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HomeMy WebLinkAbout030-500-028 BUTTE COUNTY SCHOOLS IMPACT FEE CERTIFICATION FORM (One form per Building) School District 0mvi t It HM nBuilding Department No. A.P. Number Jurisdiction: Q City JCounty Property Owner Pro e t Location/Address ' � Vrc ha do P r4 D i e..1, � � � A � � ' I //ll � y V 16 Subdivision Lot No. Residential Development Q Q Q Sq. Footage No of Living Mobile Home Addition/ 'Supplemental to (Group_ R) Units Installation Conversion Permit # :........................................................................................ '(No foundation inspection) Deed Restricted Sq. Footage (Attach a signed copy of Deed Restriction and Notice of Limited Use Facility document) x Commercial/Industrial 0 Q �; New Addition D'st 'ct Identification No. 060122 Vi/b, lttim, School District certifies that 1) U—k"e , Sq. Footage (Including Exterior Roofed Areas) q J051J Date 11- �i l U (Applicant) (Str t Address) (Phone Number) OR-O-)V,i qTo� (State) (Zip Code) '�S� �.nJt of $ i& 000.O hast��tplied with the`�equirements of Resolution No. � me representing , square feet. 1AR 292�(� S " T I l IVULL MITIGATION $ School District Representative Paid by Check # ' Remarks: n Date y_0S, Notice: You may protest the Imposition of the fees Identified above by�s�ubmil ng a written protest to the District. In compliance with Government Code Section 66020(a), within 90 days from the data fee •a're'paid. Fallun to submit a timely written prc-P will probibit you from challenging the Imposition of the fees In any court action. V If. subsequent to the School District Representative signing this Butte County Schools Impact Fee Cer0cation Form, the School District is notified by the applicable Local Planning Agency that this project Is being reviewed under the California Environmental Quality Act (CEQA), this project may be subject to additional school fees to fully mitigate Its Impact on the school district's schools. White (school district), Yellow (building department), Pink (applicant) teerorm.xls (310SW m 6 BUTTE COUNTY DEVELOPMENT FEE CERTIFICATION FORM FEATHER RIVER RECREATION. AND PARK_ DISTRICT (FRRPD) -❑ CHICO AREA RECREATION AND PARK DISTRICT_(CARD) ❑ PARADISE RECREATION AND PARK DISTRICT (PRPD) ❑ DURHAM RECREATION AND,PARK DISTRICT (DRPD) Assessor Parcel Number (s). 030 - ',:)Q0—n2_` Building Permit Number Property Owner (s) p r Project Location /Address L%_ nrc_ha' df, . iyt i .Subdivision Name Assessable Sq. Ftge �2 - - Type of Residential Development (check one) New Development Single Family -Detached, Single Family -Attached. Alteration/Addition(s) Non-Residential*to Residential Multi -Family Dwelling ' Mobile home Mobile home replacement verified by Assessor Department Demo Permit (date issued ) verified by Building Department Comments: BuildiAg Department Represenl@jve Date 0 FRRPD 0 CARD ❑ PRPD 0 DRPD certifies that: Applicant Name np Phone.Number Cly c -c aG5�� • Mailing Address City State Zip ' Has complied with requirements of the Butte County Board of Supervisors Resolution No. by Payment of: ' Dwelling Units @ $ per unit•for a total of Square Feet @ $ -,per sq foot for a total of $ Remarks: Paid by Check No: Paid by -Cash:: ' •? Receipt No: 1 0C;0_, C/ ,. t Recreation .and Park District Representative 125ate v., rr�n� rc,nnrr r�n,� rnDt 101---1, -...........1.x.1 F...,.. rov 1 Anr. �.7777777777, 77, F CAL�F� BuildingModule Width D= 13.50 ft H.C.B. SET: P = 4000`lbs Soil Bearing Pressure SIB = 1000 psf Nidth of P.T. Base Pad WP - 11.25 in , _ength of P.T. Base Pad LD = 24.00 in Iculations (ertical Load at Mod -Line: V=(Rdl+RIOkD W= 405plf �A�rri�r■e� I ir�e� C■`.