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HomeMy WebLinkAboutB16-1183 000-000-000} 383 Rio Lindo Ave,' Chico, CA 95926 p. (530) 592-4407 www.summitchico.com Structural Calculations For PERMIT Clients., BUTTE COUNTY DEVELOPMENT SERVICES Joseph Steck and Kathy Long' REVIEWED FOR E CODE CO Project; PLIA 3BY Steck-Long Residence (Plan 1611) Owner Cha geEs�De a 3 Address_; �G 4249 Keefer Road., Chico, CA ��, C BUTTE COUNTY ` JAN 2 0 2017 oF �AUFo`�`'� DEVELOPMENT SERVIC' S 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. File Copy . r ` � - ,� ,� , e ` e. Y f Pp'r�-" �F U L00 � P m -'l 17 D 7 a 25-6" ' 1 O•- 1 l 1/2' /2" S'-3" -3 1/2"5 1 /2' D1 -$' 1'-9" - 1" D O b"Xrb" POST N/ PBS fE_D_ TUB_5: VIDE SERVICE ACCESS D EL FOR TUB MOTOR. v VIDE A GFGI BREAKER ON ;'IVIDUAL BRANCH CIRCUIT. "ER N/ALYE_NOT_:' - , I , , , j JIDE INDIVIDUAL CONTROL :M05TATIC MIXING VALVES ,SURE,BALANCE OR COMBINATION I, 3 8' RAILING - SEE EXTERIOR ELEVATIONS b"X b' / /E TYPE. CPG 408.3 P.O5T `ETY OLA55 SAFETY 6LA55 -30505H 2O20AW D TR�� GOV��� PO GH HO SERGLAS SAF Y•G 55 c CONCRETE SLAB FLOOR SPA/TUB ENGL. I TUGGO NALLS 8Tar_, FINE GE LING _E SURROUTYP• -E To. 5 GPM ® 80 P ADD STUD DIRECTLY BELON EACH TRU55 AT BALLOON FRAME THIS WALL A5TER BATH HATCHEDLOGATION. (HATCH, ED NALL) TILE FLOOR o m �� f�RAt11TE,<36" d d 0 _ 3065 30505H 30505H TOP a5PLA5H 00 K K ONE LITE DOOR BACKING FOR I I I 1 TONEL BAR 9 44" DRYER EXHAUST: E I nl PROVID4' MIN. M015TURE EXHAUST 1 h �A'--! DUCT NiTH BACK -DRAFT DAMPER_ N = THE MAXIMUM LENGTH FOR THE � •. ` �Y J �. , `UPPER >:.� ikr. i�.•+� ,( ; `,y �� � ;� DRY= -,R EXHAUST DUG'" IS i a ?=F7 .. t•- .. N/ :2 E_5O^-5. V 4. I 7 F CRY YiA5HER ! DRYER SPACE I VENT TO OUTSIDE vy. ZI4 i LuIw LIVING ROOM � -------- NOOD OR m � � �``-�'( f� �, � i�-J � ti i� it �� #•-� 1 2 s'-6" 1 T-3" 2" 7E 2" MINIMUM SIDE FROM EACH COLUMN CONFIRM F'ORGH DIMEN51ON5 W/ FLOOR PLAN O EACH EDGE OF SLAB. F2 F2 F2.5 24x4 24x24 30x30 N ---- ------ Vit'. s ya o � J • 6 — �v — — — F�� ' � — 1 � �r Q"lc IEI I u- ;� 0.ck. SLAB -O -N _GRAPE PER NOTE -3 Z z lu IL _ moo. E�: Dfl GONrIRM LOCA rl ONOFCL , !I i �O) I• I z i i I Fr �. FLOOR ELEGTR AL ° 11 11 OUTLETS ' v L (3) #4 X 3'-0" DOWELS WITH CORNER WHERE OCCURS I 6" EMBED IN SIMPSON ET ' EPDXY, LOCATE AND AVOID ALL (E)FOUNDATION (E) REINF: PRIOR TO DRILLING AS OCCURS (N) FTG PER PLAN I. EQ EQ I ` (2) #3 TIES 4 TYPICAL NEW FTG TO EXISTING FTG DETAILE NO SCALE TITLE PA9 383 Rio LindoAve.STECK=LONG RESIDENCE 1/19/17 Suite 200 Chico; C 95926 4249 KEEFER ROAD Ge P. 530.592.44072.4407 /'� SummitChico.com C H I CO, CA MiTek� MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Re: 1604-078 Fax 916/676-1909 Steck & Long The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Systems Plus Lumber. Pages or sheets covered by this seal: R49444614 thru R49444614 My license renewal date for the state of California is Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. BIJTTE COUNTY JAN 20 2017 DEVELOP.MEN'T SERVWEfS January 12,2017 Teodosescu, Eduard IMPORTANT NOTE: Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. 1 0 I Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed Jan 11 14:56:32 2017 Page 1 ID:pHRfrLxHC61PgxC4vyCnVWzODEZ-3mdG?YkeQ3c21HOXUoyz304ZgJh7_OpuZ8bzpszwOdz 17-3-0 , 20-0-8 25.6.0 127-6-0 30-11-0 35-0.4 3986 1 L_ 51-0.0 8.2-12 ' 2-9-0 5.5.8 240 35-4 4-0-2 4-0-2 7.5.8 Scale = 1:91.2 7x14 M18SHS = 4.00 12 5x6 At F G L4x6 — x w 4x8 = V U 4.00 12 3x4 __O 4x5 = 4x5 —_ 2x4 II 4x4 = 5x14 =5x6 = 4x12 = 4x8 = 5x10 = 30 II 27.60 ' 948 8-2.12 Truss Truss Type Qty Pl849444614 rl6'01078 2-0.0 Plate Offsets (X,Y) - ID: G-4-0.0-4-81, [M:0-1-14.Edge], [T:0-7-6 0-2-81, [U:Edge 0-2-81 N:0-1-8,0-2-01. IW:0-3-12,0-2-01 A06 ROOF SPECIAL 4 1 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB49 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. LOADING (pso Job Reference (optional) Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed Jan 11 14:56:32 2017 Page 1 ID:pHRfrLxHC61PgxC4vyCnVWzODEZ-3mdG?YkeQ3c21HOXUoyz304ZgJh7_OpuZ8bzpszwOdz 17-3-0 , 20-0-8 25.6.0 127-6-0 30-11-0 35-0.4 3986 1 L_ 51-0.0 8.2-12 ' 2-9-0 5.5.8 240 35-4 4-0-2 4-0-2 7.5.8 Scale = 1:91.2 7x14 M18SHS = 4.00 12 5x6 At F G L4x6 — x w 4x8 = V U 4.00 12 3x4 __O 4x5 = 4x5 —_ 2x4 II 4x4 = 5x14 =5x6 = 4x12 = 4x8 = 5x10 = 30 II 27.60 ' 948 8-2.12 2-9-4 62.12 0.2-12 13-5-4 4-7-0 4-0.2 442 0-2-52 7.2.12 ' 2-0.0 Plate Offsets (X,Y) - ID: G-4-0.0-4-81, [M:0-1-14.Edge], [T:0-7-6 0-2-81, [U:Edge 0-2-81 N:0-1-8,0-2-01. IW:0-3-12,0-2-01 MiTek 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 ANSVTPII Quality Criteria, DSB49 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. LOADING (pso SPACING- 2-0.0DEFL. CSI. in (loc) I/deb Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 0.45 Vert(LL) -0.26 W -X >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.87 Vert(TL) -0.86 W -X >353 180 M18SHS 220/195 BCLL 0.0 ' Rep Stress Incr YES WB 0,U Horz(TL) 0.02 V n/a n/a BCDL 10.0 Code IBC20121TP12007 Matrix -MS Weight: 350 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X6 OF SS G TOP CHORD Structural wood sheathing directly applied or 5-11-0 oc purlins. BOT CHORD 2X4 DF No.1&Btr G *Except* BOT CHORD Rigid ceiling directly applied or 3-5-6 oc bracing. B-Y,G-U,U-Y: 2X6 DF SS G, L -O: 2X4 DF Stud/Std G WEBS 1 Row at midpt D -W WEBS 2X4 OF Stud/Std G *Except* JOINTS 1 Brace at Jt(s): AA F -V: 2X6 DF SS G f REACTIONS. All bearings 0-5-8. (lb) - Max Horz B=151(LC 12)�_ev' ✓ f � � Max Uplift All uplift 100 Ib or less at joints) except B=-228(LC 4), 0=-160(LC 9), M=-167(LC 5) ) Max Grav All reactions 250 Ib or less at joints) except B=987(LC 19), 0=697(LC 20), M=437(LC 1) V=2718(LC 11)(N � 6 l FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. {d FOR ( ®UTfE COUNTY D`EnVE'LOPDNT SEHvIV�a TOP CHORD H -J=0/444/241, 116C -D=-884/188, 399/16603, E -F=0/1432, F -G=011035, G -H=0/672, EzV v Y E A H -J=0/682, J -K-116/454, K -L=-399/167 C BOT CHORD B -Z=274/1303, X -Z=274/1303, W -X=-143/777, V -W=580/237, U-V=-495/50,GT G T U- 1024/91, G -T- 311/202, S T- 921/209, R -S=449/181, Q -R=-11/350, O -P= -631/19P G L -P=-569/194 ? —? WEBS C -X=-602/150, D -X=-47/759, V -AA= -942/0, F-AA=970/0, T -V=-420/295, F-T=9281�i G -S=-100/548, H -S=262/123, J -S=-011/99, K -R=-418/80, L -Q=-98/383, E -W=-19/2 D -W=-1372/247, E -AA= -646/40 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) 250.Olb AC unit load placed on the top chord, 22-8-8 from left end, supported at two points, 4-0-0 apart. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 228 Ib uplift at joint B, 160 Ib uplift at joint O and 167 Ib uplift at joint M. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. January 12,2017 WARNING -Verify 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 with MrrekO connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek 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 ANSVTPII Quality Criteria, DSB49 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 F► Ie, Cebu Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 3/ " Center plate on joint unless x, y a offsets are indicated. dimensions shown in ft -in -sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft -in -sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system, e.g. and fully embed teeth. TOP CHORDS diagonal or x -bracing, is always required. See BCSI. �'y�� c1-2 c2-3 2. Truss bracing must be designed by an engineer. For individual lateral braces themselves 16 WEBS Q 4 wide truss spacing, may require bracing, or altemative Tor I bracing should be considered. O U pp, = 3. Never exceed the design loading shown and never 0_ 3 V stack materials on inadequately braced trusses. CL 0 4. Provide copies of this truss design to the building c7 -e cs•r csa For 4 x 2 orientation, locate designer, erection supervisor, property owner and BOTTOM CHORDS plates 0- 'lid' from outside all other interested parties. edge of truss.. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. " Plate location details available in MiTek 20/20 software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS • 9. Unless expressly noted, this design is not applicable for ICC -ES Reports: use with fire retardant, preservative treated, or green lumber. The first dimension is the plate 10. Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular , ESR -1311, ESR -1352, ESR1988 responsibility of truss fabricator. General practice is to to slots. Second dimension. is ER -3907, ESR -2362, ESR -1397, ESR -3282 camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the plane of the truss unless otherwise shown. in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 1a. Bottom chords require lateral lat spacing, or less, if no ceiling is installed,, unless s othh err wise noted. BEARING established by others. Indicates location where bearings (supports) occur. Icons vary but © 2012 MiTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. Min size shown is for crushing only. �—� 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: W1MiTek ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. 0 is not sufficient. BCSI: Buildin Com onent Safe Information, 9 P tY 20. Desi n assumes manufacture in accordance with 9 Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate i• Connected Wood Trusses. MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 CO2 I� Systems Plus Lumber 1800 S. Barney Rd. Anderson, CA 96007 COUNTY JUN 0 3 2016 n1r.MBLOPMEXT SERWCES 19&I-11 S3 (530) 378-6800 (530) 365-5903 fax Trusses & Pre Manufactured Wall Panels systplus@systplus.com www.systplus.com Timber Products Inspection, Inc. 105 S.E. 124' Avenue Vancouver, WA 98684 Tel: (360) 449-3138 Fax: (360) 449-3953 *This engineering is valid ONLY for trusses manufactured by Systems Plus Lumber Co. * MiTek° co. REQ 'IVED JUN 7 2016 °ARB AND SSOCIA ICC ES Report ESR -1311& ESR 1988 IAS Certified Inspection No. AA -702 Fabrication in compliance with 2013 CBC SECTION 2303.4.2 IBC/IRC 2012 SECTIONS (2303.4/R802.1 Oroof/R502.1 I floor) TRUSS ENGINEERING LAYOUT YES X NO ❑ 'r;+I- nl tail �u = inrltirlPri Gable End 85 Wind B 1 Gable End 110 Wind B lA Gable End 110 Wind C 1B Hat Truss over 6/12 2 Hat Truss under 6/12 2B Web Bracing Details 3 Valley Fill Frames 4 Open Face Jacks 5 Toe nail 6 Bearing Block 3.5 7 Bearing Block 5.5 7A Floor 8 Dbl T/C Notching 9 HVAC 10 Truss Data 11 Purlin Gable 12 BCSI at www.sbcindust .com BCSI-B1 Summary Sheet at mvw.sbcindust .com 1604-078 KtVlr-VVr-U Systems Plus Job Number FOR CODE rOUR IANCE Date 04/25/2016 Revision(s) AUG 10 2016 Customer Steck &Long - Project T12B AND ASSOCIATES 1611 Location Chico, CA PRIOR TO ERECTING TRUSSES, READ T USS DATA SHEET AND NOTE BCSI-B1 SUMMARY SHEET GUIDE ANWL STALLING HOTS AND BRACING OF M IPL.�TE_G -MUSS S BUTTE COUNTY DEVELOPMENT SMVICE-_ — NIPO NCE BY SYSTEMS PLUS LUMBER CO. / 1800 S. BARNEY ROAD / ANDERSON, CA 96007 (530)378-6800 / FAX (530)365-5903 TRUSS DATA SHEET APPROVALS: -OBTAIN ALL NECESSARY CODE COMPLIANCE, BUILDING DEPARTMENT APPROVALS, AND RECOMMENDATIONS AND INSTRUCTIONS FROM THE DESIGNER OF THE COMPLETE STRUCTURE BEFORE USING TRUSS DESIGN. -CONNECTION OF THE ROOF SYSTEM TO THE BUILDING FOR VERTICAL & LATERAL LOADS IS THE RESPONSIBILITY OF THE BUILDING DESIGNER OR ENGINEER. -SYSTEMS PLUS IS APPROVING ONLY THE STRUCTURAL DESIGN OF EACH TRUSS BASED ON INFORMATION RECEIVED FROM THE CUSTOMER AND SHOWN ON THE ENGINEERED TRUSS DRAWING. SIGNED AND SEALED DRAWINGS BASED ON THE PROVIDED DATA ARE FURNISHED BY SYSTEMS PLUS LUMBER CO. THIS ENGINEERING IS VALID ONLY FOR TRUSSES MANUFACTURED BY SYSTEMS PLUS LUMBER CO. HANDLING & ERECTION: -CARELESS HANDLING OF TRUSSES SHALL NOT BE PERMITTED. -INSTALL TRUSSES VERTICALLY AT DESIGN BEARING POINTS, CORRECT SIDE UP, AT CORRECT SPACING AND PROPERLY BRACED. -NO LOADS SHOULD BE APPLIED TO THE TRUSSES UNTIL AFTER ALL BRACING AND CONNECTIONS ARE COMPLETED. -DO NOT PERMIT LOADS GREATER THAN DESIGN LOADS TO BE PLACED ON THE TRUSSES. -READ & APPLY THE RECOMMENDATIONS FOR HANDLING, INSTALLING AND BRACING OF METAL PLATE CONNECTED WOOD TRUSSES PUBLISHED BY THE TRUSS PLATE INSTITUTE (BCSI-BI SUMMARY SHEET). METAL CONNECTOR PLATES: -CONNECTOR PLATES ARE MANUFACTURED IN ACCORDANCE WITH TRUSS PLATE INSTITUTE SPECIFICATIONS. -PLATES MUST BE INSTALLED ON BOTH FACES OF THE LUMBER WITH TEETH FULLY EMBEDDED. -REQUIRED PLATE SIZES, GAUGE AND DESIGN VALUES ARE SHOWN ON THE TRUSS DRAWING. -POSITION PLATES SYMMETRICALLY AT JOINTS, UNLESS OTHER DIMENSIONS ARE SPECIFIED. LUMBER: -THE LUMBER USED FOR TRUSS FABRICATION MUST COMPLY WITH THE SPECIFICATIONS OF AN APPROVED INSPECTION BUREAU AND MUST BE OF THE SIZE AND SPECIES SHOWN ON THE TRUSS DRAWINGS AND BE EQUAL TO OR BETTER THAN THE GRADE SPECIFIED. BRACING: -REVIEW THE TRUSS ENGINEERING DRAWINGS FOR ANY LATERAL BRACING REQUIRED FOR INDIVIDUAL WEB MEMBERS. LATERAL BRACING OF INDIVIDUAL WEB MEMBERS SHALL BE PLACED PER STANDARD DETAIL #3 (MII/SAC51 & MII/SAC-23). -RESTRAINT OF LATERAL BRACING AND ADDITIONAL BRACING FOR THE COMPLETE STRUCTURE IS TO BE PROVIDED BY THE BUILDING DESIGNER OR ENGINEER. -READ AND APPLY THE RECOMMENDATIONS FOR TEMPORARY AND PERMANENT BRACING OF WOOD TRUSSES PUBLISHED BY THE TRUSS PLATE INSTITUTE (BCSI-B 1 SUMMARY SHEET). -BOTTOM CHORD BRACING SHALL BE INSTALLED PER THE TRUSS ENGINEERING DRAWING BUT IS NEVER TO EXCEED 10'-0" O.C. WITHOUT A SPECIFIC ENGINEERED DESIGN. NO CUTTING, DRILLING, NOTCHING, OR TRIMMING OF ANY TRUSS MEMBER IS PERMITTED. BUTTE COUNTY BUILDING DIVISION APPROVED MARCH 12, 2009 WEB BRACING RECOMMENDATIONS FST-WEBBRACE I �AUL (� 0 00 a 00 a MiTek USA, Inc. MiTek USA, Inc. Page 1 of 1 MAXIMUM TRUSS WEB FORCE (Ibs.)(See note 7) BRACE BAY SIZE 24"O.C. 48"O.C. 72" O.C. BRACING MATERIAL TYPE BRACING MATERIAL TYPE BRACING MATERIAL A B C D A 1 B 1 C I D C I D 1 3143 1 3143 1 4715 1 4715 1 7074 1 *Bay size shall be measured in between the centers of pairs of diagonals. 2358 I 2358 I 3536 3143 4715 1886 1886 2829 TYPE BRACING MATERIALS GENERALNOTES 1. DIAGONAL BRACING IS REQUIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE INTO THE 10'-0" 1610 1886 1886 2829 12'-0" 1342 1572 1572 2358 14'-0" 1150 1347 1347 2021 16'-0" 1006 1179 1179 1768 18'-0" 894 1048 1048 1572 20'-0" 805 943 943 1414 1 3143 1 3143 1 4715 1 4715 1 7074 1 *Bay size shall be measured in between the centers of pairs of diagonals. 2358 I 2358 I 3536 3143 4715 1886 1886 2829 TYPE BRACING MATERIALS GENERALNOTES 1. DIAGONAL BRACING IS REQUIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE INTO THE ROOF AND/OR CEILING DIAPHRAGM. THE DIAPHRAGM IS TO BE DESIGNED BY A QUALIFIED PROFESSIONAL. 1 X 4 IND. 45 SP 2. THESE CALCULATIONS ARE BASED ON LATERAL BRACE CARRYING 2% OF THE WEB FORCE. A -OR- 3. DIAGONAL BRACING MATERIAL MUST BE SAME SIZE AND GRADE OR BETTER, AS THE LATERAL BRACE MATERIAL, AND SHALL BE INSTALLED IN SUCH A MANNER THAT IT INTERSECTS WEB MEMBERS 1 X 4 #2 SRB (OF, HF, SPF) AT APPROX. 45 DEGREES AND SHALL BE NAILED AT EACH END AND EACH INTERMEDIATE TRUSS WITH 2.8d (0.131')2.5') FOR 1x4 BRACES, 2-1 Od (0.131'x 3') FOR 2x3 and 2x4 BRACES, AND 3-10d (0.131')1') FOR 2x6 BRACES. 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH 2-8d (0.131'X2.5') NAILS FOR 1x4 LATERAL BRACES, B 2 X 3 #3, STD, CONST (SPF, OF, HF, OR SP) 2-10d (0.131'x3') NAILS FOR 2x3 and 2x4 LATERAL BRACES, AND 3-10d (0.131')3') FOR 2x6 LATERAL BRACES. 5. LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE FOR CONTINUITY. 6. FOR ADDITIONAL GUIDANCE REGARDING DESIGN AND INSTALLATION OF BRACING, CONSULT C 2 X 4 #3, STD, CONST (SPF, OF, HF, OR SP) DSB-89 TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES AND BCSI 1 GUIDE TO GOOD PRACTICE FOR HANDLING, INSTALLING & BRACING OF METAL PLATE CONNECTED WOOD TRUSSES, JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA and TRUSS PLATE INSTITUTE. w .sbclnduslry.com and wv ApinsLorg D 2 X 6 #3 OR BETTER (SPF, OF, HF, OR SP) 7, REFER TO SPECIFIC TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE. 8. TABULATED VALUES ARE BASED ON A DOL. - 1.15 FOR STABILIZERS: FOR A SPACING OF 24' O.C. ONLY, MITEK -STABILIZER- TRUSS BRACING SYSTEMS CAN BE SUBSTITUTED FOR TYPE A. B. C AND D BRACING MATERIAL. DIAGONAL BRACING FOR STABILIZERS ARE TO BE PROVIDED AT BAY SIZE INDICATED ABOVE. WHERE DIAPHRAGM BRACING IS REQUIRED AT PITCH BREAKS, STABILIZERS MAY BE REPLACED WITH WOOD BLOCKING. SEE'STABILIZER- TRUSS RRArING INSTALLATInN GIIInF AND Ppontlff SPFr.191r.ATInN TRUSS WEB MEMBERS This information is provided as a recommendation to assist in the requirement for permanent bracing of the individual truss web members. Additional bracing may still be required for the stability of the overall roof system. The method shown here is just one method that can be used to provide stability against web buckling. CONTINUOUS LATERAL RESTRAINT 2-10d NAILS (SEE NOTE 4) BUTTE COUNTY BUILDING DIVISION APPROVED March 4, 2013 T -BRACE / I -BRACE DETAIL ST - T -BRACE iso 0 00 0 00 a MiTek USA. Inc. MiTek USA, Inc. Nage 1 of i Note: T -Bracing / I -Bracing to be used when continuous lateral bracing is impractical. T -Brace / I -Brace must cover 90% of web length. Note: This detail NOT to be used to convert T -Brace / I -Brace webs to continuous lateral braced webs. Nailing Pattern T -Brace size Nail Size Nail Spacing 1x4 or 1x6 10d 8" o.c. 2x4 or 2x6 or 2x8 16d 8" o.c. Note: Nail along entire length of T -Brace / I -Brace (On Two -Ply's Nail to Both Plies) WE Nails Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 20 or 2x4 1 x4 (*) T -Brace 1 x4 (*) I -Brace * vveo Nails Web I -Brace r Nails T -Brace / I -Brace must be same species and grade (or better) as web member. (*) NOTE: If SP webs are used in the truss, 1x4 or 1x6 SP braces must be stress rated boards with design values that are equal to (or better) the truss web design values. For SP truss lumber grades up to #2 with 1X bracing material, use IND 45 for T-Brace/1-Brace For SP truss lumber grades up to #1 with 1)(- bracing material, use IND 55 for T-Brace/I Brace BUTTE COUNTY BUILDING DIVISION APPROVED 2x6 1 x6 ( ) T -Brace 2x6 I -Brace ' 2x8 2x8 T -Brace 2x81 -Brace Nails Brace Size ' for Two -Ply Truss Specified Continuous f Rows of Lateral Bracing SPACING Web Size 1 2 20 or 2x4 2x4 T -Brace 2x4 I -Brace k 2x6 2x6 T -Brace 2x6 I -Brace 2x8 k ° T -BRACE 2x8.T-Brace 2x81 -Brace vveo Nails Web I -Brace r Nails T -Brace / I -Brace must be same species and grade (or better) as web member. (*) NOTE: If SP webs are used in the truss, 1x4 or 1x6 SP braces must be stress rated boards with design values that are equal to (or better) the truss web design values. For SP truss lumber grades up to #2 with 1X bracing material, use IND 45 for T-Brace/1-Brace For SP truss lumber grades up to #1 with 1)(- bracing material, use IND 55 for T-Brace/I Brace BUTTE COUNTY BUILDING DIVISION APPROVED JANUARY 1, 2009 I L -BRACE DETAIL. I ST - L -BRACE MITek USA, Inc. Page 1 of 1 MiTek USA, Inc. Nailing Pattern L -Brace size Nail Size Nail Spacing 1x4 or 6 10d 8" o.c. ' 2x4, 6, or 8 16d 8" o.c. Note: Nail along entire length of L -Brace (On Two -Ply's Nail to Both Plies) WEB Note: L -Bracing to be used when continuous lateral bracing is impractical. L -brace must cover 90% of web length. L -Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 Nails. - 2x3 or 2x4 1x4 '«« k ` 2x6 1 x6 2x8 2x8 k DIRECT SUBSTITUTION NOT APLICABLE. SPACING k ` k L -Brace Size for Two -Ply Truss —A - L -BRACE Specified Continuous Rows of Lateral Bracing Web Size 1 2 ^ 2x3 or 2x4 2x4 «.« 2x6 2x6 ««« I 2x8 2x8 ". DIRECT SUBSTITUTION NOT APLICABLE. Nails Section Detail F— L -Brace Web L -Brace must be same species grade (or better) as web member. BUTTE COUNTY BUILDING DIVISION APPROVED JANUARY 1, 2009 SCAB -BRACE DETAIL ST - SCAB -BRACE O0 ® MiTek USA, Inc. Page 1 of 1 Note: Scab -Bracing to be used when continuous 00 lateral bracing at midpoint (or T -Brace) is impractical. Scab must cover full length of web +/ 6". MiTek USA, Inc. *"* THIS DETAIL IS NOT APLICABLE WHEN BRACING IS *** REQUIRED AT 1/3 POINTS OR I -BRACE IS SPECIFIED. APPLY 2x SCAB TO ONE FACE OF WEB WITH 2 ROWS OF 10d (3" X 0.131") NAILS SPACED 6" O.C. SCAB MUST BE THE SAME GRADE, SIZE AND SPECIES (OR BETTER) AS THE WEB. • MAXIMUM WEB AXIAL FORCE = 2500 lbs f MAXIMUM WEB LENGTH = 12'-0" 2x4 MINIMUM WEB SIZE SCAB BRACE MINIMUM WEB GRADE OF #3 Nails /Section Detail REE Scab -Brace Web ` Scab -Brace must be same species grade (or better) as web member. t BUTTE COUNTY BUILDING DIVISION APPROVED ovo` � LLJ O o 06 my)zRgs ol t MiTek® MiTek USA, Inc. 7777 Greenback Lane Suite 109 - Citrus Heights, CA, 95610 Telephone 9161676-1900 Re: 1604-078 Fax 916/676-1909 Steck & Long - The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Systems Plus Lumber. Pages or sheets covered by this seal: R47245513 thru R47245525. 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. oQ�pFESSIQ/j/ ONIO c� C 76428 z � o * EXP. 12/31/2016 May 4,2016 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. BUTTE COUNTY BUILDING DIVISION + APPROVED Job Truss Truss Type Qty Ply Steck 8 Long Well Ud TCLL 20.0 Plate Grip DOL 1.15 847245513 1604-078 A010 FINK 1 1 Lumber DOL 1.15 BC 0.44 Vert(TL) -0.28BC-BE >999 Job Reference o Lionel SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 5 Sep 29 2015 MITek Industries, Inc. Wed May 04 10:34:20 2016 Page 1 ID:pHRfrLxHC61PgxC4vyCnVWzODEZ-HfuVAnk4yUtxQjgRg sgB3WOLX5hKR84oSpt_fzJtdX i •2.6.0 i 6.9.8 12-9A 21!'0 25$0 5 5380 280 8-9-8 5.11.10 1111,11008.9.8 bIA dr 4.00 12 5x8 = L M N 0 P S 4x8 T Ll V W X Y AAB C A AD AE AF Scale = 1:92.0 Ali �` -- BC BB BA AZ AY AX AV AU AT AS AR AO AP AO AN AM AL AK AJ 3x5 = 3x8 2x8 II 7x8 = 3x8 =AW - 4x8 II 2x8 II 4x10 II 4x5 = Truss designed for wind loads in the plane of the truss only. LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.15 TC 0.21 Vert(LL) 0.11BE-BF >999 240 TCDL 10.0 Lumber DOL 1.15 BC 0.44 Vert(TL) -0.28BC-BE >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.26 Horz(TL) 0.06 BC n/a n/a BCDL 10.0 Code IBC20121TP12007 (Matrix -M) LUMBER - TOP CHORD 2x6 OF SS G BOT CHORD 2x4 OF No.18Btr G WEBS 2x4 OF Stud/Std G *Except* D -BC: 2x8 OF SS BRACING- TOPCHORD BOTCHORD WEBS JOINTS REACTIONS. All bearings 25-8-8 except Qt=length) B=0-3-8. (lb) - Max Horz B=-151(LC 30) Max Uplift All uplift 100 Ib or less at joint(s) BA, AZ, AY, AX, AV, AU, AT, AS, AR, AQ, AP, AO, AN, AM, AL, AK except B=-707(LC 19), BC=-176(LC 28), BB=-223(LC 3), AJ=-128(LC 27), AH=-730(LC 22) Max Grav All reactions 250 lb or less at joint(s) BA, AZ, AY, AX, AV, AU, AT, AS, AR, AQ, AP, AO, AN, AM, AL, AK, AJ, AH except 6=945(LC 1), BC=1692(LC 1), BC=1692(LC 1), AH=632(LC 27) PLATES GRIP MT20 220/195 Weight: 411 Ib FT = 20% Structural wood sheathing directly applied or 5-10-9 oc purlins Rigid ceiling directly applied or 5-2-7 oc bracing. 1 Row at midpt N -BC 1 Brace at Jt(s); BH, BJ, BL MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-2148/1608, C -D=-1701/1213, D -E=-900/1132, E -F=-784/1033, F -G=-691/961, G -H=-682/950, H -I=-605/889, I -J=-501/816, J -K=3991744, K -L= -308f734, L -M=-216/749, M-N=-123f7t0, N -0=-62f739, O -P=-1501754, P -Q=-223/740, Q -R=-317/736, R -S=-4051736, S -T=-492/789, T -U=-538/823, U -V=-579/857, V -W=-666/934, W -X=-753/1011, X -Y=-840/1088, Y -Z=-927/1165, Z -AA= -1015/1243, AA -AB= -1102/1320, AB -AC= -1189/1397, AC -AD= -1276/1474, AD -AE= -1364/1551, AE -AF= -1453/1628, AF -AG= -1535/1700, AG-AH=1605/1762 BOT CHORD B -BF= -1593/2014, BE-BF=1080/1317, BD-BE=763/1320, BC-BD=511/1320, BB -BC= -6891251, BA -BB= -689/325, AZ -BA= -689/398, AY -AZ= -689/471, AX -AY= -689/544, AW-AX=707!580, AV -AW= -744/617, AU-AV=817/691, AT-AU=890!764, AS-AT=963/837, AR -AS= -1036/910, AQ-AR=1110/983, AP-AQ=1183/1057, AO-AP=125611130, AN -AO= -1329/1203, AM-AN=1402/1276, AL-AM=1476/1349, AK-AL=1549/1423, AJ-AK=162211491, AH-AJ=1660/1534 WEBS D-BN=1907/431, BM-BN=1881/424, BL-BM=1905/435, BK-BL=1928/447, BJ-BK=2081/543, BI-BJ=21041555, BH-BI=2119/563, BG-BH=2132/573, BC-BG=2174/587, N-BC=575/107, C-BF=374/228, BE -BK= -299/193, D-BF=107/597, QBE=53/510 BUTTE COUNTY BUILDING DIVISION APPROVED oQ�OFESS/o/V ONIO ,yccFyG'/ 2 C 76428 z M EXP. 12/31/2016 NOTES- (10) I. 1) Unbalanced roof live loads have been considered for this design. trCjVl1 2) Wind: ASCE 7-10; Vuh=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS qrF (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) All plates are 2x4 MT20 unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Mav A 9111 R ® WARNING - Ven y design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE M 1.7673 rev. 10(0]/2016 BEFORE USE • Design valid for use only with MrrfekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the b0cling 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 MiTek 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/fPll Quality Criteria, OSB -89 and SCSI Building Component 7777 Greenback Lane Safety Information available from crus Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Oty Ply stack a Long " . _ a inns system. Before use. the building designer must verify the applicability of design parameters and property Incorporate this design into the overall R47245513 1604.078 A01D FINK - 1 1 fabrication. fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/1P11 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 Job Reference o tional .7TJrCMJ YLVD LU -MM VV,' . AKUCKbUN, I A , t /."u s,ep Za Zuio Ml l eK lnaustrles, lnc. Wea MaYY U4 1U:J4:ZU ZUI tf Meg01 1 ID:pHRfrlxHC6lPgxC4vyCnVWzODEZ-HfuVAnk4yUtxOjgRg_sgB3WOLX5hKR84oSpt fzJtdX NOTES- (10) 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 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) BA, AZ, AY, AX, AV, ALI, AT, AS, AR, AQ, AP, All, AN, AM, AL , AK except Qt=lb) B=707, BC=176, BB=223, AJ=128, AH=730, AH=730. 8) This truss has been designed for a total drag load of 2800 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 51-0-0 for 54.9 plf. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. r 1 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 591.747.1 rev. 1NWR015 BEFORE USE Design valid for use only with Mnek® connectors. This design is based only upon parameters shown, and is for an individual building component not a inns 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 - Welk' required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/1P11 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 1.} 41 r. - • � � 1 `. �A f�� r r'. Y � Yr�'.•.f 1. r ` � �' f a , - ` ... •fro « , ' r _, TrussTruss Type . Qty Ply Steck 8Long, ' f 847245514 rob—, 4-078 A02 •i 4 Common - '� �{ ; _ q ',w� ••a, Job Reference (optional) ala i nma rwa Lumaen w, r •uvuer<aUN, uR t.b4u s Sep Ze Zul o mi I ex inausines, Ina, wea Meyy U4 1U:J4:z1 ZUI5 Peg e i / r ID:pHRfrLxHC61 PgxC4vyCnV WzO DEZ-IrStN7kijnOo l tFdEiN3jG2YAxS 13oVD 16YRW6zJtdW i -2-8-0 i • 9.0.8' 17-3-4 25--0 33-8.12 41.11-8 VOA 5380 280 + 'x.9-0-8 - 8.2-12 - - 8.2-12 8-2-12 8-2-12 9-0-8 280 • • Scale= 1:92.0 • r; ' r , • ; , 4.00 F12 - f •, 8x8 44 4x4 ' 44 ' , +E 1 - •L .. .G 4x8 �. L t D H 1 " r.` } .�„ 4x4 ,) ,,•4�: 4x4 z - + C • OA R (Z P r Lin. 4N M -,. L _ I 3x6 = +3�R x3x8 •_ • r . - 4x5 — 4x5 = 2x4 I I - 3x5 = i 1 • 3x5 = , + 2x4 I I _ ^• i . 1 • , 9-0.8 - r 17-3-4 •25-34 33-8.12-` r 41-11-8 51.0.0 8-2-12 LOADING (W SPACING- 2.0-0 CSI. . DEFL. in '(loc) I/deft, Ud' PLATES GRIP TCLL 20.0 Plate Grip DOL ' 1.15 TC 0.27 { Vert(LL) ' -0.08.., L -X >999 . 240 MT20 2201195 _ TCDL 10.0 Lumber DOL 1.15 BC 0.37 4, r Vert(TL) -0.27 L -X >999 180 BCU_ - 0.0,-. Rep Stress Incr YES WB 0.64 Horz(TL) 0.04 , • J • . n/a n/a . �" BCDL 10.0 Code IBC2012rrPI2007 (Matrix -M) Weight: 278 Ib FT = 20% :3 at LUMBER- , ' , BRACING= TOP CHORD 2x6 DF SSG �. , TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins. BOT CHORD 2x4 DF No.18Btr G° BOT CHORD ; : Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Stud/Std G • ,' ,1 ,'�` # r, WEBS 1 Row at midpt F -O, G-0, I -M; E-0, C -Q i - MiTek recommends that Stabilizers and required cross bracing `z be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 6=747/0-5-8, 0=2859/0-5-8, J=774/0-5-8 r r r Max Horz 8=1 51 (LC 12) �a•' •s Max Uplift B=-220(LC 4), 0=-262(LC 4), J=-246(LC 5) Max Grav B=854(LC 19), 0=2859(LC 1), J=875(LC 20) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except wheri shown. k r r TOP CHORD B -C=-1169/232, C -D=-160/440, D -E=720/487, E -F=-46/1357, F -G=-28/1321, G -H=-87/430; a H -I=-228/383, I -J=-1232/324 , • , 1j • ? ' BUTTE COUNTY 1 BOT CHORD B -R=-270/1060, Q -R=-270/1060, P -Q=-439/238, O -P=-439/238, N -O=-385/168, )" M -N=-385/168, L -M=-206/1119, J -L=-206/1119 1 °BUILDING DIVISION WEBS � F -O=-1252/157, G-0=-1263/283, G -M=0/622, I -M=-1061/220, I -L=0/340, E-0=-1232/283,.`;'_„ E-0=0/609, C -Q=-1067/221, C -R=0/345 ,APPRPVED. NOTES- (8) t • 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=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope) gable end zone; 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 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. ' - i • ' r' ��F ESSIO/V 5) A plate rating reduction of 20% has been applied for the green lumber members. a ' } OQ 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except at=lb) B=220, ONTO �� �� y �4" 0=262, J=246. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. r ' V V C 76428 y m Z� EXP. 12/31/2016 ^� IV FOFCP& 1. May 4,2016 ® WARNING - Verily design, parameters and READ NOTES ON 7N/S AND INCLUDED 111I7EK REFERENCE PAGE WI -7473 rev. 1121=016 BEFORE USE Design valid for use only with Mflek® comectors. This design is based only upon parameters shown, and is for an individual building component, not Nil' 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 6 to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MITe{C• • is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the j fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/11`I1 Quality Criteria. DSB-89 and BCSI Building Component ' 7777 Greenback Lane Safety Information available from Truss Plote Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Sutte 109 Citms Hei Ms CA 95610 r ~ •1 s4 Z' • .�, '. 1 r F . •'k ` • t • y.1 1 x '' rte' i a Job ^•T Truss Truss Type - Qty Ply Steck & Long .i. R47245515 ., 1804078 at °'• ''� A03 Common �. - i Job Reference citional SYSTEMS PLUS LUMBER CO, . ANDERSON, CA; , •1 7.640 s Sep 29 2015 MTek Industries, Inc. Wed May 04 10:34:22 2018 Page 1 ID:pHRfrLxHC61PgxC4vyCnVWzODEZ-E10FbSIKU58N1gpoPvlGUbklLnuoFiNGmI_2YzJtdV -2.6-0 i - 7.9.8 14-9-4 20.1-10 25.6.0 33-8-12 ' 41-11-8 • 0 7-9 ,•r 5-48 , 8-2-12 . 8-2.12 02 0. r „ `� , ..'Se • - - Scale= 1:92.0 - ' 4.00 F12 - . * 6x8 4''• 7 ? T 4X4 - 4x8 %'r- F 'fa.4 .4x4 •• ' 4x4 - r - H •4x4 Z 4x4 } C d A � �' - T S AA R Q AB's N M P O .. . y 4x5 = 2x4 II - ; _3x5 = 3x6 3.9 = ► 3x8 , a, 3x8 — 3x5 — 2x4 II • 4x5 = 14 .9.4 20.1-10 25-34 33812 , .. 41.11-8 51-0.0 7.9-B 9-11-12 •� 5.4-8 B- -1 40.8 Plate Offsets (X,Y)— [B:0-2-2,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in ' (loc) I/defl `. Ud a PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.24 Vert(LL) -0.08 M -Z >999 , . 240' MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.40 Vert(TL) -0.29 M -Z >999 4 180 BCLL ' 0.0 ' ` Rep Stress Incr YES WB 0.64 Horz(TL) 0.02 K n/a n/a ` BCDL 10.0 Cole IBC2012ITP12007 (Matrix -M) Weight: 291 Ib FT = 20% LUMBER- BRACING- TOP CHORD 2x6 DF SS G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No. 1&Btr G V ' + BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Stud/Std G - Tr WEBS + 1 Row at midpt F -P, G -P, H -P, J -N MiTek recommends that Stabilizers and required cross bracing '• ( be installed during truss erection, in accordance with Stabilizer • •' Installation uide. , REACTIONS. ' All bearings 15-0-0 except (jt=length) P=0-5-8, K=0 -5-8. -I (lb) - Max Horz 8=151(LC 8) Max Uplift All uplift 100 Ib or less at joint($) except 8=-142(LC 4), T=-115(LC 8), S=-112(LC 8), P=-273(LC 5), �' i,r• } K=-234(LC 5) r ` . • . .'r t• Max Grav All reactions 250 Ib or less at joint(s)except B=450(LC 19), T=523(LC 19), S=480(LC 19), S=327(LC 1),- • P=2292(LC 1), K=900(LC 20), 8=425(LC 1) - FORCES ) FORCES(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. i • . . TOP CHORD C -D=0/383, D -E=0/617, E -F=0/648, F -G=0/964, G -H=-16/956; I -J=-305/134,` J -K=-1305/257 a ' BOT CHORD S -AA= -346/172, R -AA= -346/172, Q -R=-346/172, Q -AB= -599/255, P -AB= -599/255,`' 8U GpuN 0 i M -N=-143/1188, K -M=-14311188 -'BUILDING DIVISION 1 (,• WEBS C -T=-366/198, C -S=-305/85, D S=-2871209, D -Q=-3471113, F -Q=-26/330, F -P=-5921124, - G -P=948/120, H -P=-1267/281, H -N=0/625, J -N=-1041/224, J -M=0/336 NOTES- . (8) " r, '� / \� � �� ED ' 1) Unbalanced roof live loads have been considered for this design. i r r v+' 2) Wind: ASCE 7-10; Vuk=11 Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS q " (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL --1.33 plate grip DOL=1.33. N 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Q 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 1-0-0 wide will ��� �iON IO y FyC fit between the bottom chord and any other members, with BCDL = 10.0psf. 5) A plate rating reduction of 2D1/6 has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1421b uplift at joint B, 115 Ib uplift atjoint T. C 76428 7 112 Ib uplift at joint S, 273 Ib uplift at joint P, 234 Ib uplift at joint K and 142 Ib uplift at joint B. