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HomeMy WebLinkAboutB17-0117 065-380-012DEVELOPMENT SERVICES Department of Development Services Tim Snellings, Director Pete Calarco, Assistant Director 7 County Center Drive T: 530.538.7601 Buttecounty.net/dds Oroville, California 95965 F: 530.538.7785 PLAN CHECK SQUARE FOOTAGE VERIFICATION Permit Number: B17-0117 Owner's Name: SOTO, MARIA Assessor's Parcel Number: 065-380-012 Date of Application: 1/20/2017 Square Footage Verification No Change: NOTES: Verified By: (Plan Check Signature) Confirmed TRAKiT Updated by: Date: Date: IV At Application: CTo: wing Area p Garage Area 576 Covered Area p lopen Area 1 0 JQ"j is 04 0 — No Change: NOTES: Verified By: (Plan Check Signature) Confirmed TRAKiT Updated by: Date: Date: IV t �14 1045 Twin View Blvd. Redding, CA 96003 (530) 244-6335 (530) 244-1890 fax TRUSS ENGINEERING PACKP,GE ICC RESEARCH REPORT NO. ESR —1311 & ESR -198 8 IN STRICT ACCORDANCE WITH U.B.0 I.B.0 I.R.C., C.B.C. ANSI NATIONAL STANDARDS, LATEST REVISION INSPECTED BY: NATIONAL INSPECTION ASSOCIATION, INC. Quality Systems Management /National Testing P.O. Box 3426 Gillette, WY 82717-3426 Office &Fax (307) 685-6331 JOB NAME LOCATION: CUSTOMER: 24X24 170968 Magalia Mark Hoffman ENGINEERED BY: MITEK USA INC. 250 KLUG CIR Corona, CA 92880 (951) 245-9525 (951) 273-0040 fax ( - i PERk ITV -77.... � a BUTTE COUNTY LEVEL PM, N M SERVICES 1[ E� ' -. r�) F(j- C E -� 0 D rJ, Q�`�TE I o t - BY �1� XPi MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: 170968 24X24 The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Meeks Building Center. Pages or sheets covered by this seal: K2773437 thru K2773438 My license renewal date for the state of California is September 30, 2018. Q�pFESSION�� ZHgpop ��cm C 70068 � EXP. 9-30-2018 January 20,2017 Zhao, Xiaoming 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. Job Truss 170968 Al russ Type Common Supported Gable Qty Ply 2 1 24X24 K2773437 Job Referenceoptional) meeks lumber, redding 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Jan 20 10:02:00 2017 Page 1 ID:Pth8EpKITwzQyHrmLmBXiYztpkd-eRRPDIOoJzX6MwDc?FZuRr?yfvDiOGYekx?0_HztV65 -1-0-0 12-0-0 24-0-0 25-0-0 1-0-0 12-0-0 12-0-0 1-0-0 Scale = 1:41.7 4x4 = 9 10 11 4x4 = 33 32 31 30 5x8 = 29 28 27 26 25 24 23 22 21 20 24-0-0 Plate Offsets X Y -- 10:0-2-0 Ede [31:0-4-0,0-3-01 LOADING (psf) TCLL 50.0 (Roof Snow=50.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 LUMBER - TOP CHORD 2X4 DF No.1 &Btr G BOT CHORD 2X4 DF No.1 &Btr G OTHERS 2X4 DF No.1 &Btr G REACTIONS. All bearings 24-0-0. CSI. TC 0.12 BC 0.05 WB 0.04 Matrix -S 4X4 = DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) 0.00 18 n/r 120 MT20 220/195 Vert(CT) 0.00 19 n/r 120 Horz(CT) 0.00 18 n/a n/a Weight: 112 Ib FT = 20% BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. (lb) - Max Horz 2=46(LC 13) Max Uplift All uplift 100 Ib or less at joints) 2, 28, 29, 30, 31, 32, 33, 25, 24, 23, 22, 21, 20, 18 Max Grav All reactions 250 Ib or less at joint(s) 27, 28, 29, 30, 32, 26, 25, 24, 23, 21 except 2=336(LC 19), 31=256(LC 19), 33=428(LC 1), 22=259(LC 20), 20=428(LC 1), 18=333(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-33=-348/123, 17-20=-348/123 NOTES - 1) Wind: ASCE 7-10; Vult=11 Omph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Corner(3) -1-0-0 to 2-0-0, Exterior(2) 2-0-0 to 12-0-0, Corner(3) 12-0-0 to 15-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=50.