■.......+.. 1140. Locaiion Loaas . rooting Size No. of P.T. No. of Piers Longitudinal Spacing: (ft) (Ibs.) (in sq.) Base Pads Pier Rated Load Wall - 1 0.00 1,671 16 1 Load 2 8.25 5,534 Z 29=P2=v' x 3=0" 3 2' 3 27.33 4,303 25 3 ' ' 2 4 29.50 1,300 14 1 1 I 5 33.75 2,379 I 19 2 z'-° ~ x Z"" 2 1 6 41.25 3,054 1 21 ?ZWxZ'-Q° 2 1 7 48.83 3,072 ;22 ;>2-O` )Iz'-° ` 2 1 8 56.42 3,072 22--PZ'-O'X?-'-o ' 2 1 Wall - 9 64.00 1,535 15 1 1 { Marriage Line #2 0 0 0 0' 0 0 0 0 0 0 0` - ------■-■--'-- ,: Longitudinal Spacing: Sion = 6 Lateral Spacing: Siat = 8.75 Trib Area Load Footing Size No. of P.T. No. of Piers & (ft: sq.) (Ibs.) (in sq.) Base Pads Pier Rated Load 52.5 2,625 20 2 1 Perimeter Footing:: i Trib Length Load Footing Width (ft) (Ply (ft) 6.75 202.5 0.20 - Russell, Gallaway Associates structural -Engineering I O ft O fit lbs 6" #0@18.in PV m 4'-0" 2" I t 6" #0@18.in PV m s I. 4'-6" 4'-0" 2" s I. 4'-6" Retain Pro s.1e,s.luiy-2oo4,lci1ss9-2ooa Cantilevered RetainingWall Design i Registration # : RP -1120525 g Criteria' Soil Data Footing Dimensions &Strengths Retained Height = 4.00 ft Allow Soil Bearing = 1,000.0 psf Toe Width = 0.75 ft Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Width = 1.50 eel = . Axial Dead Load = 100.0 lbs Axial Live Load - 40.0 lbs Axial Load Eccentricity = 0.0 in Design Summary Footing Type Wall Stability Ratios Overturning = 2.22 OK Sliding = 1.73 OK Total Bearing Load = 1,071 lbs ` ...resultant ecc. - 4.75 in oil Density , _ 110.00 pcf; ootingIiSoil Friction. = 0.300 oil height to ignore ' 0.00 in ice from Toe - 2.00 ft 2,500 psi Fy = 60,000 psi >ncrete Density = 50.00 pcf Adjacent Footing Load ...nUTY11L w IUH - ..Height to Bottom = v.w IL .,.,....� ........ 0.00 ft ' Eccentricity = .....,, .. 0.00 in Wall to Ftg CL`Dist = 0.00 ft 0 psf OK Footing Type Line Load Base Above/Below Soil 1,000 psf fb/FB + fa/Fa = at Back of Wall 0.0 ft Soil Pressure Less Than Allowable Top Stem _ `Stem Construction ACI Factored @ Toe = Stem OK Moment.... Actual Design height ft= 0.00 ACI Factored @ Heel = Wall Material Above "Hr' = Concrete = ' Thickness = 6.00 05 psi OK Rebar Size = # =4 11.2 Rebar Spacing = 18.00 Shear..... Allowable Rebar Placed at = Center Heel Soil Pressure @Toe - 979 psf ter. Design Data - Soil Pressure @ Heel = 0 psf OK Allowable = 1,000 psf fb/FB + fa/Fa _ - 0.323 Soil Pressure Less Than Allowable Total Force @ Section lbs = 401.6 ACI Factored @ Toe = 1;382 psf Moment.... Actual ft-#= ` 542.9 ACI Factored @ Heel = ' 0 psf Moment..... Allowable = ' 1,682.0 Footing Shear @ Toe = 05 psi OK Shear:.... Actual psi = 11.2 Footing Shear @ Heel = 3.6 psi OK Shear..... Allowable psi = 76.0 Splice if Below in = 8.40 ...for 1.5 1 iStability, = 0.0 lbs ;OK i CgU1V. JUIIU I HILA. - Masonry Block Type =`Medium Weight Concrete Data �. fc psi = ' 2,000.0 FY psi = 60,000.0 Footing Design Results i Toe Heel Factored Pressure - 1,382 0 psf Mu': Upward = 344 87 ft-# Mu': Downward - 41 343 ft-# Mu: Design = 