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss {ecEXP. 12/31/2016 m 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. tr civil. FOFCP&kF s+ F 1 r , t• .` May 4,2016 ® WARNING - Vedly design parameters and READ NOTES ON THIS AND INCLUDED MTFEK REFERENCE PAGE 114I14473 rev. l af=015 BEFORE USE R ' Design valid for use only with MTek® connectors. This design is based only upon parameters shown. and is for on 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 r s building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing _ M[T®k' is always required for stability and -o prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage. derivery, 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, Ale xondda, VA 22314. , . .r Suite 109 ' r' Citrus Hel Ms CA 95610 Job Truss Truss Type Qty Ply Steck & Long WEBS 2x4 DF Stud/Std G 6-0-0 oc bracing: Q-S,P-Q. 41-11-8 51-0.0 NATES_ (8) 847245516 1604078 A04 Common 4 1 8-2-12 9-0.8 LOADING (psf) SPACING- 2-0-0 CSI. Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 MRek Intlustrias, Inc. Wetl May 04 10:34:23 2018 Page 1 ID: pHRfrLxHC61 PgxC4vyCnV WzODEZ-iEadoomyFPG WHAPOL7QXoh8v_k7CXenWUQ t Xb_zJtdU -2.6-0 i 7-9-8 149.4 20.1-10 25-8-0 338-12 41-11-8 51-0.0 2-8-0 7-9-8 8-11-12 5-48 54-6 8-2-12 8.2-12 9.0.8 Scale = 1:92.0 4.00 f12 6x6 = 4x5 Ii LUMBER- 7-9-8 149-4 20.1-10 253.4 BOT CHORD 2x4 DF No. 1&Btr G 338.12 WEBS 2x4 DF Stud/Std G 6-0-0 oc bracing: Q-S,P-Q. 41-11-8 51-0.0 NATES_ (8) 8.11.12 5-4-8 51-10 ,� ROVED 8-5-8 be installed during truss erection, in accordance with Stabilizer 3) This truss has been designed for a 10.0 psf bottom chard 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 1-0-0 wide will 8-2-12 9-0.8 LOADING (psf) SPACING- 2-0-0 CSI. Max Uplift All uplift 100 Ib or less at joint(s) except B=-170(LC 4), S=-213(LC 8), P=-276(LC 5), K=-235(LC 5) DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.25 Vert(LL) -0.08 M -Z >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.39 Vert(TL) -0.29 M -Z >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.91 Horz(TL) 0.03 K n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) Weight: 291 Ib FT = 20% Ii LUMBER- BRACING - TOP CHORD 2x6 DF SS G TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins. BOT CHORD 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 DF Stud/Std G 6-0-0 oc bracing: Q-S,P-Q. G -P=-986/118, H -P=-1267/281, H -N=0/626, J -N=-1044/223, J -M=0/336 WEBS 1 Row at midpt F -P, G -P, H -P, J -N NATES_ (8) MiTek recommends that Stabilizers and required cross bracing ,� ROVED 2) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MV1�RVI be installed during truss erection, in accordance with Stabilizer 3) This truss has been designed for a 10.0 psf bottom chard 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 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. Installation guide. REACTIONS. All bearings 0-5-8. O N I O (Ib) - Max Horz B=151(LC 8) COQ Max Uplift All uplift 100 Ib or less at joint(s) except B=-170(LC 4), S=-213(LC 8), P=-276(LC 5), K=-235(LC 5) Max Grant All reactions 250 Ib or less at joint(s) except B=598(LC 19), S=9411 (LC 19), P=2238(LC 1), K=894(LC 20) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-514/86, C -D=-52/638, D -E=0/660, E -F=0/720, F -G=0/1024, G -H=-7/1014, I -J=-287/137, J -K=-1287/264 BOT CHORD B -T=-130/449, S -T=-130/449, S -AA= -547/153, R -AA= -547/153, Q -R=-547/153, j Q -AB= -640/240, P -AB= -640/240, M -N=-150/1171, K -M=-150/1171 �! 1 'v COUNTY WEBS C -T=0/296, C -S=-927/198, D -S=-476/218, O -Q=-296/135, F -Q=-41/292, F -P=-476/108, bb�� A1 N G -P=-986/118, H -P=-1267/281, H -N=0/626, J -N=-1044/223, J -M=0/336 Bvt ILL jIN �IVISIO NATES_ (8) 1) Unbalanced roof live loads have been considered for this design. ,� ROVED 2) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MV1�RVI (envelope) gable end zone; 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 chard 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 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. �OFESS/O/vq 5) A plate rating reduction of 20% has been applied for the lumber members. O N I O green Provide bearing Ib at B, COQ 6) mechanical connection (by others) of truss to plate capable of withstanding 170 uplift joint 213 Ib uplift at joint S, 276 Ib uplift joint P and 235 Ib uplift K. 2 at at joint R1 U - 7) "Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 6 C 76428 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Z ;0 —1cr EXP. 12/31/2016 * May 4,2016 ® WARNING - Vedry des/gn parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERENCE PAGE MI -7473 rev. la(=015 BEFORE USE Design valid for use only with MTeI® connectors. This design is based only upon parameters shown, and is for an individual building component, not Le a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design Into the overall -.Yi. , building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" 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•69 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 Job r Truss Truss Type . ! Qty Ply Steck & Long ` ,t •' , _ r MST®k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the • - • - R47245517 1604-078 ; A05 Common '• 1 • 1 - - ' • • ' , Job Reference o tional SYSTEMS PLUS LUMBER CO, ANDERSON, CA - 7.640 s Sep 29 2015 MTek Industries, Inc. Wed May 04 10:34:23 2016 Page 1 • +' e . • t' ID:pHRfrLxHC61PgxC4vyCnVWzODEZ-iEadoomyFPGWHAPOL7QXoh8v_k7BXenWUQ1Xb_zJtdU 3-6-0 7.9-8, 14-9.4 20.1-10 2550 33-8.12 41-11-8 51-0.0 53-8-0 250 - 7-9-8 - 6.11.12 - - +- 5-4-6 5-4-6 r . 8-2-12 - 7 2-12 - 958 250 , ` - 1 •., sty 1 j' Scale= 1:92.0 4.00F1_2 - 6x8 4x45- - 4x8 5 F 4x4 , .r 4x4 � E _ - H 4x8 r D . * I 4x4 .a 4x45 ` , -J+ •� , C 1 z • 1 Br A K b ' vL Id r . 2x4 II_' V AA R 3x5 = AB P ��� _3x6 = ..3x5 = `• s 2x4 II - 4x5 = .. 1 4x5 = _ 1 r �' 3x6 = 3x8 = 3x8 = •7, c -i ~+ 7-9-8 149-4 20.1-10 25.3-4 , 33-8-12' 41.11-8 51-0.0 7_9-8 8.11.12 5-4-8 8.5-84-0.8 ' LOADING s SPACING- ••` 't • (p f) 2-0-0 CSI. •.y _ DEFL. to (lac) Udefl Ud PLATES GRIP TCLL 20.0 f ' Plate Grip DOL 1.15 TC .0.25 , Vert(LL) -0.08 M -Z >999 240 i MT20 220/195 ; TCDL 10.0 Lumber DOL 1.15 BC 0.39 .1 Vert(TL) -0.29 M -Z >999 180 BCLL 0.0 ' d Rep Stress Incr YES WB 0.91'' Horz(TL) 0.03 r K n/a n/a ` BCDL 10.0 Code IBC2012rrPI2007 (Matrix -M) y' Weight: 291 lb FT = 20% LUMBER- BRACING- 1 T TOP CHORD 2x6 DF SSG t , TOP CHORD Structural wood sheathing directly applied or 6-0-0 OC purlins. BOT CHORD 2x4 DF No. 1&Btr G - �' ' BOT CHORD `Rigid ceiling directly applied or 10-0-0 oc bracing, Except: • WEBS 2x4 DF Stud/Std G r 6-0-0 oc bracing: Q-S,P-Q. + ' WEBS 1 Row at midpt F -P, G -P, H -P, J -N `a %t MiTek recommends that Stabilizers and required cross bracing 4 be installed during truss erection, in accordance with Stabilizer • . t Installation guide. REACTIONS. All bearings 10-11-8 except Qt=length) B=0-5-8, K=0-5-8. (lb) - Max Horz B=151(LC 8) Y ' ~ t '• + « Max Uplift All uplift 100lb'or less at joints) Q except B=-171(LC 4), S=-173(LC 8), P=-280(LC 5), K=-235(LC 5) Max Grav All reactions 250 Ib or less at joint(s) except B=602(LC 19), S=816(LC,19), Q=257(LC 21), P=2148(LC 1),.-• + P=2148(LC 1):K=894(LC 20) = i • FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. ' BUTTE COUNTY TOP CHORD B -C-527/85, C -D=-48/630, D -E=0/690, E -F=0/781, F -G=0/1019, G -H=-8/1009, i 4 BUILDING DIVISION I -J=-287/137, J -K=-1287/264 BOT CHORD B -T=-133/461, S -T=-133/461, S -AA= -539/153, R -AA= -539/153,'Q -R=-539/153, + t 71 WEBS'y CQ -T 0/296 /C -S= 927811 896D -S 53/1784D -Q7 2 9/1121, F -Q= 155/282, F -P=-371/112, t' -APPROVE ` G -P=-982/116, H -P=-1267/281, H -N=0/626, J -N=-1043/223, J -M=0/336 (• NOTES- , (8)- 1) Unbalanced roof live loads have been considered for this design. r 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS' r (envelope) gable end zone; 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. �OFESSIOA/q 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 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf.ON10 y �C 5) A plate rating reduction of 200/6 has been applied for the green lumber members: r 1 i' 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) Q except (jt=lb) CC/ �9D �� Zm ' B=171, S=173, P=280, K=235. ,. J C-) C 7642$ 7 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. IY 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. E(p 12/3112016 n1 CIVIL. 0 CAL May 4,2016 ® WARNING - VerKy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1191.7473 rev. 10/03/2015 BEFORE USE ` R Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and B for an individual building component, not g a truss system. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ` ' building design. Bracing Indicated Is to prevent buckling of individual tnlss web and/or chord members only. Additional temporary and permanent bracing MST®k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the • - • fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Buflding Component . 7777 Greenback Lane a Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - i� �� Suite 109 - Citrus Hel ht CA 95610 v •- � ,'` til 1 h i-+` - ., "• - , I r r' ! 1' !' .. _ ' fir'" n.;• c .4 p.. I 4 S _ Job r' Truss Truss Type Qty Ply Steck 8 Long w .; .�, 1 - >.. , e i • . 3.68 44..--2 - I I R47245518 1604078 h - A06 Roof Special •. • 4` 1 - •- r 7777 Greenback Lane , Safety Information - available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314.- . Suite 109 Job Reference (optional) ala 1 cma 11u0 wmocr< w, �wvur=rta�rv, — ; - v �� r.04u s se ze zu1 a Mi i eK inausmes, inc. we o mey u4 1u:aa:zo zulo ra e 1 ID:pHRfrLxH.61PgxC4vyCnuv DEZ-eciODUoCnOWEWUYOTXS?u6DFZYmw7dBpyk effzJtdS 0.8 -2.8.0r�,'• "9 17-34 7-0.0 30.3.5,1,. 5-6-4 390-6 $ 3.68 44..--2 571.-50.-80 53-0-0 2.0 i .0_ - 8-2.12 .25-6 8-2-12 2- 4 - 4 4.-2 7777 Greenback Lane , Safety Information - available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314.- . Suite 109 e Citrus Heights, CA 95610 Scale = 1:93.5 • 1, w . '. 4.00 1P' . „5x8 8x16 ,+• 1: , r. • r - _ 2x4 I I ' , 4x4 r ! . L • 4x6 1�; 4x4 H4x6 zz� . . • D - _ J 4x4 ' . - 44 ' ..., - t K •� .. . . ., 5x8 gG 4x5 = t . 5x8 = 3x5 = 4x8 =1. Y W y uu i i� ar . E3xk "� �Mr4z5 T ♦.. • 2x4'11 +" �, `•• . ns - 3x4 II �' ' • , •27-08 1 ` 1l ♦ I ♦'• 1 S 43-6-8 • s-0 e: e 2-12 e o o i 0-- 2 0-16 ,. M 4 47-0 4 0 2 4-0-2 0- 2 7-2-12 ,r,.a Plate Offsets (X,Y)- [B:0-2-14,Edge1, [G:0-6-4,0-4-01, [M:0-1-10,Edgel, rT:0-2-8,0-0-131 fX:0-4-0,0-3-01 LOADING (psf) SPACING- 2-0-0DEFL. in ,(loc) I/deb • . Ud PLATES GRIP CSL TCLL 20.0 Plate Grip DOL 1.15 0.24' . , Vert(LL) -0.08 X -AA >999 240 MT20 220/195 TCDL / 10.0 Lumber DOL 1.15 BC 0.57" Vert(TL) -0.32 X -AA >999 180 BCL2 0.0 ' Rep Stress Incl YES . WB 0.60 Horz(TL) , -0.06 AE _ ' n/a ` n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) Weight: 322 Ib FT = 20% LUMBER- 1 . t BRACING - TOP CHORD 2x6 DF SSG �• -TOP CHORD Structural wood sheathing directly applied or 5-6-15 oc puffins. BOT CHORD 2x4 DF No.1&Btr G *Except* ' BOT CHORD Rigid ceiling directly applied or 5-2-0 oc bracing. L-0: 2x4 DF Stud/Std GWEBS 1 Row at midpt C -W, E -V, F -V WEBS 2x4 DF Stud/Std G 'Except' - r tMiTek recommends that Stabilizers and required cross bracing G -U: 2x4 DF No.2 G, G -T: 2x8 DF SS `I. be installed during truss erection, in accordance with Stabilizer t Installation guide. REACTIONS. All bearings 0-5-8 except Qt=length) AE=0-7-8. - (lb) - Max Horz B=151(LC 12) } i Max Uplift All uplift 100 Ib or less at joint(s) except B=-284(LC 4), 0=-222(LC 9), M=-158(LC 5), AE=-135(LC 4) Max Grav All reactions 250 Ib or less at joint(s) except B=1166(LC 19), 0=923(LC 20), M=388(LC 1), AE=19B1(LC FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown: M BUTTE COUNTY , TOP CHORD B -C=-2115/398, C -D=-1128/288, D -E=-988/304, E -F=-85/273, F -G=-72/280, G -H=-76/350, BUILDING DIVISION H -I=-48/292, I -J=-88/278, J -K=-907/412, K -L=735/284 y BOT CHORD B -X=-415/1938, W -X=415/1938, W -AF= -213!1000, V-AF=213/1000, S;T=-425/79, APPROVED ��� �lr� R -S=-210/888, Q -R=-120/679, O -P=-860/256, L -P=-749/247 . /�,\ OVE D WEBS C -X=0/335, C -W=-10081216, E -W=0/609, E -V=-1241/277, G -S=-1331624, J -S=-957/205, J -R=46/540, L -Q=-191/828, GV= -84/895 , NOTES - (9) 1) Unbalanced roof live loads have been considered for this design. ' 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; 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. ()F ESSICO) 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 1-0-0 wide will Q oivio fit between the bottom chord and any other members, with BCDL = 10.Opsf. _ T y 2c 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Bearing at joint(s) AE considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface.tJ C 7642$ 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2841b uplift at joint B, 222 Ib uplift at joint 0, 158 Ib uplift at joint M and 135 Ib uplift at joint AE. ' EXP.2/31/20 6 n1 8) "Semi-rigid pftchbreaks with fixed heels" Member end fixity model was used in -the analysis and design of this truss. w 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. jT v OFCA�� May 4,2016 ® WARNING - Verlry, design parameters and READ NOTES ON THIS AND INCLUDED B97EK REFERENCE PAGE 11947473 rev. 10/03,2015 BEFORE USE Design valid for use only with MOea connectors. This design is based only upon parameters shown, and is for an Individual building component, not Be e�• Bet a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design Into the overall , building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• 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 e Citrus Heights, CA 95610 Job Truss ; � * Qty" Ply Steck 8 Long _ �TrussType ii�.ii y r R47245519 1604078 'r . A07 Roof Special • > 5 -• IF fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BC51 Building Component •,- S 7777 Greenback Lane, ' Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314.. Suite 109 Reference (optional) . r -1 5x8* y 3x5 = c 3x8 =3x4 I I " 4.00 111 ' +' - 3x4 4x5 = 4 . • f +1 - 3x4 �I ' - t .r � .. � c'. • � sem' 7 r' ' 2750 ' _ 39 - 9-0-8 &2-12 8-0-0 0.2-`12 3-54 - - 4-7-0 452 4-0-2 09 - 2 7-2-12 r goo f Plate Offsets (X,Y)— [M:0-1-14,Edge1, [T:0-5-8,0-2-81, [X:0-4-0,0-3-01 4• LOADING (psf), SPACING- 2-0-0 CSL . + . DEFL. min. (loc) Ildefl ' L/d PLATES GRIP + TCLL 20.0 Plate Grip DOL 1.15 TC 0.25 , : Vert(LL) -0.08 X -AA >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC' 0.39 - Vert(TL) --0.28 X -AA .. >999 180 ' BCLL . 0.0 ' Rep Stress Incr YES WB 0.59 � � Horz(TL) 0.04 ' V n/a n/a BCDL - 10.0. Code IBC2012ITP12007 (Matrix -M) ; ` Weight: 305 lb FT = 20% LUMBER- r j ,. 2 !' BRACING- f� TOP CHORD 2x6 OF SSG TOP CHORD 'Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 OF No.1&Btr G *Except* BOT CHORD ` Rigid ceiling directly applied or 6-0.0 oc bracing, Except: G-U,L-O: 2x4 OF Stud/Std G t 10.0-0 oc bracing: B-X,W-X. WEBS 2x4 OF Stud/Std G WEBS 1 Row at midpt C -W, E -V, F -V t MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 0-5-8. " (lb) - Max Horz B=151(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) except B=-244(LC 4), 0=-160(LC 9), M=-168(LC 5), V=-219(LC 4) Max Grav AIL reactions 250 Ib or less at joint(s) except B=940(LC 19); 0=719(LC 20); .' M=126(LC 1), V=2512(LC 1) . .r ~' BUTTE COUNTY. FORCES. (lb) Max. Comp.!Max. Ten. -All forces 250 (lb) or less except when shown. ' 1 n TOP CHORD B -C=-1442/296, C -D=-427/265, D -E=-287/312, E -F=0/1076, F -G=0/1004, G -H=0/700,' r f_ 4 BUILDING DIVISION' H -I= -1/719,9-J=-4/641, J -K=-134/584, K -L=-384/172 BOT CHORD ^ t -X=-331/1303, - 31/1303, W -AE= -272/333, V -AE= -272/333, G -T=-479/127, 'S -T=-950/212, R -S=-5791246, Q -R=-98/334, O -P=-654/194, L -P=-578/195 WEBS_ 'C -X=0/340, C -W=-1052/220; E -W=0/616, E -V=-1234/277, F -V=-1092159; T -V= -105 4/248,j � APPROVED j G -S=-104/558, H -S= -268/127,J -S=-607/103, K -R= -457/110,L -Q=-150/406 "NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=11 Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.0psf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS ()FESSIO/� (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 OQ� �� 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. s' • 0 N I O �� y F2 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 1-0-0 wide will or o i Cma 1- LumacR V V, - +UVUCKJVrv, l:H - 1.64U s sep ze zul o mi i ex Ina Usines, Inc. wea m8y U4 1U:34:zb zule va 8 1 ID:pHRfrLxHC61PgxC4vyCnVVJzODEZ-6pGmQgorYKe48e7a1FzEQKmQBy8yk4TzAOG BJzJtdR 9-0.8 17.3.4 f 25-0-0 ¢7�-0 30-114 351-4 + 39-8-6 43-06 51-0-0 538-0 250 a;. 9-0-B • 8-2-12 • 8-2-12 2.0 3.5.4 „ „r 47-0 40-2 4-0-2 7.5.8 2b0 ' S ,!< _ 'r „ r rte' , 1 .- ., t - �.• :� Scale = 1:93.5 • 1! } � .. , 4.00 F12 � ' � 8x8'( } ... 5xe z- _ � n1. 2x4 II 4x4 Z , 1 4x6 4x4 - - H- 4x6 r - D E I J. 4x4 C r bjA dd r ,54 L fit between the bottom chord and any other members, with BCDL = I O.Opsf. " . ' c • C[i 2 tT 5) A plate rating reduction of 20% has been applied for the green lumber members. ; J C 76428 Z 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 244 Ib uplift at joint B, 160 lb uplift at joint 0, 168 Ib uplift at joint M and 219 Ib uplift at joint V. "' 4C EXP.12/31/2016 m 7) "Semi-rigid pftchbreaks whh fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co` s k I' • 1 lq CIVIL. May 4,2016 ® WARNING-Verrry design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE afr0-7473 rev. 10/03!1018 BEFORE USE � * Design valid for use only with A1Tek® connectors. This design is based only upon parameters shown, and B 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 ii�.ii ■ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing -f` MiTek 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 BC51 Building Component •,- S 7777 Greenback Lane, ' Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314.. Suite 109 Carus Hel Ms CA 95610 t r... ..y S �. ' 1. _ ,.e' • * `� - s ,y, _ �.. .. ^ � .M1 `, JobTruss ^ - Truss Type a Qly Ply Steck 8 Long - building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing (t is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the R47245520 1604078 lt.' " A08 Common Stnictural Gable _ 1 - 1 Citrus Hei Ms CA 95610 Job Reference (optional) Aral Cmb rlVb LUMOCR V V, /il`1VCRJUrv, VH , r • -fir. f '. 1-Z5 beP Le WID MI18K inousineS, Inc. Weis Ma U4 1e:.14:Lr Leltl 1'a e l • ID:pHRfrLxHC61PgxC4vyCnVVVzODEZ-a?gBeApTJdmxloinay TzX182MU TXS6P 71klzJtd0 9-0.8 17.3-4 25-6-0 33-8-12 41-11.8 51-0.0 53 0 2-8-0 9.0.8 8-2-12 8-2-12 8-2-12 8-2-12 Scale = 1:92.0 . r •.+^.- `'S c - 4.00 12 ^ 5x8 = I , .• • 4 , F 4 a , n 4x44x4 r 4x4 � _ 4x8 ' ti , _ rt: , G 4x6 �.. 4x4 D H 44 • ' CAC I a .r . {v 5 _ _ • 2x4 I I 3x5 = 3 3x8 = '��• 3x8 = Z3x5 = * 2x4 I I aaL r 4x5 = ` 9.0.8 17-3-4 r 25-0-8 -' 2 0 34.8.4 41 -it -8 44-0-0 51-0.0 - -12 - • 7-9+4 0. 8 - 9-n-4 - 7-5-4 7.0-0 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in '(loc) Ildefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC. 0.24 Vert(LL) -0.08 S -V >999 ,. 240 MT20 ,` 2201195 ' TCDL 10.0 Lumber DOL 1.15 BC 0.40 Vert(TL) •-0.28 S -V >999 180 r BCLL 0.0 ' Rep Stress Incr YES WB ' 0.61 ,. Horz(TL) 0.04 P n/a n/a BCDL 10.0 Code IBC2012lTPI2007, (Matrix -M) 1 Weight: 277 Ib' FT = 20% LUMBER- "y BRACING- �F�• t TOP CHORD 2x6 DF SSG * TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD *2x4 DF No.1&Btr G i BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Stud/Std G WEBS 1 Row at midpt ' C-R, E -P, F -P, G -P MiTek recommends that Stabilizers and required cross bracing • 1' be installed during truss erection, in accordance with Stabilizer ` Installation uide. • REACTIONS. All bearings 18-11-8 except Qt=length) 8=0-5-8, J=0 -5 -8,'L=0 -3-8F =� (lb) - Max HorzB=151(LC 8) ' • a " Max Uplift All uplift 100 Ib or less at joint(s) except B=-212(LC 4) , P=-318(LC 4), N=-111(LC 9); M=-140(LC 9), ' r J=-184(LC 5) - ' Max Grav All reactions 250 Ib or less at joint(s) L except B=891(LC 19), P=2231(LC 1), P=2231(LC 1), N=490(LC 20), M=445(LC 20), J=481(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-1279/183, C -D=-275/140, E -F=-99/936, F -G=-80/936, G -H=-4/444, H-1=-32/374 { COUNTY•, BOT CHORD B -S=-215/1164, R -S=-215/1164, O -P=-418/128, O -Z=-418/128, N -Z=-418/128 BUTTE TC E WEBS • S C -S=0/342, C -R=-1048/224, E -R=0/607, E -P=-1244/285, F -P=-996/177, G -P=-582/142, ` •' , G - BUILDING DIVISION , N= -227/289,'1-N=-365/94, I -M=384/201 , a NOTES(8) f APPROVED 1) Unbalanced anced roof live loads have been considered for this design. ,� ' 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS ' + (envelope) gable end zone; 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. V 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 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. - r` �,,aFESSIO& 5) A plate rating reduction of 20% has been applied for the green lumber members. t QQ ONIO l • 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 212 Ib uplift at joint 8, 318 lb uplift at joint P, 111 Ib uplift at joint N, 140 Ib uplift at joint M and 184 Ib uplift at joint J. . • 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. • 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. a J6 C 76428 7 ` -`• .. +"i " -' EXP.12131/2016 m :' f,,• i ,h rq Civil. . , '` • , � r � ...�; '. '. . • , - � TFOF CALIF , f May 4,2016 ® WARNING - V d& design parameters end READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MI -7473 rev. laf=015 BEFORE USE. _ - Design valid for use only with Mitek® connectors. This design Is based only upon parameters shown, and B for an Individual building component, not a buss 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 MiTek- 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 Crttedo, DSB-89 and BCSI Building Component j y, 7777 Greenback Lane Safety Information ovailabte from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - -r Sun. 109 - Citrus Hei Ms CA 95610 Job , Truss Truss Type Qty Ply .y Steck 8 Long •v • '� I R47245521 1604-078 - A09D ' FINK 1 1 ' Job Reference (optional) �. cmo rwa wmocn u nrvucrcaurv, a.n ♦ _ r.o4u s yep za zu=a mn ex inausmes, mc. wea may U4 IU:a4:aU zUra r•a e i ID:pHRfrLxHC61PgxC4vyCnVWzODEZ-?aVHGBrLbY8WdFRMG52AbAw5pZWOgzdY50E K4zJtdN 25-6-0 220-0 25-6-0 388:1 33 44-21.1100 51-0-80 52T0 - r Scale = 1:92.0 5x6 = 4.00112 ,. T U V W ,X - i f •. 4x6 % P. S y 3 - - R Z ,4x8 0 Q N OAAC M AD 4x8K L E J BCDEFGG Ilu K I I AG hjA - r a B 2.8 IIx8 II • Y ;oT BF _BE BD BC Be BA AZ AY AX AW AV AU'AT AR AQ APJ _AO'AN AM . AL AK AJ - e • AS 7x8 = 2x8 11 .3x8 = 3x5= 3x5 = 4x53 4x6 11 ' - . , 3x6 = 4x10 11 2x8: I I 3 4x5 f Truss designed for wind loads in the plane of the truss only. 25-8-8 - 34-3-4 i 42.2-12 AH ­"t LOADING (psf) SPACING- 2-0-0 CSI. DEFL. • , in NO I/deft Ud 'PLATES GRIP ,TCLL 20.0 Plate Grip DOL 1.15 TC 0.21 Vert(LL) ' 0.11 AJ -AK >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.44 , Vert(TL) 0.284K -AM >999 - 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.26 Horz(TL) -0.06 AM n/a n/a BCDL 10.0 Code IBC2012ITP12007 (Matrix -M) . r` Weight: 411 Ib FT = 20% LUMBER- ' ' + BRACING - TOP CHORD 2x6 OF SSG ;' TOP CHORD Structural wood sheathing directly applied or 5-10-9 oc purlins. BOT CHORD 20 OF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 5-2-7 oc bracing. WEBS 2x4 OF Stud/Std G 'Except" WEBS 1 Row at midpt V -AM AF -AM: 2x8 OF SS 'JOINTS 1 Brace at Jt(s): BH, BI, BM MiTek recommends that Stabilizers and required cross bracing • be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 25-8-8 except Qt=length) AH=0-3-8. , (lb) - Max Horz AH=151(LC 35) a „ Max_ Uplift All uplift 100 Ib or less at joint(s) AO, AP, AQ, AR, AT, AU, AV, AW, AX, ' AY, AZ, BA, BB, BC, BD, BE except AH=-707(LC 22), AM=-176(LC 29), , 1 AN=-223(LC 3), BF=-128(LC 30), B=-730(LC 19) Max Grav All reactions 250 Ib or less at joint(s) A0, AP, AQ, AR, AT, AU, AV, AW, ; , A AX, AY, AZ, BA, BB, BC, BD, BE, BF, B except AH=945(LC 1), AM=1692(LC 1), AM=1692(LC 1), B=632(LC 30) BUTTE COUNTY,' FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BUILDING DIVISION; TOP CHORD V -W=-124!740, W -X=-216/749, X -Y=-308/734, Y -Z=-399/744, Z -AA= -501/816, AA -AB= -605/889, AB -AC= -682/950, AC -AD= -691/961, AD -AE= -784/1033, AE -AF= -900/1132, EFF=01364101551,1F-G -1276/1474/G-H=-1608, B1 89/1397,H -612-11102/1320511J000115/124353/1628, APPROVED , J -K=-927/1165, K -L=-840/1088, L -M=-753/1011, M -N=-666/934, N -O=-579/857, + 'O -P=-538/823, P -Q=4921789, Q -R=-405(736, R -S=-317!736, S -T=-223/740, T -U=-150/754, U -V=62/739 BOT CHORD 13-13F=1660/1534, BE-BF=1622/1491, BD-BE=154911423, BC -1313=147611349, �"(FESSIpNq BB -BC= -1402/1276, BA-BB=1329/1203, AZ-BA=1256/1130, AY-AZ=1183/1057, Q AX-AY=1110/983, AW -AX= -1036/910, AV-AW=963/837, AU -AV= -890/764, AT-AU=-817/691,tv� �(ONIO h�F•lc AS AT=744/617, AR-AS=707/580, AQ-AR=689/544, AP-AQ=689/471, AO -AP= -689/398,' �� ,p AN -AO= -689/325, AM-AN=689/251, AL-AM=511/1320, AK-AL=763/1320, AJ-AK=108011317,' - CrJ AH -AJ= -1593/2014 C 76428 Z WEBS AM-BG=2174/587, BG -BI= -21321573, BI -BJ= -2119/563, BJ-BK=2104/555, Of BH-BK=2081/543, BH-BL=1928/447, BL-BM=1905/435, SM-BN=1881/424, 4CEXP. 12/31/2016 ^� AF-BN=1907/431, V-AM=575/107, AG -AJ= -374/228, AK-BH=299/193, AF-AJ=107/597, AF-AK=53/510 NOTES- (10) r' • T,9 civil. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS �FOF CAi-XF (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) All plates are 2x4 MT20 unless otherwise indicated. - May 4,216 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE a0L7473 rev. 1af=015 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 • 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 IndMduol tens web and/or chord members only. Additional temporary and permanent bracing MOW 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 ANSUTPII 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 Het Ms CA 95610 l♦A-i� - � ' C7 j.,�i}( r•. ''�, ti s •+ a � ,+�'�% r ..� .. ♦ 7.' '.. '{.�+ � tr ,, , y r ' SYSTEMS PLUS LUMBER CO, ANDERSON, CA k - 7.640 s Sep 29 2015 Mfrek Industries, Inc. Wed May 04 10:34:30 2016 Page 2 ID:pHRfrLxHC6IPgxC4vyCn=0 0DEZ-?aVHGBrLbY8WdFRMG52AbAw5pZWOgzdY50EPK4zJtdN NOTES- (10)' .. • r r r " 4) This truss has beendesignedfor ak10.0 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 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = IO.Opsf. + 6) A plate rating reduction of 20% has been applied for the green lumber members. S 7) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 100 Ib uplift at joint(s) AO, AP, AQ, AR, AT, ALI, AV, AW, AX, AY, AZ, BA, BB, BC, l BD, BE except 0=1b) AH=707, AM=176, AN=223, BF=128, B=730, B=730. ro 1 t' 8) This truss has been designed for a total drag load of 2800 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 51-0.0 for 54.9 plf. , - ' ' . ' _ 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. "- 4 d • BUTTE COUNTY 1 .F BUILDING DIVISION APPROVE® Job Truss • Truss Type ' � Qty Steck 8 Long - +' � '� � JPIy. r 847245521 1604-078 A09D - FINK is always required for tablUty and to prevent collapse with possible personal injury and property damage. For general guidance regarding the • ' + Safety Informa8on available from Truss Plate Institute, 218 N. Lee Street, Suite 312 Alexandria, VA 22314. Job Reference (optional) ®WARNING • verify design parameters and READ NOTES ON THIS AND INCLUDED MI1EK REFERENCE PAGE WI -7473 rev. }0/0320}6 BEFORE USE. R Design valid for use only with MDek® connectors, This design is based only upon parameters shown, and is for an individual building component, not Q 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 �'T®1.' is always required for tablUty and to prevent collapse with possible personal injury and property damage. For general guidance regarding the R fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/1P11 Quality Criteria. DSB-89 and BCSI Buflding Component 7777 Greenback Lane f Safety Informa8on available from Truss Plate Institute, 218 N. Lee Street, Suite 312 Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 i Job Truss Truss Type Qty Ply Steck a Long LOADING (psf) SPACING- 2-0-0 - DEFL. in (loc) Vdefl L/d PLATES GRIP 847245522 1604-078 801 Common 2 1 Lumber DOL 1.15 BC 0.44 Vert(TL) -0.31 H -I >985 180 Safety Information available from Trus Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. BCLL 0.0 ' Rep Stress Incr YES Job Reference (optional) bTb I tINS FLUS LUMULK UU, ANUtKSUN, UA 7.540 S Sepp 29 2015 MITeK Inausines, Inc. wea MByy 04 10:34:31 2016 Page 1 ID:pHRhLxHC61 PgxC4vyCnVWzODEZ-Tm3fTXszMsGNEPOYpoZP7NTIzzrGPQmiKgzztXzJtdM I -2.6.0 6-9-6 12.9-0 18-6-10 25-8-0 27.8.0 2S0 6.9-6 - 5-11-10 5.11-10 8-9-8 2. 0.0 ' Scale = 1:49.3 5x6 = D 4x5 = 5x8 = 3x4 = 45 = Ii B-9-4 16-8-12 25.6.0 _ 1:1"7-11.8 8-9-4 _Plate Offsets (X,Y)— [B:0-3-2,Edge] [F:0-3-2 Edge], [1:0-4-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.12 Vert(LL) -0.08 H-1 >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.44 Vert(TL) -0.31 H -I >985 180 Safety Information available from Trus Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. BCLL 0.0 ' Rep Stress Incr YES WB 0.27 Horz(TL) 0.08 F n/a n/a Citrus Hei Ms CA 95610 BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) Weight: 126 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF SS G TOP CHORD Structural wood sheathing directly applied or 5-7-1 oc purlins. BOT CHORD 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 8=1172/0-5-8,F=1138/0-5-8 Max Horz 8=85(LC 8) Max UpliftB=-226(LC 4), F=-205(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-2263/269, C -D=-2001/219, D -E=-2012/231, E -F=-2278/284 ' BOT CHORD B -I=-233/2093, H -I=-86/1457, F -H=-178/2110 WEBS D -H=-59/613, E -H=-400/192, D -I=-54/599, C -I=-389/187 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope) gable end zone; 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 nonconcurreni 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 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 13=226, F=205. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. ESSI ONq 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. ��F QP\ ON I0 ~ J C 76428 7 ' BUTTE COUNTY EXP. 12/31/2016 ^� 'BUILDING DIVIB109 sTq cjv►� APPROVED rFOFCAUF May 4,2016 ® WARNING - Ved& design parameters and READ NOTES ON THIS AND INCLUDED N67EN REFERENCE PAGE MI -7473 rev. 101012018 BEFORE USE. R ' Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not e a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design Into the overall �Y` - building design. Bracing Indicated Is to prevent buckling of IndMdual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is al vays 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 ANSUTPI1 Quality Critedo. DSB-89 and BCSI Buflding Component 7777 Greenback Lane Safety Information available from Trus Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei Ms CA 95610 I + r: r " r ( , r SYSTEMS PLUS LUMBER CO, ` : ANDERSON, CA s + r- 4` + - 7.640 s Sep 29 2015 MITek Industries, Inc. Wed MaY 04 10:34:33 2016 Page 1 i ID:pHRfrLxHC61PgxC4vyCnVWzODEZ-P9BPuDuEuTW5UjAuxDbtCoYdOmZutMk n_S3xPzJtdK -2-6-; r•- - 6-9-6 - 12-9-0 18-8.10 - 25-6-0 z7-8-0 > - 246-0 6.9-6 511-10 - -, 5-11-10 + 6-9-6 2-0-0 Scale = 1:51.0 e . r'• ^ s � r' 4.00 12 1, 12X14 % f , ' 12x14 E . 5x6 • 5x6 � s, 5x14:= .� 5x14 = H' i • • l •3x4 II. 5x6 = - , 3x4 = ., 3x4 II f .. + t S �' - .. , - .I t "; '`'• Wil.' ' } .