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HomeMy WebLinkAboutB16-1351 000-000-000TRB ¢ Associates Agency: County of Butte TRB+ Project Number: 16.054.131.2 Final Plan Review Page 1 of 1 Date: August 1, 2016 To: Robert Weinzinger 1374 Hwy 70 Oroville, CA 95965 Cc: Philo Hunt, Amber Franzino, Nancy Springer, Deborah DeBrunner; Jordan DeBrunner Email: Phunta(D.buttecounty.net; AFranzinoe-buttecounty.net, nspringer(a)-buttecounty.net; ddebrunner(d-)buttecoutny.net; jdebrunnera(�buttecounty.net (via email) RE: Plan. Review for: Add/Remodel for Weinzinger Residence Project Address; 1402 Highway 70, Oroville, CA Agency App. No.: B16-1351 TRB+ Project No.: 16.054.131.2 The following documents were received for review: Plans: (2 sets) Sheets dated 5/10/16: Cover Sheets dated 5/1/16: 1, 5, 6, 7 Sheets dated 7/20/16: SN, SD1 — SD3 Sheets dated 7/26/16: 2, 3, 4 Structural Calculations: (2 copies) R. Burdette, dated 6/20/16 Truss Calcs: (2 copies) Mitek, dated 5/25/16 Truss letter: (1 copy) R Burdette, dated 6/16/16 Energy Calcs: (2 copies) M. Alvis, dated 6/13/16 Other: (2 copies) Response, received 7/28/16 (2 copies) R Burdette, undated Plans have been reviewed for compliance with the Building Department requirements contained in the 2013 CBC, 2013 CPC, 2013 CMC, 2013 CEC, 2013 CRC, 2013 Green Building Standards Code, 2013 Energy Code, and County of Butte Ordinances. There are no further comments. Sincerely, TRB + ASSOCIATES, INC. r�r2 tiyo. Nicholas Ho ICC Certified Plans Examiner BUILDING SOLUTIONS for MUNICIPALITIES ss TRB + Associates, Inc. 3180 Crow Canyon Place + Suite 216 + San Ramon, CA 94583 T 925 866.2633 F 925 790.0011 www.TRBp/us.com ®-� Summit Structural Design g 383 Rio Lindo Avenue, Suite 200, Chico, California 95926 p. (530) 592-4407 www.summitchico.com June 16, 2016 JUN 2 4 2016 RE: Weinzinger Remodel and Addition, 1402 Highway 70,'Oroville, CA . TRIS AND gSSOClATCS To Whom It May Concern: I have reviewed the truss calculations by Endeavor Homes dated 5-25-16 and have found that the trusses appear to be designed_ in accordance with the general design concept of the structural documents dated 6-15-16. The specific design shall remain the responsibility of the engineer who has sealed the calculations. Sincerely, Ryland Burdette, P.E. a�+! C 7 8 " .EXP. I� sr CIII OF CALtFO�� BUTTE COUNTY PERMIT # I PJUN 2 2 2016 BUTTE COUNTY DEVELOPMENT SERVICES DEVELOPMENT n REVIEW5D �OR SERVICES aCODS COMPLIANCE DATE_ llf 383 Rio Lindo Ave, Chico, CA 95926 p. (530) 592-4407 www.summitchic;o.com Structural Calculations For: Client: BUTTE Aaron Weinzinger PERMIT #_ Q I I COUNTY BUTTE COUNTY DEVELOPMENT SERVICES Project: REVIEWED FOR JUN 2 2 2016' Weinzinger Remodel and Addition CODE COMPLIANCE DATE_ IDT SERVICES. Address: 6_ 1951 1402 Highway 70, Oroville, CA C 8 n, Imo. CIVIX. OF CALIFO�� FOR CREV ODE COMP�I ANCE AUG 0 1 2016 TR8 AND ASS®Cj .'L,8 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. �i� cagy s- Summit Structural Design PROJECT: WeinziM& r _ 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 WITHOUTTHE WRITTEN APPROVAL FROM THE ENGINEER, THEN THE ENGINEER WILL ASSUME NO RESPONSIBILITY FOR ANY ELEMENT OR SYSTEM OF THE STRUCTURE. C) THE DRAWINGS AND CALCULATIONS REPRESENT THE FINISHED STRUCTURE, AND, UNLESS SPECIFICALLY NOTED OTHERWISE, DO NOT SHOW THE METHOD OF CONSTRUCTION. THE CONTRACTOR IS RESPONSIBLE FOR THE METHOD OF CONSTRUCTION, AND SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE PUBLIC, CONSTRUCTION WORKERS, AND THE STRUCTURE DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE FORMING, SHORING, BRACING, SCAFFOLDING, ETC. D) IF A PARTICULAR FEATURE OF CONSTRUCTION IS NOT FULLY SHOWN ON THE DRAWINGS OR IN THE CALCULATIONS, THEN IT SHALL BE CONSTRUCTED IN THE SAME CHARACTER AS SIMILAR CONDITIONS THAT ARE SHOWN ON THE DESIGN DOCUMENTS, E) ANY CONDITIONS NOTED AS EXISTING MUST BE FIELD VERIFIED BY THE CONTRACTOR, AND ANY DISCREPANCIES MUST BE BROUGHT TO THE ATTENTION OF THE ENGINEER WITHOUT PROCEEDING WITH CONSTRUCTION PRIOR'r0 THE REVIEW OF THE ENGINEER. F) ALL WATER PROOFING AND FLASHING (ROOFS, FOUNDATIONS, GARAGE FLOORS, ETC...) IS THE RESPONSIBILITY OF ,THE CONTRACTOR OR OWNER. G) SPECIAL INSPECTION: SPECIAL INSPECTION PER SECTION 1701 OF THE CBC SHALL BE PROVIDED FOR THE FOLLOWING TYPES OF CONSTRUCTION: EPDXY/MECHANICAL CONCRETE ANCHORS THE SPECIAL INSPECTOR SHALL BE ACCEPTABLE TO THE STRUCTURAL ENGINEER AND BUILDING DEPARTMENT, SHALL BE ICBG QUALIFIED, AND THEIR EXPERIENCE SHALL BE COMMENSURATE WITH THIS TYPE OF PROJECT. 2. SITE WORK / FOUNDATIONS A) ASSUMED MAXIMUM SOIL BEARING = 1,500 PSF PER CBC TABLE 1804.2. B) 13UILDING 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 01: 10 FEET HORIZONTAL. G) FOUNDATIONS SHALL NOT BE SCALED FROM PLAN OR DETAIL DRAWINGS. H) FILL MATERIAL SHALL BE FREE FROM DEBRIS; VEGETATION, AND OTHER FOREIGN SUBSTANCES, AND SHALL BE COMPACTED A MINIMUM OF 90%. I) USE 4" DIAMETER PERFORATED PIPE SUB -DRAIN BEHIND ALL RETAINING WALLS. SLOPE PIPE TO DRAIN TO DAYLIGHT. 1) FOR FOOTINGS PLACED ON OR ADJACENT TO SLOPES, A GEOTECHNICAL ENGINEER MUST APPROVE FOOTING PLACEMENTS IN VIOLATION OF FIGURE 1808.7.1 OF THE 2013 CBC. THIS ENGINEER SHALL NOT BE LIABLE FOR ANY FOUNDATION NOT IN STRICT CONFORMANCE TO SECTION 1808 OF THE 2013 CBC. K) WHERE LOADING TO EXISTING FOUNDATIONS IS NOT SUBSTANTIALLY INCREASED OR MODIFIED, NO DESIGN RECOMMENDATIONS HAVE BEEN MADE FOR THE SUITABILITY OF THE EXISTING FOUNDATIONS. ONLY THOSE FOUNDATIONS WHERE LOADS HAVE BEEN ADDED BY A SECOND STORY HAVE BEEN INCLUDED IN THE DESIGN. THE OWNER SHALL BE ADVISED THAT EXISTING FOUNDATIONS MAY NOT BE STRUCTURALLY ADEQUATE AND SETTLEMENT, CRACKING, AND OTHER PROBLEMS ASSOCIATED WITH EXISTING FOUNDATIONS ARE BEYOND THE SCOPE OF THIS DESIGN. IF REVIEW OF THE EXISTING FOUNDATIONS IS REQUIRED, A GEOTECHNICAL ENGINEER SHOULD BE CONTACTED TO DETERMINE THE EXTENT AND ADEQUACY OF THE EXISTING, UN -MODIFIED PORTIONS OF THE FOUNDATIONS AND UNDERLYING SOILS. BUTTE COUNTY BUILDING DIVISION APPROVED Summit Structural Design PROJECT• Weinzinger 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 ASTM C-227, 289, AND 295. IF TEST DATA IS UNAVAILABLE IN REGARDS TO ALKALI REACTIVE MATERIALS, PROVIDE CEMENT WITH A MAXIMUM ALKALI CONTENT LESS THAN 0.45% BY WEIGHT. E) CONCRETE EXPOSED TO FREEZING OR THAWING SHALL BE PROTECTED IN ACCORDANCE TO THE LATEST EDITION OF ACI 318. F) SLABS ON GRADE SHALL BE PER THE CONTRACTOR. SUMMIT STRUCTURAL DESIGN RECOMMENDS THE FOLLOWING AS A SUITABLE SLAB -ON -GRADE: AT GARAGE SLABS, USE 4" THICK S.O.G. WITH #3 BARS AT 15" O.C. EACH WAY ABOVE MID -DEPTH OF SLAB OVER 2" SAND, OVER MOISTURE BARRIER, OVER 4" AGGREGATE BASE. USE 3-1/2" SLAB WITH #3 AT 15" E.W. ABOVE MID -DEPTH OF SLAB, OR 6X6 WWF ABOVE MID -DEPTH OF SLAB WITH SAME SUFI -SLAB BUILDUP AT ALL OTHER AREAS. G) SAW -CUT TOP %" OF SLAB FOR CRACK CONTROL AT INTERVALS NOT TO EXCEED 16'-0" WHERE SLAB IS REINFORCED, SAW CUT AT INTERVALS NOT TO EXCEED 7'-0" WHERE SLAB IS UN -REINFORCED. I) REINFORCEMENT COVER SHALL BE AS FOLLOWS: CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO SOIL: 3" CONCRETE WITH SOIL OR WEATHER EXPOSURE: #5 BARS AND SMALLER: 1 A" #S BARS AND LARGER: 2" CONCRETE WITHOUT SOIL OR WEATHER EXPOSURE: %" J) REINFORCEMENT SHALL BE GRADE 60 PER ASTM A615 U.N.O. LAP BOTTOM BARS 60 BAR DIAMETERS U.N.O. AND LAP TOP BARS, PLACED ABOVE 12" OF CONCRETE OR MORE, 80 BAR DIAMETERS U.N.O. K) #5 AND LARGER REBAR SHALL NOT BE RE-BENT. L) ALL REINFORCING STEEL AND ANCHOR BOLTS SHALL BE ACCURATELY LOCATED AND ADEQUATELY SECURED IN POSITION BEFORE AND DURING CONCRETE PLACEMENT. 6. FRAMING/LUNIBER 6-1 MATERIALS: A.) SHEATHING: 1. ROOF SHEATHING: '/:" APA RATED 32/16 EXPOSURE 1, STRUCTURAL SHEATHING WITH FACE GRAIN PERPENDICULAR TO FRAMING, STAGGER PANELS AND NAIL WITH 8d AT 6" O.C. EDGE, 3.2" O.C. FIELD U.N.O. PROVIDE 1/8" GAP AT ALL PANEL EDGES U.N.O. BY PANEL MANUFACTURER. 2. FLOOR SHEATHING: Y4" APA RATED 48/24 WITH FACE GRAIN PERPENDICULAR TO FRAMING, STAGGER PANELS AND NAIL WITH 10d AT 6" O.C. EDGE 10" O.0 FIELD, GLUE AND NAIL TO ALL SUPPORTS. PROVIDE 1/8" GAP AT ALL PANEL EDGES U.N.O. BY PANEL MANUFACTURER. 3. WALL SHEATHING: SEE PLANS 4. ANY SHEATHING WITH EXTERIOR EXPOSURE SHALL BE OF EXTERIOR TYPE. B.) GLUE -LAMS: GLUE -LAMS SHALL BE 24F -V4 U.N.O. WITH A CAMBER OF R=1600' U.N.O. GLUE -LAMS EXPOSED TO WEATHER MUST BE RATED FOR EXTERIOR USE BY THE MANUFACTURER. FLASHING AND WATERPROOFING OF EXPOSED ENDS SHALL BE PROVIDED BY THE CONTRACTOR 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 SUBMITTED 7'0 THE FIELD INSPECTOR PRIOR TO COMPLETION OF FRAME INSPECTION IN ACCORDANCE WITH CBC 1704.2. C.) MICRO -LAMS: MICRO -LAMS (LAMINATED VENEER LUMBER) SHALL HAVE FB = 3100 PSI & FV = 285 PSI MIN., AND SHALL BE MANUFACTURED, APPROVED AND IDENTIFIED AS PER NER-481 C2.) PARALANIS: PSL'S (PARALLEL STRAND LUMBER) SHALL HAVE FB = 2900 PSI & FV = 290 PSI MIN., AND SHALL BE MANUFACTURED, APPROVED AND IDENTIFIED AS PER NER-481 D.) SILL PLATES: SILL PLATES SHALL BE PRESSURE TREATED DOUGLAS FIR WITH 1/2" DIAMETER ANCHOR BOLTS AND 3" X 3" X.229" THICK PLATE WASHERS LOCATED AT 6'-0" O.C. MAX. WITH ONE BOLT LOCATED 1'-0" MAXIMUM FROM EACH END OF EACH PIECE. AT SHEAR WALL LOCATIONS, SILLS SHALL BE 3X MATERIAL UNO PER PLANS AND DETAILS. E.) FRAMING LUMBER: ALL FRAMING LUMBER SHALL BE DOUGLAS FIR LARCH AS GRADED BY THE W.W.P.A. OR W.C.L.I.B. AND SHALL HAVE A MOISTURE CONTENT LESS THAN 19%, U.N.O. 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 42 U.N.O. 4. 2X JOISTS SHALL BE DF -L #2 U.N.O. BUTTE COUNTY 5. CONCEALED BEAMS SHALL BE DF -L 42 BUILDING DIVISION APPROVED Summit Structural Design PROJECT: Weinzinger J 6. EXPOSED BEAMS SHALL BE DF -L #1 APPEARANCE GRADE FREE OF HEART CENTERS (06 AND LARGER) F.) NAILS: ALL NAILS SHALL BE COMMON U.N.O. WHERE EXPOSED TO WEATHER OR WITHIN 18" OF FOUNDATION, NAILS SHALL BE HOT DIPPED GALVANIZED. G.) BOLTS AND LAG SCREWS: BOLTS AND LAG SCREWS SHALL BE ASTM A-307 U.N.O. AND PROVIDED NEW AND WITHOUT EXCESSIVE RUST. BOLTS EXPOSED TO WEATHER SHALL BE GALVANIZED. H.) ALL HARDWARE CALLED SHALL BE SIMPSON STRONG -TIE CO., OR ENGINEER APPROVED EQUIVALENT, INSTALLED PER MANUFACTURER'S RECOMMENDATIONS WITH ALL HOLES FILLED WITH RECOMMENDED FASTENERS I.) ALL METAL FASTENERS IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE STAINLESS STEEL OR OTHERWISE CERTIFIED BY THE MANUFACTURER TO RESIST CORROSION CAUSED BY THE SPECIFIC TREATMENT APPLIED TO WOOD. 6-2 GENERAL FRAMING A.) MINIMUM NAILING: MINIMUM NAILING SHALL BE PER 2013 CBC TABLE 2304.9.1. 8.) LARGER MEMBERS: ALL FRAMING MEMBERS SPECIFIED IN THESE CALCULATIONS ARE MINIMUMS; LARGER MEMBERS MAY BE SUBSTITUTED AT CONTRACTOR'S OPTION. C.) SHRINKAGE: CARE SHALL BE TAKEN TO ALLOW FOR EFFECTS OF SHRINKAGE, WHICH COULD CAUSE SETTLEMENT OF ROOF AND OR FLOORS AND COULD LEAD TO FAILURE OF ASSOCIATED FRAMING MEMBERS. THE CONTRACTOR SHALL TAKE ALL MEASURES NECESSARY TO PROTECT FRAMING FROM THE EFFECTS OF SHRINKAGE. 6-3 BEAM FRAMING A,) BUILT UP BEAMS: ALL BUILT UP, LAMINATED DOUBLE OR MULTIPLE 2X JOISTS AND BEAMS SHALL BE NAILED TOGETHER WITH 16d NAILS AT 6" O.C., T&B U,N,O. B.) DOUBLE JOISTS: PROVIDE DOUBLE FLOOR JOISTS UNDER PARTITION WALLS RUNNING PARALLEL TO JOIST SPAN AND UNDER ALL LOCATIONS WHERE TUBS MAY BE LOCATED. ADEQUATE SUPPORT SHALL BE PROVIDED FOR ALL OTHER EQUIPMENT OR FURNISHINGS WHICH MAY NOT BI. - SHOWN ON THE STRUCTURAL DRAWINGS INCLUDING BUT NOT LIMITED TO: HOT WATER HEATER, STOVE, REFRIGERATOR, OVEN, FIRE PLACE ENCLOSURES, WOOD BURNING STOVE, ETC... C.) BLOCKING: PROVIDE SOLID BLOCKING IN JOIST FRAMING ABOVE ALL SUPPORTS AND MIOSPAN OF JOISTS SPANNING GREATER THAN 10'-0" 6-4 POSTS/TRIMMERS A•) SUPPORT: SUPPORT ALL UPPER LEVEL POSTS AND TRIMMERS IN LOWER LEVELS WITH EQUIVALENT FRAMING AND BLOCK OR OTHERWISE FRAME POSTS THROUGH FLOOR SYSTEMS. B.) WHERE POSTS WITH COLUMN CAPS OR BEARING PLATES ARE SPECIFIED, THE LOAD IS TO BE TRANSFERRED TO THE FOUNDATION BY VERTICAL GRAIN ONLY, U.N.O. 6-5 WALL FRAMING 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-BOL.T 71 01: SAME DIAMETER WITH EMBEDMENT IN CONCRETE AND INSTALLATION PER MANUFACTURERS RECOMMENDATIONS AND CURRENT ICC REPORT. D.) NOTCHED OR CUT STUDS: NOTCHED AND/OR CUT STUDS TO CLEAR ANCHOR BOLTS ARE NOT ALLOWED. STUDS SHALL HAVE FULL BEARING TO THE FOUNDATION PLATE. E.) LET -IN BRACES: LET IN BRACES SHALL NOT BE USED FOR TEMPORARY BRACING ON ANY WALL FRAME. STEEL STRAPS WHICH DO NOT REQUIRE THE CUTTING OF STUDS ARE AN ACCEPTABLE ALTERNATIVE. F.) SEE NOTE 6-1 D. FOR SILL AND ANCHOR BOLT SPECIFICATIONS. G.) WALL FRAMING RECEIVING NAILING AT 3" O.C. OR LESS SHALL BE 3X NOMINAL UNO PER PLANS AND DETAILS. 6-6 CONNECTIONS A.) HOLES FOR THROUGH BOLTS SHALL BE DRILLED 1/16" OVERSIZE, B.) ALL BOLTS, NUTS, AND LAG SCREWS SHALL BE PROVIDED WITH FLAT OR MALLEABLE WASHERS WHERE BEARING AGAINST WOOD, C.) ALL BOLTS AND LAG SCREWS SHALL BE TIGHTENED UPON INSTALLATION AND RE -TIGHTENED BEFORE CLOSING IN OR AT COMPLETION OF JOB. D.) LAG SCREWS SHALL BE SCREWED, NOT DRIVEN, INTO PLACE. BUTTE E COUNTY BUILDING DIVISION APPROVED Summit Structural Design -�A PROJECT Weinzinger E.) FASTENERS IN PRESERVATIVE OR -FI RE RETARDANT TREATED WOOD SHALL BE NOT 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 BY AN ENGINEER LICENSED IN THE STATE OF CALIFORNIA, SHALL BE PROVIDED TO ,THE EN13INEER OF RECORD PRIOR TO SUBMITTAL FOR PERMIT AND PRIOR TO TRUSS FABRICATION. C) TRUSS DESIGN LOADS: TOP CHORD LIVE. LOAD 20 PSF TOP CHORD DEAD LOAD 10 PSF BOTTOM CHORD DEAD LOAD 8 PSF . TOTAL LOAD 38 PSF UPLIFT LOAD AS REQUIRED BY THE 2013 CBC D) TRUSS BRIDGING SHALL BE AS REQUIRED AND SPECIFIED BY THE TRUSS FABRICATOR. E) TRUSS MANUFACTURER SHALL OBTAIN ALL NECESSARY APPROVALS FROM THE PUBLIC AGENCIES INVOLVED IN GOVERNING CONSTRUCTION. F) TRUSSES SHALL BE DESIGNED FOR THE FOLLOWING MAXIMUM DEFLECTIONS UNDER DESIGN LOADS: LIVE LOAD DEFLECTION = L/360, TOTAL LOAD DEFLECTION = L/240 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 C) SEISMIC ZONE: D D) WIND SPEED: 110 MPH EXP C - BUTTE COUNTY i BUILDING DIVISION APPROVE® �. _ Summit Structural Design Project: Weinzinger Engineer: RKB Design of : Gravity Loads Roof Slope= 4 to 12 Roof Dead Load Ply 1.5 psf Roofing 3.4 psf x Framing 6,0 psf Gyp 2.2 psf Insul 1.0 psf ' Misc. 3.5 psf Total (sloped) 17.6 psf Total (horiz) 18.0 psf Roof Live load Roof Live Load 20.0 psf Wall Dead Load Siding 2.5 psf ` (exterior) 3/8 Ply. 1.8 psf 2x Framing 2.2 psf Gyp. 2.2 psf Insul. 1.3 psf Total 10.0 psf Wall Dead Load 2x4 Framing @ 16" o.c. 1.6 psf (interior) Gyp. 2 sides 4.4 psf _ Total 6.0 psf Floor Dead Load Framing @ 16" o.c. 3 psf 3/4" ply 2.25 psf GYP• 0 psf Flooring 2 psf Misc. 2,7 psf Total _ 10.0 psf _ Floor Live Load Residential 40.0 psf W.H. STANDARD YRLw W/FXL 14,01 S ILA TU ro IW2/2- awru:s ,ROOF FRAMING PLAN ■ 9—ETWEEK BUTTE COUNP® BUILDING DIVISION APPROVED 4' CIA XA TU E I Dj S,A sc S A TUB: 2020 fl zno I Nit SKY UTE SKY UTE r ow 'I 3Eem FPAYM 23 I �Y E. 11 I. 2-X8 OASEKATE U6 RAFTERS A Q.0 4,12 L;4 E MAN. STANDARD TRUSSES 0 24" - -T9(6RIDGE 4.12 EID: c VMV04 TAILS ?Xll RAFTERS Io 2s TRUSSES 0 'STERS �—WWME NECESSARY ,ROOF FRAMING PLAN ■ 9—ETWEEK BUTTE COUNP® BUILDING DIVISION APPROVED Summit Structural Design Project; Weinzinger Engineer; RKB Design of : Seismic Mass and'Seismic Load Development Area. (ft) Weight (Ibs) Roof 3121 56263 Roof Snow (20%) 0 0 Height (ft) Length (ft) Weight (Ibs) Walls(ext) 8 266 10640 Walls(int) 8 150 3600 Total 70503 Roof Area (ftz) Floor Area .(ft2) Ultimate Working Stress 312.1 0 5582 3987 Roof Trib Line Shear (Ibs) Shear (Ibs) Wall Line. Area (ft2) Working Stress rho Total 1 668 853 1.00 853 2 1183 1511 1.00 1511 3 920 1175 1.00 1175 A 1024 1308 1.00 1308 B 1240 1584 1,00' 1584 C 226 289 1.00 289 L a BUTTE C®UN Ty �UIL,UING DIVISION ®VEE MUSCS ) -Design Maps Summary Report ort D _ User -Specified Input Building Code'Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 20013) Site Coordinatt�s 39.360N, 121,61°W Site Soil Classification Site Class D -+"Stiff Soil'r J Risk Category I/IcI/III �1 r`t •Ki °r tY t Q K > t' r •rr�4 /1KG SL S Ly Y ,� d',,r p- i 4 yhlV z r r r c ,�I �f i .! :� < ''v y •� , � l . , , k r "+shy •t �i r'� � ` •: iu� r •{' v r i,1 .5t, •s t r i', .t w: '' , .� � � �,, t i� Yr) ' Y,r x �� it„� f'}x; J ;�� i" ,p}tt ifif �I.•i}�i� fi r r . c'lr 3! .N t. f. til t 't>r� fl fi.�. 'f • } h, •.' 4 u rr #� q •t',",�,,�r'*t�..f.�r �r r ..1•p � x � {t"+b' ,n I hl'�t55 ry,yF } ,i}alennd fi �,p y r. y, tit xi L. reo Kttt�a ti 'F stir �l.s� cXfi u r phi r i J i x e� cr x r { y rt3 z AR '�1t - .: :.� . s+i.. f �'t!9... r.:.rwreir'k.. . _ _ r . . r..r„ i ...L�. v ,,: ..y..dF.:u .• r f: , ...,x'+ at .. ..:..fs.A r >1 r A ; ; ♦ f 4 G"4`� x7 c �i s'w i r[ T '4r��i �1 Yi i 1 r�4r� ri'A q rr f . Ile, lt`arFn'rxll3 J'".efr.,_h! CirICjIFV x �•ti�iy:t kf-i-x }t`� }I t ;N 14�'C ,ituy '> rC �'xt t�tRl^.a�'. til e L r Ra .F- Y •' ^ 'r' a „yv (i i+ �y � 1 >t, '7' y LM Y , t' t'; '� 1 a �+q`,} �h$ i • .a JN at'' t a y i FIt! • h F p� 7' !r6 3f , �t' a`i 1 u y r •�{ 4, �,'ee. �y�'r f{ r ,h y. ,t t{• 1:14?,' 7` t � . J yr tk1S a4f f"� v �y ) „ „qr j e r 1 r• rC r t fr � y' �' �4,J1 ;4 �;lS+ ihu1,d xratsr� r k SKr �, 1a� i ,rt+ s a. • R� l b s t x t 4 � t %'�• 5 ,7rX �,� ii � r r7, er' i�Jf(�r. • � I � v -+ f `i, r r.efi^ s t4 .�r!� yy�}�„ i i f i 4Jx �•�. +r 4 ,�Y� 41 rt: flrY i�Y` ri 1111 7 S rt a �'t. N F rr .i j u �� hZ�✓ »'n� w i� i}a rr r� i 't 1 .+ txi inter x ty, } i r ., 6 r )r,r t r �• ., , F,� t- tX4 t•r a r�i ? r kE i ri2i tK s+ K. 4 r 1•'i'St 1J#'9� +• + f i tit r.,•.r v 1 iT,%. smart u tf-_Wyt. ,9, .' l,::t,x.,y 1. _ 'L4u '� ._.� . _ti _ k ,>,rr•.«:;ari• ±!x�,t`.� .Y<j _. �ta4�I�1�7..a�t�} t_n,.s ,•t1,r�Millr�k''�i. USGS-Provided Output SS = ' 0,577 g . SMS = 0.772 g r SDs = 0.515 g S1 = 0,264 g SM1 = 0,495 g SDI = 0.330 g For information on how the SS and 51 values above have been calculated from probabilistic (risl<-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP'r building code reference document.' P•9CER Response Spectrum Design Response.Spectrum - O.SO 0.54 0.72 0.48 0.134 0.42 0.56 0.3G • M 0.40 0.30 0.32 • y r 0. 