303 256 ft-# Actual 1 -Way Shear = 0.49 3.58 psi Allow 1 -Way Shear' = 85.00 85.00 psi Other Acceptable Sizes & Spacings Toe Reinforcing = None Spec'd Toe: Not req'd, Mu < S * Fr Heel Reinforcing =' None Spec'd Heel: Not req'd, Mu < S * Fr I Key Reinforcing = None Spec'd Key` No key defined -"� Halacent rooting L Added Lateral Loa( Load 0 Stem Abo) Adjacent Footing Lc Axial Dead Load on Soil Over Toe 2.22 Key Weight 3 To s p ec ifyyour own pecialit+ell©ek h - Title Serenity - Karsten Residence - Page. __ use the "Settings" screen -=Jab # 05`2 _ C ---Date: Description..., SEP 26,2005-1 and enter your title block 3'-6" Retaining Stem Wall information. Retain This Wall in File: s:lrga projects\serenitylretaining walls.rp! Pro 6.1e, 8 -July -2004, (c)1989-2004 Registration # : RP -1 120525 ; Cantilevered Retaining Wall Design i Summary of Overturnin & ResistiM Forces & Moments .....OVERTURNING..... RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft # Heel Active Pressure" = 375.0 1.67 625.0 Soil Over Heel = 440.0 1.75 770.0 Toe Active Pressure - -33.8 0.50 -16.9 Slooed Soil Over Heel -"� Halacent rooting L Added Lateral Loa( Load 0 Stem Abo) Adjacent Footing Lc Axial Dead Load on Soil Over Toe 2.22 Key Weight 3 (o 4' -O'I f 3Y!'JII 4,_3II J 2L_2, -------- ----- 1 � ----------- ------ i I 1 � I ii rl lI. I OMZ MZ 4 SZ �------------------ 05 MZ O 4 MI MZ ! ------- --- ---� SZ(6 R (43) ! 4 MZLJ 9,I I1 1 _ 1 .Illi I Vi .Teri , I i 1. l i i I II If i i 1 j I II l i -l" i' -l" l'-7" T`-6" —tiMrl� 1l.. II� ° '�' !� �"-q' t' ,fir �® DOLE ZONE ONLY DING ISI VT I�7iO (30# ONLY) APPROVED SOUTH AND MIDDLE ZONES '(20#/30# i� Y OR ABOVE) PIER CAPACITY FOOTING SIZE REQUIRED (SQ. IN.) PIER CAPACTY FOOTING SIZE REQUIRED (SQ. IN.) PIER CAPACITY FOOTING SIZE REQUIRED (SQ. IN.) PIER . FOOTING SIZE REQUIRED (SQ. IN.) (LBS.) 1000 PSF 1500 PSF 2000 PSF (LBS.) 1000 PSF 1500 PSF 2000 PSF 1000 PSF 1500 PSF 2000 PSF CAPACITY —1000PSF (LBS.) 1000 PSF 1500 PSF > 2000 PSF N0. N0. N0. (LOS.) NO. 1D z 2000 288 192144 Q 4000, 576 384 288 6000 864 576 432 .7 10000 1440 - 960 720 — 2500` 360 240 180 4 5000 720 480 360 © 8000 1152 768 576 $ '. 12000 1728 .` 1152 864 r- DRAWING Tom` CARPET & PIER PRODUCT: KARSTEN SERIES MODEL No.: KS56006F HC7MEE3 9998 OLD PrROAD SUPPORT L D CA TIONS SQUARE FF: 1,512 . DATE: 12-24-97 „j .Sacramento, CA. .95827 - �Phone: (916) 363-2681; Fax: (916) 363-4537 -www.theker tenco.com DRAWING FILE INFORMATION: - RUN#765/31994 DRAWN eT. sNEEr. , —A REVISED_ 0707/04 / 41' WIDE 37 G. w Im b2 V2 qua �v co 40— ro 38' MDE:LW-) —a" A 20 Y4'PS Si ift °3 IQ �t F4 O Is w 40 3A 16 -30, WIDE, 15' 77 L* V2 ?4 ... ... . ....... , IDE —1,E) '27' IT—C 4710 �i i il. '. -I Truss ID: Al Qt : 2 Drw Job Name: shkarst Plating spec: ANSIITPI -1995 This truss is designed using the TC 2x6 DFL #2 THIS DESIGN IS THE COMPOSITE RESULT OF BC 2x4 DFL #1 & Btr. MULTIPLE LOAD CASES. UBC -97 Code. Bldg Enclosed = Yes, Importance Factor =1.00 GBL BLIK 2x4 DFL STANDARD PLATE VALUES PER ICBG RESEARCH REPORT #1607. Loaded for 10 PSF non concurrent BCLL. bracing Is required (by others) to Truss Location = End done Hurricane/Ocean Line = No, Exp Category = B Permanent Gable verticals are 2x 4 web material spaced prevent rotattonitoppling. See HIBA1 and at 16.0 " o.c. unless noted otherwise. J-1995 or ANSIlTPI 1-2002. Bldg