�'' - ry f - , r t•1', ' • 8-9-4 r r 16-8-12 •J . - _ , 258-0 .. R-9-4 7-11-8` 8-4-4 ' Plate Offsets (X,Y)— [B:0-4-8,0-2-1],[B:0-10-2,0-1-B],[C:0-3-1,0-10-0],[E:0-3-1,0-10-0] [F:0-10-2,0-1-8],[F:0-4-8 0-2-1),[1:0-3-0 0-3-0] [N:0-1-100-1-8] [AD:0-1-10 0-1-0] LOADING (psf) SPACING- 2-0-0 CSI.' DEFL. `. ' in (loc) Ildefl s1 Ud' PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC' 0.19 Vert(LL) -0.08 '1 I-AV ,>999 :240 MT20 220/195 t TCDL 10.0 Lumber DOL 1.15 BC 0.30 , + Vert(TL) , -0.28 I-AV ' >999 180. BCLL 0.0 ' Rep Stress Incr YES WB • 0.18' ej Horz(TL) 0.04 F nla n/a BCDL , 10.0 , , Code IBC2012/TPI2007 (Matrix-M) r - Weight: 389 lb FT = 20% LUMBER- ' < BRACING-'+ f TOP CHORD 2x6 DF SS. G ' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. ' BOT CHORD 2x4 DF No.1&Btr G ' BOT CHORD' Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std G . < OTHERS 2x4 DF, Stud/Std G REACTIONS. (Ib/size) B=1163/0.5-8, F=1016/0-5-8 • ;'• Max Hoa B=99(LC B) BUTTE COUNTY Max UpliftB=-233(LC 4), F=-164(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BUILDING DIVISION TOP CHORD B-C=-2665/289, C-D=2312/222, D-E=-2301/221, E-F=-26491287 '.., BOT CHORD D-1=-274/2538, H-I=-102/1563, F-H=-202/2520 r' ; APPROVED WEBS D-H=-521781, E-H=-5371191, D-I=-62/796, C-I=-548/198 +� - NOTES- (16) 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows a �+ • 1 Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. c Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply - connections have been provided to distribute only loads noted as (F) or (B), unless otherwise_ indicated.. 3) Unbalanced roof live loads have been considered for this design. _ 4) Wind: ASCE 7-10; VuIt=11 Omph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 5) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry OOESS/0N Gable End Details as applicable, or consult qualified building designer as per ANSIrrPI 1. , r , r . Q� ��� n 6) All plates are 2x4 MT20 unless otherwise indicated. - _ • , �� \ ON �0 t, 7) Gable studs spaced at 1-4-0 oc. �Gj� 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. GD 9 This truss has been designed for a live load of 20.0 sf on the bottom chord in all areas where a rectangle 3-6-0 tall b 1-0-0 wide will U fit between the bottom chord and any other members g y' _I �U C' -76428 Z � 10) A plate rating reduction of 20% has been applied for the green lumber members. Q 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jt=1b) B=233, EXP. 12/31/2016 m F=164. .. - 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. jV .14) No notches allowed in overhang and 20600 from left end and 20000 from right end or 12" along rake from start, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 D.C. maximum between the stacking chords.' For edge-wise notching, provide at least one FOF CALF tie plate between each notch. 15) Studding applied to ply: 1(Front) > ' AWAORMN neerin is void unless truss is fabricated b Systems Plus Lumber Co. May 4,2016 ® WARNING-Verffy design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERENCE PAGE WiF7473 rev. 10/03/2015 BEFORE USE *R Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design into the overall - i d■` building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members onty. Additional temporary and permanent bracing - - M��'®k 't 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/TPI1 Quality Criteria, DSS-89 and SCSI BuOding Component' 7777 Greenback Lane Safety Infomratlon available from Trus Plate Institute. 218 N. Lee Street, Suite 312. Alexandra. VA 22314. Suke 109 Citrus Hei Ms CA 95610 .. ... 1.1 _ Job•Truss Truss Type Qty Ply Steck &Long .. _ - "- , ye'• , , �' 847245523 1604-078 •+'' b 802.' • -� GABLEc 1 ' 2 Job Reference (optional) ® WARNING n Ver fy design parameters and READ NOTES ON THIS AND INCLUDED MFMK REFERENCE PAGE 101717473 rev- 10103,2015 BEFORE USE • Design valid for use only with MiTekshown. ® connectors. This design is based only upon parameters and is for an individual building component, not 11 a truss system. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design into the overall •'�. ' I building design: Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent. bracing MST®k is always required for stability and to prevent collapse with possible personal injury and property damage. for general. guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component - Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. , _ 7777 Greenback lane ' Suite 109 Citrus Heights, CA 95610 " Job Truss Type. Qty Ply Steck8 Long, k ]Truss - 847245523 , 1804.078 - •i •802" F GABLE'^ 4, , ,' r Job Reference(optional)1 ' SYSTEMS PLUS LUMBER CO, ANDERSON, CA �. - r= :, - 7.640 s Sep 29 2015 MiTek Industries, Inc. WedMayY 04 10:34:33 2016 Page 2 ` ID:pHRfrLxHC61PgxC4vyCnVWzODEZ-P9BPuDuEuTW5UjAxxDbat oYdOmZutMk n S3xPzJtdK r � r,. +r r.. -a _ � , i •r f. 4ys .r F� rt X - •� .. J • I .r f' • 4r •.X - 1� 1' • 1+ 1' zi BUTTE COUNTY } BUILDING DIVISION : ; IJ. • �: , k ' • i' APPROVED 4 ., .. ...� t J � 'may•, 4 L ® WARNING n Ver fy design parameters and READ NOTES ON THIS AND INCLUDED MFMK REFERENCE PAGE 101717473 rev- 10103,2015 BEFORE USE • Design valid for use only with MiTekshown. ® connectors. This design is based only upon parameters and is for an individual building component, not 11 a truss system. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design into the overall •'�. ' I building design: Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent. bracing MST®k is always required for stability and to prevent collapse with possible personal injury and property damage. for general. guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component - Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. , _ 7777 Greenback lane ' Suite 109 Citrus Heights, CA 95610 t; ' Job .• Truss Ply Truss Type Welk'- r Qty fabrication, storage. delivery. erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, DSB-89 and BCSI Bu9ding Component ' 847245524 ' 1604-078 C01 - - Common -- •+ ,' - 2 � 1 s •,'�. _ . - Job Reference (optional) ' ,T 1 -• SYSTEMS PLUS LUMBER CO, r . ANDERSON, CA 7.640 s Sep 29 2015 MITek Industries, Inc. Wed May 04 10:34:34 2016 Page 1 ` ♦ ' • ID:pHRfrLxHC61 PgxC4vyCnVVJzODEZ-tLln6Zusfney5tk7Vw66105pAAsmcnV8OeCdUrzJtdJ - - i -1r,. ,, _ 6-10-12 - 2�0•,; ^'„ w6.10.12, . 12-11.12 - - 6-1-0.. -• ' ' •= u '. 19-0-12 25-11.8 28.5-8 6-1-0 + 6-10-12 2$-0 f + , . �3* • ` , . ' i - , f • +, . �, �' ' Scale =1:50.9 r�`r + . + _ k 5X6_ ' -n - , '• ,, •.. - -, ' •�� .. ' D ,. ` - 4.00 12 �• • # t �t . F. . !` .. ' . ' ,1 ' 2x4 \\ ;. F 2x4'// •. - •! ;q - .• Ply Steck &Long n Welk'- r � 3 fabrication, storage. delivery. erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, DSB-89 and BCSI Bu9ding Component ' 847245524 ' 1604-078 C01 - - Common -- •+ ,' - 2 � 1 s •,'�. _ . - Job Reference (optional) ' .r A G �d ' t . 4x5 = ,� 5x8 = F, �. ' �" t. 3x4 — 4x5 = •,r It • 4 y U 8-11-1 �' 17.0.7. _ c , s 2b-11-8- _ P-1 1.1 _Plate Offsets (X,Y)— [B:0-3-2,Edge] [F:0-3-2,Edge] [1:0-4-0,0-3-01 +: • - LOADING (psf) ' SPACING- 2-0-0 CSI. ) T' DEFL. '- in (loc) I/defl L/d `PLATES GRIP TCLL 20.0 r 4 Plate Grip DOL 1.15 TC ,0.12* Vert(LL) • -0.09 H -I >999 240 MT20 220/195 TCDL 10.0 Lumber DOL ' 1.15 BC 0.45 ° Vert(TL),. ;0.33' H-1',>954 180 ' BCU_ 0.0 ' Rep Stress Incr YES WB 0.27• '• tt Horz(TL) _ 0.09 F n/a n/a • S ' BCDL 10.0. Code IBC2012ITP12007 (Matrix -M) ' r - Weight: 129 Ib FT = 20% LUMBER '�! Y BRACING-` TOP CHORD 2x6 DF SSG t TOP CHORD Structural wood sheathing directly applied or 5-6-14 oc pudins. BOT CHORD 2x4 DF No.1&Btr G / r s • BOT' CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std G , MiTek recommends that Stabilizers and required cross bracing r • j. ,' be installed during truss erection, in accordance with Stabilizer • C Installation guide. REACTIONS. (Ib/size) B=1188/0-5-8, F=1188/0-5-8 t' .1 • Max Horz B=83(LC 8) Max UpliftB=-228(LC 4), F=-228(LC 5) t l FORCES.- (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. . ' ,, BUTTE COUNTY TOP CHORD. B -C=-2304/275, C -D=-20361224, D -E=-2036/224, E -F=-2304/275 " a.- ` BOT CHORD B-1=-236/2131, H-1=-84/1479, F -H=-159/2131 BUILDING DIVISION WEBS D -H=-56/613, E -H=-398/192, D-1=-55/613, C -I=-398/192' ; t NOTES- -(8) ��� �a APPROVE® 1) Unbalanced roof live loads have been Considered for this design. ` r 2) Wind: ASCE 7-10; VuIt=11 Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS ' (envelope) gable end zone; 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 1-0-0 wide will ' fit between the bottom chord and any other members. + r 5) A plate rating reduction of 20% has been applied for the green lumber members. ' ' 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100Ib uplift at joint(s) except (jt=1b) B=228, „ ' F=228. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. •, �0 ESSIO/Vq 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. r ONIO Q t' C 76428 v m •r• - r s, Cr 1 y EXP. 12/3112016 ^n civit- t ��. ,t. • TFOFCAUFO� • r � � . � '�' ; , - ' +. r :r. , r�! - f MeY 4.2016 ® WARNING • verify design parameters and READ NOTES ON THIS AND INCLUDED M EK REFERENCE PAGE 1191-7473 rev. 10/QTR015 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 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 ' Welk'- ' 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 Bu9ding 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 0 -- 4 Job Truss Truss Type Oty Ply . Steck & Long � - 847245525 1604-078 'CO2 ' GABLE . _ 1 1 Job Reference (optional) DT WI MS PLUS LUMCCK UU, ANUCK3UN, UA - (.04u5 bep zu zu1 * MI I eK Inousines, Inc. wea May U4 1U:J4:Jb ZUIb rage 1 + ? ^ ID:pHRfrLxHC61PgxC4vyCnVWzODEZ-pksYXFw6BOugL.AuVcL9agRA7T_bU4i0RUyhjYkzJtdH -2-8-0 • - 8-10-12 - 12-11-12 19.0.12 25.11-8 28-5-8 2 O - 8-10.12 6-1-0 • , 8-1-0 . 6.10.12 2-8-0 vr• • ' 7- , r , Scale= 1:52.6 5x6'= y 1 d i T 3x4 11 5x6 = 1 - 3x4 = 3x4 11 r i &11.1 ` 17-0.7 25-11-8 8-11-1 8.1.5 8111 Its (X.Y)- fB:0-4-8.0-2-11.rB:0-10-2.0-1-81.fC:0-3-1.0.10-O1.fE:0-3-1.0-10-Ol.fF:0-10-2.0-1-81.FF:0-4-8.0-2-11.11:0-3-0.0-3-O1.fN:0-1-10.0-1-81.rAD 0-1-10.0-1-a1 . Ii. LOADING (psf) SPACING- 2-0-0 CSI. , DEFL. in (loc) I/deft • Ud PLATES GRIP - TCLL ' 20.0 Plate Grip DOL 1.15 TC 0.20- Vert(LL) -0.08 I -AV >999 240 r MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.31 - Vert(TL) -0.29 I -AV >999 180 BCU_ 0.0 ' Rep Stress Incr YES WB 0.18 HOrz(TL) 0.04 F n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) Weight: 398 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF SS G ' r ,TOP CHORDS Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G • BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std G ' OTHERS 2x4 DF Stud/Std G r REACTIONS. (Ib/size) B=1179/0.5-8, F=1067/0-5-8 Max Horz B=98(LC 8) Max UpliftB=-235(LC 4), F=-187(LC 5) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. f BUTTE COUNTY TOP CHORD B -C=-2706/295, C -D=-2346/227, D -E=-2318/208, E -F=-2665/271 • BUILDING DIVISION BOT CHORD B -I=-277/2576, H -I=-100/1582, F -H=-177/2531 WEBS D -H=:46/776, E -H=-533/190, D -I=-64/812, C -I=-558/203 NOTES- (16) - 1 " " -APPROVED. _ 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: • . Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. . 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS , (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 5) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry 0FESSIONq� Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. Q� 6) All plates are 2x4 MT20 unless otherwise indicated. O N 10 t� 7) Gable studs spaced at 1-40 oc. + Gj ` '7 C n 8) This truss has been designed fora 10.0 psf bottom chord live load nonconcuent with any other live loads.C-:) 9) ' 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 1-0-0 wide will U P m fit between the bottom chord and any other members. ( .1 v C 76428 y Z 10) A plate rating reduction of 20% has been applied for the green lumber members. r Of 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) B=235, EXP. 12/31/2016 T F=187. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. , 13) Graphical puffin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. " tSJ civil - 14) No notches allowed in overhang and 20600 from left end and 20600 from right end or 12" along rake from scarf, whichever is larger. q Minimum 1.5x4 be plates required at 2-0-0 o.c. maximum between the stacking chords. For edEe-wise notching; provide at least one T�OFCA�-,F tie plate between each notch. 15) Studding applied to ply: 1(Front) aineering is void unless truss is fabricated by S stems Plus Lumber Co. s May 4,2016 ® WARNING -Vert& design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE 11947473 rev. 10/07/2016 BEFORE USE R Design valid for use only with MTek® connectors. This design Is based only upon parameters shown. and is for on individual building component, not e- a truss system. Before use. the building designer must verity the applicability of design parameters and property Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery. erection and bracing of trusses and truss systems. see ANSI/7F11 pualily 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 { ! ��. i' Y t; �,`� - ,._ •fir .lit a �. Job' : % . rI ^ti Truss • Truss Type - Dly Ply Steck 8 Long T r 1 ID:pHRfrLxHC61PgxC4vyCnVWzODEZ-pksYXFw6B0ugLAUVCL9agRA7T_bU4i0RUyhjYkzJtdH 847245525 1604-076 1 t . CO2 GABLE 1 2 P Job Reference (optional) > ® WARNING -Ved& design parameters and READ NOTES ON THIS AND INCLUDED 119TEK REFERENCE PAGE 111914473 rev. 10/0312015 BEFORE USE Design valid for we only with 10,706 connectors. This design is based only upon parameters shown. and k for an individual bulkding component. not e � �]e a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall iii` + building design. 3rocing indicated is to prevent buckling of Individual truss web and/or chord members only. Addiional temporary and permanent bracing M iT®k• -ti i 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 ANSIJTPII Quality Criteria. DS"9 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314. t.•�, Suite 109 Citrus Heights, CA 95610 SYSTEMS PLU5 LUMBER GO, ANDERSON, CA .. - -- : 7.640 s Sep 29 2015 MITek Industries, Inc.- Wed May 04 10:34:36 2016 Page 2 ^ 1 ID:pHRfrLxHC61PgxC4vyCnVWzODEZ-pksYXFw6B0ugLAUVCL9agRA7T_bU4i0RUyhjYkzJtdH 1 '• A ' 411 01 t ' .. ' •' I � • ti • Int y .. •L ,4' ` .i� i{ h..+= ' i+' it BUTTE r> , BUILDING ®IVIS10 ' -'APPROVED Ir > ® WARNING -Ved& design parameters and READ NOTES ON THIS AND INCLUDED 119TEK REFERENCE PAGE 111914473 rev. 10/0312015 BEFORE USE Design valid for we only with 10,706 connectors. This design is based only upon parameters shown. and k for an individual bulkding component. not e � �]e a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall iii` + building design. 3rocing indicated is to prevent buckling of Individual truss web and/or chord members only. Addiional temporary and permanent bracing M iT®k• -ti i 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 ANSIJTPII Quality Criteria. DS"9 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314. t.•�, Suite 109 Citrus Heights, CA 95610 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Kathy Long & Joseph Steck Calculation Date/Time: 16:39, Wed, Mar 01, 2017 Calculation Description: Title 24 Analysis Input File Name: 1604-027 Lang -Steck Solar.xml CFI R -PRF -01 Page 1 of 9 GENERAL INFORMATION a V� 01 Project Name Kathy Long 8 Joseph Steck 4 i w• 02 This building incorporates featuresthat require field testing and/or;5ver.- nfic.ation{'tby a;certi4,HER ra ..... i 1 '. 1 :3 J 1 v`'`� a supervision o a CEC-approved HERS provider. ,. 02 Calculation Description Title 24 Analysis ,�Y �1ELOPMEN F 914 zuv t-11 � r-1 4 lr , 9'1 03 Project Location 4249 Keefer Road Compliance Margin Percent Improvement 04 City Chico 05 Standards Version Compliance 2015 06 Zip Code 95973 07 Compliance Manager Version BEMCmpMgr 2013-4 (744) 08 Climate Zone CZ11 09 Software Version EnergyPro 6.6 10 Building Type Single Family 11 Front Orientation (deg/Cardinal) 340 12 Project Scope Newly Constructed 13 Number of Dwelling Units 1 14 Total Cond. Floor Area (ft2) 1799 15 Number of Zones 1 16 Slab Area (ft) 0 17 Number of Stories 1 18 Addition Cond.-Floor Area N/A 19 Natural Gas Available No 20 Addition Slab Area (ft) N/A 21 Glazing Percentage ("/a) 18.9% -- --- -- COMPLIANCE RESULTS a V� 01 Building Complies with Computer Performance .^ �' "' ` 4 i w• 02 This building incorporates featuresthat require field testing and/or;5ver.- nfic.ation{'tby a;certi4,HER ra ..... i 1 '. 1 :3 J 1 v`'`� a supervision o a CEC-approved HERS provider. ,. 03 This building incorporates one or -more Special Features*shown:below %' . ,�Y �1ELOPMEN F 914 zuv t-11 � r-1 4 lr , 9'1 , V t x 1 n-- "6- -- lJl AM IAA :,�w� _ Registration Number: 216-N0168917F-000000000-0000 Registration Date/Time: 2017-03-01 16:45:09 CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08252015-744 HERS Provider: CaICERTS inc. Report Generated at: 2017-03-0116:40:47 ENERGY USE SUMMARY — v 04 05 06 07 08 Energy Use (kTDV/ft2-yr) Standard Design Proposed Design Compliance Margin Percent Improvement Space Heating 20.90 18.45 2.45 11.7% Space Cooling 56.09 48.59 7.50 13.4% IAQ Ventilation 1.05 1.05 0.00 0.0% Water Heating 37.34 24.89 12.45 33.3% Photovoltaic Offset --- 0.00 0.00 --- Compliance Energy Total 115.38 92.98 22.40 19.4% Registration Number: 216-N0168917F-000000000-0000 Registration Date/Time: 2017-03-01 16:45:09 CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08252015-744 HERS Provider: CaICERTS inc. Report Generated at: 2017-03-0116:40:47 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Kathy Long & Joseph Steck Calculation Date/Time: 16:39, Wed, Mar 01, 2017 Calculation Description: Title 24 Analysis Input File Name: 1604-027 Lang -Steck Solar.xml REQUIRED SPECIAL FEATURES The following are features that must be installed as condition for meeting the modeled energy performance for this computer analysis. • Cathedral Ceiling • Ceiling has high level of insulation ;,.Poor-Mas_h1 el of insulation P_VAndpw overhangs an CFI R -PRF -01 Page 2 of 9 HERS FEATURE SUMMARY The following is a summary of the features that m field -verified by a certified HERS Rater as a condition for meeting the modeled energy performance for this computer analysis. Additional detail is provided in the building components tables below. Building -level Verifications: • IAQ mechanical ventilation Cooling System Verifications: • Minimum Airflow ,. HVAC Distribution System Verifications: • Duct Sealing 4 1 ` s Domestic Hot Water System Verifications: �4w -- None ENERIGYQESIGN RATING This is the sum of the annual TDV energy consumption fore�nergy'usee compo ftents�includdeed in`tthe�pean rform&compfiian ce�appfroach fob'Ifie,Sta clard Design Building (Energy Budget) and the annual TDV energy consumption for lighting and components,not.regulated�`by-�Title,.'24; Part 6 (such' as domesticlappliances-anoonsumer�electronics)-an `d d accounting for the annual TDV energy offset by an on-site renewable energy system. 'Wil "" Reference Energy Use Energy Design Rating Margin Percent Improvement Total Energy (kTDV/f2-yr)* 176.11 153.71 22.40 12.7% includes calculated Appliances and Miscellaneous Energy Use (AMEU) BUILDING - FEATURES INFORMATION 01 02 03 04 05 06 07 Project Name Conditioned Floor Area (ft2) Number of Dwelling Units Number of Bedrooms Number of Zones Number of Ventilation Cooling Systems Number of Water Heating Systems Kathy Long & Joseph Steck 1799 1 2 1 0 2 ZONE INFORMATION 01 02 03 04 05 06 07 Zone Name Zone Type HVAC System Name Zone Floor Area (ft) Avg, Ceiling Height Water Heating System 1 Water Heating System 2 Zone 1 - House Conditioned Heat Pump 8.0 HSPF/14 SEE1 1799 9.72 DHW Sys 1 DHW Sys 2 Registration Number: 216-N0168917F-000000000-0000 Registration Date/Time: 2017-03-01 16:45:09 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08252015-744 Report Generated at: 2017-03-0116:40:47 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Kathy Long & Joseph Steck Calculation Date/Time: 16:39, Wed, Mar 01, 2017 Calculation Description: Title 24 Analysis Input File Name: 1604-027 Lang -Steck Solar.xml CF1R-PRF-01 Page 3 of 9 OPAQUE SURFACES r 0102 - 03 - r 04 05 Roof Rise 01 02 03 04 05 06 07 08 Name Zone Construction Azimuth Orientation Gross Area (ft2) Window & Door Area (ft2) Tilt (deg) Front Wall Zone 1 - House R-23 Wall w/ 1 R -Tech 340 Front 459 67.5898 90 Left Wall Zone 1 - House R-23 Wall w/ 1 R -Tech 70 Left 472.5 32 90 Back Wall Zone 1 - House R-23 Wall w/ 1 R -Tech 160 Back 459 143.094 90 Right Wall Zone 1 - House R-23 Wall w/ 1 R -Tech 250 Right 472.5 90 90 Interior Wall to Attic Zone 1 - House»Attic Zone 1 - House R-21 Interior Knee Wall 127 Roof 2 Zone 1 - House R-49 Roof Attic w/Radiant 1791 -----_Raised Floor Zone 1 - House R-30 Floor Crawlspace 1799 OPAQUE SURFACES - Cathedral Ceilings r 0102 - 03 - r 04 05 Roof Rise 06 07 _08-- --09-- 10 11 FOrient4tio l 1Skylight.Area Roof Rise Roof Roof Tilt Roof Roof Framing Name Zone :', Type ++ n } 1 �f 1 .Area (ft2) (ft2) (x in 12 as.��ir. Pitch de ( 9) Reflectance Emittance Factor Roof Zone 1 - House fR 49: Roof Attic>w/Ratliant1rOnt 8.1t 8 7. 6 0 5 26.57 0.1 0.85 0.07 ATTIC .1.""'k " C M r :1 t M 01 02 03 04 05 06 07 08 Name Construction Type Roof Rise Roof Reflectance Roof Emittance Radiant Barrier Cool Roof Attic Zone 1 - House Attic RoofZone 1 - House Ventilated 6 0.1 0.85 Yes No Registration Number: 216-N0168917F-000000000-0000 Registration Date/Time: 2017-03-01 16:45:09 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08252015-744 Report Generated at: 2017-03-0116:40:47 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Kathy Long & Joseph Steck Calculation DatefTime: 16:39, Wed, Mar 01, 2017 Calculation Description: Title 24 Analysis Input File Name: 1604-027 Lang -Steck Solar.xml CFI R -PRF -01 Page 4 of 9 WINDOWS 01 02 03 04 05 06 07 08 09 10 Name Type Surface (Orientation -Azimuth) Width (ft) Multipli Height (ft) er Area (ft2) U -factor SHGC Exterior Shading 1 Window 2636 Window Front Wall (Front -340) 2.6 3.6 1.004 9.4 0.30 0.27 Insect Screen (default) 2 Window 2636 Window Front Wall (Front -340) 2.6 3.6 1.004 9.4 0.30 0.27 Insect Screen (default) 3 Window 2636 Window Front Wall (Front -340) 2.6 3.6 1.004 9.4 0.30 0.27 Insect Screen (default) 4 Window 2636 Window Front Wall (Front -340) 2.6 3.6 1.004 9.4 0.30 0.27 Insect Screen (default) 5 Window 3050 Window Front Wall (Front -340) 3.0 5.0 1 15.0 0.30 0.27 Insect Screen (default) 6 Window 3050 Window Front Wall (Front -340) 3.0 5.0 1 15.0 0.30 0.27 Insect Screen (default) 7 Window 2020 Window Left Wall (Left -70) 2.0 2.0 1 4.0 0.30 0.27 Insect Screen (default) 8 Window 2020 Window Left Wall (Left -70) 2.0 2.0 1 4.0 0.30 0.27 Insect Screen (default) 9 Window 2020 --Window Left Wall (Left -70) 2.0 2.0 1 4.0 0.30 0.27 Insect Screen (default) 10 Window 2020 Window Left Wall (Left -70) 2.0 2.0 1 4.0 0.30 0.27 Insect Screen (default) 11 Window 2020 Window Left Wall (Left -70) 2.0 2.0 1 4.0 0.30 0.27 Insect Screen (default) 12 Window 2020 Window LeftrWall;(Left-70) l2:0 2:0- .`1 4.0 0.30 0.27 Insect Screen (default) 13 Window 2020 Window Left Wall (Leff -70) 2:0 2.0 J h) �{ r"- 4.0 ` -0.30-,_0.27 Insect Screen (default) 14 Window 2020 Window Left Wall;(Left-70) j ., L ' 2.0 � � X2.0 t � 1 &1 t 4A 0.30 0.27 Insect Screen (default)_ 15 French Door 5068 Window "\,\ Back Wall'(Back-160) 2 of T E -o M r 8;5` X34.0 0.30 0.27 Insect Screen (default) 16 Window 3050 Window Back Wall -(Back -160) _ 3.0 5.0 _ 1 15.0 0.30 0.27 Insect Screen (default) 17 Window 2020 Window Back Wall (Back -160) 2.0 2.0 1 4.0 0.30 10.27 Insect Screen (default) 18 French Door 3068 Window Back Wall (Back -160) 3.0 6.8 0.985 20.1 0.30 0.27 Insect Screen (default) 19 Window 3060 Window Back Wall (Back -160) 3.0 6.0 1 18.0 0.30 0.27 Insect Screen (default) 20 Window 3060 Window Back Wall (Back -160) 3.0 6.0 1 18.0 0.30 0.27 Insect Screen (default) 21 French Door 5068 Window Back Wall (Back -160) 5.0 6.8 1 34.0 0.30 0.27 Insect Screen (default) 22 Window 3060 Window Right Wall (Right -250) 3.0 6.0 1 18.0 0.30 0.27 Insect Screen (default) 23 Window 3060 Window Right Wall (Right -250) 3.0 6.0 1 18.0 0.30 0.27 Insect Screen (default) 24 Window 3060 Window Right Wall (Right -250) 3.0 6.0 1 18.0 0.30 0.27 Insect Screen (default) 25 Window 3060 Window Right Wall (Right -250) 3.0 6.0 1 18.0 0.30 0.27 Insect Screen (default) 26 Window 3060 Window Right Wall (Right -250) 3.0 6.0 1 18.0 0.30 0.27 Insect Screen (default) Skylight 2020 Skylight Roof (Front -340) 1 4.0 0.32 0.27 Skylight 2020 2 Skylight Roof (Front -340) 1 4.0 0.32 0.27 Registration Number: 216-N0168917F-000000000-0000 Registration Date/Time: 2017-03-01 16:45:09 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08252015-744 Report Generated at: 2017-03-0116:40:47 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Kathy Long & Joseph Steck Calculation DatefTime: 16:39, Wed, Mar 01, 2017 Calculation Description: Title 24 Analysis Input File Name: 1604-027 Lang -Steck Solar.xml CFI R -PRF -01 Page 5 of 9 OVERHANGS AND FINS 01 02 03 04 05 06 07, 08 09 10 11 12 13 14 Overhang Left Fin Right Fin Window Depth Dist Up Left Extent Right Extent Flap Ht. Depth Top Up Disti- Bot Up Depth Top Up Dist R Bot Up 1 Window 2636 2.5 0.1 48.5 5.5 1 0 0 0 0 0 0 0 0 2 Window 2636 2.5 0.1 45.5 8.5 1 0 0 0 0 0 0 0 0 3 Window 2636 2.5 0.1 34 20 1 0 0 0 0 0 0 0 0 4 Window 2636 9.5 0.1 10.5 7 1 0 0 0 0 0 0 0 0 5 Window 3050 9.5 0.1 10.5 7 1 0 0 0 0 7 0 14 0 6 Window 3050 9.5 0.1 7 18 1 0 0 0 0 7 0 18 0 _ 7 Window 2020 2.5 ', 0.1 35 13 1 0 0 0 0 0 0 0 0 8 Window 2020 -'-2:5'"` -0:1--- _._.32.5 16 1 0 0 0 0 0 0 0 0 9 Window 2020 2.5 ; ' 0.1 30 18 1 0 '0-'- -0---- --_-0_ 0 0 0 0 10 Window 2020 ` , 25' A.1 .24„ _ ,,., .24 1 0 0 0 0 0 0 0 - 0- 11 Window 2020 a ."--2.5 0.1 _21.5 26. k:,1 0; 0,,-,, 0 0 0 0 0 0 12 Window 20202.5 X 0.1 11 : � 37 3 � 1 0 oil r" 0 0 0 0 0 13 Window 2020 2.5: 0.`0.1 8 5 395 , L'I V .91 0 ,)� oil 1 f J 0 .l 0 0 0 0 0 14 Window 2020 ` 2.5 0 1 6 I= 142,E , Elm 0 V I ;V1 0� 0 0 0 0 0 0 15 French Door 5068 2.5 041 43.5"-" ` '7.5'`-' 1 "� �0 0 `"" 0'' " 0 0 0 0 0 16 Window 3050 2.5 0.1 34.5 18.5 1 0 0 0 0 0 0 0 0 17 Window 2020 2.5 0.1 30 24.5 1 0 0 0 0 0 0 0 0 18 French Door 3068 14 0.1 22.5 2.5 1 0 0 0 0 7 0 2.5 0 19 Window 3060 14 0.1 14 11 1 0 0 0 0 7 0 14.5 0 20 Window 3060 14 0.1 10.5 14.5 1 0 0 0 0 7 0 14 0 21 French Door 5068 34 0.1 3 0.5 1 0 0 0 0 34 0 0.5 0 22 Window 3060 9.5 0.1 16 16 1 0 0 0 0 7 0 16 0 23 Window 3060 9.5 0.1 12.5 18.5 1 0 0 0 0 7 0 12.5 0 24 Window 3060 9.5 0.1 2 29 1 0 0 0 0 7 0 2 0 25 Window 3060 2.5 0.1 10 38 1 0 0 0 0 0 0 0 0 26 Window 3060 2.5 0.1 6.5 41.5 1 0 0 0 0 0 0 0 0 Registration Number: 216-N0168917F-000000000-0000 Registration Date/Time: 2017-03-01 16:45:09 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF111-08252015-744 Report Generated at: 2017-03-0116:40:47 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Kathy Long & Joseph Steck Calculation DatefTime: 16:39, Wed, Mar 01, 2017 Calculation Description: Title 24 Analysis Input File Name: 1604-027 Lang -Steck Solar.xml CFI R -PRF -01 Page 6 of 9 OPAQUE SURFACE CONSTRUCTIONS 01 02 03 04, 05 06 07, 03 04 05 06 Total Cavity Winter Design Distribution Type Construction Name Surface Type Construction Type Framing R -value U -value Assembly Layers 1 .0% DHW Sys 2 - 1/1 DHW Standard DHW Heater 2 • Cavity/ Frame: no insul. / 2x4 Top Chid .0% 2x4 Top Chord of Roof Truss @ 24 Roof Deck: Wood Siding/sheathing/decking Attic RoofZone 1 - House Attic Roofs Wood Framed Ceiling in. O.C. none 0.644 Roofing: Light Roof (Asphalt Shingle) • Inside Finish: Gypsum Board • Cavity / Frame: R-23 / 2x6 • Sheathing/ Insulation: R6 Sheathing • Exterior Finish: Wood R-23 Wall w/ 1 R -Tech Exterior Walls Wood Framed Wall 2x6 @ 16 in. O.C. R 23 0.043 Siding/sheathing/decking • Inside Finish: Gypsum Board • Cavity / Frame: R-21 / 2x6 --R-21-Interior-Knee. Wall InteriorWallsls . Wood Framed Wall 2x6 @ 16 in. O.C. R 21 0.064 Other Side Finish: Gypsum Board . ;`Inside Finish: -Gypsum -Board Ceilings (below' Cavity/Frame: R-9.1 /2x4 R-49 Roof Attic w/Radiant µ,µ attic)... 'Wood -Framed Ceiling 2x4 @ 24 in. O.C. R 49 0.020 Over Floor Joists: R-39.9 insul. �. Inside Finish: Gypsum Board "~ ;^ F Cavity / Frame: R-49 / 2x4 Roof Deck. Wood Siding/sheathing/dec in k g R 49 Roof Attic w/Radiantl Cathedral Ce ilings, Wood Frame' d Cei�ing `; 2x4}@ 24 in R 49 0.031 Roofing: Light Roof (Asphalt Shingle) `! Floor Surface: Carpeted FloorsOver Floor Deck: Wood Siding/sheathing/decking R-30 Floor Crawlspace Crawlspace Wood Framed Floor 2110 @ 16 in. O.C. R 25 0:038 Cavity/Frame: R -25/2x10 BUILDING ENVELOPE - HERS VERIFICATION 01 02 03 04 Quality Insulation Installation (QII) Quality Installation of Spray Foam Insulation Building Envelope Air Leakage CFM50 Not Required Not Required Not Required --- WATER HEATING SYSTEMS 01 02 03 04 05 06 Name System Type Distribution Type Water Heater Number of Heaters Solar Fraction (%) DHW Sys 1 - 1/1 DHW Standard DHW Heater 1 1 .0% DHW Sys 2 - 1/1 DHW Standard DHW Heater 2 1 .0% Registration Number: 216-N0168917F-000000000-0000 Registration Date/Time: 2017-03-01 16:45:09 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF111-08252015-744 Report Generated at: 2017-03-0116:40:47 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Kathy Long & Joseph Steck Calculation Date/Time: 16:39, Wed, Mar 01, 2017 Calculation Description: Title 24 Analysis Input File Name: 1604-027 Lang -Steck Solar.xml CFI R -PRF -01 Page 7 of 9 WATER HEATERS 01 02 03 04 05 06 07 08 Name Heater Element Type Tank Type Tank Volume (gal) Energy Factor or Efficiency Input Rating Tank Exterior Insulation R -value Standby Loss (Fraction) DHW Heater 1 Propane Small Instantaneous 0 0.82 185000-Btu/hr 0 0 DHW Heater 2 Propane Small Instantaneous 0 0.82 185000-Btu/hr 0 0 WATER HEATING - HERS VERIFICATION 01 02 03 04 05 06 07 Name Pipe,lnsulation Parallel Piping Compact Distribution Point -of Use Recirculation Control Central DHW Distribution DHW Sys 1 Cooling hitJ41 s Fan Name Distribution Name :Heat Pump System 1:Air Distribution System 1:HVAC Fan 1:2 Heat Pump Heating arid` .A 4 !t_:, Cooling System - DHW Sys 2 - 1/1 }: �.� `,;- – —�' ------_ !_ – 7 - SPACE CONDITIONING SYSTEMS,.,. - 01 - ' 02 "° . r . f 03 t: 1i U:4 .§ye w 05 06 10 Name 33 Heating HSPF/COP Cap 47 Cap 17 Cooling SEER EER Zonally Controlled SC Sys Name �: '. System�Type,. Heating Umt_Narrie Cooling hitJ41 s Fan Name Distribution Name :Heat Pump System 1:Air Distribution System 1:HVAC Fan 1:2 Heat Pump Heating arid` .A 4 !t_:, Cooling System ill Heat PumP System1 4 Heat Pump .System 1 HVAC Fan 1 Air Distribution System 1 HVAC - HEAT PUMPS 01 02 03 04 05 06 07 08 09 10 Name Type Heating HSPF/COP Cap 47 Cap 17 Cooling SEER EER Zonally Controlled Multispeed Compressor HERS Verification Heat Pump System 1 SplitHeatPump 8 33400 31600 14 11.7 No No Heat Pump System 1 -hers -cool HVAC COOLING - HERS VERIFICATION 01 02 03 04 05 06 Name Verified Airflow Airflow Target Verified EER Verified SEER Verified Refrigerant Charge Heat Pump System 1 -hers -cool Required 350 Not Required Not Required Not Required Registration Number: 216-N0168917F-000000000-0000 Registration Date/Time: 2017-03-01 16:45:09 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08252015-744 Report Generated at: 2017-03-0116:40:47 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Kathy Long & Joseph Steric Calculation Date/Time: 16:39, Wed, Mar 01, 2017 Calculation Description: Title 24 Analysis Input File Name: 1604-027 Lang -Steck Solar.xmi CF1 R -PRF -01 Page 8 of 9 HVAC - DISTRIBUTION SYSTEMS 01 02 03 04 05 06 07 Name Type Duct Leakage Insulation R -value Duct Location Bypass Duct HERS Verification Air Distribution System 1 DuctsAttic Sealed and tested 8 Attic None Air Distribution System 1 -hers -dist HVAC DISTRIBUTION - HERS VERIFICATION 01 02 03 04 05 06 07 08 Name Duct Leakage Verification Duct Leakage Target (%) Verified Duct Location Verified Duct Design Buried Ducts Deeply Buried Ducts Low -leakage Air Handler Air Distribution System 1 -hers -dist Required 6.0 Not Required Not Required Not Required Not Required -- HVAC-- FAN. -SYSTEMS. 4", _ 01 01 i, ; 02. 03 04 Name ' ' Type Fan Power (Watts/CFM) HERS Verification HVAC Fan 1 Sirigle Speed PSC Furnace Fan 0.54 HVAC Fan 1 -hers -fan HVAC FAN SYSTEMS - HERS VERIFICATION4 ' 01 02 1 i ny t 01r� •, '� X02 } J dzbg 03 Name $^t J.. "' IAQ Watts/CFM . , Ver°ified Fran WattDraw Required Fan Efficiency (Watts/CFM) HVAC Fan 1 -hers -fan SFam IAQVentRpt Required 0.54 IAQ (Indoor Air Quality) FANS 01 02 03 04 05 06 Dwelling Unit IAQ CFM IAQ Watts/CFM IAQ Fan Type IAQ Recovery Effectiveness(%) HERS Verification SFam IAQVentRpt 40.49 0.25 Default 0 Required Registration Number: 216-N0168917F-000000000-0000 Registration Date/Time: 2017-03-01 16:45:09 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CFSR-08252015-744 Report Generated at: 2017-03-0116:40:47 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Kathy Long & Joseph Steck Calculation DatefTime: 16:39, Wed, Mar 01, 2017 Calculation Description: Title 24 Analysis Input File Name: 1604-027 Lang -Steck Solar.xml CFI R -PRF -01 Page 9 of 9 DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. 