retnforciiogi v E.,�•�,� :� . �, � ,,w;� :�'r.= Z Bars parallel to X -X Axis Number of Bars = 5 Reinforcing Bar Size = # 4 Bars parallel to Z -Z Axis Number of Bars = 5 — :, .-, ;,,.,:::.. ,...;•:,.;:.:,.;,.,•:, ...:::. ::. ...::4.;.,.;•:.,, Reinforcing BarSiz( _ # 4 Illltll IIIII.^.��'•�'.`��+,� � '?�`'�1�'Illnll� III II Illllll'-.,:L`'�:`~°�'as`:•r�':"3';'`��'•�t;:�!I IIIIIIII Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a ys« v'n•eQi ,t kr � E rXv .� .� .7�3 •iw anyz•. AppltedfLoats'�, _ .��, a,«"_ twf D Lr L S W E H P: Column Load = 3.462 2.236 k OB: Overburden = ksf...... ...... ..... _.......... ... ....... ........_-...... .... _........ ................ ...... __......._ _ M-xx = _.._..-__._.-._.--... -- ------ ------ _......... ......... _._..-......... k -ft M-zz = ......................-_...................._.......................__........-_..._............................................._.......................----..........................._..............--......_......__...._....._......_._.._................_........_......-........-_.........._ k -ft _.....-_....__._..._......._.... V -x = k V -z = k Rancho Engineering 5550 Skyway #c Paradise, CA 95969 Phone/Fax: (530) 877-3700 y Project Title: Engineer: Project ID: Project Descr. Description : Ft ' y� 7 , Y .,raj. !J j..: �±•• te9� 2 Yr. "'�' ['{S Min. Ratio hem Applied Capacity Governing Load Combination PASS 0.6331 Soil Bearing 0.6331 ksf 1.0 ksf +D+S+H about Z -Z axis PASS n/a Overturning - X -X 0.0 k -ft 0.0 k -ft No Overturning PASS n/a Overturning - Z -Z 0.0 k -ft 0.0 k -ft No Overturning PASS n/a Sliding - X -X 0.0 k 0.0 k No Sliding PASS - n/a Sliding - Z -Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.1106 Z Flexure (+X) 0.9665 k -ft 8.739 k -ft +1.20D+0.50L+1.60S+1.60H PASS 0.1106 Z Flexure (-X) 0.9665 k -ft 8.739 k -ft +1.20D+0.50L+1.60S+1.60H PASS 0.1106 X Flexure (+Z) 0.9665 k -ft 8.739 k -ft +1.20D+0.50L+1.60S+1.60H PASS 0.1106 X Flexure (-Z) 0.9665 k -ft 8.739 k -ft +1.20D+0.50L+1.60S+1.60H PASS 0.07019 1 -way Shear (+X) 5.966 psi 85.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.07019 1 -way Shear (-X) F 5.966 psi 85.0 psi +1.20D+0.50L+1,60S+1,60H • PASS 0.07019 1 -way Shear (+Z) 5.966 psi 85.0 psi +1.20D+0.50L+1.60S+1.60H ' PASS 0.07019 1 -way Shear (-Z) 5.966 psi 85.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.1327 2 -way Punching 22.565 psi 170.0 psi +1.20D+0.50L+1.60S+1.60H Detailed Restlts�xKa �z',,��•6 r' Soil Bearing Rotation Axis & Actual Soil Bearing Stress Actual 1 Allowable Load Combination... Gross Allowable Xecc Zecc Bottom, -Z - Top, +Z Left, -X Right, +X Ratio Rancho Engineering Project Title: 5550 Skyway #c Engineer: Paradise, CA 95969 Project Descr: Phone/Fax: (530) 877-3700 Description : F2 Project ID: F; Printed: 14 OCT 206,11:35AM Width parallel to X -X Axis = 2.250 ft Length parallel to Z -Z Axis = 2.250 ft Footing Thicknes; = 12.0 in Pedestal dimensions... px parallel to X -X Axis = in pz parallel to Z -Z Axis = in Height = in Rebar Centerline to Edge of Concrete.. at Bottom of footing = 3.0 in e lerc Bars parallel to X -X Axis Z Number of Bars 4 Reinforcing Bar Size = # 4 Bars parallel to Z -Z Axis Number of Bars = 4.0 J Reinforcing Bar Siz( # 4 Eli •1 11111 Bandwidth Distribution Check (ACI 15.4.4.2) Jq wlamnmm! Direction Requiring Closer Separation n/a Z-2. Section LOOXIng 10 -A # Bars required within zone n/a # Bars required on each side of zone n/a �Wp'§ fteof'E-4�40 4001 D Lr L S W E H P: Column Load = 2.341 1.727 k OB: Overburden = ksf . . .. . .. ......... . .............. . ...... ........ M-xX = k -ft M-zz = k -ft . . ...... . ...... . . . . ................................... ....................................................... ... V -x k V -z = k Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10 Material Properties Soil Design Values fc Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.0 ksf fy Rebar Yield = 40.0 ksi Increase Bearing By Footing Weight = No Ec: Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 200.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 (p Values Flexure = 0.90 Shear = Analysis Settings 0.850 Increases based on footing Depth Footing base depth below soil surface = ft Min Steel % Bending Reinf. = Allowable pressure increase per foot of deptl= ksf Min Allow % Temp Reinf. = 0.0020 when footing base is below = ft Min. Overturning Safety Factor = 1.50 1 Min. Sliding Safety Factor = 1.50 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure No Allowable pressure increase per foot of dept = ksf Use f1g wt for stability, moments & shears No when maximum length or width is greater4 ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability, mom & shear No Ml mpnspnsf, V,'. Mg, -won Width parallel to X -X Axis = 2.250 ft Length parallel to Z -Z Axis = 2.250 ft Footing Thicknes; = 12.0 in Pedestal dimensions... px parallel to X -X Axis = in pz parallel to Z -Z Axis = in Height = in Rebar Centerline to Edge of Concrete.. at Bottom of footing = 3.0 in e lerc Bars parallel to X -X Axis Z Number of Bars 4 Reinforcing Bar Size = # 4 Bars parallel to Z -Z Axis Number of Bars = 4.0 J Reinforcing Bar Siz( # 4 Eli •1 11111 Bandwidth Distribution Check (ACI 15.4.4.2) Jq wlamnmm! Direction Requiring Closer Separation n/a Z-2. Section LOOXIng 10 -A # Bars required within zone n/a # Bars required on each side of zone n/a �Wp'§ fteof'E-4�40 4001 D Lr L S W E H P: Column Load = 2.341 1.727 k OB: Overburden = ksf . . .. . .. ......... . .............. . ...... ........ M-xX = k -ft M-zz = k -ft . . ...... . ...... . . . . ................................... ....................................................... ... V -x k V -z = k Rancho Engineering 5550 Skyway #c Paradise, CA 95969 Phone/Fax: (530) 877-3700 Project Title: Engineer: Project Descr. Project ID: X Description : F2 DESIGN SllIIi1M,4,RY� ''�� . � �� " � x �.>�{; s - . • _ *�t'.� Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.8036 Soil Bearing 0.8036 ksf 1.0 ksf +D+S+H about Z -Z axis PASS n/a Overturning - X -X 0.0 k -ft 0.0 k -ft No Overturning PASS n/a Overturning - Z -Z 0.0 k -ft 0.0 k -ft No Overturning PASS n/a Sliding - X -X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z -Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.07488 Z Flexure (+X) 0.6966 k -ft 9.303 k -ft +1.20D+0,50L+1.60S+1.60H PASS 0.07488 Z Flexure (-X) 0.6966 k -ft 9.303 k -ft +1.20D+0.50L+1.60S+1.60H PASS 0.07488 X Flexure (+Z) 0.6966 k -ft 9.303 k -ft +1.20D+0.50L+1.60S+1.60H PASS 0.07488 X Flexure (-Z) 0.6966 k -ft 9.303 k -ft +1.20D+0.50L+1.60S+1.60H PASS 0.04496 1 -way Shear (+X) 3.822 psi 85.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.04496 1 -way Shear (-X) 3.822 psi 85.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.04496 1 -way Shear (+Z) 3.822 psi 85.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.04496 1 -way Shear (-Z) 3.822 psi 85.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.08993 2 -way Punching 15.288 psi 170.0 psi +1.20D+0.50L+1.60S+1.60H Soil Rotation Axis & Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc Zecc Bottom, -Z Top, +Z Left, -X Right, +X Ratio Rancho Engineering 5550 Skyway #c Paradise, CA 95969 Phone/Fax: (530) 877-3700 Project Title: Engineer: Project Descr: Project ID: FS Description : F3 ,C600 References IIIIIN VIII .; Tj.;J;i,'.; ;:_, ;•, 1111111 II Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Direction Requiring Closer Separation n/ao� Load Combinations Used: ASCE 7-10 # Bars required within zone n/a G:eneral,lnformat-ion r # Bars required on each side of zone n/a App40d Loads ' " U '" Material Properties Soil Design Values fc : Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.0 ksf fy : Rebar Yield = 40.0 ksi Increase Bearing By Footing Weight = No Ec : Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 200.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 W Values Flexure = 0.90 .... _.... -- k -ft M -ZZ = .._........._..........._............__..._.__..__..._....._... Shear = Analysis Settings 0.850 Increases based on footing Depth Footing base depth below = ft Min Steel % Bending Reinf. = ...__._.._.....-_.._.._.._..._..._....._ ................_._.._..__..... soil surface Allowable pressure increase per foot of deptl= ksf Min Allow % Temp Reinf. = 0.0020 when footing base is below = ft Min. Overturning Safety Factor = 1.50 :1 Min. Sliding Safety Factor = 1.50 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure No Allowable pressure increase per foot of dept = ksf Use ftg wt for stability, moments & shears No when maximum length or width is greater# ft Add Pedestal Wt for Soil Pressure No Use Pedestal wi for stability, mom & shear No Width parallel to X -X Axis = 1.75 ft Length parallel to Z -Z Axis = 1.75 ft Footing Thicknes = 12 in Pedestal dimensions... px : parallel to X -X Axis = in pz : parallel to Z -Z Axis = in Height = in Rebar Centerline to Edge of Concrete.. at Bottom of footing = 3.0 in faes.F 3n,:'�n. Bars parallel to X -X Axis Number of Bars Reinforcing Bar Size Bars parallel to Z -Z Axis Number of Bars Reinforcing Bar Siz( 3 # 4 3 # 4 t IIIIIG VIII . ?.-z?,`.•r ""d�'��,�.:. • ?'•.i;z�i NIIIII®NNII II IIIGNI ,..,,s1:= :•.<,,,�r�:;;,:lll IIIA II 1111111 ' x�': {''??�N�?�"f';=•xK`°: III�IIIIIIII Bandwidth Distribution Check (ACI 15.4.4.2) IIIIIN VIII .; Tj.;J;i,'.; ;:_, ;•, 1111111 II `,r=' ;, II IIIINI �;,, ;..;,,.,;,_�`;�,�;f;.•;,..•:•;-.x;.11 1111111 Direction Requiring Closer Separation n/ao� # Bars required within zone n/a oo o # Bars required on each side of zone n/a App40d Loads ' " U '" D Lr L S W E H P: Column Load = 1.418 1.264 k OB : Overburden = ...... .......... -....................... ksf M-xx = --..... ............ ... _ --...__.._._._._.__....__..._......... .... _......... ---................. --...... _...._.__............ .... ---- ----.__....._..__._..._. .... _.... -- k -ft M -ZZ = .._........._..........._............__..._.__..__..._....._... --._..._._.__....._._._._...... ----- k -ft V -x = --....._.�._—_ ...__._.._.....-_.._.._.._..._..._....._ ................_._.._..__..... –._......_.. k V -Z = k Rancho Engineering 5550 Skyway #c . Paradise, CA 95969 Phone/Fax: (530) 877-3700 Project Title: ,Engineer: Project Descr: Project ID: F-40 Description ; F3 DESIGNSUMMARY� �n,ay _, ry Design • Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.8758 Soil Bearing 0.8758 ksf 1.0 ksf +D+S+H about Z -Z axis PASS n/a Overturning - X -X 0.0 k -ft 0.0 k -ft No Overturning PASS n/a Overturning - Z -Z 0.0 k -ft 0.0 k -ft No Overturning PASS n/a Sliding - X -X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z -Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.05183 Z Flexure (+X) 0.4655 k -ft 8.981 k -ft +1.20D+0.50L+1.60S+1.60H PASS 0.05183 Z Flexure (-X) 0.4655 k -ft . 8.981 k -ft +1.20D+0.50L+1.60S+1.60H PASS 0.05183 X Flexure (+Z) 0.4655 k -ft 8.981 k -ft +1.20D+0.50L+1.60S+1.60H PASS 0.05183 X Flexure (-Z) 0.4655 k -ft 8.981 k -ft +1.20D+0.50L+1.60S+1.60H PASS 0.01545 1 -way Shear (+X) 1.314 psi 85.0 psi +1.20D+0.50L+1.60S+1.60H ` PASS 0.01545 1 -way Shear (-X) 1.314 psi 85.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.01545 1 -way Shear (+Z) 1.314 psi 85.0 psi +1.20D+0.50L+1.60S+1,60H PASS 0.01545 1 -way Shear (-Z) 1.314' psi _ 85.