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HomeMy WebLinkAbout017-300-019J M BUTTE COUNTY NOV 0 9 2007 DE VEL®PAIENT STRUCTURAL CALCULATIONS SERVICES RCE Job #2007.055 Calculation Index: for R.T. Hill az Associates Cummings Pool 167 Eagle Nest Drive Chico, CA 95928 Page # • Pool Wall Moments 1 • Pool Details 2-4 Revision Summary: Rev. 0 11/8/07 Initial Issue s i� BUTTE COUNTY BUILDING DIVISION APPROVED CIVIL — STRUCTURAL ENGINEERING SURVEYING 3060 Thorntree Dr. Suite #10 - Chico, CA 95973 'hone: (530) 894-8833 - Fax: (530) 894-8882 fax cm(@r-c-e.com - http://www.r-c-e.com i UL' EJ 0M ` r�S1 YPO Py " ® 1-,7 n c) - � 1 Cummings Pool @ 5'-6" depth @ 6'-6" depth As 0.31 0.31 in^2 fy 40 40 ksi d 9 9 in fc 2 2 ksi b 12 12 in a 0.6078 0.6078 in c 0.7151 0.7151 Mn 107831.4 107831.4 lb -in E 0.0348 0.0348 0.9 0.9 �Mn 97048.2 97048.2 lb -in h 5.5 6.5 ft t 12 12 in weight 150 150 pcf P 825 975 lbs e 9 9 in Added M 7425 8775 Ib -in Moment from water 35298.12 58264.44 Ib -in total moment 42723.12 67039.44 interation equation 0.44 0.69 7 "CU M M I N G5" POOL PLAN r BUTTE COUNTY SCALE: 8° = I '-0" BUILDING ®IVIS APPROVED -, "A" SECTION SCALE: 6" = 1 '-0" r BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT 24 HOUR INSPECTION #:(530) 538-7636 (OROVILLE) (530) 891-2834 (CHICO) OFFICE #:(530) 538-7541 FAX#: (530) 538-2140 WEBSITE: www.buttecounty.net\dds PROJECT INFORMATION Site Address: 167 EAGLE NEST DR Owner: Permit No: B07-1981 APN: 017-300-019 CUMMINGS ARTHUR D, Issued Date: 09/19/2007 By KEJ Permit type: MISCELLANEOUS ' 1750 DAYTON RD Subtype: Private Pool CHICO, CA 95926 Expiration Date: 09/18/2008 Description: NEW POOL MASTER 506-01 (530) 899-8895 Occupancy: Zoning: R-1 Contractor Applicant: Square Footage: ROBERT T HILL & ASSOCIATES ROBERT T HILL & ASSOCIA' Building Garage Remdl/Addn 199 EAST SHASTA AVE 199 EAST SHASTA AVE CHICO, CA 95926 CHICO, CA 95926 Other Porch/Patio Total (530)891-4280 (530)891-4280 FEE INFORMATION DBEH Building Review Fee $75.70 DBMSC Swim Pool -Master Plan Co $496.42 Total Charged: $572.12 Fees Paid: $572.12 Balance Due: $0.00 Receipt No: B4687 LICENSED CONTRACTOR'S DECLARATION OWNER / BUILDER DECLARATION Contractor (Name) State Contractors License No. / Class / Expires I HEREBY AFFIRM UNDER PENALTY OF PERJURY that I am exempt from the Contractor's License ROBERT T HILL & ASSOCIATE 377409 / B C53 / 06/30/2008 Law for the following reason (Sec. 7031.5), Business and Professions Code: Any city or county that requires a permit to construct, alter, improve, demolish, or repair any structure prior to its issuance, also requires the applicant for such permit to file a signed statement that he or she is licensed I HEREBY AFFIRM UNDER PENALTY OF PERJURY that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license Pursuant to the provisions of the Contractors License Law [Chapter 9 (commencing with Section 7000) is in full and effect. of Division 3 of the Business and Professions Code] or that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects X ��(/�&LU, 09/19/2007 the applicant to a civil penalty of not more than five hundred dollars [$500]; Please check one of the following: Contr ctors Signature Date ❑ I, AS OWNER OF THE PROPERTY, OR MY EMPLOYEES WITH WAGES AS THEIR SOLE COMPENSATION, WILL DO THE WORK, AND THE STRUCTURE IS NOT INTENDED OR OFFERED FOR SALE (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of the property, who builds or improves thereon, and who does WORKERS' COMPENSATION DECLARATION I HEREBY AFFIRM UNDER PENALTY OF PERJURY one of the following declarations: HAVE the work himself or herself or through his or her own employees, provided that such improvements ❑I AND WILL MAINTAIN A CERTIFICATE OF CONSENT TO SELF -INSURE FOR are not intended or offered for sale. If, however, the building or improvement is sold within one WORKERS' COMPENSATION, as provided for by Section 3700 of the Labor Code, for the year of completion, the owner -builder will have the burden of proof that he or she did not build or performance of the work for which this permit is issued. improve for the purpose of sale.). HAVE AND WILL MAINTAIN WORKER'S COMPENSATION INSURANCE, as required by ❑ I, AS OWNER OF THE PROPERTY, AM EXCLUSIVELY CONTRACTING WITH LICENSED CONTRACTORS TO CONSTRUCT THE PROJECT (Sec. 7044, Business and Provessions Code: Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. The Contractor's License Law dows not apply to an owner of the property who builds or improves My Workers' Compensation insurance carrier and policy number are; thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the Carrier: State Fund Policy Number: 2720000-564 Exp. Date:10/0112007 Contractor's License Law.). (This section need not be completed if the permit is or on�dred dollars ($100) or less.) ❑ I AM EXEMPT under Section B. & P.C. for this reason: ❑I CERTIFY THAT IN THE PERFORMANCE OF THE WORK FOR WHICH THIS PERMIT IS ISSUED, I shall not employ any person in any manner so as to become subject to the Workers' Compensation laws of California, and agree that if I should become subject to the workers' X 09/19/2007 compensation provisions of Section 3700 of the Labor Code, I shall forthwith comply with those Owner's Signature Date Prov s. X �t,� 09/19/2007 I hereby certify that I have read this application and state that the above information is correct. I agree to comply with all City and County ordinances, rules, regulations, and State laws relating to building Signature Date WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL, construction, and with any and all conditions of permit. I agree to defend, indemnify, and hold harmless Butte County, its officers, agents and employees from any and all claims and liability for personal AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS $100,000 , IN ADDITION TO THE COST OF COMPENSATION, ( ) injury, including death, and property damage caused t is arising out is a in any way connected with the issuance of this permit. I hereby acknowledge that issuance of this permit does not authorize the DAMAGES AS PROVIDED FOR INSECTION 3706 OF THE LABOR CODE, INTEREST AND use or occupancy of any sidewalk, street, or subsidewalk. I hereby authorize representatives of Butte ATTORNEY'S FEES. COUA to enter the above mentioned property for inspection purposes. I hereby certify that I am the pro owner.gLgMa nzed to act on the property owner's behalf. CONSTRUCTION LENDING AGENCY 09/19/2007 I HEREBY AFFIRM UNDER PENALTY OF PERJURY that there is a construction lending agency for NaVne of Permittee [SIGN] I Print Date the performance of the work for which this permit is issued. (3097 civ. code) ❑ Owner ❑ Contractor OR: Agent for Owner ElAgeni for Contractor FILE COPY Lenders Address City State Zip TT BUTTE COUNTY o �� �y��7to DEPARTIIEN'T OF DEVELOPMENT SERVICES o BUILDING PERNMIT APPLICATION o ,� o AND SUB, TITTAL REQUIREMENTS 24 HOUR rNSPECTION;: OROVILLE: (530) 538-7636 • CHICO: (530) 391-2834 o �i -:a�,p��� OFFICE ": (530) 533.7541 C "� I vvr�fq% STU--L — A F 1 WILL BE REQUIRED AT TIME OFAPPLICATIO:Y �UN� �u , f„_ _tL/ Website: www.buttecounty.neUdds r*PLEASE PRhtT CLEARLY** OWNER ast Name AA it/ [Address in Name ()� � ��"� City State Zip cjM5 Phone r, Fax E•meil CCONTRACTORMame (�2Y1.T 4(u, a kroc , Address T A4� City Gt*tc O State C-4, Zip 9i R7 Phone Fax SCU-03ct P ona8c?4'�$33 Lic. ' Cie APPLICANT SIGNATURE X 441W &U-C� ARCHITECT/ENGINEER Nama CC� _ O.00 2,Ts Address City Type Const. State . Zip P ona8c?4'�$33 Planner Fax E-mail State License Number APPLICANT SIGNATURE X 441W &U-C� OVER FOR SUBMI I IAL Kt:WUlMr-1vlE:14 1 KAFORMS\BUILDING FORMS\BldgApplSubRgmts.doc PERMIT NO. BIN k LOCATION Flood Zone SRA Yes No Kficonly: Type Const. e Map Book Page Lot r Planner Date Approved: OVER FOR SUBMI I IAL Kt:WUlMr-1vlE:14 1 KAFORMS\BUILDING FORMS\BldgApplSubRgmts.doc PERMIT NO. BIN k LOCATION Property Address te'7 fit?* City Cross Street �(� w WORKER'S COMPENSATION Policy Number . 2?Z-9d t Carrier If hiring anyone other than license contractors, a certificate of worker's compensation must be shown at the time of permit issuance. LENDING AGENCY Name . Address Description or Scope of Work: �GtnJ 0 ( N h !9L J(MA,LW&, Sq. Footage ❑ Structure Built without Permits ❑ Proposed Change of Occupancy (Note previous use): EXPIRATION OF APPLICATION Applications for which a permit has not been issued will expire one year after the date of application. In order to renew action on an application after expiration, a new application, plans and fee will be required REQUEST FOR REFUNDS Refunds can only be made upon written request by the person who paid the fee. The request must be made prior to the expiration of the permit and no construction work has been done. Filing fees, plan check fees for work plan checked and other department costs are not refundable. Received by: Amount: Bldg S24 Receipt: ° Sheriff SNliP Other Date: -,..Total Page 1 of 2 REV 2 -24 -05 --..`- W ° Department of Public Works ° ��\I I /�i� . ° ° C o u n t y o f B u t t e ° �; ° o -�.-� 0 A.,_ Michael Crump, Director LAND WateDEVr Management t ProvaN S:cry 4Jz;er Manaoenent Pro;;am ° 7 Count' Center Drive c0 U N�\� / Oroville, CA 95965 A� r5 (530) 538.7200 AUC VI OF (FAX) 539-7171 National Pollutant Discharge Elimination System (NPDES) Phase 11 Construction Storm Water Permit and Storm Water Pollution Prevention Plan (SWPPP) Acknowledgement LLESS THAN 1 ACRE] Project Description: Qi SCALE: U„ - 2O0 NOTES L THIS ADDITIONAL INFORMATION SHEET SHOWS ADDITIONAL INFORMATION. S FOR ADDITIONAL INFORMATIGNAL PURPOSES ONLY. DESCRIBING CONWK)NS AT THE TIME OF FILING AND IS NOT INTENDED TO AFFECT RECORD TITLE INTEREST. 2. THERE SHALL BE A 10 FOOT RADIUS NO DEVELOPMENT ZONE AROUND ALL SDRO ALICIA BUSTA PLANT POPULATIONS APD A S FOOT RADIUS NO DEVELOPMENT AREA AROUND ALL FRFML- LARM EASTWOODIAE POPULATIONS, NO DEVELOPMENT SHALL MEAN NO LANDSCAPING. SOIL DSRLiPTlOK VEGETATION REMOVAL. PLACEMENT OF DECKS OR CONSTRUCTION OF ANY MND. THE INTENT S TO LEAVE THE LAND IN ITS NATURAL STATE. AS AN ALTERNATIVE THE PLANT POPULATION MAY BE RELOCATED WITH APPROVAL FROM CALIFORNIA DEPARTMENT OF FSH AND GAME S. ON LOTS 11 THROWN 20 SOL CUTS AND FILLS OUTSIDE OF THE BURIKNG FOOTPRINT AREA SMALL BE LIMITED TO S FEET EACH. THE DESIGN OF THE BUILDINGS SHALL CONFORM TO THE NATURAL TOPOGRAPHY OF EACH LOT TO MINIMIZE THE REOURED CUTS AND FILLS, .4. NATURAL VEGETATION WILL BE RETAINED IN THE NO DEVELOPMENT AREAS. IT SMALL BE RETAINED ELSEWHERE ON THE PARCEL "ERE FEASIBLE. ALL TREES OVER 6INCHES IN DIAMETER, AS MEASURED 2 FEET ABOVE GRADE, SHALL BE RETAINED UNLESS THEY ARE DISEASED OR REMOVAL S NEEDED FOR ROAD PURPOSES OR HOME CONSTRUCTION 5. CONSTRUCTION SITE PREPARATION AND SOIL DISRUPTION SHALL BE LIMITED TO THE DRY SEASON. MAY THROUGH OCTOBER OF i.omv-iTC9.L -' 4 20 T)OC-St 2003- MIT ILLABIA EAST11'OOPAE PLANT (BUTTE FRITILLARY) S'RADIUS NG OEYELOPMENT AREA AROUND PLANT - SEE NOTE 2 SKYWAY 6. LOT B AND LOT 81 ARE TO BE DEEDED TO GRAN MUTUAL WATER COMPANY AND THEY ARE NOT APPROVED RESIDENTIAL BUILDING SITES. 7. THERE IS A SO FOOT BUILDING SETBACK FROM 711E CENTERLINES OF ALL INTERIOR STREETS. B. THERE S.A 20 FOOT BUILDING SETBACK FROM THE NORTHERLY RIGHT-OF.WAY OF THE SKYWAY. 9. THE IO UTILITY EASEMENT BETWEEN LOTS S B 6 AND THE IS' UT1LT' EASEMENT ALONG LOTS 6.7,8 B 9 SHALL BE KEPT CLEAR OF FENCES AND OTHER DEVELOPMENT UNLESS A PERMIT S OBTAINED FROM GRAN MUTUAL WATER COMPANY. SDALIgA ROSUSTA PLANT (BUTT[ CHECKER) ADDITIONAL INFORMATION SHEET ROCKY BLUFFS SUBDIVISION PHASE I BEING A PORTION OF SECTIONS 2 and 3, T. 21 N., R. 2 E., M. D. M. BUTTE COUNTY CALIFORNIA for M. I. K. ASSOCIATES NorthStar C R ENWECR! PLANNERS SMNEYM9 20 Ofq.ARATKN ORrvE • U' R'0,(AI.NN]RNM %f20 ENGINEERING 918109!-1600 OF 6 A.P 011-42-007 4186 April 30, 2007 VerTech Engineering, Inc. M Rb L mbA P- #200, 01m, Cly, 99926 Ph (530)899-8716 Rv(530)899-11M RE: Cummings Residence, Lot 19 Eaglenest Drive, Chico, CA To Whom It May Concern: I have reviewed the truss calculations by Longfellow Lumber Co. dated March 8th, 2007 and have found that the trusses appear to be designed in accordance with the general design concept of the structural documents. The specific design shall remain the responsibility of the engineer who has sealed the calculations. Sincerel , QROFESS/pN�l c~� Z,�`. D. y`� �yc v �m Z No. S 4732 Mike Hubley, S.E Exp. 6/30/cS �rFOF cat 1 — I s% 7v 0,S--3-073 BUTTE COUNTY BUILDING DIMS90N APPROVED -/ Zl07 P W. APF 3 0'2007 LE C Cr -f usnrus t\iLSt;k:Rivr, LWMU,(� �UV�oUV���oUV�J9 Um, Civil Engineering and Design 31 15 Johnny Lane Chico, CA 95973 Ph: (530) 521-2648 Fax: (530) 343-5320 eda@ausmusengineering.com TRUSS CONCURRENCE LETTER April 28, 2007 Ausmus Engineering has reviewed the Truss Calculations provided and approved by: Oroville, CA 95966 Dated: March 7, 2007 The truss calculations were used in conjunction with the structural design for the residence named: Welsh Residence �"2 Eric D. Ausmus, P.E. Ausmus Engineering CA Civil 65286 exp. 09/30/07 Page I of C:\Ausmus Engineering\2007 Projects\Welsh\Truss.doc er �A.AAech April 30, 2007 VerTech Engineering, Inc. M No Lab AP- #200, Chico, Cg 99926 Ph (530)899-$716 Fac(90)894.1102 RE: Cummings Residence, Lot 19 Eaglenest Drive, Chico, CA To Whom It May Concern: I have reviewed the truss calculations by Longfellow Lumber Co. dated March 8tn 2007 and have found that the trusses appear to be designed in accordance with the general design concept of the structural documents. The specific design shall remain the responsibility of the engineer who has sealed the calculations. Si Mike Hubley, S. %QROEESS/o l D. yo ``yc Z No. S 4732�� ^' Exp. 6/30/cS '?UCTv�P., � \�F CALIF APR 3 0 2007 �vs, APPROVED � S/210 7 p 4. Sent By: HILL AND ASSOCIATES; t 011 Cobert T rLi�� i Zi ASSOCIATES 199 E Shasta A,e • Chico. C1.95973 (530�891.4280•FAX )530)891.0394 •,ev;rr,RG��itTFLii,C<ltn • e-f'1ili;. RHiII:�lriur,Se[r2[ �0To: 6� FAX: 5,3vd 9140 F .�� ,O 1 9e. 99 530 991 0394; nay -4-07 10:14.; Page 1;2 PACie 5: J� CJ • �M AXe, l..s U f*AbY tl LEI�u I toe- L) 14-�A ra�tti� �ai�AT r - A;u dA .. .a /45 � t7" J-0-0 Ger.:r3i & Pool Contractors , l ic. #377409 CONSULTANTS DESIGNERS CONTRACTORS CRAFTSMEN OATS: 4 • o7 PACie 5: J� CJ • �M AXe, l..s U f*AbY tl LEI�u I toe- L) 14-�A ra�tti� �ai�AT r - A;u dA .. .a /45 � t7" J-0-0 Ger.:r3i & Pool Contractors , l ic. #377409 Sent Bv: HILL AND ASSOCIATES: 530 891 0394: MAV -4-07 10:14: Page 2/2 DRAG a fj J 1:411 LVL L—.. - Ey VerTech Engineering, Inc. 383 Rig Lixb ke'#200, Cip, Gq 93925 Ph (53D) 899-9716 RK(-90)a99-iia2 January 30, 2007 RE: Cummings Residence, Lot 19 Eaglenest Drive, Chico, CA To Whom It May Concern: The front wall of the garage may be constructed as shown in the attached partial plan (SSK6). C�V?�OFES$104'�C!` Sincere , PSL D. /y, LV Qcc rn O� n No. S 4732 Exp. 6/30/ob Mike Hubley, S.E. 0TRUCTV��" cr�T�OF CAL1E��~`P APR 3 0 2007 /ZCVS" , M 06'— '307 3 BUTTE COUNTY BUILDING DIVISION APPROVED y 6--12-107 P#. ....... .. .. .. .. .. .... ... .. . . ......_....... ............... ........_.. PARTIAL PLAN BUTTE COUNTY NO SCALE APPROVED TECH -W:L VER TECH ENGINEERING 383 RIO UNDO AVE. @200 Chico, Colifornio 95926 (530) 899-8716 FAX (530) 899-1102 Project CUMMINGS RESIDENCE CHICO, CA Date 1/30/07 Sheet SSK6 Verticaffechnology Engineering 383 Rio Lindo Ave Suite 200, Chico, CA 95926 Ph. (530) 899-8716 Fax (530) 899-1102 Email vertech@sbcglobal.net Structural Calculations Client: Dan Cummings Project: Cummings Residence Location: Lot 19, Eaglenest Drive, Chico, CA /�/� oo ► F S►}�rs� w a 1,� S U Ni &:s 4. S /�-W. , ate- 3073 BUTTE COUNTY BUILDING DIVISION APPROVED ,�;7/0/0 7 P, h, � R Z 7 2001 Attention: This engineer is not responsiblvon site inspection to assure compliance with the standards, sizes, materials, or workmanship specified herein. This engineer is not responsible for any structural element or system not specifically noted in this set of specifications unless authorized in writing by this engineer. Workmanship is to be of the highest quality and in all cases follow accepted construction practice, the latest edition of the Uniform Building Code, and local building department standards. S3.3 PHD2 D. . . ....... No. 8 4732 -04 Exp. 6/30/: . .. ..... . ........APA . ....... . . ........... 