1 certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: Documentation Author Signature: Adrian Starr Company: Signature Date: A 5 Starr Energy Corporation 2017-03-01 16:45:09 Address: CEA/HERS Certification Identification (If applicable): 2809 Bechelli Ln. City/State/Zip: Phone: Redding, CA 96002 530-275-3350 RESPONSIBLE PERSON'S DECLARATION STATEMENT I cettify-the following-under-penalty-of.peryury, und� er the laws of the State of California: 1. 1 am eligible under Division 3 of the Business and-Professions-Code-to-accept.responsibility for the building design identified on this Certificate of Compliance. 2. 1 certify that the energy features and performance specifications identified on this Certificate of Compliance conform-to-the-requirements_of Title 24, Part 1 and Part 6 of the California Code of Regulations...v�- 3. The building design features -or system desigrrfeatures identified on'this Certificate of Compliance are consistent with the information provided on other applicable compliance documents, worksheets, calculations, plans and specifications submitted fothe enforcemen�tagency four approval,with permit application. Responsible Designer Name: t 11 'ResponsibleDesigner Signature: Adrian Starr , Company: °"� Date.Signed:` W.af 2017-03-01 16:45:09 A 5 Starr Energy Corporation Address: License: 2809 Bechelli Ln. N/A City/State/Zip: Phone: Redding, CA 96002 530-275-3350 Digitally signed by Ca/CERTS. This digital signature is provided in order to secure the content of this registered document, and in no way implies Registration Provider responsibility for the accuracy of the information. Registration Number: 216-No168917F-000000000-0000 Registration Date/Time: 2017-03-01 16:45:09 CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF111-08252015=744 ❑N I: no Easy to Verify at CaICERTS.com HERS Provider: CaICERTS inc. Report Generated at: 2017-03-0116:40:47 � .3 ./ BII�S';�- _y�'11� fy'y�-�A w .•. t ' { ' ' . 383 Rio Lindo Ave Chico, -CA 95926' `. T (530)'592-4407 www.summitchico.:.com - �tr�uctural .Caiculati®ns dor., _ Clients: - ` ' ' • Joseph Steck and Kathy Long' - Project' Steck-Lang Residence (Plan 1611) .Owner Changes (Delta 4) ' - 4249.Keefer Road, Chico, CA , coumff IFS 211-2017 , •F, ` '. • .71LD<W1lM +. ` • •.1, ! .• - ^ I 1 C 7 ERMIT #y BUTTE COUNTY DEVELOPMENT SERVICES C W EV ED FOROF .Note Summit Structural Design (SSD) is „not', responsible .for on-site inspection to assure compliance withthe,standards, sizes,.materials;•or.workmanship specified herein. SSD, is. riot responsible for any structural element or system not specifically noted in .this set '6f 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. - - +•* •. tiy, 4'Si t � �N. rt � ...a,! •• _"1�`. i * � s F �, j � I I� ` e' Co d 0 N O N Q O N O N d iE._51Es65: O "ALL NON- O 10VABLE N ;v -FLOW 4— :VENTION H5 /ICE5. GPC 603 T. SERVICE; SMP SERVICE -EAR OF OR WINDOW 41N. - 1'S" MAX. ZM_LOGATIO.N' t 2 POLES - b• WALL Z TP, 1.5 P Ob SPS. wTl 'iv 111'- N_.Y3RID EL G_TRIG_N1.H,.: (L w LUS 43kn co PTAGLE 4 LI HT NEAR THE <kn vF ®J TOP t SPLASH OATH lu I- G,E1N m uj TILE FLOOR N IL BACKING -FOR o N TOWEL BAR ® 44- 2650 10'-2` BEDROOM #2 WOOD OR RESILIENT FLOOR SEE ENVIRONMENTAL NOTES 10- 1 2. PROVIDE 1 BEDROOM WINDOW WITH A MIN. NET CLEAR OPENING OF 5.1 SOFT. E. XCEtLIPN: GRADE FLOOR OPENING CAN HAVE A MIN. NET CLEAR OPENING OF 5.0 SOFT. SILL�(Ej6HT; MAX. 44' ABOVE FLOOR M�N�PENING_HEIGHT: 24'. MIN.,_.O_PENING_ 3'VI,_T-: 20" I`Y LAUND,*Y I I "1}.��L �� TILE FLOOR , _ II OOD 68 I1b*'x5` TYP. W,,�EXP. POST WOODSTOVE: FLOOR _ _ _ INSTALL AS PER MF6.-5PEG 6' inALL )'VOOJ;-�STOyE, SHALL COMF PHASE 11 EM155ION LIMITS W APPLICABLE. W00+25TO 1/2 WALL+42" COMPLY ORDNANGITS APPLICABLE OF020 SKYLIGHT•' j/ I W/ WOOD GAP I —YE 2060 WELL to GLC. � 1 _ I a JOTNL_F 3.10, aN2Q-1 G PBURNIN TILE' I OR EcyUIN AL• STALL FLOOR i m MFG.1I��PECS ui r~ owl-, I z p 111 _ JLATT�G„PASSAGEWAY: N 0 _o W PROVIDE UNOBSTRUCTED. SOLID 4 10” ')FLOOR NOT LE55 THAN 24' WIDE x (-q,/ _ I LESS THAN 20' IN LENGTH, FROM I TILE HE/ n V \ ACCE55 TO HVAC UNIT. 2015 GMC 1 5 --TION 904.1 1.3. O �w u " 7 J I O 0 J O 30505H 30505H �- O\ COVEREP PO CONCRETE SLAB FLG b"x b" STUCCO W LL5 4 TBG POST N6/ PBS �+ 118" RAILING -SEE EXTERIOR ELEVATIONS 5'- G" L 3'-6" L :2--1 1- 1_ :2--1 GAS W/ KITCHEN TILE FLOOR REF SPA_C GRANITE. ±31' 1.5 GPM W/ H2O HOOKUP TOP a SPLASH 60 P51 SINK 4 DISPOSAL I` 111'- N_.Y3RID EL G_TRIG_N1.H,.: 41 J IDE WATE HEATER MOT W/ 30'x30"OING PRfl, PLATFGARM. PROVIDE PTAGLE 4 LI HT NEAR THE wo (; W/ A 5WITGH L G,E1N PROVIDE >NATER TIGHT. CORROSION -RESISTANT PP BENEATH WATER HEATER W/ NOT LE55 THAN 3/4 -DIA. DRAIN. C (wv ltiPL� '_•".SKYLIGHT NOTE: BOTH SKYLIGHTS TO BE OPENABLE BY REMOTA--�� CONTROL. ADD STUD DIRECTLY IWO BELOW EACH TRU55 AT \ HATCHED LOCATION. GAS W/ KITCHEN TILE FLOOR REF SPA_C GRANITE. ±31' 1.5 GPM W/ H2O HOOKUP TOP a SPLASH 60 P51 SINK 4 DISPOSAL W-! ull M wo IWO �o�i s 7 N u .A N A .—.---'7 I ------------ --- I'll I.I UII I� o :2P p II O tfil N S p A I i ..•I N rn .r z ;Ulu pi n;0 p �D r I I'II ''II o o d I I 4.- q., c Dz U1 N I. N II N :2P p O tfil N 2020 SKYLIGHT �] A\ • 6oT-r F �•�'SW � I.f NOTE: 30" ) MAXIMUM WEIGHT OF A.U. 8 AGGE550RIE5 15!250 LB5. r �RUS� r5�, _ t ;� I NN1L 6a)Tf, CNON o OIL _ F GL TC 6"x 12" DF#2 DRAG TRUSS: LSTfa 1,.8__STRAPS 2800# PER 6/5D3 SD3 TYP. P05T b"x6" P05T ` b"x 1 2" OF#2 W/ EPGZ Wr7l/ EPGZ 30' YIN I20 N x I CONNECT TO F 1 YARD DRAIN SD3 p a I I M-01, PITGH ROOF PLAN 5T 4y ��~��':..2�4 i .) SEE TYPICAL p::%.iXXXvy XYX XXX VXY, >'YYYFXY XYY nn SHEETS SGALE: 1/4" = 1'-0" I� I`� �. ����� 2.) TYPICAL �- I (3) #4 X S-0' DOWELS WITH CORNER WHERE 0000RSI 6' EMBED IN SIMPSON ET EPDXY, LOCATE AND AVOID ALL (E) REINF. PRIOR TO DRILLING (E) FOUNDATION AS OCCURS\ ./(N) FTG PER PLAN EQ I. EQ I (2) #3 TIES TYPICAL NEW FTG TO EXISTING FTG DETAIL 10 NO SCALE e S D Z 383 Rio Undo Ave. STECK-LONG RESIDENCE 1/19/17 Suite 200 P.S 0,C 95926 2.4407 4249 KEEFER ROAD P. 530.592.4407 � SummltChlco:com CHICO, CA IifJob Truss Truss Type: - .Oly Ply Steck 8 Long .-• ........._...- 847._3.__ 1• --07 �� R47s�51%8 - 1604.078 A05 Common 1 � t SYSTEMS FLUS CUMBER CO, .ANDERSON, CA 7.840 s Sap 29 2015 MITek Industries, Inc. Fri Apr 22 07:14;34.2016 Page 1 • ID:pHRfrLxHC61 PgxC4yypnVWcODE7--8WXMWIIIsYPc0yCm5eIWrHYAa91rKBxdAwNgmzOCnip -6.0 7.9-8 14.9.4 20.1.10 25.6.0 33.8.12 4_1.11-8 51-0-0 53.6.0 2 8.0 7-9.8 -F 6-11.12 -- —5-0- 1 5.4.6 � - I � 8.2-i- 2 � B-2-12 � 9-0.8 -0 Scale 6-0 ' 4.00 F12 6x6 = Scale = 1:92.0 V - N M 45•= 2x4 11 AA R 3x5 = 'AB P 3x6 = 3x5 = 2x4 it 3x6 3x6 = 3x8 = LOADING (psf) SPACING- 2.0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.25 I TCDL 10.0 Lumber DOL 1.15 BC 0.39 BCLL 0.0 ' Rep Stress Incr YES WB 0.91 BCDL 10.0 Code IBC2012/TPI2007 I (Matrix -M) 1 DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) -0.08 M -Z >999 240 MT20 220/195 Vert(TL) -0.29 M -Z >999 180 Horz(TL) 0.03 K n/a n/a 4x5 = Weight: 291 Ib FT = 20% IU? 0 LUMBER- ex th BRACING. TOP CHORD 2x6 DF SS G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4.DF Stud/Std G 6-0-0 oc bracing: Q-S,P-Q. WEBS 1 Row at midpt F -P, G -P, H -P, J -N �MiTek recommends that Stabilizers and required cross bracing l ' be installed during truss erection, in accordance with Stabilizer REACTIONS All bearin s 10-11-8 t 't -I - - 8(LG0_guld@ _ ---"" -" -"'- 9 cep u - ang ) B-0-5-8, K-0-5-8. (Ib) - Max Horz B=151(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) Q except 8=-171(LC 4), S=-173(LC 8), P=-280(LC 5), K=-235(LC 5) Max Grav All reactions 250 Ib or less al Joints) except B=602(LC 19), S=816(LC 19), 0=257(LC 21), P=2148(LC 1), P=2148(LC 1), K=894(I.0 20) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less, except when shown. 9 �� TOP'CHORD B -C=-527/85, C -D=-48/630, D -E=0/690, E -F=0/781; F -13=0/1019,t =0/1019, G -H=-8/1009, It I -J= -287/137,)-K=1287/264 BOT CHORD 84=-133/481, S -T=-133/461, S -AA= -539/153, R -AA= -5391153, Q -R=-539/153, Q -AB= -696/237, P -AB= -696/237, M -N=-14911171, K -M=-14911171 WEBS C -T=0/296, C -S=-927/198, D -S=-353/178, D -Q=-299/121, F -Q=-155/282, F -P=-371/112, G -P=-982/118, H -P=-1267/281, H -N=0/626, J -N=-1043/223, J -M=0/336 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25Ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; 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 1-0-0 wide will 'fit between the.bottom chord and any other members, with BCDL = 10.0ps1 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) Q except (jl=1b) 8=171, S=173, P=280, K=235. 7) "Semi-rigid pitchbreaks with fixed'heels" Member end fixity model was used in the analysis and design of this truss. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. WARNING - Vorfry design poramefors end READ NOTES ON THIS AND INCLUDr-D MITEK REFERENCE PAGE M11.7473 rov. 10/OJ/2015 BEFORE USE,v Design valid for use only with NU'Tek^O conneclors. This design is based only upon parameters shown, and Is tar on individual builUng corirponenl, 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 Indlvldvol truss web and/orchord members only. Additional lomporory and permanent bracing is always requirod for stability and to prevent collapse wilh possible personal injury and properly damage. For general guidance regarding The fobdcolion. slorago, delivery. a+eclion and bracing of trusses and truss systems, se ,ANSI(TPII Quality Criteria. DSB•89 and SCSI Building Component e Solely Information ovoilaMe from Truss Plate Institute. 218 N. Lee Street. Suite .312. Alexandra. VA 22314. Q�pFESS/ONS( . ONIO yF�yc/ C 7642Of 8 t7 L EXP 12/31/2016 rn t civo- �For- CAI - April 22,2016 9�ii�lfd MiTek' 7777 Greenback Lane l7 COMPANY PROJECT `/A\ / Summit Structural Design o o d V V O r k S� Feb. 17, 2017 14;46 .SUf)WAAF'!•UR 1VUUl1 DF.SfGN. (N) Bm Above Old Entry Design Check Calculation Sheet Woodworks Sizer 10.1 Loads: Load Type Distribution Pat- 'Location (ft) Magnitude Unit 0.08 168 'total tern, Start. find Start. End 0.07 = <L/999 Load/ Dead Point negligible 3.96 300 lbs Self -weight Dead Full UDL E' 1.6 million 1.00 4.6 plf Maximum Reactions (lbs) and Bearing Lengths (in) : 7'•11" Unfactored: Anal sis value Design value Dead.168 Shear fv 13 Factored: 0.08 168 'total 168 fb/Fb' = 0.40 Bearing: 0.07 = <L/999 1f,8 Length 1.00" negligible Min re 'd 1.00' 1.U0" 'Minimum hparinn Ipnnfh cpuinn „ep,o �^ r,,, e..a ..�.....,.a.. 1.00 Lumber -soft, D.Fir-L, No.2, 4x6'(3 -1/2"x5-11/2") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 7'-11.0"; Lateral support: top= at supports, bottom= at supports; I Analysis vs. Allowable Stress (osil and DPflPctinn (in) Kdn -- C ri te rion . Criterion Anal sis value Design value Anal sis/Dost. n Shear fv 13 F'v' = 1.6208 0.08 Bending(+) f.b - 423 Fb' = 1053 fb/Fb' = 0.40 Dead Defl'n 0.07 = <L/999 1 Fb'+ 900 0.90 1.0.0 Live Defl'n negligible 1.00 1 Total Defl'n 0.11 = L/072 0.39 = L/240 0.28 Additional Data: FACTORS: HE (psi) CD CM C CLCF Cfu Cr Cfrt Ci C:n LC If FV. 180. 0.90 1.00 1.00 - - - - 1.00 1.00 1.00 1 Fb'+ 900 0.90 1.0.0 1..00 1.000 1.300 1.00 1.00 1.00 1.00 1 Fcp' 625 - 1.00 1.00 - - - - i.00 1.00 - E' 1.6 million 1.00 1.60 - - - - 1.00 1.00 - 1 CRITICAL LOAD COMBINATIONS: Shear : LC 91. - D only, v - 168, v design 166 lbs Send ing(+•): W If 1. - D only, M = 62.3 lbs -ft Deflection: LC fil - D only (total) D=dead L -live S=snow W -wind I -impact Lr.=roof live Lc=concentrated E-earthouake All LC:s are listed in the Analysis output Load combinations: ASCE, 7-10 / 1BC 2012 CALCULATIONS: Deflection: EI = 78e06 lb -int "Live" deflection - Deflection from all non -dead .loads (live, wind, .snow.:.) - Total. Deflection - 1.50(Dead Load Deflection) > Live Load Deflection. Design Notes: 1, Woodworks analysis and design are In accordance With the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2,. Please' verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 383 Rio Lindo Ave, Chico, CA 95926 p. (530) 592-4407 www.summitchico*.com Structural Calculations For: Clients: Joseph Steck. and Kathy Long y Project: Steck-Long Residence (Plan 1611) - Owner Changes (Delta 2) Address_ �G 424.9 Keefer Road, Chico, CA BUTTE COUNTY FESSIO NEore�� JAN 2 0 2017 � + lt5 t d DEVELOPMENT a3 C i 88 ;� SERVICES EXP. 01� y'j� PERMIT # ' BUTTE COUNTY D CE �l. •P VIE R FOFCAI-tiF� RE �l..lA DATE===- Note: Summit Structural Design (SSD) is not responsible for on-s.ite inspection to assure compliance -with the standards, sizes, materials, or workmanship specified herein. SSD is not responsible for any structural element or system riot specifically noted `in this set of specifications/calculations unless authorized in writing by SSD. Workmanship shall be of the high.est quality and inall cases shall follow accepted construction practice, the latest edition of the California Building Code, and local building department standards. i F� I� copy Plan Changes (Clouded) WT. t.6.P . .FLOOReOv TYP INSTALL AS PER N .S. SPECS. n 0 - e- L _OQQS!0_lE SHALL COMPLY WIT. V.S. EPA J O %r a' PHASE'. 5.*SyON UMITS NHERE OrV U;.. 613CNITE�9.6' _ j ij / 1 I aPPLZABLE LYQODSJOYES. SHALL ALSO TOvagpLA9w 1/�.�,J��(',At-q1' 42• NPLY WITH APPLV.ABLE LOCAL _ •, W Q mj6.Y BATH "� Q 20205KYLKSHT'• Q / l' I W/YiGfOIDbAP RDINANCES. _ 6•x6• . n a TILE FLOOR 2060 WELL o GLC. ' ^ BACKINb FOR _ J ? ,/ / / 9 JOT L.F 370 WO/ P$S < TCWEL BAR o a4- EN Y = ry ~ o a TIL ,/ - q OR - _IN INSTALLED PER OR AL, INSTALLED PER O -- 68 .FL OR I 0 nFb. 'CS N 2680 Q. W jf/ ATTIC PASSAG AY_ \ , N ,S O / v, •_p PROVID LH069TRVG =D.sOUD 10'-2•O 4 10• O N •1 FLOOR Or LESS THAN r NIDE x / LESS THAN:20' IN LENGT FRON I TILE HEARTH aZ0' t) T ' ACCESS TO HVAC U T. 2 f 9'CMC _ Q SECTION 404.1'1.9: _ I — '•v 5068 Q _ _ _ _< _ c,�_LUG Q — BKEAK' — ONE LITE 3068 ry BEDROOM #2 A SAEELX WOOD OR N.i�JP FLEG.IRI .... N,: . Q 3'-0• GLESS 1 RESILIENT FLOOR mot—ED Ar 0- L •7? In DOORS - Q MOUNTED W ATTIC Al O'x9 m . Q. ry O SEE EFYIRONYENTAL NOTES 10-.12. WORKLNG PLATFORK PROVID « R.SCEPTAGLEa L'6MT NEAR TME � n / N _ y 71 Q m QO d N TILE FLOOR .I O W Au PROVOE NATER TLSI.T. '` = 6BAN¢E..i9.b_' ¢ 9008 30505+1 3050SH NT NET CLEAR OPEKU:b OF 5.1 5CFT. .O -a j CORROS:ON.•R-SISTANT'PAN H MASTERBEDROOM TDP.sP gH �e v° /� O Cx O �6 -.Q WOOD OR < , DINING AREA 4 e L ONE LITE wOSE,BJB65: ry HAVE AN .WET CL AR OP NIN& = - .. Q J A NOT LESS,TNAH 9%<' DIA O - RESILIENT FLOOR WOOD OR rp' I SAEFlY ' O ry T V ^ DRAIN I O Q SEE ENVY ONMEKTAL NOTE ES 10-11. �p s BaCKFLCW 'bLA-55'-I !MCEEKSbJ.!EI6KTi 24•. !+M.,OPEp1LIbl+IDS11:-20' f`I $5 �� n. O _ O IPREVEXTbN I DOOR I m ��-�� BOTNSKYLt6NTs?0 9E NOTES1 1. /6 Ob' -9- 1'-11-. 6'-4 1/2' M BONeLLBAR: 0 A4 6FORv D.g_TEBFaS@bV.ST:/ OPENAs E O In In . E 9V5,LIN.GjS; -• PROVIDE 4'W4. MOISTURE eXNA1iST KITCHEN TILE.FLOORm m TERMR:ATe ^:TAPER I D'KT YIRH BACK -DRAFT DA = I � 2'-3- 5_r. 2r-3• O 1 T OUTSIDE Of THE I - t.b'6PMO THE MAXMW LENGTN FOR HE n n c.Y eE m 3050�.aH 30505+1 - BULD:NGN/ BAG.. DRAFT EI -PASS DOORS bsE{E•9l • I TO_ SPLASH SO P51 ry - �` �.^• Y , DRYER EXNAVST DUCT5 i<FEET - N/ 2 eLSOW5. Y IL I .F = O ♦µ Dav_eERS 5068 • (� L NORM PIASHEK DRYCR • i - 68 '$PAGE VENT TE ?I( I In L-e.o' �• IR 'Wt LIVING RePOM "' GL05ET _ GRANITE TOP } WOOD OR .. 20205KYL*M" IvrER10R BEwRnib" RESILIENT FLOOR .. -: 2060!'rLL C OIb. Y+ALL rGR05A/� .SL'eNVI¢OxneNTAL NATCNEDJ NOTES 10-12. 0 Sg7g r.G. 25NELVES POLES Ort B "HA1rL 1 LAUND . Y dB TILE FLOOR rVr B'zBXP; 57 I OI" b'NM1L WT. t.6.P . .FLOOReOv TYP INSTALL AS PER N .S. SPECS. n 0 - e- L _OQQS!0_lE SHALL COMPLY WIT. V.S. EPA J O %r a' PHASE'. 5.*SyON UMITS NHERE OrV U;.. 613CNITE�9.6' _ j ij / 1 I aPPLZABLE LYQODSJOYES. SHALL ALSO TOvagpLA9w 1/�.�,J��(',At-q1' 42• NPLY WITH APPLV.ABLE LOCAL _ •, W Q mj6.Y BATH "� Q 20205KYLKSHT'• Q / l' I W/YiGfOIDbAP RDINANCES. _ 6•x6• . n a TILE FLOOR 2060 WELL o GLC. ' ^ BACKINb FOR _ J ? ,/ / / 9 JOT L.F 370 WO/ P$S < TCWEL BAR o a4- EN Y = ry ~ o a TIL ,/ - q OR - _IN INSTALLED PER OR AL, INSTALLED PER O -- 68 .FL OR I 0 nFb. 'CS N 2680 Q. W jf/ ATTIC PASSAG AY_ \ , N ,S O / v, •_p PROVID LH069TRVG =D.sOUD 10'-2•O 4 10• O N •1 FLOOR Or LESS THAN r NIDE x / LESS THAN:20' IN LENGT FRON I TILE HEARTH aZ0' t) T ' ACCESS TO HVAC U T. 2 f 9'CMC _ Q SECTION 404.1'1.9: _ I — '•v 5068 Q _ _ _ _< _ c,�_LUG Q — BKEAK' — ONE LITE 3068 ry BEDROOM #2 A SAEELX WOOD OR N.i�JP FLEG.IRI .... N,: . Q 3'-0• GLESS 1 RESILIENT FLOOR mot—ED Ar 0- L •7? In DOORS - Q MOUNTED W ATTIC Al O'x9 m . Q. ry O SEE EFYIRONYENTAL NOTES 10-.12. WORKLNG PLATFORK PROVID « R.SCEPTAGLEa L'6MT NEAR TME � n / N _ y 71 Q m -4 L-4.0' d >p . Q. ry O SEE EFYIRONYENTAL NOTES 10-.12. WORKLNG PLATFORK PROVID « R.SCEPTAGLEa L'6MT NEAR TME r N _ IT UNN/ A S11R.GN TOT Tn 'PA95A6ENAY. Q m HD 55�8 PROVIDE I BEDROOM Y INDOK nITH A O W Au PROVOE NATER TLSI.T. '` = r Q NT NET CLEAR OPEKU:b OF 5.1 5CFT. .O -a j CORROS:ON.•R-SISTANT'PAN - Z . O Cx O �6 BENATNNATER.IIEATERN/ t ewgw.NGt I < , DINING AREA m wOSE,BJB65: ry HAVE AN .WET CL AR OP NIN& = - .D J A NOT LESS,TNAH 9%<' DIA O - W WOOD OR m ' INSTALLNON- REMOVABLE O ry oFS.O,50FT. 9!LL,t5*&l:W KA4'ABOVE FLOOR V ^ DRAIN I O RESILIENT FLOOR BaCKFLCW !MCEEKSbJ.!EI6KTi 24•. !+M.,OPEp1LIbl+IDS11:-20' _ H TOTE: Z- - BEE eNVIROHNEHTAL '10. O ' IPREVEXTbN N9' ��-�� BOTNSKYLt6NTs?0 9E NOTES1 1. Q1 .. DEVICES: CPG bO3 OPENAs E In BY REKOre CONTROL KITCHEN TILE.FLOORm m I � 2'-3- 5_r. 2r-3• O 1 ADD STUD DIRECTLY , t.b'6PMO &EE✓`PN OE m n c.Y eE e. 3050�.aH 30505+1 - 9ELOn EACH TRUSS AT cr HATGMED LOCATION. bsE{E•9l • I TO_ SPLASH SO P51 W/ -«2a OOKaN - HQUZ i8 ♦ b NG ScI-(-E N4'CE F 0�1 N� Ai So �5 51�•i-�L. Co af.. $ W 'f 46 Fk-r.'S a r '�y" o.c. i�., Pati � I sot 7 �.. .,.d - UNDATIOV t` s ACCESS I _. _._..... ., ---I • . , ��-. 1 .r [ .. j -- �—�__ i E.,I I I tr 7 CONFIRM LOCA N FLOOR A ECT AL OF �. �'; I LI y I U I OUTLETS I _— I , - .i I�'� I,I -S�DI1( I'I j D 2 �ry TYP ' .�-5. 5.. '�-_0.�� '!: 5 •_ 5—V.2 52 ._O. S 5DP.R_IFOERa -6 ,_2. ' �IIIII tr O��'f 1 FV i P'SY :_., -• O" - �5-/- 'q FOUND IO 55 gqP2 TII1iII N z x6.. TYPICAL TY7P TT�Ii�L 1-IIIIIIII = . • ILiI tIIl"lI _-S - \\, Ij- �O�.. i 5 R IIItII O�p�l GOi($4R.E $L1OZ-CTKMStG WITN 16-SGUA -x III�II1t 1IiIIl(i Psp'- . FOOTING - TYPICAL K3 FV ynS low b N FV I; m I I• I I I 2 TYPSSTB,b a� ri 5'- � 5•_ . 13/4'PLYY4OOD: Te'G OVER!I 2'X&7 DF -2 FLOOR J015T AT 1 6 6/6 --TYP. FV Nt NG ScI-(-E N4'CE F 0�1 N� Ai So �5 51�•i-�L. Co af.. $ W 'f 46 Fk-r.'S a r '�y" o.c. i�., Pati � I sot DO"NSL'OU_T. GOVM�T TO rAR7 pRAIX LSTA_7_8 STRAPS PER 6/509 Aob ?rwj.ssts "MusScs 'fla�S ar"tr- PPtiTSQ � �.boF P(,P•J N) Sc.nt LIMA M9LA—AQ S u—Z BM TO: BM4 AT SPLK-E \5 1/2'X 1 PON_LN5POUT co—ec- TO Y—V TRAM MBJA3-O_5 & 5M TO TOP `PLATE, AND LSTA 1 H 5TRAF PER 6/SD9 6'x8' DFa2 1 TYR U.N.O. s 111L. 01'„ 38 3 Riolindo Ave. Suito:200 STECK—LONG RESIDENCE Chico. °9295926P. 530.592.'4467 4249 K E E F E R ROAD SummftChico.com C H I CO, CA 3 SD2 12/21/16 NOTE: WHERE CRIPPLE STUD LENGTH IS LESS THAN 14",, CRIPPLE WALL SHALL BE FRAMED WITH SOLID. BLOCKING. WALL FRAMING PER PLAN. SOLE NAILING PER 6/SD'1 -. (3) 8d TOENAIL PER F.J. PLYWOOD AND NAILING PER PLAN 1 i2X SOLID BLOCK A35 CLIP AT Q.C.-•0" O.. � `� , I a LOCK SOLID AT POSTS AND MULTIPLE STUDS - TOP PLATE PERS 9/SD1 FLOOR JOISTS P'ERPLAN LAP CRIPPLE 'WALL FRAMING TO, 6" ON CENTERLINE OF GIRDER MATCH WALL FRAMING ABOVE WITH (4) 16d CLINCHED (2) #4 CONT. BOTT. P. T. DF SILL AND AND (1) #4 CONT. TOP A.B. PER 3/SD1 8" M 6" .12" . 311 00 CLR. SPREAD FOOTING PER 1211 PLAN WHERE OCCURS TYPICAL INTERIOR FNDN DETAIL REVISED NO SCALE 111L. 01'„ 38 3 Riolindo Ave. Suito:200 STECK—LONG RESIDENCE Chico. °9295926P. 530.592.'4467 4249 K E E F E R ROAD SummftChico.com C H I CO, CA 3 SD2 12/21/16 LAP VERTICAL BARS 2'-0" WHERE BARS ALIGN WITH SLAB REINF., LAP VERTICAL BARS 3'-6" WHERE BARS DO NOT ALIGN WITH' SLAB R.EINF.\ 4" CONCRETE SLAB WITH #4 AT 24" O.C. EACH WAY AT MID—DEPTH OF SLAB CLEAN, PROPERLY COMPACTED GRAVEL—SAND BACKFILL BY OTHERS, TYP' 4" fc'= 2.5 KSI #4 AT 12" O.C. . fy= 60 KSI HORIZ., #4 AT 24" 0. C. VERT. (2) #4 CONT. BOTT. WATERPROOFING AND DRAINAGE BY OTHERS,, TYP 12" 8O TAII COLUMN PER PLAN, WHERE OCCURS, SEE NOTE 7' POST BASE PER PLAN, WHERE OCCURS, SEE NOTE 7 ROUGHEN SURFACE' 1/4" AMPLITUDE SHORING BY OTHERS DURING BACKFILLING AND COMPACTION AND UNTIL SLAB REACHES 4" 75n STRENGTH( 8'—.0" MIN. - COMPACTED FINISH GRADE -3" Y MIN SPREAD FOOTING PER PLAN WHERE OCCURS 12" L3" CLR, TYP s X Q s CV 0 w J J 9 NOTES: 1.) FOOTINGS SHALL BE LEVEL AND BEAR ON CLEAN, UNDISTURBED SOIL. 2.) FOUNDATION MAY NOT PERFORM AS INTENDED AND MAY, FAIL UNLESS STRICT ADHERENCE IS MAINTAINED IN ALL. ASPECTS. OF DETAIL REQUIREMENTS. 3.) PROPER CARE MUST BE TAKEN TO DRAIN WATER UNDER THE SLAB TO PREVENT BUILD—UP OF WATER BEHIND RE"fAINING WALL. 4.) MINIMUM REBAR SPLICE LAP LENGTH IS (60) BAR DIAMETERS U.N.O. 5.) SLAB. SLOPE AND ELEVATION AS REQUIRED PER ARCH (2--g",MAX WALL HT). 6.) GUARDRAILS AND HANDRAILS BY OTHERS. 7.) PROVIDE 2" MINIMUM SIDE COVER FROM EACH EDGE OF COLUMN BASE TO EACH EDGE OF SLAB. SLAB -ON -GRADE AT PORCH DETAIL (REVISED) F7' NO.SCALE 383 Rio Undo Ave. -410, "4 Suite 200 Chico, CA 95926 P. Summit hico.c7 SummitChico.com STECK-LONG RESIDENCE .4249 KEEFER ROAD CHICO, CA SD2 12/21/16 Summit Structural Design Cantilever. Retaining Wall Design Project: Porch Comments: 2,75' Retaining Wall Date: 12/21/2016 Overturning Safety Factor Sliding Safety Factor,. unit Toe Soil Bearing: 9 3 1 4ksf 7„ Heel Soil Bearing' s 000; ksf Soil Pressure Length Weight xbar ybar Input L►tLidsh b_ejght D_ePJh.. (pit) .it ft Wall 8.0 in 2.7.5 - ft 150 0.6.7 1.38 Footing 1..25 ft 1'2:0 In 1.50 0.63 -0.50 Key 0.0 in 0.0 in 0 0,00 -1,00 )Rind Height xiN- Lr_ Y -12-M Vertical Load, at top of wall (k) 0.15 0.67 2.75 Moment at top of wall (k -ft) 0:0. 0.67 2.75 Add'I Hor. Load 1 (k) 0,0-00 0.00 ft - 0.00 Add'I Hors Load 2 (k) 0.0 .0..0 ft 0.00 Add'I Hor. Load 3 (k) 0.0 0.0 ft -- 0.00 Add'I Hor. Load 4 (k) 0.0 0.0 ft - 0.00 Add'I Hor, Load 5 (k) 0..0 .0.0 ft. -- 0.00 Uniform :Surcharge (psf) 0.,0 0.0 ft -- 0.00 Active Soil -Eq, Fluid Wt. (pcf) 35 2,75 ft Wt: 110 pot Passive Soil - Eq. Fluid (pot) 200 0.25 ft Passive Soil - Uniform (psf) 0.0 0.0 ft Sliding Friction Coeff. 0.30 Overturning Safety Factor Sliding Safety Factor,. Toe Soil Bearing: 9 3 1 4ksf 7„ Heel Soil Bearing' s 000; ksf Soil Pressure Length nrwmenis Wall Mom. @ Base of Wall 0 12i kip - ft Toe Moment 103;'kip ft Heel Moment ,,.kip -ft (Positive = Right hand Rule) 'Overturning Moment 0:31 k ft Righting Moment :;0;54 k -ft Slidin " '4;q 9' Force �, y � 246 # Resisting. Force # LSur —� H T as COMPANY PROJECT Summit Structural Design WoodW-Orks© May 2, 201614:57 SOFrIYARE FOR 7VOOD Des1 . 85� Design Check Calculation Sheet WoodWorks Sizer 10.1 Loads: Load Type Disrr'ihut.ton Pat- Location Ift) 'Magnitude Unit 2399 2; :torea: 23 -oral tern Start End Start End :mgth 1,.40 Loadl Dead Ful. Area 0.05 = - i8.00 132.00) ps 1'oad2 Wind C&C Full Area 0,.25.= L/360 20.00.132.001• psf 0.12 Load3 Roof constr. F'U t.1 Area .0.:33 20.00!9?...i�Ul' psf Self -weight ht Uead Ful'! UDL 14.7 Int Maximum Reactions (lbs) and Searing Lengths (In) factored• Anal sis >ea'd 2213 J1nd :2399. 21 toof L.lve 2399 2; :torea: 23 -oral 5092 iring: 50 :mgth 1,.40 .n re 'd. 1.48 1. Timber -soft, D.Fir-L, No,2, 6x12 (5-112"x11.1/4") Supports: All - Timber -soft Beam, O.Fir•L No.2 Total length: T-6.0": Lateral support top=. at supports, bottom= at suppons; Analysis vs. Allowable Stress In --,ill anri Heil.&•- it. % Criterion Anal sis Value Desi n value Anal'sis/Design Shear tv = DO Fv 212 fv Fv' - 0.38 tlendinO t+1 fb 865 F'b' = IOU(; fb/Fb' = 0..00 Dead Defl',n 0.05 = <L/999 Live Defl'n 0.05 01/999 0,.25.= L/360 0,22 Tota:"Defl.'n 0.12 L/719 0.37 - L/2.40 .0.:33 Additional Data: F;,c,rORS: F/E(psi)CDCm Ct CL CF Cfu Cr Cfrt Ci, Cn LC II Fv' l70 1.25 1.00 1.00 - 1.00 1.00 1.00 2 F:b' 875 1.25 1.00 1.00 0..993 1.000 1.00 1.00 1.00 1.-00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - y 3 Einin.' O.A7 :ni 11 ion 1.00 1:00 - 1.00 - ,1 CRI+ICAL LOAD COMBINATIONS: 'Shear : LC 102 - D+LI, V. - 4537, V design 33.06 lbs ' Bending!+j 'LC '02 = D+Lr, M = 8364 lbs -ft Daflectip. LC 117 6+,75(Lr+.4247j (live) LC U3 = D+.75(Lr+..42W) (total) De S=snow W=wind !-impact Lr -roof live Lc-concchtraced E=earthquake A1:,LC's are listed in the Analysis output Load coinbinatibhs:. ASCE 7.-1.0 / IBC 2012 CALCULATIONS: Leflection: E! = 849e06 lb-ln2 '°L-ve" deflection Deflection from all non -dead. loads (live, wind, snow...! ' Total Deflection-= 1.SO(Dead Load D0fleCtt.071I +.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. Plea so 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. y 1 y , BUILDING ENERGY ANALYSIS REPORT RECEIVED AUG 0 2 201.6 'PROJECT: TRB AND ASSOCIATES Kathy Long & Joseph Steck,- Solar revised 4249 Keefer Road Chico, CA 95973 Project Designer: Lynn Smith Drafting 199 Sycamore Valley Rd. Chico, CA 95926 530-8911-0585 Report Prepared by: Adrian Starr A 5 Starr Energy Corporation 2809 Bechelli Lane Redding; CA 96002 530-275-3350 BUTTE COUNTY JUL 2 9 2016 DEVELOPMENT SERVICES REVIEWED FOR Cr) I= r nmiPL • ;_ IANCE PERMIT# AUG 10 2016 SURF- PQUN ECOP.MENT SERVICES .. EWED FOIA �® TRB AND ass®ciATEs DATE ! � SLE -N BY b Number: r . 1604-027 revised Lang -Steck Solar VJ� . . r Date: I 7/19/2016 ale The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential 2013 Building Energy Efficiency Standards. This program developed by EnergySoft, LLC = www.energysoft.com. EnergyPro 6.7 by EnergySoft User Number., 3895 ID: 1604-027 revised Lan ti W TABLE OF CONTENTS Cover Page 1 Table of Contents 2 Form RMS -1 Residential Measures Summary 3 Form MF -1 R Mandatory Measures Summary 5 HVAC System Heating and Cooling Loads Summary a 9 BUTTE COUNTY 4 ' BUILDING DIVISION AP PR®VE® EnergyPro 6.7 by EnergySoft Job Number: ID: 1604-027 revised Lang -Steck Solar User Number: 3895 RESIDENTIAL MEASURES SUMMARY RMS -1 Project Name Kathy Long & Joseph Steck - Solar revisec Building Type m Single Family ❑ Addition Alone ❑ Multi Family ❑-Existing+ Addition/Alteration Date 7/19/2016 Project Address 4249 Keefer Road Chico California Energy Climate Zone CA Climate Zone 11 Total Co6d. Floor Area 1,611 Addition n/a # of Units 1 INSULATION Construction Type Cavity Area ' (ft) , Special Features Status Wall Wood Framed R 23 1,546 Rigid=R-6.7 New Demising Wood Framed R 21 127 l / New Roof Wood Framed Attic R49 1,603 New Floor Wood Framed w/Crawl Space R25 1,611 BUTTE COUNTYNew R-1 III DING DIVISION FENESTRATION Orientation Area ftz Total Area: 325 Glazin Percenta e: 20.2 % U -Fac SHGC Overhang Sidefins New/Altered Average U -Factor: Exterior Shades 0.30 Status Front (N) 9.4 0.300 0.27 2.5 none Bug Screen New Front (N) 9.4 0.300 0.27 2.5 none Bug Screen New Front (N) 9.4 0.300 0.27 2.5 none Bug Screen New Front (N) 9.4 0.300 0.27 9.5 none Bug Screen New Front (N) 15.0 0.300 0.27 9.5 0.00/7.00 Bug Screen New Front (N) 15.0 0.300 0.27 9.5 0.00/7.00 Bug Screen New Left (E) 4.0 0.300 0.27 2.5 none Bug Screen New Left (E) 4.0 0.300 0.27 2.5 none Bug Screen New Left (E) 4.0 0.300 0.27 2.5 none Bug Screen New Left (E) 4.0 0.300 0.27 2.5 none Bug Screen New Left (E) 4.0 0.300 0.27 2.5 none Bug Screen New Left (E) 4.0 0.300 0.27 2.5 none Bug Screen New Left (E) 4.0 0.300 0.27 2.5 none Bug Screen New Left (E) 4.0 0.300 0.27 2.5 none Bug Screen New HVAC SYSTEMS Qty. Heating Min. Eff Cooling Min. Eff Thermostat Status 1 Split Heat Pump 12.00 HSPF Split Heat Pump 20.5 SEER Setback New HVAC DISTRIBUTION Location Heating Cooling Duct Location Duct R -Value Status Heat Pump 13.0 HSPF/20.; Ducted Ducted Attic 8.0 New WATER HEATING',Qty- T Gallons Min. Eff Distribution Status 1 mall Instantaneous G s 0 0.82 Standard New ., 7 EnerqvPro 6.7 by EnerqySoft User Number: 3895 Run Code: 2016-07-19T14:34:28 /D: 1604-027 revised Lan Page 3 of 9 RESIDENTIAL MEASURES SUMMARY RMS-1 Project Name Kathy Long & Joseph Steck - Solar revisec Building Type m Single Family ❑ Addition Alone ❑ Multi Family ❑ Existing+ Addition/Alteration Date 7/19/2016 Project Address 4249 Keefer Road Chico California Energy Climate Zone CA Climate Zone 11 Total Cond. Floor Area 1,611 Addition n/a # of Units 1 INSULATION Construction Type Cavity Area (ft)Special Features Status FENESTRATION Orientation Area ft2 I Total Area: 325 Glazing Percentage: 20.2 U-Fac SHGC Overhang Sidefins New/Altered Average U-Factor: Exterior Shades 0.30 Status Rear (S) 34.0 0.300 0.27 2.5 none Bug Screen New Rear (S) 15.0 0.300 0.27 2.5 none Bug Screen New Rear (S) 4.0 0.300 0.27 2.5 none Bug Screen New Rear (S) 34.0 0.300 0.27 14.0 0.00/7.00 Bug Screen New Rear (S) 15.0 0.300 0.27 14.0 0.00/7.00 Bug Screen New Rear (S) 15.0 .0.300 0.27 14.0 0.00/7.00 Bug Screen New Rear (S) 34.0 0.300 0.27 34.0 0.00/34.00 Bug Screen New Right (Kq 15.0 0.300 0.27 9.5 0.001/.00 Bug Screen New Right (149 15.0 0.300 0.27 9.5 0.00/7.00 Bug Screen New Right (M 15.0 0.300 0.27 9.5 0.00/7.00 Bug Screen New Right (M 10.8 0.300 0.27 2.5 none Bug Screen New Right (M 10.8 0.300 0.27 2.5 none Bug Screen New Skylight 4.0 0.320 0.27 none none None New Skylight 4.0 0.320 0.27 none none None New HVAC SYSTEMS Qty. Heating Min. Eff Cooling Min. Eff Thermostat Status HVAC DISTRIBUTION Location Heating Cooling Duct Location Duct R-Value Status WATER HEATING Qty. Type Gallons Min. Eff DistribAITTE COUNTY Status BUILUINU SO EnerqyPro 6.7 by EnerqySoft User Number: 3895 RunCode: 2016-07-19T14:34:28 ID: 1604-027 revised Lan Page 4 of 9 2013 Low -Rise Residential Mandatory Measures Summary NOTE: Low-rise residential buildings subject to the Standards must comply with all applicable mandatory measures listed, regardless of the compliance aDDroach used .Exceptions may aDDly. Review the respective code section for more information. Building Envelope Measures: § l 10.6(a)1: Doors and windows between conditioned and unconditioned spaces are manufactured to limit air leakage. §] 10.6(a)5: Fenestration products (except field -fabricated windows) have a label listing the certified U -:Factor, certified Solar Heat Gain Coefficient SHGC , and infiltration that meets the requirements of § 10-111 (a). § 110.7: Exterior doors and windows are weatherstripped; all joints and penetrations are caulked and sealed. § 110.8(a): Insulation specified or installed meets Standards for Insulating Material. Indicate type and include on the CF2R. §110 8(i): The thermal emittance and aged solar reflectance values of the cool roofing material meets the requirements of §] 10.8(i) when the installation of a cool roof is specified on the CF] R. § 110.80): A radiant barrier shall have an emittance of 0.05 or less when the installation of a radiant barrier is specified on the CFI R. Minimum R-30 insulation in wood -frame ceiling; or the weighted average U -factor shall not exceed 0.031. Minimum R-19 in a § ] 50.0(a): rafter roof alteration. Attic access doors shall have permanently attached insulation using adhesive or mechanical fasteners. The attic access shall be gasketed to prevent air leakage. § 150.0(b): Loose fill insulation shall conform with manufacturer's installed design labeled R -value. § l 50.0(c): Minimum R- 13 insulation in 2x4 inch wood framing wall or have a U -factor of 0.102 or less (R-19 in 2x6 or 0.074 maximum U - factor). § 150.0(d): Minimum R-19 insulation in raised wood -frame floor or 0.037 maximum U -factor. § 150.0(g)1: In Climate Zones 14 and 16 a Class 11 vapor retarder shall be installed on the conditioned space side of all insulation in all exterior walls, vented attics and unvented attics with air -permeable insulation. In Climate Zones 1-16 with unvented crawl spaces the earth floor of the crawl space shall be covered with a Class I or Class 11 §) 50.0(g)2: va or retarder. In a building having a controlled ventilation crawl space, a Class I or Class It vapor retarder shall be placed over the earth floor of § 150.0(g)3: the crawl space to reduce moisture entry and protect insulation from condensation, as specified in the exception to Section 50.0 d . 