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.05492 2 -way Punching 9.336 psi 170.0 psi +1.20D+0.50L+1.60S+1.60H Soil Bearing Rotation Axis & Actual Soil Bearing Stress Actual I Allowable Top, Left, Right, +X Ratio Load Combination... Gross Allowable Xecc Zecc Bottom, -Z +Z -X Rancho Engineering 5550 Skyway #c Paradise, CA 95969 Phone/Fax: (530) 877-3700 Project Title: Engineer: Project Descr. Project ID: Description : R Code;:Refererices 4.0 Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Reinforcing Bar Size = # 4 Load Combinations Used : ASCE 7-10 Bars parallel to Z -Z Axis Material Properties Soil Design Values :>s., :; .,,., ;5.:..'..<. �'i� fc : Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.0 ksf No fy : Rebar Yield = 40.0 ksi Increase Bearing By Footing Weight = Ec : Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 200.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 N Values Flexure = 0.90 Shear = 0.850 Analysis Settings Increases based on footing Depth Footing base depth below soil surface = ft Min Steel % Bending Reinf. = Allowable pressure increase per foot of deptl= ksf Min Allow % Temp Reinf. = 0.0020 when footing base is below = ft Min. Overturning Safety Factor = 1.50 :1 Min. Sliding Safety Factor = 1.50: 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure No Allowable pressure increase per foot of depl = ksf Use ftg wt for stability, moments & shears No when maximum length or width is greater4 ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability, mom & shear No 'i. 4e< A. �Y.�. %f FM.. -.y i.Si M -vi• L ,it �, Width parallel to X -X Axis = 2.50 ft Length parallel to Z -Z Axis = 2.50 ft Footing Thicknes = 12.0 in Pedestal dimensions... px : parallel to X -X Axis = in pz : parallel to Z -Z Axis = in Height - in Rebar Centerline to Edge of Concrete.. at Bottom of footing = 3.0 in Reinforcing s ; Bars parallel to X -X Axis Z Number of Bars - 4.0 Reinforcing Bar Size = # 4 Bars parallel to Z -Z Axis Number of Bars = 4.0 :>s., :; .,,., ;5.:..'..<. �'i� .' S• t`:::: 5:=;'::i'::, Reinforcing Bar SizE _ # 4 IIIIIIII IIII ��x'• "` `III III I I :•.,`, � �- � `" I . ...r:SKii•'�::l.w%.4 �:Se��'; �:t:.4: �•: ;SS,�• .,.,; ,.� •' .;>4i+},•.(�.4y�•.. t�'}:.(��A:s;.':SCjL.}Y = Bandwidth Distribution Check (ACI 15.4.4.2) "' "f' 1111111 IIII II 1111111 Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a t D Lr L S W E H P: Column Load = 3.056 2.747 k OB: Overburden = ksf - ..._.._..._..... .........................-...._..-----......._._.......___..... _.._---..__.--._..._.._...---._..._..._._.._............. -........ _...--..........._.-........... _._....... M-xx = k -ft M-zz = k -ft _...._.._._.. _ - - ._..__....... -..._---._...._..._.._........__.._...__.._.._..._..........._....---..__........_............._._.._............_..-..-....._........_...._.........__..._......_............................_................._...- V -x = k V -z = k Rancho Engineering 5550 Skyway #c Paradise, CA 95969 V Phone/Fax: (530) 877-3700 Project Title: Engineer: Project Descr: Project ID: 91; Description : F4 ' a- • Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.9285 Soil Bearing 0.9285 ksf 1.0 ksf +D+S+H about Z -Z axis . PASS n/a Overturning - X -X 0.0 k -ft 0.0 k -ft No Overturning PASS n/a Overturning - Z -Z 0.0 k -ft 0.0 k -ft No Overturning PASS n/a Sliding - X -X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z -Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.120 Z Flexure (+X) 1.008 k -ft w 8.399 k -ft +1.20D+0.50L+1.60S+1.60H PASS 0.120 Z Flexure (-X) 1.008 k- ft 8.399 k -ft +1.20D+0.50L+1.60S+1.60H PASS 0.120 X Flexure (+Z) 1.008 k -ft 8.399 k -ft +1.20D+0.50L+1.60S+1.60H PASS 0.120 X Flexure (-Z) 1.008 k -ft 8.399 k -ft +1.20D+0.50L+1.60S+1.60H PASS 0.07026 1 -way Shear (+X) 5.972 psi 85.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.07026 1 -way Shear (-X) 5.972 psi 85.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.07026 1 -way Shear (+Z) 5.972 psi 85.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.07026 1 -way Shear (-Z) 5.972 psi 85.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.1332 2 -way Punching 22.644 psi - 170.0 psi +1.20D+0.50L+1.60S+1.60H Soil Bearing Rotation Axis S Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc Zecc Bottom, -Z Top, +Z Left, -X Right, +X Ratio Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the'Settings' menu item Project Descr: and then using the *Printing & Title Block' selection. Description : F5 `Code References K"WWWWW Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 M-zz = Load Combinations Used: ASCE 7-10 V -z = Genef"R3 atwn M." Material Properties Soil Design Values f : Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.0 ksf fy : Rebar Yield = 40.0 ksi Increase Bearing By Footing Weight = No Ec : Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 200.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = Analysis Settings 0.850 Increases based on footing Depth Footing base depth below soil surface = ft Min Steel % Bending Reinf. = Allowable pressure increase per foot of depth = ksf Min Allow % Temp Reinf. = 0.0020 when footing base is below = ft Min. Overturning Safety Factor = 1..50 :1 Min. Sliding Safety Factor = 1.50 ;1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure No Allowable pressure increase per foot of depth = ksf Use ftq wt for stability, moments & shears No when maximum length or width is greater than= ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability, mom & shear No D,melnslioRM". �� ' Width parallel to X -X Axis = 1.250 ft Length parallel to Z -Z Axis = 1.250 ft Z Footing Thicknes = 12.0 in Pedestal dimensions... px : parallel to X -X Axis = in pz : parallel to Z -Z Axis = in Height = in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in Bars parallel to X -X Axis Number of Bars Reinforcing Bar Size Bars parallel to Z -Z Axis Number of Bars Reinforcing Bar Sizc 2.0 # 4 2.0 _ # 4 a Bandwidth Distributionhe _ ..._.:- I -r.