7 001 ?UC.T\3 ATF INCLUDING OF CALW . P 10 R CH. 4-0 ING5 4 S3.3 PHD2 PHD2 ....... — -— — — — — — — — — — — — it---- — — — > ST 'M c A... .... ... oU -tlP AT I)8L JOIST, L 'A -SK0 -PARAL, .; - ------ - - - - - - - - - - - - I F-; 0 -=CfR-VflrA—t/2 --" r H PT I < N D.C. 16A.B. AT 24 E 17/53.3 SIM TYF TNGGERED. SE Im 24" DEEP S3.3 BOTT, EXT WRAP AT ........ . .... ..... . ....... If' 11- MSTC4 0 M n X\ �a -tc - ----- Ml LT H-HANGERI R 0 P p TH-- i. TCE�� SUITE 9 -Ar T OFF ' E.. T N' 4STC iMSTC440 6XlO DF in 6 1 EL___�_ 0 Cj 2X8 LEDGER WI j�4 EA STUii_ co ------------- >> C5 (3) l6d 1 14 ... ...... .... -6 OPENI qG c r HA -NC -0- . ....... co N I UDING Sl C40 /MSTC40 . .... .. 6 600 DI -#1 .-7xl4.-pst:--" 4" L=4-6 Sl 3 1/2" X 11 7/8" LW 4 ----,- Lu S3•4 22 I 53.4 �2 -'p d N N .47 BUTTE COUNTY PARTIAL PLAN Ul 1, 1- D:Ivlqlnt\l NO SCALE APPROVED Project Date VER—TECH 4/27/07 EN . GINEERING CUMMINGS RESIDENCE Sheet 383 RIO UNDO AVE. #200 ECH Chico, Colifornio 95926 CHI CO, CA s (530) 899-8716 FAX (530) 899-1102 VerTech Engineering Project: Cummings Residence Page: Engineer: CMR Date: 4/27/2007 Design of: Shear Walls Framin Panel Shear Walls G,R G,1 1,R 2,R 2,1 3,R 4,R 4,1 4.5,R 4.5,1 5,R 3418 3997 3303 2604. 3174 2604 5328 7554 2993 4806 4882 6316 1876 3012 1494 A35 Sill Resistive Attachment Lateral Wall 6.75 15.50 20.00 Load Len th Wall lbs 10.50 A,R 3206 24.50 20.00 19.08 19.08 g,R 3885 10.50 12.50 12.50 12.50 C,R 10453 29.25 D,1 1683 20.00 E, R 5754 19.08 E,1 7008 31.75. G,R G,1 1,R 2,R 2,1 3,R 4,R 4,1 4.5,R 4.5,1 5,R 3418 3997 3303 2604. 3174 2604 5328 7554 2993 4806 4882 6316 1876 3012 1494 A35 Sill Attachment Attachment Length Length 6.75 15.50 20.00 6.75 15.50 20.00 24.50 24.50 10.50 10.50 29.25 29.25 20.00 20.00 19.08 19.08 31.75 1 31.75 See Steel Moment Frame See Steel Moment Frame 10.00 10.00 16.75 17.25 10.00 16.75 17.25 16.75 17.25 6.75 6.75 15.50 20.00 6.75 15.50 20.00 15.50 20.00 8.50 8.50. 14.75 _ _ 8.50 14.75 17.50 14.75 17.50"17.50 28.00 28.00 28.00 10.00 10.00 10.00 12.50 12.50 12.50 16.50 16.50 1 16.50 Load/ft Ib 131 370 357 84 302 221 330 155 184 386 344 378 352 326 279 226 188 241 91 Edge Nail in 6" 4" 4" 6" 4" VerTech Engineering Project: Cummings Residence Engineer: CMR Page: Date: 4/27/2007 Design of Shear Walls Stability Overturning Overall Resistive Gravity OT OT Rig htin Net Len th ' Length Load EgLqht Moment Moment M/D. /ftIM tft-lh)ft-Ib Ib Wall A,R (ft) M Ib 24.50 24.50 170 13.00. 7.25 170 17.25 13.25 170 24.00 24.00 153 10.92 8.42 262 7.50 7.50 _ 153 See Steel Moment Frame See Steel Moment Frame 10.00 10.00 170 14.25 11.25 270 17.25 17.25 240 6.75 6.75 170 13.00 13.00 170 14.00 12.00 153 8.50 8.50 170 _ 14.75 14.75 153 5.50 5.50 170 6.25 6.25 153 10.00 10.00 170 :21.16-0012.50 153 :: 50 16.50 170 _ 10 32060.09 51021.25 -80 B,R -__.10 26827.48 14365 1069 C,R _ 10 47353.31 25292.81 1425 D,1 918178.07 44064 -467 E,R 10 25378.04 15611.74 1038 E,1 _ 9 _ 14899.37 4303.125 1470 - 10 33025.55 8500 2538 G,R G,1 1, R 2,R _ 10 17490.33 27413.44 -504 2,1 10 31740.67 35707.5 -23 3,R 10 - 26041.16 3872.813 3342 4,R 10 44690.58 14365 2443 4,1 _ 9 40789.51 14994 2200 4.5,R _ 10 29932.47 6141.25 3040 4.5,1 9 43258.17 16643.53 2181 5,R _ __10 15343.86 2571.25 2369 5,1 9 12688.24 2988.281 1600 10 9 10 18755.15 27104.8 14940.13 8500 19584 39291.25 1309 878 -950 6,R 6,1 R VerTech Engineering Project: Cummings Residence Engineer: CMR Design of : Shear Walls Stability Segment Segment OTRi htin Net Lenth Heiht MMT MMT M/D \A/_11 /.CF\ fM (ft -1h) (ft -Ib) (lb) A, R 10 0 0 B,R 19.25 10 71232 31498 2228 C,R 3.00 10 10722 765 3344 D,1 9 0 0 E,R 10.67 10 32162 14905 1758 E,1 10.67 9 21190 8704 1252 G,R See Steel Moment Frame G,1 See Steel Moment Frame 1,R 10 0 0 2,R 5.50 10 8551 4084 886 2,1 10 0 0 3,R 3.25 10 12538 898 3609 4,R 10 0 _ 0 4,1 8.00 9 27193 4896 2991 4.5,R 10 0 0 4.5,1 9 0 0 5, R12.00 10 33478 _ 12240 1872. 5,1 12.00 9 10 9 10 24361 0 00 0 11016 0 0 1204 _ 6,R 6,1 7, R LONGFELLow LUMBER CO. INC. Quality Design • Floor, Wall & Roof Systems 89 Loren Avenue • Chico, CA .95928-7434, Phone (530) 893-0112 • (80.0) 678-0112 � Fax (530) 893-0140 E -Mail: trusses@longfellowlumber.com 001= BUTTE COUNTY BUILDING DIVISION APPROVED L/Customer: Job No: CUMMINGS RESN E Address: EAGLE'S NEST (t -k, y W S,av CHICO AP#: 775, ENGINEER Mitek Industries, Inc. Redong (Ray) Yu 7777 Greenback Lane, Suite 109 Citrus Heights, CA 95610 (916) 676-1900 APPROVED INSPECTION AGENCY Timber Products Inspection, Inc. P.O. Box 20455 Portland, OR 97220 (503) 254-0204 FL(r--- Cap,,- L AULTED GABLE .V�J11 1► - -llilill:mgm,"ligw ■I�\ ■■■�:I■ ,TO MATCH PI 13-4-4 GE ■I■!� �� -1!; ili1��� � �j �• I�i'i► �/IR■ 2 ut: a 'y loll — 14-11-12 1■■■ 13 ft PL.r/m 1-7-4 HEEL HEEL HIEGHT OF •• CHORD OF TRUSS L ABOVE•• PLATE a L7 (J 0 U' L7 LL LL LL 644 1 -SBR GHT TO LE)T RIGHT TO ADOWT00A. \Q 13 (L PL.HT 1.7-0 HEEL HILL & ASSOCIATES CUMMINGS RES. GARAGE A3 _ 11 5518' HEEL w J �•I�� 0 L, IME ■■'■ ■I■A- I 11, AW 0, MIA: 1 !1 im ..,_` ■N�r;►■�►.�I ■nr��r�� mmiiw ■F�©I'I'I■ISI �I,_, ■N . ►�e!�►1 ■t��r A3 _ 11 5518' HEEL w J �•I�� 0 L, Bpi Bpi 0 \O HILL & ASSOCIATES CUMMINGS RES. BLOCK PANEL / BAFFLE LAYOUT GARAGE L. ONGFELLOW LUMBER CO.. INC. Quality Truss Design & Roof & Floor Systems 89 Loren Avenue - Chico, CA 95928-7434 Phone (530) 893-0112 - (800) 678-0112 Fax (530) 893-0140 E-Mail: trusses@longfellowlumber.com LONGFELLOW LUMBER HANGER KEY KEY- HANGER KEY- HANGER 1- LUS24 23- HGUS28-2 2- LUS26 24- HGUS28-3 3- LUS28 25- THJA26 4- MUS26 26- SUUR24 5- HUS26 27- SUUR26 6- HUS28 28- 3X6 TRULOX 7- HHUS26-2 29- 5X6 TRULOX 8- HHUS28-2 30- THA29 9 R...2 31- 10- 32- 11-' 33- 12- 13- 20- HGUS26 21- HGUS28 22- HGUS26-2 HK122204 SUPPORTING TRUSS 60° MAX TRULOX PLATE °® ® oV 00 0 ° ° ® O 0 0 0 mm° °= o o ]CTION DETAIL TRULOX PLATE IS CENTERED ON THE CHORDS AND BENT BETWEEN NAIL ROWS. REFER TO ENGINEER'S SEALED DESIGN REFERENCING THIS DETAIL FOR LUMBER, PLATES, AND OTHER INFORMATION NOT SHOWN. SUPPORTING TRUSS TRULOX PLATE I 0 0 0 ® ) Gi ® ° 0 ® 0 0 ® m ° O ID O ID° ° omm ® 90 0®m0 0 m ® o�� 0 0 60° MAX g" MIN `- SUPPORTED ley TRUSS LJ . MIN SUPPORTED 3 TRUSS ' MINIMUM 3TRULOX REQUIRED X6 TRULOX PLATE PLATE NALS MAXIMUM LOAD MINIMUM 5X6 TRULOX PLATE SIZE PER TRUSS UP OR DOWN 3X6 9 350# 5X6 15 990#TIIIS DRAWING REPLACES DRAWINGS 1,168,989 1,160;989/R 1,164.944 1,152,217 1,162,017 1,159,154 & 1,161,524 • wwVARNINGww TRUSSES REQUIRE EXTREME CME IN FABRICATING HANDLING SHIPPING, BYS7PILING <TRUSSDPLATEIINSTITUTE-583 DBOt�RIO DR. SUITET200 NADIS)l LING AND RVL153719)DFORIED �pQ(tOFESS/pREF TRULOX TOPSAFETY CCHORDASHALLLSHAVER713 PROPERLY ATTACHED STRUCSE TURAL PANELS AND BIOTTOM CHORDkRVISE ATED 1Q�O� w y icy DATE 02/09/01 HAVE A PROPERLY ATTACHED RIGID CEILING% h wwIHPORTANTww FURNISH A COPY IIF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE DRWG CNTRULOX0201 ALPINE ENGINEEDESIGNlRED ANY PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS r MHAJ4DUNG SHIPPINGGETI STALLINGTANDTBRACING INCONFORMANCE DESIGGNTCONFORMS VITHTING, NT• —ENC DLJ/KAR APPLICABLE PRTVISIONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY 111E AMERICAN FOREST AND PAPER ASSOCIATION) AND TPL ALPINE CONNECTORS ARE MADE !1t 2OGA ASTM A633 GR40 GALV.'S7EEL EXCEPT AS NOTED. APPLY CONNECTORS TO EACII FACE D< A~ pROOLCM W TRUSS AND UNLESS OTHERVISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER f POIP/v,NOBEl1C♦ RDFtIDA DRAVINGS 160 A -L THE SEAL ON TIIIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL CIViI \Q� ENGINEERING RESPONSIBILITY SOLELY FOR TILE TRUSS COPOIfENT DESIGN SIOVN. 711E lF QQI� SUITABILITY AND USE OF THIS COHPOrENt FOR ANY PARTICULAR BUILDING IS TIE of CAVE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/IPI 1-1995 SECTION 2. TRULOX CON.' 11 GAUGE (0.120° X 1.375") NAILS REQUIRED FOR TRULOX PLATE ATTACHMENT. FILL ROWS COMPLETELY WHERE SHOWN (0). • NAILS MAY BE OMITTED FROM THESE ROWS. - THIS DETAIL MAY BE USED WITH SO. PINE, DOUGLAS -FIR OR HEM -FIR CHORDS WITH A MINIMUM 1.00 DURATION OF LOAD OR SPRUCE -PINE -FIR CHORDS WITH A MINIMUM 1.15 DURATION OF LOAD. CHORD SIZE OF BOTH TRUSSES MUST EXCEED THE TRULOX PLATE WIDTH. SUPPORTING TRUSS 60° MAX TRULOX PLATE °® ® oV 00 0 ° ° ® O 0 0 0 mm° °= o o ]CTION DETAIL TRULOX PLATE IS CENTERED ON THE CHORDS AND BENT BETWEEN NAIL ROWS. REFER TO ENGINEER'S SEALED DESIGN REFERENCING THIS DETAIL FOR LUMBER, PLATES, AND OTHER INFORMATION NOT SHOWN. SUPPORTING TRUSS TRULOX PLATE I 0 0 0 ® ) Gi ® ° 0 ® 0 0 ® m ° O ID O ID° ° omm ® 90 0®m0 0 m ® o�� 0 0 60° MAX g" MIN `- SUPPORTED ley TRUSS LJ . MIN SUPPORTED 3 TRUSS ' MINIMUM 3TRULOX REQUIRED X6 TRULOX PLATE PLATE NALS MAXIMUM LOAD MINIMUM 5X6 TRULOX PLATE SIZE PER TRUSS UP OR DOWN 3X6 9 350# 5X6 15 990#TIIIS DRAWING REPLACES DRAWINGS 1,168,989 1,160;989/R 1,164.944 1,152,217 1,162,017 1,159,154 & 1,161,524 • wwVARNINGww TRUSSES REQUIRE EXTREME CME IN FABRICATING HANDLING SHIPPING, BYS7PILING <TRUSSDPLATEIINSTITUTE-583 DBOt�RIO DR. SUITET200 NADIS)l LING AND RVL153719)DFORIED �pQ(tOFESS/pREF TRULOX TOPSAFETY CCHORDASHALLLSHAVER713 PROPERLY ATTACHED STRUCSE TURAL PANELS AND BIOTTOM CHORDkRVISE ATED 1Q�O� w y icy DATE 02/09/01 HAVE A PROPERLY ATTACHED RIGID CEILING% h wwIHPORTANTww FURNISH A COPY IIF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE DRWG CNTRULOX0201 ALPINE ENGINEEDESIGNlRED ANY PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS r MHAJ4DUNG SHIPPINGGETI STALLINGTANDTBRACING INCONFORMANCE DESIGGNTCONFORMS VITHTING, NT• —ENC DLJ/KAR APPLICABLE PRTVISIONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY 111E AMERICAN FOREST AND PAPER ASSOCIATION) AND TPL ALPINE CONNECTORS ARE MADE !1t 2OGA ASTM A633 GR40 GALV.'S7EEL EXCEPT AS NOTED. APPLY CONNECTORS TO EACII FACE D< A~ pROOLCM W TRUSS AND UNLESS OTHERVISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER f POIP/v,NOBEl1C♦ RDFtIDA DRAVINGS 160 A -L THE SEAL ON TIIIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL CIViI \Q� ENGINEERING RESPONSIBILITY SOLELY FOR TILE TRUSS COPOIfENT DESIGN SIOVN. 711E lF QQI� SUITABILITY AND USE OF THIS COHPOrENt FOR ANY PARTICULAR BUILDING IS TIE of CAVE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/IPI 1-1995 SECTION 2. ® illiiTek industries, Inc. 7777 GREENBACK LANE SUITE 109 CITRUS HEIGHTS CA 95610 iT USA FAX (916) 6761909 TELEPHONE (916) 6761900 May 31, 2002 Longfellow Lumber 89 Loren Avenue Chico, CA 95928 RE: Trusses supporting A.C. Loads MiTek Industries, Inc. truss designs are adequate to support up to an additional 150 pounds per truss due to mechanical loads. If this load falls at a panel point, no revision to the engineering is necessary. If it falls in between panel points, a 2X scab of equal size and grade as the top cord is required for the full panel length carrying the load. Attached with l Od nails at 12" o.c. These rules only apply to residential 2' o.c. truss applications with greater than 3/12 pitch. For commercial building span of truss shall be limited to 30'- 0" maximum. If you have any questions, please call meat 1-800-772-5351. 0 QRofEssro"� "ONG yG Fti�. NO. 0049919 ,A Redong JP Ili ",�� Director of q F 6 kM 0" , Western Operations RY/ek 3" CONT STANDARD GABLE END DETAIL MII/SAC - 20AA 1/21/2005 PAGE 1 OF 2 4x4 = *DIAGONAL OR L -BRACING REFER TO TABLE BELOW SEE PAGE 2/2 FOR —ALTERNATE BRACING DETAIL — 1 X4 OR 2X3 (TYP) VARIES TO COM. 12 TRUSS VERTICAL STUD TYPICAL 2x4 L -BRACE NAILED TO 2x4 VERTICALS W/8d NAILS SPACED AT 8" O.C. LOADINgpsfl SPACING 2-0-0 TCLL 30.0 Plates Increase 1.15 TCDL 14.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code ASCE 7-02 TOP CHORD 2 X 4 DFUSPF/HF - No.2 BOT CHORD 2 X 4 DFUSPF/HF - STUD/STD OTHERS 2 X 4 DFUSPF/HF - STUD/STD LATERAL BRACING NAILING SCHEDULE VERT. HEIGHT MITek Industries, Inc. UP TO T-0"- Western Division SHEATHING' r--01--VER 8'-6" 4 - 16d (BY OTHERS 17- 21 4" MAX 24' O.C. 1 1 /2" 3 1/2" _ �--► , TVP 2X4 LATERAL BRACING NOTCH AT AS REQUIRED PER TABLE BELOW 24" O.C. (MIN.) TOP CHORD NOTCH DETAIL 3x5 = END �IGID �I WALL CEILING MATERIAL DETAILA LATERAL BRACING NAILING SCHEDULE VERT. HEIGHT # OF NAILS AT END UP TO T-0"- r--01--VER 8'-6" 4 - 16d MAXIMUM VERTICAL STUD HEIGHT jfj SPACING OF VERTICALS I WITHOUT BRACE I WITH LATERAL BRACE I WITH L - BRA 12 INCH O.C. I 5-1 n -n I 11 -R -n I R-1 n -n S. NOTES 1) VERT. STUDS HAVE BEEN CHECKED FOR 110 MPH WIND EXP. B, HEIGHT 30 FT 2) CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. OCTQ G 4 �� I 3) FURNISH COPY OF THIS DRAWING TO CONTRACTOR FOR BRACING INSTALLATION. ry r ti 4) BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 5) DETAIL A (SHOWN ABOVE) APPLIES TO STRUCTURAL GABLE ENDS AND TO GABLE ENDS WITH A MAX VERT. STUD HEIGHT OF 8'-8". TOP CHORD NOTCHING NOTES 1)THE GABLE MUST BE FULLY SHEATHED W/RIGID MATERIAL ON ONE FACE BEFORE NOTCHING IF STUDS ARE TO BE SPACED AT 24" O.C. ATTACH SCAB (EQUAL OR GREATER TO THE TRUSS T.C.) TO ONE FACE OF THE TOP CHORD WITH 10D NAILS SPACED AT 8" O.C. IF STUDS ARE SPACED AT 24" O.C. AND FACE OF TRUSS IS NOT FULLY SHEATHED, 2) NO LUMBER DEFECTS ALLOWED AT OR ABOUT NOTCHES. 3) LUMBER MUST MEET OR EXCEED VISUAL GRADE #2 LUMBER AFTER NOTCHING. 4) NO NOTCHING IS PERMITTED WITHIN 2X THE OVERHANG LENGTH. Continued on page 2 A WARMNG - Der th design paiametirs and READ N07ES ON TRIS AND MCWDED M17F,K REFERENCE PAGE MU -7473 9EPORE USE. 7777 Greenback Lane �� ® Design valid for use on with Mffek connectors. This design is based on upon Sults 109 9 N rg N p parameter shown, and h for Individual building component. Applicability ly of design paromenleand proper incorporation of component Is responsibility of bulkding designer -not truss designer. gracing He�hts, acing shown CA, 8561 Is for lateral support of Individual web members only. Addilional temporary bracing to Insure stability during conslruclion B the responsibility of the erectah . Additional permanent bracing of the overall structure the responsibility of the building designer. For general guidance regarding ,�,. fabrication, quality control delivery, elivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB•89 and 8CSI1 Butiding Component M, ,ek• Safety Information available from Truss Plate Institute. 5B3 D'Onofrio Drive. Moduon, WI 53719. STANDARD GABLE END DETAIL M11/SAC - 20AA 1/21/2005 PAGE 2 OF 2 4- 10d NAILS MIN. ,PLYWOOD SHEATHING TO 2X4 STD. DF -L BLOCK 2- 10d ( YP) �'\ . SIMPSON A34 — OR EQUIVALENT LEDGER 2X4 No. 2 OR BTR GABLE EN 6'-3" MAX TO BEARING WALL 45° STRONGBACK 2X4 No. 2 OR BTR -� 11 2X4 BLOCK 2X4 S D OR BTR SPACED @ 5'-0" O.C. SHALL E PROVIDED AT EACH END OF BRACE EXCEPT FOR BRACE EXTENDED INTO E CHORDS & CONNECTED TO CHO S W/ 4= 10d NAILS. . MAX. LENGTH = T-0" STANDARD TRUSSES SPACED @ 24" O.C. ALTERNATE BRACING DETAIL NOTES 1)2X4 NO.2 OR BTR. FOR LEDGER AND STRONGBACK NAILED TOGETHER WITH 10D NAILS @ 6" O.C. OCT 1 3 2006 2)2X4 LEDGER NAILED TO EACH STUD WITH 4- 10d NAILS. 3)2X4 STRONGBACK TO BE CONNECTED TO EACH VERT. STUD WITH 2- 10d TOE NAILS 4)THE 10d NAILS SPECIFIED FOR LEDGER AND STRONGBACK ARE 10d BOX NAILS (0.131" DIA. X 3.0" LGT) THIS ALTERNATE BRACING DETAIL IS APPLICABLE TO STRUCTURAL GABLE END IF THE FOLLOWING CONDITIONS ARE MET: 1. MAXIMUM HEIGHT OF TRUSS = 8'-6", UNLESS OTHERWISE SPECIFIED BY PROJECT ENG. OR QUALIFIED BUILDING DESIGNER. 2. MAXIMUM PANEL LENGTH ON TOP AND BOT. CHORDS = T-0" 3. THE HORIZONTAL TIE MEMBER AT THE VENT OPENING SHALL BE BRACED @ 4'-0" O.C. MAX. 4. PLEASE CONTACT TRUSS ENGINEER IF THERE ARE ANY QUESTIONS. O WARWNG - Verify desfgn Par—ta and READ NOTES ON TMS AND INCLUDED SIITEE REFERENCE PAGE AM -7473 BEAORE OSE. 7777 Greenback Lane Design void for use only with Mffek connectors. This design is based only upon parameters shown. and Is for an Individual building component. Suite 100 Applicability of design paromenters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Citrus Heights, CA, 9561 ml Is for lateral support of individual web members only. Additional temporary bracing to Insure stabilily during construction is the responsibility of the erector. Additional permanent bracing of the overall structure Is the respomlbliy, of the building designer. For general guidance regarding fabrication, quality conlrol storage, delivery, erection and bracing, consull ANSI/TPII Quality Criteria, DSB-89 and BCSI1 Building Component M iTek� ,Safety Information available from Truss Plate Institute, 5B3 D'Onofrio Drive. Madison, WI 53719. _N9I-a TU�TERA(. BRACE hrT_A L_.. is PAGE I OF j:2 RE PLACIWG coF i . 