24 0.21 0.1G 0.12 0.0 0.06 o.Ou -I- 1 0.00 0.00 0.20 0.40.0.0 0.80 1.00 1.20 1.40 1.60 1.80 1.00 0.00 0.20 0.40 10.,600.80 1.00 1.20 1.40 1.60 1.80 2.00 Period, T (sec) Period, T (sec) Althoughthis lnfornial•ion is a,produc:t of the. U.S. Geological Survey, we provido'no warranty, expressed or implied, as to th(> accuracy Of the data coniained therein. This tool isnot a substitute for technical subject -matter knowledge. BUTTE COUNTY BUILDING DIVISION APPROVED f' r ,,I s � 7��� ':>hyv� � � (j,' a��� � � Ely 1"�N' , r t � . � ., �- ��� ��.7 4, N�k•r � :1 : ' � "r='x '�, •!� t �r �`; Y � ,��`' � ��. I;�{{� I' F a �� ,'� II: 1� Fell ,I�k� QV LII 1 �� r�Yl��i? �,cj, > ��!. � �' r � . hI i (SI II' ' i '�yY'I��P��I�?y Ing ., + . ♦'� Kv T� i. RR � ` i�4k }} 1N. >! �"u� }'7{cy��44$I'I�'�. 7��. �s;£;jk +'j �� �c� # ' }. ,,�� n`9yik ` I � f a�"i .ya�'1� ��'�•'i�y��d I.II � IyJ��i� . i,.'i.c �, .'•d •� Ks, r1.(3�� d iYFI xt• i �(({{ x 8. r .2 x 511.'x: )r.`. q'Y�ri,, - r n;! �i�4 c{y,Y 1'}ir ' tx: '' , .'� • � 'yy .n:l: his. .ir;'•' erG. k i� t 7 I':±r'.t• Y I ti i i' Ir �. �',1 I,y� 1 t� !vrlffR'l'IY4II�M�yl�f 'bid J Il�y) rI N I; i. I 1, S u,; a Ai' ��.r f� �}.. or �� nk• t turfry�' �' A.kr x�., � P , ysa.��� .,Y• '>'F!, 7 �;��. e . p I ;I �: C� .P � ® 1.Y y. `1 yYt �.{�1+, �Y ��S.t iLik+i�,ci i�rb i � .�'ri`,:.sYl t.I yi. g. ✓Uk II c rI i, a+ xi �?ix• 7 r .. " i•,s�� t � � r �� ' .� iF; Isx�ilNS6, {��I >_ dt k x6 'i, �•.�r �:� t ` � 1 f `I� , d - ��iCblfi��' l�.'�, Sl�n�p 'A ' I��� �� �! C� �;7,`{ I I � � S� I�r ""�j I r � ,� I s�iE3'Alf,�:a�RZ �Iu•�"�:-rat's.:!!�M"s•%�,�'.1:3���`t .t7�' . i �+��it"d,'..rl y r��t' .y� .. N ! 111 16 �3L h�� � I�!'II N.W:I E��r t�}j � to . <t.ai.,, ars r ` all feet 1000 , � 6'0',5 e�arth� � �i file t(! rs .5 0o 777 -*fi ''�.l ''y �t. '}:rte 4' '1 .� r y. ♦ :� � 11." r w w ,� ry. Ij •t ;.. �• �..p�4A y �r,a a ", t s ,.,� 1r NM' j a�3„ •14i♦ �• - , a•. � r ' • , r" � �.:�C � t r i Y j ar rs ,1 �,'' � "' a •,; TEON.�� �p�y/� 'BUT _ r+ BUILDING. DIVISION wPPr'%OVE® x�/.' � � •„ t• 1, - .4 .-��{!�R •. +y j¢'[ � a4 ice= � i.� x _ k. � - �•�r ^2 fes. � :♦,, �,. " ",. '� -{" r�,+ APT, '. C k .�, � " • ss 7�Q_•.ja rj "i � � ti+I a � �. �.. .a T'a.' f -.. . .�' ''`'� A� .� �. -Y„r OF _ _ 8 8 71 564 - 1.00 5.6�6,"� Leve l Story. Ht. (ft) hi (ft) wi (klps) (wi*hi) (kip -ft) Cvx TV -eq (kips) S VEQ (kips) 0017 Diaph. (kips) 70 5 564 Summit Structural Design 'Project: Weinzinger Engineer: RKB Design of : Seismic Load Development (ASCE 7-10) r Seismic Design Category D Ss 0.577 Mapped 0.2 sec spectral response Occupancy ? S1 0.264 Mapped 1 sec spectral response I �. Site Class rD .. in accordance with Ch 20. TL 1Ei • SMS 0.77 Max Considered EQ SMI, 0.50 Max Considered EQ SDS 0.515 Design Spectral Response (0.2 Sec) SD1 0.330 Design SpecteafResponse (1.0Sec) System I Light Framed Shear Walls R : 6.5 Omega 3 Cd 4 Ht Limit 65 Cs 0.08 12.8-2 Max Cs 0.53 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 0.577 V= 0.079 *W Height to Roof (hn) _ 8 ft V= 5.6 k Vert Dist Exp. (k) 1 OF _ _ 8 8 71 564 - 1.00 5.6�6,"� Leve l Story. Ht. (ft) hi (ft) wi (klps) (wi*hi) (kip -ft) Cvx TV -eq (kips) S VEQ (kips) 0017 Diaph. (kips) 70 5 564 OF _ _ 8 8 71 564 - 1.00 5.6�6,"� 7 ,. Surnmit Structura_I Design Project: Weinzinger Engineer: RKB Desiv of: MWFRS-Envelope Procedure (ASCF 7-1n SPrtinn 7R A) BUTTE COUNTY BUILDING DIVISION APPROVED r 'fes` Conditions_ R "J 1, Simple Diaphragm CASE f.3 2, Low-rise DISE. 7=0.� �.--- 1 3. Enclosed 4. Regular Shaped -~ j 5. Not Flexible 6. Not Subject to: r CASE A ',`E �,,� a) across wind loading �,-r 4, b) vortex shedding 1 r -° •- c) instability (gallop/flutter) d) channeling effect e) buffeting (upwind obstructions) 515 7. Approx. Symetrical Cross Section With Flat, Gable, or Hip Roof 5.45° 1. 8. Exempt From Torsional Load Cases Indicated in Note 5 of Fig. 28.4-1, or /,.ASE the Torsional Load Cases do not A Control the Design: CASE B 1•U :L n �- (1) story and h<_30 ft. or (2) story max and light framed or (2) story max and flex. diaphra,i;m L= 83.5 Long. Bldg. Dim. (ft) 2aL= 8.3 ft. T= 41.5 Transv. Bldg. Dim. (ft) 2aT= 8.3 ft. V= 110 Basic Wind Speed (110 or 115 mph) LCF= 0,60 Load Combination Factor A= 1.21 Adjustment Factor - KZ,= 1.00 Topographic Factor Adjustment Factor for Bldg Height sand h= 12 Mean Roof Height (ft) Exposure, X 0= 20 Closest Roof Angle Mean Roof Exposure (50,10°,150,200,25°,or 300) Ht. (ft) B C �D MWFRS Wind Loads (psf), ps=LCF*N*Kzt*ps30 15 1.00 1.21 1.47 Location ps, 0=0 ps, 0=20 Min, Net Ovhg. 20 1.00 1.29 1.55 A-110 13.9 19.3 9.6 25 1,00 1,35 B 110 To 4.8 30 1,00 1.40 1.66 C 110 9,2 12. S,6 35 1705 1.45 1.7_0_ 5-110 0.0 4.8 40 1.09 1.49 1_.74__ E-110 -16.8 -16,8 -23.4 45 1.12 1.53 1,7_8_ F-110 -9.511.6 -11,6 50 1.16 1,56 1,8a G-110 -11.6 -18.4 55 .19 1,59 1.84 -110 -7.3 -8.�a 60 1.22 1.62 1.87 Summit Structural De; GI Summit Structural Design Project: Weinzinger Engineer: R K B Design of : Wind Loads A B C D End Zone End Zone Int. Zone Int, Zone Line Min. Net Wall Line Wall Area Roof Area Wall Area Roof Area Shear (Ibs) Shear (Ibs) Control '1 34 45 57 26 _ 1389 1214 1389 2 155 .114 1992 2035 2035 3 125 80 1606 1584 1606 A 49 39 1043 845 1043 B 8 : 13 ,105 52 1504 1397 1504 + C 21 38 406, 384 406 BUTTE COUNTY BUILDING DIVISION APPROVED Summit Structural Design Project: Weinzinger Engineer: RKB Design of : Lateral Force Summary A 1043 B 1504 C 406 1308 Wind Seismic Seismic Wall Line Shear (Ibs) Shear (Ibs) Control 1 1389 853 Wind 2 2035 1511 Wind 3 160.6 1175 Wind A 1043 B 1504 C 406 1308 Seismic 1584 Seismic 289 Wind v Summit Structural Design ' Project: Weinzinger Engineer: RKB Design of: Shear Walls ' Panel Thickness Panel OrientationShort Dimension Across Studs . Neil Type _ ; 8d 4,-i _ Anchor Bold Diam. Stud Spacing 16 in o.c. Spec Grav Of Framing 0.5 Fnd Sill Plate Grade DF -L �• AB in 2X Sill 620 lbs AB in 3X Sill 730 lbs . Sill Plate/Rim Anchorage Nail Embed^, Index # Nall Length (in) Diam, (in) (in) Cd Load (lbs) 1 12d 3.25 0.135 1.75 1.6 165 2 16d 3.5 0.148 2.00 1.6 189 3 20d 4 0.177 2.50 1.6 261 4 . 30d 4.5 0.192 3.00 1.6 272 5 1/4" SDS 3.5 0.25 2.00 1.6 544 6 A35 1.6 695 7 A34 1.6 515 Shear Wall SW Plate Fastening SW Rim Fastening (No Ply E.N.) AB Spacing (ft) Edge Nail (in) Load (lbs) Fastener # Spacing. Fastener # Spacing 2X Sill 3X Sill 6 260 1 7.6 inches 6 32.1 inches 3.82 4.49 4* 350 1 5.7 inches 6 23.8 inches 2.83 3.34 4, Note 1 380 1 .5.2 inches 6 2.1.9 inches 1.31 3.07 3, Note 1 490 1 4.0 inches 6 . 17.0 inches 1.01 2.38 2, Note 1 640 1 3.1 inches 6 13.0 inches NG 1.83 44, Note 1 760 3 4.1 inches 6 ' 11.0 inches NG 1.54 33, Note 1 980 3 3.2 inches 6 8.5 inches NG 1.19 22, Note 1 1280 3 2.4 inches 6 6.5 inches NG 0.91. 1. Use 3X framing at adjacent panel edges and stagger nailing I BUTTE COUNTY ' BUILDING DIVISI®N APPROVED Pro)ect: Weiniinger ,Engineer: RKB Design of: Shear Wall Framing Total Resistive Lateral Wall Wall Load Length, Load Line (lbs) (ft)' (plf) Summit Structural Design --- Segment Segment Overall Resistive Aspect Gravity OT OT Righting Edge Nail Length, Length Ratio Load Height Moment Moment (in) (ft) (ft) Factor (Ib/ft) (ft) (ft -Ib) (ft -Ib) _ -- Net M/o (lb)_ 1-w. 1389 8.00 174 6" 8.00 8.00 1.00 _ 150 8 11112 4800 _ 1029 1 -eq 853 8.00 107 (i"- 8.00 8.00 1.00 150 8 6828 4800 493 2-w 2035 8.00 254 61, 2.50 2.50 1.00 300 8 5088 938 1810 2 -eq 1511 8.00 189 4" 2.50 2.50 0.63 300 8' 3779 938 1286 3-w 1606 8.00 201 6" 3.50 3.50 1.00 300 8 5.622 1838 129.1 34eq 1175 8.00 147 6" 3.50 3.50 - 1.00 300 8 4114 1838 860 A -w 1043 11.00 95 V. 11.00 11.00 1.00 300 8 8341 18150 232 A -eq 1308 11.00 119 6" 11.00. .11.00 1.00 300 8 10466 18150 -39 6-w 1504 6.00 251 6" 6.00 6.00 .1.00 300 8 12030 5400 1465 13 -eq 1584 6.00 264 4 "' 6.00 6.00 1.00 300 8 12674 5400 1572 C -w 406 12.00 34 6"` 12.00 12.00 - 1.00 150 8 3244 10800 -270 C,eq 289 12.00 24 6" 12.00 12.00 1.00 ISO 8 - 2310 10800 -348 r ' BUTTE COUNTY . BUILDING DIVISION APPROVE® - Summit Structural Design' Project: Weinzinger Engineer: RKB. Design of : Lateral Drags Lateral Overall Shear per Length to Drag Drag Wall Load Length Foot be dragged Load Type Line (lbs) ('rt) (plf) (ft) (lbs) if applicable 1=w 1389 32.0 43.4 18.0 781. A 1 -eq 1387 32.0 43.3 18.0 780 A 2-w 2035 39.0 52.2 26.0 1357 A 2 -eq 2456 39.0 63.0 26.0 1637 A ' 3-w 1606 39.0 41.2 26.0 1071 A 3 -eq 1910 39.0 49.0 26.0 12.73 A A -.w 1043 62.0 16.8 46.0 774 A. A -eq 2126 62.0 34.3 46.0 15.77 A B -w '1504 62.0 24.3 56.0 1358 A B -eq 257.4 62.0 41.5 56.0 .2325 B C -w 406 26.0 15.6 14.0 218 A C -eq 469 26.0 18.0 14.0 253 A BUT'T'E COUNTY BUILDING DIVISION APPROVED Summit Structural Design Project: Weinzinger Engineer: RKB Design of: Foundations Allowable Soil Bearing: ' .1500 psf Concrete Compressive Strength: 2500 psi Concrete Stem Wall (Non -Retaining): µ 6" wide with (1) #4 continuous at top and bottom 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. Continuous footings: Width (in) Thick. (in) Cap (plf) Reinforcing - 12 12 1500 ('1) #4 cont. 15 12 1875 (2) #4. cont. . 18 12 2250 ' (3) #4 cont. 24 12 .. 3000 (3) #4 cont. 30' 12 3750 (4) #4 cont. Spread Footings:' Reinforcing Cap. 'Label Size Thick. (in) Each Way Kips F1 1'-0" Sq. 1.2 (1) #4 1.5 F1.5 1'-6" Sq. 1.2 (2) #4 3.375 F2 2'-0" Sq. 1,2 (3) #4 6 F2.5 2'-6" Sq. 12 (4) #4 9.375• F3 . 3'-0" Sq. 1.2 (4) #4 13.5 F3.5 3'-6" Sq. 12 (5) #4 18.375 F4 4'-0" Sq. F4.5 4'-6" 12 (5) #4 24 BUTTE COUNTY Sq. F5 5'-0" Sq. 12 12 (6) #4 30.375, BUILDING DIVISION • (7)#4 37.5 F5.5 5'-6" Sq. 12 (5) #5 45.375 �V��®��® F6 6'-0" Sq. 18, (8) #5 54 F6.5 6'-6" Sq. 18 (9) #5 63.375 Note: Bottom ofeach footing shall beat least 12" below finished grade or as per local requirements. I COMPANY PROJECT Summit Structural Design Woo&Norks June 15., 2016 12:02 S0F71t1ARFF0R Wb00 vfSjcA' Typical Stud Design Check Calculation Sheet WoodWorks Sizer 10.1 Loads: . Load Type. Distribution Pat- tern Location (ftl Start End Magnitude Start End Unit Fv! - l.oaal Deaa -A 735UDL Bending t'1 (Eec, = O.UU") 350 p 1417 Luad2 Wind C&C Axial UDL Pc = (Ecc. - 0.00"), 320 plf fc/Fc' - Load3 Itoof constr. Axial UDL Lae (.'cc. - 0.00") 37.0 plf 0.13 Wad4 Wind c6c Full Area Fcp 781 32.00 (16.0)' psf Com!:i.ned taxia Iei! we nt -^Dead load Axial UDL Eq.3.9-3" 0.75 7, plf 1.00 Lateral Reactions (lbs): T-7.5" Dead Wind Roof L.i ve Factored: _ >R 100 Lumber Stud, D.Fir-L,-Stud, 2x4 (1.1/2"x3.1/2") Support: Lumber Stud Bottom plato, D.Fir-L Stud; Bearing length = stud thickness Spaced at 16.0" c1c; Total length: 7'-7.5'; Pinned base; Load face = v:idth(b); Ke x Lb 1.0 x 0.0 = 0.0 [ft); Ke x Ld: 1.0'x 7.63 = 7.63 [fQ; Lateral support: lop = Lb, bottom = Lb; Repetitive factor: applied whoro permitted (refer to online help); Analysis vs. Allowable Stress (psi) and Deflection (in) „sing NOS 2012: Criterion Ana.t�slsvalue Deslgn Value Analysis/Design Shear Tv 29 Fv! - Z80 fv Fv' = 0.10 Bending t'1 fb - 747 Fb' = 1417 fb/F'b' - 0,53 Arial Pc = 188 Fc' - 546 fc/Fc' - 0.34 Ax; al. Bearing Lc Lae Fc' = 1428 fe/Fc' - 0.13 tiUpport 3u4:in�• fep 4 186 Fcp 781 fcp/Fcp 0.24 Com!:i.ned taxia compression + sale load bending) Eq.3.9-3" 0.75 Dead Defl'n. negligible 1.00 3 CRITICAL LOAD COMBINATIONS: .Ave Defl'n 0.19 - L/491 0.25 = L/360 100 lbs- 0:73 Tocal DeflIn. 0.19 -= L/491 0.38 - L/7.40 0.49 e Additional Data: FACTORS: 'r/E ips ei co cm Cr CL/CP CF Cfu Cr Cfrt Ci LC II Fv' 150 ;,-i0 1.00 !.00 - - - - 1.00 1.00 4 Fo100'+ UU I.60 1.00 !.0.0 1.000 1.100 1..00 1.15 1.00 1,00 4 Fc' A50 1.60 1.00 1,00 0.382 1.050 - - .1.00 1.1/0 7 c'ccs:l> 551: !.GU - 0.352 - - - .. - 5 ,::: l 1. Lon 1 .00 1.00 F . 00 1. OU 4 E:n!::' 0. 5" m!111 on !.00 1.00 - - - - 1.00 1.00 4 Fc850 !.GO .1.00 1.00 - 1.050 - - 1,00 1,00 3 ' Fcp sup 625 - 1.00 1.00 - - - - !,00 1.00 3 CRITICAL LOAD COMBINATIONS: Shear LC 64 .6D+.6W, V = 1.00, v design 100 lbs- - Ber.dinOt �I: LC ?4 '� .6L1+.6W, M = 191 lbs -ft ����� Defl"c0on: LC .44 .6Dr.42W (live) ®��� LC 43 6D- .42W (total) Ax 11, LC ri7 = D�.75 (Lrr,(iW), P = 9118 lbs 1CC1\\'��/.�� `/ C A� ly,d�I�,,,,MI1 BUILDING ®� IV�®! Combined : LC 05 = D+.6W1 (1 - fc/FcE) = 0.77 ' �G Y Suppar: LC 03 R = 9118• lbs, Cap = 9101, Lb = .1.50", Cb = 1.25, ��® w W-w1ndLr+.6W1; fMdr•ad i,�l ive S=snow w•'wl nd 1 -Impact Lr -roof live Lc=.concent: rated F,=eorlihquaY,e ��i®O/ ����®p A?! LC's aie listen in the Analvsis output. :.gad rcmbinatir,:a: ASCE 7-1b / LBC 2012 CALCULATIONS: Oe."!ectiori: EI - OeO6 ib -int "Live" deflection - Deflection I.'rom all non -demi loads (live, wind, snow...) Deflection - 1.50;Dead Ladd Deflection) . Live Load Deflection. Design Notes: - -- 1, WoodWorks analysis and design are in accordance With the ICC International Building Code (IBC 2D12), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verily that the dbfhult deflection limits are appropriate for your application. 3. FIRE RATING: Joists, well studs, and multi -ply members are not rated for fire endurance. T� COMPANY PROJECT Summit Structural Design 0,-Wo®dl Works' June 15, 2016 12:03 $0FTiVAREFOR 1V000 DHIGN. King-Trimmor for B' Opening Design Check Calculation Sheet Wood Works Sizer 10.1 I Loads: ;X160. Type Distribution Pat- tern ;.cca E ion Ift1 Star; End Mi,qn i t ude S cart End Unit �!;, �1 I Iv rl,_6 " 12 lle:lci Ecc. 0.00,11 00ba !4! Load2 Wind C&C Axial fc 49 (Ecc. 0.00") 200 lbs L0 a d. 3 Roof constr. Axial Fc- lEcc. 0.0011) 200 lbs ..oade, Wind C&C Fill) Area bendinq) Eq.3.9-3 32.80 (5.001* ps f Sel f-we!qhv. Dead Axial 29 lbs Lateral Reactions (lbs): W 01 T1 fac Cored: Dead .14 nd 625 Roo r Live aCtorad: L_>R G25• 3"1 15 Lumber ri-ply, D.Fir-L, Stud, 2x4, 3 -ply (4-1/2"0.1&') Support' Non -wood: B6aring length = column width Total length: 7'-7.5": Pinned base: Load face = vadth(b): Built-up fastener: nails; Ke x Lb: 1.0 x 0.0 = 0.0 Ifil; Ke x Ld: 1.0 x 7.63 = 7.63 [(1); Lateral support: top = Lb, bottom = Lb; Repatitiv(j factor: applied whoro permitted (rate( to online help); Analysis vs, Allowable Stress (Dsil and M41prtinn [in) C!..iterinn value De 1�1, L I & -Ma I :Sheat' v .36 ;-b �!;, �1 I Iv rl,_6 " 12 lle:lci 934 Fb, !4! .'b / Fb 10.66 Ax i " I fc 49 Fc, - 54r Ecy' 0.09 Axial Bea r i nq fc 4E Fc- 1428 CclFc 0.03 C mbined (axia comores-ilon - S. de load bendinq) Eq.3.9-3 0.71 Dead De f I neqlig)-ble LiveDef; - n 6.23 - L/393 0.25 - L/360 0,92 -'Ot-., (3fll'n 11.23 = L/393 0.38 - L/240 0.61 Additional Data: FACTORS: F/E(psi)CO Cm Ct CL/CP CIF Cfu Cr Cf'C i F I rt. LCif 160 1.60 1.00 1.00 -- - - 1-.00 1:00 4 -I>: 0 '100 1 1.00 1.00 1.000 00 1.100 1.00 1.15 1.00 1.90 4 li5o 1.'50 1.00 1.00 0.382 1.050 - - 1 CO 1.00 3 .cCaMb 850 1..50 - - 0.362 - E1.1. mi.l lion 1.00 1.00 - , 1.00 1.00 4 �. 5! million. 1.00 1.00 - 1.00 100, 4 850 1 "io 1.00 1.00 .050 1.00 1.00 3 CRITICAL LOAD COMBINATIONS: S'near: !X 94 .61)i .61.1, V - 375, V design 375 lbs 13 en d I , gi,): !.0 44 .6r)i . 6W, 14 = 715 lbs -ft DL f loction: !,C 04 .61), .42W (live) �, , C 44 .6D . 4 2 � 1 (total) Ax;ai C !j3 D+. 5(Lr 6W), P- - 749 lbs Kf - 1.00 coinbined !,C 05 D4-. CW; 11 - fc/FcF) - 0.513 O'-deild !.-!ive S. -,snow W=-ai.nci 1 -impact Lr -roof live Lc -concentrated E-carthquake All LC's are listed in the Analysis output LO',d Ccmbi fiat ions: ASCE --10 / !BC 2012 CALCULATIONS Derlcction: Elm 8c:06 lb-inVply ve" deflection Vefiectic!, !row all non -dead loads flive, wi.11d, snot Total :..56(nebd load Deflection) • L.1ve Load Wit'loction. Design Notes: 1 Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2012). the National Design Specification (NOS 2012), and NOS Oesign Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. BUILT-UP COLUMNS: nailed or boiled built-up columns shall conform to the provisions of NOS Clause 15.3. 4. FIRE RATING: Joists. wall studs, and multi -ply members are not rated for fire endurance. BUTTE COUNTY BUILDING DIVISION APPROVED F t Summit Structural Design Project: Weinzinger Engineer RKB Design of: 4x Timber Column Design Values (NDS 3.7) 4X DF-L(N) 01 Fc [ d KCE �c `� Co 1400 .1600000 3.5 0.3 0.3 1.25 , Stability Reduction Column Capacity (lbs), 'le (ft) Cp. Fc' (psi) 4X4 4X6 4X8 4X10 4X12 5 0.64 - 901 11041 17350 23660 29969 36278w� 6. 0.55 767 9397' 14766 20136 25505 30875 7 0.46 649• 7951 12494 17037 21580 26123 8 0.39 549 6729 10574 14418 18263 22108 9 0.33 467 5718 8985 1225.2 15519 18786 10 0.29 399 4888 7682 10475 13268 16062 11. 0.25 344 4209 _6614 9020 11425 13830 12 0.21 298 3651 5737 7823 - 9910 11996 13 0.19: 260 3190 5012 6835 8658 10480 14 0.16 229 2806 4409 6013 7616 9219 15 0.14 203 2484 3904 5324 6743 8163 16 0.13 183. 2213 3477 4742 6007 7271 17 0.12 162 1982 3115 4248 5380 653.3 18 0.10 146 1785 2805 "3824 4844 5864 19 0.09 132 1615 2537 3460 4382 5305 20 0.09 120 1467 2305 3144 3982 4820 BUTTE COUNTY BUILDING DIVISION APPROVED Summit Structural Design • Project: Weinzinger Engineer: RKEI Design of: Roof Framing Roof Loads DL= 18 psf LL= 20 psf f Roof plywood: A ' 1/2" APA -rated Exterior plywood or OSB. Apply face grain perpendicular to framing, stagger panels and nail with 8d at 6" o.c. edges and 12" o.c. field. Edge nail at gable ends, drags strap lines, blocking, and all supported edges. Trusses: Spacing = 24" O.C. . Loads: ` T.C. Live Load = 20 psf T.C. Dead Load = 10 psf - B.C. Dead Load= 8 psf Total Load = 38 psf T Typical Headers (U.N.O.) Use 4x12 DF42 BUTTE COUNTY BUILDING DIVISION APPROVED II CAI.FRWM 2X8 ROCIE SM 2m aksonlm 2X8 RVIERS Q24" 0.C. 14- J [71 a' Sc 2020 S 2020 SKY I I I WE M 4^ L l I I 14 I VAE 4 I 4:12 L911Y4. wAx wm[T: TRUSS win. STArmA<+0 mussy o 24' 0 ,t ill ms 4:12 ale V6 6 80. 2KRIDGE W. - 2X3 rAsm� - 2X4 RAFTERS ^ A O 24- O.C.[( 1.yf :k:. STAT .R�' TRUSSES O v N- O.C. 14N. SbNOARp TRuss w/Ftu ROOF FRAMING PLAN --TRUSSES1I I I I BUTTE CGUNPf BUILDING DIVISION APPROVED' II CAI.FRWM 2X8 ROCIE SM 2m aksonlm 2X8 RVIERS Q24" 0.C. u M1 MO= 1 ALL TRUSSES G� T-i31i55 COMPANY PROJECT MloodWolEk,s' SummitStructural Design i9 June 15, 2016 11:5410171vARI, FOR 11011C., g1 Design Check Calculation Sheet Woodworks Sizer 10.1 Loads: Load Type Distribution Pat- Location Ift) Nagni.tude Unit l,oadl Load2 I.oad3 Load4 Self-welghI tern Start End Start End Deac FUT Area 1 ,00 12.00)- psi Wind C&C Full Area - 20.00 (2.00)- psi Roof con .sFull Area 20.00 (2.00)- psi Dead Ful.l Area 10.00 (5.00)+ psi Dead Full UDL 9.A Plf Maximum Reactions (lbs) and Bearing Lengths. (in) fi-- B,-2„ l)n fac Ccred: - ----'--- Dead 389 1•:ind iG3 Roof Live 163 iG3 'Total 505 "- searing: ge:> Length 1.00• .4 in re 'd !.00:. 