•: ;::., C ck (ACI 15.4.4.2)-�=ri:; : },. �,^ rr,. 'x,: ';cp::�'•,'•-:: r+•�: , . z :+;::. Direction Requiring Closer Separation n/a >.•: +;s � �z•::•4t:" '�i•. ++x� ~ tet•.-+-x� ` ,•: , .,, �::;:� # Bars required within zone n/a # Bars required on each side of zone n/a D Lr L S W E H P: Column Load = 0.60 0.60 k OB: Overburden = ksf M-zz = k -ft V -z = k Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Description: F5 Project Title: Engineer: Project Descr: Aproject ID: DESIGN,'rSUMMAI2Y r �" �mgm;F x t+. '� - • PASS n/a Min. Ratio ttem Applied Capacity Governing Load CombinaUon PASS 0.7680 Soil Bearing 0.7680 ksf 1.0 ksf +D+Lr+H about Z -Z axis PASS n/a Overtuming - X -X 0.0 k -ft 0.0 k -ft No Overturning PASS n/a Overturning - Z -Z 0.0 k -ft 0.0 k -ft No Overturning PASS n/a Sliding - X -X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z -Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.0250 Z Flexure (+X) 0.210 k -ft 8.399 k -ft +1.20D+1.60Lr+0.50L+1.60H PASS 0.0250 Z Flexure (-X) 0.210 k -ft 8.399 k -ft +1.20D+1.60Lr+0.50L+1.60H PASS 0.0250 X Flexure (+Z) 0.210 k -ft 8.399 k -ft +1.20D+1.60Lr+0.50L+1.60H PASS 0.0250 X Flexure (-Z) 0.210 k -ft 8.399 k -ft +1.20D+1.60Lr+0.50L+1.60H PASS n/a 1 -way Shear (+X) 0.0 psi 85.0 psi n/a PASS 0.0 1 -way Shear (-X) 0.0 psi 0.0 psi n/a PASS n/a 1 -way Shear (+Z) 0.0 psi 85.0 psi n/a PASS n/a 1 -way Shear (-Z) 0.0 psi 85.0 psi n/a PASS n/a 2 -way Punching 3.319 psi 85.0 psi +1.20D+1.60Lr+0.50L+1.60H 0.3840 n/a n/a 0.384 X -X, +D+0.60W+H 1.0 n/a 0.0 0.3840 0.3840 Soil Rotation Axis & Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc Zecc Bottom -Z Top +Z Left, -X Right, +X Ratio X -X. +D+H 1.0 n/a 0.0 0.3840 0.3840 n/a n/a 0.384 X -X. +D+L+H 1.0 n/a 0.0 0.3840 0.3840 n/a n/a 0.384 X -X. +D+Lr+H 1.0 n/a 0.0 0.7680 0.7680 n/a n/a 0.768 X -X. +D+S+H 1.0 n/a 0.0 0.3840 0.3840 n/a n/a 0.384 X -X. +D+0,750Lr+0.750L+H 1.0 n/a 0.0 0.6720 0.6720 n/a n/a 0.672 X -X. +D+0.750L+0.750S+H 1.0 n/a 0.0 0.3840 0.3840 n/a n/a 0.384 X -X, +D+0.60W+H 1.0 n/a 0.0 0.3840 0.3840 n/a n/a 0.384 X -X. +D+0.70E+H 1.0 n/a 0.0 0.3840 0.3840 n/a n/a 0.384 X -X. +D+0.750Lr+0.75OL+0.450W+H 1.0 n/a 0.0 0.6720 0.6720 n/a n/a 0.672 X -X. +D+0.750L+0.750S+0.450W+H 1.0 n/a 0.0 0.3840 0.3840 n/a n/a 0.384 X -X. +D+0.750L40.750S+0.5250E+H 1.0 n/a 0.0 0.3840 0.3840 n/a n/a 0.384 X -X. +0.60D+0.60W+0.60H 1.0 n/a 0.0 0.2304 0.2304 n/a n/a 0.230 X -X. +0.60D+0.70E+0.60H 1.0 n/a 0.0 0.2304 0.2304 n/a n/a 0.230 Z -Z. +D+H 1.0 0.0 n/a n/a n/a 0.3840 0.3840 0.384 Z -Z. +D+L+H 1.0 0.0 n/a n/a n/a 0.3840 0.3840 0.384 Z -Z. +D+Lr+H 1.0 0.0 n/a n/a n/a 0.7680 0.7680 0.768 Z -Z. +D+S+H 1.0 0.0 n/a n/a n/a 0.3840 0.3840 0.384 Z -Z. +0+0.750Lr+0.750L+H 1.0 0.0 n/a n/a n/a 0.6720 0.6720 0.672 Z -Z. +D+0.750L+0.750S+H 1.0 0.0 n/a n/a n/a 0,3840 0.3840 0.384 Z -Z. +D+0.60W+H 1.0 0.0 n/a n/a n/a 0.3840 0,3840 0.384 Z -Z. +D+0.70E+H 1.0 0.0 n/a n/a n/a 0.3840 0.3840 0.384 Z -Z, +D+0.750Lr+0.750L+0.450W+H 1.0 0.0 n/a n/a n/a 0.6720 0.6720 0.672 Z -Z. +0+0.750L+0.750S+0.450W+H 1.0 0.0 n/a n/a n/a 0.3840 0.3840 0.384 Z -Z. +D+0.750L+0.750S+0.5250E+H 1.0 0.0 n/a n/a n/a 0.3840 0.3840 0.384 Z Z. +0 60D+0 60W+0.60H 1.0 0.0 n/a n/a n/a 0.2304 0.2304 0.230 Z Z ,+0 6QgR+Q 70�. 6OH + 1sOveiturning,;Sabllity;; 1.0 0.0 n/a n/a n/a 0.2304 0.2304 0.230 Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footino Has NO Overtumino All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding BUILDING ENERGY ANALYSIS REPORT BUTTE COUNTY PROJECT: DEC 01 2016 James Frost Construction RECOVED DEVELOPMENT „0„ SunView Road DEC 0 6 2016 SERVICES Oroville; Ca 95965. g� 6 '311 TRB AND ASSOCIATES Project Designer: James Frost Construction Paradise; California 228-0169 Report Prepared by: Bob Mangrum PARADISE MECHANICAL 5655 Almond Street Paradise, Ca 95969 (530) 877-8882 REVIEWED t FOR CODE COMPLIANCE JAN 12 2017 TRB AND ASSOCIATES Job Number: 16-021' PERMIT#g��n-r rot�`AENTSERVICES REVI E Date: CO E M L . 11/29/2016 DATE 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'Nonresidential2013 Building Energy Efficiency Standards. This program developed by EnergySoft, LLC'=www.energysoft.com. Energ Pro 6.7 by Energ Soft User Number: 3035 "i r `' , "^ %x 7D: 16-021 •, � .r ?' !� � yr _• S a • BUILDING ENERGY ANALYSIS REPORT BUTTE COUNTY PROJECT: DEC 01 2016 James Frost Construction RECOVED DEVELOPMENT „0„ SunView Road DEC 0 6 2016 SERVICES Oroville; Ca 95965. g� 6 '311 TRB AND ASSOCIATES Project Designer: James Frost Construction Paradise; California 228-0169 Report Prepared by: Bob Mangrum PARADISE MECHANICAL 5655 Almond Street Paradise, Ca 95969 (530) 877-8882 REVIEWED t FOR CODE COMPLIANCE JAN 12 2017 TRB AND ASSOCIATES Job Number: 16-021' PERMIT#g��n-r rot�`AENTSERVICES REVI E Date: CO E M L . 11/29/2016 DATE 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'Nonresidential2013 Building Energy Efficiency Standards. This program developed by EnergySoft, LLC'=www.energysoft.com. Energ Pro 6.7 by Energ Soft User Number: 3035 "i r `' , "^ %x 7D: 16-021 •, � .r ?' !