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 50.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 1-4-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) A plate rating reduction of 20% has been applied for the green lumber members. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 28, 29, 30, 31, 32, 33, 25, 24, 23, 22, 21, 20, 18. 13) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 18. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 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 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 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/TPl1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Q�aFEssroN,�� ZHAO J C 70068 1;0 250 Klug Circle Corona, CA 92880 Jo 170968 meeks lumber, redding -1-0-0 1-0-0 Truss W6 .MI 11 m Truss Type Qty Ply 24X24 Ud Lumber DOL 1.15 -0.23 K2773438 Common 11 1 -0.50 8-9 >581 180 Job Reference (optional) 0.12 6 n/a n/a O.V IV S /AP1 LV LV 1 V IVII 1 VN II Iuu0LI IGJ, 111V. III vu1 I w I v.vc..v . . . . _Vw . ID:Pth8EpKITwzQyHrmLmBXiYztpkd-6d?nRe0R4Gfz_4opYy47_2YyIJPy7hoozbkZXjztV64 12-0-0 18-0-0 24-0-0 25-0-0 6-0-0 6-0-0 6-0-0 1-0-0 4x8 = 4 Scale = 1:41.7 3x10 = Plate Offsets (Xs - LOADING (psf) TCLL 50.0 (Roof Snow=50.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 5x8 = 4x6 = 3x10 = :M [2:0-5-2&-_1-8J.,.16:0-5-2,0-1-8].9:0-3-12 CSI. TC 0.77 BC 0.68 WB 0.17 Matrix -AS 16-0-0 DEFL. SPACING- 2-0-0 (loc) Plate Grip DOL 1.15 Ud Lumber DOL 1.15 -0.23 Rep Stress Incr YES * Code IBC2015/TP12014 CSI. TC 0.77 BC 0.68 WB 0.17 Matrix -AS 16-0-0 DEFL. in (loc) I/defl Ud Vert(LL) -0.23 8-9 >999 240 Vert(CT) -0.50 8-9 >581 180 Horz(CT) 0.12 6 n/a n/a LUMBER- BRACING - TOP CHORD 2X4 DF No.1 &Btr G TOP CHORD BOT CHORD 2X4 DF No.1 &Btr G BOT CHORD WEBS 2X4 DF No.1 &Btr G REACTIONS. (Ib/size) 2=1800/0-3-8,6=1800/0-3-8 Max Horz 2=46(LC 13) Max Uplift 2=-157(LC 14), 6=-157(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4133/389, 3-4=-3569/332, 4-5=-3569/332, 5-6=-4133/389 BOT CHORD 2-9=-314/3870, 8-9=-175/2540, 6-8=-324/3870 WEBS 4-8=-46/1225, 5-8=-1021/159, 4-9=-46/1225, 3-9=-1021/159 24 -0-0 PLATES MT20 Weight: 92 Ib Structural wood sheathing directly applied. Rigid ceiling directly applied. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 12-0-0, Exterior(2) 12-0-0 to 15-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=50.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 50.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6 * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 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 100 Ib uplift at joint(s) except (jt=1b) 2=157,6=157. 9 This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and '/z" gypsum sheetrock be applied directly to the bottom chord. IS AND INCLUDED M1TEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. WARNING -Verify design parameters and READ NOTES ON TH and is for an individual building component, not Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, 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 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 ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. GRIP 220/195 FT = 20% M, 1c; M d QRpFESStONq� Z J C 70068 � January 20,2017 1Tk 250 Klug Circle Corona, CA 92880 ------`----~-------'—` o FA o FA Symbols PLATE LOCATION AND ORIENTATION 9 Be Center plate on joint unless x, y offsets are indicated. Dimensions are in ft -in -sixteenths. Apply plates to both sides of truss and fully embed teeth. 