'Minimum bearing length sottino used, 1" for end sunnnrrs Lumber-soft, D.Fir-L, No.2, 012 (3-112"x11.1/4") Supports: All - Timber -sort Beam, D.Fir-L N0.2 Total length: W-2.0'; Lateral support: top= at supports, bottom= at supports; ' Analysis vs. Allowable Stress (psi) and Deflection (in) using Nos 2012: Cri ter i011 Anal sis Value I Des ion. value Analis:D' Shear fv 1G Fv- 22 v F fv -"0'07 . Bending (�} ib 100 Fb = 1211 fb/Fb'-- 0.15 Dead Def L'ri 0. 3.1 = •:L/999 , Ltbe DefI n0.01 = -:L/999 0.4.7 - L/360 0.02 Total 7Je C.i,'r, 0.)3 - .:L/L999 0.40 = L/240 0.07 Additional Data: FACTORS: /EiI's ;ICD Cm CC cl. CF Cru Cr Cfrt CiCn LC ii. V. i80 + 25 1.00 1.00 - - _ 1.00 1.00 1.00 2 , Fb'- 900 ...,>5 i.00 1.00 0.978 1.100 1.00 1.00 1.00 1.00 - 1. - F'cy' 625 - !.00 1.00 - - - - 1.00 1.00 _ F.' 1.0 m1.11 ion 1.00 1..00 - - - - 1.00 1.00 - 3 En" -.n 0.:9 mill i,:n 1.00 1.00 - - - - 1.00 1.00 - 3 CRITICAL LOAD COMBINATIONS: Shear LC' 112 „ D+Lr, V 547, v desi.gn = 415 lits 02 ,r U+1.:', M = 1105 lbs -ft Uafl.ectlon.: LC 03 D'.',50Lr+.-)2w) (live) LC 11.3 D+. 75ILr• 47.wf (total) D=dead I. -live S'+snow W=wi.nd 1 -impact Lr -root live bc-concentrated E'nearthquake Ali I,C's .ire listed 4n the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS. Deflection: EL - GG4e06 lb-in2 "Live." deflection Deflection frorn allnon-dead loads (live, wind, snow...) Total Deflectich :..50(1,ead 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. ) BUTTE COUNTY BUILDING DIVISION APP OVED I. S COMPANY PROJECT Summit Structural Design June 15, 201611:55 . `MloodWorks' S0Fn%'ARE FOR w000 DEsl(;N B2 ' Design Check Calculation Sheet WoodWorks Sizer 10.1 Loads: t,oaii 'type Distribution Pat- Cern Location Iftf Scart End Mitgni tude Start End link 43 Dead F'ul T Area Y1!nd 063 '.8.0 rJt1F. 001• P 5 F I.oacQ Wind C&C Full Area 1218 8 63%iG3 20.00(14.00)• PsF Lo a(13 Reef constr.. Full Area To r al 1072 20.00(14.00)' psf coad4 React Fu Area L/360 j 1P77, 10.00 (1.0.))-, Ps f. u-•••re:41h C -....„end..- Full 1101._ Min :-e• •d '1.00• 9.4 )!f Maximum Reactions (lbs) and Bearing Lengths (in) : 6'-2•• - unfactorOct. Analysis Value --•----- V. -•:.- Dead 836 43 F'v' - Y1!nd 063 Bending(-) g3G Roof ve 8G3 1218 8 63%iG3 Factored: 0.31 m <L/999 To r al 1072 _--.------ _ 3CArel:q.; 0.20 = L/360 j 1P77, Longth i.00• '---i 0.30 - Min :-e• •d '1.00• 1 rr 1.. 'Minimum bearino lenoth se0mn used- i'• in, Auer <„�,.n.,� -----._-_-_ • 00 •.. 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: 6-2.0•'i Lateral support: top= at supports, bottom= at supports: Analvsis vs. Allowable Stress (ngil anri flaflartinn /int .._:__ .. .- . Cricerior. Analysis Value Desiqn Value Analysis/Desitin 5'renr .v 43 F'v' - 22 v Fv' .19 Bending(-) fb = 415 Fb' •• 1218 fb/FW - 0.34 Dead Defi'n 0.31 m <L/999 _ - - 1.00 Lave DAf!'n 0.)1 •:L/999. 0.20 = L/360 j 0.07 Total Dcfl'n 0.)3 -:L/9'99 0.30 - 1:/2,10 1 0.11 Additional Data: -- FACTORS: FIE ips.ilC:) CM CC CL CF Cfu Cr Cfrt Ci Cn IX Fv' 180 1.25 1.00 1.00 - - - - 1.00 1.00 1.00 2• .b'• 900 1.25 1.00 !.Do 0.984 1.100 1..00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.0(, _ - E' 1.6 mil lion 1.00 1..00 - - - - 1.00 1.00 - 3 Emir' O. SF milEiun 1..00 1.00 - - - - 1.00 1.00 - J CRITICAL LOAD - 1,C it2 VtLr: Shear LC ii2 •• U+Lr, V - 1677, V design 11.37 lbs BUTTE COUNTY Dendir:a i+1: LC 82 Dr Lr, M lbs -ft ^etler_•teon; LC L3 :.i5(Lr+.42?.) (live) - BUILDING LC s3 D•.75(Lr•.42W) (Coca!) DIVISION I IVION wind I=impact Lr -roof live r1•A V" L�=live fisted A;.! LC'a are Lc -concentrated CeA E=earthquake n ions:ci !n the Analysis OutpuC. Lgar1 cnrnbinac ions: ASCE :'-1.0 / tBC 201:. APPROVED P ®�� CALCULATIONS Def iec r. ion: Ei. = 664e06 lb -int 'L.ive." 'iff Eec... on �- Def!ect ion from a!1 noa-ciead Loads t.live, wind, snow...) Def lectin:: _ :.50(Dead Load Deflect'ionl • 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 Cosign Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterallysupported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT WoodWor Summit Structural Design ks © - June 15. 20111 11:56 SUr7WARf FOR NWUGQ WSICN B3 Design Check Calculation Sheet - WoodWorks Sizer 10.1 Loads: i Load Type Distribution Pat- tern Location (ft) Start .End Magnitude Unir Start End Load! Deas! Fu Area R. 0.1 Wind .0011 .OQ)• _Ps Load2 Wine. C6C Full Area .roof I.3 ve 827 20.00(16.00)• psf l.oad3 hoof constr. Full Area 0.01 <; L/999 0.17 .= 1!/360 20,00(16.00)' . Pyr Ldad4 uCac cull Area - -- ---' - 0.07 10,00 11.00)• psf Self-weiuh> Deac Full UDL .- 17.41 Length 9.4 if Maximum Reactions (lbs) and Bearing Lengths (in) UefaCcnrea: Analysis Value --.•---- --- Dead 794 FV' �= 225 R. 0.1 Wind t'27 T .r9d .roof I.3 ve 827 :'2.' Faccoced: 0.01 <; L/999 0.17 .= 1!/360 827 Tota! .1786 - -- ---' - 0.07 Bearing-: 17.41 Length 1.00•. •- - -'-'- Mtn recr'a .00- p. 'Minimum boarino lenolh seuinn usad•. t•• rnr 2nd V0 Lumber -soft, D.Flr-L, No.2, 4x12 (3-1/2"x11-1/4") Supports: AII- Timber -soft Beam,'D.Fir-L No.2 Total length: 5-2.0'; Lateral support: top= at supports, bottom= at supports: Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2012: Cri terLon Analysis Value Design Value- Ana! sis/Geslgn Shear .:v FV' �= 225 R. 0.1 l :Act gl•�! .`•L• 329 Fh' u 12222 Pb/fb' 0.27 Dead !)e £!'n 0.01 �L/999 L.•.ve Gef!'n 0.01 <; L/999 0.17 .= 1!/360 0.05 Tocal D.:!) 0.02 = 21,/999 0.25 a L/240 0.07 Additional Data: ---- FAC'r0R5: F/E!psi)Cu Cid Ct CL CF Cfu Cr 'Cert ci. Crt Lc 11 Fv' 1.0 1.7.5 1..00 1.00 - - - - 1.00 1.00 1.00 2 SOV 1.;!5 1.00 1.00 0.987 1.1.00. 1..00. 1.00 1,00 1.00 - 2 Eep' 625 - 1.00 1.00 - - - 1...00 1..00 - E' ]..6 million 1.00 1.00 - - - - 1.00 1.00 - 3 ���� F:mi;t' C.SP r„i 11 ion !.UO 1.00 - - - - 1.00 1..00 - 3 - � ry®� CRITICAL LOAD COMBINP:nONS: COUNTY a Shoo LC s2 D.I.L, V >_ 1595, V design 980 .1 b:: - - �U�L®I�i� p �/ . 5e,-1 rng;o 42 Dr Lr, M � 202.6 hive) � DIVISION Erc£iectiun: !,t. n3 U. Lr' M - 4,^.2 (lives .. D=Bea:! 1.=live S=snow I4mw.ind !-impact Lr•roor live Lc-concontrated E-earchquake APPROVED All LC" Are liscefi !.n the Analysis output '..oad combinations: ASCE 7-!0 / MC 2012 CALCULATIONS: - ue-rlection: E! = 664e06 ib -int deflection m Deflection from all non -dead loads (live, wind, snow..) ' De fi.ection 1.501Dead Load Deflection) + Live Load Deflection. Design Notes: -- 1. WoodWorks analysis ant design are in accordance with the ICC International Building Code (IBC 2012), the National Design Spocifiratlon (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3 Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. t e COMPANY PROJECT Summit Structural Design ?n. i loo Works. ` June 15, 2016 71:58 ¢arnvaFr r0P rvoon r)tvcn• Typical FJ Design Check Calculation Sheet WoodWorks Sizer 10.1 Loads: Maximum Reactions (lbs) and bearing Longths (in) 6'•5" U}:fac Cored: ---- - -- Dead 92 Load Type Di.Ll Cbution Pat- LocaLion (ft) Magni Ludo Unit Fact Or P. Ci: tern Start End Start End Loads Uead F'ir I Area 10. 0 ` Load2 Live full Area (16.01 40.00 (16.0)• Ps. psf Load3 Dead Full Area Iqnqlh 10.00 (IG.01' psf Sel.-weight Uead Full UUL 2.0 if Maximum Reactions (lbs) and bearing Longths (in) 6'•5" U}:fac Cored: ---- - -- Dead 92 - Live 171 ' 92 Fact Or P. Ci: `i vin rec'•.i I 1.OJ• 1 .bG'•. 'Minimum bearing Iqnqlh SellinU used: 1" for end sunnnn:----.-_-_ _ - Lumber -soft, D.FIr-L, No.2, 2x6 (1.1/2"x5-1/2") Supports: All - Timbor-soft Beam, D.Fir-L No.2 Floor joist spaced at 16.0" c/c; Total length: 6'-5.0' Lateral support: lop= full, bottom= at supports: Repetitive factor: applied where permitted (refer to online help); Analysis vs. Allowable Stress (psi) and Deflection(in) using NDS 2012: Cri Cerion Ann! sis Val, Uesign Value Altai sis/Dgsign Shear t.�_�_ Fv' 180 fv F'v o 0.22 Dendinq(4i fb - 652 F'b' - 1345 fb/Fb' 0.40 [)pact Defl'n 0.)3 - :L/999 ;.,ve Def1'n 0.06 - •:L/999 0.21 - L/360 0.27 1'oc.al Defl'n 0.10 - 0"125 0.32 = L/240 0.33 Additional Data: - -" - --- FAc"n!a: ,: F1E(Ps 1rCD Ca". ct CL CF cfu Cr Cfrt Ci at LC 11 FV ' Ifjo i.00 1.013 1.00 - - - - 1.,00 1.00 1.00' 2 • . Pb'� 900 1.00 11.00 1.00 i.000 1.300 3.00 1.15. 11.00 1.00 - 2 i'cp' 625 - 1.00 1.00 - - - - 3.00 i,UO - - E.l.6 mi.l lion '1.00 1.00 - - - - '1.00 1.00 - 2 E.T,11t0.58 ,n 1 i 1n !.Do 1 . o0 - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: SLear LC a2 '• D -L, V = 2600 V design _ 219 lbs - BUTTE C/,�� 9he.r yi•1: LC TY rig D+L, V = 411 lbs -ft des .4 UII vr:icction:,!.' rig :, D�[. (lives �s ■'�®I�� I1: 112 U -L (cotal) U DIVISION !-`!iva .9-5110v 'vl =•.ai ::d Imtmpact Lf -roof. live Le -concentrated E=earthquake Ail LC',-, are. !ist•_d in the Analysis outut' - APPROVED �� Loan co:IONS tions: ASCE %-!C / CBC 2012. ® O E D CALCULATIONS' hf�il p41S Def!•ictt Ei 33e06 !b-.in2 _ve"'ser; ect!on � :reflection Crum Ali non -dead loads flive, ai.nd, snow...I Def3actlu:% = i.50 i0ead i.oad Deflection) , Live Load Defleccion. 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 NUS Design Supplerr.eni. 2 Please verify that the default deflection limits are apPropriale for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of Nos Clause 4.4.1. 4. FIRE RATING: Joists, wall studs, and multi -ply members are not rated for fire endurance. 'M 1A COMPANY PROJECT - Summit Structural Dosign WoodWorks � June 15. 2016 01611. 59 sor7WAa1. rOR 79000 DerJc:V Typical Girder Design Check Calculation Sheet - -- WoodWorks Sizer 10.1 Loads: Maximum Reactions (lbs) and Bearing Lengths (in) : ---- ----'- -- 6,-6„ s P, -- ----- ----..-._i� !)ead • 453 ---..-_-- _ Live U67 •153 Fslctored: C6:' ':tical 1320 nearinq: 1l :0 Length 1.00' ttin re 'd 1.001 'Minimum bearing length selling used: 1" for end suppons Lumber -soft, D.Fir-L, No.2, 4x8 (3.112'W-114") Supports: All - Tlmber-soft Beam, D.Fir-L No.2 Total length: 6'-8.0': Lateral support: lop= 16 bottom= at supports: [in] Analysis vs. Allowable. Stress (psi) and Deflection (in) using Nf)q 7n,9 • ----- - !.Woad Type Distclbution Pat- Location (.ft) Magnitude Unit •v G' Fv' Ana! sis/Design tern start End Start End fb � 040 ' Lear! 1,oad2 Deac Live Ful Brea d.03 cL/999 1C.00( .501• psf Live Def!'u ': Load3 Uead "U11 Area 40.00 (6.501• psf 0.'33 m L/240 0.3.1 self-meiuht Dead Full Area Full UUL 10.00 ,(6.50)' psf " "IY..lutary t4irlCh Iftl 6.0 ,f ' Maximum Reactions (lbs) and Bearing Lengths (in) : ---- ----'- -- 6,-6„ s P, -- ----- ----..-._i� !)ead • 453 ---..-_-- _ Live U67 •153 Fslctored: C6:' ':tical 1320 nearinq: 1l :0 Length 1.00' ttin re 'd 1.001 'Minimum bearing length selling used: 1" for end suppons Lumber -soft, D.Fir-L, No.2, 4x8 (3.112'W-114") Supports: All - Tlmber-soft Beam, D.Fir-L No.2 Total length: 6'-8.0': Lateral support: lop= 16 bottom= at supports: [in] Analysis vs. Allowable. Stress (psi) and Deflection (in) using Nf)q 7n,9 • ----- - Additional Data: - - FACTORS: F/ F: ipat SCD C!4 ct CL CF C!u Cr Cfrt ciCn L{•a %•�'' (ci% 1..00 1 . •J i1 1,00 - - 1..00. '1 .00 l.,00 2 Fb'• .700 1.00 1.00 1.00 0.990 1.300 1.00 1.60 1.00 1.00 Fcp' 625 - 1.00 1..00 - - - 2 E' .7...6 mil..l .ioa .1.00 I.00 - _ _ i.00 1.00 _ _ Etnin' r1. 50 _ - 2.00 1.00 - y tntl.iio� f.u0 l.n0 - - - - 1..00 1.00 ,2 ����� CRITICAL LOAD COMBINATIONS: COUNTY �l, �� gyygpp y��yy' $hear : LC it? = D4 L, L• ., 1304, v design. - 1040 lbs • �•'®a/� 0 ► . neflacO •I: Lc n2 �• Dr 1, t4 = z.i:as lbs -ft BUILDING t Ili DING ®IVIS;® tie i!ec C!on: LC 92 � D4 1, (live) lJ IL !'y 1.0 R ICOCa17 APPROVED 0=yea:!'n1C !.=live s�sow -wind t=impact Le roof !ive Lc=cgncentrated E=CarthouaY.e i(11 !:';'s al.t.stre ed ::nn th<a Analysis output Load Ceccia!nations: ASCE 7-10 / TBC .2012 CALCULATIONS: Def le�r.iUr.: F1 = 176e06 lb-in2 "Live" cefiectiol: hof!ec.tion from all non-deadloads (li.ve, wind, snow.,.I Toga! DeflecC!on 1.501Dead Load Deflection! • Llve 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 Oosign Supplement. 2. Please verity that the detaull deflection limits are approprinle for your application. 3. Sawn lumber bonding members shall be laterally supported according to the provisions of NDS Clause 4,4.1. 1 C:!Cer ion A sY !s Value Design value fineac •v G' Fv' Ana! sis/Design . Bend!ny 1«1 fb � 040 1 �� 1160 fv Fv' _ .34 Cb/Fb' - 0.32 Dead„ Def! d.03 cL/999 - - Live Def!'u ': 0..06 tL/999 0.22 - L/360 0.20 28 oCai fmii,r, 0.11 L/7 16 0.'33 m L/240 0.3.1 � Additional Data: - - FACTORS: F/ F: ipat SCD C!4 ct CL CF C!u Cr Cfrt ciCn L{•a %•�'' (ci% 1..00 1 . •J i1 1,00 - - 1..00. '1 .00 l.,00 2 Fb'• .700 1.00 1.00 1.00 0.990 1.300 1.00 1.60 1.00 1.00 Fcp' 625 - 1.00 1..00 - - - 2 E' .7...6 mil..l .ioa .1.00 I.00 - _ _ i.00 1.00 _ _ Etnin' r1. 50 _ - 2.00 1.00 - y tntl.iio� f.u0 l.n0 - - - - 1..00 1.00 ,2 ����� CRITICAL LOAD COMBINATIONS: COUNTY �l, �� gyygpp y��yy' $hear : LC it? = D4 L, L• ., 1304, v design. - 1040 lbs • �•'®a/� 0 ► . neflacO •I: Lc n2 �• Dr 1, t4 = z.i:as lbs -ft BUILDING t Ili DING ®IVIS;® tie i!ec C!on: LC 92 � D4 1, (live) lJ IL !'y 1.0 R ICOCa17 APPROVED 0=yea:!'n1C !.=live s�sow -wind t=impact Le roof !ive Lc=cgncentrated E=CarthouaY.e i(11 !:';'s al.t.stre ed ::nn th<a Analysis output Load Ceccia!nations: ASCE 7-10 / TBC .2012 CALCULATIONS: Def le�r.iUr.: F1 = 176e06 lb-in2 "Live" cefiectiol: hof!ec.tion from all non-deadloads (li.ve, wind, snow.,.I Toga! DeflecC!on 1.501Dead Load Deflection! • Llve 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 Oosign Supplement. 2. Please verity that the detaull deflection limits are approprinle for your application. 3. Sawn lumber bonding members shall be laterally supported according to the provisions of NDS Clause 4,4.1. 1 r i^ RESPONSE 'ro PLAN CHECK Protect: Weinzinger Remodel and Addition 1402 Highway 70 RECEIVEDOroville, CA JUL 2 8 2016 TRB+Project Number: 16.054.131.1 TRB AND ASSOCIATES Structural Plan Check Comments: V1) See attached calculations for S.DS fasteners. �2) -Reference to detail 25/4 has been omitted. See revised detail 1/SD3 with(( ) H2�,5A lips at girder truss '1200# uplift capacity > 1130# therefore old— See added 2x9. Sistered to bottom chord of gable.end truss (Sheet 4), and attached Calc. BUTTE COUNTY eROFESS/pAJUL 2 6 2016' 4lED), Ey DEVELOPMENT g 3� �O� Cya�nn SERVICES C. 8 rn5o EXP. of% q CIVILC FOR CODE WED OF cA��Fo OMPLIANCE AUG 0 1 2016 w TRB ARID ASSOCIATES .r, PROJECT: ENGINEER: I Cr.SUMMIT STRUCTURAL DESIGN {�-M. Jh , www.summitchico.com PAGE:_ QA TE: DESIGN OF I Qc4iL l� �1.V.f" F..,. r xY • ( d l t�� �r � , � £ i Y , @.4a ` • e i M. e. �. e. .' • }' .. �- a n. J. • :r�' 1 } I .P' , Ayl`, 1 e'IMKI:%I+IA A/7 W. COMPANY- PROJECT Summit Wuctural Design it .00 July 20, 2016 10:4 3, w� IU it V V U r 11(1:b 5(7r91VARJ:fob TWss C . 10 Boil. Chord Support Design Check Calculation Sheet WoodWorks Sizer 10.1 I Loads: Typo Distribution Pat- tern Location jft) Start End_ Magni Lude --a-rt End UniC 110 a dl �-A Area a Fb I - 1650 0.47 Dear Def)',: -,LaT 00 •fb/Fb' wind Full Area 0.13 0.19 50 11 2. 9 O.A -oar13 2. �Tul l—Area 12.0- )- psf Mir 'e'L atrTlI Area (3-00), psf SeI -.e i q h. C roead- Full UDL 5.2 off MaXiMUrn Reactions (lbs) and'bearing Lengths (in) 3'-1 1" SUS Lumber -soft, D.Fir-L, No.2, 2k4 (1-1/2"x3-112") Supports: All - Timber -soft Be -am, D,Fir-L No.2 Total length: 3'-11.0' : Lateral support: top= at supports, bottom= at supports: Analysis VS, Allowable Stress (psi) a d Deflection (in) using Nos 2012: t e r., on Val— l-r).siqVQN Val"e, jr,"al hZe —si tv 49 A n•Shear F1' - 2257 ry�Fv j 22 Bear inri fb 772 < Fb I - 1650 0.47 Dear Def)',: 0,04 L/999 ' •fb/Fb' 0.02 <L/999 < 0.13 0.19 50 11 2. 9 O.A S Mir 'e'L 'Minimum bT.,ino toroth —s Ilspry ' fr�, -i —­­­ Lumber -soft, D.Fir-L, No.2, 2k4 (1-1/2"x3-112") Supports: All - Timber -soft Be -am, D,Fir-L No.2 Total length: 3'-11.0' : Lateral support: top= at supports, bottom= at supports: Analysis VS, Allowable Stress (psi) a d Deflection (in) using Nos 2012: t e r., on Val— l-r).siqVQN Val"e, jr,"al hZe —si tv 49 A n•Shear F1' - 2257 ry�Fv j 22 Bear inri fb 772 < Fb I - 1650 0.47 Dear Def)',: 0,04 L/999 ' •fb/Fb' 0.02 <L/999 < 0.13 0.19 50 11 2. 9 O.A 1.f— Additional Data: I TVWA V -V% 1, FA','.'TCRS FIE ips i ,,(:r; CM C t CL CF cfll (:,; W Cfrt C; C11 LC 11 V4W Fv. 00 1.00 F; 1,00 1.;0 IaOr 2 ii 1.25 .00 1.00 0.978 1.500 1.,00 1.00 1-00 !.00 PC , 0, - I - 00 1.00 - - - - 1-00 1.00 E ion 1,00 1.00 - 1.001 Em!n 5^ million 1.00. 1.00 - 1.00 2.oD �CRIIICALJ­QAU Shear � 0 E�� V 20G, V design i7o mor 9-11, 7-. t M 191 lbs -ft r�. 42W) ve) I —119ac C br-roof live LC-conCl2llLr,1tPd Z -earthquake' 10, (total) All L,':':3 are listed in Che Analysis Output, Load 'o'-WnaLiona: ASCE 7-10 1 IBC 2012 CALCULATIONS - E: 9eO6 !b -int Eloflect-iOn from all hon -dead loads Clive, -4ind,,snow 'FW al 1­50(Dead Load Deflection). aLiV6 Load �Cie f lecti on,. Design Notes: I Woodworks analysis and design are, in accordance with the 10C International, Building Code (18C,201 1 2 1 the National Design SpOqUication (NOS 2012). and, NI)S Dosifin Supplement. 2. Please verily that the default deflection limits are appropriate for your applica' Saw tion. 3. 1 n lumber bending members shall be laterally supported according to the provisions of NOS Clause 4.4.1. t t� TRB + Assodates Agency: County of Butte TRB+Project Number. 16.054.131.1 Initial Plan Review Page 1 of 4 Date: July 5, 2016 To: Robert Weinzinger 1374 Hwy 70 Oroville, CA 95965 Cc: Philo Hunt, Amber Franzino, Nancy Springer, Deborah DeBrunner, Jordan DeBrunner Email: Phunt _buttecountv.net; AFranzino(cDbuttecountv.net, nspringer@buttecountv.net', ddebrunner(cDbuttecoutny.net; idebrunner(afbuttecounty.net (via email) RE: Plan Review for: Add/Remodel for Weinzinger Residence Project Address: 1402 Highway 70, Oroville, CA Agency App. No.: B16-1351 TRB+ Project.No.: 16.054.131.1 At the .County of Butte's request, TRB +Associates has completed its plan review for the project ., listed above. Please seeahe section', entitled "FOREWORD" oni66 following page for information on. the scope of the :review, instructions=on how.to resubmit, -and contact information,for yourproject. The following documents were received for review: BUTTE COUNTY Plans: (2 sets) Sheets dated 5/10/16: Cover Sheets dated 5/1/16: 1 — 7 JUL 2 6 2016 Sheets dated 6/15/16: SN, SW - SW DEVELOPMENT Structural Calculations: (2 copies) R. Burdette, dated 6/20/16 SERVICES Truss Calcs: (2 copies) Mitek, dated 5/25/16 Truss letter. (1 copy) R Burdette, dated 6/16/16 Energy Calcs: (2 copies) M. Alvis, dated 6/13/16 Ra EIVED JUL. 2 8 2016 Plan review comments are listed on the following pages 'FRB AND ASSOCIATES Sincerely, TRB + ASSOCIATES, INC. Nicholas Ho ICC Certified Plans Examiner BUILDING SOLUTIONS TRB + Associates, Inc. 3180 Crow Canyon Place + Suite 216 + San Ramon, C� 94583 for MUNICIPALITIES T 925 866.2633 F 925 790.0011 ss www.TRBp/us.com PROJECT.DATA Occupancy Group: Type of Constriction: Number of Stories: Addition (s.f.): Total Conditioned Floor Area (s.f.): Covered Deck (s.f.): Fire Sprinkler System: Valuation: FOREWORD R -3/u VB One 798 �39 $76,000 Agency: County of Butte TRB+ Project Number. 