� � yr _• S a TABLE OF CONTENTS ' r Y Cover Page 1 Table of Contents 2 Form CF -1 R -PRF -01-E Certificate of Compliance 3 Form RMS -1 Residential Measures Summary 12 Form MF -1 R Mandatory Measures Summary 13 HVAC System Heating and Cooling Loads Summary_ 17 j. y EnergyPro 6.7 by EnergySoft Job Number:' 11): 16-021 User Number: 3035 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building _ Calculation Date/Time: 11:33, Tue, Nov 29, 2016 . Calculation Description: Title 24 Analysis Input File Name: 0 Sunview Rd.xml CF1 R -PRF -G1 Page 1 of 9 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 "0" SunView Road Compliance Margin Percent Improvement 04 City Oroville 05 Standards Version Compliance 2015 06 Zip Code 95965 07 Compliance Manager Version BEMCmpMgr 2013-4 (744) 08 Climate Zone CZ11 09 Software Version EnergyPro 6.6 10 Building Type Single Family 11 Front Orientation (deg/Cardinal) 70 12 Project Scope Newly Constructed 13 Number of Dwelling Units 1 14 Total Cond. Floor Area (ft2) 2161 15 Number of Zones 1 16 Slab Area (ft2)- . 17 Number of Stories 1 18 Addition Cond. Floor Area N/A 19 Natural Gas Available No 20 Addition Slab Area (ft2) N/A 21 Glazing Percentage (%) 14.3%. COMPLIANCE RESULTS 01 Building Complies with Computer Performance 02 This building incorporates features that require field-testing and/or verification by a certified, HERS rater under the supervision of a CEC-approved HERS provider. 03 This building incorporates one or more Special Features shown below Registration Number: 216N0359193B-000000000-0000 Registration Date/Time: 201611-29 11:48:45 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-04072016-744 Report Generated at: 2016-11-2911:34:59 ENERGY USE SUMMARY 04 05 06 07 - n 08 Energy Use (kTDV/ft2-yr) Standard Design Proposed Design Compliance Margin Percent Improvement Space Heating 22.65 26.39 -3.74 -16.5% Space Cooling 38.82 44.72 -5.90 -15.2% IAQ. Ventilation 1.11 1.11. -0.00 0.0% Water Heating 33.18 21.82 11.36 34.2% Photovoltaic Offset — 0.00 0.00 — Compliance Energy Total 95.76 94.04 1.72 1.8% Registration Number: 216N0359193B-000000000-0000 Registration Date/Time: 201611-29 11:48:45 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-04072016-744 Report Generated at: 2016-11-2911:34:59 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD r' '.CF1R-PRF-01 Project Name: Residential Building Calculation Date/Time: 11:33, Tue, Nov 29; 2016 Page 2 of 9 Calculation Description: Title 24 Analysis Input File Name: 0 Sunview Rd.xml a - . a �•. — - .. � HERS FEATURE SUMMARY The following is a summary of the features that must be field -verified by a certified HERS Rater as a condition for meeting the modeled energy performance for this computer analysis. Additional detail is provided in the building components tables below. Building -level Verifications: • IAQ mechanical ventilation Cooling System Verifications: • Refrigerant Charge HVAC Distribution System Verifications: _ • . — None — Domestic Hot Water System -Verifications: None — _ ENERGY DESIGN RATING This is the sum of the annual TDV energy consumption for. energy use components included in the performance compliance approach for the Standard Design Building (Energy Budget) and the annual TDV energy consumption for lighting.and components not regulated by Title 24, Part 6 (such as domestic -appliances and consumer electronics) and accounting for the annual TDV energy offset by an on-site renewable energy system. Reference Energy Use . _ Energy Design Rating Margin Percent Improvement Total Energy (kTDV/f2-yr)' 152.14 150.42 1.72 1.1% includes calculated Appliances and. Miscellaneous Energy.Use (AMEU) 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 2161 1 .3 1 0 1 ZONE INFORMATION 01 02 03 04 05 06 07 Zone Name Zone Type HVAC System Name Zone Floor Area (ft2) Avg. Ceiling Height Water Heating System 1 Water Heating System 2 Zone 1 Conditioned HVAC Systeml 2161 9.2 DHW Sys 1 Registration Number: 216-N0359193B-000000000-0000 Registration Date/Time: 2016-11-29 11:48:45 CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-04072016-744 HERS Provider: CaICERTS inc. Report Generated at: 2016-11-29 11:34:59 CERTIFICATE'OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential -Building Calculation Date/Time: 11:33, Tue, Nov 29, 2016 Calculation Description: Title 24 Analysis Input File Name: 0 Sunview Rd.xml CF1 R -PRF -01 . Page 3 of 9 OPAQUE SURFACES — 01 02 01 02 03 04 OS 06 07 08 Name Zone Construction Azimuth Orientation Gross Area (ft2) Mndow & Door Area (ft2) Tilt (deg) Front Right Wall Zone 1 R-15 Wall 30 - specify - 18 7.504 90 Front Wall Zone 1 R-15 Wall 70 Front 611.8 100.002 90 Front Left Wall Zone 1 R-15 Wall 90 - specify - 18 7.504 90 Left Wall Zone 1 R-15 Wall 160 Left 353.3 34.9971 90 Rear Wall Zone 1 R-15 Wall 250 Back 611.8 150.997 90 Right Wall Zone 1 R-15 Wall 340 Right 353.3 38 90 Roof Zone 1 R-44 Roof Att ic 2161 ATTIC — 01 02 03 04 05 06 07 08 Name Construction . Type Roof Rise Roof Reflectance Roof Emittance Radiant Barrier Cool Roof. Attic Zone 1 Attic RoofZone I Ventilated , 4 Y 0.1 0.85 Yes No Registration Number: 216-N0359193B-000000000-0000 Registration Date/Time: 2016-11-29 11:48:45 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-04072016-744 Report Generated at: 2016-11-29 11:34:59 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Description: Title 24 Analysis Calculation Daterrime: 11:33, Tue, Nov 29, 2016 Input File Name: 0 Sunview Rd.xml CF1R-PRF-01 Page 4 of 9 WINDOWS 01 02 03 04 05 06 07 08 09 10 Name Type Surface (Orientation -Azimuth) Width (ft) Height (ft) Multipli er Area (ft2) U -factor SHGC Exterior Shading FR1 Window Front Right Wall (- specify -30) 1.6 5.0 0.938 7.5 0.33 0.23 Insect Screen (default) F2 Window Front Wall (Front -70) 6.0 5.0 1 30.0 0.33 0.23 Insect Screen (default) F4 Window Front Wall (Front -70) 1.0 5.0 1 5.0 0.33 0.23 Insect Screen (default) F5 - DOOR Window Front Wall (Front -70) 3.0 3.7 0.906 10.0 0.33 0.23 Insect Screen (default) F6 Window Front Wall (Front -70) 1.0 5.0 1 5.0 0.33 0.23 Insect Screen (default) F8 Window Front Wall (Front -70) 2.5 4.0 1 10.0 0.33 0.23 Insect Screen (default) F9 Window Front Wall (Front -70) 2.0 1.5 1 3.0 0.33 0.23 Insect Screen (default) F10 Window Front Wall (Front -70) 6.0 4.5 1 27.0 0.33 0.23 Insect Screen (default) FL3 Window Front Left Wall (- specify -90) 1.6 5.0 0.938 7.5 0.33 0.23 Insect Screen (default) L11 Window Left Wall (Left -160) 2.0 4.5 1 9.0 0.33 0.23 Insect Screen (default) L12 Window Left Wall (Left -160) 4.0 1.5 1 6.0 0.33 0.23 Insect Screen (default) L14 Window Left Wall (Left -160) 3.0 3.7 0.908 10.0 0.33 0.23 Insect Screen (default) B13 Window Rear Wall (Back -250) 4.0. 