0.116 11 orientation, locate --- - -- -- '���' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. * Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION BEARING Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TP11: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. D 0 U D_ 0 Numbering System 6-4-8 dimensions shown in ft -in -sixteenths (Drawings not to scale) 1 2 TOP CHORDS K BOTTOM CHORDS 8 7 6 5 0 0 U a- 0 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC -ES Reports: ESR -1311, ESR -1352, ESR1988 ER -3907, ESR -2362, ESR -1397, ESR -3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X -bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 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. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. AUGUST 1, 2016 00 o0 Oo Y I MiTek USA, Inc. A MiTek Affiliate WEB BRACING RECOMMENDATIONS MII-WEBBRACE MiTek USA, Inc. Page 1 of 1 *Bay size shall be measured in between the centers of pairs of diagonals. MAXIMUM TRUSS WEB FORCE (Ibs.) (See note 7) BRACING MATERIALS BRACE 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. * A 24110.C. 3. 4811O.C. 72" O.C. BAY SIZE MATERIAL, AND SHALL BE INSTALLED IN SUCH A MANNER THAT IT INTERSECTS WEB MEMBERS 1 X 4 #2 SRB (DF, HF, SPF) AT APPROX. 45 DEGREES AND SHALL BE NAILED AT EACH END AND EACH INTERMEDIATE TRUSS WITH 2-8d (0.131"x2.5") FOR 1x4 BRACES, 2-10d (0.131"x 3") FOR 2x3 and 2x4 BRACES, AND 3-10d (0.131"x3") FOR 2x6 BRACES. 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH 2-8d (0.131"X2.5") NAILS FOR 1x4 LATERAL BRACES, BRACING MATERIAL TYPE 2-10d (0.131"x3") NAILS FOR 2x3 and 2x4 LATERAL BRACES, AND 3-10d (0.131"x3") FOR 2x6 LATERAL BRACES. BRACING MATERIAL TYPE BRACING MATERIAL TYPE 5. A B C D A B C D C D �_ �� 1 0 0 1610 C 1886 1886 2829 GUIDE TO GOOD PRACTICE FOR HANDLING, INSTALLING & BRACING OF METAL PLATE CONNECTED 12'-0" 1342 1572 WOOD TRUSSES, JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA and TRUSS PLATE INSTITUTE. 1572 2358 3143 3143 2 X 6 #3 OR BETTER (SPF, DF, HF, OR SP) 4715 4715 REFER TO SPECIFIC TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE. 7074 14'-0" 1150 8. 1347 1347 2021 n ' 16'-0" 1006 1179 1179 1768 2358', 2358 3536 18'-0" 894 1048 1048 1572 3143 4715 1 " 2-0 0 805 943 943 1414 ;; ` 1886 1886 2829 *Bay size shall be measured in between the centers of pairs of diagonals. FOR STABILIZERS: FOR A SPACING OF 24" O.C. ONLY, MITEK "STABILIZER" TRUSS BRACING SYSTEMS CAN BE SUBSTITUTED FOR TYPE A, B, C AND D BRACING MATERIAL. DIAGONAL BRACING FOR STABILIZERS ARE TO BE PROVIDED AT BAY SIZE INDICATED ABOVE. WHERE DIAPHRAGM BRACING IS REQUIRED AT PITCH BREAKS, STABILIZERS MAY BE REPLACED WITH WOOD BLOCKING. SEE "STABILIZER" TM2 @1 n Mr%A 0%1\IY% 1►1[-TAI 1 ATIi1AIf' I IIf1C A k I M 17M^MI 1/+T CMC /' I CIn ATInP.1 TRUSS WEB MEMBERS CONTINUOUS LATERAL RESTRAINT 2-10d NAILS (SEE NOTE 4) 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 aa VwT nwW7.w,7rrw!,iJa :.«M --- me�� Opp& R8f�@F&%ffil�NBOUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 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 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 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, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. QRQF ESS/0 S 6332 m m EXP. 6/30/2018 *. AS, �1,' December 21,2016 lIIIR � MiT w 250 Klug Circle Corona, CA 92880 GENERAL NOTES TYPE BRACING MATERIALS 1. DIAGONAL BRACING IS REQUIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE INTO THE ROOF AND/OR CEILING DIAPHRAGM. THE DIAPHRAGM IS TO BE DESIGNED BY A QUALIFIED PROFESSIONAL. 