16.054.131.1 ■ This plan review is only for the purpose of evaluating compliance with the .provisions contained in the 2013 CBC, 2013 CPC, .2013 CMC, 2013 CEC, 2013 CRC, 2013 Green Building Standards Code, .. 2013 Energy Code, and County of Butte Ordinances. Please note that our review does not encompass provisions regulated and enforced by Planning, Engineering, Public Works, Health Departments; or other authorities.outside the jurisdiction of the Building Department. -Please address all of the followirig. items and return a copyof this list, along .with a' response sheet. indicating •the location of. all required changes, to the plans specifications -and/or •calculations.' Be as specific'as possible inyourresponsess6`that we may expedite yourrecheck <: ■ 'if .any- changes. have, been made) to the plan 'documents unrelated -to those items'.identified in' this comment list, please list the changes on a separate sheet and include in your resubmittal documentation. ■ Please submit two (2) complete revised sets of plans and plan documents, wet stamped and signed by the Architect and/or Engineer of Record, to: County of Butte Department of Development Services 7 County Center Drive Oroville, CA 95965 OR TRB + Associates, Inc. Attention: Todd Bailey 3180 Crow Canyon Place, Suite 216 San Ramon, CA 94583 ARCHITECTURAL COMMENTS Review performed by: Nicholas Ho Cover Sheet V/ Al. Please indicate the occupancy group as R-3/1.1. CRC Section 1.1.3.1 \/ A2. Please indicate all square footage information on. the cover sheet. Include existing and proposed conditioned floor area, garage, and covered areas. Butte County Submittal Requirements 4�D 51-0 P 4�_ ©f W 'p,2_� Please indicate on the cover sheet if an automatic residential fire sprinkler system is to v be installed. An automatic residential fire sprinkler system shall be installed in the new addition if the existing building has already been provided with one. CRC Section R313.2 Page 2 of 4 { R B . t Agency: County of Butte TRB+ Project Number. 16.054.131.1 Sheet 2 J A4. Please provide a legend for both existing and. prop)sed floor plans to. clearlyidentify. areas being demolished and new construction. (A 4� S- fit e=P--T MECHANICAL COMMENTS M1. Please indicate location of existing furnace and AC unit. u�t S NST . � 6Z8 wGiGG• � ��(k hit �hAaGe PLUMBING COMMENTS f�.C6h�Grwiit�n�6'Y' P1. On the site plan, please indicate s' a and location of the propane tank in relation to the residence. CPC Section 1212.1PA 58 pt e-JEl P2. Please dimension the new-bathroom'showe encompassing,a; 0 inch Grcle er_ PC=Sec so that the sshove ead-does not discharge CPC Section, 408.91 ELECTRICAL -.COMMENTS ..No comments: noted. E RGY COMMENTS _ 1. .It appears the Le e i clarify discrepancy. _ GREEN BUILDING COMMENTS Otmb ► ����sv(o,,r t�b�es a� Mown sfaows entry 4 solar tubes, when the plans -show 5. Please o k 7 G� >� tz..o u �-� . �Sh �✓ got &Lt ,e -s ✓ GB1. Please indicate that all existing noncompliant plumbing fixtures shall be re laced with water -conserving plumbing fixtures. CGBSC Section 301.1.1 & 4.303.1 t�( cS+}F-r `L-- VGB2. Please specify wood stove shall comply with EPA Phase II emission limits. CGBSC Section 4.503.1 5� E6: -r 2_ FLOOD ZONE COMMENTS t It appears from the FEMA Flood Map, the parcel is located in FEMA flood Zone A. Please �v t*L provide two completed FEMA Flood Elevation Certificates prepared by a California Registered Professional Engineer or Architect: Please reference the flood elevation certificate on the plans and show all requirements . including floor elevations, stem wall heights, flood resistant materials, flood venting, etc. on SGEb the plans. Revise exterior footing details to show requirements. CRC Section R322 & Butte County Submittal Requirements 1 Please provide construction details of flood vents installed in concrete stem walls. Specify the bottom of each flood opening shall be one foot or less above the adjacent ground and detail reinforcement required around these openings. CRC Section R322.2.2 #2.3 Page 3 of 4 TRa ' Agency: County of Butte TRB+ Project Number. 16.054.131.1 WILDFIRE EXPOSURE CONSTRUCTION REQUIREMENTS Not located'in SRA Zone. No comments noted...; . STRUCTURAL COMMENTS �,. S1. Detail 7/SD2: Please provide'/: -inch lag screws or bolts with washers fodgdgeE:e inn per CRC Section R507.2 or provide calcul ------ S2. It appears Detail 25/.4 is referenced on the roof framing plan, but detail could not be located. GVA d►.tca-rc—o i'0 t.D 3 �t �S S3. Truss 131G'specifies mechanical. connections at ends to withstand 1130 lb of uplift.'It appears H1 ties may not: be adequate to support uplift at truss BIG. Please verify. S4. It appears at Truss C10 at the area between points 22 and 25 should have no bearing. Please verify. , [END]' FEENEY ENGINEERING & SURVEYING, INC. CivWrEngirieering & Land�S,uwveymg TRANSMITTAL July 19, 2016 Tamara & Aaron Weinzinger ; 1402 Highway 70 Oroville,,Ca 95965 " Subject: 1.402 Highway 70, 'Oroville - Flood zone The above referenced. property is located in .Flood Zone X and therefore does -not -need - an elevation certificate. An elevation certificate cannot be done fora -Flood Zone.X bec se;ifis'o side the flood boundary. See the attached-aer-ial_photothat_shows the flood boundaries. If you have any; questions please: contact` me *` Thank you, , ' uswaiN Lauren J. McSwain, PE, PLS 0.8754 , OF Cp1.`F0 rglrro—/3S BUTTE COUNTY BUILDING DIVISION APPROVED PMB 301, 236 W. East Avenue, Suite A' Chico, Ca 95926 (530) 570-7174 Email: Limcswain79@a vahoo.com y Z1402 CA=70 �t _ A +, �y> oIe-earth1,Go' d 2016 Google` n • CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD r' Project Name: Weinzinger Addition Calculation Date/Time: 16:50, Mon, Jun 13, 2016 Calculation Description: Ex HVAC Altered DHW Input File Name: Weinzinger Addition. ribd r1 CF1 R -PRF -01 JUN 2 2 2016' page 1 of 9 DEVELOPMENT SERVICES. GENERAL INFORMATION ENERGY USE SUMMARY _ 3 01 Project Name Weinzinger Addition 06 07 08 Energy Use (kTDV/ft2-yr) 02 Calculation Description Weinzinger Addition Compliance Margin Percent Improvement Space Heating 46.99 03 Project Location 1042 Hwy 70 11.5% Space Cooling 47.10 AIA 04 City Oroville Ca 05 Standards Version Compliance 2015 C 9 06 Zip Code 95965 07 Compliance Manager Version BEMCmpMgr 2013-4b (433j - 433j08 08 Climate Zone CZ11 09 Software Version CBECC-Res 2013-4b (812) Ldp 10 Building Type Single Family 11 Front Orientation (deg/Cardinal) 0 0.38 12 Project Scope Addition and/or Alteration 13 Number of Dwelling Units 1 14 Total Cond. Floor Area (ft2) 2039 15 Number of Zones 2 r G'O C �p 16 Slab Area (ft2) 0 17 Number of Stories 1 L1 18 Addition Cond. Floor AFea 798 19 Natural Gas Available No AU6 0 20 Addition Slab Area'(ft?) 0 21 Glazing Percentage (%) 8.0% COMPLIANCE RESULTS` �„r- ...... �- -"`"� 01 Building Complies witti Compute"r`_Performantif' 02 This building incorporates featuresthat require field testini r/ , fy � � L►.,._,_fiel Jw fi! 03 This building incorporates one ormore Special Features-st ERS fater;uniiei the supervision of a CEC-approved HERS provider. Registration Number: 216-Ao219243A-000000000-0000 CA Building Energy Efficiency Standards - 2013 Residential Compliance PERMIT #—'D' (P I: . BUTTE COUNTY DE\iEbOPMtN I SERVICES REVIEWED FOR CODE COMPLIANCE Regi stration j7:04 Rte HERS Provider: CaICERTSinc. Report Generated at: 2016-06-13 16:51:11 fe 9 Ll� Cof -�"/ NCE ENERGY USE SUMMARY 04 05 06 07 08 Energy Use (kTDV/ft2-yr) Standard Design Proposed Design Compliance Margin Percent Improvement Space Heating 46.99 41.57 5.42 11.5% Space Cooling 47.10 52.14 -5.04 -10.7% IAQ Ventilation 0.00 0.00 0.00 0.0% Water Heating 34.33 34.33 0.00 0.0% Photovoltaic Offset -- 0.00 0.00 --- Compliance Energy Total 128.42 128.04 0.38 0.3% Registration Number: 216-Ao219243A-000000000-0000 CA Building Energy Efficiency Standards - 2013 Residential Compliance PERMIT #—'D' (P I: . BUTTE COUNTY DE\iEbOPMtN I SERVICES REVIEWED FOR CODE COMPLIANCE Regi stration j7:04 Rte HERS Provider: CaICERTSinc. Report Generated at: 2016-06-13 16:51:11 fe 9 Ll� Cof -�"/ NCE CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PI Project Name: Weinzinger Addition Calculation DatefTime: 16:50, Mon, Jun 13, 2016 Page Calculation Description: Ex HVAC Altered DHW Input File Name: Weinzinger Addition.ribd REQUIRED SPECIAL FEATURES The following are features that must be installed as condition for meeting the modeled energy performance for this computer analysis. • Ceiling has high level of insulation • Window overhangs and/or fins ENERGY DESIGN RATING .C ----JI This is the sum of the annual TDV energy;consumption for energy use6omponents�included in f the performance compliance approach for the Standard Design Building (Energy Budget) and the am TDV energy consumption for lighting and components notregulated'byTitle.24, Part 6`(such' 4;1domestic, appliances>and consumer electronics) and accounting for the annual TDV energy offset by on-site renewable energy system. 1 � i f f J I'e P t '� I I �� (" Refer®nce-Energy Use» Energy Design Rating � Margin Percent Improvemer Total Energy (kTDVff2-yr)* �' � V,189.63„ + 185.71 3.92 2.1% • includes calculated Appliances and Miscellaneous Energy Use (AMEU) BUILDING - FEATURES INFORMATION HERS FEATURE SUMMARY 02 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 di 04 provided in the building components tables below. Building -level Verifications: 07 Project Name • -- None — Cooling System Verifications: BUTTE COUNTY •Refrigerant Charge ®��I�`IO� Number of Dwelling Units HVAC Distribution System Verifications: BUILDING Number of Zones • Duct Seating APPROVED Domestic Hot Water System Verifications: A Number of We Heating Syste • --None — 2039 1 ENERGY DESIGN RATING .C ----JI This is the sum of the annual TDV energy;consumption for energy use6omponents�included in f the performance compliance approach for the Standard Design Building (Energy Budget) and the am TDV energy consumption for lighting and components notregulated'byTitle.24, Part 6`(such' 4;1domestic, appliances>and consumer electronics) and accounting for the annual TDV energy offset by on-site renewable energy system. 1 � i f f J I'e P t '� I I �� (" Refer®nce-Energy Use» Energy Design Rating � Margin Percent Improvemer Total Energy (kTDVff2-yr)* �' � V,189.63„ + 185.71 3.92 2.1% • includes calculated Appliances and Miscellaneous Energy Use (AMEU) BUILDING - FEATURES INFORMATION 01 02 03 04 05 06 07 Project Name Conditioned Floor Area (f:2) Number of Dwelling Units Number of Bedrooms Number of Zones Number of Ventilation Cooling Systems Number of We Heating Syste Weinzinger Addition 2039 1 3 2 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 Syst House Conditioned Ex System 1241 8 Tankless Addition Conditioned Ex System 798 8 Registration Number: 216-AO219243A-000000000.0000 Registration Date/Time: 2016-0613 17:17:04 HERS Provider: CaICEF CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CFIR-03022016-433 Report Generated at: 2016-06-13 16:51 ual an t BUTTE COUNTY BUILDING DIVISION ter APPROVED ms >m 2 TS inc. 11 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Weinzinger Addition Calculation Date/Time: 16:50, Mon, Jun 13, 2016 Calculation Description: Ex HVAC Altered DHW Input File Name: Weinzinger Addition.ribd CFI R -PRF -01 Page 3 of 9 OPAQUE SURFACES 01 02 03 04 05 06 07 08 01 02 03 04 05 06 07 08 09 10 Name Zone Construction Azimuth Orientation Gross Area (ft) Window & Door Area (ftz) Tilt (deg) Status Verified Existing Condition Ex Wall Front House Ex Wall R-13 0 Front 184 48 90 Existing No Ex Wall Left House Ex Wall R-13 90 Left 16 0 90 Existing No Ex Wall Back House Ex Wall R-13 180 Back 130 20 90 Existing No Ex Wall C1 House Ex Wall R-13 315 315 56 0 90 Existing No Ex Wall C2 House Ex Wall R-13 45 45 56 0 90 Existing No Wall to Gar House»Garage Wall to Garage 192 17 Existing No Floor Over Crawlspace House, Floor R-19 1241 Existing No Add Wall front Addition`s Ex Wall R-21 0 Front 120 0 90 New N/A Add Wall Left Additiori Ex Wall R-21 90 Left 152 40 90 New N/A Add Wall Back 4K ----Addition ...,, Ex Wall R-21 180 Bads 338 10 90 New N/A Add Wall Right ', `Addition rr :: ' Ex Wall R-21 _ 270 Right 360 52 90 New N/A Addition Ceiling 'Addition`-"" Ceiling R 49� x,,582 New N/A Floor Over Crawlspace 2 /Aiiditi'6 k� tFlkr R49',.. ,I. 798 New N/A Gar Wall Front Garage �•,,� � � WaII RSO � � 0� _ Front/ � ,171` � 112 90 Existing No Gar Wall Left �" Garage `* 1F 3 Wall k6 —'I vl� 9 LO ti1:92 rN 0 90 Existing No Gar Wall Right Garage Wall RO 180 Bads 171 20 90 Existing No Gar Ceiling (below attic) Garage Garage R-0 512 Existing No OPAQUE SURFACES – Cathedral Ceilings 01 02 03 04 05 06 07 08 09 10 11 12 13 Name Zone Type Orientatio n Area (W) Skylight Area (ft2) Roof Rise (x in 12) Roof Pitch Roof Tilt(deg) Roof Reflectan ce Roof Emittance Framin g Factor Status Verified Existing Condifion Cathedral Ceiling 1 House Cath Ceiling R-49 Front 620.5 1.14 4 0.33 18.43 0.1 0.85 0.07 Altered N/A Cathedral Ceiling 2 House Cath Ceiling R-49 Back 1 620.5 1 6.28 1 4 0.33 18.43 1 0.1 1 0.85 1 0.07 1 Altered N/A Cathedral Ceiling 3 Addition Cath Ceiling R-49 Back 1 216 1 5.14 1 4 0.33 18.43 1 0.1 1 0.85 1 0.07 1 New N/A Registration Number: 216-A0219243A-000000000-0000 CA Building Energy Efficiency Standards - 2013 Residential Compliance KITY BUTTE COU14 BUILDING DIVISION APPROVED Registration Date/Time: 2016-06-1317:17:04 Report Version - CF1R-03022016-433 HERS Provider: CaICERTS inc. Report Generated at: 2016-06-13 16:51:11 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Weinzinger Addition Calculation Description: Ex HVAC Altered DHW Calculation Date/Time: 16:50, Mon, Jun 13, 2016 Input File Name: Weinzinger Addition.ribd CFI R -PRF -01 Page 4 of 9 ATTIC' 01 02 03 04 05 06 07 08 09 10 Name Construction Type Roof Rise Roof Reflectance Roof Emittance Radiant Barrier Cool Roof Status Verified Existing Condition Attic Asphalt Shingle Roof Ventilated 4 0.1 0.85 No No Existing No Addtn Attic Asphalt RB Ventilated 4 0.1 0.85 Yes No New No WINDOWS 01 02 03 04 05 01 02 03 04 05 06 07 08 09 10 11 Name Surface (Orientation -Azimuth) Width(ft) Height (ft) Multiplier Area (ft) 1.1 -factor SHGC Exterior Shading Status Verified Existing Condition Alter F1 Ex Wall ;Front (Front -0) 5.0 4.0 1 20.0 0.30 0.22 Insect Screen (default) Altered N/A Alter F2 Ex Wall Front (Front -0) 5.0 4.0 1 20.0 0.30 0.22 Insect Screen (default) Altered N/A Alter F3 Ex Wall Front (Front -0) 4.0 1.0 1 4.0 0.30 0.22 Insect Screen (default) Altered N/A Alter F4 1,,_ Ex Wall Front (Front -0)-" , ,,4.0 1.0 1 4.0 0.30 0.22 Insect Screen (default) Altered N/A Alter B1 ~Ez Wall Back (Back 180) 2.0,x1( 3.0 y &0 10.30 0.22 Insect Screen (default) Altered N/A Alter B2 Ex Wall Back (Back -180) idj' 11 3.5 1YC1 '1 X1.4.0 J0 3l)­­�'X0:22' In Screen (default) Altered N/A Skylight Cathedral Cdi`ing&Front`l)) 038 'Os27 None Altered N/A Skylight 2 Cathedral Ceilin "2.(Back-180 9 ). --- 2 23" 08:3 0:27 None Altered N/A Skylight 3 Cathedral Ceiling 2 (Back -180) - -- - f 4.0 - . 0.38 0.27 None Altered N/A Add L1 Add Wall Left (Left -90) 5.0 4.0 1 20.0 0.30 0.22 Insect Screen (default) New N/A Add 61 Add Wall Back (Back -180) -- --- 1 10.0 0.30 0.22 Insect Screen (default) New N/A Add R-1 Add Wall Right (Right -270) 5.0 4.0 1 20.0 0.30 0.22 Insect Screen (default) New N/A Add R2 Add Wall Right (Right -270) - - 1 32.0 0.30 0.22 Insect Screen (default) New N/A Skylight 4 Cathedral Ceiling 3 (Back -180) - -- 1 1.1 0.38 0.27 None New N/A Skylight 5 Cathedral Ceiling 3 (Back -180) -- - 1 4.0 0.38 0.27 None New N/A DOORS 01 02 03 04 05 06 Name Side of Building Area (ft2) U -factor Status Verified Existing Condition Door To Gar Wall to Gar 17.0 0.50 Existing No Ex Door 2 Add Wall Left 20.0 0.50 New No DUI It UUUNIY BUILDING DIVISION Registration Number: 216-A0219243A-000000000-0000 Registration Date/Time: �201.,6�0,6'°f311 7<04 0� ® HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03022016 493' I��''+� ROVED Report Generated at: 2016-06-13 16:51:11 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Weinzinger Addition Calculation Date/Time: 16:50, Mon, Jun 13, 2016 Calculation Description: Ex HVAC Altered DHW Input File Name: Weinzinger Addition.ribd CFI R -PRF -01 Page 5 of 9 OVERHANGS AND FINS 01 02 03 1 04 1 05 1 06 07 1 08 1 09 1 10 11 . 