1.5 1 6.0 0.33 0.23 Insect Screen (default) B15 Window Rear Wall (Back -250) 3.0 4.5 1 13.5 0.33 0.23 Insect Screen (default) B16 Window - Rear Wall (Back -250) - 4.0 4.5 1 18.0 0.33 0.23 Insect Screen (default) B17 Window Rear Wall (Back -250) 3.0 4.5 1 13.5 0.33 0.23 Insect Screen (default) B18 Window Rear Wall (Back -250) 6.0. 4.5 1 27.0 0.33 0.23 Insect Screen (default) B19 Window Rear Wall (Back -250) 2.0 5.0 1 10.0 0.33 0.23 Insect Screen (default) B20 Window Rear Wall (Back -250) 5.0 5.0 1 25.0 0.33 0.23 Insect Screen (default) B21 Window Rear Wall (Back -250) 2.0 5.0 1 10.0 0.33 0.23 Insect Screen (default) 622 -Door Window Rear Wall (Back -250) 3.0 3.7 0.908 10.0 0.33 0.23 Insect Screen (default) B23 Window Rear Wall (Back -250) 4.0 2.0 1 8.0 0.33 0.23 Insect Screen (default) R7 Window Right Wall (Right -340) 4.0 2.0 1 8.0 0.33 0.23 Insect Screen (default) R24 Window Right Wall (Right -340) 2.0 5.0 1 10.0 0.33 0.23 Insect Screen (default) R25 Window Right Wall (Right -340) 4.0 50.0 0.1 20.0 0.33 0.23 Insect Screen (default) Registration Number: 216-N03591938-000000000-0000 CA Building Energy Efficiency Standards - 2013 Residential Compliance Registration Date/Time: 2016-11-29 11:48:45 Report Version - CF1R-04072016-744 HERS Provider: CaICERTS inc. Report Generated at: 2016-11-29 11:34:59 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD' - CF1R-PRF-01 Project Name: Residential Building Calculation Date/Time:.11:33, Tue, Nov 29, 2016 Page 5 o 9 Calculation Description: Title 24 Analysis Input file Name: 0 Sunview Rd.xml ' DOORS 01 Name 02 - Side of Building 03 Area (ft 2) 04 1.1 -factor Door - F5 Front Wall 10.0 0.50 Door Left Wall 10.0 0.50 Door - B22 Rear Wall 10.0 0.50 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 11:33, Tue, Nov 29, 2016 Calculation Description: Title 24 Analysis Input File Name: 0 Sunview Rd.xml CF1R-PRF-01 Page 6 of 9 OVERHANGS AND FINS 01 02 03 04 05 06 07 08 09 10 11 12 13 14 Overhang Left Fin Right Fin Window Depth Dist Up Left Extent Right Extent Flap Ht. Depth Top Up DistL Bot Up Depth Top Up Dist R Bot Up FR1 7 0.1 7 7 0 0 0 0 0 0 0 0 0 F2 7 0.1 7 7 0 0 0 0 0 0 0 0 0 F4 7 0.1 7 7 0 0 0 0 0 0 0 0 0 F5 - DOOR 7 0.1 7 7 0 0 0- 0 0 0 0 0 0 F6 7 0.1 7 7 0 0 0 0 0 0 0 0 0 F8 2 0.1 2 2 0 0 0 0 0 0 0 0 0 F9 2 0.1 2 2 0 0 0 0 0 0 0 0 0 F10 2 0.1 2 2 0 0 0 0 0 0 0 0 0 FL3 7 0.1 7 7 0 0 0 0 0 0 0 0 0 L11 1 0.1 1 1 0 -0 0 0 0 0 0 0 0 L12 1 0.1 1 1 0 0 0 0 0 0 0 0 0 L14 1 0.1 1 1- 0 0 0 0 0 0 0 0 0 B13 1 0.1 1 1 0 0 0 0 0 0 0 0 0 615 1 0.1 1 -1.. 0 -0 0 — 0 0 0 0 0 0 B16 - 1 0.1 •1 1 0 0 0 0 0 0 0 0 0 B17 1 0.1 1 1. 0 0 0 0 0 0 0 0 0 B18. 1 0.1 1 1 0 0 0 0 0 0 0 0 0 B19 1 0.1 1 1 0 0 0 0 0 0 0 0 0 B20 1 0.1 1 1 0 0 0 0 0 0 0 0 0 B21 1 0.1 1 1 0 0 0 0 0 0 0 0 0 B22 -Door 1 0.1 1 1 0 0 0 0 0 0 0 0 0 B23 1 0.1 1 1 0 0 0. 0 0 0 0 0 0 R7 1 0.1 1 1 0 0 0 0 0 0 1 0 t 0 0 R24 1 0.1 1 1 0 0 0 0 0 0 0 0 0 R25 7 0.1 7 7 0 0 0 0 0 0 0 0 0 Registration Number: 216-N0359193B-000000000-0000 Registration Date/Time: 2016-11-29 11:48:45 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-04072016-744 Report Generated at: 2016-11-29 11:34:59 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Daterrime: 11:33, Tue, Nov 29, 2016 Calculation Description: Title 24 Analysis Input File Name: 0 Sunview Rd.xml CF1 R-PRF-tb1 Page 7of9 OPAQUE SURFACE CONSTRUCTIONS 01 02 03 04 06 06 07 08 Name Heater Element Type Tank Type Total Cavity Winter Design Input Rating Construction Name Surface Type Construction Type Framing R -value U -value. Assembly Layers 185000-Btu/hr 0 0 • Cavity/Frame: no insul. /2x4 Top Chrd 2x4 Top Chord of Roof Truss @ 24 Roof Deck: Wood Siding/sheathing/decking Attic RoofZone 1 Attic Roofs Wood Framed Ceiling in. O.C. none 0.644 Roofing: Light Roof (Asphalt Shingle) • Inside Finish: Gypsum Board • Cavity/Frame: R -15/2x4 • Exterior Finish: Wood R-15 Wall Exterior Walls Wood Framed Wall 2x4 @ 16 in. O.C. _ R 15 0.089 Siding/sheathing/decking • Inside Finish: Gypsum Board Ceilings (below - Cavity/Frame: R-9.1 /2x4 R-44 Roof Attic attic) Wood Framed Ceiling 2x4 @ 24 in. O.C. R 44 0.022 •" Over Floor Joists: R-34.9 insul. SLAB FLOORS 01 02 03 04 05 06 07 Name Zone Area (ft2) " Perimeter (ft) Edge Insul: R -value & Depth Carpeted Fraction Heated Slab. Zone 1 2161 209.8 None 0.8 No BUILDING ENVELOPE - HERS VERIFICATION 01 02 03 04 Quality` Insulation Installation (QII) Quality Installation of Spray Foam Insulation Building Envelope Air Leakage CFM50 Not Required Not Required Not Required — WATER HEATING SYSTEMS 01 01 02 03 04 05 06 Name System Type Distribution Type Water Heater Number of Heaters Solar Fraction (%) DHW Sys 1 -1/1 DHW Pipe Insulation, All Lines DHW Heater.1 1 .0% WATER HEATERS 01 02 03 04 05 06 07 08 Name Heater Element Type Tank Type Tank Volume (gal) Energy Factor or Efficiency Input Rating Tank Exterior Insulation R -value Standby Loss (Fraction) DHW Heater 1 Propane Small Instantaneous 0 