150.0(d)' § 150.0(1): Slab edge insulation shall: have a water absorption rate, for the insulation material alone without facings, no greater than 0.3%; have water vapor penneance rate is no greater than 2.0 perm/inch, be protected from physical damage and UV light deterioration; and when installed as part of a heated slab floor meets the requirements of § 110.8 150.0 § (q)' Fenestration, including skylights, separating conditioned space from unconditioned space or outdoors shall have a maximum U- factor of 0.58; or the weighted average U -factor of all fenestration shall not exceed 0.58. Fireplaces, Decorative Gas Appliances and Gas Log Measures: § 150.0(e) IA: Masonry or factory -built fireplaces have a closable metal or glass door covering the entire opening of the firebox. §150.0(e)1B: Masonry or factory -built fireplaces have a combustion outside air intake, which is at least six square inches in area and is equipped with a readily accessible operable, and tight -fitting damper or a combustion -air control device. § 150.0(e)I C: Masonry or factory -built fireplaces have a flue damper with a readily accessible control. § 150.0(e)2: Continuous burning pilot lights and the use of indoor air for cooling a firebox jacket, when that indoor air is vented to the outside of the building, are prohibited. Space Conditioning, Water Heating and Plumbing System Measures: §1 10.0-§110.3: HVAC equipment, water heaters, showerheads, faucets and all other regulated appliances are certified to the Energy Commission. § ] 10.3(c)5: Water heating recirculation loops serving multiple dwelling units meet the air release valve, backflow prevention, pump isolation valve, and recirculation loop connection requirements of § 1 10.3(c)5. Continuously burning pilot lights are prohibited for natural gas: fan -type central furnaces, household cooking appliances (appli- § l 10.5: ances without an electrical supply voltage connection with pilot lights that consume less than 150 Btu/hr are exempt), and pool ands a heaters. §] 50.0(h)I - Heating and/or cooling loads are calculated in accordance with ASHRAE, SMACNA or ACCA using design conditions specified in § I50.0(h)2. § 150.0(h)3A: Installed air conditioner and heat pump outdoor condensing units shall have a clearance of at least five feet from the outlet of any dryer vent. § 150.0(i): Heating systems are equipped with thermostats that meet the setback requirements of § 1.10.2(c). § 150.00)] A: Storage gas water heaters with an energy .factor equal to or less than the federal minimum standards shall be externally wrapped with insulation having an installed thermal resistance of R-12 or greater. §150.00)] B: Unfired hot water tanks, such as storage tanks and backup storage tanks for solar water -heating systems, have R- 12 external insulation or R-16 internal insulation where the internal insulation R -value is indicated on the exterior of the tank. For domestic hot water system piping, whether buried or unburied: the first 5 feet of hot and cold water pipes from the storage § 150.00)2A: tank, all piping with a nominal diameter of 3/4 inch or larger, all piping associated with a c hot water recirculation system regardless of the pipe diameter, piping from the heating source to storage tank or betweeno F3 0 ee, and �0.3- all hot water pipes from the heating source to kitchen fixtures must be insulated accor& ILhh��c g e kis, A. V ��l a § 150.00)2B: All domestic hot water pipes that are buried below grade must be installed in a water proA eeve that allows for installation, removal, and replacement of the enclosed pipe and insulatio r r 2013 Low -Rise Residential Mandatory Measures Summary § 150.00)2C: Pipe for cooling system lines shall be insulated as specified in § 150.00)2A. Piping insulation for steam and hydropic heating systems or hot waters stems with pressure > 15 psig shall meet the requirements in TABLE 120.3-A. § 150.00)3: insulation is protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind. Insulation exposed to weather shall either be rated for outdoor use or installed with a cover suitable for outdoor service. For §150.00)3A: example, protected by aluminum, sheet metal, painted canvas, or plastic cover. Cellular foam insulation protected as specified or painted with coating that is water retardant and provides shielding from solar radiation that degrades the material. Insulation covering chilled water piping and refrigerant suction piping located outside the conditioned space shall have a Class I § 150.00)3B: or Class 11 vapor retarding facing, or the insulation shall be installed at the thickness that qualifies as a Class I or Class II vapor retarder. Systems using gas or propane water heaters to serve individual dwelling units shall include: a 120V electrical receptacle within 3 feet of the water heater; a Category III or IV vent, or a Type B vent with straight pipe between the outside termination and the § 150.0(n) I: space where the water heater is installed; a condensate drain that is no more than 2 inches higher than the base of the installed water heater, and allows natural draining without pump assistance; and a gas supply line with a capacity of at least 200,000 Btu/hr. § 150.0(n)2: Recirculating loops serving multiple dwelling units shall meet the requirements of § 110.3(c)5. §I50.0(n)3: Solar water -heating systems and collectors shall be certified and rated by the Solar .Rating and Certification Corporation (SRCC) or by a testing agency approved by the Executive Director. Ducts and Fans Measures: All air -distribution system ducts and plenums installed are sealed and insulated to meet the requirements of CMC §601.0, §602.0, §603.0, §604.0, §605.0 and ANSUSMACNA-006-2006 HVAC Duct Construction Standards Metal and Flexible 3rd Edition. Supply -air and return -air ducts and plenums are insulated to a minimum installed level of.R-6.0 (or higher if required by CMC §605.0) or enclosed entirely in directly conditioned space as confirmed through field verification and diagnostic testing (RA3.1.4.3.8). Connections of metal ducts and inner core of flexible ducts are mechanically fastened. Openings shall be sealed § l 50.0(m)1: with mastic, tape, or other duct -closure system that meets the applicable requirements of UL 181, 'UL 181 A, or UL 181.6 or aerosol sealant that meets the requirements of UL 723. If mastic or tape is used to seal openings greater than '/< inch, the combination of mastic and either mesh or tape shall be used. Building cavities, support platforms for air handlers, and plenums defined or constructed with materials other than sealed sheet metal, duct board or flexible duct shall not be used for conveying conditioned air. Building cavities and support platforms may contain ducts. Ducts installed in cavities and support platforms shall not be compressed to cause reductions in the cross-sectional area of the ducts. Factory -Fabricated Duct Systems shall comply with specified requirements for duct construction, connections, and closures; joints §I50.0(m)2: and seams of duct systems and their components shall not be sealed with cloth back rubber adhesive duct tapes unless such tape is used in combination with mastic and draw bands. § I50.0(m)3-6: Field -Fabricated Duct Systems shall comply with requirements for: pressure -sensitive tapes, mastics, sealants, and other requirements specified for duct construction; duct insulation R -value ratings; duct insulation thickness; and duct labeling. § I50.0(m)7: All fan systems that exchange air between e� Cq gte q � tside of the building must have backdraft or automatic dampers. u I I U V IV § I50.0(m)8: Gravity ventilating systems serving co Nr readily accessible, manually operated dampers AA RAMP d fexce t combustion inlet and outlet air Insulation shall be protected from damage .g , oisture, equipment maintenance, and wind but not )f § 150.0(m)9: �e limited to the following: insulation expos e _ e s 1._ A " outdoor service. For example, protected by aluminum, sheet metal, painted canvas, or plastic cover. Cellular foam insulation shall be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation. § 150.0(m)10: Flexible ducts cannot have porous inner cores. When space conditioning systems use forced air duct systems to supply conditioned air to an occupiable space, the ducts shall be § 150.0(m)11: sealed and duct leakage tested, as confirmed through field verification and diagnostic testing, in accordance with Reference Residential Appendix RA3. Mechanical systems that supply air to an occupiable space through ductwork exceeding 10 feet in length and through a thermal § 150.0(m)12: conditioning component, except evaporative coolers, shall be provided with air filter devices that meet the requirements of 150.0 m 12. Space conditioning systems that utilize forced air ducts to supply cooling to an occupiable space shall have a hole for the placement of a static pressure probe (HSPP), or a permanently installed static pressure probe (PSPP) in the supply plenum. The § 150.0(m)13: space conditioning system must also demonstrate airflow >_ 350 CFM per ton of nominal cooling capacity through the return grilles, and an air -handling unit fan efficacy <_ 0.58 W/CFM as confirmed by field verification and diagnostic testing, in accordance with Reference Residential Appendix RA3. Zonally controlled central forced air cooling systems shall be capable of simultaneously delivering, in every zonal control mode, § 150.0(m)15: an airflow from the dwelling, through the air handler fan and delivered to the dwelling, of > 350 CFM per ton of nominal cooling capacity, and operating at an air -handling unit fan efficacy of <_ 0.58 W/CFM as confirmed by field verification and diagnostic testing, in accordance with Reference Residential Appendix RA3. All dwelling units shall meet the requirements of ASHRAE Standard 62.2. Neither window operation nor continuous operation of §150.0(0): central forced air system air handlers used in central fan integrated ventilation systems are permissible methods of providing the Whole Building Ventilation. § I50.0(o)I A: Whole Building Ventilation airflow shall be confirmed through field verification and diagnostic testing, in accordance with Reference Residential Appendix RA3. Pool and Spa Heating Systems and Equipment Measures: Any pool or spa heating system shall be certified to have: a thermal efficiency that complies with the Appliance Efficiency § 110.4(a): Regulations; an on-off switch mounted outside of the heater that allows shutting off the heater without adjusting the thermostat setting; a permanent weatherproof plate or card with operating instructions; and shall not use electric resistance heating. 2013 Low -Rise Residential Mandatory Measures Summary §I 10.4(b)1: Any pool or spa heating equipment shall be installed with at least 36 inches of pipe between filter and heater or dedicated suction and return lines, or built-up connections for future solar heating. § l 10.4(b)2: Outdoor pools or spas that have a heat pump or gas heater shall have a cover. § 110.4(b)3: Pools shall have directional inlets that adequately mix the pool water, and a time switch that will allow all pumps to be set or pro - rammed to run only during off-peak electric demand periods. §110.5: Natural gas pool and spa heaters shall not have a continuous burning pilot light. § 150.0(p): Residential pool systems or equipment shall meet specified pump sizing, flow rate, piping, filters, and valve requirements. Lighting Measures: § 110.9: All lighting control devices and systems, ballasts, and luminaires shall meet the applicable requirements of § 110.9. § l 50.0(k)I A: Installed luminaires shall be classified as high -efficacy or low -efficacy for compliance with § I50.0(k) in accordance with TABLE 150.0-A or TABLE 150.0-B, as applicable. § 150.0(k)I B: When a high efficacy and low efficacy lighting system are combined in a single luminaire, each system shall separately comply with the applicable provisions of § 150.0(k). The wattage and classification of permanently installed luminaires in residential kitchens shall be determined in accordance with § 150.0(k)I C: § l 30.0(c). In residential kitchens, the wattage of electrical boxes finished with a blank: cover or where no electrical equipment has been installed, and where the electrical box can be used for a luminaire or a surface mounted ceiling fan, shall be calculated as 180 watts of low efficacy lighting er electrical box. § 150.0(k) I D: Ballasts .for fluorescent lamps rated .13 watts or greater shall be electronic and shall have an output frequency no less than 20 kHz. Permanently installed night lights and night lights integral to installed luminaires or exhaust fans shall be rated to consume no § 150.0(k) l E: more than 5 watts of power per luminaire or exhaust fan as determined in accordance with § 130.0(c). Night lights do not need to be controlled by vacancy sensors. § 150.0(k)I F: Lighting integral to exhaust fans (except when installed by the manufacturer in kitchen exhaust hoods) shall meet the applicable requirements of § 150.0(k). § 150.0(k)2A: High efficacy luminaires must be switched separately from low efficacy luminaires. §I50.0(k)2B: Exhaust fans shall be switched separately from lighting systems. § 150.0(k)2C: Luminaires shall be switched with readily accessible controls that permit the luminaires to be manually switched ON and OFF. § 150.0(k)2D: Controls and equipment are installed in accordance with manufacturer's instructions. § 150.0(k)2E: No control shall bypass a dimmer or vacancy sensor function if the control is installed to comply with § 150.0(k). § 150.0(k)2F: Lighting controls comply with applicable requirements of § 110.9. An Energy Management Control System (EMCS) may be used to comply with dimmer requirements if: it functions as a dimmer § 150.0(k)2G: according to § 110.9; meets Installation Certificate requirement�gf 1 iSA /the FMCS requirements of § 130.5; and all other W@" requirements in 150.0(k)2. (�W T An Energy Management Control System (E e acancy sensor requirements of §150.0(k) if. it § 150.0(k)2H: a functions as a vacancy sensor according til 1 n e ' ate requirements of §130.4; the EMCS requirements of § 130.5• and all other requirements in 2 § 150.0(k)2I: A multiscene programmable controller maym t requirements of this section if it provides the functionalityof a dimmer accordingto 110. , d corn ies with all other applicable requirements in § 150.0(k)2. § I50.0(k)3A: A minimum of 50 percent of the total rated wattage of permanently installed lighting in kitchens shall be high efficacy. Kitchen lighting includes all permanently installed lighting in the kitchen except internal lighting in cabinets that illuminate only § 150.0(k)3B: the inside of the cabinets. Lighting in areas adjacent to the kitchen, including but not limited to dining and nook areas, are considered kitchen lighting if they are not separately switched from kitchen lighting. § 150.0(k)4: Permanently installed lighting that is internal to cabinets shall use no more than 20 watts of power per linear foot of illuminated cabinet. § I50.0(k)5: A minimum of one high efficacy luminaire shall be installed in each bathroom; and all other lighting installed in each bathroom shall be high efficacy or controlled by vacancy sensors. § 150.0(k)6: Lighting installed in attached and detached garages, laundry rooms, and utility rooms shall be high efficacy luminaires and controlled by vacancy sensors. §I50.0(k)7: Lighting installed in rooms or areas other than in kitchens, bathrooms, garages, laundry rooms, and utility rooms shall be high efficacy, or shall be controlled by either dimmers or vacancy sensors. Luminaires recessed into ceilings shall: be listed for zero clearance insulation contact (IC) by Underwriters Laboratories or other nationally recognized testing/rating laboratory; have a label that certifies that the luminaire is airtight with air leakage less than 2.0 CFM at 75 Pascals when tested in accordance with ASTM E283; be sealed with a gasket or caulk between the luminaire housing § I50.0(k)8: and ceiling, and shall have all air leak paths between conditioned and unconditioned spaces sealed with a gasket or caulk; and allow ballast maintenance and replacement without requiring cutting holes in the ceiling. For recessed compact fluorescent luminaries with ballasts to qualify as high efficacy for compliance with §I50.0(k), the ballasts shall be certified to the Energy Commission to comply with the applicable requirements in § 110.9. For single-family residential buildings, outdoor lighting permanently mounted to a residential building or other buildings on the same lot shall be high efficacy, or may be low efficacy if it meets all of the following requirements: i. Controlled by a manual ON and OFF switch that does not override to ON the automatic actions of Items ii or iii below; and §I50.0(k)9A: ii. Controlled by a motion sensor not having an override or bypass switch that disables the motion sensor, or controlled by a motion sensor having a temporary override switch which temporarily bypasses the motion sensing function and automatically reactivates the motion sensor within 6 hours; and iii. Controlled by one of the following methods: 2013 IOW -Rise Residential Mandatory Measures Summary a. Photocontrol not having an override or bypass switch that disables the photocontrol; or b. Astronomical time clock not having an override or bypass switch that disables the astronomical time clock, and which is programmed to automatically turn the outdoor lighting OFF during daylight hours; or c. Energy management control system which meets all of the following requirements: At a minimum provides the functionality of an astronomical time clock in accordance with §1 10.9; meets the Installation Certification requirements in §130.4; meets the requirements for an EMCS in § 130.5; does not have an override or bypass switch that allows the luminaire to be always ON; and, is programmed to automatically turn the outdoor lighting OFF during daylight hours. For low-rise multifamily residential buildings, outdoor lighting for private patios, entrances, balconies, and porches; and outdoor lighting for residential parking lots and residential carports with less than eight vehicles per site shall comply with one of the §150.0(k)9B: following requirements: i. Shall comply with § 150.0(k)9A; or ii. Shall comply with the applicable requirements in §11.0.9, §130.0, §130.2, §130.4, §140.7 and §141.0. § 150.0(k)9C: For low-rise residential buildings with four or more dwelling units, outdoor lighting not regulated by § 150.0(k)9B or 150.0(k:)9D shall comply with the applicable requirements in § 1 10.9, § 130.0, § 130.2, § 130.4, § 140.7 and § 141.0. § 150.0(k)9D: Outdoor lighting for residential parking lots and residential carports with a total of eight or more vehicles per site shall comply with the applicable requirements in § 110.9, § 130.0, § 130.2, § 130.4, § 140.7 and § 141.0. §150.0(k)10: Internally illuminated address signs shall comply with §140.8; or shall consume no more than 5 watts of power as determined according to § 130.0(c). § 150.0(k)11: Lighting for residential parking garages for eight or more vehicles shall comply with the applicable requirements for '110.9, nonresidential garages in 130.0, .130.1, 130.4, § 140.6, and § 141.0. In a low-rise multifamily residential building where the total interior common area in a single building equals 20 percent or less of § I 50.0(k) I 2A: the floor area, permanently installed lighting for the interior common areas in that building shall be high efficacy luminaires or controlled by an occupant sensor. In a low-rise multifamily residential building where the total interior common area in a single building equals more than 20 percent of the floor area, permanently installed lighting in that building shall: §150.0(k)1.2B: i. Comply with the applicable requirements in §110.9, §130.0, §130.1, §140.6 and §141.0; and ii. Lighting installed in corridors and stairwells shall be controlled by occupant sensors that reduce the lighting power in each space by at least 50 percent. The occupant sensors shall be capable of turning the light fully On and Off from all designed paths of ingress and egress. Solar Ready Buildings: Single family residences located in subdivisions with ten or more single family residences and where the application for a § 110.10(a)1: tentative subdivision map for the residences has been deemed complete, by the enforcement agency, on or after January 1, 2014, shall comply with the requirements of § 110.10 b throw 110.10 e . §110.10(a)2: Low-rise multi-fami ly buiWings shall comply with the requirements of §I 10.10 b through §110.10(d). The solar zone shall have a minimum to Csolar zone shall comply with access, pathway, smoke ventilation, and spacing requirements as i i i e r other Parts of Title 24 or in any requirements adopted by a ��g local jurisdiction. The solar zone tot a O-1 D l ave no dimension less than 5 feet and are no less than § 110.10(b)1: 80 square feet each for buildings with rof s q t 000 square feet or no less than 160 square feet each for buildings with roof areas greater than 1 For single Family residences the solar . ne's al be at on e m r overhang of the building and have a total area no less than 250 square feet. For low-rise multi -family buildings the solar zone shall be located on the roof or overhang of the building or on the roof or overhang of another structure located within 250 feet of the building or on covered parking installed with the building project and have a total area no less than 15 percent of the total roof area of the building excluding any skylight area. § 1.10.10(b)2: All sections of the solar zone located on steep -sloped roofs shall be oriented between i l0 degrees and 270 degrees of true north. § 110.10(b)3A: No obstructions, including but not limited to, vents, chimneys, architectural features, and roof mounted equipment, shall be located in the solar zone. Any obstruction, located on the roof or any other part of the building that projects above a solar zone shall be located at least twice § 110.10(b)3B: the distance, measured in the horizontal plane, of the height difference between the highest point of the obstruction and the horizontal projection of the nearest point of the solar zone, measured in the vertical plane. § 110.10(b)4: For areas of the roof designated as solar zone, the structural design loads for roof dead load and roof live load shall be clearly indicated on the construction documents. The construction documents shall indicate: a location for inverters and metering equipment and a pathway for routing of conduit §110. to(c): from the solar zone to the point of interconnection with the electrical service (for single family residences the point of interconnection will be the main service panel); a pathway for routing of plumbing from the solar zone to the water -heating system. § 1 10.10(d): A copy of the construction documents or a comparable document indicating the information .from § 1 10.10(b) through § I10.10(c) shall be provided to the occupant. § 110.10(e)1: The main electrical service panel shall have a minimum busbar rating of 200 amps. The main electrical service panel shall have a reserved space to allow for the installation of a double pole circuit breaker for a §I 10.10(e)2: future solar electric installation. The reserved space shall be: positioned at the opposite (load) end from the input feeder location or main circuit location, and permanently marked as "For Future Solar Electric'. HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY Project Name Kathy Long & Joseph Steck - Solar revised Date 7/19/2016 System Name Heat Pump 13.0 HSPF/20.5 SEER -14.5 EER Floor Area 1,611 ENGINEERING CHECKS SYSTEM LOAD Number of Systems 1 COIL COOLING PEAK CFM Sensible Total Room Loads 729 15,164 Return Vented Lighting 0 Return Air Ducts 752 Return Fan 1,013 Ventilation 0 0 Supply Fan 1,013 Supply Air Ducts 752 TOTAL SYSTEM LOAD 1 18,693 COIL HTG. Latent CFM 738 380 0 0 738 PEAK Heating System Sensible Output per System 33,400 14,873 Total Output Btuh 33,400 Output Btuh/s ft 20.7 581 Cooling System -1,013 Output per System 35,000 0 Total Output Btuh 35,000 -1,013 Total Output ons 2.9 581 Total Output Btuh/sgft 21.7 Total Output s ft/Ton 552.3 14,009 Air System CFM per System 1,167 HVAC EQUIPMENT SELECTION Airflow cfm 1,167 Heat Pump 13.0 HSPF/20.5 SEER -14.5 EER 31,217 0 18,618 Airflow cfm/sgft 0.72 Airflow cfm/Ton 400.1 Outside Air % 0.0% Total Adjusted System Output 31,217 (Adjusted for Peak Design conditions) TIME OF SYSTEM PEAK 0 Aug 3 PM 18,618 Outside Air cfmisgft 0.00 Note: values above given at ARI conditions Jan 1 AM HEATING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Heating Peak 22 OF 68 OF 69 OF 105 OF r i, Outside Air 0 cfm Supply Fan Heating Coil BUTTE COUNTY Ak 1,167 cfm BUILDING DIVISION 68 OF Return Fan 68 OF APPROVED NW 0 1,167 cfm 105 OF ROAM 68 OF COOLING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Cooling Peak 102 / 71 OF 76 / 62 OF 77 / 62 OF 55 / 54 OF a Outside Air z 0 cfm Supply Fan Cooling Coil 1,167 cfm 46.0 °i° Return Fan 76 / 62 OF 76/ 62 OF 44 1,167 cfm .` 56 / 54 OF -- M ROOM` 75 / 61 OF EnergyPro 6.7 by EnergySoR User Number: 3895 RunCode: 2016-07-19T14:34:28 ID: 1604-027 revised Lan Page 9 of 9 1� JUN Q ' B AND A3804A1'C.g 383 Rio Lindo Ave, Chico, CA 95926 p. (530),592-4407 www.summitchico.com Structural Calculations For Clients: Joseph Steck and Kathy Long • Project: Steck-Long Residence (Plan 1611) Address: PERMIT 4249 Keefer Road, Chico, CA BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR . C® ®IVI PLI iv E . QEtOFESS/p,�,, DATE�F BY BUTTE ,NEoraG"9o9(� COUNTYYC 7 FT VZVVIEVyED JUN 0 3 2016 , FOR CODE COMPLIPWCE N ,� DEVELOPMENTC R.AUG 0 2016 SERVICES ��OFCALIF`� S/'.III TP B 4t4l) ASSOCIATES 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. Summit Structural Design PROJECT: Steck-Lon&Resiclence STRUCTURAL NOTES 1. GENERAL A) ALL WORK SHALL CONFORM TO THE 2013 CBC AND ALL APPLICABLE LOCAL CODES. B) THE ENGINEER (SUMMIT STRUCTURAL DESIGN) IS RESPONSIBLE FOR THE STRUCTURAL ITEMS IN THE PLANS ONLY, THE GENERAL CONTRACTOR SHALL VERIFY THAT ALL CONSTRUCTION IS IN FULL. AGREEMENT WITH THE LATEST, BUILDING DEPARTMENT APPROVED, STRUCTURAL DRAWINGS. SHOULD ANY CHANGES BE MADE FROM THE DESIGN AS SPECIFIED IN THESE CALCULATIONS WITHOUT THE WRITTEN APPROVAL FROM THE ENGINEER, THEN THE ENGINEER WILL ASSUME NO RESPONSIBILITY FOR ANY ELEMENT OR SYSTEM OF THE STRUCTURE. C) THE DRAWINGS AND CALCULATIONS REPRESENT THE FINISHED STRUCTURE, AND, UNLESS SPECIFICALLY NOTED OTHERWISE, DO NOT SHOW THE METHOD OF CONSTRUCTION. THE CONTRACTOR IS RESPONSIBLE FOR THE METHOD OF CONSTRUCTION, AND SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE PUBLIC, CONSTRUCTION WORKERS, AND THE STRUCTURE DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE FORMING, SHORING, BRACING, SCAFFOLDING, ETC. D) IF A PARTICULAR FEATURE OF CONSTRUCTION IS NOT FULLY SHOWN ON THE DRAWINGS OR IN THE: CALCULATIONS, THEN IT SHALL BE CONSTRUCTED IN THE SAME CHARACTER AS SIMILAR CONDITIONS THAT ARE SHOWN ON THE DESIGN DOCUMENTS, E) ANY 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 1'0 THE REVIEW OF THE ENGINEER. F) ALL WATER PROOFING AND FLASHING (ROOFS, FOUNDATIONS, GARAGE FLOORS, ETC...) IS THE RESPONSIBILITY OF THE CONTRACTOR OR OWNER. 2. S1TE WORK / FOUNDATIONS A) ASSUMED MAXIMUM SOIL BEARING = 1,500 PSF PER CBC TABLE 1804.2. B) BUILDING SITE IS ASSUMED TO BE DRAINED AND FREE OF CLAY OR EXPANSIVE SOIL. ENGINEER HAS NOT MADE A GEOTECHNICAL REVIEW OF SITE, ANY OTHER CONDITIONS ENCOUNTERED MUST BE BROUGHT TO THE ATTENTION OF THE ENGINEER. C) THESE CALCULATIONS ASSUME STABLE, UNDISTURBED SOILS AND LEVEL OR STEPPED FOOTINGS. ANY OTHER CONDITIONS SHOULD BE BROUGHT TO THE ATTENTION OF THE ENGINEER PRIOR TO THE CONSTRUCTION OF THE FOUNDATIONS. D) ALL FOOTINGS INCLUDING RETAINING WALL FOOTINGS, SPREAD FOOTINGS, WALL FOOTINGS, AND GRADE BEAMS SHALL BEAR ON UNDISTURBED SOIL WITH A FOOTING DEPTH BELOW FROSTLINE. E) BOTTOM OF ALL FOUNDATION TRENCHES SHALL BE CLEAN AND LEVEL. F) ALL FINISHED GRADE SHALL SLOPE AT A MINIMUM SLOPE OF 5% AWAY FROM ALL FOUNDATIONS A MINIMUM OF 10 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 51-IALL BE COMPACTED A MINIMUM OF 90%. 1) USE 4" DIAMETER PERFORATED PIPE SUB -DRAIN BEHIND ALL RETAINING WALLS. SLOPE PIPE TO DRAIN TO DAYLIGHT. 1) FOR FOOTINGS PLACED ON OR ADJACENT TO SLOPES, A GEOTECHNICAL ENGINEER MUST APPROVE FOOTING PLACEMENTS IN VIOLATION 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. 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 ff3 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 SUB -SLAB BUILDUP AT ALL OTHER AREAS. BUTTE couNrr BUILDING DIVISION APPROVED Summit Structural Design PROJECT: Steck-Long Residence G) SAW -CUT TOP %" OF SLAB FOR CRACK CONTROL AT INTERVALS NOT TO EXCEED 16'-0" WHERE SLAB IS REINFORCED, SAW CUT AT INTERVALS NOT TO EXCEED T-0" WHERE SLAB IS UN -REINFORCED. 1) REINFORCEMENT COVER SHALL BE AS FOLLOWS: CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO SOIL: 3" CONCRETE WITH SOIL OR WEATHER EXPOSURE: #5 BARS AND SMALLER: 1 A" #6 BARS AND LARGER: 2" CONCRETE WITHOUT SOIL OR WEATHER EXPOSURE: Y4" 1) REINFORCEMENT SHALL BE GRADE 60 PER ASTM A615 U.N.O. LAP BOTTOM BARS 60 BAR DIAMETERS U.N.O. AND LAP TOP BARS, PLACED ABOVE 12" OF CONCRETE OR MORE, 80 BAR DIAMETERS U.N.O. K) #5 AND LARGER REBAR SHALL NOT BE RE-BENT. L) ALL REINFORCING STEEL AND ANCHOR BOLTS SHALL BE ACCURATELY LOCATED AND ADEQUATELY SECURED IN POSITION BEFORE AND DURING CONCRETE PLACEMENT. 6. FRAMING/LUMBER 6-1 MATERIALS, A.) SHEATHING: 1. ROOF SHEATHING: A" APA RATED 32/16 EXPOSURE 1, STRUCTURAL SHEATHING WITH FACE GRAIN PERPENDICULAR TO FRAMING, STAGGER PANELS AND NAIL WITH 8d AT 6" O.C, EDGE, 12" O.C. FIELD U.N.O. PROVIDE 1/8" GAP AT ALL PANEL EDGES U.N.O. BY PANEL MANUFACTURER. i 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.C. 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 TO THE FIELD INSPECTOR PRIOR TO COMPLETION OF FRAME INSPECTION IN ACCORDANCE WITH CBC 1704.2. C.) MICRO -LAMS: MICRO -LAMS (LAMINATED VENEER LUMBER) SHALL HAVE FB = 3100 PSI & FV = 285 PSI MIN., AND SHALL BE MANUFACTURED, APPROVED AND IDENTIFIED AS PER NER-481 C2.) PARALAMS: PSL'S (PARALLEL STRAND LUMBER) SHALL HAVE FB = 2900 PSI & FV = 290 PSI MIN., AND SHALL. BE MANUFACTURED, APPROVED AND IDENTIFIED AS PER NER-481 p _ 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 114" 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 #2 U.N.O. 4. 2X JOISTS SHALL BE DF -L #2 U.N.O. S. CONCEALED BEAMS SHALL BE DF -L #2 6. EXPOSED BEAMS SHALL BE DF -L #1 APPEARANCE GRADE FREE OF HEART CENTERS (4X6 AND LARGER) F.) NAILS: ALL NAILS SHALL BE COMMON U.N.O. WHERE EXPOSED TO WEATHER OR WITHIN 18" OF FOUNDATION, NAILS SHALL BE HOT DIPPED GALVANIZED. 4 G.) BOLTS AND LAG SCREWS: BOLTS AND LAG SCREWS SHALL BE ASTM A-307 U.N.O. AND PROVIDED NEW AND WITHOUT EXCESSIVE RUST, BOLTS EXPOSED TO WEATHER SHALL BE GALVANIZED. H.) ALL HARDWARE CALLED SHALL BE SIMPSON STRONG -TIE CO., OR ENGINEER APPROVED EQUIVALENT, INSTALLED PER MANUFACTURER'S RECOMMENDATIONS WITH ALL HOLES FILLED WITH RECOMMENDED FASTENERS I.) ALL METAL FASTENERS IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE STAINLESS STEEL OR OTHERWISE CERTIFIED BY THE MANUFACTURER TO RESIST CORROSION CAUSED BY THE SPECIFIC TREATMENT APPLIED TO WOOD. ) 6-2 GENERAL FRAMING ; A.) MINIMUM NAILING: MINIMUM NAILING SHALL BE PER 2013 CBC TABLE 2304.9.1. B.) LARGER MEMBERS: ALL FRAMING MEMBERS SPECIFIED IN THESE CALCULATIONS ARE MINIMUMS; LARGER MEMBERS MAY BE SUBSTITUTED AT CONTRACTOR'S OPTION. BUTTE COUNTY BUILDING DIVISION APPROVED Summit Structural Design PROJECT: Steck-Long Residence 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 BE SHOWN ON THE STRUCTURAL DRAWINGS INCLUDING BUT NOT LIMITED TO: HOT WATER HEATER, STOVE, REFRIGERATOR, OVEN, FIRE PLACE ENCLOSURES, WOOD BURNING STOVE, ETC... C.) BLOCKING: PROVIDE SOLID BLOCKING IN JOIST FRAMING ABOVE ALL SUPPORTS AND MIDSPAN OF JOISTS SPANNING GREATER THAN 10'-0" 6-4 POSTS/TRIMMERS A.) SUPPORT: SUPPORT ALL UPPER LEVEL POSTS AND TRIMMERS IN LOWER LEVELS WITH EQUIVALENT FRAMING AND BLOCK OR OTHERWISE FRAME POSTS THROUGH FLOOR SYSTEMS. B.) WHERE POSTS WITH COLUMN CAPS OR BEARING PLATES ARE SPECIFIED, THE LOAD IS TO BE TRANSFERRED TO THE FOUNDATION BY VERTICAL GRAIN ONLY, U.N.O. 6-S WALL FRAMING A.) DOUBLE TOP PLATE SPLICES: SPLICES AND JOINTS IN DOUBLE TOP PLATE OF STUD BEARING WALL SHALL OCCUR AT THE CENTER LINE OF SUPPORTING STUD. TOP PLATE SPLICES OF STUD WALLS SHALL BE 48" LONG WITH (12) 16d SINKERS EACH SIDE OF EACH SPLICE U.N.O. WHERE SPLICE IS INTERRUPTED, USE ST6224 STRAP U.N.O. B.) FIRE BLOCKS: FIRE BLOCK STUD WALLS AT MID -HEIGHT WHERE STUD LENGTH EXCEEDS 10'-0", C.) MIS -PLACED ANCHOR BOLTS: WHERE ANCHOR BOLTS HAVE BEEN INCORRECTLY PLACED, USE HILTI QWIK-BOLT 11 OF SAME DIAMETER WITH EMBEDMENT IN CONCRETE AND INSTALLATION PER MANUFACTURERS RECOMMENDATIONS AND CURRENT ICC REPORT. D.) NOTCHED OR CUT STUDS: NOTCHED AND/OR CUT STUDS TO CLEAR ANCHOR BOLTS ARE NOT ALLOWED. STUDS SHALL HAVE FULL BEARING TO THE FOUNDATION PLATE. E.) LET -IN BRACES: LET IN BRACES SHALL NOT BE USED FOR TEMPORARY BRACING ON ANY WALL FRAME. STEEL STRAPS WHICH DO NOT REQUIRE THE CUTTING OF STUDS ARE AN ACCEPTABLE ALTERNATIVE. F.) SEE NOTE 6-1 D. FOR SILL AND ANCHOR BOLT SPECIFICATIONS. G.) WALL FRAMING RECEIVING NAILING AT 3" O.C. OR LESS SHALL BE 3X NOMINAL LINO PER PLANS AND DETAILS. 