1 X 4 IND. 45 SP 2. THESE CALCULATIONS ARE BASED ON LATERAL BRACE CARRYING 2% OF THE WEB FORCE. A —OR— 3. DIAGONAL BRACING MATERIAL MUST BE SAME SIZE AND GRADE OR BETTER, AS THE LATERAL BRACE MATERIAL, AND SHALL BE INSTALLED IN SUCH A MANNER THAT IT INTERSECTS WEB MEMBERS 1 X 4 #2 SRB (DF, HF, SPF) AT APPROX. 45 DEGREES AND SHALL BE NAILED AT EACH END AND EACH INTERMEDIATE TRUSS WITH 2-8d (0.131"x2.5") FOR 1x4 BRACES, 2-10d (0.131"x 3") FOR 2x3 and 2x4 BRACES, AND 3-10d (0.131"x3") FOR 2x6 BRACES. 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH 2-8d (0.131"X2.5") NAILS FOR 1x4 LATERAL BRACES, 2-10d (0.131"x3") NAILS FOR 2x3 and 2x4 LATERAL BRACES, AND 3-10d (0.131"x3") FOR 2x6 LATERAL BRACES. B 2 X 3 #3, STD, CONST (SPF, DF, HF, OR SP) 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, DF, 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. www.sbcindustry.com and www.tpinst.org D 2 X 6 #3 OR BETTER (SPF, DF, 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" TM2 @1 n Mr%A 0%1\IY% 1►1[-TAI 1 ATIi1AIf' I IIf1C A k I M 17M^MI 1/+T CMC /' I CIn ATInP.1 TRUSS WEB MEMBERS CONTINUOUS LATERAL RESTRAINT 2-10d NAILS (SEE NOTE 4) 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 aa VwT nwW7.w,7rrw!,iJa :.«M --- me�� Opp& R8f�@F&%ffil�NBOUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 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 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 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, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. QRQF ESS/0 S 6332 m m EXP. 6/30/2018 *. AS, �1,' December 21,2016 lIIIR � MiT w 250 Klug Circle Corona, CA 92880 U AUGUST 1, 2016 ��Q o LU UL]: MiTek USA, Inc. MM L, _L��]] 0 .ok Al T -BRACE / I -BRACE DETAIL 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 U4 or U6 10d (0.131 " X 311) 8" O.C. 2x4 or 2x6 or 2x8 16d (0.131" X 3.511) 8" O.C. Note: Nail along entire (On Two -Ply's length of T -Brace / I -Brace Nail to Both Plies) WEB Nails Nails Section Detail T -Brace Web -Brace Nails SPACING T -B RAC E Web Size 2x3 or 2x4 2x6 M11 - T -BRACE MiTek USA, Inc. Page 1 of 1 Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing i 2 1x4 (*) T -Brace 1x4 (*) I -Brace 1x6 (*) T -Brace 2x6 I -Brace 2x8 12x8 T -Brace IM I -Brace Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 2x4 T -Brace 2x4 I -Brace 2x6 2x6 T -Brace 2x6 I -Brace 2x8 12x8 T -Brace 12x8 I -Brace Q�pF ESS/pN RI ����� C( Q9`F�c O LU C) S 6332 m ��,W�...:�© TSR, T�OF CAUFi 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 INDNB"!E�10e/Mrace AIPARNING - Verify design parameters and READ NOTES C M_M= REFERENCE PAGE rev. 1010312015 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 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 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, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek* 250 Klug Circle Corona, CA 92880 I AUGUST 1, 2016 F_V_I�Q Eii a MiTek USA, Inc. ENGINEERED BY @I A MiTek Affiliate (ED L -BRACE DETAIL Nailing Pattern L -Brace size Nail Size Nail Spacing U4 or 6 10d 0.131 " X 3" 8" O.C. 2x4, 6, or 8 16d (0.131 " X 3.511) 8" O.C. Note: Nail along entire length of L -Brace (On Two -Ply's Nail to Both Plies) WEB Web Nails Section Detail SPACING L -BRACE IVIII - L -BRACE MiTek USA, Inc. 