Length = 90.00 f(, Bldg Width = 40.00 ft Mean roof height = 22,10 ft, mph = 80 ANSIrrPI Top chord supports 24.0 " of uniform load PLATING BASED ON GREEN LUMBER VALUES. UBC Standard Occupancy, Dead Load = 16.6 psf LOAD CASE #1 DESIGN LOADS at 30 psf live load and 11 psf dead load. Additional design considerations may be Dir L.Pif L.Loc R.Plf R.Loc LLITL required if sheathing is attached. the requirement for lateral TC Vert 164.00 0-0-0 207.00 11.0-0 0.66 TC Vert 207.00 11-0,0 164.00 22-0-0 0.65 1+1 indicates bracing (designed by others) perpendicular BC Vert 20.00 0-0-0 20.00 22-0-0 0.00 to the plane of themember at 63"Intervals. Bracing is a result of wind load applied to member.(Combination axial plus bending). This truss requires adequate sheathing, as designed by others, applied to the truss face providing lateral support for webs in the truss plane and creating shear wall action to resist diaphragm loads. -- Joint Locations == 1 0-0-0 17 0-0-0 2 2-8-0 18 2-8-0 3 4-0-0 19 4-0-0 4 5-4-0 20 5-4-0 5 6-8-0 21 6-8-0 6 8-0-0 22 8-0-0 7 9_4-0 23 9-4-0 8 10-3-0 24 10-3-0 9 11-0-0 2512-0-0 10 11.9-0 26 13-4-0 11-0-0 11-0-0 11 12 13 14 15 16 9 1017-4-0 11 13-4-0 27 14-8-0 12 14-8-0 28 16-0-0 1 2 3 4 5 6 7 8 13 16-0-0 29 17- 4- 0 - , 14 17'4-0 30 18-8-0 -4.00 4A 15 18-8-0 31 22-0-0 16 22-0-0 5-5 4-2-8 -84 4-4 45-13 SHIP �OFESSI Q 4-4 110-6C,1.5-t11.54 a1.54 1.5-1 1.5-4 1.5-4 1.54154 I0-6-81. 6 .54 1.5.4 1.5-4 1.5-4 5 . tq ;D 06 22-0-0 �+� CNIL q�OFCAUFO� 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 8/7/2005 TYPICAL PLATE: 2-4 OVER CONTINUOUS SUPPORT = Scale: 3/16" 1' by "MX" for HS 20 gauge or "H" for 16 gauge, p ositioned per Joint Detail Reports available from Truswal software, unless noted. All plates are 20 gauge Truswal Connectors unless preceded Eng Job: EJ. WO: shkarst WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. by the component manufacturer Chk This design is for an individual building component not truss system. It has been based on specifications. provided and done in accordance with the current versions of TPI and AFPA; design standards. No responsibility is assumed for dimensional accuracy. Dimensions The building designer must ascertain that the loads Dsgnr: - are to be verified by the component manufacturer and/or building designer prior to fabrication. that the to chord by the local building code and the particular application The design asP TC Live 30.OQ psf DUrFaes L=1.15 P=1.15 - -, DESIGN utilized on this design meet or exceed the loading imposed is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise not placed any Re Mbr Bnd 1.00 TC Dead 11.00 psf P ASSISTANCE noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall h st to 19% andlor cause connector plate conosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2-0-0 ® environment that will cause the moisture content of the wood exceed and brace this miss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software, 'RAN INSTALLING AND BRACING L Design S eC UBC -97 BC Dead 10.40 psf 9 P �. Camellia Dc, Paradise CA 95969 D-OnoMEr 'ANSIITPI i','WTCA I'- Wood Truss Council of America Standard Design Responsibilities, PLATE CONNECTED WOODTRUSSES' - (HIB -91) and'HIB-91 SUMMARY SREEr by TPI. The Truss Plate institute (CPI) is located at D'Onofrio Drive, 1 I I 1 