6PUS AT V2 011- AT I/: TRU!:5F5 2.�4" �-- Ott R, 0. G. ►1'P. 2 �D / 0. G: TTP.' •-2x� RAGE; RAGE WITS WEb (2xb . HAX. :ILS 0 b'' rp. _ �otz t2�P�A�IIJq:. f�c-pl�u � Vz OP, y� N0TE --Y'z potgr6 pOcE 04LL =FONT6 6 , RAGE HUbT eE D0 % i4E: LENGT14 OP TSE; WEb.. TNrS DETAIL 15 TO �,E Ue7eI2 A5 AN ALT. :"-OR ONE CONTINUOUS LATERAL RAGE. TpUbf_-,?_b (" S4" 0. G.. T-rp. — NOTE: 2X3, 2X4, OR 1X4 GRADED LUMBER LATERAL BRACE PER TRUSS DESIGN WITH 2-1 OD PER WEB (fYP). MAR 2 7 2002 BRACE MAY BE ATTACHED TO EITHER NARROW FACE OF WEB. (SEE NOTE BELOW) - RESTRAINT RECLUIXW AT EA(,. ENI? OF ZRAGt: AN12 AT 20'-0" INTER�lALS. REFER TO file,-ql ✓UHHAXY SHEET FOR 9EGOHHENt2ATION!E OP THE TRU55 FLATS HeSTUTE esTfzA-t MA'( DF - Ll h �Eq TEV Q a319` MIiEI= " THE STA�'t_I� Y 114/1Y P_cP:-•GCC cit 2x4 fA5 SHAM ni nry CROS COMMON TRUSSES l.lort: YEE EN61N6ERIN6 r"oa R.4Fru, 7A" ANDTPU$S PF516Ne, LATERAL 5TA/311-17y of ROOF sys t6iyl TO PE pRowpfp ray PROTECT RE516,VER, SECTION C -C C RIDGE HIP .RAFTERS SHAPED BLOCK CROSS BLOCK PLAN VIEW L—.0 ALTERNATE DETAIL: WHEN HIP RAFTERS DO NOT MEET @ COMMON TRUSS. -6uPrDrM(pa vE0Vcr Ps,)O5�7�"o,E(W011 ,/-- TOP CHORD JACK EXTENSION END JACK i"SETBACK COMMON TRUSSES HIP TRUSSES SECTION B -B WD -2359 CALIFORNIA HIP YITsk hdusulss, Inc. 6-20-91 REV, 7//0/9 Z TOP CHORD BRACING PER ENGINEERING SPECIFICATIONS. �.c Gi�� (,Paan � �(oTF fir�.i) p 4=0' o.c . Cn•t6oc. ) TOP CHORD JACK -EXTENSIONS HIP 02, SECTION A -A SZ,lpV�� ti5'!� ) 1;�7ackS �' pAFiz�S --- 'Acer CK Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION Center plate on joint unless x, y Failure to Follow Could Cause Property offsets are indicated. 6-4-8 dimensions shown in ft -in -sixteenths Damage or Personal Injury Dimensions are in ft -in -sixteenths. (Drawings not to scale) Apply plates to both sides of truss and fully embed teeth. 1. Additional stability bracing for truss system, e.g. diagonal or x -bracing, is always required. See BCSI1. 2. Truss bracing must be designed by on engineer. For 1 2 3 TOP CHORDS cr-z C2 -3T wide truss spacing, individual lateral braces themselves may require bracing, or altemative T, I, or Eliminator bracing should be considered. WEBS c 4 z, 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. p O u�•� ; ��� ; O 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate U rp i = designer, erection supervisor, property owner and plates 0-'A6" from outside a- u U all other interested parties. edge of truss. 0 CL O 5. Cut members to bear tightly against each other. C7 -e c6-7 CS -6 BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from °Plate location details available in MRek 20/20 the environment in accord with ANSI/TPI 1. software or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate P rP 4 4 width measured perpendicular CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a non-structural consideration and is the x to slots. Second dimension is responsibility of truss fabricator. General practice is to camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions LATERAL BRACING LOCATION PRODUCT CODE APPROVALS indicated are minimum plating requirements. ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 9604B, specified. by text in the bracing section of the 9730, 95-43, 96-31, 9667A 13. Top chords must be sheothed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 ff. spacing, BEARING or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but © 2006 MiTek® All Rights Reserved 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. a 18. Use reen or heated lumber may y pose unacceptable environmental, health or performance risks. Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for MetalaTe 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. is not sufficient. BCSI1: Building Component Safety Information,MAN 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM.' ANSI/TPI 1 Quality Criteria. Installing 8, Bracing of Metal Plate Connected Wood Trusses. MITek Engineering Reference Sheet: Mll-7473 Job Truss Truss Type Qty Ply CUMMINGS RES CUMM0825 Al FINK 15 1 824550480 ' I onrrfellow Wmber r .Inc cht.v, cw cso9n-7&u arse... -0.11 10-11 >999 240 Job Refe ce o lio el 1-0-0 5-2-10 4-" 2.4-0 24-0 4$6 5-2-10 141-0 Scale = 1:46.6 3x4 = 4x8 % 5 4x8 1J 1z 1.5x4 I I 3x8 = 3x4 = 11 10 3x4 = 1.5x4 11 3x8 = 10-042 10-0-12 5-2-10 4-8.6 4.841 4$-6 5-2-10 LOADING (psf) SPACING 2-" CSI DEFL In (toe) Vdefl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.58 Vert(LL) -0.11 10-11 >999 240 MT20 220/195 TCDL 20.0 Lumber Increase 1.25 BC 0.41 Vert(TL) -0.2710-11 >999 180 BCLL -0.0 Rep Stress Incr YES WB 0.24 Horz(TL) 0.08 8 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 104 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.1&BtrG TOP CHORD Sheathed or 3-10-11 oc purlins. BOT CHORD 2 X 4 DF No.1&BtrG BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 2=1246/0-3-8.8--1246/0-3-8 Max Horz2=100oad case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/36, 2-3=2779/0, 3-4=2278/0, 4-15=-258/0, 515=188/0, 5-16=-188/0, 6-16=258/0, 6-7=-2278/0, 7-8=2779/0, B-9/36, 4-17=1904/0,17-18=1904/0, 6-18=1904/0 BOT CHORD 2-14=0/2567,13-14=0/2567,12-13=0/2567,11-12=0/2093, 10-11=0/2567, 8-10=0/2567 WEBS 3-12=586/49, 4-12=25/319, 6-11=-25/319, 7-11=586/49,3-14=12/156,7-10=-12/156 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 it above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 25 it with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL Increase Is 1.33, and the plate grip Increase Is 1.33 3) 150.0Ib AC unit load placed on the top chord, 12-3-0 from left end, supported at two points, 3-0-0 apart. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Design assumes 4x2 (flat orientation) puffins at oc spacing Indicated, fastened to truss TC w/ 2-1Od nails. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 75 Ib down at 10-9-0, and 75 Ib down at 13-9-0 on top chord. The design/selection of such connection device(s) Is the responsibility of others. LOAD CASE(S) Standard _C Qr'd.6433: � March 8,2007 A WARNING . 9'erV9 d—fgn Poi .b— and READ AOM OA THM AND DFaADED a n7X RaPP-RSNCS PADS MU 7473 BEFORE USS ..M Design va0d for use only with MITek connectors. This design Is based only upon parameters shown, and is for on individual building component. no Applicability of design paromenters and proper incorporation of component is respomibB'ity of building designer - not truss designer. &acing shown i Te k is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during conshuction is Me responsibBfity of the erector. Additional permanent bracing of the overall structure is me responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, OSB -89 and BCSII Building Component - Safetyinformation available from Truss Plate Institute. 583 O'Onohio Drive. Madison, VA 53719. 7777 Greenback lane, Sults 109 Cft.. W.1g , CA, 95610 Job Truss Truss Type Qty Ply CUMMINGS RES CUMMOB25 A2 FINK1 TCLL 16.0 1 R24550481 Vert(LL) 0.04 5-7 >999 240 Job Reference (optional) 3.0.8 5.5-7 6.9-9 148-0 4x6 = 3 Scale = 129.5 10-0-12x4 — 3x4 = 3x6 = 10-0.12 6-8-0 8.7.8 LOADING (psf) SPACING 2-M CSIDEFL Design volid for use only with Mirek connectors. This design is based only upon parameters shown• and is for an InxlMdual building component. in Qoc) Vdefl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.26 Vert(LL) 0.04 5-7 >999 240 MT20 220/195 TCDL 20.0 Lumber Increase 1.25 BC 0.20 Vert(TL) -0.08 5-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.28 Hort( L) -0.01 8 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight 78 lb LUMBER TOP CHORD 2 X 4 DF No.18BtrG BOT CHORD 2 X 6 DF SS G WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 5=778/0-3-8, 8=642/Mechanical Max Horz5=111(load case 3) Max Uplift5=39(load case 4), 8=-13(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 3-4=927/67,4-5=1 263/37, 5-6=0/42,1-2=0/3, 2-3=41/48.2-8=96/111 BOT CHORD 7-8=301376,5-7=3911130 WEBS 4-7=-477/13, 3-7=-41/683, 3-8=642/12 BRACING TOP CHORD Sheathed or 5-8-6 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanlins, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL Increase is 1.33, and the plate grip increase Is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard March 8,2007 . A WARNEIM - VerUV d"tan Parcmat and READ NOTSB ON TMS AND nVCLUDED ffiTEa' REPERENCS PADS AW 7473 BSPORE USE Design volid for use only with Mirek connectors. This design is based only upon parameters shown• and is for an InxlMdual building component. Applicability of design paromenters and proper Incorporation of component Is responsibPriy, of bubing designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsbtlOty of the ill iTe k erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality, control, storage, defivery. erection and bracing. consult ANSI/TPil Quality Criteria• DSB-89 and BCSII Building Component ' Safety Information avo5oble from Truss Plate Institute. 583 D'Onofrio Drive. Madison, wt 53719. eenne, 7777 GTS hads la Lane,S Suite 109 Citrus Heights. CA, Job Truss Truss Type Qty Ply CUNNINGS RES CUMM0825 A3 FINK 1 1 R24550482 LorgtORW ¢umber Co., Inc., Chico, Co. 95928-7434, Adam DletzJob Refere Ce o oval 6.200 s Jul 13 2005 MITek Industries, Inc. Wed Mer 0710:fi317(107 Page 1 104-5 0.11-14 5S7 5S-7 6-9-9 t40 Scale =1:33.3 4x6 = 4x4 = 3x4 = 3x4 = 3x6 = 10-0-12 2-9-11 7-34 B-7.6 10-0-12 1� Plate Offsets (X.Y): r6:0-3-5.0-0-71 PAW MU -7473 BEFOR8 D9& Design valid for use only with M -Tek connectors. This design is based only upon parameters shown, antl is for on IndMdual building component. and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Applicability of design paradual Emu - we Is for lateral support of indNidual web members only. Additional temporary bracing to insure stability during construction is the responsib06y, of the erector. Additional permanent bracing of the overall #=lure is the responsibility of the building designer. M i Te k LOADING (psf) SPACING 2-" CSI DEFL in poc) Udell L/d PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.26 Vert(LL) 0.05 6-8 >999 240 MT20 220/195 TCDL 20.0 Lumber Increase 1.25 BC 0.23 Vert(TL) -0.10 6-8 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.28 HOrz(TL) -0.02 10 n/a n/a BCDL 7.0 Code UBC97/ANS195 (Matrix) Weight 96 lb LUMBER TOP CHORD 2 X 4 DF No.1&BtrG BOT CHORD 2 X 6 DF SS G WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 6=923/0-3-8, 10=790/Mechanical Max 1.1=6=74(load case 3) Max Uplift6=42(load case 4), 10=12(load case 3) BRACING TOP CHORD Sheathed or 4-10-7 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 4-5=1385175, 5-0=1713/45, 6-7=0/42, 1-2=0/3, 2-3=15/47, 3-4=675/58, 2-10=16/180 BOT CHORD 9-10=21/288.8-9=17/823.6-8=28/1555 WEBS 5-8=-468/13, 4-8=38/678, 4-9=360/0, 3-9=-9/462, 3-10=946/27 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 it above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition 1 enclosed building, of dimensions 45 it by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL Increase is 1.33, and the plate grip Increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to glyder(s) for truss to truss connections. LOAD CASE(S) Standard March 8,2007 . A WARRD9O. 9'ar j/y deMgn p.—t— and READ AO7W ON TWS ANDVICLU M MrZMK' REFERENCK PAW MU -7473 BEFOR8 D9& Design valid for use only with M -Tek connectors. This design is based only upon parameters shown, antl is for on IndMdual building component. and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Applicability of design paradual Emu - we Is for lateral support of indNidual web members only. Additional temporary bracing to insure stability during construction is the responsib06y, of the erector. Additional permanent bracing of the overall #=lure is the responsibility of the building designer. M i Te k For general guidance regarding fabrication, quarry control. storage, delivery, erection and bracing, consull ANSIMIII Quality Criteria, DSB-89 and BCS11 Building Component -Safey Information avolloble from Truss Plate Institute, 583 D'Onofrio Drive, Madison, wl 53719. P="Ta— —ro..,..- 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply CUMMINGS RES CUMMOB25 A4 KINGPOST 1 1 R245504� Longfellow Lumberli[W-DiL. Chico. Ce. 85928-7434. Adam Dlntr Vdefl Ud „ Job Refere ca o do al +ul l o z mn ax mausmes, inc. trea Mer 07 10:32:4ja0T2Page 1 1.8-0 6-0-0 63-0 12-3-0 1-0-0 Scale = 1:45.9 3x4 = CONN. OF GABLE STUDS BY OTHERS. ---- A au 1n 1.5x4 It 1.5x4 II 10-0-12 6-0.0 6.3-0 Its 1r W 15 14 13 12 11 10 3x4 = 1.5x4 II 12-3-0 1.5x4 II d 3x6 = 10-0.12 ['fate Offsets (X,Y): 12:0-3-14,0-1-81. 15:0-2-0.Edgel PAQE ffi7.7473 BEFORE US& Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and is for an Individual building component. App5cobi0ty of design paromenters and proper incorporation of component is responsibility of bulldng designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stobify, during LOADING (psf) SPACING 2-M CSI DEFL In Qoc) Vdefl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.72 Vert(LL) 0.03 2-24 >999 240 MT20 220/195 TCDL 20.0 Lumber Increase 1.25 BC 0.38 Vert(TL) -0.06 2-24 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.14 Horz(rL) 0.02 8 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight 122 Ib LUMBER TOP CHORD 2 X 4 DF No.1&BtrG BOT CHORD 2 X 4 DF No.1 &BtrG WEBS 2 X 4 DF Std G OTHERS 2 X 4 DF Std G BRACING TOP CHORD Sheathed or 5-2-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 8=695/18-0-0, 24=983/18-6-0, 18=17/18-6-0, 19=17/18-6-0, 23=269/18-6-0, 22=518/18-&0, 21=13/18-6-0, 20=15/18-&0, 10=591/18-6-0, 11=47/18-6-0, 12=11/18-6-0, 13=21/18.6-0, 14=885/18-6-0, 15=20/18-6-0, 17=13/18-6-0, 2=981/0-5-10 Max 1-1orz24=10(load case 3) Max Uplift8=-4(load case 3), 24=35(load case 4), 23=-361 (load case 2), 14=-4(load case 3), 2=32(load case 4) Max Gray8=695(load case 1), 24=986(load case 7), 18=42(load case 2), 19=41 (load case 2), 23=26poad case 4), 22=518(load case 7), 21=39(load case 2), 20=36(load case 2), 10=592(load case 6), 11=52(load case 2), 12=44(load case 2), 13=46 (load case 2), 14=889(load case 6), 15=48(load case 2), 17=33(load case 2), 2=981 (load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 5-6=1163/30, 6-7=-1148/4, 7.8=1068/0, 8-39=0/58, 9-39=0/11, 1-40=0/10, 240=0/60,2-3=1 174/0, 3-4=1094/4, 4-5=1151/28 BOT CHORD 2-24=0/977, 23-24=0/977, 22-23=0/977, 21-22=0/977, 20-21=0/977, 19-20=0/977, 18.19=0/977, 17-18=0/977, 16-17=0/977, 15-16=0/977,14-15=0/977,13-14=01977,12-13=0/97'7,11-12=0/97'7. 10-11=0/977.8-10=0/977 WEBS 3-24=-633/20,4-22=477/9,7-10=-627/14, 6.14=871/22 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL Increase is 1.33, and the plate grip increase is 1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building.designer as per ANSI/TPI 1-2002. 4) Gable studs spaced at 14-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. 6) A plate ra8ng reduction of 20% has been applied for the green lumber members. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Continued on page 2 March 8,2007 ' ® WAMM - Ver0 d -1g. pnramarma and RPM NOTES ON TWO AND LIMLUDED WTSE R3 neuro PAQE ffi7.7473 BEFORE US& Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and is for an Individual building component. App5cobi0ty of design paromenters and proper incorporation of component is responsibility of bulldng designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stobify, during TQ M' Te iC construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing, consult ANSIMIJ Quality Criteria, OSB -89 and BCSII Building Component Powe— P..—.!- ..—..:Safety SafetyInformation available from Truss Plate Institute, 583 D'Onotrb Drive, Madison, WI 53719. 7777 Greenback Lana, Suite 109 Citrus Heights, CA, 95610 Job FA4s Truss Type Qy Ply CUMMINGS RES CUMMOB25 KINGPOST 1 1 8245 89 Lorgfellow Lumber Co., Inc., co.ChiCe. 95928-7434, Adam Dietz Job eference o to al 8.200 s Jul 132005 MRek Industries, Inc. Wed Mar 07 10...2007 Pege 2 LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 2-8=14, 8-39=134(B=62), 9-39--72.1-40--72, 2-40=134(B=-62) Trapezoidal Loads (plf) Vert: 5=179(B=-107}to-8=134(B=-62), 2=135(B=-63}to-5=179(B=107) .