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 Page 1 of 1 Specified Continuous Rows of Lateral Bracing Web Size I 1 I 2 2x3 or 2x4 1 1x4 I *** 2x6 1 x6 *** 2x8 2x8 *** *** DIRECT SUBSTITUTION NOT APLICABLE. QROFESSlON RIQ �Q S 6332 m rn fi �XP.6130l2018 ��OFCA1-�F�� Web Size 2x3 or 2x4 2x6 L -Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing 1 1 2 *** DIRECT SUBSTITUTION NOT APLICABLE. 9'PAGE M11-7473 rev. 1010312015 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, no 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 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, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. December 21,2016 ww� "Iirr gvmg• M 1Tka 250 Klug Circle Corona, CA 92880 AUGUST 1, 2016 MiTek USA, Inc. 1;R1101 -1111 B a A MiTek Affiliate APPLY 2x 2 ROWS OF SCAB MUST Cud SCAB -BRACE DETAIL Note: Scab -Bracing to be used when continuous lateral bracing at midpoint (or T -Brace) is impractical. Scab must cover full length of web +/- 6". *** THIS DETAIL IS NOT APLICABLE WHEN BRACING IS *** REQUIRED AT 1/3 POINTS OR I -BRACE IS SPECIFIED. _ SCAB TO ONE FACE OF WEB WITH 10d (0.131" X 311) NAILS SPACED 6" O.C. BE THE SAME GRADE, SIZE AND SPECIES (OR BETTER) AS THE WEB. Web 2500 lbs 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 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 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, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MII-SCAB-BRACE MiTek USA, Inc. Page 1 of 1 p?,pFESSjpN O o S 6332 rn CC X December 21,2016 bow MiTek* 250 Klug Circle Corona, CA 92880 AUGUST 1, 2016 00 F—V ItQ MiTek USA, Inc. ENGINEERED BY ° M A MiTek Affiliate G1 L 11 DIAGONAL BRACE A, -n" r) r AAA Y Diagonal Bracing Refer to Section A -A Standard Gable End Detail Typical x4 L -Brace Nailed To 2x-,, Verticals W/10d Nails spaced 6" O.C. Vertical Stud SECTION B -B TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. 12 Varies to Common Truss ** - L -Bracing Refer to Section B -B, Mll-GE130-SP MiTek USA, Inc. Page 1 of 2 Vertical Stud (4) - 16d Nails DIAGONAL B ACE + (2) - 10d Nails into 2x6 SECTION A -A SEE INDIVIDUAL MITEK ENGINEERING DRAWINGS FOR DESIGN CRITERIA 16d Nails Spaced 6" o.c. 2x6 Stud or 2x4 No.2 of better Typical Horizontal Brace Nailed To 2x Verticals 2x4 tud w/(4) -10d Nails PROVIDE 2x4 BLOCKING BETWEEN THE FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) - 10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - 10d NAILS. / 1 (4) - 8d (0.131" X2.5") NAILS MINIMUM, PLYWOOD B 3x4 = SHEATHING TO 2x4 STD SPF BLOCK , NOTE: 1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 4. "L" BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES: 1x4 SRB OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6" O.C. 5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAM AT 4'-0" O.C. 6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6" O.C. HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. ATTACH TO VERTICAL STUDS WITH (4) 10d NAILS THROUGH 2x4. (REFER TO SECTION A -A) 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS U240. 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. 10. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-13 BY SPIB/ALSC. 11. NAILS DESIGNATED 10d ARE 0.131" X 3") AND NAILS DESIGNATED 16d ARE 0.131" X 3.5") 24" Ma Roof Sheathing 1'-3" Max. Diag. Brace / at 1/3 points if needed Minimum Stud Size Species and Grade Stud Spacing Without Brace 1x4 L -Brace 2x4 L -Brace DIAGONAL BRACE 2 DIAGONAL BRACES AT 1/3 POINTS Maximum Stud Length 2x4 SP No. 3 / Stu 12" O.C. 4-0-7 4-5-6 6-3-8 8-0-15 12-1-6 2x4 SP No. 3 / Stu 16" O.C. 3-8-0 3-10-4 5-5-6 7-4-1 11-0-1 2x4 SP No. 3/ Stu 24" O.C. 3-0-10 3-1-12 4-5-6 6-1-5 9-1-15 Diagonal braces over 6'-3" require a 2x4 T -Brace attached to one edge. Diagonal braces over 12'-6" require 2x4 I -braces attached to both edges. Fasten T and I braces to narrow edge of diagonal brace with 10d nails 8" o.c., with 3" minimum end distance. Brace must cover 90% of diagonal length. MAX MEAN ROOF HEIGHT = 30 FEET CATEGORY II BUILDING EXPOSURE B or C ASCE 7-98, ASCE 7-02, ASCE 7-05 130 MPH DUR&TIQf�,OF LQAQ INCREASE :1.60 End Wall 2) - 10d NAILS X �\ /Trus s 24" o.c. _ IV / 2x6 DIAGONAL BRACE SPACED 48" O.C. / ATTACHED TO VERTICAL WITH (4) -16d NAILS AND ATTACHED �TO BLOCKING WITH (5) -10d NAILS. r- z"--.-- ... .—��--,��.�••�•••,••,•, �•�•••••��;.f••r�.�►+ t+�rwn;.1.i.�u�umE�tt�t-tKt1uG�Pa4GEM11-�4�.3aavT-?0!03!2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, 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 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, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. HORIZONTAL BRACE (SEE SECTION A -A) �OpRO� ESS��N9l .6 F� o S 6332 �� m P.6130l2018 �OF CM -W December 21,2016 VEJ 5 MiTek" 250 Klug Circle Corona, CA 92880 AUGUST 1, 2016 MiTek USA, Inc. ENGINEERED BY - MM91M A MiTek Affiliate LATERAL TOE -NAIL DETAIL MII-TOENAIL R MiTek USA, Inc. NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE BOTTOM CHORD SPECIES FOR MEMBERS OF DIFFERENT SPECIES. SQUARE CUT VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d (0.162" X 3.5") NAILS WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 91.9 (Ib/nail) X 1.15 (DOL) = 317.0 Ib Maximum Capacity 45 DEGREE ANGLE BEVEL CUT VIEWS SHUWN AKt i -UK SIDE VIEW (2x3) 2 NAILS NEAR SIDE NEAR SIDE SIDE VIEW (2x4) 3 NAILS NEAR SIDE NEAR SIDE NEAR SIDE SIDE VIEW (2x4) 3 NAILS NEAR SIDE --X--4 ---- I FAR SIDE NEAR SIDE SIDE VIEW (2x6) 4 NAILS NEAR SIDE ---i FAR SIDE NEAR SIDE --- ----i FAR SIDE SIDE VIEW (2x3) 2 NAILS NEAR SIDE ---i FAR SIDE Page 1 of 1 "RAVING - Vs4fy4,as1gn7paramoiorz ndREA"OT�S ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 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 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 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 ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. lik X41 � �9 ,' �RIQ � trooS 6332m P. 6130/2018 �* NOW SIDE VIEW (2x6) 4 NAILS NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE December 21,2016 FV1 a MiTek* 250 Klug Circle Corona, CA 92880 TOE -NAIL SINGLE SHEAR VALUES PER NDS 2005 (Ib/nail) DIAM. SP DF HF SPF SPF -S .131 88.1 80.6 69.9 68.4 59.7 p .135 93.5 85.6 74.2 72.6 63.4 J .162 118.3 108.3 93.9 91.9 80.2 M C� .128 84.1 76.9 66.7 65.3 57.0 z 0 J .131 88.1 80.6 69.9 68.4 59.7 LO .148 106.6 97.6 84.7 82.8 72.3 CV Ch 0 .120 73.9 67.6 58.7 57.4 50.1 O .128 84.1 76.9 66.7 65.3 57.0 J C) .131 88.1 80.6 69.9 68.4 59.7 M .148 106.6 97.6 84.7 82.8 72.3 VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d (0.162" X 3.5") NAILS WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 91.9 (Ib/nail) X 1.15 (DOL) = 317.0 Ib Maximum Capacity 45 DEGREE ANGLE BEVEL CUT VIEWS SHUWN AKt i -UK SIDE VIEW (2x3) 2 NAILS NEAR SIDE NEAR SIDE SIDE VIEW (2x4) 3 NAILS NEAR SIDE NEAR SIDE NEAR SIDE SIDE VIEW (2x4) 3 NAILS NEAR SIDE --X--4 ---- I FAR SIDE NEAR SIDE SIDE VIEW (2x6) 4 NAILS NEAR SIDE ---i FAR SIDE NEAR SIDE --- ----i FAR SIDE SIDE VIEW (2x3) 2 NAILS NEAR