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 51.00 psf Segn T6.4.12 - 0 793 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at i Truss ID: A2 Qty: 13 Drw Job Name: shkarst X -Loc REACT 922E REQ' a TC 2x6 DFL #2 Plating spec : IS THE I - PO THIS DESIGN IS THE COMPOSITE RESULT OF This truss Is designed using the UBC -97 Code. Bttc 1 0- 1-12 1284 3. so• 1.50• 2 BC 2x4 DFL #1 & Sir. 2x4 DFL STANDARD MULTIPLE LOAD CASES. Bldg Enclosed =Yes, Importance Factor =1.00 2 21-10- 1284 3.50" 1.50• WEB REOaIREe�ttrs shorn are based oxibtbaded for 10 PSF non -concurrent BCLL PLATE VALUES PER ICBG RESEARCH REPORT 91607. PLATING BASED ON GREEN LUMBER VALUES. Truss Location = Ehd Zone Hurricanelocean Line = No , Exp Category - B BRa on the trues material at each bearing Bldg Length = 90 -OD ft, Bldg Width = 40.00 ft Mean roof height = 22.10 ft, mph m 80 TC FORCE AXL BND CSI UBC Standard Occgpancy, Dead Load = 16.6 psf 1-2 -2448 0.03 0.21 0.25 2-3 -2147 ' 0.03 0.23 0.26 3-4 ;.. -2147. 0.03 0.23 0.26 4-5 -2448 ;0.03 0.21 0.25 `. BC FORCE AXL - HND CSI 6-7 2253 .0.32 0.16 0.48 - :7-8 1564 0.22 0.11 0.33 8-9 1564 .0.22 0.10 0.32 -' 9-10 2253 0.32 0.16 0.48 -.WEB FORCE CSI NEB FORCE CSI 2-7 - -411. 0.07 3-9 596 0.26 - 3-7 596 0.26 4-9 -. -411 0.07 - - MAX DEFLECTION (span) U999 IN MEM 7.8 (LIVE) L= -0.12" D= -0.08" T= -0.20" == Joint Locations 1 0-0-0 6 0-0-0 2 540-3 7 7-6-13 3 11-0-0 8 12-0-0 4 16-143 9 14-5-3 5 22-0-0 10 22-0-0 11-0) 11-0-0 1 2 3 4 5 14.00 _ .4.00 , B-8 2-4 : 2-4 1 4-2-8 36-11 4-51-13 SHIP ROFE SSj 3-7 3-7 z0. 1 e S=3.5- o p. H �C 2.5 4 2.5.4 S/0 1H 22-0-0 1� Si CIVt1. q 6 7 6 9 10 8/712005 by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unihss noted. Scale: 3/16" =1' All plates are 20 gauge Trusival Connectors unless preceded WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: shkarst - This design is for an individual building component not truss system It has been based on specifications provided by the component manufacturer Chk: done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr' ' and to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads am on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 30.Ob psf DurFaCs L=1.15 P=1.15 ' DESIGN e+ I!� 1r1 DASSISTANCEE � `71,I utilized laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise ' . p TC Dead 1140 psf Rep Mbr Bnd 1.15 ' is noted. Bracing shown is for lateral support of components members only to reduce buckling length This component shall not be placed in any 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.04 psf O.C.Spaeing 2- 0- 0 . ® environment that will cause the moisture content of the wood to exceed and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software, Standard Design Responsibilities, WANDLING INSTALLING AND BRACING METAL - BCDead 10.00 psf Design Spec UBC -97 Camellia Dr., Paradise CA 95969 'ANSVfP1 1',TCA I'- Wood Truss Council of America 'W PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91. SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, 20036. TOTAL psf Satin T6A.12 - 0 793 Madison, Wisconsin 53719. The American Forest and Paper Association (APPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC .51.40 ' STANDARD GABLE END DETAIL 12 VARIES MATCH COM. TRUSS - �i LEDGER �—MINIMUM GRADE _ c� A A CORDS AND STUDS PER TRUSS DESIGN. I_ ifl X SPAN CONTiNOUS BEARING AS REQUIRED TO MATCH COMMON TRUSS 4-10d NAILS MIN. 8d 6" O.C. 2-1Od TYP. PLYWOOD SHEATHING TO 2X4 STD. DF -L BLOCK 2' MAX EAVE W/ NO.2 OR BTR 4x2 OUTLOOKERS @ 32" O.C., DO NOT OVER CUT TOP 2X4 BLOCK CORD @ OUTLOOKER NOTCHES. 