® WARNMO - V r tf dasrgn Pmt— and READ NOTM ON THIN AND M LUDED AUTEE REPPJtBWZ PAGE AM 7473 BEFORS UadL Design SMEW va0d for use only wilh MITek connectors. This design is based only upon parameters shown, and is for an Individual building component. Applicability of design paromenters and proper Incorporation of component is responsibility of building designer Om - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stabl1ty during construction Is the responsib89ty of the iTek erector. Additional permanent bracing of the overall structure is the responsibility of Me building designer. For general guidance regarding fabrication, quaMy control, storage. delivery, erection and bracing, consu8 ANSI/TPII Quality Criteria. DSB-89 and BCSII Building ComponentPefpq"'- Satey Information available from Truss Plate Institute, 583 D'Onotdo Drive, Madison, WI 53719. 7777 Greenback Lane, Suite 109 citrus Neigfae. CA, 95610 Job Truss Nss We City Ply CUMMINGS RES CUMM0825 AG DBL. HOWE 1 1 824550484 Lonp(ellow Lumber Co.. Inc.. Chum. rte_ 9592fL74.'4A 9 >999 240 Job Reference (optional) a Jul 13 2uw Ml rex Industries, Ine. Wed Mar 07 10:44:08 2007 Pago 1 5-0-8 3.7-14 3-7-14 3-7-14 3-7-14 5-M Scale v 1:402 416 = 2.4 II 5x6 = elm = 3im = 5xs = 2x4 11 U8 — 8 1 5-0-8 3-7-14 3-7-14 3-7-14 3-7-14 5.0.8 LOADING (psf) SPACING 2-" CSI DEFL In (loc) Udeft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.63 Vert(LL) 0.16 9 >999 240 MT20 220/195 TCDL 20.0 Lumber increase 1.25 BC 0.85 Vert(TL) -0.40 8-9 >732 180 exposed to wind. If porches exist, they are exposed to wind. The lumber DOL Increase Is 1.33, and the plate grip increase is 1.33 3) This truss has been BCLL 0.0 Rep Stress Incr NO WB 0.71 Horz(TL) 0.09 7 n/a n/a BCDL 7.0 Code UBC97/ANS195 (Matrix) C1 Q LOAD CASE(S) Standard LAJ ua 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Weight 125 Ib' LUMBER TOP CHORD 2 X 4 DF No.18BtrG BOT CHORD 2 X 6 DF SS G WEBS 2X4DFStdG REACTIONS Qb/size) 1=1679/0-3-8,7=2164/0-3-8 BRACING TOP CHORD Sheathed or 2-3-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Max Horz 1=9(load case 3) Max Uplift 1=34(load case 3), 7=47(load case 4) Design valid for use only with MTFek connectors. This design is based only upon parameters shown, and is for an Individual building component. FORCES (lb) -Maximum Compression/Maximum Tension TOP CHORD 1-2=-4577/107,2-3=3914/101, 3-4=3336/101, 4-5=3336/101, 5-6=4948/1128,6-7=-6182/149 BOT CHORD 1-14=-80/4291, 13-14=80/4291, 12-13=-80/4291, 11-12=50/3672, 10-11=50/3672, 10-15=57/4657, construction the responsibll y of the erector. Additional permanent bracing of Me overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult ANSIMil 9-15=-07/4657, 9-16=111/5814, 8-16=111/5814, 7-8=111/5814 P�wroA..: WEBS 2-13=-14/199, 3-12=21/335, 4-10=-60/1741, 5-9=-49/1394, 6-8=25/567, 2-12=-687/33, 3-10=696/32, 5.10=-1938/64, 6-9=1274/48 NOTES 1--_ ahta, CA, 95610 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psi top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 25 ft with exposure B ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL Increase Is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) A rating 20% plate reduction of has been applied for the green lumber members. 5) Hanger(s) or other connection device(s) be pp�h4Q v shall provided sufficient to support concentrated load(s) 135 Ib down and 4 Ib up ate, 4-0-8, and 626 Ib down and 16 Ib up at 15-5-1, and 786 Ib down and 21 Ib 18-10-7 up at on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face the of truss are noted as front (F) or back (B). C1 Q LOAD CASE(S) Standard LAJ ua 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-7=14, Continued on page 2 O %71 March 8,2007 - ® WARNING - 7arylo d4stgn Pasumeten and READ NOTES OR 7=9 AJW D9CI.77DED MnREPSRENC.B PAGE AM -7473 BEFORE Da& Design valid for use only with MTFek connectors. This design is based only upon parameters shown, and is for an Individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is far lateral support of Individual web members only. Additional temporary bracing to insure stability is M iTek construction the responsibll y of the erector. Additional permanent bracing of Me overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult ANSIMil P�wroA..: - Qualify Criteria. DSB-89 and BCSII BuBding Component.o.xw,o Safety information available from Truss Plate Institute. 583 D'Onobio Drive, Madison. WI 53719. 7777 Greenback Lane, Suite 109 1--_ ahta, CA, 95610 D _ 'Usa N� ype CUMMINGS RES 824550494 CUMM0825 AG DBL HOWE Job Reference Longfellow Lumber Co., Inc., Chico, Co. 95928.7434 (op tlonal 9.200 S Jul 13 2005 MRek Industries. Inc. Wed Mer 07 10:44:08 2007 Page 2 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 14=135(F) 15= 626(F)16=786(F) 0 • A WARNMO. 9'erVy design P'amnwt� and READ NOTES ON THIS AND MCLUMM B07'EE REYERENCE PAGE By 7473 REYORE UBE. Design valid far use only wtth MiTek connectors. This design Is based Only upon parameters shown, and is for on Indviduol building component. Appficability, of design paramenters and proper incorporation of component is respomloilly of twOding designer truss -not designer. Bracing shown Is for lateral support of Individual web members only. AddBonal temporary bracing to Insure stabl6fy during construction construction is the resporsibliy of the M iTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding _ fabrication, quality control, storage, deMery. erection and bracing, consult ANSVTPII Quality Criteria. DSB-89 and Sall BuDding Component Safey Information available from Truss Plate Institute, S83 D'Onofrla Drtve. Madison. WI 53719. 7777 Greenback Lane, Suite 109 rJ-- "Bight'. CA, 95610 Job TrussTruss Type Qty Ply CUMMINDS RES :UMM0825 B1 FINK 4 1 R24550485 Longfellow Lumher Co'live., Chico, Ce. 95928.7434, Adam Dietz Job Reference optional) 10 -D -T2 8.200 a Jul 13 2005 Mrrok Industries, Inc. Wed Mar 07 10:32 ?l Page 1 1.8-0 6.66 5810 58-10 4.7-6 1-841 r Scale = 1:42.0 4x8 = 4 2 1 B Id " 3x8 = 11 104x6 9 5x10 I I 3x4 = 3x4 = 3x4 = 10-0.12 1 D812 8-54 7-7-8 6Sd LOADING (psf) SPACING 2-3-10 CSI DEFL In floc) Well Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.83 Vert(LL) 0.12 2-11 >999 240 MT20 220/195 TCDL 20.0 Lumber Increase 1.25 BC 0.61 Vert(TL) -0.27 2-11 >994 180 BCLL 0.0 Rep Stress Incr NO WB 0.31 Horz(TL) -0.05 2 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight 94 lb LUMBER TOP CHORD 2 X 4 DF No.18BtrG BOT CHORD 2 X 4 DF No.18BtrG WEBS 2 X 4 DF Std G SLIDER Right 2 X 6 DF No.2 -G 1-10-10 REACTIONS (Ib/size) 2=1262/0-3-8.7=1248/0-3-8 Max Horz7=34(load case 3) Max Uplift2=50(load case 3), 7=45(load case 4) BRACING TOP CHORD Sheathed or 3-4-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 4-5=1818/85, 5-6=1962/47, 6-7=-2034/10, 7-8=9/0,11-2=0/42, 2-3=2566/57, 3-4=2195/93 BOT CHORD 2-11=0/2349, 10-11=0/1532, 9-10=0/1532, 7-9=0/1771 WEBS 5-9=188/11.4-9=37/322.4-11=-45t758. 3-11=517/15 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 It above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition i enclosed building, of dimensions 45 It by 24 ft with exposure B ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL Increase Is 1.33, and the plate grip Increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard March 8,2007 ® -AM.M - Ve,1/y daelgn Paso—.— and RF.6D NOTES OF TMS AFD DTCLOD&D MT&& RBPEREFC& PAQB.7473 BEPORB DS&, Design valid for use only with Mnek connectors. This design is based only upon parameters shown. and Is for an IndMdual building component. Applicability of design paramenters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown n Is for lateral support of individual web members only. Additional temporary bracing to Imre stability during construction Is the responsb08y of the i Te k. erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding 1 fabdcation. quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component va.ea,nPcerow,..- Safety Informallan available from Truss Plate Institute, 583 D'Onofrlo Drive. Madison, WI 53719. 7777 Greenback Lane, Suite 109 Cltrtas Heights, CA, 95610 Job :Tr:u:s:s: Truss Type Qty PlyTj� UMMINGS RES �UMM0825 FINK S R24550486 LoAlJ�I09 Lumber Co., Ine., Chico, Ce. 9592&7434, Adam Dleh b Refere ce o tional 8.200 s Jul 13 2005 MITek E-11strles, Irx:. Wed Mar 07 10:32:45 2007&W 6.2-14 5-8-10 5.8-10 4-7-5 Scale = 1:37.3 4x8 — 3 1012 B-1-12 3x4 = 3x4 = 7-7-8 0 lid r 3x4 5x10 II = 1D-0-12 ate, Plate Offsets (X,l): [1:0-0-2.0-0-31 LOADING (psf) SPACING 2-3-10 CSI DEFL In (loc) Udefl Ud PLATES GRIP TCLL 16.0 TCDL 20.0. Plates Increase 1.25 Lumber Increase 1.25 TC 0.89 Vert(LL) 0.12 1-9 >999 240 MT20 220/195 BCLL 0.0 Rep Stress Ina NO BC 0.59 WB 0.29 Vert(TL) Horz(TL) -0.25 0.05 1-9 6 >999 180 BCDL 7.0 Code UBC97/ANSI95 (Matrix) n/a n/a Weight 88 Ib TOP CHORD 2 X 4 DF No.1 &BtrG BOT CHORD 2 X 4 DF No.1 &BtrG WEBS 2 X 4 DF Std G - SLIDER Right 2 X 6 DF No.2 -G 1-10-10 REACTIONS Ob/size) 1=1096/0-3-8.6=1096/0-3-8 Max Horz 1=-10(load case 4) Max Uplift1=22(load case 3), 6=20(load case 4) FORCES (lb) - Maximum Compresslon/Maxlmum Tension TOP CHORD 1-2=2524/68, 2-3=2170/103, 3-4=11833/94,4-5--11988157. 5-6=2052/20 BOT CHORD 1-9=28/2301, 8-9=0/1526, 7-8-0/1526, 6-7=7/1802 WEBS 2-9=486/18, 3-9=51!724, 3-7=-41/342, 4-7=212/15 BRACING TOP CHORD Sheathed or 2-9-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead toad, 100 mi from hurricane oceanllne, on an'occupancy category I, condition I enclosed building, of dimensions 45 It by 24 It with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL Increase is 1.33, and the plate grip Increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard March 8,2007 - ® WAR'mw - v-f/y dmxpn P--tma and READ Form of rHm AND D9x9ADED earEE REVEREFCE PAoz mu -9473 aEPORE DBE. PAN Design valid for use only with Mnek connectors. This design is based only upon parameters shown, and is for an Individual building component. son Applicability of design paramenters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown /� is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsiblly of the 1 Y 1 i T� k. erector. Adquality permanent bracing ve y, overal structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and tracing, consult ANSI/TPII pua0ly Criteria, DSB-89 and BCSII Building Component >awrw,n -Safety IMomwU77 on available from Truss Plate Institute. 583 D'Onofrio Drive, Madison. WI 53719. 77 Greenback Lane, Suite 109 Citrus Helghis, CA, 95610 Job w u vm.2005 Truss e Qy Py CUMMINGSRES CUMM0825 C1:::� JMONO HIP 1 1 824550487 Chico. Longfellow Lumber Cpu„uin-6i2_ Ce. 95928.7434. Adam Dietz Ud PLATES GRIP TCLL 16.0 Job na _ Rference o So .w .mi_ ex industries. smes. Inc. Wed Mar 07 10:32:46 2%7 Pege 1 130 2-5-6 2-11-10 0S15 3-0-2 431 431 4-0-13 Scale =1:41.9 4x4 % 4.00 F12- 3x8 = 3x4 =' 3x8 = 2x8 II 5xsu r 17 16 19 1514 13 1220 11 10 1.5x4 II 3x8 = 3x4 = 3x6 = 3x4 = 1.5x4 II 3x4 = 10-0-12 1.5x4 II 10312 10-0.12 25-6 2-11-10 431 2-0-13 1.8.4 431 44-13 Plate Offsets, (X,Y): r2:0-7-15,Edaet 110:0-1-12.0-1-81 TOP CHORD 2 X 4 DF No.18BtrG TOP CHORD BOT CHORD 2 X 4 DF No.18BtrG WEBS 2 X 4 DF Std G BOT CHORD LOADING (psf) SPACING 2-" CSI DEFL In (loc) Vdefl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.76 Vert(LL) 0.02 15-16 >999 240 MT20 220/195 TCDL 20.0 Lumber Increase 1.25 BC 0.24 Vart(TL) -0.04 15-16 >999 180 BCLL 0.0 Rep Stress Ina NO WB 0.38 Horz(TL) 0.02 10 n/a n/a BCDL 7.0 Code UBC97/ANS195 (Matrix) Weight 114 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.18BtrG TOP CHORD BOT CHORD 2 X 4 DF No.18BtrG WEBS 2 X 4 DF Std G BOT CHORD SLIDER Left 2 X 6 OF No.2 -G 1-8-2 erector. Additional permanent bracing of Me overall structure Is the responsibility of the building designer. For general guidance regarding • fabrication, quality control. storage, derivery, erection and tracing, consult ANSVrPil Qualify Criteria, DSB-89 and BCS11 Building Component JOINTS REACTIONS (Ib/size) 10=641/Mechanical, 2=851/D-3-8,13--2236/0-64 Max Harz2=69(load case 4) Max Grav 10=650(load case 7), 2=851(load case 1), 13=2236(load case 1) Sheathed or 6-0-0 oc purlins, except and verticals, and 2-0-0 oc puffins (6-0-0 max): 5-9. Rigid ceiling directly applied or 10-0-0 oc bracing, Except 6-0-0 oc bracing: 12-13. 1 Brace at Jt(s): 9 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=8/0,2-3=1098/0, 3-4=1021/0,4-5.--1146/0.5-6--1121/0,6-7=0/853. 7-18=13/76, 8-18=13/76, 8-9=85/15, 9-10=274/0 BOT CHORD 2-17=0/890.16-17=0/890,16-19=5/310,15-19=5/310,14-15=5/310, 13-14=5/310,12-13=76/15,12-20=0/64 1, 11-20=0/641, 10-11=0/641 WEBS 5-16=442/22, 6-16-0/929, 6-15=0/221, 7-13=1293/0, 7-12-0/534, 8-12=803/0, B-11=01282,8-10=-637/0.6-13=1610/0, 4-17=0/114, 4-16=5/267 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 It above ground level, using 10.0 psi top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 It with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL Increase Is 1.33, and the plate grip Increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Girder carries hip end with 0-0-0 tight side setback, 6-0-0 left side setback, and 6-0-0 end setback. 8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 324 Ib down and 9 lb up at 5$12 on top chord. The design/selection of such connection devioe(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Continued on page 2 March 8,2007 • ® WAR MM - 7ar0 deafen P--.r.n and READ BOTSS OR THIS AND INaXDED ffi= REPERE WX PAGE MU -7473 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. Applicability of design paromenters and proper Incorporation of component is responsibility of bultding designer - not truss designer. Bracing shown B for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the M i Te k' erector. Additional permanent bracing of Me overall structure Is the responsibility of the building designer. For general guidance regarding • fabrication, quality control. storage, derivery, erection and tracing, consult ANSVrPil Qualify Criteria, DSB-89 and BCS11 Building Component 'aw`a"'""na"'- Safety Information available from Truss Plate Institute. 583 D'Onofrb Drive, Madison. WI 53719. 7777 Greenback Lane, Suite 109 citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply CUMMINGS RES CUMM0825 C7 MONO CAL HIP 1 1 R245504E7 Longfellow Lumber Co., Inc.. Chico. Ce. 959284434. Adam Dtetr Job Refere ce o clonal ro:. :aa nnu rage z LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=72, 5-9=136, 2-10=26(F=12) Concentrated Loads (lb) Vert 5=-324 • ® WARNING" Vm Ull d - P—. aM READ NOTES ON Tffi AAD IACLODBD 167'EK REFERENCE PAGE MU 7473 BEFORE U98 Design valid for use only with ANTek connectors. This design is based only upon parameters shown, and is for an Individual building component. Applicability of design poromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary broking to inurre stability during construction is the resporuib80ty of the M i Te k, erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding fabrication, quality control storage. delivery, erection and bracing, consuti ANSI/TPII Quality Criteria, DSB"89 and BCSII Building Component nRwcw.R "�nrowr, - Safety Informa8on available from Truss Plate InsAMe. 583 D'Onofrio Drive. Madison, WI 53719. 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply �Job MINGS RES :uMM0a25 C2 MONO CAL HIP 1 1 824550488 Reference o Banal Longfellow Lumber C n�2 Chlm, Ca. 8592&7434, Adam Dle� 10.0-12 8.200 s Jul 13 2005 MRek Industries, Inc. Wed Mer 07 10:32:48 2 07 P�ge 1 14-0 7500515 7-0-3 7-7-14 Scale =1:41.9 4x12 = 4.00 ri2 3x8 = 3x6 11 srnu 11 12 11 10 9 8 3x4 = 3x4 = 3x4 = 1.5x4 11 3x6 = 10-012 10-0.12 10-012 750 2510 5-0-8 - 7a-14 Plate Offsets fX,Y): f2:0-7-15 Edge1, f5:0-5-4,0-0-81 TOP CHORD Sheathed or 6-0-0 oc puffins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 5.7. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. LOADING (psf) SPACING 2-" CSI DEFL In (loc) Vdefl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.45 Vert(LL) -0.05 8-9 >999 240 MT20 220/195 TCDL 20.0 Lumber Increase 1.25 BC 0.23 - Vert(TL) -0.09 8-9 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(TL) 0.01 8 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight 109 lb CR TOP CHORD 2 X 4 DF No.18Btr G BOT CHORD 2 X 4 DF No.18Btr G WEBS 2 X 4 DF Std G *Except* 7-62X4 DIF No.1G SLIDER Left 2 X 6 OF No.2 -G 146-0 BRACING TOP CHORD Sheathed or 6-0-0 oc puffins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 5.7. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 7 REACTIONS (Ib/size) 8=436/Mechanical, 11=1160/0-6-4, 2=454/0-3-8 Max Harz2=90(load case 4) Max Uplift8=-2(load case 5), 11=13(load case 4),2=31 (load case 3) Max Grav8=455(load case 7), 11=11600oad case 1), 2=454(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=8/0, 2-3=-421/0, 3-4=357/14, 4-5=134/32, 5-6=17/412, 6-7=112/27, 7-8=254/0 BOT CHORD 2-12=48/319.11-12=31/91,10-11=20/459,9-10=20/459.8-9=20/459 WEBS 5.12=20/247, 6-11=974/0, 6-9=19/226, 6-8=375/2, 4-12=238/17, 5-11=768/14 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL Increase is 1.33, and the plate grip Increase Is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-1 Od nails. LOAD CASE(S) Standard - ® WARNM . Vert/,y deergn Parameters and READ NOTES ON TRW AND JNCr.DDSD M77'ES REPSRBNCE PADS MV 7473 BBVORE USE. Designvalidability for ol design only with MiTek connectors. This design Is basad only upon parameters Shavm, and is for on individual building component. Appliparamenters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown B for lateral) support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, M i Te k quality control, storage, deMery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Instihrte. 583 D'Onofrlo Drive. Madison. WI 53719. vo..es—P..—..:- 7777 Greenback Lane, Suite 109 Citrus Heigtds, CA, 95610 Job Truss Truss Type Dry Ply CUMMINGS RES CUMM0B25 C3 MONO CAL HIP 1 1 R24` 89 Longfellow Lumber �o dna Chloo, Ca. 95928.7434, Ade. Dleb ID -0-12 Job efere ce o ti net 16412 8.200 s Jul 13 2005 MRek Industries, Inc. Wed Mar 07 10:32:47 Z? 7 1.8-0 3-11-6 5510 0515 6-0-3 6-7-14 Scale = 1:41.9 4x12 . 3x8 — 2x8 II _.� .. w rc 11 10 9 a 1.5x4 II 3x4 = 3x4 = 3x4 = 1.5x4 II 3x4 = 10-0-12 10.0-12 POW"O Quality Criteria, DSB-89 and 11CS11 Building Component - Safety Information available from Tam Plate Institute, 583 D'Onotrb Drive. Madison. wl 53719. 7777 Greenback Lane, Suite 109 10.0.12 3-11.6 3-114 156 6.6-2 6.7-14 Plate Offsets KY): 72:0-0-3.0-0-81 f5:0-4 80-2-01 [8:0-1-12.0-1-81 LOADING (pSf) SPACING 2-" CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.76 Vert(LL) 0.03 9-11 >999 240 MT20 220/195 TCDL 20.0 Lumber Increase 1.25 BC 0.20 Vert(TL) -0.06 9-11 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(TL) 0.01 8 n/a n/a BCDL 7.0 Code UBC97/ANS195 (Matrix) Weight 116 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1 &BtrG TOP CHORD Sheathed or 64)-0 oc purlins, except end verticals, and 2-" oc purlins BOT CHORD 2 X 4 DF No.1 &Btr G (6-0-0 max.): 5-7 WEBS 2 X 4 DF Std G SLIDER Left 2 X 6 DF No.2 -G 2-1-7 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except 6-0-0 oc bracing: 11-12. JOINTS 1 Brace at Jt(s): 7 REACTIONS (Ib/size) 8--549/0-5-8,12=1134/0-6-4.2=367/0-3-8 Max Horz2=.110(load case 4) Max Uplift8=4(load case 4), 12=18(load case 3), 2=26(load case 3) Max Grav8=565(load case 7), 12=1134(load case 1), 2=379(load case 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=8/0,2-3=282/0, 3-4=11711/114,4-5=47/343, 5-6=79/33,6-7=-61/33. 7-8=-216/0 BOT CHORD 2-13=56/191, 12-13=56/191, 11-12=36!75, 10-11=30/588, 9-10=30/588, 8-9=30/588 WEBS 4-12=-481/29,5-11=11/402,6-11=-605/2, 6-9=20/233,8-8=60817,4-13=11/128,5-12=920/5 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 it above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 ml from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 it by 24 it with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL Increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Design assumes 4x2 (flat orientation) purlins at oc spacing Indicated, fastened to truss TC w/ 2-1Od nails. LOAD CASE(S) Standard V March 8,2007 - A WARRING - VerM d-lgn yarnmeta and READ N0T88 ON THIS AIM=—. R]EXEME rfr PAaB dGb7473 BBPORS Da& Design valid for use only with MiTek connectors, This design Is based only upon parameters shown, and Is for an Individual building component. Applicabilily, of design paramenters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of IndMdual web members only. Additional temporary bracing to Insure stability during is i Te k construction the responsibOBy of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing. consult ANSI/rPll POW"O Quality Criteria, DSB-89 and 11CS11 Building Component - Safety Information available from Tam Plate Institute, 583 D'Onotrb Drive. Madison. wl 53719. 7777 Greenback Lane, Suite 109 Claus Heights, G4, 95610 Job Truss TOP CHORD 2 X 4 DF No.t&BV G TOP CHORD Py CUMMINGS RES CUMM0825 Cl. FMONOTMALHI� 10ty 1 1 F??4550490 Longfellow Lumber Cri. Inc- Chlor. Ce. 95928.7434. nefnm ntwr tn19 n Ud PLATES GRIP Job Re ere ce o clonal 6.200 s Jul 13 2005 MITek Industries, Inc. Wed Mer 07 10:32:47 2�7 Ppe 1 14t-0 8-1-12 534 DS 15 5-0.3 S-7-14 Scala =1:41.9 40 3x8 = 2x8 II 11 10 9 1.5x4 II 3x8 = 3x4 = 1.5x4 II 8 3x4 = 10.0.12 10-0-12 10-0.12 5.10-10 0.3.2 534 5$-2 5-7-14 Plate Offsets KY): f2:0-7-15 Edgel. I5:0-2-0.0-1-121 TOP CHORD 2 X 4 DF No.t&BV G TOP CHORD BOT CHORD 2 X 4 DF No.t&Btr G WEBS 2 X 4 DF Std G BOT CHORD LOADING (psf) SPACING 2-M CSI DEFL In Qoc) Udefl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.50 Vert(LL) 0.02 9-11 >999 240 MT20 220/195 TCDL 20.0 Lumber increase 1.25 BC 0.17 Vert(TL) -0.04 9.11 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.01 8 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 118 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.t&BV G TOP CHORD BOT CHORD 2 X 4 DF No.t&Btr G WEBS 2 X 4 DF Std G BOT CHORD SLIDER Left 2 X 6 OF No.2 -G 3-3-6 JOINTS REACTIONS Qb/size) 8=72310-5-8, 12=86510-6-4, 2=461/0-3-8 Max Horz2=131(load case 4) Max Uplift8=10(load case 4), 12=14(load case 3), 2=30(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=8/0, 2-3=352/3, 3-4=244/29.4-5=761/43,5-6=-677/44, 6-7=-35/39,7-8=118210 BOT CHORD 2-12=62/232, 11-12=-62/232, 10-11=-41/664, 9-10=-41/664, 8-9=-41/664 WEBS 4-12=769/0, 4-11=0/495, 5-11=169/0, 6-11=-61/16, 6-9=20/196, 6-8=-803/16 Sheathed or 6-0-0 oc puffins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 5-7. Rigid ceiling directly applied or 10.0-0 oc bracing. 1 Brace at Jt(s): 7 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 it above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 ml from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 it by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL Increase is 1.33, and the plate grip Increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard Q � March 8,2007 A WAWiM - PerW desbga Parameters and R7.AD Rona ON THIS AICD D7CZZDW 2417.9 REPP--JLV= PAGE MQ -7473 BSPORS OSI. Design valid for use only with Mnek connectors. lhh design Is based only upon parameters shown, and Is for an Individual building component. Applicability of design paromenters and proper Incorporation of component is responsibSrty of building designer -not truss designer. Bracing shown Mi Te is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the resporssib00ty of the I erector. Additional permanent bracing of Me overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery. erection and bracing, consult ANSI/1P1I Quality Crtteda, DSB-89 and BC511 BuBdtng Component a Safety Information available from Truss Plate Institute. 583 D'Onofrfo Drive, Madison, WI 53719. 7777 Greenback Lne, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type ty Ply CUMMINGS RES CUMM0825 DI KINGF'OST 1 IQ 824550491 1 Longfellow Lumber Co., Inc.. CAIep.Ca..95928-7434. Adam Dleb In (loc) Job Reference o tlonal 10-13.1[ 1$-0 5-0-8 4x4 = a Jw 14 XWO Mi r ex mdusmas, Inc. wad Mar 07 10:32;48 2007 Peoett 5-0-8 Scale = 1:19.5 3x10 II 1.5x4 II 10.0.12 3x10 11 10.0.12 5.0-8 5d8 Plate offsets (X,17: 12:0-7-15.Edgel, f6:0-3-8.Edgel LOADING (psf) SPACING 2-" CSI DEFL In (loc) I/defl L/d PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.22 Vert(LL) 0.01 6-7 >999 240 MT20 220/195 TCDL 20.0 Lumber Increase 1.25 BC 0.27 Vert(TL) -0.03 6-7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.03 Horz(rL) -0.01 2 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight 47 Ib LUMBER TOP CHORD 2 X 4 DF No.t &BtrG BOT CHORD 2 X 4 DF No.1 &BtrG WEBS 2 X 6 DF No.2 G SLIDER Left 2 X 6 DF No.2 -G 2-7-13, Right 2 X 6 DF No.2 -G 2-7-13 REACTIONS (Ib/size) 6=684/Mechanical, 2=823/0-3-8 Max Horc6=9(load case 3) FORCES (lb) - Maximum Compresslon/Maximum Tension TOP CHORD 4-5=104510,5-6=1119/0,1-2=8/0,2-3=1143/0,3-4=1050/0 BOT CHORD 2-7/952, 6-7/952 WEBS 4-7/267 BRACING TOP CHORD Sheathed or 6-0-0 oc puffins. BOT CHORD Rigid coiling directly applied or 10-0-0 oc bracing. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 it above ground level, using 10.0 psi top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 it by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilever: exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase Is 1.33, and the plate grip Increase Is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Girder carries hip end with 5-0-8 end setback. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 429 Ib down and 12 Ib up at 5-0-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert 2-6=23(B=9), 4-6=72, 1-4=72 Concentrated Loads (lb) Vert: 4=429 March 8,2007 ® WAR,PDOG • 9erryy cl— B Parcmaeer. and READ Fo77r8 OA 778 AND D7CWDED A77'ES RRFZREMM PAGE, 7473 DWORS USB. Design valid for use only with Mnek connectors. This design's based Only upon parameters shown, and Is for an individual Wilding component. Applx:ability of design pammenters and proper Incorporation of component B responsibility of Wilding designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Addtional temporary bracing to Insure stability during construction Is the resporlslb05ty of the iVl i Te k erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabricafl6n, quality control. storage, delNery, erection and bracing, consult ANSI/RIl OuaOty CMedo, DSB-89 and BCSII Building Component —1w P""D"'' Safety Information available from Truss Plate Institute, 583 D'Onotdo Drive, Madison. WI 53719. 7777 Greenback Lane, Suite 109 Citrus Helghta, CA, 95610 Job TrussTruss Type ay Ply CUMMINGS RES CUMMOS25 D2 KINGF'T 2 1 R24550492 aua I —fall— camber r- I°� rhln, re atk»aiev seem rve.. 6-7 >999 _ ___ Job Reference o tional 1 W►1L --u, 'u --f t'g h 1-0.0 5.0-8 5.0.8 Scale ° 1:19.5 4x4 = 4 3x10 II 1.5x4 II 1012 3x10 I I 10.0.12 5.0.8 5-0.8 LOADING (psi) SPACING 2-" CSIDEFL Design valid for use only with Mnek connectors. This design is based only upon parameters shown, and is for an individual build'vrg component. In (loc) Vdefl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.15 Vert(LL) 0.01 6-7 >999 240 MT20 220/195 TCDL 20.0 Lumber Increase 1.25 BC 0.13 Vert(TL) -0.02 6-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) -0.01 2 n/a We BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 45lit LUMBER TOP CHORD 2 X 4 DF No.1&BtrG BOT CHORD 2 X 4 DF No.1&BtrG WEBS 2 X 4 DF Std G SLIDER Left 2 X 6 OF No.2 -G 2-8-6, Right 2 X 6 OF No.2 -G 2-8-6 REACTIONS (Ib/size) 6=424/Mechanical, 2=564/0-3-8 Max Horz6=9(load case 4) Max Uplift6=7(load case 4), 2=32(load case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 4-5=514/29, 5-602/3, 1-2=-8/0, 2-3=629/0, 3-4=514/28 BOT CHORD 2-7-0/488, 6-7=0/488 WEBS 4-7=13/171 BRACING TOP CHORD Sheathed or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 it by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL Increase is 1.33, and the plate grip Increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard ''-004643 . NUFUIV I n March 8,2007 A WAmmm - 7- y d -t- P°nunefars and R&uo pons OATH® AND nifaxDSD jar= RarmuNC8 PADS Mu 7473 BEFORE USB. Design valid for use only with Mnek connectors. This design is based only upon parameters shown, and is for an individual build'vrg component. 9011 Applicability of design poramenters and proper Incorporation of component Is responsibility of binding designer - not truss designer. Brocing shown is for lateral support of IndlAdual web members only. Additional temporary bracing to inure stability during construction is the M i Te k resporubil6ty of the erector. Additional pemwnent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrb Drive. Madison, WI 53719. 7777 Greenback Lane, Sulte 109 Citrus Heights, CA, 95610 Job Truss Truss Type in (loc) Vdefl Ud RES CUMM0825 E7 CAL HIP JQIY �Ply 1--[CUMMINGS R21 Lanafellaw Lumber Ce.. Ina.. Chien Ca a5o2rL7d'16 e,re,., roeti BC 0.60 Vert(TL) -0.24 13-14 >974 180 ference o tional _ _ — 10.0.12 a Jul1s[uuoml1eKInallsaiee,Ir16. Wed Mar071j:3j2007 Pagel 1-8-0 2-2-9 3.2-7 05-15 3-11-1 3-11-1 05.15 3.2-7 2-2-9 1-0.0 Scale =1:38.5 4x8 % 3x8 = 4x8 -- 4.00112 6x8 II 1q is 13 12 6x6 II 2x4 II 3x10 = 2x8 II 3x10 = 2x4 II 10-0-12 10-0-12 1 2-2-9 1 5-5-0 1 9- 0 1 14-3.0 175-7 19-8.0 2-2-9 3.2-7 45-0 45-0 3-2-7 2-2.9 LOADING (psf) SPACING 2-0-0 CSIDEFL in (loc) Vdefl Ud PLATES GRIP TCLL 16.0 Plates increase 1.25 TC 0.66 Vert(LL) 0.10 13-14 >999 240 MT20 220/195 TCDL 20.0 Lumber Increase 1.25 BC 0.60 Vert(TL) -0.24 13-14 >974 180 7777 Greenback Lana, Suite 109 BCLL 0.0 Rep Stress Incr NO WB 0.86 Horz(TL) -0.05 2 n/a n/a BCDL 7.0 Code UBC97/ANS195 (Matrix) Weight 1121b LUMBER BRACING TOP CHORD 2 X 4 DF No.1 &BtrG TOP CHORD.Sheathed or 248-14 oc purlins, except BOT CHORD 2 X 6 DF SSG2-" oc purlins (2-10-12 max.): 5-7. WEBS 2 X 4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2 X 4 DF Std -G 1-7-3, Right 2 X 4 DF Std -G 1-7-3 REACTIONS (Ib/size) 10=2050/0-3-8,2=169610-3-8 Max Harz 10=5(laad case 4) Max Upl'Ift10=-62(load case 3), 2=52(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 7-8=4264/100.8-9=3076/64.9-10=3181/59. 10-11=2/0, 5-6=3191!73, 6.17=-4093/97,17-18=-4093/97.7-18=-4093/97, 1-2=2/0, 2-3=2598/44, 3-4=2512/47, 4-5=3375/75 BOT CHORD 2-16=19/2230, 15-16=19/2230, 14-15=-69/4992, 14-19=69/4992, 13-19=-69/4992, 12-13=37/2718, 10-12=37/2718 WEBS 7-13=14/226, 6-13=1071/21, 6-14=33/865,6-15=2086/48, 5.15=26/642, B-12=213/2,4-16=217/2,8-13=27/1513, 4-15=16/1098 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 ml from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL Increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Design assumes 4x2 (flat orientation) puffins at oc spacing Indicated, fastened to truss TC w/ 2-10d nails. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 390 Ib down and 10 lb up at 13-8-0 on top chord, and 872 Ib down and 23 Ib up at 10-2-8 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Continued on page 2 March 8,2007 ' ® WARND9G - 9ar1M all—ian Parameter» —4 READ N07M ON TMS AND JNCLUMM WTEE REYERENCE PAGE M67473 ena0oa Us& ' Design valid for use only with Mitek connectors. This design is based only upon parameters shown, and is for an Individual building component. sm Applicability of design poromenters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the M i Te k responsbOGty, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding - fobricafbn, quality control, storage, delivery, erection and bracing, consult ANSIMIl Quality Criteria, OSB -89 and BCS11 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719. 7777 Greenback Lana, Suite 109 Citrus Heights, CA, 95610 Job Truss 7Type Qty Pty CUMMINGS RESCUMM0825 Ei P 824550493 1 1 Job Reference r ti)nal) Longfellow Lumber Co., Inc., CAlco, Ce. 9592&7434, Adam Dietz 8.200 s Jul 13 2005 MRek Industries, Ine. Wed Mar 07 10:32:48 2007 Page 2 LOAD CASE(S) Standard Uniform Loads (ptf) Vert: 7-11=72, 577=72, 7-17=180(B=108).1-5=72, 2-19=14, 10-19=28(B=14) Concentrated Loads (Ib) Vert: 18=390(B) 19=872(8) ' ® weRI-10 - —My design Pasamaterrr and Raw FOTm aN rms AnD DPCLUDSD mTSS RamRi im PdQS Alf -7473 BEFORE USS Design valid for use only with m7ek connectors. This design Is based only upon parameters shown, and IS for an indrMuol bufld'ug component. Ran Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Inswe stabilitydudrsg construction is the M iTe k' responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding - fabrication, quality control. storage, delivery. erection and bracing, consult ANSI/TPII OuaYly Criteria, 0SB-89 and BCSII Building Component Safety lydomxftn avolbble from Truss Plate Institute. 