12 1 13 1 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 Alter F1 0.5 0.25 1 1 0 0 0 0 0 0 0 0 0 Alter F2 0.5 0.25 1 1 0' 0 0 0 0 0 0 0 0 Alter F3 2 0.25 6 1.5 0 0 0 0 0 0 0 0 0 Alter F4 2 0.25 0.5 7 0 0 0 0 0 0 0 0 0 Alter B1 2 0.25 15.5 2 0 1 0 0 0 0 0 0 0 0 Alter B2 2 0.25 4 11.5 0 0 0 0 0 0 0 0 0 Add L1 2 0.25 1 4.5 3.5 0 0 0 0 0 0 0 0 0 Add R-1 2 J 0.25 1 7.5 5.5 0 0 0 0 0 0 0 0 0 JLC e SUTTE COUNTY BUILDING DIVISION APP VED Registration Number: 216AO219243A-000000000-0000 Registration Date/Time: 201606-13 17:17:04 HERS Provider: Ca10ERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CFIR-03022016-433 Report Generated at: 2016-06-13 16:51:11 • CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Weinzinger Addition Calculation Description: Ex HVAC Altered DHW Calculation Date/Time: 16:50, Mon, Jun 13, 2016 Input File Name: Weinzinger Addition.ribd CF 1 R -PRF -01 Page 6of9 OPAQUE SURFACE CONSTRUCTIONS 01 02 03 04 05 06 07 Total Cavity Winter Design Construction Name Surface Type Construction Type Framing R -value U -value Assembly Layers • Cavity/ Frame: no insul. / 2x4 Top Chrd 2x4 Top Chord of Roof Truss @ 24 Roof Deck., Wood Siding/sheathing/decking Asphalt Shingle Roof Attic Roofs Wood Framed Ceiling in. O.C. none 0.644 Roofing: Light Roof (Asphalt Shingle) • Inside Finish: Gypsum Board • Cavity/ Frame: no insul. / 2x4 • Exterior Finish: Wood Wall RO Exterior Walls Wood Framed Wall 2x4 @ 16 in. O.C. none 0.302 Siding/sheathing/decking • Cavity/ Frame: no insul. /2x4 Top Chrd 2x4 Top Chord of Roof Truss @ 24 Roof Deck: Wood Siding/sheathing/decking Asphalt RB Attic Roofs Wood Framed Ceiling in. O.C. none 0.644 Roofing: Light Roof (Asphalt Shingle) • Floor Surface: Carpeted Floors Over/ Floor Deck: Wood Siding/sheathing/decking Floor R-19 Crawlspace ! � ' Wood Framed Floor 2x6 @ 16 in. O.C. R 19 0.049 • 'Cavity/Frame: R -19/2x6 Ceilings (below Bottom Chord of Truss @ 24 Inside Finish: Gypsum Board Garage R-0 attic) Wood Framed.Ceiling „2x4 in. O.C. none 0.481 Cavity/Frame: no insul. /2x4 Btm Chrd . •� i., r( t Inside Finish: Gypsum Board Cavity / Frame: R-13 / 2x4 Wall Garage `'` Interior Wallsl Wood Framed 16 O*C.AR 13; 0.092 •Other Side Finish: Gypsum Board to Wal 2x4@ in{ Y HF', „. Inside Finish: Gypsum Board Cavity/ Frame: R-13 / 2x4 • Exterior Finish: Wood Ex Wall R-13 Exterior Walls Wood Framed Wall 2x4 @ 16 in. O.C. R 13 0.095 Siding/sheathing/decking • Inside Finish: Gypsum Board • Cavity/ Frame: R-49 / 2x4 Top Chrd 2x4 Top Chord of Roof Truss @ 24 Roof Deck., Wood Siding/sheathing/decking Cath Ceiling R-49 Cathedral Ceilings Wood Framed Ceiling in. O.C. R 49 0.031 Roofing: Light Roof (Asphalt Shingle) • Inside Finish: Gypsum Board • Cavity / Frame: R-21 / 2x6 • Exterior Finish: Wood Ex Wall R-21 Exterior Walls Wood Framed Wall 2x6 @ 16 in. O.C. R 21 0.066 Siding/sheathing/decking • Inside Finish: Gypsum Board Ceilings (below 2x4 Bottom Chord of Truss @ 24 Cavity/Frame: R-9.1 /2x4 Btm Chrd Ceiling R-49 attic) Wood Framed Ceiling in. O.C. R 49 0.020 •Over Ceiling Joists: R-39.9 insul. Registration Number: 216Ao219243A-000000000-0000 CA Building Energy Efficiency Standards - 2013 Residential Compliance BUTTE COUNTY BUILDING ®IV APPROVED Registration Date/Time: 201606-13 17:17:04 Report Version - CF1R-03022016-433 HERS Provider: CaICERTS inc. Report Generated at: 2016-06-13 16:51:11 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD • Project Name: Weinzinger Addition Calculation Date/Time: 16:50, Mon, Jun 13, 2016 Calculation Description: Ex HVAC Altered DHW Input File Name: Weinzinger Addition.ribd CFI R -PRF -01 Page 7 of 9 WATER HEATING SYSTEMS 01 02 03 04 05 06 07 08 Name System Type Distribution Type Water Heater Number of Heaters Solar Fraction N Status Verified Existing Condition DHW System 2 DHW Standard Gas Storage 1 none - Existing No 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) Gas Storage Propane Small Storage 40 0.6 EF 40000-Btu/hr 0 n WATER HEATING - HERS VERIFICATION 01 f k 02 03 04 05 06 07 Name -- --' f ��---�w�--Recirculation \y Pipe Insulation----'— '_ � Parallel Piping Compact Distribution Point -of Use with Manual Control Recirculation with Sensor Control DHW System 2 `� n/a f t^'°" 1 11,ri/a' IF__' ) )* """ tri/a' 4 nLa n/a n/a 11 ! f f 5 9 L � 1 F l L i- '1 _k I! "Ix i f It 11 d t SPACE CONDITIONING SYSTEMS �' � � +,x \ \.�".-� U �� �-�== Lf � u 0 01 0203 0¢ j ''0506 07 08 09 Heating System Cooling System Distribution Fan Floor Area Verified Existing Name System Type Name Ducted Name Ducted System System Served Status Condition Ex System Other Heating and Cooling System Ex Furnace Yes Ex Cooling Yes Ducts HVAC Fan 2039 Existing No HVAC - HEATING SYSTEMS 01 02 03 Name Type Efficiency Ex Furnace CntdFurnace - Fuel -fired central furnace 80 AFUE BUTTE COUNTY BUILDING DIVISION APPROVED Registration Number: 216A0219243A-000000000-0000 Registration Date/Time: 2016-06-1317:17:04 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03022016-433 Report Generated at: 2016-06-13 16:51:11 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD • Project Name: Weinzinger Addition Calculation Date/Time: 16:50, Mon, Jun 13, 2016 Calculation Description: Ex HVAC Altered DHW Input File Name: Weinzinger Addition. ribd CF1 R -PRF -01 Page 8 of 9 HVAC - COOLING SYSTEMS 01 02 03 04 05 06 07 07 08 • Efficiency 10 Multi -speed 'Required '� a Name System Type EER SEER Zonally Controlled Compressor HERS Verification Ex Cooling PkgAirCond - Central packaged A/C 10.42 12 No No N/A Location system (< 65 kBtuh) Status Condition Verification Duc_ Ducts located in attic HVAC - DISTRIBUTION SYSTEMS 01 02 03 04 05 06 07 08 09 10 Ducts -hers -dist 'Required '� a U =" 'U Insulation Supply Duct Return Duct Verified Existing HERS Name Type Duct Leakage R -value Location Location Bypass Duct Status Condition Verification Duc_ Ducts located in attic Ducts -hers - is - (Ventilated and Sealed and tested 8.0 Attic Attic None Existing + New No dist Unventilated) t I I I I I I HVAC DISTRIBUTION -HERS VERIFFICATIOV/ 01_ 02 ' " 03 04 05 06 Name Duct,L"eakage 10, Ver 1__'. ; tion D'uct-Leakage-" I Target (%) x'6.0'0 Y Verified Duct cat Verified Duct Design Return Supply Ducts -hers -dist 'Required '� a U =" 'U !� U ' / J� 0 � -- -- IAQ (Indoor Air Quality) FANS 01 02 03 04 05 Name IAQ CFM IAQ Fan Type IAQ Recovery Effectiveness(%) HERS Verification SFam IAQVentRpt 0 Default 0 Not Required Registration Number: 216A0219243A-000000000-0000 Registration Date/Time: 201606-13 17:17:04 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03022016-433 Report Generated at: 2016-06-13 16:51:11 I CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Weinzinger Addition Calculation Description: Ex HVAC Altered DHW Calculation DatefTime: 16:50, Mon, Jun 13, 2016 Input File Name: Weinzinger Addition.ribd CFI R -PRF -01 Page 9of9 DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. 1 certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: Documentation Author Signature: Martin Alvis Company: Signature Date: M & T Energy Analyst 2016-06-13 17:15:44 Address: CEA/HERS Certification Identification (If applicable): P.O. Box 534 City/State/Zip: Phone: Chico, CA 95927 530-990-0030 RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following under penalty of perjury, under the laws of the State of California: 1. I am eligible under Division 3 of the Business'and Professions Code to accept responsibility for the building design identified on this Certificate of Compliance. 2. 1 certify that the energy features and performance specifications identified on this Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of Regulations._ ____ __.-J 3. The building design features or system design features identified on this Certificate of Compliance are consistent with the information provided on other applicable compliance documents, worksheets, calculations, plans anis specifications submitted toithe enforcementagency,.for approval.with_this.building permit application. Responsible Designer Name:I /JJ/,� I�/, �FL I I L .1 t Responsible Designer Signature: BARRY RUBANOFF Company: J% Date,Signed: 06-13 BARRY RUBANOFF 20 6 17:1'7:04 Address: License: PO BOX 1123 n/a City/State/Zip: Phone: Berry Creek, CA 95916 530-589-4102 BUTTE COUNTY BUILDING DIVISION APPROVED Digitally signed by Ca10ERTS. This digital signature is provided in order to secure the content of this registered document, and in noway implies Registration Provider responsibility for the accuracy of the information. Registration Number: 216-A0219243A-000000000-0000 Registration Date/Time: 2016-06-13 17:17:04 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF111-03022016-433 Report Generated at: 2016-06-13 16:51:11 UC7u 7e k. POWER TO PERFORM. JOB: Weinzinger LOCATION: Oroville, Ca. TRUSS ENGINEERING MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, Ca.95610 Phone: (916)676-1900 Fax: (916)676-1909 A oco4� i' �Fc'� '9lic Q.��O s® rF ► LUMBER s ► HARDWARE ► STOCK PLANS ► CUSTOM DRAFTING ► TRUSS ENGINEERING ► TRUSSES ► PRE FRAMED WALLS 7 Ir R@ -4N0 qs@OCiA r@ S 655 Cal Oak Rd. P.O. Box 1947 Oroville, Ca.95965 Phone: (530)534-0300 Fax. -(530)534-5269 WARNING: DO NOT CUT OR ALTER TRUSSES IN ANY WAY. WARNING: DO NOT STORE TRUSSES ON UNEVEN GROUND. UUN 2 2 2016 DEVELOPMENT SERVICES N,. �,J This Image was created with F4A4r4 TIMBER PRODUCTS TRUSSES REQUIRE EXTREME CARE IN HANDLING g)6.1 j i4 INSPECTION BUYER ACCEPTS THAT LUMBER AND LUMBER PRODUCTS , �0 105 S. E. 124th AVE. MAY CONTAIN MOLD SPORES, THE PRESENCE OF WHIC RMR# Vancouver, Wa. 98684 WILL NOT BE CONSIDERED A DEFECT BUTTECOUNTf OEVELOPMENT SERVICES `_ .•_` -s? Phone: (360)449-3840 REVIEWED FOR ® Fax:(360)449-3953 CODE wtimP61A DATE ---Z'07 Y FAMW NNIRK, MiTek USA, Inc. 7777 Greenback Lane `Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Re: Weinzinger_AT BUTTE ( ®Cd6 1`1 [6-11y909 Weinzinger BUIL®ING ®MSO®N APPr%OVELJ The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Endeavor Homes. Pages or sheets covered by this sea]: R47422193* thru .R47422201 My license renewal date.for the state of California is December 31, 2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. -ofESSION ON1O F�yG3 C C 76428 z z v * EXR 12/31/2016 ti _— O May 25,201.6 Hernandez, Marcos ' The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI 1. 9 Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property ' 3/4 Center plate on joint unless X. y offsets are indicated. 6-4-8 dimensions shown in ft -in -sixteenths Damage or Personal In u 9 1 ry Dimensions are in ft -in -sixteenths. (Drawings not to scale) Apply plates t0 both sides Of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is atways required. See BCSI. n 0-1/16 2. Tans bracing must be designed by an engineer. For themselves 1 2 3 wide truss spacing, individual lateral braces TOP CHORDS may require bracing, or alternative T,1, or Eliminator should be considered. tbracing T I ci-2 csa 11%3. WEBS �a, 4 Never exceed the design looding•shown and never stack materials on inadequately braced trusses. O �•> 3 ��� 3 O 4. Provide copies of this truss design to the building designer, erection supervisor, owner and For 4 x 2 orientation, locate V eb y = property interested plates 0 -'Ag' from outside a �' u U on other parties. edge of truss. 0 5. Cut members to bear tightly against each other. c» r164p 0 BOTTOM CHORDS 6. Place plates on each face of tens of each This symbol indicates the' 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. Connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI I. ' Plate location detalis available In MITek 20/20 software or upon request. 8. Unless otherwise noted. moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shag not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is o non-structural consideration and is the width measured perpendicular 4 NUMBERS/LETTERS. responsibility of truss fabricator. General practice ls to X t0 slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and -in all respects, equal to or better than that, Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 9604B, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purfins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -606,04a2 -,A -14.p 'p� C®4d Y �9 Bottom chords require lateral bracing of 10 sparing, BEARING U ! L®I NG DIVISION or less, it no ceiling is installed, unless otherwisis e noted. Indicates location where bearings (supports) occur. Icons vary but �� ©e2006 MTek� IIs ig t e e 4 ed 15. Connections not shown are the responsibility of others. 16. Do not cut or after truss member or plate without prior approval of an engineer. reaction section indicates joint �� ® number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable bitenvironmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review all portions of design back, words and pictured before use. Reviewing ng pictures alone Plate Connected Wood Truss Construction. ® is not sufficient. DSB-89: Design Standard for Bracing. MiTek BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER 1170 PERFORM." ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. M7ek Engineering Reference Sheet: Mll-7473 rev. 10208 Job, Truss Truss Type Oty PLATES GRIP • MT20 . 220/195 J Weight: 66 lb FT = 20%. weinzinger , • . ' t: s IPly R47422193 F• WEINZINGER AT A10 GABLE 1 1 (lb) = Max Horz 2=36(LC 5) - Max Uplift All uplift 100 Ib or less at joints) 21, 20, 19 except 2=-186(LC 18), 18=-201(LC 8), 17=240(LC 5),' ; Max Grav All reactions 250 Ib or less at joint(s) 21, 20, 19; 16 except 2=273(LC 17), 16=530(LC 1), 17=612(LC 1 ob e e e ce o do a �• Endeavor Homes, Oroville, CA 95965 7.430 s Jul 25 2013 MiTek Industries, Inc. Tue May 24 16:12:33 2016 Page 1 ID:Jxy576k3b3a WNaAafgRnmzxLtr-NW4NYpbvVZNXNtKMIFvOriOA1314ghxmrENYSzDCoS i -3.0-0 6-9-0 yl 13-6-0 I 16$0 3.00 - 6.9-0 6.9-0 3.0-0 %A - t* r Y Scale: 3/8"1' t BU ., , -•, - •� 3x5 — • � ' 9 • BUILDING L�✓ IN "®IY'S 6 7 8 3x4 4.00 12 WOC.)PROVE ®..., ._ y• S a .t . , . cs •1� .- r, ` • 14 4x8 3x4 — 3x4�= _ 21 20 ' 19 -18 . ` 17 16 15+ 4x14 N 113-6113-6-030 :,Y): 17:0-2-8,Edgel. [12:0-3-8,Edgel, [12:0-4-12,Edge1. 114:0-11-2,0-1-91 • LOADING(pso TCLL 20.0 TCDL 10.0 BOLL' 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Iner YES Code IBC2012lfP12007 CSI i I TC 0.49 BC 0.23 WB 0.09 (Matrix) DEFL in' (loc) I/deft Ud Vert(LL) -0.14 12-13 n/r' 120 Vert(TL) -0.28 12-13 n/r 90 Horz(TL)' -0.02 15 n/a n/a •- y f + PLATES GRIP • MT20 . 220/195 J Weight: 66 lb FT = 20%. 11 • . a BBOT CHORD 2x4 OF No.2 - ' ; BOT CHORD Rigid ceiling directly applied .. 4 i be installed during truss erection, in accordance with Stabilizer [installation t • REACTIONS All bearings 10-0-0. : .... (lb) = Max Horz 2=36(LC 5) - Max Uplift All uplift 100 Ib or less at joints) 21, 20, 19 except 2=-186(LC 18), 18=-201(LC 8), 17=240(LC 5),' ; Max Grav All reactions 250 Ib or less at joint(s) 21, 20, 19; 16 except 2=273(LC 17), 16=530(LC 1), 17=612(LC ' ' 1), 15=508(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. • 1. TOP CHORD 2-3=-490/1030, 3-4=-475/1043, 4-5=466/1038, 5-6=473/1067, 6-7-405/920,'. 1j ~ 7-8=-407/927, 8-9=475/1068, 9-10=440/968, 10-11=-491/1068, 11-12=-497/1040 BOT CHORD 2-21=-973/523, 20-21=-973/523, 19-20=-973/523, 18-19=973/523, 17-18=-973/523,97 • 16-17=-3/523, 15-16=973/523, 14-15=-973/523, 12-14=-973/523 r WEBS 6-18=-509/210, 8-17=-498/211, 10-15-335/118 r' t 12 NOTES i I � 1) Unbalanced roof live loads have been considered for this design.' 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. 11; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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 ANSbTPI 1. r • �QFESS10&4 0 10 4) All plates are 1.5x4 MT20 unless otherwise indicated. •' - ` (`S �( 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed fora 10.0 psf bottom chord live load nonwnwrent with any other live loads. 41j C-) - ' U 7) 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 0 C 7642 8 7 m fit between the bottom chord and any other members. ' , II — Y 1 Q EXP. 12/31/2016 m 0=1b) 2=186, 18=201, 17=240„16=403, 15=160. '' d .- r, ` • 14 4x8 3x4 — 3x4�= _ 21 20 ' 19 -18 . ` 17 16 15+ 4x14 N 113-6113-6-030 :,Y): 17:0-2-8,Edgel. [12:0-3-8,Edgel, [12:0-4-12,Edge1. 114:0-11-2,0-1-91 • LOADING(pso TCLL 20.0 TCDL 10.0 BOLL' 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Iner YES Code IBC2012lfP12007 CSI i I TC 0.49 BC 0.23 WB 0.09 (Matrix) DEFL in' (loc) I/deft Ud Vert(LL) -0.14 12-13 n/r' 120 Vert(TL) -0.28 12-13 n/r 90 Horz(TL)' -0.02 15 n/a n/a •- y f + PLATES GRIP • MT20 . 220/195 J Weight: 66 lb FT = 20%. LUMBER' r Y rr BRACING TOP CHORD 2x4 DF No.2 "' •� TOP CHORD Structural wood sheathing directly applied or 8-10-6 oc purlins. BBOT CHORD 2x4 OF No.2 - ' ; BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. - .,OTHERS 2x4 OF Std T 7 MITek recommends that Stabilizers and required cross bracing • i be installed during truss erection, in accordance with Stabilizer [installation t • REACTIONS All bearings 10-0-0. : .... (lb) = Max Horz 2=36(LC 5) - Max Uplift All uplift 100 Ib or less at joints) 21, 20, 19 except 2=-186(LC 18), 18=-201(LC 8), 17=240(LC 5),' 16=-403(LC 1), 15=-160(LC 5) Max Grav All reactions 250 Ib or less at joint(s) 21, 20, 19; 16 except 2=273(LC 17), 16=530(LC 1), 17=612(LC ' ' 1), 15=508(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. • 1. TOP CHORD 2-3=-490/1030, 3-4=-475/1043, 4-5=466/1038, 5-6=473/1067, 6-7-405/920,'. 1j ~ 7-8=-407/927, 8-9=475/1068, 9-10=440/968, 10-11=-491/1068, 11-12=-497/1040 BOT CHORD 2-21=-973/523, 20-21=-973/523, 19-20=-973/523, 18-19=973/523, 17-18=-973/523,97 • 16-17=-3/523, 15-16=973/523, 14-15=-973/523, 12-14=-973/523 WEBS 6-18=-509/210, 8-17=-498/211, 10-15-335/118 r' t NOTES i I � 1) Unbalanced roof live loads have been considered for this design.' 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. 11; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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 ANSbTPI 1. r • �QFESS10&4 0 10 4) All plates are 1.5x4 MT20 unless otherwise indicated. •' - ` (`S �( 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed fora 10.0 psf bottom chord live load nonwnwrent with any other live loads. 41j C-) - ' U 7) 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 0 C 7642 8 7 m fit between the bottom chord and any other members. ' , - I Z ;0 8) Provide mechanical connection (by others) of truss to bearing plate capable of wlthstanding 100 Ib uplift at joint(s) 21, 20, 19 except Y 1 Q EXP. 12/31/2016 m 0=1b) 2=186, 18=201, 17=240„16=403, 15=160. '' . •� 9) Non Standard bearing condition. Review required_:' c ` - *' q LOAD CASE(S) Standard ' . ��,, k. y ♦ : , qA 3 L s t FOFCAI\ y r.