0.84 185000-Btu/hr 0 0 Registration Number: 216-14035919313-000000000-0000 Registration Date/Time: 2016-11-29 11:48:45 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-04072016-744 Report Generated at: 2016-11-2911:34:59 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD - Project Name: Residential Building Calculation DatelTime: 11:33, Tue, Nov 29, 2016 Calculation Description: Title 24 Analysis Input File Name: 0 Sunview Rd.xml CFI R -PRF -01 Page 8 of 9 07 - WATER HEATING - HERS VERIFICATION 01 02 03 04 05 06 SC Sys Name Name Pipe Insulation' Parallel Piping Compact Distribution Point -of Use Recirculation Control Central DHW Distribution DHW Sys 1 - 1/1 — — — — — — SPACE CONDITIONING SYSTEMS 01 02 03 04 05 06 SC Sys Name System Type Heating Unit Name Cooling Unit Name Fan Name Distribution Name :Heat Pump System 1:::2 Heat Pump Heating and Cooling System Heat Pump System 1 Heat Pump System 1 None None HVAC –HEAT PUMPS 01 02 03 04 05 06 07 _ 08 09 10 _ Name Type Heating.. HSPF/COP Cap 47 Cap 17 Cooling SEER EER Zonally Controlled Multispeed Compressor HERS Verification Heat Pump System 1 DuctlessHeatPump •' 10'-- 27000 27000 17 12 Yes _ No Heat Pump System 1 -hers -cool HVAC COOLING - HERS VERIFICATION 01 02 !- –E 03, 04 '' 05 06 Name Verified Airflow Airflow Target - Verified EER Verified SEER Verified Refrigerant Charge Heat Pump System 1 -hers -cool Not Required -- Not Required Not Required Required IAQ (Indoor Air Quality) FANS 01 02 03 04 05 06 Dwelling Unit IAQ CFM IAQ Watts/CFM IAQ Fan Type IAQ Recovery Effectiveness(%) HERS Verification SFam IAQVentRpt 51.61 0.25. Default 0 Required Registration Number: 216N0359193&000000000.0000 _ Registration Date/Time: 201611-29 11:48:45 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF111-04072016-744 Report Generated at: 2016-11-29 11:34:59 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD 4w ' _ CF1R-PRF-0V ' Project Name: Residential Building - Calculation DatefTime:'l1:33, Tue, Nov•29, 2016 - =" Page 9 of 9 Calculation Description: Title 24 Analysis ' Input File Name: 0 Sunview Rd.xml . w DOCUMENTATION AUTHOR'S DECLARATION STATEMENT - 1. 1 certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: Documentation Author Signature: �o�i/Ylan3runz Bob Mangrum v. Company:- Signature Date: Paradise Mechanical 2016-11-29 11:48:45 Address: CEA/HERS Certification Identification (If applicable): _ 5655 Almond Street - 518627 City/State/Zip: - - Phone: . 95969, CA 95969 530-877-8882- RESPONSIBLE PERSON'S DECLARATION STATEMENT- I certify the following under penalty of perjury, under the laws of the State of California: - 1. 1 am eligible under Division 3 of the Business and Professions Code to accept responsibility for the building design identified on this Certificate of Compliance. 2. • 1 certify that the energy features and performance specifications.identified.on this Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6.of the California Code of, _ Regulations. - - 3. The building design features or system design features identified on this Certificate of Compliance, are consistent with the information provided onother applicable compliance documents, worksheets, calculations, plans and specifications submitted to the enforcement agency.for approval with this building permit application. Responsible Designer Name: y t, r f(. f ;Responsible Designer Signature:. — • ; "% j - , } Bob Mangrum , \', , - (� + ; `ti.�- t 1 i. , *' LJob C/YLarcyum ., -,� i , ' { Company: _ y 3 i' - -, - ~ ' Dante Signer - 11.48.45 PARADISE MECHANICAL 2016-11-29 Address: License:. . 5655 ALMOND STREET 518627'. City/State/Zip: . _ _ _ Phone: PARADISE, CA 95969 530-877-8882 - 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 x - Provider responsibility for the accuracy of the information. Registration Number: 216-NO3591938-000000000-0000 Registration Date/Time: _ 201611-29 11:48:45 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-04072016-744 - . Report Generated at: 2016-11-2911:34:59 2013 Low -Rise Residential Mandatory Measures Summary § 1 10.4(b)1: Any pool or spa heating equipment shall be installed with at least 36 inches of pipe between filter and heater or dedicated suction 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. § 1 10.4(b)3: 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 - rammed to run only during off-peak electric demand peEiods. §1 10.5: 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) I A: 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 150.0-13, as applicable. § I50.0(k)I B: 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 § I50.0(k)I C: § I30.0(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. § I50.0(k)l D: 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)I E: 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. §I50.0(k)I F: Lighting integral to exhaust fans (except when installed by the manufacturer in kitchen exhaust hoods) shall meet the applicable requirements of § I50.0(k). §I50.0(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. § I50.0(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. §I50.0(k)2E: No control shall bypass a dimmer or vacancy sensor function if the control is installed to comply with §I50.0(k). § 150.0(k)2F: Lighting controls comply with applicable requiren;ents of § 110.9. An Energy Management Control System (EMCS) may be used to comply with dimmer requirements if: it functions as a dimmer § I50.0(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 §I50.0(k) if: it §I50.0(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. § I50.0(k)21: A multiscene programmable controller may be used to comply with dimmer