6-6 CONNECTIONS A.) HOLES FOR THROUGH BOLTS SHALL BE DRILLED 1/16" OVERSIZE. B.) ALL BOLTS, NUTS, AND LAG SCREWS SHALL BE PROVIDED WITH FLAT OR MALLEABLE WASHERS WHERE BEARING AGAINST WOOD. C.) ALL BOLTS AND LAG SCREWS SHALL BE TIGHTENED UPON INSTALLATION AND RE -TIGHTENED BEFORE CLOSING IN OR AT COMPLETION OF JOB. D.) LAG SCREWS SHALL BE SCREWED, NOT DRIVEN, INTO PLACE. E.) FASTENERS IN PRESERVATIVE OR FIRE RETARDANT TREATED WOOD SHALL BE HOT DIPPED GALVANIZED, 8-1 PREFABRICATED ROOF TRUSSES: A) PREFABRICATED ROOF TRUSSES: PREFABRICATED ROOF TRUSSES SHALL BE DESIGNED BY THE TRUSS FA13RICATOR PER THE REQUIREMENTS OF THE ARCHITECTURAL AND STRUCTURAL DRAWINGS AND CBC 2303.4. B) COMPLETE CALCULATIONS AND SHOP DRAWINGS INCLUDING LAYOUT, SIZE OF MEMBERS, AND CONNECTION DETAILS, STAMPED AND SIGNED BY AN ENGINEER LICENSED IN THE STATE OF CALIFORNIA, SHALL BE PROVIDED TO THE ENGINEER OF RECORD PRIOR TO SUBMITTAL FOR PERMIT AND PRIOR TO TRUSS FABRICATION, C) TRUSS DESIGN LOADS: TOP CHORD LIVE LOAD 20 PSF REDUCIBLE TOP CHORD DEAD LOAD 10 PSF BOTTOM CHORD DEAD LOAD 8 PSF TOTAL LOAD 38 PSF COUNTY UPLIFT LOAD AS REQUIRED BY THE 2013 CBC BUTTE `jOUN a T/ BUILDING DIVISION APPROVED Summit Structural Design PROJECT: Steck-Long Residence 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. 1 F) TRUSSES SHALL BE DESIGNED FOR THE FOLLOWING MAXIMUM DEFLECTIONS UNDER DESIGN LOADS: LIVE LOAD DEFLECTION = L/360, TOTAL LOAD DEFLECTION = L/240 9, DESIGN LOADS A) ALL DESIGN LOADS ARE PER CBC CHAPTER 16, DIVISIONS I, II, III, AND IV U.N.O. B) ROOF LIVE LOAD: 20 PSF REDUCIBLE C) SEISMIC ZONE: D D) WIND SPEED: 110 MPH EXP C BUTTE COUNTY A . BUILDING DIVISION APPROVED J Summit Structural Design Project: Steck-Long Engineer: RKB Design of : Gravity Loads Roof Slope= 4 to 12 Roof Dead load Ply 1.5 psf Roofing 3.4 psf 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 3 Roof Live Load 20.0 psf Wall Dead Load Siding 10.5 psf (exterior) 3/8 Ply. 1.8 psf 2x Framing 2.2 psf Gyp. 2.2 psf Insul. 1.3 psf _ Total 18.0 psf Wall Dead Load 2x4 Framing@ 16" o.c. 1.6 psf (interior) Gyp. 2 sides 4.4 psf Total _ 6.0 psf Floor Dead Load Framing @ 16" ox. 5.5 psf • 3/4" ply 2.25 psf Gyp. 2.2 psf Flooring 2 psf Misc. 3 psf _ Total 15.0 psf Floor Live L6ad Residential 40.0 psf BUTTE COUNTY BUILDING DIVISION • APPROVED s ;!f�37i3, �+to - oGr - you r,aa:�nv-a�a+reaosra>sv i�: . =i!t• 6:446 NA'.yUJITv^'CJ!H�'4�'Gel'e �i�iH8:14eG> JPLO1 .IHiV)i'B 71MtS Hd5SOf r. 3,�i, 3 el7N�C11S'a2{W0021GHi1 OM1 d w+.w:ula+>,m rlrrt-tt�V�l.) It 0 ell R rlrrt-tt�V�l.) It 0 Summit Structural Design Project: Steck-Long Engineer: RKB Design of : Seismic Mass and Seismic Load Development Area (ft2) Weight (lbs) Roof 2680. '48313 Roof Snow (20%) 0 0 Height (ft) Length (ft) Weight (lbs) Walls(ext) 9 206 16686 Walls(int) 9 100 2700 Total 67699 Roof Area (ft') Floor Area (ft') Ultimate Working Stress 2680 0 5603 4002 Roof Trib Line Shear (lbs) Shear (lbs) Wall Line Area (ft2) Working Stress, rho Total 1 ,. 1300 1941 1.30 2524 2 1380 2061 1.30 2679 A 1380 2061 1.30 2679 B 1300 1941 1.30 2524 BUTTE COUNTY BUILDING DIVISION APPROVED .' ani hm ,�. J �e earth'feet' 1100O x� w meters. 500. -- .. i.' ,. Yi ,' r • % �4 TTE BOUNTYIONPPROED ARI- .. s _ NO, USGS Design Maps Summary Report User -Specified Input Building Code Reference Document 2012 International Building Code BUTTE COUNTY (which utilizes USGS hazard data available in ?_ ; Site Coordinates 39.820N, 121.91Ow BUILDING DIVISION Site Soil Classification Site Class D - "Stiff Soil" APPROVED Risk Category I/II/III S 'N,yx [ L 3 vi. y.N 't tii4h' ,hP Al �, •r r i i . ILI USGS-Provided Output SS = 0.617 g SMS = 0.806 g SDs = 0.538 g S1 = 0.277 g SMI = 0.512 g SDI = 0.341 g For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. 0.90 0.21 0.72 0.63 0.54 0.45 0.313 0.27 0.19 0.09 MCER Response Spectrum 0.00 i ----I-- 0.00 0.20 0.40 0.60 0.90 1.00 1.20 1.10 1.GO 1.20 2.00 Period, T (sec) 0.54 0.42 0.42 0.313 T 0.30 Ln 0.24 0.12 0.12 0.06 Design Response Spectrum 0.00 i i & 0.00 0.20 0,40 O.GO 0,90 1.00 1.20 1. -to 1.60 1.40 2.00 Period, T (sec) __....._,........_.._.__....,.,....... .......... .._........ ....__,_._.,..___.. _ Although this: information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to tilt acalracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge. r v, For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. 0.90 0.21 0.72 0.63 0.54 0.45 0.313 0.27 0.19 0.09 MCER Response Spectrum 0.00 i ----I-- 0.00 0.20 0.40 0.60 0.90 1.00 1.20 1.10 1.GO 1.20 2.00 Period, T (sec) 0.54 0.42 0.42 0.313 T 0.30 Ln 0.24 0.12 0.12 0.06 Design Response Spectrum 0.00 i i & 0.00 0.20 0,40 O.GO 0,90 1.00 1.20 1. -to 1.60 1.40 2.00 Period, T (sec) __....._,........_.._.__....,.,....... .......... .._........ ....__,_._.,..___.. _ Although this: information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to tilt acalracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge. Level Story Ht, (ft) hi (ft) wi (kips) (wi*hi) (kip -ft) Cvx Veq (kips) S VEQ (kips) a Diaph. (kips) ROOF 9 9 68 609 1.00 S. G 7 Summit Structural Design Project: Steck-Long Engineer: RKB Design of: Seismic Load Development (ASCE 7-10) Seismic Design Category D Ss 0.617 Mapped 0.2 sec spectral response -. Occupancy 2 S1 0.277 Mapped 1 sec spectral response 1* 1 Site Class D In accordance with Ch 20. TL 16 SMS 0,81 Max Considered EQ SM1 0,51 Max Considered EQ SDS 0.538 Design.Spectral Response (0.2 Sec) SDI _0.341 Design Spectral Response (1.0 Sec) System Light Framed Shear Walls .. R 6.5 Omega 3 Cd 4 Ht Limit 65 Cs 0.08 12.8-2 Max Cs 0.51 Min Cs 0.02 (.01 outside of SJ) ct 0.02 x 0.75 Ta 0.10 Cu 1.4 Max T 0.15 No limit for drift Use T 0.10 Alt Ss -0.617 V= 0.083 *W . Height to Roof (hn) = 9 ft V= 5.6 k Vert'Dist Exp, (k) 1 Level Story Ht, (ft) hi (ft) wi (kips) (wi*hi) (kip -ft) Cvx Veq (kips) S VEQ (kips) a Diaph. (kips) ROOF 9 9 68 609 1.00 S. G 7 BUTTE COUNTY BUILDING DIVISION APPROVED y e Summit Structural Design Project: Steck-Long - Engineer: RKB uts5lgn UT : IVlyyrKJ-tnveiop.e hroredure (ASCE 7-10, Section 28.6) Conditions: 1. Simple Diaphragm -� i ,, ., •, ..,,. ^ , ,: ' CASE C3 se -- (USE (=C'L 3. Enclosed 4. Regular Shaped 5. Not Flexible 6. Not Subject to: / ''A'� A a) across wind loading ..�'•- b) vortex shedding 1 c) instability (gallup/flutter) d) channeling effect e) buffeting (upwind obstructions) 7, Approx. Symetrical Cross Section .•- � /,,,,` ,i7, With Flat, Gable, or Hip Roof 5 45 8. Exempt From Torsional Load Cases Indicated in Note 5 of Fi ,r�• %'` '�,..i•�\� '��•.�?'• 28.4-1, or i `� 1 ✓✓ ,� `p the Torsional Load Cases do not. ,'�' •�`' •'l, ` �` /Control the Design: CASE A CASE r (1) story and h530 ft. or (USE 0-01) � `== (2) story max and light framed or- V2) r (2) story max and flex. diaphragm L= 51 Long, Bldg. Dim. (ft) 2aL= 9.8 ft. - T= 49 Transv. Bldg. Dim. (ft) 2aT= 9,8 ft. V= 110 Basic Wind Speed (110 or 115 mph) LCF= 0.60 Load Combination Factor A= 1.21 Adjustment Factor KZr= 1.00 Topographic Factor Adjustment Factor for Bldg Height and h= 15 Mean Roof Height (ft) Exposure, A 0= 20 Closest Roof Angle Mean Roof Exposure _ (50,10°,150,200,25',or 30°) Ht. (ft) B C MW RS Wind Loads (psf), ps=LCF*A*Kzt*ps30 15 1.00 1.21 1,47 Location ps, 0=0 ps, 0=20 Min. Net Ovhg. 20 1.001.29 1.55 A-110 13.9. 19.3 9,6 25 1,00 1.35 1.61 B-110 0.0 4,81 30 1.00 - 1.40 _ 1_.66 c-110 9.2 12,9 9.6 35 1.05 1.45 70 D-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 -9.5 =11.6 50 1.16 1 1.56 1.81 G-110 -11.6 -11.6 -18.4 55 1.19 1.59 1.84 H-110 -73 -8.9 60 1.22 J1.62 1.87 A P� Summit Structural Design Project: Steck-Long Engineer: RKB Design of: C+C-Envelope Procedure (ASCE 7-10, Section 30.5)_ Conditions: _ 1. Mean Roof Height <_ 60 ft. 2. Enclosed 3. Regular Shaped 4. Not Subject to: a) across wind loading HIP ROOF (25•,� o _�2.7•) b) vortex shedding cinstability _ -_- ' ) � instabilit y (gallup/flutter)_ d) channeling effect e) buffeting (upwind obstructions) _ 5, Flat Roof or Gable Roofs 450, or Hip Roofs 270 Adjustment Factor for Bldg Height and Exposure, A _ can -' Roof Hl. Exposure HIP ROOF (7*< e <251 cal. FLAT ROOF anc1 GAOLS ROOF ('7•< 0.<q 5-) GABLE ROOF (0<5') - L= 51 Long. Bldg. Dim. (ft) a (ft) = 4.9 T= 49 Transv. Bldg. Dim. (ft) V= 110 Basic Wind Speed (110 or 115 mph) LCF= 0.6 Load Combination Factor A= 1.21 Adjustment Factor KZt= 1 Topographic Factor h= 15 Mean Roof Height (ft) RAN= 2 Roof Angle Number 0 =00-70, 2=8* -27°, 3=28* -45° ft B C D 1.47 1.55 1.61 1.66 1.70 1.74 1.78 1.81 1.84 -1.F37 15 1.00 1.21 20 1.00 1.29 25 1.00 1.35 30 1.00 1.40 35 1.05 1.45 _ 40 1.09 1.49 45 1.12 1.53 50 1.16 1.56 55 1.191.59 60 1.22 1 1.62 1 C+C Wind Loads (psf), Pnet=LCF*A*Kzt*Pnet30 Loc. Zone(ftZ EWA pnet Ovhg. + _ _ Loc. Zone EWA ft2 pnet + --- 0 �o 1 0 1.6 -14.4 4 4 4 4 4 5 5 5 5 5 0 20 50 100 500 0 20 50 100 500 5.8 -f7.1 5. -'f 6.4` 14.2 -15.5 13.4 -14.8 11.8_ -13.1 r 5. _ -1 .1 -19.7 .2 - 7.g 13.4 -16.4 11.8 -'13.1 - '-- ®_ Z Rl �, 0 0 C C U) Z 0 Z 1 2 1.6 -14.1 1 50 11.6 -13.5 1 100 11,6 -13.1 2 10 11.6 -25.2 -29.5 2 20 .6 -23.2 -29.5 2 50 .6 -20.5 -29.5 2 TU0 .6 -18.5 -2 9.5 --Ti 3 10 .6 -37.2 -49.6 3 20 11.6 -34.8 -44.7 3 50 1 .6 -31.6 -38.3 • Summit Structural•Design Project: Steck-Long Engineer: RKB Design of': Wind Loads BUTTE COUNTY BUILDING DIVISION APPROVED A B 'C D End Zone End Zone Int. Zone, Int. Zone. Line Min. Net Wall Line Wall Area Roof Area Wall Area Roof Area Shear (lbs) Shear (lbs) Control 1 70 171 , 2552 2314 2552 2 70 171 2552 2314 2552 A 40 88 62 148 1569 2512 2112 B 40 88 58 138 1518 2026 2026 } BUTTE COUNTY BUILDING DIVISION APPROVED IA S Summit Structural Design Project: Steck-Long. Engineer: RKB Design of : Lateral Force Summary . Wind Seismic Wall Line Shear (lbs) Shear (lbs) Control 1 2552 .25.24 Wind " 2 2552 2679 seismic A 2112 2679 Seismic B 2026 2524 Seismic 4 BUTTE COUNTY BUILDING DIVISION APPROVED Sum mit-Structura1-Design Project: Steck-Long Engineer: RKB { Design of: Shear Walls Panel Thickness Panel Orientation Short Dimension Across Studs Nail Type 18d ' v + Anchor Bold Diam. 11/2 Stud Spacing 16 In o.c. Spec Grav Of Framing 0.5 Fnd Sill Plate Grade ; DF -L AB in 2X Sill 620 Ibs AB in 3X Sill 730 lbs Sill Plate/Rim Anchorage Nail Embed Index q, Nail 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 ;;pacing (ft) Edge Nail (in) Load (lbs) Fastener H Spacing Fastener N 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 21.9 inches 1.31 3.07 3, Note 1 490 1 4.0 Inches 6' 17.0 inches 1.01 2.38 2, Note 1 640 1 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 r R BUTTE COUNTY BUILDING DIVISION APPROVED 1 Project: Steck-Long Engineer: RKB Design of: Shear Wall Framing Summit Structural Design , . Total - Resistive Segment Segment ' Lateral Wall Overall Resistive Aspect Gravity OT OT Righting Net Wall Load Length Load Edge Nail Length Length Ratio Load Height Moment Moment M/D Line (lbs) (ft) (If) (in) (ft) (ft) Factor (Ib/ft) (ft) (ft -Ib) (ft -Ib (lb) 1-w 2552 8.00 319 4"' 8.00 8.00 1.00 250 9 _ 22972 8000 2271 ' 1 -eq 2524 8.00 315 4*" 8.00 8.00 1.00 250 9 227.15 8000 2239 2-w 2552 8.00 319 4*" 4.00 4.00 '1.00 250 9 11486 2000 2571 2 -eq 2679 8.00 335 4" 4.00 4.00 0.89 250 9 12057 2000 2714, A -w 2112 10.00 211 6" 4.00 4.00 1.00 150 9 7603 1200 1721 A -eq 2679 10.00 268 41" 4.00 4.00 " 0.89 150 9 9645 1200 27.31 13-w 2026 8.00 253 6" 8.00 8.00 1.00 150 9 18230 4800 1919 • 8 -eq 2524 8.00 315 4"' 8.00 8.00 1.00 150 9 22715 4800 2479 'r r " s r BUTTE COUNTY r BUILDING DIVISION ' APPROVED R 11 , Sum.mit Structural Design Project: Steck-Long Engineer: RKB Design of : -Lateral Drags Lateral Overall Shear per Length to Drag Drag Wall Load Length Foot be dragged Load Type Line _ (lbs) (ft) (plf) (ft) (lbs) if applicable 1-W 2552 45.0 56.7 26.0 1475 A 1 -eq 2524 45.0 56.1 26.0 1458 A 2-w 2552 46.0 55.5 32.0 1776 B 2 -eq 2679 46.0 58.2 32.0 1864 B A -w 2112 51,0 41.4 36.0 1491 A A -eq 2.679 51.0 52.5 36.0 1891 B B -w 2026 51.0 39.7 35.0 1390 A B -eq 2524 51.0 49.5 35.0 1732 B J Summit Structural Design Project: Steck-Long Engineer: RKB Design of: Foundations Allowable Soil Bearing; R 1500 psf Concrete Compressive Strength: 2500 psi Y Concrete Stem Wall (Non -Retaining): ' 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. 12 (1) #4 1.5 F1.5 1'-6" Sq. 12 (2) #4 3.375 F2 2'-0" Sq. 12 (3) #4 6 F2.5 2'-6" Sq. 12 (4) #4 9.375 F3 3'-0" Sq. 12 (4) #4 13.5 F3.5 3'-6" Sq. 12 (5) #4 18.375 F4 4'4" Sq. 12 (5) #4 - 24 • F4.5 4'-6" Sq. 12 (6) #4 30.375 F5 5'-0" Sq. 12 (7) #4 37.5 F5.5 5'-6" Sq. 12 (5) #5 45.375 F6 6'-0" Sq. 18 (8) #5 54 F6.5 6'-6" Sq. 18 (9) #5 63.375 Note; Bottom of each footing shall be at least 12" below finished grade or as per local requirements.' r BUTTE COUNTY BUILDING DIVISION APPROVED I COMPANY PROJECT Summit Structural Design Woo'dWorks Q May 2, 2016 14:54 SOFTWARE FOR WOOD nrsrcn• Typical Stud Design Check. Calculation Sheet Woodworks Sizer 10.1 Loads: Load Type Distribution Pat- tern Location (ftl Start End Magnitude Start End Unit Loa01 Dea Axa UDL 189 (Ecc. 0.00) 70 pf Load? Wind CLC Axial UDL - - (Ecc. 0.00") 670 plf Loa C13 Roof constr. tubal UDL 772 (Ecc. = 0.0011) 670 plf Load4 Wind CfiC Full. Area 1062 fc/Fc' - 32.80 (16.0)1 psf Self -Wei he 'T., hist;e11 Dead Axial. UDL 1... 781 fcp/Fcp - 13 if Lateral Reactions (lbs): 8'-7.5" UnFaatorod: Dead Analysis Value V '•/ J ----_-__ Wind 189 Shear Roof Live Fv_ 189 Factored: O.0 Dendingf') 1.->R 113 - - Lumber Stud, D,FIr-L,Stud,.2x6 (1-1/2'W-1/2") Support: Lumber Stud Bottom plate. D.Fir-L Stud; Bearing length = stud thickness Spaced at 16.0" cic; Total length: 8'4.5'; Pinned base; Load face = widlh(b); Ke x Lb: 1.0 x 0.0 = 0.0 (fl); Ko x Ld: 1.0 x 8.63 = 6.63 (fl); Lateral support: top = Lb, bottom = Lb; Repetitive factor: applied where permitted (rotor to onime help); Analysis vs. Allowable Stress (psi) and Deflection (in) uelna Nns 9n17. Criterion Analysis Value Desi' n Value Anal sis/Desi n Shear _v _-21 Fv_ '28A v F'v' a O.0 Dendingf') fb - 367 Fb' _ ,1288 fb/Fb' - 0.30 AxIaI fc - 223 Fc' 772 fc/Fc' - 0.29 Axial Bearing fc - 223 Fc' 1062 fc/Fc' - 0.2.1 Support Gearin fcP - 245 Fcp 781 fcp/Fcp - 0.31 Combined (axia compression • s de load bending) Eq..3.9-3 = 0.40 Dead De fl. 'n negligible L` `c Ile' 0-08<b/999 0.08-- cJ,/999 0.2.9 L/360 0,77 TOtai Dr-fl'n 0.r18 = <L/999 0.43 L/240 0..18 Additional Data: FACTORS: F/E(Ps i ICD CN CC CL/CP CF Cfu Cr Cfrt Ci LCN E'v' 180 1.60 1.00 1.00 - - - - 1.00 .1.00 4 Fb'+ 700 I.60 !.00 1.00 !.009 1.000 1.00 1.15 1.00 1.Uo 4 Fc' 850 1.25 1.00 1.00 0.727 .1.000 - - I.no 1.00 2 FC'comb 850 1.60 - - 0.641 _ _ _ _ _ 5 li ion 1.00 1..00 - _ _ _ 1.00 !.00 4 Emin0.51 million 1..00 1.00 - - - - 1.00 1.00 4 Fc- 350 1.25 1.00 1.00 - 1.000 - - 1.00 1..00 2 Fcp sup 625• 1.00 1.00 - - - - 1.00 1.00 3 CRITICAL LOAD COMBINATIONS: Shear : LC 64 = .6D+.614, V = 113, V design 113'lbs Sending(-): LC 64 = .GD+.bW, M = 244 lbs -ft Deflection: LC J!4 = .6D -1.42W (live) LC 04 = .6D+.42tt (total) AxialLC. 172 = D+Lr, P - 1844 lbs Combined LC 65 = D+.6W; (1 - fc/FcE) 0.85 Support LC 03 = D+.75(Lr+.6W); R - 2022 lbs, .Cap = 6445, Lb = 1.50", Cie = 1.25 D=dead L=live S=snow W -wind 1 -impact Lr -roof live Lc=concentrated E=earthquake A11 LC" s are listed in the Analysis output Load combinations: RSCS '7-10 / IDC 2012 CALCULATIONS: Deflectlon: El � 29e06 Ib -;n2 "Live" defiectlon - Def.lection from all. non -dead loads (live, wind, snow...) Toca;. Deflection. = 1.50tDead Load Def.lect_on) • Live Lond Deflection. Design Notes: -- 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Dosign Supplement. 2. Please verify that the default deflection limits are appropriate for your application. _ 3. FIRE RATING: Joists, wall studs, and multi -ply members are not rated for fire endurance. - BUTTE COUNTY BUILDING DIVISION APPROVED 11 Summit Structural Design Project: Steck-Long Engineer: RKB Design of: 4x Timber Column. Design Values (NDS 3.7) 4X DF-L(N) #1 _ Fc E d KCE c Cp 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 36278 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 12252 15519 18786 " . 10 0.29 399 4888 7682 10475 13268 16062 11 0.25 344 4209 6614 9020 11425 13830 12 0.21 298 3651 5737.'7823 9910 11996 13 0.19 260 .3190 5012 6835- 8658 10480 14 0.16 229 2806 • 4409 6013 7616 9219 .15 0.14 203. 2484 3904 5324, 6743- 8163 16 0.13 181 2213 3477 4742" 6007 7271 17 0.12 162 1982 •3115 - 4248 5380 6513 18 0.10 146 1785 2805 3824 4844 5864 19, 0.09 132' 1615 2537 3460• 4382 5305 20 0.09. 120 1467 2305 3144 3982 4820 BUTTE COUNTY BUILDING DIVISION APPROVED summit structural Design Project: Steck-Long Engineer: RKB Design of: 6X Timber Column Design Values (NDS 3.7) 6X6 DF-L(N) t#1 Fc E d KcE c CD 1000 1600000 5.5 0.3 0.3 1.25 K . M Stability Reduction Column Capacity (lbs) le (ft) CP Fc' (psi) 6X6 , ' 6X8 6X10 6X12 5 0.87 872 26386 •35981 45576 55171- 6 0.82 823 2489.5 33948 '43000 52053 7 0.77 770 23.288 3.1756 40224 48692 8 0.71 715 21625 29488' 37351 45-215 9 0.66 660 1996.1 27220 34479 41737 10 0.61 606 18344 25014 31685 38355 • 11 0.56 556 16806 22917• 29028 35139 12 0.51 508 15368 20957 26545 32133 13 0.46. 464 14043 19150 24256 29363 14 0.42 424 12833. 17500 22167 26834 15 0.39 388 11737 16005 20273 24541 16 0.36 355 10748 14656 18564 22472 17 0.33 326 9857 13442 17027 20611 18 0.30 299 905.8 12352 15645 18939 19 0.28 276 8340 11372 14405 17437 20 0.25 254 7694 a 10492 13290 16088 BUTTE COUNTY BUILDING DIVISION APPROVED LA, Summit Structural Design ' Project: Steck-Long Engineer: RKB Design of: Roof Framing Roof Loads r DL= 18 psf LL= 20 psf Roof plywood: 1/2" APA rated Exterior plywood or OSB. Apply face grain perpendicular to framing, stagger panels and nail with 8d at 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 Typical Headers (U.N,O.) Use 6X8 DF92 BUTTE COUNTY - �• ` BUILDING DIVISION - - APPROVED i,,Si ;'�-, q,%J � <`±fi � tvU Nii'il%:�4.'!iIJR•�d �J�.` ' Gtb,k vr�:+Gtl�t�v^`J7:r.::'A•.'O:e.•.,I7 �i:1�'.s bLr 9N01 AHlb)i'8 MMiS 41d3SOf i•i; 1�,::. '�Od mONH41502i WOOTJ02fl OMS V o�r:.;r.ou.•riiv, BUTTE OOUNTY BUILDING DIVISIOI APPROVED IA COMPANY PROJECT Summit Structural Design WoodWorks 0 May 2, 2016 14:45 sorrn•net FOR W000 pbsr0.N B1 Design Check Calculation Sheet WoodWorks Sizer 10.1 Loads: Load Type Distribution Pat- tern Location {ft) Start End. Magnitude Start End Unit Loa '1 Dea Parcial Area 33i 0.15 it is- 18.00 0 .50 " ps. 1.0ad3 Wind CaC Partial Area fb/Fb' 0.15 11.15 20.00(15.50)" psf 1.0ad4 Roof. constr. Partial Area Searing: 0.15 11.15 20.00(15.50) psf Loat15 Dead. Partial Area 1.05 = 11.15 23.1:1 18.00 (6.50)' psf Load6 Win(i. Cd'C Partial Area ' ------ .1 1.15 23.15 20.0) (6.50)' psf. Load7 Roof constr. Partial Area (live) 11.05 23..15 20.00 (6.5C)- LC 03 =' D+.75(Lr+I42I1I Self -weight Dead Full UDL D-doad L=.live S=snow W=wind 1'=imoact Lr -roof live Lc -concentrated E -earthquake 17,1 ,psf if Maximum Reactions (lbs) and Bearing Lengths (in) 23'-3" Unfactored: .Anal sis - - Design Dead 2894 S ear Pv = Wind 2996 33i )j74 Roo" Live 7.996 2087 Fb' - Factored:' fb/Fb' Dead De 'n 0. G6 Total 6489 1.00 - - 3 Searing: 0.72 (,/384 0.77 - Length 1.62 ----- 1.05 = titin read 1.82 , 1.21 Shear LC .42 = O+Lc, V el 5890' V design = 5218 lbs ' ------ 1.21 Glulam-Unbal., West Species, 24F -V4 DF, 5-112"x13-112" 9 laminations, 5-1/2" maximum width, Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 23'-3.0"; Lateral support: top= 24 bottom= at suppons: (in] Analysis vs. Allowable Stressl(psl) and Deflection lint uainn mns ini7 criterion .Anal sis value Design value al s!s/Desi n A491 S ear Pv = 1 5 F'v' = 33i fv Fv' " .3'1 Sending(•I fb 2087 Fb' - 2916 fb/Fb' Dead De 'n 0. G6 L/417 - - - 1.00 - - 3 Live. Def1'n 0.72 (,/384 0.77 - L/360 0.94 .'total Defl'n 1.05 = L/263 1.16 = I./240 Additional Data: FACTORS: F/E(psi)CD CN. Ct Cl; Cv Cfu Cr. Cfrt Notes Cn'Cvr LC8 Fv' 265 1.25 1.00 !100 - 1.00 1.00 1.00 2 in " 2400 1.25 1.00 1.00 0.997 0.972 1.00 1.00 1.00 1.00 - 2 Fcp' 650 - 1.00 1100 - - - - 1.00 - - - E' 1.8 million 1.00 100 - - - 1.00 - - 3 Erni ny' 0.85 million 1.00 1100 - - - - 1.00 - - 3 Only the lesser of CL and CV isiapplied, as per NDS 5.3.6 CRITICAL LOAD COMBINATIONS: I Shear LC .42 = O+Lc, V el 5890' V design = 5218 lbs Send ngf+): LC 92 D,.I,r, M 29052 lbs -ft Deflection: LC 93 = D+.75(Lr+142h') (live) LC 03 =' D+.75(Lr+I42I1I (total) D-doad L=.live S=snow W=wind 1'=imoact Lr -roof live Lc -concentrated E -earthquake All LC's are listed in the Ana.iysis output Load combinations; ASCE 7-10 / IBC 2012 CALCULATIONS: �eflectl0n: EI - 2030e06 lb int "Liw_" deflection - Deflectlon from all non -dead loads!ive, wind, snow...) ?o1 Deflection . 0.50(De ad Load Deflection) + Live Load Deflection. Design Notes: - 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2.012), the National Design Specification (NDS 2012); and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. - 3. Glulam design values aro for materials conforming to ANSI 117-2010 and manufactured in accordance with ANSI A190.1.2007 4. GLULAM: bxd = actual breadth x actual 6epth. 5. Glulam Beams shall be laterally supportbd according to the provisions of NDS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). BUTTE COUNTY BUILDING DIVISION APPROVED 1� • COMPANY PROJECT Summit* Structural Design Q)'WoodWorl<s � May 2, 2016 14:48 VDIB2 - Design Check Calculation Sheet - WoodWorks Slzer 10.1 Loads: Maximum Reactions (lbs) and Bearing Lengths (in) : Load Type ution tion fftl N,agnitude Unit Un : Anal sis/Desi n Load) Dead ea 'End start End 456 Dead Defl'n 0.00 - <l./999 l.oad2 Wind CdCea !tefStart tFul 491 10.00( 0)' ps 0.03 Load! Roof constr. eaf 0.04 20.00(15.50)' Psf E'ac Cored: self -Weight Dead I- Tota'_ 1045 'Trthutary Width !frt Bearing: 9.5 if Maximum Reactions (lbs) and Bearing Lengths (in) : - --- 3.2 ---- -•I -factored Shear fv Un : Anal sis/Desi n 3'-1" fb- 171 212 Fb' - 937 Dead 456 Dead Defl'n 0.00 - <l./999 Wind 491 0.00 = <L/999 0.10. - L/360 0.03 Roof. live 491 0.15 = L/24o 0.04 E'ac Cored: 49i Tota'_ 1045 Bearing: !045 Length .00' _-- Mi.n. re 'd 1 1.00• .Minimum bearing longth setting used: 1" for and supports _- ! • �' t.l' Timber -soft, D.Fir-L, No.2, 6x8 (5.1/2'W-1/4") - -- Supports: All - Timber -soft Beam, D.Fir-L No.2 Total lengthy T-2.0'; Lateral support: lop= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (In) „mob,,. rant Cr. iter ion IAnalvsis. Value Design Value _ Shear fv Anal sis/Desi n Send! ng(+1 fb- 171 212 Fb' - 937 tv Fv fb/Fb' - 0.19 Dead Defl'n 0.00 - <l./999 " Live Defl'n 0.00 = <L/999 0.10. - L/360 0.03 Total Defl'n 0.0.1 . <L/999 0.15 = L/24o 0.04 Additional Data: ------- FACTORS: F/F.(Psi)CD CM Ct CL CF Cfu Cr Cfit Ci Cn LCR Fv' 170 1.25 1.00 1.00 - 1.00 1.00 1.00 2 Fb'+ 750 1.25 1.00 1.00 1..000 1.000 1.00 1,00 1.00 1.00 2 E' 61.5 - 1,00 1.00 - - - - 1.00 1.00 E' 1.3 auilion 1.00 1.00 - - - - 1.00 1.011 3 . CRITICAL LOAD COMBINATIONS: • Shea- LC i!?. - D+Lr, \' - 923, V design 536 lbs Bending(+1: LC 02 D+Lr, M - 711 Ihs-ft L•eflcecion: LC R7 D+,'SS )lir•+,42Y7) nivel LC 11,3 - D1.75(Lr+.4211) (total) D^dead l.--?i.ve S -snow 'v:=-,aind 1rimpact Lr=roe;. 'live 1,c=roncent rated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-30 / !BC 2012 CALCULATIONS: Deflection: EI = 227e06 "Live" deflection Defiecticn from all non -dead loads (live, wind, snow I, Total Deflection 1.50(Dead Load Deflection.) + Live Load Deflection. , Design Notes: - ------ Y 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. BUTT -E COUNTY BUILDING DIVISION APPROVED COMPANY PROJECT Summit Structural Design WoodWorlss' May 2. 2016 17:32 W/ 84 Design Check Calculation Sheet WoodWorks Sizer 10.1 Loads: Analysis vs. Allowable Stress (psi) and Deflection (in) using Nos 2D,, Cr k erion Lo4dType Design Value final' sis/Desi n Distribution Pat- En: Location (ft) Magnitude Unit fb 338 Fb' - 1087 fb/Fb' _. 0.31 Dead Defl'.n 0.01 m <L/999 Start End Start F,nd 4 6' 7" Unfactored; Load Load2 Load3 Self-wai ht IDead Dea Wird C&C Roof constr. Fu Area Fu 11 Area Full Area full UDL 0.33 = L/7.40 0.12. - 18.0011 01` 20.00(15.50)• 20.00{15.50)• 14.7 psf psf psf PH Analysis vs. Allowable Stress (psi) and Deflection (in) using Nos 2D,, Cr k erion AnalZsis value Design Value final' sis/Desi n Maximum Reactions (lbs) and Bearing Lengths (in) fv ^' 34 Fv' - 212 fv Fv' 0.16- - 6,•B,. fb 338 Fb' - 1087 fb/Fb' _. 0.31 Dead Defl'.n 0.01 m <L/999 Live Defl'n 4 6' 7" Unfactored; i Total Defl'n 0.04 = <1,/999 0.33 = L/7.40 0.12. Dead 976 _ - trlind 1033 9'; Roof Live 1033 Factored: _ 20:f.3 Total 2218 - - ---- Bearing: 2218 .Length 1.00• - - Min re 'd 1.90' i.00• 'Minimum bearing length selling used: t for end supports. Timber -soft, D.Fir-L, No.2,.6x12 (5-1/2"W-1/4") Supports: All - Timber -soft Beam. D.Fir-L No.2 Total length: 6-6.0": Lateral support: lop- at supports, bottom- at supports; - Analysis vs. Allowable Stress (psi) and Deflection (in) using Nos 2D,, Cr k erion AnalZsis value Design Value final' sis/Desi n ' S sear fv ^' 34 Fv' - 212 fv Fv' 0.16- BendIng (:1 fb 338 Fb' - 1087 fb/Fb' _. 0.31 Dead Defl'.n 0.01 m <L/999 Live Defl'n 0.02 < <L/999 0..22 = L/360 0.07 i Total Defl'n 0.04 = <1,/999 0.33 = L/7.40 0.12. Additional Data: FACTORS: F/E(psi ICD CM Ct. CL CF Cfu Cr, Cfrt Ci Cn LCIt Fv' 170 1.25 1.00 1.00 - - 1.00 1.00 1.00 2 Fb' 875 1.25 1.00 1.00 0.9.93 1.000 1.00 1.00 ,1..00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - '1.00 1.00 - - E' 1.3 million 1.00 1.00 - - i.00 1.00 - 7 Enin' 17.47 million I.OG 1.00 - - - -- .1.00 '1.00 - 3 CRITICAL LOAD COMBINATIONS: Shear ; LC 82 - D+LL, V - 1987, V design 1396 lbs Be"ding (i); LC 02 - D+Lr, M = 3271 lbs -ft Deflection: LC 113 D+.75(Lr+.421•!) (live) LC 113 - D-.75(Lr+.42W) (total) D=dead LI -live S=snoo. W=wind I=Impact Lr -roof. live Lc -concentrated E' -earthquake All LC's are listed in the Analysis output - Load combina t ions: ASCE 7-10 / IDC 2012 CALCULATIONS: Deflection: EI = 848e06 lb -int "Live' deflection = Deflection from all non -dead loads (live, wind, snow...) Tocal Deflection 1.50(Dead Load Deflection) + Live Load Deflection. - Design Notes: --- 1, Wood Works analysis and design are in accordance with the ICC International Building Code(IBC2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verity that the default deflection limits are appropriate for your application. -- 3. Sawn lumber bending members shall be laterally supported according to the provisions of Nos Clause 4.4.1. Burn couNrY BUILDING DIVISION APPROVED 1,� 2-1 COMPANY PROJECT Summit Structural Design - � May 2,201614s7WoodWorks W ' B5 Design Check Calculation Sheet WoodWofks Sizer 10.1 Loads: , ' Load Type Dist'ributidn Pat- Location (ft( Magnitude Unit. I T-6., I,oa Uead =10661b/1'b fb = 865 b/Fb' 0,60Uead Cern Start End Scant End She,ac: LC 112 - D+Lr, V 4537, V design 3308 lbs Live Dell':: 0.05 - <W999 0.22'Tc)fal. Load2 Wind C6C Fu it Area Ful! Arca 0.17. - L/719 0.33 LC rya = D+,75(Lr+,42W) (total,) ' .18.00( 2. 0)•' ps. - Unfactored: Loed3` Roof constr. full Area /.1 b Dead 20.00!32.00)' psf Wind S el i. -wet. he Uead Full UDL Roof Live 20'. OO(32 ,00)• psf 2399 Factored: 'T l".ws!LIZ, - 2399 14.7 .lf Analysis vs. Allowable Stress (psi) and Deflection lint uelnn NnS 2012 • Criterion Anal sis Value FACTORS: F/E ipsi)CD CM Cc CL CF Cfu Cr Fv' Cire Ci Cn LC II. " Maximum Reactions (lbs) and Bearing Lengths (in) 1.00 1.00 1.00 2 1. 00 1.00 - 2 Fcp' 625 - I,00 1.00 - - - - E' I T-6., -- ----- =10661b/1'b fb = 865 b/Fb' 0,60Uead i.00 1,.00 - 3 Defl'n 0.05 = <L/999 She,ac: LC 112 - D+Lr, V 4537, V design 3308 lbs Live Dell':: 0.05 - <W999 0.22'Tc)fal. - Defl'n 0.17. - L/719 0.33 LC rya = D+,75(Lr+,42W) (total,) ' D=dead L=live S=snow w=wind 1 -impact Lr -roof live Le=concentrated E -earthquake Unfactored: Load combinations: ASCE. 7-10 / IBC 2012 /.1 b Dead 2213 Z1gf!oCtion: -EI = 848e06 !b-in2 Wind 2399 Load Uefleetion.) • Live load Ue.flect.!on. Roof Live 2399 2399 Factored: - 2399 Total 5092 - -- 6earinq: 5092 Le..^.gch 1,48 ---- Mir, recd 1.40 1.4y -__ 4 e Timber -soft, D.Fir•L, No.2, 6x12 (5-1/2"x11.1/4") Supports: All - Timber -soft Beam, D.Fir.L No:2 Total length: T-6:0": Lateral support: top= at supports. bottom- at supports: Analysis vs. Allowable Stress (psi) and Deflection lint uelnn NnS 2012 • Criterion Anal sis Value FACTORS: F/E ipsi)CD CM Cc CL CF Cfu Cr Fv' Cire Ci Cn LC II. " l sis/Desi 7:-v =0V 1.00 1.00 1.00 2 1. 00 1.00 - 2 Fcp' 625 - I,00 1.00 - - - - E' Fv .38Bl,nding(ll - 1.3 million 1.:00 1.00 - - - - 1.00. l.UO - ;i =10661b/1'b fb = 865 b/Fb' 0,60Uead i.00 1,.00 - 3 Defl'n 0.05 = <L/999 She,ac: LC 112 - D+Lr, V 4537, V design 3308 lbs Live Dell':: 0.05 - <W999 0.22'Tc)fal. - Defl'n 0.17. - L/719 0.33 LC rya = D+,75(Lr+,42W) (total,) ' Additional Data: -- - FACTORS: F/E ipsi)CD CM Cc CL CF Cfu Cr Fv' Cire Ci Cn LC II. " 1't0 1.25 1.00 I.00 - - Fb'+ 875. 1.2.5 1.00 1.00 0.993 1.000 1,00l 00 1.00 1.00 1.00 2 1. 00 1.00 - 2 Fcp' 625 - I,00 1.00 - - - - E' 1.00 1.00 - - ' - 1.3 million 1.:00 1.00 - - - - 1.00. l.UO - ;i F.:nill 0.47 million 1.00 1..00 - - - - i.00 1,.00 - 3 CRITICAL LOAD COMBINATIONS: She,ac: LC 112 - D+Lr, V 4537, V design 3308 lbs Bending(•i: LC H2 - D+Lr, M 6 8364 lbs -ft " - - Deflection: LC.113 = D+.7.5(Lr+.42W) (live) LC rya = D+,75(Lr+,42W) (total,) ' D=dead L=live S=snow w=wind 1 -impact Lr -roof live Le=concentrated E -earthquake All !.C's are listed in the Analysis output Load combinations: ASCE. 7-10 / IBC 2012 CALCULATIONS: Z1gf!oCtion: -EI = 848e06 !b-in2 "Llve" cieflection - neflection from all non -dead loads (live, Total. Defiec:tion = I.50(Dead wind, snow.,.) Load Uefleetion.) • Live load Ue.flect.!on. Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NOS Design Supplemont 2. Please verily that the dolault deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to tho-provisions of NDS Clause 4:4.1. BUTTE COUNTY BUILDING DIVISION APPROVED 1 COMPANY PROJECT - Summit Structural Design Woodworks © May 2, 2016 16:54 SOFrwARI FOR WOOO Ofrr(7A' Typical FJ Design Check Calculation Sheet WoodWorks Sizer 10.1 Loads: Maximum Reactions (lbs) and .Bearing Lengths (in) : Load Type Distribution Pat- Location (ft) Magnitude Unit Desip. value Dead 57 Luad!Deao Live. 138 , Fu Area tern Start End Start End Shear : LC 112 '• D+ -L, V - 1.91, V design = 154 lbs TotaA 194 ..oad2Live -_ Full Area 1.!ve Defl'n 15.00 (16.0)' psf O,lq All LC's are listed in.the Analysis output Self -weight Dead rL Full lli Min reo'd 1.00• 40.00 (16..01' psf _ 1 . 00 Lumber -soft, D.Fir-L, No,2, 2x6 (1.112"x5-112") •T.r.tbu Cary wielth i,nl Floor joist spaced at 16.0" c/c: Total length: 5'-2.0'; 2,0 if Maximum Reactions (lbs) and .Bearing Lengths (in) : ---- 5'-2 ------ ---- i . 4 Unfactored: Desip. value Dead 57 2 ` Live. 138 , 5'7 5,: Factored: Factored: v Fv fb/Fb' 0.29 Shear : LC 112 '• D+ -L, V - 1.91, V design = 154 lbs TotaA 194 -_ 1.!ve Defl'n Bearing: 0,17 = L/360 O,lq All LC's are listed in.the Analysis output Total De fl'n Length 1.00•' - Min reo'd 1.00• .1.00- Minimum bearing length setting used: Yfor end supports _ _ 1 . 