- ��' ,• �,. May 25,2016 4WARKING , Verffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only vAIh MfTek® 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 t - building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 8 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the ------ fabrication, storage, delivery. erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, DSR -89 and BCSI Building Component 7777 Greenback Lane zj _ Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 • Citrus Heights,CA 95610• i i Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3 • Center plate on joint unless x, y 1 /4 offsets are indicated. I 6-4-8 dimensions shown in ft -in -sixteenths Damage or Personal Injury Dimensions are in ft -in -sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is always required. See BCSI. 2. Tres bracing must be designed by an engineer. For individual lateral braces themselves 2 3 wide truss spacing. TOP CHORDS may require bracing, or attemative T,1, or Eliminator bracing should be considered. T Cl -2 C2.3 4 3. Never exceed the design loading,shown and never o WEBS Cto stack materials on inadequately braced trusses. O �•� ; �y3 3 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate U sb r 0designer, erection supervisor, property owner and plates VAP from outside a- u U all other interested parties. edge of truss. Oil 5. Cut members to bear tightly against each other. cry C6.7 CS -6a- 0 BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the' g 7 6 5 Cationsand embed fully. Knots and wane at joint required direction of slots in ocare regulated by ANSI/TPI I. Connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. ' Plate location details available In MiTek 20/20 8. Unless otherwise noted, moisture content of lumber SOt1Waf@ Or upon f@gUCSt. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. 9. Unless expressly noted, this design is not applicable for PLATE SIZE use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is a non-structural consideration and is the width measured perpendicular 4 4 NUMBERS/LETTERS. responsibility of truss fabricator. General practice ls to x to slots. Second dimension isBUTTE gg� U camber for dead bad deflection. the length parallel to slots. 9 BB ®LINTY 11. Plate type, size, orientation and location dimensions PRODUCT CODE APP��AIL!S�DING DIVISION indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or ESR -131 1, ESR -1352, ER-5243�� , 96048, VE® specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purfins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32,.96-67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING 15. Connections not shown are the responsibility of others. Indicates location where bearings 16. Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but © 2006 MTek® All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 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. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review oil portions of this design (front, back, words and pictures) before use. Reviewing pictures alone Plate Connected Wood Truss Construction. ® isnot sufficient. DSB-89: Design Standard for Bracing. MiTek BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER rO PERFORM." ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: Mll-7473 rev. 10208 Job Truss Truss Type Qty (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.64 Vert(LL) -0.05 flynweizinger R47422194 WEINZINGER_AT All COMMON 2 1 MT18H 220/195 BCLL 0.0 " Rep Stress Incr YES WB 0.38 Horz(TL) 0.00 6 n/a n/a Job Reference (options cnaea.. names, urbvme, cH aanba r.aau s Jul zo zuis mi i es mausures, mc, t ue may za m:iz::w Zum rage t ID:Jxy576k3b3a_WNaAafgRnmzxLlr-riell9bXG1V071 vYszO FNwZIUTMnZ4dfOV_w4uzDCoR I -30-0 I 6-9.0 136-0 _ 16.6-0 30.0 6.9.0 6.9.0 30.0 Scale: 3/8"=1' 8x10 MT18H = 3 . LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.64 Vert(LL) -0.05 2-7 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.27 Vert(TL) -0.11 2-7 >999 240 MT18H 220/195 BCLL 0.0 " Rep Stress Incr YES WB 0.38 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code IBC20121TPI2007 (Matrix) Weight: 54 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT, CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 5-7-7 oc bracing. WEBS 2x4 DF Std: recommends that Stabilizers and required cross bracing installed during truss erection, in accordance with Stabilizer [MiTek stallation guide. REACTIONS (Ib/size) • 2=482/0-3-8 (min. 0-1-8), 6=955/0-3-8 (min. 0-1-8) _ Max Horz 2=36(LC 4) Max Uplift 2=1 45(LC 4), 6=-288(LC 5) Max Grav2=541(LC 17), 6=955(LC 1) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BUTT �®��� TOP CHORD 2-3=-292/94, 3-4=599/1328 KNI �IVIS1®� BOT CHORD 4-6=-1202/630 ���a M�f�' L WEBS 3-6=-1511/484 NOTES 6 y�� 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; 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; Lumber DOL=1.33 plate grip DOL=1.33 3) All plates are MT20 plates unless otherwise Indicated. 4) This truss has been designed for a 1b.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. 6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 2=145, s=les. ESS/O/V LOAD CASE(S) Standard �� �(ONIO ti F2 �z�:;0 - J C 76428 � _ o EXP. 12/31/2016 m A �rFOF CA0 May 25,2016 14, WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. u QQ�j Design valid for use only with Mffek® connectors. This design is based only upon parameters shown. and is for an individual building component, not I V R a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall Ii�VA' rwR building design. Bracing indicated 6 to prevent buckling of individual truss web and/or chord members only. 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 the - - -- - - - fabricatbn, storage. delivery. erection and bracing of trusses and truss systems. see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. _ Suite 109 Citrus Helithts, CA 95610 Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets are indicated. 6 4 8 dimensions shown in 1114n -sixteenths Damage or Personal Injury re Dimensions are b fth sisixteenths. Dimensions �� (Drawings not to scale) Apply plates both Sides Of irU55 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or X -bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For truss individual lateral braces themselves 2 3 wide spacing, TOP CHORDS may require bracing, or alternative T, I, or Eliminator bracing should be considered. Cl -2 C2-3 WEBS cz, 4 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. Oe cp O �'> Z O ; 4. Provide copies of this truss design to the building designer, erection supervisor, owner and For 4 x 2 Orientation, locate O sb = property interested 01 plates WA& from Outside o- �' u U all other parties. edge of irU55. 0 5. Cut members to bear tightly against each other. �— c7 -e co -r cs-c O BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the' 8 7 6 5 �oint and embed fully. Knots and wane at joint required direction of slots in ocations are regulated by ANSI/TPI 1. Connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. ' Plate location details available In MITek 20/20 SOtiWar@ Of Upon f@gUCst. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shag not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is a non-structural consideration and is the width measured perpendicular 4 4 NUMBERS/LETTERS. responsibility of truss fabricator. General practice ls to x to slots. Second dimension is camber for dead bad deflection. the length parallel to Slots. 11. Plate type, sae, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that Indicated by symbol shown and/or ESR -131 1, ESR -1352, ER -5243, 9604B, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purfins provided at output. Use T, I or Eliminator bracing if indicated. NER-487, NER-561a�� p4 95110, 84-32, 96-67, ER -3907, I C®UN spacing indicated on design. 14. Bottom chords require lateral bracing at 10 H. spacing, BEARING BUILDING iLDIN( DIV ISA or less, if no ceiling is installed, unless otherwise noted. Indicates location where bearings ��� 5. Connections not shown are the responsibility of others. 16. Do not cut or atter truss member or plate without prior (supports) occur. Icons vary but e © 2006 MiTek®All Rights Reserved approval of on engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. �� ® 1 B. Use of green or treated lumber may pose unacceptable ffdenvironmental, health or performance risks. Consult wish project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back. words and pictured before use. Reviewing pictures alone Plate Connected Wood Truss Construction. ® isnot sufficient. DSB-89: Design Standard for Bracing. MiTek BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER ra PERFORM.'" ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: M11-7473 rev. 14'08 s •i Job Truss Truss Type, Oty Ply welnzinger ' .PLATES GRIP 630 - i - �- R47422195 WEINZINGER_AT Al2 COMMON 1 1 s Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) r ob Re e e ce o do al - tnaeavor nomes. uroMue, cA sbsbb - - 1.43u s Jm za zuls Mi 1 eK inauslnes, mc. 1 ue May z4 1b:1z:34 z01b Pagel ' LOADING (psf) SPACING 2-0.0 CSI ID:Jxy576k3b3a_WNaAafgRnmzxLlr-riell9bXGtVO?lvYszOFNwZKKTLXZ5WfOV w4uzDCoR .PLATES GRIP 630 - i - 13-&0 • 1 6-30 � - - 6-30 .1 , BCLL 0.0 ' '' Rep Stress Iner YES s Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Scale = 1:22.6 Weight: 46 Ib FT = 20% LUMBER`' BRACING. TOP CHORD 2x4 DF No.2 ' - - f _ TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. �- •y _ r. 6x6 y during truss erection, In accordance with Stabilizer [M�ffel 2 - 4.00 12 - REACTIONS (Ib/size) 1=352/0-3-8 (min. 0-1-8), 4=717/0-3-8 (min. 0-1-8) _ +r Max Horz 1=24(1-C 6) Max Upl'Ift 1=55(LC 8), 4=147(LC 5) . . Max Grav 1=352(LC 17), 4=717(LC 1) �• * , FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=488/89,2-3- 167/551 BOT CHORD 1-5=-44/410, 4-5=-44/410, 3-4=-461/177 - A WEBS 2-4=-1035/189 •` " 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=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. Il; Exp C; enclosed; MW_ FRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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 TR between the bottom chord and any other members. , '� 4=147.. t. LOADCASE(S) Standard .. Q�pFESSIO/V �0 tiF�2c P�(pNIO • _ r r ' a• J EXP. 1 31/2016 ^� •j IVI - lCS ' e ' ' BV TE VM5>�4�IY rr Ir - 3x4 = •" ,• 3x4 BUILDING DIVISION , „ 4 1.5x4 APPROVED-. 6.30 3-3-0 - - 3.8.0 Plate Offsets (X,Y): f2:0-3-8,Edge1. 13:0-1-2.Edgel ' LOADING (psf) SPACING 2-0.0 CSI DEFT. in (loc) I/deft 'k L/d .PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.52 Vert(LL) -0.05 1-5 >999 360 - MT20 220/195. TCDL t 10.0 Lumber Increase 1.25 BC X0.35. Vert(TL) -0.14 1-5 >846 240 .1 , BCLL 0.0 ' '' Rep Stress Iner YES WB 0.26 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight: 46 Ib FT = 20% LUMBER`' BRACING. TOP CHORD 2x4 DF No.2 ' - - f _ TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.2 i.- •* •' BOT CHORD Rigid Ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Std recommends that Stabilizers and required cross bracingstalled during truss erection, In accordance with Stabilizer [M�ffel r * - - REACTIONS (Ib/size) 1=352/0-3-8 (min. 0-1-8), 4=717/0-3-8 (min. 0-1-8) _ +r Max Horz 1=24(1-C 6) Max Upl'Ift 1=55(LC 8), 4=147(LC 5) . . Max Grav 1=352(LC 17), 4=717(LC 1) �• * , FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=488/89,2-3- 167/551 BOT CHORD 1-5=-44/410, 4-5=-44/410, 3-4=-461/177 - A WEBS 2-4=-1035/189 •` " 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=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. Il; Exp C; enclosed; MW_ FRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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 TR between the bottom chord and any other members. , 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) 1 except (jt=lb) 4=147.. LOADCASE(S) Standard .. Q�pFESSIO/V �0 tiF�2c P�(pNIO v C 76428 z J EXP. 1 31/2016 ^� IVI OFIC May 25,2016 4 ,WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. fWOW015 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, not R M151 a truss system. Before use. the building designer must verify the applicability of design parameters and property incorporate this design Into the overallbuilding design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracingis alwaysrequired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - - suite 109 Citrus Heights, CA 95610 Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x, y Offsets are indicated. I6 4 8 dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ff-in-sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or X-bracing, is always required. See BCSI. 1 n 2. Tans bracing must be designed by an engineer. For 0' /16 1 2 3 wide tnra spacing, individual lateral braces themselves TOP CHORDS may require bracing, or alternative T, I, or Eliminator bracing should be considered. CI-2 C2.m WEBS �a, 4 3. Never exceed the design looding,shown and never t7 stack materials on inadequately braced trusses. O �'> ; gym ; Oz 4. Provide copies of this truss design to the building designer, erection supervisor, owner and For 4 x 2 orientation, locate U eb property interested plates 0- W' from outside a. Uall other parties. edge Of truss. p 5. Cut members to bear tightly against each other. cry C6.7cs b r BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the, 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. Connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. ' Plate location details available In MITek 20/20 software Or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is a non-structural consideration and is the width measured perpendicular 4 4 NUMBERS/LETTERS. responsibility of truss fabricator. General practice ls to x to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, sae, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports:12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or ESR-131 1, ESR-1352, ER-5243, 9604B, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purfins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, 3907, 9A MECOU 14. Bottom chords require lateral bracing at 10 ft. spacing, BEARING "TY BUILDING DIVISION or less. if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but ��pp ®� I>.d © 2006 MPP iTeAll l,. hts a erved 16. Do not cut or alter truss member or plate without prior approval of on engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. �� ® 18. Use of green or treated lumber may pose unacceptable ffdenvironmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (back. words and pictures) before use. Reviewingng pictures alone Plate Connected Wood Truss Construction. ® is not sufficient. DSB-89: Design Standard for Bracing. MiTek BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER 1170 PERFORM." ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: MII-7473 rev. 10208 Job Truss Truss Type Qty PlyweInzinger • R47422198 WEINZINGER AT BIG COMMON 1 ob Refereceofoa Mey�o neve I0:Jxy5?6k3b3a WNaAafgRnmzxLlr-kTtGbWe1J5?p eCKSpUB'Y; al vt7FJ7y8DfzDCoN 1 4-11-1 1 9-0-7 13-1-12 17-3.1 1 21-4-7 4-11-1 4-1-5 41.5 4-1-5 4-1-5 4-11-1 Seale = 1:45.0 4 v ' 4x8 = e - 4x8 = 5x5 = 4x8 _ 3x10 II 4x8 = 5x10 II 8x8 = 5x10 II 300 II Ia 16 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.62 Vert(LL) -0.27 9-10 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.87 Vert(TL) -0.82 9-10 >382 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.42 Horz(TL) 0.20 7 n/a n/a BCDL 10.0 Code IBC2012frP12007 (Matrix) Weight: 461 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-8 oc purlins. BOT CHORD 2x4 DF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-10,7-10:2x6 DF No.2 G WEBS 2x4 DF No.2 REACTIONS (Ib/size) 1=7204/0-3-8 (min. 0-2-10),7=7204/0-3-8 (min. 0-2-10) - Max Horz 1=47(LC 7) 3L IC C� 5p Max Uplift 1=1130(LC 8), 7=1130(LC 8) 11�J O-" K� Ty Max Grav 1=7386(LC 15), 7=7386(LC 15) 4• SIO `a FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-20399/3123, 2-3=15662/2424, 3-4=11927/1872, 4-5=11927/1872, t 5-6=-15662/2424, 6-7=20399/3123 / \ H mil V ED BOT CHORD 1-12=2924/19354, 11-12=2925/19345, 10-11=2230/14848, 9-10=-2230/14849, B-9=-2925/19346,7-8=2924/19354 WEBS 4-10=1088/7276, 5-10=-4387/696, 5-9=-491/3501, 6-9=4798/755, 6-8=-405/3035, 3-10=-4387/696,3-11=-491/3501,2-11=-4799/755,2-12=-405/3035 NOTES 1) 3 -ply truss to be connected together with 10d (0.131"xW) 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 0-8-0 oc, 2x4 - 1 row at 0-4-0 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. Q Fi .9 ` FESS/ON 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=26ft; eave=4ft; Cat. Il;��O P�(ONIO yF�2c Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 �_ 2 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.' Q m 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 6 C 76428 Z fit between the bottom chord and any other members. X p 7) A plate rating reduction of 20% has been applied for the green lumber members. arL EXP• 12/31/2016 ►77 8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 Ib uplift at Joint(s) except Qt=1b) 1=1130, 7=1130. 9) Girder carries tie-in span(s): 26-0-0 from 0-0-0 to 26-3-8 c(v I` LOAD CASE(S) Standard T�rFOFCAI �F Mav 25-2016 Cnntin�ed otlDaoe 2 ' A. WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 10/03/2015 BEFORE USE. QQQ Design valid for use only vAth MiTek® connectors. This design B 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 IryC building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is olvmys required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - - -- - - fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/111`11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Informatlon available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandra, VA 22314. - Suite 109 Citrus Hel hts CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property s/a Center plate on joint unless x, y offsets are indicated. I6 4 8 dimensions shown in ft4n-sixteenths Damage or Personal Injury Dimensions are in fl -in -sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is always required. See BCSI. 1 n 0-/1 2. Tens bracing must be designed by an engineer. For truss Individual lateral braces iherruelyes 6 1 2 3 wide spacing, TOP CHORDS may require bracing, or allemative T. I, or Eliminator should be considered. Ibracing T t C1-2 c2-3 WEBS �a, 4 3. Never exceed the design looding,shown and never stack materials on inadequately braced trusses. O �'> �y� O ; 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate U >b = designer, erection supervisor, property owner and plates 0 -'Ad' from outside a �' u U all other interested parties. edge of truss. 0 a 5. Cut members to bear tightly against each other. cry co-- cs 6 O BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. Connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI I. Plate location details available In MITek 20/20 SOtIWaf@ Or upon request. 8. Unless otherwise noted. moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. 