583 D'Onotrio Drive, Madison, WI 53719. I -- 7777 Greenback Lena, Suite 109 Lane.Su CitrusTenHeights, CA, Job Truss Truss Type Qy Py CUNNINGS RES CUMMOB25 E2 CAL HIP ' 12 >999 240 824550494 I n.v,1.n„w t ��r„tv,r r r"e rn.ir,. r" a5MlL]d'U e.ra... me,. BC 0.68 Vert(TL) -0.21 3 Job Reference o do el 10-0.13-- -- -- -- -" --' --' ----- ' " "'""' �'"' 6.200 a Jm 1:t 2uua MITax industries. Inc. Wed Mar 07 10:32:49 2001 �� 1 3.5-7 381 05.15 2-4-9 2-0-9 05.15 381 35-7 Scale = 1:33.5 4x6 = 3x6 = 4x6 — 4.00 12 A OF1 — 6x12 = 2x4 11 3x8 = 2x4 11 3x8 = 2x4 11 10-0-12 387 381 2-10.8 2-10.8 381 35.7 10812 LOADING (per SPACING 2-" CSIDEFL in Qoc) Udefl L/d PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.76 Vert(LL) 0.09 12 >999 240 MT20 220/195 TCDL 20.0 Lumber Increase 1.25 BC 0.68 Vert(TL) -0.21 12 >999 180 7777Lane, State 109 BCLL 0.0 Rep Stress Incr NO WB 0.33 Horz(TL) 0.05 9 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight- 338 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.18Btr G TOP CHORD Sheathed or 5.10-0 oc purlins, except BOT CHORD 2 X 6 DF SSG 2-" oc purlins (6-0-0 max.): 4-6. WEBS 2 X 4 DF Std G ' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2 X 6 DF No.2 -G 1-9-11, Right 2 X 6 DF No.2 -G 1-9-11 REACTIONS (Ib/size) 1=6303/0-3-8,9=6303/0-3-8 Max Horz1=-0(load case 4) Max Upliftl=158(load case 3), 9=158(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=10535/266,2-3=10565/281,3-4--10982/294,4-5--10452/281. 5-6=104521281.6-7=l0982/294,7-8=10565/281, 8-9=10535/266 BOT CHORD 1-14=23019651,13-14=230/9651, 12-13=241/11028, 11-12=241/11028, 10-11=22419651,9-10=224/9651 WEBS 3-14=36/937, 3-13=15/1102, 4-13=76/2452, 5-13=-881/23, 5-12=30/1240, 5.11=881/23, 6-11=76/2452,7-11=15/11102. 7-10=36/937 NOTES 1) 3 -ply truss to be connected together with 0.131"x3' Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-7-0 oc. Webs connected as follows: 2 X 4 - 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) This truss has been designed for the wind loads generated by 75 mph Winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition 1 enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL Increase Is 1.33, and the plate grip Increase is 1.33 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Design assumes 4x2 (flat orientation) purlins at oc spacing Indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard Continued on page 2 March 8,2007 - ® WA—DM - Verjf , design pa»umat� and READ NOTES ON rMB AND ➢PCLUDED RUTEE REFERSIMS PADS MU 7473 BEFORE USB. Design valid for use only with MZek connectors. This design Is based only upon parameters shown, and is for an Individual building component. Applicability of design paromenters and proper Incorporollon of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction "s the responsibBGty, of the Additional M i Te k erector. permanent bracing of Me overall structure is the responsibility of the building designer. For general guidance regarding _ fabrication, quality control storage, delivery. erection and bracing, consult ANSI/TPll Quality Criteria, DSB-89 and BCSII BuOdinCooponen .—P. — Safety Information avaBWI able from Truss Plate Institute, 583 O'Onofrio Drive, Madison, 53719. 7777Lane, State 109 Citrus Heights, CA, 95610 Job Truss Truss Type Q ty�JoUbmftfa NGS RES CUMMOS25 E2 CAL HIP R24550494 re r» o tlonal Longfellow Lumber Co., Inc., Chico, Ca. 95928-7434, Adam Dietz 0.200 s Jul 13 2005 Mf Tek Industries, Inc. wed Mar 07 10:32:49 2007 Page 2 LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=72, 4-6=72, 6-9=72, 1-9=569(F=555) • A WARADw • v -w dadgn Pruameters and READ ADTSa OA Tffi AAD D9cr uDSD wT. Rm aamm PADS Mu,,.73 BF.YCIRB Dia, Design valid for use only with Mnek connectors. This design is based only upon parameters slwwn, and is for an UMlvkfuol building component. ualdesigner. making in Applicability of design poromenters and proper Incorporation of Component is responsibility of building designer • not truss designer.shown Bracinresponsibilfit is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during M i Te construction Me of the erector. Additional permanent bracing of Me overall structure is the responsibility of the building designer. For general guidance regarding k- fabrication, quarry, combat storage, tleWery, erection and bracing, consult ANSVrPil Quality Criteria, DSO -89 and Sall Building Component Safety Information available from Truss Plate Institute. 583 D'Onohla Drive, Mathison, WI 53719. •.--I.— 7777 Greenback Lane, Suite 109 Citrus Helgtds, CA, 95610 Job Truss Truss Type Qly Ply CUMMINGS RES CUMM0825 F1 DBL HOWE 1 Plates Increase R24550495 Longfellow LurdetOLka. Ina. Chico. Ca. 9592&7434. Adam Dieh 0.16 11-13 >999 - ___ Job Reference o tional a uw 1a zwo Mu eK maustnes, Inc, Wed Mar 0710:32:49 2007 7WF12 1$-0 3-10-8 45.6 45-6 455 45.16 54-0 Scale =1:47.5 4x4 = 10-0.12 10 1a 147 18 19 13 2012 11 10 412 3x8 % 2x4 11 3x4 = 4x8 = 5x8 = 5x6 = 2x8 11 10-0.12 3-10.8 45-6 45.6 4S6 45.6 5-0-0 LOADING (psf) SPACING 2-" CSIDEFL In (loc) Vdefl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.75 Vart(LL) 0.16 11-13 >999 240 MT20 220/195 TCDL 20.0 Lumber Increase 1.25 BC 0.76 Vert(TL) -0.37 11-13 >866 180 BCLL 0.0 Rep Stress Incr NO WB 0.79 Horz(TL) 0.08 9 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 440 lb LUMBER BRACING TOP CHORD 2 X 4 OF No.1&Btr G TOP CHORD Sheathed or 5-5-14 oc puffins. BOT CHORD 2 X 6 DF SSG BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 OF Std G SLIDER Left 2 X 4 DF Std -G 1-8-11 REACTIONS (Ib/size) 9=7575/0-5-8,2=4752/0-3-8 Max Horz2=10(load case 4) Max Uplift9=189(load case 4), 2=131(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=2/0, 2-3=9133/210, 3-4=9207/228, 4-5=10834/284, 5-0=9738/273, 6-7=9728/274, 7-8=13873/369, B-9=17506/448 BOT CHORD 2-15=184/8450, 15-16=184/8450, 16-17=184/8450, 14-17=184/8450, 14-18=215/10280, 18-19=215/10280, 13-19=215/10280, 13-20=285/13128, 12-20=285/13128, 11-12=285/13128, 10-11=390/16397, 9-10=390/16397 WEBS 4-15=594/6, 5-14=31!714, 6-13=170/5797, 7-1l=12113972,8-10=82/2662,4-14=-42/2000.5-13--1401/51, 7-13=4951/149, 8-11=3565/113 NOTES 1) 3 -ply truss to be connected together with 0.131'x3" Nails as follows: Top chords connected as follows: 2 X 4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-7-0 oc. Webs connected as follows: 2 X 4 - 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) This truss has been designed for the wind loads generated by 75 mph winds at 25 It above ground level, using 10.0 psf top chord dead Q load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 27 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If {r,Q st�� r�/�! <�P porches exist, they are exposed to wind. The lumber DOL Increase is 1.33, and the plate grip Increase is 1.33- ��\ ��. 5) Thls truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4 A plate rating reduction of 20% has been applied for the green lumber members. _ n ^.. �., _ 7) Hanger(s) or other connection device(s) (s) shall be provided sufficient to support concentrated load(s) 641 Ib down and 16 Ib up at 7-11-0, V'�t 4361b down and 11 Ib up at 9-11-0, and 549 Ib down and 13lb up at 11-11-0, and 7231b down and 18 Ib up at 13-11-0 on bottom chord. A 7 The design/selection of such connection device(s) Is the responsibility of others. yC LOAD CASE(S) Standard Continued on page 2 March 8,2007 ® WARRIAO - Ver ft dvlgn paramatm and READ ROTES OR THIS AND D9CWDED Mn%K REPERERCE PADS IM 7473 BEDORS US& �- Design valid for use only w8h Mitek connectors. This design is nly based oupon parameters shown, and is for an Individual building component. Applicability of design paromenters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary brocing to insure stability during construction Is the responub00ty, of the M i Te k - erector. Addtional permanent bracing of Me overall structure is the responsibility of the building designer. For general guidance regarding tobricatbn, qualify control. storage, delivery, erection and bracing, consult ANSI/TPII Quality Critedo, DSB-B9 and BCSII Building Component Safety Information available from Truss Plate Imtilute. 583 D'Onofrb Drive. Madison. WI 53719. 7777 Greenback Lane, Suite 109 Cifrsn Helgfds, CA, 95610 Job Truss Truss Type Qty Ply=0.0 CUMMD825 FI DBL -11 support of individual web members only. Additional temporary bracing to insure stability during construction B the responsib➢Oty, of the 8245504r......r-e.,.�i ��,..s.o.r r... rs,r,.., 1. -cap 1— ...,_.u_.. POWL......... :- Safey Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719. ...l meeaalaa, - wea mar ui 1 U:JZ:49 2007 Page 2 LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 2-20=14, 9-20=566(F=552), " 72, 6-9=72 Concentrated Loads (lb) Vert: 16=641(F)17=436(F) 18=-549(F) 19=-723(F) ® WARNING. 7- VM 41.19. yak me— —d READ N0T88 ON IMS AND D9CCDDBD Mn= REPEREACB PAGE Mv7473 BBPORB Des. Design valid for use only with MTek connectors. This design B based only upon parameters shown, and Is for an indlAdual building component. Applicability of design poromenters and proper Incorporation of component Is responsibility of building designer- not rola designer. Bracing shown is for lateral - support of individual web members only. Additional temporary bracing to insure stability during construction B the responsib➢Oty, of the M iT@ k erector. Additional permanent bracing of me oweroll structure Is the responsibility of the building designer. For general guidance regardrg - fabrication, quality control. storage, deMery. erection and bracing, consuti ANSI/TPII Quality Criteria, DSB-89 and BCSIl Building Component POWL......... :- Safey Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719. 7T77 Greenback Lane, Suite log Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply CUMMINGS RES CUMM0825 F2 FINK 2 I 824550496 r......ren,...,r,,.,sm.r►.. i,..- 1— 1.ocaoa�wow ww-_rv,,.- 7777 Greenback Lane, Suite 109 Lana.Su 7777Citru ____ Job Reference(optional 1$-0 5-10-0 6.114 6-114 7-3.8 Scale: 1/4'=1' 4x8 = 5 2 4.00 12 3 1.5x4 \\ 4 REFERENCE PADS AU•7473 BP.Pl)RS UR& Design valid for use only with Mnek connectors. This design is based only upon parameters shown, and is for an Individual building component. Applicability of design pammenters and proper incorporation of component Is responsibU'ity of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsbOBly of the 1.5x4 6 7 Safety Information available from Truss Plate Institute, 583 D'Onotrio Drive, Moc son, wl 53719. 7777 Greenback Lane, Suite 109 Lana.Su 7777Citru Heights, CA, 4x6 5x10 II 10 9 8 3x8 = 3x4 = 3x4 = 3x4 = 10b12 10-0.12 8-1-12 9-U 9-74 Plate Offsets (X.17: 17:0-0-2.0-0-51 LOADING (psf) SPACING 2-0.0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.87 Vert(LL) 0.19 7-8 >999 240 MT20 220/195 TCDL 20.0 Lumber Increase 1.25 BC 0.64 Vert(rL) -0.38 7-8 >845 180 BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(TL.) 0.07 7 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight 110 Ib LUMBER TOP CHORD 2 X 4 DF No.18BtrG BOT CHORD 2 X 4 DF No.18BtrG WEBS 2X4DFStdG SLIDER Left 2 X 6 DF No.2 -G 2-6-5 REACTIONS (Ib/size) 7= 1151 /Mechanical, 2=1278/0-3-8 Max Horz2=14(load case 4) Max Uplift7=-22(load case 4), 2=-44(load case 3) BRACING TOP CHORD Sheathed or 2-8-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=8/0, 2-3=2262/34, 3-4=2181/56, 4-5=1996/95, 5-6=-2292/106, 6-7=2657/70 BOT CHORD 2-10=-15/1993, 9-10=0/1619.8-9=0/1619, 7-8=18/2423 WEBS 4-10=-267/13, 5-10=41/425, 5-8=53/748, 6-8=-501/19 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 ml from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL Increase is 1.33, and the plate grip Increase Is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard March 8,2007 • ® WAMMM - PerW das/gn Parameters and READ FOT89 ON THIS AND INCLUDED Mr7'ZK REFERENCE PADS AU•7473 BP.Pl)RS UR& Design valid for use only with Mnek connectors. This design is based only upon parameters shown, and is for an Individual building component. Applicability of design pammenters and proper incorporation of component Is responsibU'ity of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsbOBly of the �; Te k - erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quarify control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, 0311-89 and 11011 Building Component ' Safety Information available from Truss Plate Institute, 583 D'Onotrio Drive, Moc son, wl 53719. 7777 Greenback Lane, Suite 109 Lana.Su 7777Citru Heights, CA, Job TrussTruss Type Qty Ply CUMMINGS RES CUMMOB25 F3 KINGPOST 3 1 824550497 lnmrnllrwlamMf Cn Ina Chin. (:n OSa9{L9d'ld aria.., rv,... 1-11 >999 __-- Job Reference o tional -------._ rcrric - ••..���.�, .+.....,...... e. .ww�. x.. vrw mares i¢ac:au cukWe9�91 4.8.2 4-0-2 4-9.11 4.8.15 4-11-3 Scale =1:39.3 4x4 = 4.00 FIT 3 10 9 8 7 3x8 — 1.5x4 II 3x10 = 1.5x4 II 12-0-12 10-0-12 7-11-8 04-12 441-11 4.6.15 4-11-3 LOADING (pyo SPACING 2-" CSIDEFL In (loc) Vdefl Lid PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.30 Vert(LL) -0.17 1-11 >999 240 MT20 220/195 TCDL 20.0 Lumber Increase 1.25 BC 0.58 Vert(TL) -0.36 1-11 >760 180 BCLL 0.0 Rep Stress Incr YES WB 0.71 Horz(rL) 0.07 6 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight 102 lb LUMBER TOP CHORD 2 X 4 DF No.1&BtrG BOT CHORD 2 X 4 DF No.1&BtrG WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 6=976/Mechanical, 1=978/Mechanical Max Horz 1=-46(load case 4) Max Uplifl6=20(load case 4), 1=8(load case 3) BRACING TOP CHORD Sheathed or 4-1-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=2407/16,2-3=1981/33,3-4--1930/33. 4-5=1786/64, 5-0=2287/62 BOT CHORD 9-10--0/0,8-9=0/22,7-8=24/2083.&-7=24/2083,1-11=0/2240 WEBS 9-11=0/94,3-11=19/876,4-8=-419/0, 5-7=12/162, 8-11=0/1757,4-11=0/200, 5-8=-480/'31,2-11=-468/24 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 it above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition i enclosed building, of dimensions 45 It by 24 it with exposure B ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL Increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girders) for truss to truss connections. LOAD CASE(S) Standard March 8,2007 A WARNWO - V—W d-Ign Parameters and READ NOTES ON TJM AAD D9CWDSD ADTSS REPSRENCE PADS MU -7473 BSPORS Ua& amil , Design volid for use only with Mitek connectors. This design is based only upon parameters shown, and Is for an Individual building component. Applicability of design paromenters and proper incorporation of component is responsbility, of building designer - not truss designer. Bracing shown M iTe k is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the respomibilOty, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery. erection and bracing. consult ANSI/TPll Quality Criteria, DSB-89 and SCSII Building Component Safey, Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison, WI 53719. 7777 Greenback Lena, Suite 109 Citn s Heights, CA, 95610 Job TrussF-T ype Qty Pty CUMMINGS RES CUMM0825 G1 P 1 14-15 >999 240 824550498 r....,.bn..,.,r ,,..,b.r .. rr.r..,, re .-1-.