00 Lumber -soft, D.Fir-L, No,2, 2x6 (1.112"x5-112") Supports: All - Timber -soft Beam, D.FIr-L No.2 Floor joist spaced at 16.0" c/c: Total length: 5'-2.0'; Lateral support: top= lull, bottom= at suppoets: Repetitive factor: applied where permitted (refer to online help); Analysis vs. Allowable Stress (psi) and Deflection finl „moi.. ., CriterionAnal sis Value FACTORS: F./E(ps:)CD CM cc CL. CF Cfu Cr Cfrt Ci C11LC0 F" 190 .1.00 1.00 1.00 - 1.00 1.00 1.011 Fb'• 90u 1.00 .1.00 1.00 1.000 1.300 1.00 1 15 1.00 Shear fv 28' Desip. value Anal sis/besinn`V 2 ` Bending-brl fb 386 Fv 180 Fb' - 1345 v Fv fb/Fb' 0.29 Shear : LC 112 '• D+ -L, V - 1.91, V design = 154 lbs Dead DefI'n 0.01 _ <11/99.9 - 1.!ve Defl'n 0.02*= <11999 0,17 = L/360 O,lq All LC's are listed in.the Analysis output Total De fl'n 0.04 - <L/999 0.25 - L/240 0.15 Additional Data: - FACTORS: F./E(ps:)CD CM cc CL. CF Cfu Cr Cfrt Ci C11LC0 F" 190 .1.00 1.00 1.00 - 1.00 1.00 1.011 Fb'• 90u 1.00 .1.00 1.00 1.000 1.300 1.00 1 15 1.00 2 1.00 ''cp' 625 - 1.00 1.00 - -- - 1.00 1.00 2 ' 1.6 million 1.00 1.00 - - - - 1.00 1.00 2 ` Emin' 0.59 million 1.00 1.00 - - - - 1.00 1.00 - -2 CRITICAL LOAD COMBINATIONS: r Shear : LC 112 '• D+ -L, V - 1.91, V design = 154 lbs ' Bend.ing,i): LC 92 = D-1 L, M = 2.43 lbs -ft Deflection: LC 42 = D.L (live) ' LC 02 = D+L (total) D=dead I. -live S=snot' W -wind I=impact Lr -roof live Lc -concentrated E -earthquake All LC's are listed in.the Analysis output Load combinations ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI 33e06 lb -int "Live" deflection= Deflection from all non -dead .loads (live, wind, snow...) Total Deflection - 1.50(Dead Load Deflection) - Live Load Deflection. Design Notes: ------ t. 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 shell be laterally supported according to the provisions of NDS Clause 4.4.1. 4. FIRE RATING: Joists, wall studs, and multi -ply members are not rated for fire endurance. su-rrE couNrY' BUILDING DIVISION APPROVED COMPANY PROJECT Summit Structural Design Wo o d o r k so summi 016 16:56 /� SOFTIVARRf FOR 1V000 OffIGA• Typical Girder Design Check Calculation Sheet WoodWorks Sizer 10:1 Loads: Load Type Distribution. Pat- Location Iftl 'Magnitude Unit v Loa Dea Fu i Area tern Start End Start End 15.00 15. O)• par Fb' - 1.0 8,32 Live Full Area 0.03 = <L/999 40.00 15.00)•.PSI I.oad3 Dead Full Area 0.17 = � 15.00 (5.00)• psf D.09 -= Self- we;ht .Trt Dead Fu11 IDL 0.33 4.6 if Maximum Reactions (lbs) and Bearing Lengths (in) accoredi - - ---__ 'cad 399 ive 51.7 Cored: otal 916 s - - r.i ng : ngth 1..00• - n ro. 'd. 1..00• - 1. iimum bearing length selling used: 1"for and supports - -_ 1 Lumber -soft, D.Fir-L, No.2, 4x6 (3.112"x5.1/2") Supports: All - Timber -soft Beam. D.Fir-L No.2 Total length; 5'-2.0 Lateral support: lop= at supports, bottom= at supports: Analysis vs. Allowable Stress fnsii anrf Ilaflantinn lint" ----- Criterion Analysis Value DesFi n Value na .i Al sls/Desn Shear v 5 v 100 y Fv' 00.31 Bending(+l fb - 779 Fb' - 1170 fb/Fb' a 0.67 Dead Defl'n 0.03 = <L/999 Live Defl'n 0.04 = <6/999 0.17 = L/360 0.7.3 Total Defl'n D.09 -= L/72.9 0.25 - L/240 0.33 Additional Data: - FACTORS: F/cipsi)CD CM C CL CF Cfu Cr Cfrt Ci Cn LCN Fv' 190 1.00 1.00 1.00 - - - - 1.00 1 Oil 1.00 2 Fb'+ 900 1.00 1.00 i.00 1.000 1.300 1.00 1..00 1.00 1.00 - 2 Fcp' 625 - 1r..00 1.00 - - - - 1.00 1.00 - - 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC 42 - D -L, V - 901, V design 724' lbs Bending(+): LC 02 a D+L, M = 1145 lbs -Et Deflection: LC 42 - D+L (live) LC e2 - D+L (total) D••dead ;,=live S•,snow W=wind I=impact Lr -roof live Lc -concentrated E=earthquake A11 LC,'s are listed in the Analysis output Load combinatiora: ASCE 1-10 / IBC 2012 CALCULATIONS: De".l ecr ion: EI = 78e06 lb -int "Live" deflection = Deflection .from all nor: -dead loads (live, wind, snow...) Total 0-aflection - I.SOMead Load Doflection) • Live.LoadDeflection. Design Notes: - 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NOS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. ' a f • BUTTE COUNTY BUILDING DIVISION APPROVED 40Wn g Summit Structural Desi 383 Rio Lindo Avenue, Suite 200, Chico, California 95926 p. (530) 592-4407 www.summitchico.com RECEIVED May 13, 2016 JUN 0 7 2015 RE: Steck-Long Residence, 4249 Keefer Road, Chico, CA TRB AND ASSOCIATES To Whom It May Concern: I have reviewed the truss calculations by Systems Plus dated 5-04-16 and have found that the trusses appear to be designed in accordance with the general design concept of the structural documents dated 5-04-16. The specific design shall remain the responsibility of the engineer who has sealed the calculations. Sincerely, 5yland Burdette, P.E. s' C EXP. I� BUTTE I COUNTY JUN 0 3 2016 DEVELOPMENT SERVICES 9)6, N PERMIT V BUTTE COUNTY OEVEI.QpMI`NT SERv10E -- REVIEWED FOR C® � } I'V81PLIANCE DATEBY Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION s " Center plate on joint unless x, y /4 offsets are indicated. 6-4-8 dimensions shown in ff-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft -in -sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system, e.g. and fully embed teeth. TOP CHORDS diagonal or X -bracing, is always required. See BCSI. 0 "/16-- cr-2 c23 2. Truss bracing must be designed by an engineer. For individual lateral braces themselves 4 wide truss spacing, WEBS Czq may require bracing, or alternative Tor I T O Q ��' CX bracing should be considered. f 2 " O U u 3. Never exceed the design loading shown and never �°� U stack materials on inadequately braced trusses. 0 °- 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate cza cbz cs b designer, erection supervisor, property owner and plates 0-164' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOC E AT THE JOINT FARtp ® joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. required direction of slots in AROUND THE TRUSS STARTING [r— connector plates. THE LEFT. "' Y+ 7, Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOI the environment in accord with ANSI/TPI 1. 'Plate location details available in MTek 20/20 software Or upon request. NUMBERS/LETTERS. 5 8. Unless otherwise noted, moisture content of lumber 0. `O , PLATE SIZEICC-ES PRODUCT CODE APPROVALS W. Reports: W Z 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. P► The first dimension is the plate I— -- 10. Camber is a non-structural consideration and is the width measured perpendicular 4 x 4 ESR -131 1, ESR -1352, ESR 1988 1— 0 1 responsibility of truss fabricator. General practice is to for dead load deflection. to slots. Second dimension is ER -3907, ESR -2362, ESR -1397, ESR -3282 0 - camber the length parallel to slots. (n 5 Q 11, Plate type, size, orientation and location dimensions M W indicated are minimum plating requirements. LATERAL BRACING LOCATION 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 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. specified. 13. Top chords must be sheathed or purlins provided at indicated design. Output. Use T or I bracing spacing on if indicated. Lumber design values are in accordance with ANSI/TPI 1 14. Bottom chords require lateral bracing at 10 ft. spacing, section 6.3 These truss designs rely on lumber values or less, if no ceiling is installed, unless otherwise noted. BEARING established by others. indicates location where bearings 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but © 2012 MiTekO All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. Min size shown is for crushing only. 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. is not sufficient. DSB-89: Design Standard for Bracing. �, BCSI: Building Component Safety Information, MiTek 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 TRB+Associates Agency: County of Butte TRB+ Project Number: 16.054.124.2 Final Plan Review Page 1 of 1 Date: August 10, 2016 To: Kathleen Long Email: long. kathy(o)gmail.com (via email) Cc: Philo Hunt, Amber Franzino, Nancy Springer, Deborah DeBrunner; Jordan DeBrunner Email: Phunt(cDbuttecounty.net; AFranzino(c-)buttecounty.net, nspringeraebuttecounty.net; ddebrunnerebuttecoutny.net; idebrunnerebuttecounty. net (via email) RE: PlanReview for: Long Residence Project Address: 4249 Keefer Road, Chico Agency App. No.: B16-1183 TRB+ Project No.: 16.054.124.2 The following documents were received for review: Plans: (2 sets) Sheets dated 7/9/16: 1 - 5 Sheets dated 5/4/16: SN, SD1 - SD3 Structural Calculations: (2 copies) R. Burdette, dated 5/13/16 Truss Calcs: (2 copies) Mitek, dated 4/25/16 Truss Review Letter: (2 copies) received 6/7/16 Energy Calcs: - (2 copies) A. Starr, dated 7/19/16 Other: (2 copies) L Smith, dated 7/13/16 (1 copy) Square Footage Form 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. Nicholas Ho, ICC Certified Plans Examiner TRB + Associates, Inc. BUILDING SOLUTIONS 3180 Crow Canyon Place + Suite 216 + San Ramon, CA 94583 for MUNICIPALITIES T 925 866.2633 F 925 790.0011 ss www.TRBpius.com JUN Q ) >. US AND ASSOCIATES Department of Development Services; Tim Snellings, Director Pete Calarco, Assistant Director Butte J.County 7 County Center Drive T. 530.538.7601 Buttecounty.net/dds DEVELOPMENT SERVICES Oroville, California 95965 F: 530.538.7785 PLAN CHECK SQUARE FOOTAGE VERIFICATION Permit Number: B16-1183 t - Owner's Name: LONG KATHLEEN D Assessor's Parcel Number: 047-320-016 Date of Application: 6/3/2016 Square Footage Verification ><vmg rea At Application: 1611 Change To: arage Area 0 Co—vered Area Open 711 - --- tvIVIA Othel 0 No Change:_ NOTES: Verified By: /Yjzjkz Date: (Plan Check Signature) Confirmed TRAKiT Updated by: Date: 4 . 't .t R 0 .5 RESPONSE. TO PLAN CHECK Pro:iect: Steck-Long Residence i 42:49 Keefer Road Chico, CA RECEIVE® TR.B+ Project Number: 16.05.4.124.1 AUG Q 4 2016 Structural Plan Check Comments- TRI3 AND ASSOCIATES 1) See added note on (Sheet I/requiring a. stud directly below mid -bearing at A02 trusses. See attached top plate calcs for max truss reacti.ons.otNerthan A02 (from A07). Double 2x6 top plate per 9/SD1 is modeled as a single plate with half the load. ,2) See revised Sheet 7. for hatch at interior bearing wall, which matches truss, calc support location's, 3) By others. A-)-, See. revised deta'il.1/SD3for added H2.5T clip'a:t drag truss locations. All other upl,ift'loads, are less than capacity of single H2,5T clip (545#) at typical condition. --5)—See page 6 of original calculations for worst case chord force. talc. All top plate splices, straps, and drag truss capacities, are'adequat'e'to resist chord forces: 6) See attached double span beam calc.fo.r B1 verifyingthe adequacy of -the V4 beam. Design Check Calculation Sheet Loads: WoodWorks Sizer 10.1 L¢ad Type \\\j/A�\/ k COMPANY Summit SINCIUral Design July 12.2046'14:38 Locablan (fcj PROJECT • Y O r S sornvnerrnasvnomnesrc,v v Ohl Top Plate Design Check Calculation Sheet Loads: WoodWorks Sizer 10.1 L¢ad Type Ulsttibution Pat. Locablan (fcj Ma9nl coda Vnlc Laa S -Dead _ Point' torn 5cart End. Scott End 0 L¢,iC2 Reof ton: tr: Point o We .7 0.73 2 OS E.,,d3 Doad,• Poldt ilo' 2.73 62e 628 !ba Load1 a¢nf .no:::t c.. Point No 2.77 620 Ins Loads :ond6 Dept! F9in[ N¢ 4.73 629 iba lbs ane I'en -r.. �Dn�:l `_ Poiric No 4.77 628 !bs Sall -was he L/240 F,ull UDL. Nox'2-.0III( >) and Bearing Lengths (in)::. Llzitac�9 F(l A-rA.aai Nut (W)rzlml LP-SiE rl:lk XOIL)i, z-ze�5- On[nrtur_ed: - 3'-44:,e' D d .250 34 - e rCU: 471 -4- 434 400 t ca '511. l 915( ( 9651 b cf ¢ Lurnbor-soft D.Fir-L, No:2, 2x6 j1 -112"x5.1/2") Supports: All • Timber -soft Beam, O.Fir•L Nb.2 p PG Total length: Lateral support: to a at su ohs, botlom= m supports; Oblique'angle: 90.0. deg: Repetitive factor: applied vinera pennilled (refer to online help); Analysis vS.'Allowable Stress°(psi) and Deflection (in) using Nos 204i ' rice:tor 0-caa ri Ann lyAic .vilde w �� Oosi t vacua .'AnalY. -}-v• i. I a/Dcafn 4•'Y !i• 138 ':F1' 225 ! 4Fv• 0.61 Sand: ntl,4-•::z; i' in a 0 -tb'' .. Ifib2 fb/Fb' 0:00 Y':x (I,=-1'906 'Fb:' _ [93< fb/tb' 0.99 0-dingi-, 'z:.% fb • 0 Fb., 1662 fb/Fb' 0.00 y"/, D:ind OcIS'n !b .. O. 1019 4'./999 'fb' 1934' !b/Fb' -. 0.53 v inl 'u 0; •iF.� e:•/99nS e:•/999.0.04 • L/360 0.32 To__ -0:04 • 1:/447 0.07. L/240 .0.54 Additional Data: 1'ACTaN9: F/E iPsr: C(+- Ql Cc Cl, CF Cfu Cr Cfrt Cl Cn LCh Fvy•' 36 i.25 1.00 1.00 .1,00 1.00 2 Fby' 00 '1.25. 1.00 1.00 1.000 1.300 1,15 1, IS 1.00 1.00 - 2 ,My'- 0f• !.25 J. (!q 1.00 1•.060 1 joo 1.15 ±'. 15 '1.00 .1.00 2 Fcp' ti25 - !.00 !-:00� - _ - _ 1.60 1.00 C'i�ar. ::. C:O "1.00 - - 1.0e 1.00 - 2 Etin;. C:Se million .1.f0 '1.00 - - - - '1.00" .1.00' 2 CRITICAL LOAD COMBINATIONS: .Sheat. Lc a3 D:I.r; V. i5q, Y design - 756 Ib¢ B,:Fndln9.i-!: LC 52 . D.Lr; M .32e iba-ft 11¢,.dl 19 r -i: 6C. 112 U, Lr; M.> 17$'iba-ft brf lRct coni I:i 92 . D•Lr ,(1'lvn1. LC h2 . L'+Lr .(tocall _ Dada d !,-I 1'vi.liapacc Lr'•ioof 11v9• t<^nonc¢n ern ted E�cetth9ua ko A31 tC. ':e• i caE In Lh Anely61 •output Ld-Tbtnationa: ASCE 7-T0 / 7BC:2012: CenALCULATIONS: " h4;L ecctoii< ' E: 3306 16-In2 ,Ely, • 2x00 -!b -.1n2 "L -c" diaf!oct_'on •;, a.(lectlon. �f[om -dll tion-tlentl 12x06 (livn, :+lnd, a w...) tel UCfintt ion 1.50 (Uo:td Loud De (Ince lonl 1 Li Vc Load .De fl action. no Design Notes: r,: WoodlNodis,a alysis and despn are In 000irdanSo MIA'Ine ICC Internal ioneI Build 160 Code (IBC 20121, the National Design Spacifi6llon (NDS.2012),-and NOSDesign' Supplement. 2. Please verify that the default done etton.lindls'are approprieto fey youropplicalion: - 3::Conl nuous'or CanipOvoreO Beama: NOS4151139 4.2.5.5 r1'4ulres that normal gratlingProt onrbo exlendcU to the middle 213 0f2 span beams and to the lull lenglh'ol wntilevOrs�anO other spans. Swri IumCer.bonding m6m6ers shall be'luleirally supported according to Ihe'provisions of NDS Clause 4.4:1. 5- Beam is in.A system of Sof mom members spaced 24' or less apart, System faderS applied acwrding to NDS 4.3,9- j COMPANY PROJECT Summit Struclufal'Ocslgn �l\`{A\/ /Y �n/C July 12;2010 U19 Wood • O " l `✓o ON Top Platen SOr?lYARCFOR 41001) <1nlCk. Maximum Reactions (lbs) and Bearing Lengths (in) Design Check Calculation Sheet WOOMMO A6 Sizer 10 bed SAME wr: h Pf��Vlovs uli4, 438 !ba 620 lbs' 428 Ib. 2.0 1E Lurnbor-soft, O.Fir-L, N0.2, 2x6 (1.1/2"x5.1/2") Suppoltv:•.AII • TlmboFsbfl Boom. O.Fir•L No.2 Lmeral support:Tdial length: 5'•5;5':' lop= at supports, bollom= al supports; outiqua, 8ngle:'90.0 dcp;:Repollliv0 !actor. appllod wttoi0 peririilled Analysis vs. Allowable Stress (psijand Deflection (in) using NOS 2012: .ct ite[• 8 eat .nt r .t A�n.'y••a�tt valuv f 0 Dua lgn� !alar Annt sl.•/Oea.i Bend n-�/ Loads: Fv• 225 tv/pv' 0.79 100!4: - Ti'Pe Olatcibutt on Vnt- Loeaeloni "u " 1 Dcntl -- Po to en to/. 0.00 I -c!2 Hoof. con s,. c. nt Point No No .0 1.00 :.ondJ Oend Point No 7.00". W nda Roo: .nn lrt. Po.i.nt No 3:00 i.vad5 hnod Pot nt Ao 4.00 Loadt 'gel Point. No 5.00 f-woi im nusd _ Full VOL un Maximum Reactions (lbs) and Bearing Lengths (in) Design Check Calculation Sheet WOOMMO A6 Sizer 10 bed SAME wr: h Pf��Vlovs uli4, 438 !ba 620 lbs' 428 Ib. 2.0 1E Lurnbor-soft, O.Fir-L, N0.2, 2x6 (1.1/2"x5.1/2") Suppoltv:•.AII • TlmboFsbfl Boom. O.Fir•L No.2 Lmeral support:Tdial length: 5'•5;5':' lop= at supports, bollom= al supports; outiqua, 8ngle:'90.0 dcp;:Repollliv0 !actor. appllod wttoi0 peririilled Analysis vs. Allowable Stress (psijand Deflection (in) using NOS 2012: .ct ite[• 8 eat .nt r .t A�n.'y••a�tt valuv f 0 Dua lgn� !alar Annt sl.•/Oea.i Bend n-�/ Iv _ t7B Fv• 225 tv/pv' 0.79 100!4: Fb' . 1467 fti/Fb" y-'/ Uxtd:nq'-1 tb a [fi6G Fb' .. 1934 fb/Fb' O. BO :n 0 ib' = 1662 to/. 0.00 Y -y Donn pef:'n fir !0402 b.nl:L/994 Fb' 1974 fb/Fp' . 0.540 Llvr- Defl'r 0'.01 :L/999 0.04 1/360 Tote! bt•Li'n 0.03 a L/54e 0.07 L/240 0:26 0.41. Additional Data F help): Z fAC'ibnSk Flst,- !cif CN CC CL CF C!u U Cfrt. Cl C. .LCn .:, 190 .1.25 1.00 1,00 - 1.0 0, 1'.00 2. PbY' °00 1.21. 1,00' 1.00 1.000 1.300 1.15 1.15 1.00 1.00 2 r•by''` y00 1.25 1.00 1.00 1.000 1,.300 1.15 1.15 1.00 1.00 2 FcP' 625 1,00 1.00 - - 1:00 1.00 1.00 1.00 - - - - 1.00. 1.00 - 2 Emen' 0.51 r:Llten 1.co 1.00 - - - 4.00 2 CF- - 91:rat i'•,nl n.•"V . 481, V dbal9n . 9at In¢ 6end1:0"l: l;C I': • p: Lf ', M • 296 Iba-CC" Oe,:n::igf-li LC a2 p. Lr, N 179 lb -ft Doti --n: LC o D.Lr Illvel U' 62 •• p,Lr Itotall O.rtvad Loilve S•snew tr•w J.nd i•lrapne[ Li'.Coo,[ If- Le.eeticontrstod Eeea'rehyuake n1l LC'n n:o lis:'ed in tt.v Anslyals. output Lo.d m Luia:.r.ons: ASCE '.-.l0 / lac 2012 CALCULATIONS;" :Mfle.t•c ton:, Ef + '3.1006 16-102. Ely ^ 2oO6 lb -int "L1 v4- .W t,lecttun Lehr ec Sen from nil non -dosis load.- Illvc, wind, snow..) Totn: DOf.lgci.)ot, + !-50!Cw•nd-Load Dafleeti.onl . Livo Load Deflectlaf. no Design Notes: 1, WObdWGrks ailat sis and des r are In aCCOroanee WI g ( I J b Iho ICC your application. al auildin Code IBC 2012).the National Des10n:Sp0UfiCatlon (NOS 2012), and NDS Design SuOPIemCn1. 2. PlepsO verity Ihncgm Oa18u11 deflection limits. are opproprtale for your pppllcalWn. 3. Continuous or Canlbeverod Beams. Nos Ctausa 4.2.5.5" repulres Ihal normal grading provisions be extended 10 [he iniddl0 213 of 2 span boomsond to the full length of canlilavers mfdbthaSspans: .: Savin lumber pending m.mbm shall be laterally supportedaccording to the Provisions Of NOS Clause "4A.t. t ' 5. seem is in a system of 3 or mbru mambom spaced 24- or less'. an. System factors a r P Y 1144.0 accvrolnp Io:NDSA,3.0 1 i Design Check Calculation Sheet Woodworks Sizer 10.1 Loads: tout!: Tip. DS'.tribution COMPANY PROJECT Na Onitude Unit stet Wood/A\/(y Lead - Au SOmmil-Stmc'Ural Design July 12.2018 15:15 Po 04 `/ 9end.ing(41 t4 CiC Bib .. SOTVARC ilOR WOOD Of. -SIGN 20.00115.501• pef :Wnd4 Rnnf cc r Design Check Calculation Sheet Woodworks Sizer 10.1 Loads: tout!: Tip. DS'.tribution Par- I- Location Ifcl :Stn rt End Na Onitude Unit stet 4..d2. Load'3 Lead - Au Pe [t.la -A[Ca Po 04 OP 01' pa 9end.ing(41 t4 CiC Partiii-Ai.. M. 0.46 11.46 20.00115.501• pef :Wnd4 Rnnf cc r parilai %Ira No 0.46 11.46 20.001'15.501• p.[ an85. Dead Pnt Liol Area 'PI No 11.46 23.45 '16.00 16.501• pof' !..db Wl lid C4C trial -Asea �Al No 11:46 23.46 20.00 !6:501 p.f Load? So1'f-ve Hoof MI at r. Pax C'ial O:i No 1.1.46 23.46' 20.00 f6;50 t' per. qAc .Dead, luetlnn.'la Full UDL. No, 17.1 rif Maximum Reactlons (itis) and Bearing Lengths (in) mmnnm ruuon.g wngm gavel eo by the requifep v ieln aline supporting member. Glulam-Unbal., West Species, 24F -V4 DF, 6-112"x13.1/2" 9 [amination, 5.1/2' maximum width, supports: All • Timber -5011 Beam. D.FIL-L No.2 Total ienpth: 31'.7.5': Lateral support:- top-.24.001tom- at supports: Iinl. Iaiysis vs; Allowable. Stress: (psi)°and Deflection(in)•va;ng;NDs: soix Ci'ite iioh' it Value Ocst n -- Deed ' Wiad Fou: L1ve 2471 '2558 2508 1.00 1:00 - 2 iei4_;1.2?6 3779 --t 377 Fottooddi v.P,v .27 9end.ing(41 .1779 1527 P i '2983 ._- 6ending.(-I D.ad. Defl.'n fb-_ 0.40 Toca1. .5553 2204 9159 2448 q 5.50 0.76 - L136o '--_- c N r •a'.a X 1.55 .7.'/44? 5.50 5.>0 M nlmum bCenng length sail ng:usC : 1' rorend SeDoOns - - 7.. 29.. --•-70 mmnnm ruuon.g wngm gavel eo by the requifep v ieln aline supporting member. Glulam-Unbal., West Species, 24F -V4 DF, 6-112"x13.1/2" 9 [amination, 5.1/2' maximum width, supports: All • Timber -5011 Beam. D.FIL-L No.2 Total ienpth: 31'.7.5': Lateral support:- top-.24.001tom- at supports: Iinl. Iaiysis vs; Allowable. Stress: (psi)°and Deflection(in)•va;ng;NDs: soix Ci'ite iioh' it Value Ocst n "'/alue Mal eta/Oeai'n S,a�ir 1.00 1:00 - 2 91 1.00 1.00 - 2' Ftp' 359 i.:00 '1.00 -. _ _ _ v.P,v .27 9end.ing(41 fb 1527 P i '2983 tb/Fb' 0,91 6ending.(-I D.ad. Defl.'n fb-_ 0.40 .1479 L/706- Fo• - 2204 fb/I'b' - 0.67 jyc Oaf l.'n 0,.43. L/.645 0.76 - L136o 0.56 TCca] Def!'1 0.63 .7.'/44? 1.16 - -L/240.. 0.54 Additional Data: FAtTORs �F'/Eli>s:: Co .:N Ct. CL CV Cfu Cr Ctrt. !late. Cn'Cvt LCti Fv' .^.65 1..". l.aa. 11.0 - - 1.00 1.00 ,(.00 2' rb'• .24 n0 :� 1.00 J.00 -0.997 0.994 1.00 1.00 1.00 1:00 - 2 Pb'-' 19.50!:.00 -1.00 0:953 1...000 1.00 1.00 1.00 1.00 - 2' Ftp' 359 i.:00 '1.00 -. _ _ _ 1.00 _ _ mi1!lom 1'.00 1..00 - - - t.00 - 3 3 Eminy• FIBS million A1.00. 1:00 - - 1:00 - - .Onl:y the :iea ci' lif kt nadCV. e. applied, na' pee` NOS 5:3.6= CRITICAL.LOAO COMBINATION& 5lioai LC'67' ': O+Lr., V•. 4e02, V.ddalgn - 4493 It, eendfnq!.I; LC 62 •"Dl'I.t, 'N 21704 lb.-fc OanCingl-l.: LC -42.- n J!l.i',::N -20585 lbs -.ft' \ Deflection: 'LC:e3 04,"5(1 '.4.42 V!) (l I'd) !.l!43 a;',:'Sil,r-42W1 (total) -P�dead !. llvn..5-ro. W-inei'l--irspact L-rooi lied Le�eoncenciatcd d -earthquake ;Alt. LC,s aro fisted inlh. Analysis. output 'Lead. eo,liinaifgnai ASCe.-.-!0 / IBC 2012 CALCULATIONS:: pnticcc 4014 i3uk05+1b-in2 `"Li:ve' def by:idii ie NAetlun from all n m-dend•lond. Il lve, •wind, u , Tucai. F f!:eici .. 0.5011-ldd Load. Oofleetian) 4 Live Load Def luetlnn.'la DBSign,Notes: illdino Code'(IBC2012). the National ObsilinSpccfg0alion (NDS 2012), ano NDS Design Supplement �ecturedin awOrdanoawith ANSI A190;1.2007 ss-SOcIIOn'a FO rOCOmmended far tonlinu0O5 beams:. pt W51bns of NOS Clause 3.3.3, F,ep(Oomp'n). LYNN SMITH RESIDENTIAL DRAFTING 199 Sycamore Valley Road Chico, California 95973 7/13/2016 RECEIVE® AUG 0 2 2016 TRS AND ASSOCIATES BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES 7 County Center Drive Oroville, CA 95965 RE: Plan Check Steck & Long Residence Building Permit Number: B16-1183 Plan Check #1 TRB+ PROJECT No: 16.054.124.1 In response to your letter dated June 22, 2016, we are submitting the following: ARCHITECTURAL COMMENTS Al — See Floor Plan BUTTE COUNTY JUL 2 9 2016 DEVELOPMENT SERVICES QI6-11?� PLUMBING COMMENTS P1 — See Floor Plan P2 — See Floor Plan P3 — Will be on -demand water heater in attic. See new energy calcs. Changed on floor plan and Electrical Plan. P4 — See Floor Plan ELECTRICAL COMMENTS E1 — See Electrical Plan E2 — See Electrical Plan E3 — There is a full height cabinet there that does not require electrical. ENERGY COMMENTS EN1 — See Floor Plan & Electri8cal Plan. EN2 — See Electrical Plan GREEN BUILDING COMMENTS GB1 — See Floor Plan. The owners are looking for the documentation. They will either provide the documentation prior to installation OR choose another wood burning stove that would be a good substitution — and then provide the documentation for that product. STRUCTURAL COMMENTS S3 — See Roof Plan. See trusses at that location. All other comments by engineer. Included with this re -submittal are two copies of the plans. My changes have also been highlighted on the attached 8'/2' x 11" copies of the plan. Sincerely, LYNN SMITH s.1 J LYNN SMITH -• _ • RECEIVED RESIDENTIAL DRAFTING 199 Sycamore Valley Road AUG 0 2 2016 ' Chico, California 95973' TRB AND ASSOCIATES 7/13/2016 r BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES S 7 County Center Drive COUNTYBUM Oroville, CA 95965 RE: Plan Check JUL 2 9 20% Steck & Long Residence , Building Permit Number: 616-1183 Plan Check #1 DEVELOPMENT TRB+ PROJECT No: 16.054.124.1 SERVICES In response to your letter dated. June 22, 2016, we are submitting the following: . ARCHITECTURAL COMMENTS -Al — See Floor Plan PLUMBING COMMENTS P1 — See Floor Plan P2 — See Floor Plan " J P3 — Will be on -demand water heater in attic. See new energy calcs. Changed on floor plan and Electrical Plan: Q P4 — See Floor Plan V ELECTRICAL COMMENTS E1 — See Electrical Plan See Electrical Plan E3 — There is a full height cabinet there that does not require electrical. ENERGY COMMENTS J EN1 — See Floor Plan & Electri8cal Plan. E"N2 — See Electrical Plan MN BUILDING COMMENTS See Floor Plan. The owners are looking for the documentation. They will either provide the documentation prior to installation OR choose another wood burning stove that would be a good substitution — and then provide the documentation for that product. • I , STRUCTURAL COMMENTS' S3 — See Roof Plan. See trusses at that location. All other comments by engineer. Included with this re -submittal are two copies of the plans. My changes have also been highlighted on the attached 8'/2" x 11" copies of the plan. Sincerely, LYNN SMITH ANCHOR BOLT • RESPONSIBILITY OF THE CONTRACTOR OR OWNER. C) EACH CELL SHALL BE COMPLETELY FILLED WITH GROUT CONFORMING TO ASTM C279 TYPE S WITH A MINIMUM STRENGTH OF 2,000 PSI. - NOTALLOWED. STUDS SHALL HAVE FULL BEARING TO THE FOUNDATION PLATE. ANGLE I ' LLH LONG LEG HORIZ. ."GENERALSTRUCTURAL'NOTES - - F.) . LET -IN BRACES: LET IN BRACES SHALL NOT BE USED FOR TEMPORARY BRACING ON ANY AB ADVL G) SHOP DRAWINGS: SHOP DRAWINGS ARE SUPERCEDED BY THE STRUCTURAL DRAWINGS UNDER D) LAP REINFORCING THE GREATER OF 80 BAR DIAMETERS OR 3'-0". - - WALL FRAME. STEEL STRAPS WHICH DO NOT REQUIRE THE CUTTING OF STUDS ARE AN ADT BLOCKING ALL CIRCUMSTANCES. THE GENERAL CONTRACTOR SHALL VERIFY THAT ALL CONSTRUCTION 15 IN .•.. 1. GENERAL 3. CONCRETE/ REINFORCING CONTINUED - - - •"-•, '-' -- 6. FRAMING/ LUMBER CONTINUED 9. DESIGN LOADS - ' A)- ALL WORK SHALL CONFORM TO THE 2013 CBC AND ALL APPLICABLE LOCAL CODES. I) COVER SHALL BE AS FOLLOWS: 6-0 POSTS/TRIMMERS: A) THE STRUCTURE HAS BEEN DESIGNED FOR THE FOLLOWING CRITERIA PER CBC CHAPTER 16, THE ENGINEER OF RECORD DOES NOT GUARANTEE IN ANY WAY THE THE SHOP DRAWINGS ARE �+ w`T'� -"REINFORCEMENT -'-` -• .. -_ + CONTROL101NT DIVISIONS I, II, III, AND IV U.N.O.: , MISCELLANEOUS F. B), THE ENGINEER (SUMMIT STRUCTURAL DESIGN) HAS PROVIDED AND IS RESPONSIBLE FOR CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO SOIL 3" A) SUPPORT: SUPPORT ALL UPPER LEVEL POSTS AND TRIMMERS IN LOWER LEVELS WITH (N) -' H.) WALL FRAMING RECEIVING NAILING AT 3° ON CENTER OR LESS SHALL BE 3X NOMINAL U.N.O. "t�• SPECIFIC STRUCTURAL ITEMS ONLY. ALL OTHER REQUIREMENTS OF THE BUILDING CODE - • CONCRETE WITH SOIL OR WEATHER EXPOSURE: - •- - a , EQUIVALENT FRAMING AND BLOCK OR OTHERWISE FRAME POSTS THROUGH FLOOR SYSTEMS. '. B) SEISMIC: , B(B) ' INCLUDING WATERPROOFING, FIREPROOFING, DRAINAGE, HANDICAP ACCESSIBILITY, EGRESS. PS BARS AND SMALLER 1 K" - , BTTWF SEISMIC IMPORTANCE FACTOR:1 FINISHES. - REQUIREMENTS, PARKING, AND ALL OTHER DESIGN REQUIREMENTS NOT SPECIFICALLY SHOWN. 06 BARS AND LARGER 2" B.) WHERE POSTS WITH COLUMN CAPS OR BEARING PLATES ARE SPECIFIED, THE LOAD IS TO BE OPNG MAPPED$PECTAL RESPONSE ACCELERATIONS: Ss=0.615, S1=0.234 CONTRACTOR 1. ROOF SHEATHING: SEE PLANS - P IN THE STRUCTURAL DESIGN CALCULATIONS, ARE THE RESPONSIBILITY OF THE CONTRACTOR OR CONCRETE WITHOUT SOIL OR WEATHER EXPOSURE: 3/4" TRANSFERRED TO THE FOUNDATION BY VERTICAL GRAIN ONLY, U.N.O. SPECIAL INSPECTION: SPECIAL INSPECTION PER SECTION 1701 OF THE CBC SHALL BE PROVIDED ` SEISM IC SITE CLASS: D ". 2. FLOOR SHEATHING: SEE PLANS - OWNER. SHOULD ANY CHANGES BE MADE FROM THE DESIGN AS SPECIFIED IN THESE ` - - DOUBLE SPECTRAL RESPONSE COEFFICIENTS: SDS = 0.57, SD1=0.31, CS=0.09 B.) . ALL BOLTS, NUTS, AND LAG SCREWS SHALL BE PROVIDED WITH FLAT OR MALLEABLE CJ - DOCUMENTS WITHOUT THE WRITTEN APPROVAL FROM THE ENGINEER, THEN THE ENGINEER J) REINFORCEMENT SHALL BE GRADE 60 PER ASTM A615 U.N.O. LAP BOTTOM REINFORCING (60) _ 5.5- WALL FRAMING: ' - SEISMIC DESIGN CATEGORY: D ' CLR PT WILL ASSUME NO RESPONSIBILITY FOR ANY ELEMENT OR SYSTEM OF THE STRUCTURE. ,;. BAR DIAMETERS U.N.O. AND IAP TOP REINFORCING, PLACED ABOVE 12" OF CONCRETE OR , GLUE -LAMS: GLUE -LAMS SHALL BE 24F -V4 U.N.O. WITH A CAMBER OF R=1600' U.N.O. PRECAST CONCRETE BASIC SEISMIC -FORCE -RESISTING SYSTEM: LIGHT FRAMED SHEAR WALLS - THE SPECIAL INSPECTOR SHALL BE ACCEPTABLE TO THE STRUCTURAL ENGINEER AND BUILDING . - MORE, (80) BAR DIAMETERS U.N.O. A.) DOUBLE TOP PLATE SPLICES: SPLICES AND JOINTS IN DOUBLE TOP PLATE OF STUD BEARING COL' SEISMIC BASE SHEAR: 13.1 KIPS - DEPARTMENT, SHALL BE ICSO QUALIFIED, AND THEIR EXPERIENCE SHALL BE COMMENSURATE - •,C) THE DRAWINGS AND CALCULATIONS REPRESENT THE FINISHED STRUCTURE, AND, UNLESS BEFORE CLOSING IN OR AT COMPLETION OF JOB. 1, - WALL SHALL OCCUR AT THE CENTER LINE OF SUPPORTING STUD. TOP PLATE SPLICES OF STUD - RESPONSE MODIFICATION FACTOR: R=6.5- - EQUAL •` SPECIFICALLY NOTED OTHERWISE, DO NOT SHOW THE METHOD OF CONSTRUCTION. THE • K) 45 AND LARGER REBAR SHALL NOT BE RE-BENT. .. WALLS SHALL BE 48" LONG WITH (12) 16d SINKERS EACH SIDE OF EACH SPLICE U.N.O. WHERE ° • ANALYSIS PROCEDURE USED: EQUIVALENT STATIC FORCE PROCEDURE CERTIFICATES SHALL BE SUBMITTED TO THE FIELD INSPECTOR PRIOR TO COMPLETION OF FRAME •-MEASURES CONTRACTOR IS RESPONSIBLE FOR THE METHOD OF CONSTRUCTION, AND SHALL PROVIDE ALL SOG • SPLICE IS INTERRUPTED, USE ST6224 STRAP U.N.O. EXTERIOR INSPECTION IN ACCORDANCE WITH CBC 1704.2. - -- y F - j COM NECESSARY TO PROTECT THE PUBLIC, CONSTRUCTION WORKERS, AND THE L) ALL REINFORCING STEEL AND ANCHOR BOLTS SHALL BE ACCURATELY LOCATED AND I -- C) WIND:• FINISHSQ - , STRUCTURE DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE FORMING, SHORING, ADEQUATELY SECURED IN POSITION BEFORE AND DURING CONCRETE PLACEMENT. B.) FIRE BLOCKS: FIRE BLOCK STUD WALLS AT MID -HEIGHT WHERE STUD LENGTH EXCEEDS 10'-0". CP WIND SPEED: 110 MPH ASSUMED MAXIMUM SOIL BEARING = 1500 PSF PER CBC TABLE 1806.2 (NO SOILS REPORT • BRACING, SCAFFOLDING, ETCETERA. - ._ _ f CTR v" FREE OF HEART CENTER WIND EXPOSURE: C !' TOP & BOTTOM ` t _ A) PREFABRICATED WALL FRAMES: PREFABRICATED WALL FRAMES SUCH AS SIMPSON , • C.) M15 -PLACED ANCHOR BOLTS: WHERE ANCHOR BOLTS HAVE BEEN INCORRECTLY PLACED, TOC D.) SILL PLATES: SILL PLATES SHALL BE PRESSURE TREATED DOUGLAS FIR WITH 1/2" DIAMETER - D) IF A PARTICULAR FEATURE OF CONSTRUCTION IS NOT FULLY SHOWN ON THE DRAWINGS OR IN S. MASONRY - USE SIMPSON SET EPOWITH ANCHOR OF SAME DIAMETER WITH 7" EMBEDMENT IN D) LIVE LOADS: t CONTRACTOR TO BE OF APPROPRIATE HEIGHT AND LENGTH FOR THE FIELD CONDITIONS PRIOR _ DF THE CALCULATIONS, THEN R SHALL BE CONSTRUCTED IN THE SAME CHARACTER AS SIMILAR HAS NOT MADE A GEOTECHNICAL REVIEW OF SITE, ANY OTHER CONDITIONS ENCOUNTERED CONCRETE AND INSTALLATION PER MANUFACTURERS RECOMMENDATIONS AND CURRENT ONE BOLT LOCATED 1'-0" MAXIMUM FROM EACH END OF EACH PIECE. RE -TREAT CUT ENDS ROOF 20 PSF REDUCIBLE - DF -L HEADER CONDITIONS THAT ARE SHOWN ON THE DESIGN DOCUMENTS. A) CEMENT MASONRY UNITS SHALL CONFORM TO CBC STANDARD 21-4, GRADE N, TYPE 1, AND !' ICC REPORT. _ •r ENGINEER PRIOR TO ORDERING. ALL ANCHOR BOLTS, HOLD DOWN ANCHORS, AND FLOOR 40 PSF • - WORKPOINT SHALL BE SINGLE OR DOUBLE OPEN END BOND BEAM UNITS. r ,SUPPLEMENTAL EQUIPMENT SHALL BE INSTALLED IN ACCORDANCE WITH ICC REPORT AND Dl C) THESE CALCULATIONS ASSUME STABLE, UNDISTURBED SOILS AND LEVEL OR STEPPED FOOTINGS. e E) ANY CONDITIONS NOTED AS EXISTING MUST BE FIELD VERIFIED BY THE CONTRACTOR, AND. -. - D.) CRIPPLE WALLS: CRIPPLE WALLS SHALL BE A MINIMUM OF 14" IN HEIGHT. FOR LESSERANY JOINT ANY OTHER CONDITIONS SHOULD BE BROUGHT TO THE ATTENTION OF THE ENGINEER PRIOR TO ' DISCREPANCIES MUST BE BROUGH7TO THE ATTENTION OF THE ENGINEER WITHOUT ` 8) F'm MIN SHALL BE 1,500 PSI WITH COMPLIANCE VERIFIED AS REQUIRED PER CBC SECTION . r HEIGHTS, STACK 2X PLATES (AND SHIM AS REQUIRED). THE CONSTRUCTION OF THE FOUNDATIONS. B) COMPLETE SPECIFICATIONS AND CURRENT ICC REPORT MUST BE AVAILABLE TO THE INSTALLER PROCEEDING WITH CONSTRUCTION PRIOR TO THE REVIEW OF THE ENGINEER. �. 2105.3. ABBREVIATIONS FOR REVIEW PRIOR TO PLACEMEFIT.� ' F) ALL WATERPROOFING AND FLASHING (ROOFS FOUNDATIONS GARAGE FLOORS ETC ) ISTHE - - E.) NOTCHED OR CUT STUDS: NOTCHED AND/OR CUT STUDS TO CLEAR ANCHOR BOLTS ARE _ - --- ANCHOR BOLT • RESPONSIBILITY OF THE CONTRACTOR OR OWNER. C) EACH CELL SHALL BE COMPLETELY FILLED WITH GROUT CONFORMING TO ASTM C279 TYPE S WITH A MINIMUM STRENGTH OF 2,000 PSI. - NOTALLOWED. STUDS SHALL HAVE FULL BEARING TO THE FOUNDATION PLATE. ANGLE I ' LLH LONG LEG HORIZ. ALTERNATE - F.) . LET -IN BRACES: LET IN BRACES SHALL NOT BE USED FOR TEMPORARY BRACING ON ANY AB ADVL G) SHOP DRAWINGS: SHOP DRAWINGS ARE SUPERCEDED BY THE STRUCTURAL DRAWINGS UNDER D) LAP REINFORCING THE GREATER OF 80 BAR DIAMETERS OR 3'-0". - - WALL FRAME. STEEL STRAPS WHICH DO NOT REQUIRE THE CUTTING OF STUDS ARE AN ADT BLOCKING ALL CIRCUMSTANCES. THE GENERAL CONTRACTOR SHALL VERIFY THAT ALL CONSTRUCTION 15 IN LAMINATED VENEER LUMBER - _ ACCEPTABLE ALTERNATIVE. MAXIMUM ' FULL AGREEMENT WITH THE LATEST STRUCTURAL DRAWINGS. REVIEW OF SHOP DRAWINGS BY EI LOCATE ANCHOR BOLTS WITHIN 2" OF THE CENTER OF A CELL. _� MECH ALT ARCH BETWEEN THE ENGINEER OF RECORD DOES NOT GUARANTEE IN ANY WAY THE THE SHOP DRAWINGS ARE MANUFACTURER CARRIAGE BOLTS G.) SEE NOTE El D FOR SILL AND ANCHOR BOLT SPECIFICATIONS. BLDG CONTROL101NT CORRECT, NOR DOES IT INFER THAT THEY SUPERCEDE THE STRUCTURAL DRAWINGS. MISCELLANEOUS - - BLKG CONSTRUCTION JOINT (N) 6. FRAMING/LUMBER H.) WALL FRAMING RECEIVING NAILING AT 3° ON CENTER OR LESS SHALL BE 3X NOMINAL U.N.O. BM H) ' WALL FINISH SYSTEMS SUCH AS STUCCO SHALL BE APPLIED OVER FOAM BASE OR OTHER NSA NELSON STUD ANCHOR PER PIANS AND DETAILS. B(B) NOT TO SCALE METHOD OF ADEQUATELY ALLOWING THE FINISH TO EXPAND AND CONTRACT WITHOUT CRACKING. THE OWNER OR CONTRACTOR SHALL BE RESPONSIBLE FOR ANY DEFECTS IN THE 41 6.1 MATERIALS: - 6-6 CONNECTIONS: BTTWF y FINISHES. A,) SHEATHING: - CB N Cg OPNG ' _ OPENING - CONTRACTOR 1. ROOF SHEATHING: SEE PLANS - P A.) HOLES FOR THROUGH BOLTS SHALL BE DRILLED 1/16" OVERSIZE. 