9. Unless expressly noted, this design is not applicable for PLATE SIZE use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a non-structural consideration and is the width measured perpendicular 4 4 responsibility of truss fabricator. General practice a to x to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, size. orientation and location dimensions PRODUCT CODE APPROVALS Indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 96048, specified. by text in the bracing section of the 95-43, 96-31, 9667A BUTTE COUNTY NER-487, NER-561 13. Top chords must be sheathed or purfins provided at spacing indicated on design. output. Use T, I or Eliminator bracing p ,. 95110, 84-32, 96-67, 7 94�� if indicated. �'Q �-� J j�0 �I��S�® 14. Bottom chords require lateral bracing of 10 ft. spacing, �I or less, if no ceiling is installed, unless otherwise noted. BEARING APPROVED Indicates location where bearings (supports) occur. Icons vary but �"' ® © 2006 MTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or offer truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. �� ® 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back. words and pictures) before use. Reviewing pictures alone Plate Connected Wood Truss Construction. ® sufficient. is not sucient. DSB-89: Design Standard for Bracing. MiTek BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER ra PERFORM." ANSI/TPI I Quality Criteria. Installing & Bracing of Meta) Plate Connected Wood Trusses. MTek Engineering Reference Sheet: Mll-7473 rev. 10208 WARNING - Verily design parameters and READ NOTES ON TkilS AND INCLUDED MITEK REFERENCE PAGE MII-7479 rev. 10/09/2015 BEFORE USE. Design valid for use only With MtTek® 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 properly incorporate this design into the overall 1 V I I lay building design. Bracing indicated is to prevent buckling of Individual truss web and/or chard members only. Additional 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 truss systems, see ANSI/TPII Quality Cdteda, OSB -89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee_ Street, Suite 312, Alexandria. VA 22314. Suite 109 Citrus Hel his CA 95610 Job Truss Truss Type Qty Plywelnzinger . R47422196 WEINZINGER_AT BIG COMMON - 1 ob Reference (optional) .Endeavor Homes, Orovlile, CA 95965 - 7.430 s Jul 25 2013 MITek Industries, Inc. Tue May 24 1612:21F2016 Page 2 ID:Jxy576k3b3a_WNeAafgRnmzxLlNcTtGbWe1 J57pTeCK5pUBYmj_p4alVt7FJ7y8DfzDCoN LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 14=60, 4-7=-60; 1=7=494(F=474) BUTTE COUNTY BUILDINIG DIVISION APPROVE® WARNING - Verily design parameters and READ NOTES ON TkilS AND INCLUDED MITEK REFERENCE PAGE MII-7479 rev. 10/09/2015 BEFORE USE. Design valid for use only With MtTek® 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 properly incorporate this design into the overall 1 V I I lay building design. Bracing indicated is to prevent buckling of Individual truss web and/or chard members only. Additional 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 truss systems, see ANSI/TPII Quality Cdteda, OSB -89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee_ Street, Suite 312, Alexandria. VA 22314. Suite 109 Citrus Hel his CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/1 Center plate on joint unless x, y offsets are indicated. I6 4 8 dimensions shown in ft4n-sixteenths Damage or Personal Injury Dimensions are in ff-in-sixteenths. (Drawings not to scale) Apply plates t0 both sides Of truss I. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is ahvags required. See BCSI. 1 n 2. Truss bracing must be designed by an engineer. For /16 1 2 3 wide truss spacing, individual lateral braces themselves TOP CHORDS may require bracing, or alternative T. 1, or Eliminator bracing should be considered. T cr-s cza —.. WEBS 3. Never exceed the design loading.shown and never o stack materials on inadequately braced trusses. of T 0O '> ; ��� O4. N Provide copies of this truss design to the building designer, erection supervisor, owner and For 4 x 2 orientation, locate U = property interested plates 0 end' from Outside a U all other parties. edge of truss. 0 a 5. Cut members to bear tightly against each other. c7.e 06-7 cs-c O BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. Connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/rPl 1. ' Plate location details available in MITek 20/20 SOttWOf@ Or Upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shag not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is a non-structural consideration and is the width measured perpendicular 4 4 NUMBERS/LETTERS. responsibility of truss fabricator. General practice k to x to slots. Second dimension is camber for dead bad deflection. the length parallel t0 slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS Indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports:��'�'�"�®��� 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or ESR -1311, ESR -1352, ER-Ba�1P14603I1�iG ®'VI�'I® specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purfins provided at output. Use T, I or Eliminator bracing NER-487, NER-561�"4 ®�� ® spacing indicated on design. if indicated. 951 10, 84-32, 96-67, EER -39,071, ft3y�� 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed. unless otherwise noted. BEARING Indicates location where bearings (supports) occur. Icons vary but © 2006 MiTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or after truss member or plate without prior approval of an engineer. reaction section indicates joins number where bearings occur. 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. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design stunt, back. words and pictures) before use. Reviewing pictures alone Plate Connected Wood Truss Construction. ® isnot sufficient. DSB-89: Design Standard for Bracing. MiTek BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER To PERFORM.'" ANSI/TPI 1 Qualify Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: MII-7473 rev. 10208 Job Truss Truss Type Qty Ply. welnzinger . ' 4 + R47422197 WEINZINGER AT B10 GABLE 1 1 r ., Job Reference iatlonall-`•'1 Endeawr Homes,Oroville, CA 95965 - - - 7.430 s Jul 25 2013 MiTek Industries, Inc. Tue May 24 16:12:36 2018 Page 1 ' ID:Jxy5?6k3b3a_WNaAafgRnmzxLlr-n5IWArdnnU16EL3xzOSjTLehGG3rl3nyrpTl8mzDC_ oP -3-0-0 ' • 13-1-12 l - 26.3-8 29-3-8 13.1.12 + ' - - 13-1-12 e4 Scale = 1:53.1 • - __qr ,4.00 r12 3x4 = • • , .' 11' 1213 14 15 3x4 i • 9 � 17 •i 3x4 C - 19 4 5 - 21 '22 1 3 f 2 - t _ z 23 t' _ Ir% 61. 24 + . d 3x4 = 42 r 414 40 39 38 " 37 BW 9 T E -GO 'U '3011 a 29 28 27 26 . • 25 3x4 = , BUIL®INWDIVISI®N APP VE 26-3.8 4 ^ + - - 26.3.8 . Plate Offsets (X,Y): 113:0-2-0,Edgel r LOADING (pst) SPACING , 2-D-0 f CSI DEFIL r, in (loc) . Weill Ud PLATES GRIP ` 1TCLL' 20.0 Plates Increase 1.25 TC 0.49 _ 'Vert(LL) -0.09 24 n/r- 120 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.23 Vert(TL) -0.18 24 n/r 90 BCLL 0.0 ' Rep Stress Incr YES WB 0.02 * Horz(TL) 0.00 23 nla n/a :BCDL .',410.0.`r Code IBC2012/TPI2007 (Matrix)' G Weight: 139 Ib FT = 20% LUMBig RT x i _ y BRACING ' TOP CHORD' 2x4 DF No:2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 OF No.2 - BOT CHORD ' Rigid ceiling directly applied or 10-0-0 oc bracing. "OTHERS ' 2x4 OF Std + MiTek recommends that Stabilizers and required cross bracing ;, .. • • be installed during truss erection, in accordance with Stabilizer stallaon guide, REACTIONS ^ All bearings 26-3-8. .. w �'(lb) -'Max Horz 2=59(LC 7) _ a Max Uplift All uplift 100 Ib or less at joint(s) 42, 41, 40, 39, 38, 37, 36, 35, 31, 30, 29, 28, 27, 26 except + 2=2110(LC 8), 23-193(1_C 8) 1 y Max Grav All reactions 250 Ib or less at joint(s) 34, 32, 42, 41, 40, 39, 38, 37, 36; 35, 31, 30, 29, 28, 27, 26, 25 except 2=405(LC 1), 23=401 (LC 1) + _ FORCES (Ib) -Max., Comp./Max. Ten. -All farces 250 (lb) or less except when shown. _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=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=26ft; eave=2ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate - grip DOL=1.33• , 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 ANSI(TPI 1.- 4) '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 oc. ` 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wiih any other live loads. • .' �6FESS/OA/ 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 Q lF . fit between the bottom chord and any other members. , . - !`� �(ONIO 9) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at Joint(s) 42, 41, 40, 39, 38, 37, Q % 36, 35, 31,30, 29, 28, 27, 26 except at=lb) 2=210, 23=193. �• i Gj + z .LOAD CASE(S) Standard f 1 { C-) 0 76428 Z Cr EXP, 1 31/2016 ^� 1W. OFIC . M4 May 25,2016 AWARNING - Verity design parameters end READ NOTES ON TNIS AND INCLUDED MITEK REFERENCE PAGE M11-7479 rev. 10/03120/5 BEFORE USE. Design valid for use only with MiTek® connectors. This design B based only upon parameters shown, and 6 for an individual building component, not I V • a truss system. Before use, the building designer must verity the applicability of design parametersand property incorporate this design into the overall•`IY k` building design. Bracing indicated B to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent brocing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the -- -- - - - fabrication, storage. delivery. erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. - " ' Suite 109 • ' Citrus Heights, CA 95610 + Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets are indicated. I6 4 8 dimensions shown in ft4n-sixteenths Damage or Personal Injury Dimensions are in fl-in-sixteenth s. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x-bracing, is otways required. See BCSI. 1 it 0-/1 2. Truss bracing must be designed by an engineer. For lateral braces themselves 6 1 2 3 wide truss spacing. Individual TOP CHORDS may require brocing, or apemative T. I, or Eliminator should be considered. ibracing i ci-2 c2a WEBS 4 3. Never exceed the design loading.shown and never stack materials on inadequately braced trusses. O O 6'> 3 O 4. Provide copies of this truss design to the building designer, erection supervisor, owner and For 4 x 2 orientation, locate U sb = property sip other interested plates 0 rnd' from outside a- �' u U parties. edge Of truss. 0 Q- 5. Cut members to bear tightly against each other. r— c7-8 cbr c5-6 O BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the' 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/fP1 I. ' Plate locatlon details available In MITek 20/20 software Or Upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is a non-structural consideration and is the width measured perpendicular 4 4 NUMBERS/LETTERS. responsibility of truss fabricator. General practice is to x to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, sae, orientation and location dimensions PRODUCT CODE APPROVALS BUTTE COON Indicated are minimum plating requirements. LATERAL BRACING LOCATION /B y� ICC-ES Reports:�� ING ®�\ BUIsir �I Lumber used shall be of the species and size, and to or better than that Indicated by symbol shown and/or V ESR-1311, ESR-1352, ER-5243, 96 48, ® '� in all respects, equal specified. by text in the bracing section of the 95-43, 96-31, 9667A P t'! D 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if Indicated. 95110, 84-32, 96-67, ER-3907,9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings <��F6 (supports) occur. Icons vary but © 2006 MiTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or aper truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. �� ® 18. Use of green or treated lumber may pose unacceptable Iftenvironmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review sip portions of this design nback, words and pictures) before use. Reviewingg pictures alone Plate Connected Wood Truss Construction. ® is not sufficient. DSB-89: Design Standard for Bracing. MiTek BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM." ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: Mll-7473 rev. 10-'08 hnaeavar HOMS, OraV01e, CA aSatiS + 1.431/ S Jul 2S 2013 MI7 ex la0uslnes, Inc. 7 ue May Z4 Ib:12:37 201 a Yege 1 ID:Jxy596k3b3a VvNaAafgRnmzxLlr-FHJuNBePYatysUe7X5zy7YBgCgKFmOk54TCbhDzDCoO -3-0-0 6-11-12 13-1-12 19-3-1z 26-3-8 29-3-8 3-0-0 6-11-12 6-2-0 - 6-2-0 6-11-12 3.0.0 Scale 1:53.1 ` .4.00 12 4x5 = . 4 1.5x4 II 5x8 = 1.5x4 II ' FLA 1-19 1 a-1 0A. -LA LOADING (psf) Job Truss Truss Type Qty Ply Welnzinger TCLL 20.0 Plates Increase 1.25 TC 0.55 Vert(LL) + -0.12 8-9 >999 360' �' � _ R47422108 Lumber Increase 1.25 BC 0.54 WEINZINGER_AT 811 COMMON 6 1 Rep Stress Incr YES WB 0.55 Horz(TL) 0.10 6 n/a n/a BCDL ...10.0 Code IBC2012/TP12007 ob Refere ce (anto al hnaeavar HOMS, OraV01e, CA aSatiS + 1.431/ S Jul 2S 2013 MI7 ex la0uslnes, Inc. 7 ue May Z4 Ib:12:37 201 a Yege 1 ID:Jxy596k3b3a VvNaAafgRnmzxLlr-FHJuNBePYatysUe7X5zy7YBgCgKFmOk54TCbhDzDCoO -3-0-0 6-11-12 13-1-12 19-3-1z 26-3-8 29-3-8 3-0-0 6-11-12 6-2-0 - 6-2-0 6-11-12 3.0.0 Scale 1:53.1 ` .4.00 12 4x5 = . 4 1.5x4 II 5x8 = 1.5x4 II ' FLA 1-19 1 a-1 0A. -LA LOADING (psf) SPACING 2-0-0 CSI Design valid for use only Wth MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.55 Vert(LL) + -0.12 8-9 >999 360' is ahvoys required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MT20 220/195 -TCDL 10.0 Lumber Increase 1.25 BC 0.54 7777 Greenback Lane Vert(TL) -0.33 8-9 >951 . 240 Suite 109 'BCLL 0.0 ' Rep Stress Incr YES WB 0.55 Horz(TL) 0.10 6 n/a n/a BCDL ...10.0 Code IBC2012/TP12007 (Matrix) Weight: 110 Ib FT = 20% LUMBER BRACING ' TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-7-10 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 2x4 DF Std MiTek recommends that Stabilizers and required cross bracing installed during truss erection, in accordance with Stabilizer '2=1229/0-3-8 stallation REACTIONS (Ib/size) (min. 0-1-8), 6=1229/0-3-8 (min. 0-1-8) Max Horz 2=59(LC 7) Max Uplift 2-276(1-C 8), 6=-276(LC 8) BUTTE COUNT FORCES . TOP CHORD) 2-3=-2380/297, 3-4 =1663/266, 4-5501(663/266lb) or 55-6 2380 297s except when shown. F BUILDING I LDI NG ®'VISION BOT CHORD 2-10=-189/2184, 9-10=192/2179,8-9=-1192/2179, 6-8=189/2184 WEBS 4-9=-31/658, 5-9=738/96, 5-8=0/269, 39=738/96, 310=0/269 �� NOTES + A mOVED 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=26ft; eave=4ft; Cat. ll; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This trusshas 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 36-0 tall by 2-0-0 wide will' fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 2=276, 6=276. • _ pFESS1pN LOADCASE(S) Standard iON10 F C 76428 z EXP, 12/31/2016 m S CIV1� P • T�TFOFCAI.F���\ May 25,2011 WARNING - Verlly design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. - Design valid for use only Wth MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property 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 pp•• is ahvoys required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 1• - - -- - -- - - fobrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSUTPH Quality Criteria, DSB-89 and BCSI Building. Component 7777 Greenback Lane • Safety Infoanotlon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei his CA 95610 Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets are indicated. 1 6-4-8 dimensions shown in ft -in -sixteenths Damage or Personal Injury Dimensions are in ff-in-sixteenths. (Drawings not to scale) Apply plates to both sides Of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is alwbys required. See BCSI. 2. Truss bracing must be designed by an engineer. For 0.1/,1619 1 2 3 wide truss spacing, individual lateral braces themselves TOP CHORDS may require bracing, or alternative T, I, or Eliminator bracing should be considered. ci-s c2a WEBS cs, 4 3. Never exceed the design looding,shown and never stack materials on inadequately braced trusses. O �•> �y1 3 O 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate U sp h 0 designer, erection supervisor, property owner and plates 0-14e from outside rl �' u U all other interested parties. edge Of truss. a 5. Cut members to bear tightly against each other. r c» cd7 cs c O ~ BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the' g 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI I. connector plates. 7. Design assumes trusses will be suitably protected from BUTT the environment in accord with ANSI/TPI 1. *Plate location detarls available in MITek 20/20 software or upon request. � q � ,.., ®�� Ed% FRED` O SE 8. Unless otherwise noted, moisture content of lumber 19% time fabrication. JOINTS ARE GENERA E AROUND THE TRUSS STAIiTIAT'fAE ]OIIJr FR?Z 'ON shall not exceed at of THE LEFT. 9. unless expressly noted, this design is not for PLATE SIZE � PDRY�� ted,orrapplicable use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE ID TIDuJ.01 T NUMBERS/LETTERS. 10. Camber is a non-structural consideration and is the width measured perpendicular 4 4 responsibility of truss fabricator. General practice ls to x to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS Indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 9604B, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purtins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 H. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING 15. Connections not shown are the responsibility of others. Indicates location where bearings 16. Do not cut or after truss member or plate without prior (supports) occur. Icons vary but © 2006 MiTek® All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 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. Industry Standards:Nil ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (hoot, back, words and pictures) before use. Reviewing pictures alone Plate Connected Wood Truss Construction. ® is not sufficient. DSB-89: Design Standard for Bracing. MiTek BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER rO PERFORM." ANSI/TPI 1 quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: Mll-7473 rev. 10208 Job Truss Truss Type Qty Ply we in (loc) I/deft Lid TCLL 20.0 Plates Increase R47422199 lobl'Refe'r WEINZINGER AT C10 GABLE 1 1 120 TCDL 10.0 Lumber Increase 1.25 BC 0.23 Vert(TL) e ce (optional) e, sn. eoew r.aou s — zo zuw mi i es inausines, inc. i ue may ea 1o: i cav zulo rage i ID:Jxy5?6k3b3a_WNaAafgRnmzxLlr-CgReosH4P8g5onvvwQ4zGB WU4ZEQVOXnhhlSzDCoM I -301 13.0-01 26.0.0 I 29-D-0 1 3-0.0 13.0-0 13-0.0 31. Scale =1:52.6 4.00 12 3x4 = it 12 13 14 1. co u . co ca co 3x4 = LOADING (pso SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid TCLL 20.0 Plates Increase 1.25 TC 0.49 Vert(LL) -0.09 23 n/r. . 