�,._ni_- BC 0.57 Vert(TL) -0.29 14-15 >811 180 Job Reference o tlone ftF412' 0-0.12 t;s zuuo Mirex indusbtes, Inc. Wed Mar 07 112-0.1 2007 Page 1 31-10.1 5-11-5 11-5-0 11-jQj15 15.5-0 20-1-1 24-10.15 29-2-13 2 12 i 35.1- 2 6-9-12 1.8.0 5-11-5 5511 0.515 351 4-8-1 4.313 4314 0.5.15 2-1-5 3311 1.8-0 tale = 1:66.7 5x8 - 3x10 = 3x6 = 3x4 = 5x6 4.00 LI IN 4x6 = 19 18 17 2x4 11 4x8 = 2X4 11 5x8 = 10-0.12 10.0.12 12.0-12 511-5 5511 3.6.8 0.5-8 4-8-1 4-313 4-313 2-1-5 3311 LOADING (psf) SPACING 2-M CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.49 Vert(LL) 0.12 14-15 >999 240 MT20 220/195 TCDL 20.0 Lumber Increase 1.25 BC 0.57 Vert(TL) -0.29 14-15 >811 180 Citrus Heights, CA, 10 BCLL 0.0 Rep Stress Incr NO WB 0.56 HOrz(TL) '-0.02 17 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 377 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&BtrG TOP CHORD Sheathed or 5-8-14 oc purlins, except BOT CHORD 2 X 6 DF SS G 2-M oc puffins (53-0 max.): 4-8. WEBS 2 X 4 DF Std G *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 5-152X4 DFNo.1 G,6 -142X4 DFNo.1 G,7-132 X4 DFNo.1 G REACTIONS (Ib/size) 17=3685/0-5-8,2=317/0-5-8, 10=2053/0.5-8 Max Harz 10=44(load case 4) Max Upllftl7=-43(load case 4), 2=42(load case 4), 10=67(load case 3) Max Gravl7=3685(load case 1), 2=324(load case 7), 10=2060(load case 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 8-9=5528/120, 9-10=-4909/92, 10-11=0/42, 4-5=29/4114, 5.6=2878/86, 6-20=-7159/162, 7-20=7159/162, 7-21=5346/116 ,8-21=5346/116,1-2=0/42,2-3=241581, 3-4=0/1152 BOT CHORD 2-19=-515/42, 18-19=514/42, 17-18=58/1, 15-16=-4184/119, 15-22=3/2878, 14-22=3/2878, 13-14=79/7159, 12-13=16/4593, 10-12=16/4593 WEBS 8-13=17/375.4-18=-46/823,16-17=3658/40, 5-16=2780/31, 16-18=1181/58, 4-16=3428!79, 6-15=1764/13, 7-14=-132/0 ,5-15--123f7396.6-14=-80/4542.7-13=1973/54,3-19=10/220, 3-18=-870/29,9-12=162/6,9-13=23/926 NOTES 1) 2 -ply truss to be connected together with 0.131"x3' Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-4-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-7-0 oc. Webs connected as follows: 2 X 4 - 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) This truss has been designed for the Wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 35 ft with exposure B ASCE 7-93 per UBC97/ANSI95 if end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL Increase Is 1.33, and the plate grip increase is 1.33 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. Continued on page 2 March 8,2007 - ® WARRDYO - Ver(N design para"Wf and READ ROTES ON TRW AND D9Q,UDED MITES REFERENCE PADS AU -7473 BEFORE USE. Design valid for use only with Mfiek connectors. This design is based only upon parameters shown, and Is for an Individual building Component. Applicability of design paromenters and proper incorporation of component Is resporublfity of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction k the responsb06ty, of the M i Te k - erector. Additional permanent bracing of the overall structure Is the responsibifiy, of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/IPII Dually Criteria, DSB-89 and BCSII BuOding Compnent Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison, WI 53719. Lane, 777/ Greenback Lane,ite 109 St Su Citrus Heights, CA, 10 Job Truss' Truss Type Dy PlyCUMJob NGS RES CUMM0825 GI CAL HIP 1 824550498 LonafeBow Lumber Co.. Inc.. Chlm. Ce. 9592a743d Ad.. 111-2 Safety Information available from Truss Plate Institute, 583 D'Onotrio Drive, Madison, WI 53719. eMIferece(optional) u.cvv — 'u cwa mi r ea knoLLYa1BS, mc- WW Mer W 1U:32:51 2007 Page 2 NOTES 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 389 Ib down and 10 Ib up at 29-1-12 on top chord, and 1618 Ib down and 40 Ib up at 23-6-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Un'Iform Loads (pit) Vert: 8-11=72, 4-20=72, 8-20=176(8=104),1-4=72, 2-17=14,16-22=14,10-22=28(B=14) Concentrated Loads (lb) Vert 21=389(8) 22=1618(B) • A WARND70 - Vertjy design Parameters and READ N07ES ON TWO AND B9CLVDED ' Mr7'88 REPERENCIT PAGE MU 7473 BEFORE Da& Design valid for use ony with Mnek connecters. Ihis design Is based only upon parameters shown, and Is for an individual building component. Applicability of design poramenters and proper Incorporation of component is responsibirtly of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during is M iTe k• construction the responsibBOy of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/TPiI Quality Criteria, DSB-89 and BCSII Building Component ' Safety Information available from Truss Plate Institute, 583 D'Onotrio Drive, Madison, WI 53719. 7777 Greenback Lene, Sidle 109 GreenbackLane.Su Citrus CL Job Truss Truss Type Qty Ply CUMMINGS RES CUMM0825 G2 CAL HIP 1 1 824550499 Longfellow Lumber Co.. Inc_ Chlm. Ca n.Se�(L]iu e.re,,, rneF.— 9-11 >999 240 Job Reference o Bo al 1D-0.12" - - " - -- "---- ' "- " "_"' _'"— 10-0-12 6.200 a Jul 13 2005 MITek Industries, Inc. Wed Mar 07 10.32.51 2007 Page 1 15.5-0 -1-6-0 -0.8 3-5-0 13 -!PIIS 9-5- 23-6-15 27-2-13 2Z,8-02 35-1-12 69-12 1S-0 7-0-8 64-8 049-15 4-0.1 4.1-13 37-14 0S-15 7-6-0 1-" Sale=1:66.7 1-6-1 5x10 = 4x6 = 30 = 3x4 = 5x6 -- 4.00112 3x6 = 17 16 15 1.5x4 II 3x8 = 2x4 II 6x8 = 15-5-0 10-0-12 7-0.0 135-0 4-11.80-0.12 19.5-1 23-615 27-612 351-12 12.0-12 7.0-8 6-0-8 1SS 4.0.1 4-1-13 4-1-13 75-0 GS -8 LOADING (psf) SPACING 2-M CSIDEFL In (loc) Udefl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.51 Vert(LL) 0.08 9-11 >999 240 MT20 220/195 TCDL 20.0 Lumber Increase 1.25 BC 0.43 Vert(TL) -0.18 9-11 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.92 Horz(TL) -0.01 2 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight 159 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.18BtrG TOP CHORD BOT CHORD 2 X 4 DF No.t&BtrG WEBS 2 X 4 DF Std G BOT CHORD REACTIONS (Ib/size) 15=2205/0-5-8,2=60510-5-8,"- 92/0-5-8 Max Horz9=42(load case 4) Max Uplift15=8(load case 4), 2=54(load case 4), 9=48(load case 3) Max Grav 15--2205(load case 1), 2=616(load case 7), 9=1006(load case 6) Sheathed or 4-4-7 oc purlins, except 2-" oc purlins (4-7-5 max.): 4-8. Rigid ceiling directly applied or 10-0-0 oc bracing, Except 6-0-0 oc bracing: 15-16 5-9-10 oc bracing: 13-14. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 8-9=1963/64, 9-10/37, 4-18/1311, 55-18=0/1311, 5-19=726/63,6-19=726/63. 6-20=1595/63, 7-20=1595/63, 7-21=1790/62, B-21=1790/62, 1-2/37, 2-3=744/82, 3-4=0/377 BOT CHORD 2-17=15/632, 16-17=15/632, 15-16=15/1, 13-14=1331/54, 12-13=0!726, 11-12=0/1595, 9-11=0/1790 WEBS 8-11=20/122, 4-16=54/754, 14-15=2203/9, 5-14=1415/5, 3-17=15/255, 3-16=946/38, 14-16=529/40, 4-14=1596/49, 7-12=483/0, 6-13=977/0, 5-13=18/2265, 6-12=-0/1030, 7-11=0/253 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 ml from hurricane oceanline, on an occupancy category I, condition i enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip Increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Girder carries tie-in spans of 4-0-0 from front girder and 2-0.0 from back girder. 7) Design assumes 42 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 108 Ib down and 3 Ib up at 14-0-0, and 108 Ib down and 3 Ib up at 27-1-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Continued on page 2 �pQpVESS/ql c *433.. .. . - March 8,2007 ® W.NM - V -VII dasfgn Parameter and READ ROTES 019 T= AND O9r'm+vn SEERrJZRZNM PAGE JW -7473 BEY U38. Design valid for use only with Mnek connectors. This design Is based only upon parameters shown, and is for an Individual building component. Applicabgity of design paromenters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for lateral s6ppori of individual web members only. Additional temporary bracing to Insure stability during construction is the res i Te k. erector. Additional permanent bracing of the overall structure is the r responsibility of the P g ormitt billy SI the building cosigner. For general guidance regarding • fabrication, quality conhot storage, tleMery, erection and bracing, corsuti ANSIRPII Quality Cnlle+b, DSB-89 and BCSII Building Component vo.re,o mere...- ' Safety IMormalSon available from Truss Plate Institute. 5B3 D'Onofrio Drive. Maclean. WI 53719. 7777 Greenback Lane, Suite 109 Cites Heights, CA, 95610 Job TruSSTrUSS Type Qty Pty CUMMINGS RES CUMM0825 G2 JCAL HIP I 1 824550499 Longfellow Lumber Co.. Ina. Chian _ Ca _ Asmta_7i1e nno,.. neti safety Information avollable from Truss Plate Institute, 583 D'Onofrb Drive. Madison, col 53719. Job Refere ce o 6onal .-"'oaw m- mnen mausmes, mo. wea Mar Ur 10:32:512007 Paget LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 8-10=72, 4-18=72.19-20=108(F=36), 8-21=72,1-4=72. 2-15=14, 9-14=14 Concentrated Loads (ib) Vert: 18=110821=108 Trapezoidal Loads (pit) . Vert 18=72 -to -19=108, 20=108 -to -21=42 • ® WARXINO - V-Ul' deign Pgrometers —d BEAD AOIZO ON rMIS AND DYCLDDED LQTEB REPERMVCE PAGE MU 7473 REPORE DBE. Design valid for use only with MRek connectors. This design Is based only upon parameters shown, and B for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibit'iy of building designer - not tnm designer. Bracing Mown Is for lateral support of individual web members only. Additional temporary bracing to'i sure stability during construction Is the i Te k• responsbiliy, of the erector. AdCitional permanent bracing of the overall structure it the responsibility of the building designer. For general guidonce regarQusg fabrication, quality control, storage. defivery, erection and bracing, consult ANSI/1Pil Quality Criterto, DSB-89 and BCSII Building Component safety Information avollable from Truss Plate Institute, 583 D'Onofrb Drive. Madison, col 53719. 7777 Greenback 7777 Greenback Lane, Suite 109 Lane,S a, CA, Job TrussTruss Type Qty Ply CUNNINGS RES CUMMOS25 G3 C/1L t{Ip 1 1 824550500 Lanareltew Lumbar ra.. Inn [:trim (`a aSa]0.]d'N d,lo,n Met. Vert(LL) 0.27 ____ Jab Reference o do al ..._____._— _ 17-10-15 5-7-0 1044 15.5-0 17-5-0 i i 23-2.3 22M2 9.14 357-12 6.9-12 130 5-7-0 4-94 50-12 2-0-005.15 5314 0S15 54-8 6.0.8 1-8.0 cele = 1:66.7 5x10 = 5x6 = A Ann I1'> 012 = 18 17 16 1.5x4 II 4x12 = 1.50 II 6x16 MT20H = ID -0-12 12-0.12 57-0 434 5312 2-0-0 6312 54.8 6-0-8 LOADING (psf) SPACING 2-0 CSI DEFL In (loc) I/defl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.57 Vert(LL) 0.27 16 >999 240 MT20 220/195 TCDL 20.0 Lumber Increase 1.25 BC 0.65 Vert(TL) -0.69 16 >603 180 MT20H 165/146 BCLL 0.0 Rep Stress Incr NO WB 0.95 Horz(TL) -0.23 2 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight 170 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1 &Btr G TOP CHORD Sheathed or 2-7-8 oc purlins, except BOT CHORD 2 X 4 DF No.1 &Btr G 2-" oc puffins (3-1-5 max.): 7-8. WEBS 2 X 4 DF Std G *Except* BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. 15-17 2 X 4 DF No.1 G REACTIONS (Ib/size) 2=1752/0-3-8, 10=1813/0.5-8 Max Horz 10=47(load case 4) Max Uplift2=56(load case 4), 10=48(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 8-9=3869/73, 9-10=-4357/63, 10-11=0/37, 7-19=3652/68, 19-20=3652/68, 20-21=3652/68, 8-21=3652/68, 1-2/36, 2-3=-4261/90, 3-4=3729/100, 4-5=5081/68, 5-6=5015/87, 6-7=-4281/85 BOT CHORD 2-18=32/3962, 17-18=32/3962, 16-17=0/38, 14-15/4787, 13-14=0/4113, 12-13=0/4043, 10-12=0/4043 WEBS 8-13=25/579, 7-13=667/15, 7-14=34/837, 15-16=5/67, 6-15=20/1280, 6-14=1126/23, 4-17=1178/0, 3-18=9/160, 3 -17=514/23,15-17=11/3745,4-15=0/1319,9-12=-11/182.9-13=-432128 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 It above ground level, using 10.0 psf top chord dead load and 7.0"psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 35 It with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL Increase is 1.33, and the plate grip increase Is 1.33 3) Provide adequate drainage to prevent water ponding. 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) A plate rating reduction of 20% has been applied for the green lumber members. 7) Design assumes 42 (flat orientation) purlins at oc spacing Indicated, fastened to truss TC w/ 2-10d nails. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 108 Ib down and 3 Ib up at 18-0-12, and 108 Ib down and 3 Ib up at 23-1-12 on top chord. The design/selection of such connection devices) is the responsibility of others. LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25; Plate Increase=1.25 Uniform Loads (plf) Vert: 8-11=72, 7-19=72.8-21=-72.1-7=72.2-16--14.10-15--14 Continued on page 2 f ..._C 046 :. A, V 10 VAJ ��` W � t, " A WARRING - V—Ull design P --t— and READ ROTES ON TMS AND A9CLUMM MUTES RSPSRENCB PAGE AW -7473 EEPORS USB. Design valid for use only with Mnek connectors. This design is based only upon parameters shown, and is for an Individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsbO6ty, the i Te k of erecta. Additional permanent !racing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPII Quality Warta, DSB•89 and SCSII lly Budding Component safety Information available from Truss Plate Institute. 583 D'Onohlo Drive. Madison, sol 53719. 7777 Greenback Lene, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Ply CUMMINGS RES CUMMOS25 G3 CAL HIP jQIY 1 1 I 1 nrorellew Lumber Ca_. Inc. Chlrn [`w O9k190.'rn'1e ensu,.. nteF, Job Refere ce o do al 8-200 a Jul 13 2005 MRek Industries, Irx. Wed Mar 07 10:32:52 2007 Page 2 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 19=108 21 =1 08 Trapezoidal Loads (pit) Vert: 19=72 -to -20=108, 20=108 -to -21=72 & -.1M0 - 9er jfy Qestpn pammafers and RFAD N07ZS ON rMS AND JNCZ4MW W=K REFFRENER PAGE DIV 7473 BRYORS USIL Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and's for an Individual buBd-asg component. Applicability of design paramenters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown M i Te k - Is for lateral support of individual web members only. Additional temporary bracing to Inure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure k the responsibility of the building designer. For general guidance regardng fabrication, quality control, storage, delivery, erection and bracing, consult ANSVrPI1 Quality Criteria, DSB-89 and BCS11 Bulding Component Lane, Suite 109 Greenback Safety Information available from Tans Plate Institute, 583 D'Onotrio Drive. Madison. YO 53719. Citrus 7777 ea, CA, 95610 Job Truss Truss Type DEFL P Vdefl G4 PLATES GRIP 17 Plates Increase 1.25 824550501CUMM0825 r &.11nr ,br — r re 16 >999 240 oa lu iz --.— ,r avu., m„ on i„uuau, , a. — Mer u, 1 V:1? flur YBBB 1 1441 5-7.0 494 5.0-12 5-1-14 44.15 4-7.4 5-0-11 14-0 Scale: 3/16'=1' 5x6 = 7 3x10 = 18 17 16 1.5x4 II 4x12 = 1.5x4 II 10-0-12 12.0.12 4_ S-7-0 10-0-4 15.5.0 I 18-3-1 I 22-10-11 I 27-5-10 aL1 12 5-7-0 4-94 5-0-12 2-10-1 47-10 44-15 74-2 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.33 Vert(LL) 0.25 16 >999 240 MT20 220/195 TCDL 20.0 Lumber Increase 1.25 BC 0.59 Vert(TL) -0.61 16 >690 180 BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(TL) -0.20 2 n/a Na BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight• 169 lb LUMBER TOP CHORD 2 X 4 DF No.1 &BtrG BOT CHORD 2 X 4 DF No.1 &Btr G WEBS 2 X 4 DF Std G *Except* 15-17 2 X 4 DF No.1 G REACTIONS (Ib/size) 2=1629/0-3-8, 10=1629/0-3-8 BRACING TOP CHORD Sheathed or 3-04 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Max Horz 10=49(load case 3) Max Uplifl2=55(load case 3), 10=-45(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 7-8=3043/85, 8-9=3576177, 9-10=3896/51, 10-11=0/36, 1-2=0/36, 2-3=3896/87, 3-4=3344/96, 4-5=-4470/53, 5-0=4407/81, 6-7=3346/93 BOT CHORD 2-18=29/3618, 17-18=29/3618, 16-17=0/34, 14-15 /4211, 13-14 /2599, 12-13=0/3142, 10-12=0/3622 WEBS 15-16=5/67, 6-15--2211138,4-17=1017/0,3-18=9/161, 3-17=545/23,15-17=-8/3352,4-15=0/1107, 7-14=-40/1215, 6-14=1576/34, 7-13=33/582, 8-13=559/24, 8-12=23/409, 9-12=356/9 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 It above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 ml from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 35 ft with exposure B ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase Is 1.33, and the plate grip Increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard a ...-C 046433�. 5; *\- - -4'0w-q..../* March 8,2007 - ® WARNMO. 9'ar Vy d—ign p ---t r. and READ d9OTPa OAT= A.W D9Q.DDED MnZK REPERPAM PAOE MU 7473 DEPORE DBE. Design vafld for use only with MITek connectors. This design is based only upon parameters shown, and is for on IncrMdual building component. Applicability of design paromenters and proper incorporation of component is responsibility of b0cling designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responslb09y, of the ' V' Mi�� erector. Additional permanent bracing of the overall structure is the responsibl6y, of the building designer. For general guidance regarding_ fabrication, quality control, storage. delivery, erection and bracing, consult ANSIM11 QuaBly CrBerta, DSB-89 and BCSI1 Building Comonent Safety IMrm oaBon avollable from Truss Plate Institute, 583 D'Onofrto Drive, Madison, VA 53719. 