SIDE ---i FAR SIDE Page 1 of 1 "RAVING - Vs4fy4,as1gn7paramoiorz ndREA"OT�S ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 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 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 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 ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. lik X41 � �9 ,' �RIQ � trooS 6332m P. 6130/2018 �* NOW SIDE VIEW (2x6) 4 NAILS NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE December 21,2016 FV1 a MiTek* 250 Klug Circle Corona, CA 92880 W 1 i+°� �.�.g�~may t l"-;1 l t ,,-,_ ` ', �, .. .............. _. PROPOSED GARAGE FOR MARIE SOTO 14723 BRIARWOOD DR MAGALIA, CA 95954 PREPARED BY: MARK A HOFFMAN �f ntriT .Y Ms<w � M P1:UMDING a � • • a �:' . � e4& 343-321€3 fi MIA O's 4: 12ROOF F 25 YR COMP OVER 15LB FELT OVER 1/2" OSB PLY 2X D.F. STUD, #2 OR BETTER _S BY OTHERS 54'O.C. 3"X3" BEARING PLATE 2X P.T. BOTTOM PLATE 1/2" ANCHOR BOLT 3 1/2" SLAB #4 REBAR 4" PEA ` GRAVEL t ` < ` UNDISTURBED UNDISTURBED = I I EARTH EARTH III' Illl III •� `'eA � -1111 I VIII NOT TO SCALE `-12" X 12" FOOTING 8' WALLS January 19, 2017 • •' ., ,. A 3 BRACED WALL PANE 0 N SCALE 1/4"=1' 8' WALLS January 19, 2017 January 19, 2017 ')A' -n" BRACED WALL PANEL A CORDING TO IRC 0.0.2, IBC 0 .3, 2 Vbe4F- VJAI-L Vk&aVt—S pia. 2�1� cru .CED WALL PANEL A 1 1 �4'Ifc. V>mtvTe NS rtil 20I b c.Q.c R $o.6 SOUTH ELEVATION See attached- Minimum erosion control and sediment controls for projects disturbing less than one acre A 1 4 PERMIT #– � [. — BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR -, CODE TCE "F- DATE 2 l O 6Y COPY T _ III �I ME II I 0�110�--') SOUTH ELEVATION See attached- Minimum erosion control and sediment controls for projects disturbing less than one acre A 1 4 PERMIT #– � [. — BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR -, CODE TCE "F- DATE 2 l O 6Y COPY T _ •r- January 19, 2017 l WEST ELEVATION EAST ELEVATION January 19, 2017 a A 7 0 PERMIT #-- BUTTE COUNTY DEVELOP ENT SERVICES EVIEWED FOR CO ECOMPLI NCE DATE BY wa EAST ELEVATION January 19, 2017 a A 7 0 PERMIT #-- BUTTE COUNTY DEVELOP ENT SERVICES EVIEWED FOR CO ECOMPLI NCE DATE BY S2 :ZIA "FRIA dy ur 4 corr)AA OA ply� P;75 IL T 01T I-V N 15i tj P, A IA P, w a oo m Cpl. -or OPOSED GARAGE FOR MARIE SOTO ?3 BRIARWOOD DR �GALIA, CA 95954 .. __.... D BY: MARK A HOFFMAN 1►[:UM RING ?.sat! 343-8218_ 4 : 12 ROOF F--- 25 YR COMP OVER 15LB FELT OVER 1/2" OSB PLY =S BY OTHERS 5 4' O.C. ------------------------------------------------- 2X D.F. STUD #2 OR BETTER n 9-1 3"X3" BEARING PLATE 2X P.T. BOTTOM PLAT E--� 1/2" ANCHOR BOLT 3 1/2" SLAB #4 REBAR 4" PEA GRAVEL Co 'r ---- -: UNDISTURBED I _ UNDISTURBED EARTH < ` . �" < a' . 4' EARTH e - NOT TO SCALE 12" X 12" FOOTING 8' WALLS January , anua 19 2011 A 3 BRAC" WALL P, r SCALE 1/4"= 8' WALLS January 19, 2017 BRACED /WALL PANEL ACCORDING TO IRC R602.10.2, IBC 2308.9.3, UBC2320.11.4 FLOOR PLAN j—� - - i BRACED WALL PANEL _ ..�—�...._..-.�..._�-.�.-mss...-.._-_.-� ,.-..Y-..n..—_....-.. F: � ♦ w �.� January 19, 2017 f ;t SOUTH ELEVATION IA 1 4 �. i';• 1. .:+I:I:. NP LEGEND DUSK TO DAWN �wP SECURITY LIGHT DUPLEX RECEPTACLE GFCIPROTECTED S 2 POLE SWITCH -0 ENTRY LIGHT miff January 19, 2017 NORTH ELEVATION I A 1 5 qp I I I i I T8 FLOURESCEN ' LIGHT FIXTURE ss NP LEGEND DUSK TO DAWN �wP SECURITY LIGHT DUPLEX RECEPTACLE GFCIPROTECTED S 2 POLE SWITCH -0 ENTRY LIGHT miff January 19, 2017 NORTH ELEVATION I A 1 5 EAST ELEVATION January 19, 2017 00 . .M f