00 ' 1) SPECIAL INSPECTION: SPECIAL INSPECTION PER SECTION 1701 OF THE CBC SHALL BE PROVIDED CENTER 2. FLOOR SHEATHING: SEE PLANS PERPENDICULAR .. C1P . FOR THE FOLLOWING TYPES OF CONSTRUCTION: DOUBLE 3. WALL SHEATHING: SEE PLANS B.) . ALL BOLTS, NUTS, AND LAG SCREWS SHALL BE PROVIDED WITH FLAT OR MALLEABLE CJ - PLCS WLDING OF STRUCTURAL OR REINFORCING STEEL E DOUGLAS FIR - LARCH - -WASHERS WHERE BEARING AGAINST WOOD. CLR PT EPDXY/MECHANICAL CONCRETE ANCHORS 8.) GLUE -LAMS: GLUE -LAMS SHALL BE 24F -V4 U.N.O. WITH A CAMBER OF R=1600' U.N.O. PRECAST CONCRETE CMU • THE SPECIAL INSPECTOR SHALL BE ACCEPTABLE TO THE STRUCTURAL ENGINEER AND BUILDING . - GLUE -LAMS EXPOSED TO WEATHER MUST BE RATED FOR EXTERIOR USE BY THE MANUFACTURER. C.), ALL BOLTS ANDLAG SCREWS SHALL BE TIGHTENED UPON INSTALLATION AND RE -TIGHTENED COL' • - DEPARTMENT, SHALL BE ICSO QUALIFIED, AND THEIR EXPERIENCE SHALL BE COMMENSURATE ELEVATION (VIEW) OR ELEVATOR GLUED LAMINATED FABRICATON SHALL BE PERFORMED IN AN APPROVED FABRICATORS SHOP BEFORE CLOSING IN OR AT COMPLETION OF JOB. 1, - CONC ' WITH THIS TYPE OF PROJECT. - EQUAL IN ACCORDANCE WITH CBM C 2303.1.3, AITC A190.1, AND ASTMD 3737. BEAM INSPECTION _ CONN SHTG ° • EXISTING CERTIFICATES SHALL BE SUBMITTED TO THE FIELD INSPECTOR PRIOR TO COMPLETION OF FRAME „D.) LAG SCREWS SHALL BE SCREWED, NOT DRIVEN, INTO PLACE. ° i _ • CONSTR SOG SLAB -ON -GRADES EXTERIOR INSPECTION IN ACCORDANCE WITH CBC 1704.2. - -- y F - j COM 2. SITE WORK /FOUNDATIONS • STIFFENER • FINISH FLOOR L CONTR FINISHSQ C.) MICRO -LAMS: MICRO -LAMS (LAMINATED VENEER LUMBER) SHALL HAVE FB = 3100 PSI AND 7. PREFABRICATED WALL FRAMES - CP A) ASSUMED MAXIMUM SOIL BEARING = 1500 PSF PER CBC TABLE 1806.2 (NO SOILS REPORT - FV = 285 PSI MIN., AND SHALL BE MANUFACTURED, APPROVED AND IDENTIFIED AS PER NER-481. ._ _ f CTR v" FREE OF HEART CENTER PROVIDED). TOP & BOTTOM FACE OF STUD _ A) PREFABRICATED WALL FRAMES: PREFABRICATED WALL FRAMES SUCH AS SIMPSON CTSK • TOC D.) SILL PLATES: SILL PLATES SHALL BE PRESSURE TREATED DOUGLAS FIR WITH 1/2" DIAMETER STRONG -WAIL, HARDY FRAME, °Z" WALL, 71 PANEL, OR OTHER SHALL BE VERIFIED BY THE - DBL B) BUILDING SITE IS ASSUMED 70 BE DRAINED AND FREE OF CLAY OR EXPANSIVE SOIL. ENGINEER 70P -OF -STEEL ANCHOR BOLTS AND 3" X 3"X.229" PLATE WASHERS LOCATED AT 6'-0" O.C. MAX. WITH t CONTRACTOR TO BE OF APPROPRIATE HEIGHT AND LENGTH FOR THE FIELD CONDITIONS PRIOR _ DF GLUE -LAM BEAM HAS NOT MADE A GEOTECHNICAL REVIEW OF SITE, ANY OTHER CONDITIONS ENCOUNTERED TOE NAIL ONE BOLT LOCATED 1'-0" MAXIMUM FROM EACH END OF EACH PIECE. RE -TREAT CUT ENDS - TO ORDERING ANY PRODUCTS. DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE DF -L HEADER MUST BE BROUGHT TO THE ATTENTION OF THE ENGINEER. UNLESS NOTED OTHERWISE WHERE REQUIRED. _ •r ENGINEER PRIOR TO ORDERING. ALL ANCHOR BOLTS, HOLD DOWN ANCHORS, AND _ piq • WP WORKPOINT INSIDE DIAMETER r ,SUPPLEMENTAL EQUIPMENT SHALL BE INSTALLED IN ACCORDANCE WITH ICC REPORT AND Dl C) THESE CALCULATIONS ASSUME STABLE, UNDISTURBED SOILS AND LEVEL OR STEPPED FOOTINGS. E.) FRAMING LUMBER: ALL FRAMING LUMBER SHALL BE DOUGLAS FIR LARCH AS GRADED BY THE . MANUFACTURER'S RECOMMENDATIONS. ' • EA ` JOINT ANY OTHER CONDITIONS SHOULD BE BROUGHT TO THE ATTENTION OF THE ENGINEER PRIOR TO W.W.PA. OR W.CLI.B. AND SHALL HAVE A MOISTURE CONTENT LESS THAN 19%, U.N.O. EF - THE CONSTRUCTION OF THE FOUNDATIONS. B) COMPLETE SPECIFICATIONS AND CURRENT ICC REPORT MUST BE AVAILABLE TO THE INSTALLER EL • 1. STUDS SHALL BE STUD GRADE OR BETTER. 'ti' • FOR REVIEW PRIOR TO PLACEMEFIT.� ELEV - D) . ALL FOOTINGS INCLUDING RETAINING WALL FOOTINGS, SPREAD FOOTINGS, WALL FOOTINGS, 2. ALL POSTS SHALL BE DF -L III U.N.O. °E" • EN t :w AND GRADE BEAMS SHALL BEAR ON UNDISTURBED SOIL WITH A FOOTING DEPTH BELOW 3. 2X AND 3X RAFTERS SHALL BE DF -L N2 U.N.O. ' ' ' EN - FROSTUNE 112" TO 24" AS PER LOCAL REQUIREMENTS). 4. 2X JOISTS SHALL BE DF -L #2 U.N.O._ 8, .ROOF FRAMING ES " S. CONCEALED BEAMS SHALL BE DF -L #2. �+ •' (E) E) BOTTOM OF ALL FOUNDATION TRENCHES SHALL BE CLEAN AND LEVEL - 6. EXPOSED BEAMS SHALL BE DF -L #1 APPEARANCE GRADE FOHC (4X6 AND LARGER). 8-1 PREFABRICATED ROOF TRUSSES: 5 EXP ' ' 7. ALL BEAMS 6X AND LARGER SHALL BE FREE OF HEART CENTER. - - _ EXT F) ALL FINISHED GRADE SHALL SLOPE AT A MINIMUM SLOPE OF 5% AWAY FROM ALL ,. A) PREFABRICATED ROOF TRUSSES: PREFABRICATED ROOF TRUSSES SHALL BE DESIGNED BY THE EW FOUNDATIONS A MINIMUM OF 30 FEET HORIZONTAL • F.) NAILS: ALL NAILS SHALL BE COMMON U.N.O. WHERE EXPOSED TO WEATHER OR WITHIN 18" TRUSS FABRICATOR PER THE REQUIREMENTS OF THE ARCHITECTURAL AND STRUCTURAL FF ' - OF FOUNDATION, NAILS SHALL BE GALVANIZED. - - . DRAWINGS AND CBC 2303.4. ' FIN G) FOUNDATIONS SHALL NOT BE SCALED FROM PLAN OR DETAIL DRAWINGS - 1- . - FJ • G.) BOLTS AND LAG SCREWS: BOLTS AND LAG SCREWS SHALL BE ASTM A-307 U.N.O. AND B) 'COMPLETE CALCULATIONS AND SHOP DRAWINGS INCLUDING LAYOUT, SIZE OF MEMBERS, AND FUR H) FILL MATERIAL SHALL BE FREE FROM DEBRIS, VEGETATION, AND OTHER FOREIGN SUBSTANCES. PROVIDED NEW AND WITHOUT EXCESSIVE RUST. CONNECTION DETAILS, STAMPED AND SIGNED BY AN ENGINEER LICENSED IN THE STATE OF FNDN `CALIFORNIA, SHALL BE REVIEWED BY THE ENGINEER OF RECORD PRIOR TO TRUSS FABRICATION. FOHC 1) USE 4" DIAMETER PERFORATED PIPE SUB -DRAIN BEHIND ALL RETAINING WALLS. SLOPE PIPE H.) ALL HARDWARE CALLED SHALL BE SIMPSON STRONG -TIE CO., OR ENGINEER APPROVED FOS •- TO DRAIN TO DAYLIGHT. - EQUIVALENT, INSTALLED PER MANUFACTURER'S RECOMMENDATIONS WITH ALL HOLES FILLED C) TRUSS DESIGN LOADS: FS. WITH RECOMMENDED FASTENERS. USP HARDWARE MAY BE USED IN LIEU OF SIMPSON TOP CHORD LIVE LOAD: 20 PSF REDUCIBLE FTG + J.) - FOR FOOTINGS PLACED ON OR ADJACENT TO SLOPES, A GEOTECHNICAL ENGINEER MUST HARDWARE WITH WRITTEN APPROVAL FROM STRUCTURAL ENGINEER OF RECORD. ALL METAL TOP CHORD DEAD LOAD: 8 PSF • GA • APPROVE FOOTING PLACEMENTS IN VIOLATION OF FIGURE 1808.7.1 OF 2013 CBC. THIS ' - HANGERS, CONNECTORS, AND FASTENERS IN CONTACT WITH PRESSURE TREATED WOOD SHALL BOTTOM CHORD DEAD LOAD 8 PSF GALV ENGINEER SHALL NOT BE LIABLE FOR ANY FOUNDATION NOT IN STRICT CONFORMANCE TO BE STAINLESS STEEL OR OTHERWISE CERTIFIED BY THE MANUFACTURER TO RESIST CORROSION - . - TOTAL LOAD 3bP5 GUB �. SECTION 1808 OF THE 2013 CBC. CAUSED BY THE SPECIFIC TREATMENT APPLIED TO THE WOOD AND/OR METALS. r UPLIFT LOAD AS REQUIRED BY THE 2013 CBC - HDG HDR K.) WHERE LOADING TO EXISTING FOUNDATIONS IS NOT SUBSTANTIALLY INCREASED OR MODIFIED, L) MANUFACTURED °I" JOISTS: MANUFACTURED I JOISTS (SUCH AS TRUSS JOISTS) SHALL BE D) TRUSS BRIDGING SHALL BE AS REQUIRED AND SPECIFIED BY THE TRUSS FABRICATOR. HGR NO DESIGN RECOMMENDATIONS HAVE BEEN MADE FOR THE SUITABILITY OF THE EXISTING - INSTALLED PER THE MANUFACTURES RECOMMENDATIONS USING A DEFLECTION LIMIT OF L/480 HORIZ FOUNDATIONS. ONLY THOSE FOUNDATIONS WHERE LOADS HAVE BEEN ADDED BY A SECOND - UNLESS NOTED OTHERWISE. USE A MANUFACTURED 1-1/4" RIM BOARD (SUCH AS TIMBER E) • TRUSS MANUFACTURER SHALL OBTAIN ALL NECESSARY APPROVALS FROM THE PUBLIC AGENCIES ID STORY HAVE BEEN INCLUDED IN THE DESIGN. THE OWNER $HALL BE ADVISED THAT EXISTING -FOUNDATIONS STRAND) WITH ALL "I" JOISTS. USE A DOUBLE RIM OR 1-3/4" LVL RIM AT ALL LOCATIONS WHERE INVOLVED IN GOVERNING CONSTRUCTION. INT a MAY NOT BE STRUCTURALLY ADEQUATE AND SETTLEMENT, CRACKING, AND LEDGERS ARE USED (SUCH AS DECK LEDGERS). )ST L OTHER PROBLEMS ASSOCIATED WITH EXISTING FOUNDATIONS ARE BEYOND THE SCOPE OF THIS F) TRUSSES SHALL BE DESIGNED FOR THE FOLLOWING MAXIMUM DEFLECTIONS UNDER DESIGN IT DESIGN. IF REVIEW OF THE EXISTING FOUNDATIONS IS REQUIRED, A GEOTECHNICAL ENGINEER 6-2 GENERAL FRAMING: - LOADS: LIVE LOAD DEFLECTION = L/360, TOTAL LOAD DEFLECTION = L/240 " SHOULD BE CONTACTED TO DETERMINE THE EXTENTAND ADEQUACY OF THE EXISTING, - UN -MODIFIED PORTIONS OF THE FOUNDATIONS. • A) MINIMUM NAILING: MINIMUM NAILING SHALL BE PER 2013 CBC TABLE 2304.9.1. B-2 , CUT AND STACKED ROOF FRAMING:I.. B.) LARGER MEMBERS: ALL FRAMING MEMBERS SPECIFIED IN THESE CALCULATIONS ARE +- A) CUT AND STACKED ROOF SYSTEMS SHALL BE BUILT TO THE CONVENTIONAL FRAMING T 3. CONCRETE /REINFORCING MINIMUMS, LARGER MEMBERS MAY BE SUBSTITUTED AT CONTRACTORS OPTION. REQUIREMENTS OF THE CALIFORNIA BUILDING CODE (CHAPTER 23). PURLINS, BRACES, - INTERMEDIATE SUPPORTS, AND CONNECTIONS SHALL BE PROVIDED BY THE CONTRACTOR THAT t , A) CONCRETE SHALL HAVE A MINIMUM 28 DAY STRENGTH OF 2,500 PSI U.N.O. - C.) SHRINKAGE: CARE SHALL BE TAKEN TO ALLOW FOR EFFECTS OF SHRINKAGE WHICH COULD • ARE CAPABLE OF TRANSMITTING ALL GRAVITY AND WIND LOADS TO THE FOUNDATION. , CAUSE SETTLEMENT OF ROOF AND OR FLOORS AND COULD LEAD TO FAILURE OF ASSOCIATED - - C) ALL CEMENT USED SHALL CONFORM TO ASTM C-150 AND SHALL BE TYPE II OR - FRAMING MEMBERS. THE CONTRACTOR SHALL TAKE ALL MEASURES NECESSARY TO PROTECT THE FOLLOWING ADDITIONAL LIMITATIONS SHALL APPLY: , - TYPE III LOW ALKALI. FRAMING FROM THE EFFECTS OF SHRINKAGE. _ • 1. -RAFTER MAXIMUM SPANS D) AGGREGATE SHALL CONFORM TO ASTM C-33 AND SHALL NOT CONTAIN MATERIALS WHICH ARE D.) ALL STRUCTURAL FRAMING MEMBER WITH EXTERIOR EXPOSURE SHALL BE PRESSURE TREATED A. ZX6 DFA #2: 9'-0" - ALKALI REACTIVE AS DETERMINED BY ASTM C-227, 289, AND 295. IF TEST DATA IS - ti OR BE OF MATERIAL THAT IS NATURALLY RESISTANCE TO DECAY. B. ZX8 DF -L N2: 12'-0" UNAVAILABLE IN REGARDS TO ALKALI REACTIVE MATERIALS, PROVIDE CEMENT WITH A i+ C. 2X10 DF -L#2:16'-6° MAXIMUM ALKALI CONTENT LESS THAN 0.45% BY WEIGHT. , 6-3 BEAM FRAMING: + ' 2. MINIMUM BRACE SIZE = ZX6 E) CONCRETE EXPOSED TO FREEZING OR THAWING SHALL BE PROTECTED IN ACCORDANCE TO THE A,) BUILT UP BEAMS: ALL BUILT UP, LAMINATED DOUBLE OR MULTIPLE 2X 101ST$ AND BEAMS. LATEST EDITION OF THE ACI 318. - SHALL BE NAILED TOGETHER WITH 16d NAILS AT 6" O.C., T&B U.N.O. L 3. MAXIMUM BRACE SPACING = 4'-0" O.C. F) SLABS ON GRADE SHALL BE PER THE CONTRACTOR. SUMMIT STRUCTURAL DESIGN RECOMMENDS B.) _ DOUBLE JOISTS: PROVIDE DOUBLE FLOOR JOISTS UNDER PARTITION WALLS RUNNING PARALLEL 4. PURUN SIZE SHALL MATCH THE SUPPORTED RAFTER SIZE U.N.O. + THE FOLLOWING AS A MINIMUM SLAB -ON -GRADE: AT GARAGE SLABS, USE 4"THICK S.O'G ' G. - TOlO15TSPAN AND UNDER ALL LOCATIONS WHERE TUBS MAY BE LOCATED. ADEQUATE WITH #3 BARS AT 15" O.C. EACH WAY ABOVE MID -DEPTH OF SLAB OVER 2" SAND, OVER SUPPORT SHALL BE PROVIDED FOR ALL OTHER EQUIPMENT OR FURNISHINGS WHICH e.l IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO PROVIDE THE CONVENTIONALLY FRAMED MOISTURE BARRIER, OVER 4" AGGREGATE WE. USE 3-1/2" SLAB WITH #3 AT 15" E.W. ABOVE MAY NOT BE SHOWN ON THE STRUCTURAL DRAWINGS INCLUDING BUT NOT LIMITED TO: HOT ROOF SYSTEM WITH TIES AND SUPPORTS BRACING ALL ELEMENTS TO THE FOUNDATION. THE MID-DEPTHOF SLAB, OR 6X6 WWF ABOVE MID -DEPTH OF SLAB WITH SAME SUB -SLAB BUILDUP WATER HEATER, STOVE, REFRIGERATOR, OVEN, FIRE PLACE ENCLOSURES, WOOD BURNING M ENGINEER HAS ADE A CURSORY REVIEW OF THE FRAMING SIZES AND SUPPORT LOCATIONS, ATALL OTHER AREAS. - •. STOVE, ETCETERA. + AND HAS PROVIDED GENERAL CONNECTION DETAILS TO COVER THE MAJORITY OF CONDITIONS, BUT HAS NOT PROVIDED ENGINEERING DETAIL REQUIREMENTS FOR ALL CONNECTIONS G) SAW -CUT TOP 3/4" OF SLAB FOR CRACK CONTROL AT INTERVALS NOT TO EXCEED 10'-0" WHERE C,) BLOCKING: PROVIDE SOLID BLOCKING IN JOIST FRAMING ABOVE ALL SUPPORTS NECESSARY FOR THE ROOF TO PERFORM IN ACCORDANCE WITH THE LOADING CRITERIA. IF ANY SLAB IS REINFORCED, SAW CUT AT INTERVALS NOT TO EXCEED 7`0- WHERE SLAB 15 - , SPECIFIC ELEMENT OF THE ROOF FRAMING SYSTEM IS NOT SHOWN AND DETAILED CONNECTION UN -REINFORCED. CRITERIA IS REQUIRED, PLEASE CONTACT THE ENGINEER FOR ADDITIONAL INFORMATION. X , , ANCHOR BOLT K KIPS ADDITIONAL L ANGLE ADJACENT LLH LONG LEG HORIZ. ALTERNATE LLV LONG LEG VERT. • ARCHITECTURAL + LONG LONGITUDINAL ' BUILDING LSL LONG SLOTTED HOLE BLOCKING LVL LAMINATED VENEER LUMBER BEAM MAX MAXIMUM BOTTOM MB MACHINE BOLTS BEAT TO FIT MECH MECHANICAL BETWEEN MFR MANUFACTURER CARRIAGE BOLTS MIN MINIMUM CONTROL101NT MISC. MISCELLANEOUS CAST -IN-PLACE CONCRETE MTL METAL CONSTRUCTION JOINT (N) NEW CLEAR NS NEAR SIDE CONCRETE MASONRY UNITS NSA NELSON STUD ANCHOR COLUMN - NTS NOT TO SCALE CONCRETE • OC ON CENTER CONNECTION y OD OUTSIDE DIAMETER CONSTRUCTION OH OPPOSITE HAND _ CONTINUOUS ' - OPNG ' _ OPENING - CONTRACTOR OVS OVERSIZE ROUND HOLE COMPLETE PENETRATION PDF POWDER DRIVEN FASTENER CENTER PERP PERPENDICULAR .. COUNTERSINK . PL PLATE DOUBLE PLWD PLYWOOD DOUGLAS FIR PLCS PLACES DOUGLAS FIR - LARCH PP PARTIAL PENETRATION DIAMETER PT PRESSURE TREATED DOUBLE JOIST P/C PRECAST CONCRETE EACH P/T POST -TENSIONED ' EACH FACE REINF REINFORCEMENT ' ELEVATION (DATUM) REQ'D REQUIRED ELEVATION (VIEW) OR ELEVATOR SC SLIP CRITICAL EDGE NAILING SEOR STRUCTURAL ENGINEER OF EQUAL RECORD EACH SIDE SHTG SHEATHING EXISTING SIM ' SIMILAR f EXPANSION SOG SLAB -ON -GRADES EXTERIOR STD STANDARD , EACH WAY STIFF STIFFENER • FINISH FLOOR STL + STEEL ` �•, FINISHSQ SQUARE FLOOR JOIST- SS STAINLESS STEEL FLOOR T SWS SHEAR WALL SCHEDULE FOUNDATION SYM SYMMETRICAL FREE OF HEART CENTER T&B TOP & BOTTOM FACE OF STUD TO(P) TOP OF (PLYWOOD) FAR SIDE TOC TOP -OF -CONCRETE FOOTING - TOFTOP-OF-FOOTING GAUGE TOS 70P -OF -STEEL GALVANIZED TOW TOP -OF -WALL GLUE -LAM BEAM TN TOE NAIL HOT DIPPED GALVANIZED TYP - TYPICAL HEADER UNO UNLESS NOTED OTHERWISE HANGER (SIMPSON) VERT VERTICAL{ HORIZONTAL WP WORKPOINT INSIDE DIAMETER WWF WELDED WIRE FABRIC INTERIOR W/ WITH "JOIST W/O WITHOUT JOINT REVIEWED FOR CODF� gOMPLIANCE ^ TRB AA A&S& .TES TRB AND ASSOCIATES i �pfESSIONq 4� K h l r � FrND. 75688, a * P. 6/ /18 U'f CIVIL 'YJf OFCpLL(p2- 7/12/16 THESE PIANS HAVE BEEN REVIEWED FOR COMPLIANCE ONLY WITH THE ATTACHED STRUCTURAL CALCULATIONS 383 Rio Undo Ave. Suite 200 Chico, CA 95926 P. 630.692.4407 SummitChico.com V / W �- U O LLI U U O z z� W = J U W of Q (DO z� p� J LLE W I- Y U LUY N ct LJ. ,, V) REVISIONS: ' moi•. \v Ql PC#1 7/12/16 DATE: 5/04/16 SCALE: NTS DRAWN BY: . 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P-4 wm ome.,n coax N. ) [coag (1 1/i' . nXD') v 1Gel, 0 1/3'.0.0]x7 0!, q -W a M,n m P -d .e0.a 12 M At htem.Je1F emrerta t Pme (I I rn at b be,-. neLp a HAM, nm nAAre a GMnnm meow HyA li nein a MwmHaw ayPata e rPa -nnero roVhml-a m con (z I/3'. f 7 e. tb rm.D te. .-a Fwcmro P -ea Fttmn H,e11MN4 P mnn,PrP o -w .leu PI Tne Sb. n-wq w.+.A.r. conn . ha,n - 3'.n. m .aDe a he,- n herma.e..wert. > i'n1.1,+e1.. xb • ee�,n e -"aa, n .ePn, a 3,a,n el nl.m.am. nPwrl. 1- come -e .a e,nu,ay -a a hmn w fmlmm rP'�-.e i lege,- mn�-t'v�m'Np awe M,o ai Mmm'iatet, v,peela NO FASTENING SCHEDULE 10 D SD L'TWALL CONTINUES WHERE I,�OCCURS PER PLAN (5) 16d 'I PARTIAL PLAN AT TOP PLATE CORNER AND TEE DBL 2X TOP PLATE 745 (STI26 STRAP, U.N.O., PER DETAIL BELOW CENTERED ON DISCONTINUITY SND DIRECTLY UNDER SPUCE, TYP. TYPICAL TOP PLATE DISCONTINUITY (5) 16d AT CORNER OR INTERSECTING WALL MEMBER SIZE t6d SINKERS AT 16' D.C. 4'-0' MIN. LAP LENGTH TYP 16d SINKERS AT 16' O.C. (12) MIN. BETWEEN SPLICES 16d SINKERS AT 16' O.C. (12) MIN. BETWEEN SPUCES (12) MIN. BETWEEN SPUCES 10d DBL 2X DBL 1()/DBL 2X12 / HUS21D-2TF/HUS 12-27F 16d t6d 4X8/4X10/4X12 HU48TF/HU41 OTF/HU41217 16d 10d 6X8/6X10/6X12 HU68TF/HU610TF/HU612TF 16d 16d T.E/BCI ITS 1Dd NOT REWD LSTUD DIRECTLY 16d 16d GLU-LAM DBL 2.1 IEd UNDER SPLICE, TYP. TDP PLATE I INTERSECTING WALL OR CORNER WHERE OCCURS --7 HDU4 TYPICAL TOP PLATE SPLICE C SOLE PLATE NAIL OTHERWISE16d AT ff SOLE PLATE NAIL O.C., TEP PER SHEAR WALL SCHEDULE, TYP 1/2- MIN ___________ _ 1/2- MIN __--_-a_-_-_ T- - - - _ BOTTOM RIM BELOW PLATE PER PLAN PER ElI I PLAN I I 0 PLY AND NAILING FRAMING PER PER PIAN PLAN WHERE OCCURS TYPICAL TOP PLATE SPLICE DETAILG@ 1 TYPICAL RIM/BLOCK NAILING DETAIL ( 6 l NO SCALE SDI NO SCALE SDI TOP PLATE PER 9/SDI 2 1/2' MAX DEPTH FOR 2X4 PLATE 3 I 1/2' MAX DEPTH FOR 2X6 PLATE +-+-5 1/2' MAX rA PROVIDE SIMPSON RPS22 STRAP AT EACH PLATE, TOP PLATE (2) MIN PER NOTCH- PER 9/SDI , 1 1 /2' I MAX, TYP. I ---PIPE AS OCCURS NOTE DO NOT BORE HOLES OR CUT NOTCHES IN STRUCTURAL WALL PLATES GREATER THAN 1/3 THE PLATE WIDTH WITHOUT WRITTEN CONSENT FROM THE ENGINEER OF RECORD. TYPICAL TOP PLATE NOTCH DETAIL 1 0 1 NO SCALE S D 1 TYPICAL HANGER SCHEDULE MEMBER SIZE SIMPSON HANGER TYPE FASTENER TYPE AT SUPPORTING AT SUPPORTED MEMBER 2X4/ZX6 2X8/ 2X10///pp 12 WS24/LUS26/LU528/ LU$210/LUS2T0 -MEMBER IOtl 10d DBL 2X DBL 1()/DBL 2X12 / HUS21D-2TF/HUS 12-27F 16d t6d 4X8/4X10/4X12 HU48TF/HU41 OTF/HU41217 16d 10d 6X8/6X10/6X12 HU68TF/HU610TF/HU612TF 16d 16d T.E/BCI ITS 1Dd NOT REWD LVL/PSL HGLTV 16d 16d GLU-LAM HGLTV 16d IEd NOTES: 1. PROVIDE SKEWED AND SLOPED HANGER WHERE REQUIRED. 2. PROVIDE HANGER WITH ONE OR BOTH FLANGES CONCEALED WHERE REQUIRED. 3. SEE PLANS AND DETAILS FOR HANGER AT SPECIAL CONDITION. 4. PROVIDE APPROPRIATE FASTENER AT ALL FASTENER HOLES U.N.O. 5. FASTENER SIZES 16d-0.162- DIA X 3 1/2' LENGTH IOd-0.148' DIA X r LENGTH, 1Dd X 1 1/2--0.148' DIA. X 1 1/2' LENGTH 6. PROVIDE HANGERS AND FASTENERS WITH CORROSION PROTECTION APPROPRIATE FOR CONNECTION APPLICATION AND ENVIRONMENT. TYPICAL SIMPSON HANGER SCHEDULE NO SCALE SDl 16 MAX STUD SPACING 2X6 WALL OPENING SCHEDULE (U.N.O. ON PLA (110 MPH, EXPOSURE C) ® HEADER PER PLAN HOLDOWN SCHEDULE ('SEE ALL NOTES BELOW-) OPENING WIDTH TRIMMERS KING STUD/S O KING STUD S PER SCHEDULE UP TO 3'-0' 1 1 SIMPSON MINIMUM �Aj1- CONCRETE ANCIOR TYPE HOLDOWN A ® POST PER PLAN WHERE OCCURS D HOLDOWN CENTER OF EAR FASTENERS STEM T POST SIZETO CONCRETE ANCHOR FACE OF POST SINGLE POUR TWO POUR CONDITION CONDITION G W,� WIDTH TYP HDU2 DBL 2X 1 5/16' U.N.O. )--OPENING-y 6' ILIL- II HDU4 B C SSTB20 SSTB24 B F 6' (I II I I I II II _•_ _ LL - 2d O 4_C_OIC.a 1-0- AT ALL MC TYP E COMPRESSION I1% I AS REWD POSTHD BCI O Y 0.G ed O tY QC '� AT 1'-0' O.0 840 ABO 1'-9' O.0 F PER SCHED. C [ATTTSA.PER3/SDI OR N SILL PLATE NAIUNC A AT EXISTING FOUNDATIONS AND AT MISSED AB PROVIDE 1/2' DIAMETER TITEN HD AT REWIRED SPACING WITH 4' EMBED, 1 3/4' MINIMUM EDGE DISTANCE. B' MINIMUM END DISTANCE, AND 8' MINIMUM SPACING. LOCATE AND AVOID ALL REINFORCING PRIOR TO DRIWNG. INSTALL PER MANUFACTURER'S RECOMMENDATIONS 12- MAX 4'-0- MAX AT (3) STORY AND TALLER 5' MIN 6'-0' MAX AT 1 AND 2 STORY /-PT DF -L SEE SHEAR WALL SCHED. ` 11 IT MIN Il PLATE WASHER IS 11 -1I \ 3' X r X HER TYP Jj `MASA/MASAP ANCHOR OPTION PER NOTE 4 CIA AB WITH HOOK, TYP ON PER PLAN GENERAL NOTES: 1.) SILL PLATE SHALL BE 2X PT DF -L UNLESS NOTED OTHERWISE IN SHEAR WALL SCHEDULE. 2.) PROVIDE (2) BOLTS MIN PER SILL PLATE 3.) DIAGONALLY SLOTTED PLATE WASHERS WITH A MAXIMUM SLOT LENGTH OF 1 3/4' MAY BE USED WHEN A STANDARD WT WASHER IS ADDED BETWEEN THE PLATE WASHER AND NUT. 4.) CONTACT SUMMIT STRUCTURAL DESIGN FOR MASA/MASAP ANCHOR OPTION IN LIEU OF ANCHOR BOLTS 5.) AT SHEAR WALLS, PLATE WASHER MUST BE LOCATED 1/2' OR LESS FROM THE INSIDE FACE OF SHEATHING. TYPICAL FNDN ANCHOR BOLT DETAIL NO SCALE SD S REVIEWED FOR CODE COMPLIANCE AUG 10 2016 TRB AND ASSOCIATES PLAN) 2X6 WALL OPENING SCHEDULE (U.N.O. ON PLA (110 MPH, EXPOSURE C) ® HEADER PER PLAN HOLDOWN SCHEDULE ('SEE ALL NOTES BELOW-) OPENING WIDTH TRIMMERS KING STUD/S O KING STUD S PER SCHEDULE UP TO 3'-0' 1 1 SIMPSON MINIMUM DISTANCE FROM CONCRETE ANCIOR TYPE HOLDOWN MINIMUM ® POST PER PLAN WHERE OCCURS HOLDOWN HOLDOWN CENTER OF EAR FASTENERS STEM PANELS AS REQ'D. BY MODEL NUMBER POST SIZETO CONCRETE ANCHOR FACE OF POST SINGLE POUR TWO POUR CONDITION CONDITION AT POUT W,� WIDTH I II II HDU2 DBL 2X 1 5/16' SS71316 SSTS20 6 SCREWS 6' ILIL- II HDU4 DBL 2X 1 5/16- SSTB20 SSTB24 10 SCREWS 6' STUD WALL ELEVATION KEY 2X6 WALL OPENING SCHEDULE (U.N.O. ON PLA (110 MPH, EXPOSURE C) ® HEADER PER PLAN ® TRIMMERS PER SCHEDULE OPENING WIDTH TRIMMERS KING STUD/S O KING STUD S PER SCHEDULE UP TO 3'-0' 1 1 ® A35 CUP AT EACH SIDE OF POSTS AND MULTIPLE KING STUDS. USE A34 AT 4X WALLS UP TO 5'-0' 1 2 II ® BLOCK AT ALL SHEATHING SPLICES, AND AT 10'-0' MAX UNBRACED SND LENGTH NAIL MULTIPLE TRIMMERS/KING STUDS TOGETHER WITH 16d AT 12' O.C. STAGGERED O STUD PER PLAN DF#2 AT 16' O.C. U.N.O. ® POST PER PLAN WHERE OCCURS TYPICAL STUD WALL ELEVATION r s 1 NO SCALE S D 1 CORNER WHERE OCCURS --{II I 16d NAILS AT (LAPPED SHEAR MUDSIL3. THICKNESS TOP PLATE PER 9/SDI CORNERS, TYP I II I-USEI 3X STUID AT, II WALL AND 1/r DIAMETER SPACING NAR SIZE ABUTTING PANEL PROVIDE CAP BETWEEN I EAR I EDGES WHERE MUDS6L PANELS AS REQ'D. BY II II II WALLPSERC(ESHD. H.D. MFR.. 1/8' MIN. / II FI I I II II FASTENING NC PER SHEAR WALL SCHED-1 I (I I I I (I II I EN. PER SHEAR II I ILIL- II II V 12d O S' O.C.Bd WALL SIGHED. Be O 12' O.0 A35 AT 1'-B' O.C. 780 11 BLOCK AS RED.D. I (I II I I I II II _•_ _ LL - 2d O 4_C_OIC.a 1-0- AT ALL MC TYP II 11 COMPRESSION I1% I AS REWD POSTHD BCI O Y 0.G ed O tY QC '� AT 1'-0' O.0 840 ABO 1'-9' O.0 SHEAR PLY PER SCHED. RBC AT B' O.0 SILL PLATE AND A.B. SIZE/SPACING PER S FOUNDATION PER PLAN- MAI, NOTE STUD SPACING - 16' O.C., U.N.O. CORNER WHERE OCCURS -I NTYPESHEAR WALL ELEVATION I "� SD1 GENERAL NOTES: 1.) HOLDOWNS SHALL BE INSTALLED PER MANUFACTURER'S RECOMMENDATIONS 2.) AT 3X MUDSILL USE SSTBL VERSION OF ANCHOR LISTED ABOVE 3.) DOUBLE STUDS SHALL BE NAILED TOGETHER WITH 12d (DIA. -0.135') AT 6. O.C. STAGGERED. TYPICAL HOLDOWN SCHEDULE I NO SCALE S D 1 - _ I PER SHEAR L -K -Y LENGTH OF X' -Y" PER SCHEDULE BELOW. I WALL SCHED.- SHEAR MUDSIL3. THICKNESS 16' MAX STUD II I-USEI 3X STUID AT, II WALL AND 1/r DIAMETER SPACING NAR SIZE ABUTTING PANEL TYPE ANCHOR BOLT SPACING AND SPACING II I EDGES WHERE MUDS6L 12d O 7- O.0 fLATEl I REQ'D PFR SHEAR H.D. I WALL SCHEDULE I I PER FASTENING NC PER SHEAR WALL SCHED-1 I (I I I ;, SCHED.-\ II I ILIL- II 14 12d O S' O.C.Bd `/ �'�j-i�=�jT Be O 12' O.0 A35 AT 1'-B' O.C. 780 11 II I 6111 - -I II II I :Q _.11 _ -Q.,IL _ _ II _•_ _ LL - SILL PLATE AND A.B. SIZE/SPACING PER S FOUNDATION PER PLAN- MAI, NOTE STUD SPACING - 16' O.C., U.N.O. CORNER WHERE OCCURS -I NTYPESHEAR WALL ELEVATION I "� SD1 GENERAL NOTES: 1.) HOLDOWNS SHALL BE INSTALLED PER MANUFACTURER'S RECOMMENDATIONS 2.) AT 3X MUDSILL USE SSTBL VERSION OF ANCHOR LISTED ABOVE 3.) DOUBLE STUDS SHALL BE NAILED TOGETHER WITH 12d (DIA. -0.135') AT 6. O.C. STAGGERED. TYPICAL HOLDOWN SCHEDULE I NO SCALE S D 1 QgrfESS10Nq yQ4� a0 K. Q P H � U J T W cfNo. 756883'n A Jf CIVIL ��P gTfOFCAoi 7/12/16 THESE PLANS HAVE BEEN REWEWED FOR COMPLIANCE ONLY WITH THE ATTACHED STRUCTURAL CALCULATIONS 383 Rio UrHIo Ave. Suite 200 Chico, CA 95926 P. 630.692.4407 SurnmitChico.com J Q LTJ Q U Q U W 1..L. C) _ U D W 0 U z= REVISIONS: !1\ PC#1 7/12/16 GENERAL NOTES,- OTES1.) STRUCTURAL SHEAR WALL TYPE 'N' FOR A MINIMUM SHEAR WALL LEGEND L -K -Y LENGTH OF X' -Y" PER SCHEDULE BELOW. SHEAR WALL SCHEDULE - 3/8" THICK SHEATHING AND 16" O.C. STUD SPACING ('SEE ALL NOTES BELOW-) SHEAR MUDSIL3. THICKNESS SOLE RATE PANEL EDGE PANEL FIELD 'SIMPSON' ALLOW. WALL AND 1/r DIAMETER NAIL SIZE NAR SIZE NAIL SIZE A55 AND RBC LOAD TYPE ANCHOR BOLT SPACING AND SPACING AND SPACING AND SPACING CUP SPACING (RF) MUDS6L 12d O 7- O.0 Bd O S. aG Bd O 12, O.0 A,35 AT 2'-8- O.0 260 B AB O 3'-9' 0.G. RBC AT V-5 0.11 2% NUD541A35 12d O S' O.C. BCI O 4' O.C. AT 1'-e' O.0 350 BOO 12' O.0 4' AB O 2'-9' aG RBC AT 1'-2' D.C. L/U0541 12d O S' O.C.Bd O 4' O.C. Be O 12' O.0 A35 AT 1'-B' O.C. 780 4 4 AS O V-3' O.0 RBC AT 1'-0' O.0 2X MUDSILL 2d O 4_C_OIC.a 1-0- BCI O r A35 AT V-5' O.G 480 Bd 0 Ir O.C.RBC 3 AB o V-0' O.0 AT 10' O.C. QS' MUD54L 120 O r O.C. BCI O Y 0.G ed O tY QC '� AT 1'-0' O.0 840 ABO 1'-9' O.0 RBC AT B' O.0 QgrfESS10Nq yQ4� a0 K. Q P H � U J T W cfNo. 756883'n A Jf CIVIL ��P gTfOFCAoi 7/12/16 THESE PLANS HAVE BEEN REWEWED FOR COMPLIANCE ONLY WITH THE ATTACHED STRUCTURAL CALCULATIONS 383 Rio UrHIo Ave. Suite 200 Chico, CA 95926 P. 630.692.4407 SurnmitChico.com J Q LTJ Q U Q U W 1..L. C) _ U D W 0 U z= REVISIONS: !1\ PC#1 7/12/16 GENERAL NOTES,- OTES1.) 1.)WALL FRAMING: USE2X OR "DER DF -L STUDS PER PLAN). SOLE PLATE. TOP PLATES, AND BLOCIONG. USE PT DF -L MUDSILL PER SCHEDULE ABOVE BLOCK ALL PANEL EDGES. 2) SHEATHING: USE APA RATED (32/16 SPAN RATING) SHEATHING UNLESS NOTED OTHERWISE. EDGE NAR PANELS AT ALL EDGES, TOP PLATESI SOLE PLATE MUDSUL POSTS, AND HOLDOWN DATE: 5/04/16 COMPRESSION POSTS/STUDS 3.) NAIL SIZES 82 2 1/3' X 0.131' DIAMETER COMMON, OR 2 1/2' X 0.113' DIAMETER HOG BOX SCALE: NTS 122 3 1/8' X (1135 DIAMETER SINKER, 202 4- X 0.19r DIAMETER COMMOK DO NOT OVERDRIVE NAILS STAGGER SOLE FASTENING AND PRE -DRILL PLOT HOLES (MAX DRAWN BY: RKB 75X NAIL DIA) M AVOID SPOTTING WALL ELEMENTS SEE DETAIL.8/SDI FOR MORE INFO. 4.) AT SHEAR WALL TYPES '4', '3'. AND 'r USE SX NOMINAL FRAMING AT ABUTTING PANEL EDGES AND STAGGER HALING. JOB NUMBER: 16-194 5.) ALLOWABLE LOADS MAY BE MULTIPLIED BY 1.4 WHERE WIND LOADS GOVERN. SHEET: NTYPICAL SHEAR WALL SCHEDULE n S D 1 _ SOLID BLOCK WITH (6) 16d, TYP E.S. , POST PER PLAN WITH CSSO r _ 14" SO. CAST PIER _ WITH (4) /4 Barts I I ,SHEAR PER PL WHERE OCCUR. BLOCK SOLID AT HD'S, POSTS, AND MULTIPLE STUDS\ r'PLY, ) AND NAILING PER PLAN PT OF SILL AND AS PER 3/SDI 18' MIN. 6 MIN 04 AT 24" O.0 VERT;I I I - Q4 AT 18 O.C. HOR, -� �I WHERE STEMWALL , HEIGHT > V-6' I WALL FRAMING PER PLAN -SOLE NAILING PER 6/SDI 77 FLOOR JOISTS PER PLAN LAP 6' ON CENTERUNE OF GIRDER PATH (4) 16d CUNCHED \2X BLOCK IA35 CLIP SPACING PER SWS, OTHERWISE 4'—O" O.C. 18" N QpufESSIOV, �4� 0 K• /f Vy �No. 75688"' * S/ /IB Jr CI V I V q�fOFCAEt<OR 7/12/16 THESE PLANS HAVE BEEN REVIEWED FOR COMPLIANCE ONLY WRH THE ATTACHED STRUCTURAL CALCULATIONS FTC AND RDNF -I� I `3" CIRA II, - 3' CLR � - y 3B3 Ria Lind. Ave. 00 PFR PLAN S I L_ \SPREAD ChcoSuite ?CA 95926 OFFSET BEND TYP. 12' CONT. TOP AND SOT.BARS TO MATCHCONT. REINS. Summi692.4407 5'-0' 1-8 - PLAN WHERETIOCCUNG R$ SummitChico.com TYPICAL POST THRU FLOOR DETAIL*' 9 TYPICAL UNDER FLOOR ACCESS DETAIL 5 TYPICAL FOUNDATION DETAIL r� NO SCALE SDZ NO SCALE . SDZ NO SCALE SDZ THICKNESS - -}- FLOOR PLY AND OOR JOISTS PER PLAN LAP - 3' CLRIJ -t- -. NAILING PER PLAN CENTERUNE OF GIRDERSOLIDH \ r6flTON BLOCK C4) 16d CLINCHED Q 3" 6" O.C.. TYP ALL LAPS (6O) BAR - DIAMETERS, LU REINFORCE WITH j4 GIRDER PER PLAN WITH Q FTG TYPE PER PLAN AT 6' O.C. E.W. _ BC POST CAP AT POSTS 3) 8d TOENAILS PER FJ - Q U A • 4X6 POST WITH (4) J W A 16d TOENAILS TO PIER • Q U U z - 'WETSET'PRECAST CONC. PIER, L. •_A1 FILLED m _ W = U r OR CONCRETE CMU BLOCK a W I I II I II I II - FOOTING SCHEDULE FOOTING TYPE DIMENSION A. DIMENSION B. U.N.O. THICKNESS. U.N.O. - I I II 0 zf4 F7.5 1'-8 1'-6" 12" { - MIN TYPICAL U.N.O LLJ W F2 2'-0' 2'-0' 12" F2.5 2'-6' 2'-8' 12' , PER PLANLL 1 W F3 3'-0' 3'-0' 12' -. ly ' F3.5 3'-6' 3'-6' 12' W ]LLJ C TYPICAL SPREAD FOOTING SCHEDULE $ TYPICAL CONSAf gfiEklNM40TG REBAR PLAN I TYPICAL INTERIOR FOUNDATION DETAIL I `- 1 J NRTICAL SDZ NOSCALECOMPLIANCE SD2 NO SCALE SDZ Q LAP VERTICAL BARS 2'-O' WHERE BARS ALIGN WITHSLAB REINF., LAP COLUMN PER PIAN, WHERE FOR COD U VERTICAL BARS 3'-6' WHERE BARS OCCURS SEE NOTE 7 .. DO NOT ALIGN WITH SLAB REINF. POST BASE PER PLAN, WHERE OCCURS, SEE NOTE 7 ^ � - 4' CONCRETE SLAB WITH /4 AT 24' O.C. EACH WAY AT MID -DEPTH OF SLAB _ ROUGHEN SURFACE 1/4' AMPLITUDE .. -- t AUG -. - = WALL FRAMING PER PLAN PT OF SILL AND .. i AS PER 3/SDI SHORING BY OTHERS 'PLYW SHEAR PER PLAN PROPERLY COMPACTED GRAVEL -SAND �ANDCLEAN. ING COMPAGCTIONNAND jl • TRB AND ASSOCIATES AND HALING PERP SOLE NAILING PER 6/SDI BACKFILL BY OTHERS, TYP 4' UNTIL SLAB REACHES 4' 75% STRENGTH` N WALL FRAMING PER PLAN FLOOR JOIST PER PLAN EITHER EN. AT 12 8'-0' MIN. p SOLE NAILING PER 6/SDI DIRECTION. SOLID BLOCK AT 7-O' O.C. AT PARALLEL CONDITION L NT. 7X RIM HOf.7- AT r I, 24' O.C. VERT. MPACTED 3X PT SILL RIPPED TO FIT WITH GIRDER PER PLAN WHERE OCCURS 1 BLOCK SOLID AT POSTS MULTIPLE STIRS AND HOEDOWNS (2) /4 FINISH GRADE ; .ANCHOR BOLTS PER 3/SD1 AND WATERPROOFING, FLASHING, _ N. CONT. BOTT. _— - 1' MAX DEPTH NOTCH AND DRAINAGE BY OTHERS i N GIRDER REVISIONS: WATERPROOFING AND DRAINAGE 3• 3' MIN FLOOR PLY AND 1 2 ISOLATION JOINT / HANGER AS REO' 18' MIN. 8" MIN. SLOPE FINISH l 1 PC#1 7/12/16 BY OTHERS. TYP _ _ f MAKING PER PLAN SLAB -ON -GRADE , - — GRADE AWAY SPREAD FOOTING PER PER PLAN 12' MIN. FROM FOUNDATION .. I PLAN WHERE OCCURS 12" 6" MIN. I • - I 1=1 U= — —_ - J 3' CLR. TYP FJ PER PLAN J4 AT 18' O.C. HER? -III,..,VIII rn c ` 1•-O. WHERE L I NOTES 1.) FOOTINGS SHALL BE LEVEL AND BEAR ON CLEAN, UNDISTURBED SOIL LH TOP FLANGE HCR / • >TMWALL I . _ DATE: 5/04/16 2.) FOUNDATION MAY NOT PERFORM AS INTENDED AND MAY FAIL UNLESS STRICT ADHERENCE IS3' ` • CUR... . SCALE: NTS 6f MAINTAINED IN ALL ASPECTS OF DETAIL REOUIREN7S METAL FLASHIN • _ _ :3.) PROPER CARE MUST BE TAKEN TO DRAIN WATER UNDER THE SLAB TO PREVENT BUILD-UP OF BEHIND RETAINING - 12' 1 STORY \ CMT. TOP AND BOTT. DRAWN BY: RKB WATER WALL 4.) MINIMUM REBAR SPLICE LAP LENGTH IS (60) BAR DIAMETERS U.N.O. EN. FOOTING PER 1/SD2 \ 16-194 5.) SLAB SLOPE AND ELEVATION AS REQUIRED PER ARCH (2'-3' MAX WALL HT). SPREAD FOOTING PER JOB NUMBER: 6.) GUARDRAILS AND HANDRAILS BY OTHERS PLAN WHERE OCCURS 7.) PROVIDE 2" MINIMUM SIDE COVER FROM EACH EDGE OF COLUMN BASE TO EACH EDGE OF SLAB. _ SHEET: SLAB -ON -GRADE AT PORCH DETAIL ��1 FOUNDATION DETAIL C-4 TYPICAL FOUNDATION DETAIL 1 C D� NO SCALE SDZ NO SCALE SDZ NO SCALE SDZ J c/ I t A + L 1 • 1 { REVIEWEZ 1 - .. �{ _ — �pFESS10N pii U q ' - A l7 �') 1 i:.:::: K. e /may BOTTOM CHORD OF SIMPSON STC CLIP TRUSS BY OTHERS AT EACH TRUSS a " `YNo. 75686^' z AND ASS®CIATES 6' "6 TBB A\1/2' GAP J}qr CIv1L ..., ,�.,�,� fOF CALIF - NON-BEARING WALL 7/12/16 - /MSTA24 STRAP AT - ^ TFOR COMPLIANCE ONLY WITHPLANS HAVE SEEN W E PARALLEL TOP PLATE, UNO _ ATTACHED STRUCTURAL mcuIATIONS r 1/2 TOP PLATE _ STRAP PER 9/SDI , 1 LENGTH WALL PERPENDICULAR TO TRUSS r NOTCH BEAM AT - PERPENDICULAR - BEAM PER PLAN PLATES. WHERE SIMPSON DTC - OCCURS _ CUP AT EACH TRUSS T - (2) 16d 1 . NAILS, TYP WALL FRAMING ` - PER PLAN 1/2' CAP LSTA18 ES., UND. I TRU BY OTHERS, Typ _ I 383 Rio Undo Ave. - ° • NON-BEARING WALL 2X4 BLOCK AT 4'-0' O.C. Suite 200 WITH (2) t6d EACH END Chico, CA 96926 TRIMMER/S POST PER P. 630.692.4407 PLAN . - WALL PARALLEL TO TRUSS - Summitchico.com • 4 TYPICAL TOP PLATE -BEAM DETAIL I V TYPICAL NON-BEARING WALL DETAIL I •' ' NO SCALE SD3 NO SCALE _ SD3 " -- ROOF PLY AND ' NAIUNG PER PLAN . +'-0' MAX '-0. 3) 16d TOENAILS N- • . .N. ' FASCIA BY r OTHERS EN. OUTLOOKER AT NOTE 24' O.C., NOTCHCONTRACTOR SHALL VERIFY NOTCH TOP OUTL TO WDEPTH AND LOCATION WITH TRUSS SEAT OUTLOOKER MFR. PRIOR TO CUTTING.MSTA24 STRAP. AT SPLICES, U.N.O� BEAM SPLICE AS OCCURS TRUSS BYABLE DOTHERS J W U 4 • •, SHEAR ENTIRE Wal THAN 6'-0' WITH U • PER SINS TYPE '6' 16d AT 12' O.C. z _ 2X6 BRACE AT W = i ' A35 CUP PER SHEAR WALL U SCHEDULE. OTHERWASE (5) 1 O.C. WITH EACH E NAILS N 1 4'-0' O.C.. TYP.—EACH END � W SIMPSON COLUMN PROVIDE CAP BETWEEN PANELS Q BEAM PER PLAN Q CAP PER PLAN AS REO'D. BY MFR.. 1/8' MIN. ( \ z _ • ' E.N., T P 2x BLOCKING T.N.4'-0' O.C., ��/ O i - PDST PER PLAN DBL TOP PLATE TdLB, (3) 12d T.EA END J LULJ L PER 9/SD1 3) 16d T.N. EA BLOCK /'1,/ Z W LL U W .. - SHEAR ENTIRE Wal' Lu Y - PER SWS TYPE .6-7WALL FRAMING PER PLAN , ^ + TYPICAL BEAM DETAIL I TYPICAL GABLE END TRUSS DETAIL • NO SCALE 3 NO SCALE SD3 ' SDv / ` ROOF PLY AND - ROOF PLY AND NAILING _ EN _ NAIUNC PER PLAN /EN., TYP PER PLAN, TYP EN., TYP _ .. _ _ EN. (3) 16d TOENAILS FASCIA BY OTHERS--_E.N. TRUSS BY SHEAR PER ARCH Xu. 2X4 FLAT OUTLOOKER ATNTC ROOF PLY AND OTHERS, TYP72X4 .. WHERE REO'D-- 24' O.C.. NOTCH NAILING PER P PLY AND TOP RBC WALL SP PER SHEAR E.N. CHORD TO SEAT WALL WISE ULE4'-0 ROOFTRUSSES TRUSS BY EN. PLY WnpOK�OTHERWISE 4'-0' O.C-, TYP. BY OTHERS AT BLOq(S—OTHERS O 2X BLOCK AT 4'-O' 2X BLOCK BRACE PER E.N. "- BRACES LONGER REVISIONS: THAN 6'-0' WITH D.C. WITH TOENAILS (4) END 2/SD3, SIM SOLID BLOCIGN \ I6d AT 12' O.C.. Ql PC#1 7/12/16 CUP AND SPACING 16d AT 8' GABLE END PER PLAN/SHEAR 2X6 BRACE AT O.C. TO 8L TRUSS BY OTHERS 4'-0' O.C. WITH ADD SECOND H25T 1 • WALL SCHEDULE, H25T EA TRUSS \/ AT DRAG TRUSSES (5) 16d NAILS E.N. OTHERWISE 4'-0' O.C. CONT. 2X LEDGER WITH � /\ EACH END (2) 16d AT Jr,' O.C- FASCIA BY OTHER / \ TOP PLATE PER 9/SDI NOTES: SHEAR PER PLAN BEAM PER PLAN. WHERE OCCURS DATE: 5/04/16 EN. BLOCKING AT 4'-0' O.C., 1. CONTRACTOR SHALL VERIFY NOTCH DEPTH AND LOCATION WITH TRB, (3) 12d T.N. EA. END TRUSS MFR. PRIOR TO CUTTING. - _ SCALE: NTS TOP PLATE PER 9/SDI/ (3) t6d T.N. EA BLOCKALL FRAMING PER PLAN DRAWN BY: SHEAR PER PLAN, 2. WATERPROOFING, FLASHING, AND VENTING PER ARCH.RKB WHERE OCCURS WALL FRAMING PER PIAN 3.- BRACE FRAMING AS REWIRED DURING CONSTRUCTION. - 16- " JOB NUMBER: 16-194 4. PREDRILL NAIL HOLES UP TO 60% SHANK DIAMETER AS REO'D TO PREVENT SPLITTING. - SHEET: TYPICAL DRAG TRUSS DETAIL NO SCALE NSD3 TYPICAL GABLE END LEDGER DETAIL I 1 TYPICAL EAVE DETAIL 5D3 NO SCALE