requirements of this section if it provides the functionality of dimmer according to §110.9, and complies with all other applicable requirements in §150.0(k)2. § I50.0(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 § I50.0(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. § 150.0(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. §I50.0(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 dinners 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 § I50.0(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 §I50.0(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 following methods: 2013 Low -Rise Residential Mandatory Measures Summary § 150.00)2C: Pipe for cooling system lines shall be insulated as specified in §I50.00)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 § 150.00)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 1 § I50.00)3B: or Class II vapor retarding facing, or the insulation shall be installed at the thickness that qualifies as a Class I or Class 11 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 I II or IV vent, or a Type B vent with straight pipe between the outside termination and the § I50.0(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 § 1 10.3(c)5. § I50.0(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 § I50.0(m)1: 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 '/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. § I50.0(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. §I50.0(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 §I50.0(m)1 I: 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 §I50.0(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:s 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, § I50.0(m)15: 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:S 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 'an integrated ventilation systems are permissible methods of providing the Whole Building Ventilation. §I50.0(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 § 1 10.4(a): Regulations; an on-off switch mounted outside of the heater that allows shutting off the heater without adjusting the thermostat setting; a permanent weather roof' plate or card with operating instructions; and shall not use electric resistance heating. 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 approach used. Exceptions may apply. Review the respective code section for more information. Building Envelope Measures: §1 10.6(a)1: Doors and windows between conditioned and unconditioned spaces are manufactured to limit air leakage. §1 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. § 1 10.8(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 § 1 10.8(1) when the installation of a cool roof is specified on the CFI R. § 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. § I50.0(b): Loose fill insulation shall conform with manufacturer's installed design labeled R -value. § I50.0(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. § 150.0(g)1: 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 walls, vented attics and unvented attics with air -permeable insulation. §150.0(g)2: 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 11 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 §I 10.8(g). § I50.0(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) I A: Masonry or factory -built fireplaces have a closable metal or glass door covering the entire opening of the firebox. § 150.0(e) I B: 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. § I50.0(e)I C: 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. § 110.3(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 §110.3(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)1: 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 § 1 10.2(c). § 150.00)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)1 B: 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 § I50.00)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. § 150.0(j)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. RESIDENTIAL MEASURES SUMMARY RMS -1 Project Name James Frost Construction Building Type 10 Single Family ❑ Addition Alone ❑ Multi Family ❑ Existing+ Addition/Alteration 11112912016 Date Project Address "0" Sun View Road Oroville California Energy Climate Zone CA Climate Zone 11 Total Cond. Floor Area 2,161 Addition n/a # of Units 1 INSULATION Construction Type Area Cavity (ff) Special Features Status Wall Wood Framed R 15 1,627 New Door Opaque Door - no insulation 30 New Roof Wood Framed Attic R 44 2,161 New Slab Unheated Slab -on -Grade - no insulation 2,161 Perim = 210' New FENESTRATION Orientation Area(ft) I Total Area: 309 Glazing Percentage: 14.3%1New/Altered U -Fac SHGC Overhang Sidefins Average U -Factor: 0.33 Exterior Shades Status Front (NE) 7.5 0.330 0.23 7.0 none Bug Screen New Front (E) 50.0 0.330 0.23 7.0 none Bug Screen New Front (E) 40.0 0.330 0.23 2.0 none Bug Screen New Front (E) 7.5 0.330 0.23 7.0 none Bug Screen New Left (S) 25.0 0.330 0.23 1.0 none Bug Screen New Rear (w) 141.0 0.330 0.23 1.0 none Bug Screen New Right (N) 18.0 0.330 0.23 1.0 none Bug Screen New Right (N) 20.0 0.330 0.23 7.0 none Bug Screen New HVAC SYSTEMS Qty. Heating Min. Eff Cooling Min. Eff Thermostat Status 2 Split Heat Pump 10.00 HSPF Split Heat Pump 17.0 SEER Setback New HVAC DISTRIBUTION Location Heating Cooling Duct Location Duct R -Value Status HVAC System Ductless / with Fan Ducted Attic 8.0 New WATER HEATING Qty. Type Gallons Min. Eff Distribution Status 1 Small Instantaneous Gas 0 0.84 All Pipes Ins New EnergyPro 6.7 by EnerqySoft User Number: 3035 RunCode: 2016-11-29T11:54:09 /D: 16-021 Pae 12 of 17