120 TCDL 10.0 Lumber Increase 1.25 BC 0.23 Vert(TL) -0.18 23 n/r 90 BCLL 0.0 ' Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 22 n/a n/a BCDL- 10.0 Code IBC2012/TPI2007 (Matrix) PLATES GRIP MT20 220/195 Weight: 132 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No.2 ®6 1 i� pZTpVCHORD BUTTE U Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 OF NO.2 � V IgOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 DF Std BUILDING DIVISION MiTek recommends that Stabilizers and required cross bracing �/ v be installed during truss erection, in accordance with Stabilizer I st REACTIONS P ®X1F= ® (lb) - Max Horz 2=58(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) 33, 31, 40, 39, 38, 37, 36, 35, 34, 30, 29, 28, 27, 26, 25 except 2=-211(LC 8), 22=199(LC 8) Max Grav All reactions 250 Ib or less at joint(s) 12, 33, 31, 40, 39, 38, 37, 36, 35, 34, 30, 29, 28, 27, 26, 25, 24 except 2=403(LC 17), 22=398(LC 18) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 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=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=2611; eave=2ft; Cat. Il; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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 ANSI/TPI 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 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.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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 33, 31, 40, 39, 38, 37, 36, 35, 34, 30, 29, 28, 27, 26, 25 except 0=1b) 2=211, 22=199. ' LOAD CASE(S) Standard oQ�a ESS/o/V P�(ONIO i C 76428 �P7 ir 2� EXP. 1131/2016 ^7 �FOF May 25,2016 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MII.7473 ray. 10/03110/5 BEFORE USE. ' Design valid for use only with Mitek® connectors. This design B based only upon parameters shown. and is for an individual building component. not a truss system. Before use, the building designer must verify the applicability of design parameters aid property 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 e is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - - - - - - fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, DS8.89 and BCSI Building Component 7777 Greenback Lene Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 Citrus Heights, CA 95610 Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure t0 Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets are indicated. I6 4 8 dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. (Drawings not to scale) Apply plates to both sides Of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x-bracing, is always required. See BCSL i n 2. Truss bracing must be designed by an engineer. For lateral braces themselves 2 3 wide muss spacing, Individual TOP CHORDS may require bracing, or alternative T, I, or Eliminator bracing should be considered. T ci-2 c2a WEBS Bio 4 3. Never exceed the design loading,shown and never o stack materials on inadequately braced trusses. 0 O �y1 3 O 4. Provide copies of this truss design to the building designer, erection supervisor, owner and For 4 x 2 orientation, locate U sb = 3 property interested plates 0 ns' from outside CIL v all other parties. edge of truss. 0a 5. Cut members to bear tightly against each other. cr•e Q6,7cs 6 O BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully. Knots and wane at joint 1. required direction of slots in locations are regulated by ANSI/TPI Connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. ' Plate location details available in MiTek 20/20 software Or Upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a nonstructural consideration and is the width measured perpendicular 4 4 responsibility of truss fabricator. General practice ls to x to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports ���� 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or by text in the bracing section of the ESR-1311, ESR-1352, ER-5243, 9604 a' 95-43, 96-31, 9667A su/Lr), I ®� specified. 3. op chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing if indicated. NER-487, NER-561 1 VG ®1t r 951 10, 84-32, 96-67, ER-3907, 9432A� t/� pacing indicated on design. 11 14 m chords require lateral bracing IO spacing, BEARING �Ppoovj or less, if no ceiling ls installed, unless otherwise noted. th is Indicates location where bearings (supports) occur. Icons vary but © 2006 MiTek® All Rights Reserved Connections not shown are the responsibility of others. 16. Do not cut or after truss member or plate without prior approval of on engineer. reaction section indicates joint number where bearings occur. 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. Industry Standards:- - ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. ® 19. Review all portions of this design most, back, words and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. MiTek isnot sufficient. SCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER ra PERFORM." ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: MII-7473 rev. 10208 Job Truss' Truss Type Qty Plywemzinger ' ,( _ R47422200 WEINZINGER AT _ C11 COMMON / r 2 . ' 1 4' ` Job efe e o 'anal ' Cnaeavor Nomes, urowe, UA `JS`JbJ - - /A3U s Jul 2a ZU73 MI eK InaUSlnes, Inc. I ue may 24 1a:1Z:0U ZUIa rage 1 ID: Jxy576k3b3a_WNaAafgRnmzxLlr-gs7ODCgidGXIyMiCDXfdBpLSuM8zlhYmRRFHYzDCoL 3.0.0 } _ 6-10-14 13-0-0 I 111-2 I 26-0-0 _ I 2 p- 340 6-1-2 6-1-2 '6-10-14 3-60 • * 1' r Seale = 1:52.6 • _ + � ! r' ^` •, � '' .y 4.00 12,. •4x5'=5• •,• '• -• . '' f Y x +i ' ,5x5 5,8 ' ro .1 ; - 3 .. 5 N- 61 �.. * 7 6 3x4 _• 11 10 9 . _ .+ y 4,- _ 8 �. - 3x4 - 1.5x4 I I 1 5x8 = 1.5x4. 11 - 2x4 8.1614 I 13-60 I _. - 111-2 - r I 21-10-4 2 I 26.0.0 1 - 61614 6.1-2 •6.1-2 - 2-12• 4-1-12 Plate Offsets -KY): f3:0-2-8.0-3-41:[5:0-38.0-3-01.110:0-4-0,0-3-01 :LOADING (psf) SPACING 2-0-0 CSI ' DEFL', a in (loc) I/deft • Ud PLATES GRIP r. TCLL.. 20.0 ' Plates Increase 1.25 TC 0.55 Vert(LL) -0.07 10-11 >999 $360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.46 Vert(TL) -0.19 2-11 '>999 240 4 ;BCLL 0.0 " Rep Stress Incr YES WB 0.54- Horz(TL) 0.05 ' 8 n/a - n/a + BCDL 10.0' ,, Code IBC2012rTP12007 (Matrix) + - Weight: 114 Ib FT = 20% LUMBER ` BRACING - TOP CHORD 2 x 4* DF No 2 r TOP CHORD Structural wood sheathing directly applied or 4-30 oc purlins. 1 BOT CHORD 2x4 DF No.2 T BOT,CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: . WEBS 1- 2x4 DF Std �` 6-0-0 oc bracing: 6-8.. ' pj ` - 1. • MiTek recommends that Stabilizers and required cross bracing + be installed during truss erection, in accordance with Stabilizer t ' - Installation guide, REACTIONS "(Ib/size) 2=1045/0-3-8 (min. 0-1-8),,6=226/0-3-8 (min. 0-1-8), 8=1163/0-38 (min. 0-1-8) Max Horz 2=58(LC 7) Max Uplift 2=258(1_C 8), 6=-182(LC 8), 8=109(LC 8) � f i Max Grav 2=1045(LC 1), 6=286(LC 18), 8=1163(LC 1) BUTTE Q'i.it FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown!- _ BUILDING .. DIVISION' TOP CHORD 2-3=-1825/243, 3-4=1109/210, 4-5=1112/210, 5-6=551687 — WEBS RD '2-11=-138/1660, 10-11=141/1655, 9-10=-10/743, 8-9=-72/714/25 -�i91/123 ,� P OV ® 4 WEBS , 311=0/264, 310=736/97, 4-10=01381, 5-10=0/359, 5-8=-1714/252 NOTES 1 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=26ft; eave=4ft; Cat. 11; + Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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 36-0 tall by 2-0-0 wide will • ' fit between the bottom chord and any other members. 5j Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 2=258,, OFESSION : 6=182,8=109. p _ .. �O ONIO LOAD CASE(S)' Standard k C 76428 Z � } 1 t , •'. ti , . Q EXP. 12/31/2016 l C10- �\ .. - - �. �1 t� - . ,�• • +Y 1 R y - '. ' 1 �TFOFCAI. "May 25,2016 AWARNING -Verify design parameter; and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Mffek® connectors. This design B 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 overallM, - building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is ahvoys required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - - -- - - - - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - Suite 109 ' Citrus Heights. CA 95610 - Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets are indicated. 6 4$ dimensions shown in ft -in -sixteenths Damage Or Personal Injury 9 Dimensions are in ft -in -sixteenths. �� (Drawings not to state) Apply plates t0 both sides Of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is always required. See BCSI. 0-1/1611 2. Tans bracing must be designed by an engineer. For truss individual lateral braces themselves 1 2 3 wide spacing, TOP CHORDS may require bracing, or alternative T, I, or Eliminator bracing should be considered. T C1-2 c2-3 4 3. Never exceed the design loading shown and never WEBS �t, o stack materials on inadequately braced trusses. 0 u �•� ; ��� 3 0 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate U sb 0 designer, erection supervisor, property owner and plates 0 -'As' from Outside o- T u U k� 0 ap other interested parties. edge Of truss. 5. Cut members to bear tightly against each other. c _ 2 cs c O Lit' P 9 Nl GH r 6. Place plates on each face of truss at each This Symbol indicates the' $ 5 / joint and embed fully. Knots and wane at joint locations are regulated by ANSIRPI 1. required direction of slots in �� � �� � ®6 Connector plates. �/ 7. Design assumes trusses will be suitablyprotected from the environment in accord with ANSI/TPI 1. ' Plate location details available In MITek 20/20 8. Unless otherwise noted, moisture content of lumber software Of upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. 9. Unless expressly noted, this design is not applicable for PLATE SIZE use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is a nonstructural consideration and is the width measured perpendicular 4 4 NUMBERS/LETTERS. responsibility of truss fabricator. General practice is to x to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS Indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size. and in all respects, equal to or better than that Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 96048, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purfins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING 15. Connections not shown are the responsibility of others. Indicates location where bearings 16. Do not cut or otter truss member or plate without prior (supports) occur. Icons vary but 0 2006 MiTek® All Rights Reserved approval of on engineer. reaction section indicates joint number where bearings occur. 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. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design inn pi back. words and pictures) before use. Reviewing pictures alone Plate Connected Wood Truss Construction. ® isnot sufficient. DSB-89: Design Standard for Bracing. MiTek BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling. POWER rO PERFORM." ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses.. MTek Engineering Reference Sheet: MII-7473 rev. 10208 Job Truss Truss Type r Qty; Ply Welnzinger , 847422201 WEINZINGER AT C12• • COMMON .• N 6 Job Reference o fo a 1• ' „Endeavor Homes, Orovlile, CA 95965 - 7.430 s Jul 25 2013 MITek Industries, Inc. Tue May 24 16:12:41 2016 Page 1 ID:Jxy5?6k3b3a_WNaAafgRnmzxLlr-82ZP DYhwc000L6xumx2uAOLWBHfRiBmh75Aoq_zDCoK 1 - 6.10.14 13.0-0 I 131-2 - - - 26-0-0 29 .0.0 6-10.14 _ 6.1.2 - 6.1-2 - 6-10-14 •3-o-0 a + - - • - - ., • Scale: 1/4"=1' . ) • ...t •. r• - 4 4x5 ,. -, - t • + a • 1 ;4 O0 12 �,., "' ' _ 3 • M, s�,. fr • e , A . - r y 14 + r , 3x4 '1 - i5x!lt> 5 _ A. ' 3x4 = r • < ..r _ . r9 • • 8' �_'1 - 7 , _ t ~ 1.5x4 Il ♦ 5x6 — - 1.5x4 II . - 610.14 .. f 130-0 4 - • 1 - 131-2 S f - 26-0-0 + 610.14 61-2 61.2 - 610-14 - Plate Offsets (X,Y): [1:0-1-14,Edgel. [4:0.2-8.0-3-41, f5:0-1-14 Edgel f8:0-4-0.0-3-01 LOADING(psf) SPACING 2-0-0 CSI •,� DEFL♦ In (lac) �I/deft Ud PLATES GRIP ;TCLL. 20.0 �' Plates Increase 1.25 TC 0.55 E''•Vert(LL) -0.13 . 7-8. >9991 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.65 Vert(TL)' -0.33 7-8 >929 - r 240 ' +BCLL . 0.0 ' Rep Stress Incr YES WB 0.61, Horz(TL) 0.10 5 n!a' 'n/a BCDL 10.0 ' c ' it 'Code IBC2012ITP12007 (Matrix) -: ' • / Weight: 105 lb FT = 20% LUMBER T + ^ BRACING TOP CHORD 2x4 OF No.2.F ; `„` ■ e TOP CHORD . Structural wood sheathing directly applied or 3-2-8 oc purlins. + BOT CHORD 2x4 OF No.2 't 1 ' BOT CHORD • Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 OF Std r - MiTek recommends that Stabilizers and required cross bracing y t '♦ �' be installed during truss erection, in accordance with Stabilizer .' r. .• R 1 L , r + a '''a to e REACTIONS, (Ib/size).',1=1617/0-3:8 (min. 0-1-8),5=1229/0-3-8 (min: 0-1-8) BUTTE -CO” v - •^ Max Horz 1=62(LC 6) , ^ BUILDING .+ Max Uplift 1-154(LC8),5=-282(LC8),i��I�Iv1�1Y t ♦ * �� t FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except_when sh /� iaTOP CHORD 1-2=-2479/377, 2-3-1678/284, 3-4=1675/283, 4-5=2385/315 w eW1� ; BOT CHORD 1-9=-271/2287, 8-9-271/2287, 7-8-210/2183, 5-7=20712189 WEBS 3-8=-48/667, 4-8=727/97, 4-7=0/266, 2-8=838/162, 2-9=0/277 NOTES 'r , ; � . :4. V � _ T 'a. ' � i • 1) Unbalanced roof live loads have been considered for this design.' - 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=26ft; eave=oft; Cat. II;' Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 ' 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.' 4 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) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) except (jt=1b) 1=154, ' .35-282. rt t ,� �FESS1pN ,LOADCASE(S) Standard A`F i - - L. =�c�o P��ONIp Q C 76428 Z � cr EXP, 12/31/2016 ^� r *• 1k '., " ♦ `�r r R ; ♦ •ST CIVIL �TFOFCA1 F .. ` �. r -''♦ ti �4 May 25,2016 WARNING - Verffy design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE MII.7473 revil01034015 BEFORE USE. r , Design valid for use only with Mlrek0 connectors. This design Is based only upon parameters shown. and k for an individual building component, not a truss system. Before use, the building designer must verity 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 r Is akvays required for stability and to prevent collapse vrith possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSI/1PI1 Quality Criteria, DSB-89 and SCSI Building Component .7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street Suite 312, Alexandria, VA 22314. - - Suite 109 Citrus Heights, CA 95610 Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets are indicated. 6-4-8 dimensions shown in H -in -sixteenths Damage or Personal Injury Dimensions are in ft -in -sixteenths. scale) �� (Drawings not to scale) Apply t0 both Sides Of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or X -bracing, is always required. See SCSI. -ih 6 2. Truss bracing must be designed by an engineer. For truss individual lateral braces themselves j 2 : ;. ,3 ..... wide spacing, TOP CHORDS may require bracing, or altemative T, I, or Eliminator bracing should be considered. T cl-2 C2-3 WEBS 4 3. Never exceed the design loading shown and never v stack materials on inadequately braced trusses. O �•� ; �y� O 4. Provide copies of this truss design to the building designer, erection supervisor, owner and For 4 x 2 orientation, locate eb = U property interested plates 0 -'Ag' from Outside a +' u Uall other parties. edge Of truss, 0 a 5. Cut members to bear tightly against each other. C7-8 C6-7 ca -6 O BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. ' Plate location details available in MfTek 20/20 SOttWar@ Or upon request. '. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shag not exceed 199 at time of tabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. 9. Unless expressly noted, this design is not appficable for PLATE SIZE use with fire retardant, preservative treated, or green lumber. The first dimension is the plate 4 width measured perpendicular CHORDS AND WEBS ARE IDE IFIED BY END JOINT NUMBERS/LETTERS. UTTCOUNTY 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to 4 x l J camber for dead bad deflection. to slots. Second dimension is P , BUILDING the length parallel to slots. ®iV���® 11. Plate type, sae, orieniation and location dimensions PRODUCT CODE APPR0�1/PAL,S� indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports:. sB���S®�® 12. Lumber used shall be of the species and size. and in all respects, equal to or better than that Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 96048, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purrins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 15. Connections not shown are the responsibility of others: 16. Do not cut or atter truss member or plate wiihout prior (supports) occur. Icons vary but C 2006 MTek® All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 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. Industry Standards: ANSI/TPI l : National Design Specification for Metal 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone Plate Connected Wood Truss Construction. ® is not sufficient. DSB-89: Design Standard for Bracing. MiTek SCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling,t: PpWER TO PERFORM.'" ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: Mll-7473 rev. 10-'08 . - RECEIVED JURE 2 4 2016 Department of Development Services TRB AND ASSOCIATES Tim Snellings, Director . Pete Calarco, Assistant Director J o 7 County Center Drive T: 530.538.7601 Buttecounty.net/dds Oroville, California 95965 F: 530.538.7785 DEVELOPMENT SERVICES PLAN CHECK SQUARE FOOTAGE VERIFICATION Permit Number: B16-1351 Owner's Name: BIGGS FAMILY TRUST, FBO NANCY Assessor's Parcel Number: 024-230-036 Date of Application: 6/22/2016 Square Footage Verification No Change:y NOTES: Verified By: A Z741Date: 012 [01 /2 b (Plan Check Signature) Confirmed TRAKiT Updated by: Date: O At Application: Change To: wing Area 798 $ Garage Area 0 Covered AreaOpe 0p Other U C) No Change:y NOTES: Verified By: A Z741Date: 012 [01 /2 b (Plan Check Signature) Confirmed TRAKiT Updated by: Date: O