2X4 STUD ` OR BTR SPACED SIMPSON A34 OR © 5'-0" O.C. SHALL BE EQUIVALENT PROVIDED AT EACH END OF BRACE. CONNECT AT END STRONGBACK W/ , 4-10d NAILS. MAX LENGTH IS 7'-0" LEDGER STANDARD TRUSSES GABLE END SPACED @ 24" O.C. SIMPSON A34 OR ESS/ EQUIVALENT 2x CONTINOUS BACKING W/ 16d'S © 24" O.C. MIN. s GABLE _TRUSS TO BACKING ios & BACKING TO TOP PLATE. ``'q� CIVIL `P CF CA0 NOTES: DETAIL A -� 1). 2X4" NO.2 OR BTR FOR LEDGER AND STRONGBACK NAILED TOGETHER W/ 10d NAILS © 6" O.C. 2). -2X4 LEDGER NAILED TO EACH STUD WITH 3-10d NAILS. 3). 2X4 STRONGBACK ;TO BE CONNECTED TO EACH VERT. STUD W/ 2-10d TOE NAILS. 4). THE 10d NAILS SPECIFIED FOR LEDGER AND STRONGBACK ARE 10d BOX NAILS (0.131"DIAX3.0"LG) THIS DETAIL IS APPLICABLE TO STRUCTURAL GABLE END IF THE FOLLOWING CONDITIONS ARE MET: 1). THE HORIZONTAL TIE MEMBER AT THE VERTOPENING SHALL BE BRACED @ 4'-0" MAX FOR 80 ' MPH EXP. C WIND LOADING & 5'-0" FOR 70 MPH EXP. C LOADING 2). MAX MEAN ROOF; HEIGHT IS 30'. 3). MAX ROOF LIVE LOAD TO BE 40 POUNDS PER SQUARE FOOT. 4).' PLEASE CONTACT TRUSS ENGINEER IF THERE ARE ANY QUESTIONS. i r TRUSWAL SYSTEMS - - 4445 NORTHPARK DRIVE; SUITE 200 COLORADO SPRINGS, CO 80907 , (800) 322-4045 FAX:(719) 598-8463 '1 /4/0.1 Users of Truswal engineering; c001003160 The TrusPlusTM engineering software will correctly design requirements for permanent continuous lateral bracing (CLB) ori` members s for which it is required to reduce buckling length. _ Sealed en inee i rs for from Truswal will show the required number and a 9 fmg drawings i for each member needing bracin approximate locations of braces TM ora 2x member alta this bracing is done by using Truswal Systems Brace -It of the member rennin (attached to the top or bottom edge g perpendicular to the trusses and adequately designed, connected and braced to the building per the building designer See current version). The following are other options (when CLB bracin NSl/1"PI Possible or desirable) that will also satisfy bracing needs for individual g Is not (n tt building system bracing):dual members 1. A 1x or 2x structurally graded "T" brace may be nailed f at to Of the member with 10d common or box nails at a" o.c. if olnl done dge brace is required, or may be nailed to both edges of the membery braces are required. The "T" brace must extend a minimu of 9 if two the member's length. m of 90% of 2. A scab (add-on) of the same size and structural grade as the member may be nailed to one face of the member with 10d common or box nails at 8" o.c. if only one brace is required, or may be nailed faces of the member if two braces are required. A mi . to both scabs are required for any member exceedingnlmum of, 2 h. Scab(s) must extend a minimum of 90"/° of the membe s' length.In length. 3. Any member requiring more than two braces must usepe d bracing or a combination, of scabs and "T" braces,or an ottier approved method, as specified and approved by the building any 9 i othegner., 1. EXAMPLES 2. „T" BRACE S CAB L L i i Please contact a Truswal engineer if there are an questions. Y q stlons. e: lmsollicelwinwoldlbr ace. now let