7777 Greenback Lane, State 109 Citrus Heights, CA, 95610 Job Truss Truss Type Design vofid for use only with Mrrek ConnectOrS. This design Is based only upon parameters Shown, and is for an Individual building component. Ply=obonalli �• CUMM0825 G5 MONO TRUSS 10ty 1 R24550502 Lonafellaw Lumbar Co_ Inc_ Chirn r asmrL7nu eeo,.. roeti 7777 Greenback Lana, Sults 109 Citrus Heights, CA, 95610 rager 13 1-8-0 6-6-15 5.9-3 6-2-3 0-1,6 3x4 I I Scale =1:45.3 3x4 II 3x4 4.00 12 7 6 LUMBER TOP CHORD 2 X 4 DF No.1 &BtrG BOT CHORD 2 X 4 DF No.1 &BtrG WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 2=908/0-3-8, 11=814/Mechanical Max Horz2=1430oad case 3) Max Uplift2=-23(load case 3), 11=39(load case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 11-2=0/36,2-3=1164710, 3.4=1205/0, 4-5=1083/15, 5-6=75/46, 6-7=9/0 BOT CHORD 2-10=71/1491,9-10=371769,8-9=0/0 WEBS 3-10=505/15, 5-10=40/655, 9-11=27/612, 6-11=202/12, 5-9=954/45 BRACING I TOP CHORD Sheathed or 4-11-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psi top chord dead load and 7.0 psf bottom chord dead load, 100 ml from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANS195 If and verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL Increase Is 1.33, and the plate grip Increase Is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard March 8,2007 ® WARMI9O - 7—Ulf deslan ynrvmerers and READ 190789 ON TRIH AND JNCUn= BBTEff RKPEREHCB PAaS AU -7473 BEFORE USE. Design vofid for use only with Mrrek ConnectOrS. This design Is based only upon parameters Shown, and is for an Individual building component. �• Applicability of design pommenters and proper Incorporation of component Is responsibility of building designer . not truss designer. Bracing shown Is for lateral support of indMdual web members only. Additional temporary bracing to insure stability during construction is Me M i Te k 1 2 Safety Information available from Truss Plate Institute. 583 D'Onofrfo Drive, Madison. VA 53719. 7777 Greenback Lana, Sults 109 Citrus Heights, CA, 95610 �1 3x6 = 10 9 6 160-12 3x4 = 31312 13 9S9 9313 0-1-a Plate Offsets (X,Y): (2:0-1-14.0-0-21 LOADING (psf) SPACING 2-M CSI DEFL In (loc) I/deft Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.30 Vert(LL) -0.12 9-10 >999 240 MT20 220/195 TCDL 20.0 Lumber Increase 1.25 BC 0.49 Vert(TL) -0.24 2-10 >884 180 BCLL 0.0 Rep Stress Incr YES WB 0.84 Horz(TL) 0.01 11 n/a n/a BCDL 7.0 Code UBC97/ANS195 (Matrix) Weight 89 lb LUMBER TOP CHORD 2 X 4 DF No.1 &BtrG BOT CHORD 2 X 4 DF No.1 &BtrG WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 2=908/0-3-8, 11=814/Mechanical Max Horz2=1430oad case 3) Max Uplift2=-23(load case 3), 11=39(load case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 11-2=0/36,2-3=1164710, 3.4=1205/0, 4-5=1083/15, 5-6=75/46, 6-7=9/0 BOT CHORD 2-10=71/1491,9-10=371769,8-9=0/0 WEBS 3-10=505/15, 5-10=40/655, 9-11=27/612, 6-11=202/12, 5-9=954/45 BRACING I TOP CHORD Sheathed or 4-11-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psi top chord dead load and 7.0 psf bottom chord dead load, 100 ml from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANS195 If and verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL Increase Is 1.33, and the plate grip Increase Is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard March 8,2007 ® WARMI9O - 7—Ulf deslan ynrvmerers and READ 190789 ON TRIH AND JNCUn= BBTEff RKPEREHCB PAaS AU -7473 BEFORE USE. Design vofid for use only with Mrrek ConnectOrS. This design Is based only upon parameters Shown, and is for an Individual building component. �• Applicability of design pommenters and proper Incorporation of component Is responsibility of building designer . not truss designer. Bracing shown Is for lateral support of indMdual web members only. Additional temporary bracing to insure stability during construction is Me M i Te k responslb86ly, of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. Far general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII QwMy Criteria, OSB -89 and BCSI1I Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrfo Drive, Madison. VA 53719. 7777 Greenback Lana, Sults 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Pty CUMMINGS RES CUMMOB25 GO MONO TRUSS 1 1 R24550 503 ana Ifenaw Lnmhnr(e.. Inn chin, asm�Au AA— M— r ri LOADING (psf) SPACING 2-" CSI Job Refe nce o do al 1lYlYlL �•.w ., ..... ,vcw vn u,uuw, x,11 1pylwar Ur--:—LUUr regal s -1-a-o r�11-7 11 -1 -1 -``JJ --l1 LL 16-64' 1 B-7 12 1.8.0 5-11-7 5.1-11 5S3 D-1.8 3x4 Scale =1:41.2 3x4 II 3x4 II 5 6 3x6 = g 6 7 ID -0-1212 1 3x4 = 3x4 L-412 LUMBER TOP CHORD 2 X 4 DF No.1&BU G BOT CHORD 2 X 4 DF No.1 &BV G WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 2=822/0-3.8, 10=727/Mechanical Max Harz 2=1 88(load case 4) Max Uplift2=-36(load case 3), 10=28(load case 4) BRACING TOP CHORD Sheathed or 5-4-8 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/36, 2-3=1439/24, 3-4=1039/50, 4-5=89/47, 5-6=9/0, 8-10=-19/525, 5-10=201/15 BOT CHORD 2-9=58/1301, B-9=-49/656.7-8=0/0 WEBS 3-9=460/13, 4-9=37/563, 4-8=784/35 NOTES 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC971ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girders) for truss to truss connections. LOAD CASE(S) Standard March 8,2007 ® WAmaND - v-Ul r design r te* and READ Ronm olr rRm AAD ngmzDRD serge R&PzR Ycs PAos mu 7473 R6POR8 Das. Design volid for use only with Mflek connectors. This design Is based only upon parameters shown, and Is for an ImWidual building component. Applicability of design pommenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown M i Te k - is for lateral support of individual web members a*. Additional temporary bracing to tnsure stabilly during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quardy control, storage, delivery, erection and bracing, consult ANSI/TPll Quality Criteria, DSB-89 and BCSII Building Component Safety information ovalloble from Truss Plate Institute. 583 D'Onof io Drive. Modison," 53719. 7777 Greenback Lana, Suite 109 Citrus Heights, CA, 95610 BSO 8-0-0 0-1-8 Plate Offsets (X,Y): 12:0-1-14.0-0-21 [5:0-1-12.0-1-8] LOADING (psf) SPACING 2-" CSI DEFL In (loc) Vdeft Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.63 Vert(LL) 0.08 2-9 >999 240 MT20 220/195 TCDL 20.0 Lumber Increase 1.25 BC 0.37 Vert(TL) -0.18 2-9 >999 180 BCLL 0.0 Rep Stress Inor YES WB 0.53 Horz(TL) 0.01 10 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight 79 lb LUMBER TOP CHORD 2 X 4 DF No.1&BU G BOT CHORD 2 X 4 DF No.1 &BV G WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 2=822/0-3.8, 10=727/Mechanical Max Harz 2=1 88(load case 4) Max Uplift2=-36(load case 3), 10=28(load case 4) BRACING TOP CHORD Sheathed or 5-4-8 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/36, 2-3=1439/24, 3-4=1039/50, 4-5=89/47, 5-6=9/0, 8-10=-19/525, 5-10=201/15 BOT CHORD 2-9=58/1301, B-9=-49/656.7-8=0/0 WEBS 3-9=460/13, 4-9=37/563, 4-8=784/35 NOTES 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC971ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girders) for truss to truss connections. LOAD CASE(S) Standard March 8,2007 ® WAmaND - v-Ul r design r te* and READ Ronm olr rRm AAD ngmzDRD serge R&PzR Ycs PAos mu 7473 R6POR8 Das. Design volid for use only with Mflek connectors. This design Is based only upon parameters shown, and Is for an ImWidual building component. Applicability of design pommenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown M i Te k - is for lateral support of individual web members a*. Additional temporary bracing to tnsure stabilly during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quardy control, storage, delivery, erection and bracing, consult ANSI/TPll Quality Criteria, DSB-89 and BCSII Building Component Safety information ovalloble from Truss Plate Institute. 583 D'Onof io Drive. Modison," 53719. 7777 Greenback Lana, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply CUMMINGS RES CUMM0825 G7 MONO TRUSS 1 1 824550504 lore.,, r., 2-8 >999 240 Job Re ere ce o t orial I 0-0-12_._..........................�o,. e�,.,.e,,,oe, n.,.1;-�u1,n, �, ma<.w euw regal -141'0 7-6-4 14-r-1 14-7 11 1A-0 7-0.4 6.11-15 0-1-6 3x6 Scale =1:36.5 3.4 I I 3x4 I I 5 A 10-0-fY6 6 - 7 6 1.50 II 3x411412 1 7-6-4 14.63 t 4-7 11 746-4 6.11-15 LOADING (psf) SPACING ; 2-" CSI DEFL in (loc) Vdefl Ud PLATES GRIP TOLL 16.0 Plates Increase 1.25 TC 0.50 Vert(LL) 0.07 2-8 >999 240 MT20 220/195 TCDL 20.0 Lumber Increase 1.25 BC 0.29 Vert(TL) -0.15 2-8 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.83 Horz(TL) 0.02 9 n/a n/a BCDL 7.0 Code UBC97/ANS195 (Matrix) Weight: 66 lb LUMBER TOP CHORD 2 X 4 DF No.1&BU G BOT CHORD 2 X 4 DF No.1 &Btr G WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 2=737/0-3-8, 9=640/Mechanical Max Horz2=167(load case 4) Max Uplifl2=-35(load case 3), 9=24(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2/36, 2-3=1091/29, 3-4=130/40,4-5--9/0.7-9=14/425.4-9=237/15 BOT CHORD 2-8=50/956.7-8--50/956,6-7=010 WEBS 3-8=20/272, 3-7=976/48 BRACING TOP CHORD Sheathed or 5-11-5 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 ml from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip Increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girders) for truss to truss connections. LOAD CASE(S) Standard March 8,2007 ' ® WdRRI1P0 - Vn jf}/ design Parvmafan and READ NOTES ON THIS AND INCLUDED LrrT88 RBPERSRCaPd DB NU 7473 DEPOSE USE. Design for valid use only with MOek connectors. This design is based only upon parameters shown, and is for an Individual building component. Applicability of design poramenters and proper Incorporation of component is responsibility of bullding designer - not truss designer. Bracing shown is for lateral support of Intl'Mdual web members only. Additional temporary brocing to Insure stability during construction is the responsibility of the M i Te k erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control storage, delNery. erection and bracing, consult ANSVIPII Quality Criteria, DSB-89 and BCSII SuOding Component Safety Information avoifable from Truss Plate Institute, 583 D'Onohio Drive, Madison, WI 53719. 7777Citruv ramie, 7777 Greenback Lane, Suite 109 CA. 95610 Job Truss Truss Type Qty Ply CUMMINQS RES CUMM0825 G8 MONO TRUSS 1 1 824550505 I ..,...mn..., r � �,..a,o, r i,.� 1— 1. ,..., n...... 2-8 >999 240 Job Reference (optional 10-0.12 �.•��o�W ����., m„en „wuyu� w. •r �� a.. -:w tuur rages -s-e.e I 8.7-11 12 9-2 1 1n 10 1.8-0 6.7-11 6.1-7 . 0-1� 3x6 Scale =1:30.6 3x4 II 5 3x4 = a 7 6 10.0-12 1.5x4 II 3x4 t4-9-12 6.7-11 6-2-15 LOADING (pyo SPACING 2-" CSIDEFL -7473 US& Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and is for an individual building component. in (loc) Vdefl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.40 Vert(LL) 0.04 2-8 >999 240 MT20 220/195 TCDL 20.0 Lumber Increase 1.25 BC 0.23 Vert(TL) -0.09 2-8 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.53 Horz(TL) 0.01 9 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 58 lb LUMBER TOP CHORD 2 X 4 DF No.1&BtrG BOT CHORD 2 X 4 DF No.1 &BtrG WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 2=66310-3-8,9=563/Mechanical Max Horz2=149(load case 4) Max Upli11112=33(load case 3), 9=21 (load case 4) FORCES (lb) - Maximum Compresslon/Maximum Tension TOP CHORD 1-2=0/36.2-3=932123,3-4=112/34,4-5--9/0,7-9=1 1/373. 4-9=210/15 BOT CHORD 2-8=42/8112,74"-2/812.6-7=010 WEBS 3-8=17/235,3-7=-832/39 BRACING TOP CHORD Sheathed or 6.0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. NOTES 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 ml from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 It with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip Increase Is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girders) for truss to truss connections. LOAD CASE(S) Standard —C 04%33:. aINOWs1�U 1 March 8,2007 ' ® WARNING - Ver1/y design parcurme r and READ NOTES ON THIN AND 1270 LUDED 897'8' REYERENCK PAGE MU BEMRS -7473 US& Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper Incorporation of component Is responsibility of building designer - not truss designer. Brocin shown is for lateral support of Individual web members only. Additional temporary bracing to trsaxe stability during construction k the responsibillityof the �Te k. erector. Additional permanent bracing of the overall structure Is the responsibility of the build'ug designer. For general guidance regarding fabrication. quality controt storage, delivery, erection and bracing, consult ANSI/Vil Quality Criteria, DSB-89 and BCSII Building Component _ Safety Information available from Tens Plate Institute, 583 D'Onofrio Drive. Madison. WI 53719. 7777 Greenback Lane, State 109 Citrus Heights, CA, 95610 Job Truss Truss Type pry Py CUNNINGS RES CUMM0825 K1 CAL HIP 1 7 824550506 Lanafellow Lumber Co.. Ina.. Chlm. Ca QAA9R.7&' ede... — -0.26 10-12 >999 - -Job Re eren o tlonal 312 a Ad Q LWa MR ex Industries. I= Wad Mar 07 10:3?aj�07 Page l 1-841 5S-0 0S15 3.105 445 3.105 0.515 55-0 11.8.1 Scale = 1:45.6 4x12 = 4.00 12 3x4 = 3x8 = 4x12 = r. I. rz - 11 10 16 9 4x12 = 3x4 = 3x4 = 6x16 MT20H = 2x4 11 3x6 = 13.0.12 13-0.12 5.6-0 4-45 4-45 445 55.0 LOADING (psf) SPACING 2-" CSIDEFL in (loc) Well Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.96 Vert(LL) -0.26 10-12 >999 240 MT20 220/195 TCDL 20.0 Lumber Increase 1.25 BC 0.70 Vert(TL) -0.69 10-12 >411 180 MT20H 165/146 BCLL 0.0 Rep Stress Incr NO WB 0.78 Horz(TL) 0.11 7 n/a n/a BCDL 7.0 Code UBC97/ANS195 (Matrix) Weight 116 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.18BtrG TOP CHORD.Sheathed or 2-7-0 oc purlins, except BOT CHORD 2 X 6 DF SS G2 -M oc purlins (2-0-13 max.): 3-6. WEBS 2 X 4 DF Std G BOT CHORD Rigid telling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 7=2025/0-3-8, 2=2025/0-3-8 Max Horz2=5(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/42, 2-3=5561/0, 3-4=5198/0, 4-14=7039/0, 5-14=7039/0, 5-6=5186/0, 6-7=5549/0, 7-8=0/42 BOT CHORD 2-13=0/5269, 1315=0/7039, 12-15=0/7039, 11-12=0/7106, 10-11=0!7106, 10-16=0!7106, 9-16=0!7106, 7-9-0/5257 WEBS 3-13--0/898,4-13=2046/0,4-12=0/268, 5-12=113/0, 510=0/300, 5-9=2129/0, 6-9-0/900 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the Wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 ml from hurricane oceanline, on an occupancy category I, condition i enclosed building, of dimensions 45 it by 24 It with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL Increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 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) A plate rating reduction of 20% has been applied for the green lumber members. 7) Girder carries hip end with 6-0-0 end setback. 8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 9) Hangers) or other connection device(s) shall be provided sufficient to support concentrated load(s) 324 Ib down and 9 Ib up at 18-44, and 324 Ib down and 9 Ib up at 5-6-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert 1-3=72, 3-6=136,6-8=72.2-7=26(1`=12) Concentrated Loads (lb) Vert: 3=324 6=324 oQ�o��ssr�� -coa March 8,2007 - A WARBD90. 9'er f/y deNgn par—urns and READ NOrAS ON nM ASD JNCWDED ffi7Bg REFERENCE PAGE AV 7473 B8PORS DaIL Design valid for use only with Mitek connectors. This design Is based only upon parameters shown, and is for an Individual buhding component. Applicability of design paramenters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown M i Te k Is for lateral support of Individual web members only. Additional temporary bracing to Wure stability during construction Is the responsibillity of the erecta. Additional permanent bracing of the overall structure is the responsiWOy, of the building designer. For general guidance regarding fabrication, quality control storage, delivery. erection and bracing, consult ANSI/TPI1 Quo01y C Ledo, DSB-89 and BC511 BuOding Component 77n Greenback Leine, Suite 109 Safety Information avallable from Tens Plate Institute, 583 D'Onobio Drive. Madison, WI 53719. Gins reenba, CA• Lane, Su Job Truss Truss TypeQty TOP CHORD Sheathed or 3-3-15 oc pudins, except Pty CUMMINGS RES CUMMOB25 K2 CAL HIP 1 1 824550507 tonafeliow Lumtsar co-. lar.-. chin, ra asoIa7ese ".- root. FORCES (lb) - Maximum Compresslon/Maximum Tension TOP CHORD 1-2/36, 2-3=3045/57, 3-11=2804/55, 4-11=2804/55, 4-12=2804/55, 512=2804/55, 5-0=3045/57, 6-7=0/36 Job Referenceo Donal - - -- ---- - .,.�,�oa„a.,.a.,�w.,,�. --ro—, �v.�f3'�-'1y�”, rage, 1$0 75-0 05-15 4-0-9 4.0-9 DS15 75.0 1.6-0 Scale =1:45.6 4x6 4.00 F12 3x4 = 4x6 2 LUMBER BRACING TOP CHORD 2 X 4 DF No.1 &Btr G TOP CHORD Sheathed or 3-3-15 oc pudins, except BOT CHORD 2 X 4 DF No.18Btr G 2-M oc purlins (3-8-0 max.): 3-5. WEBS 2 X 4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 2=1326/0-3-8, 6=1326/0-3-8 responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Max Horc2=6(load case 4) did Max UpIWQ=-43(load case 3), 6=-43(load case 4) FORCES (lb) - Maximum Compresslon/Maximum Tension TOP CHORD 1-2/36, 2-3=3045/57, 3-11=2804/55, 4-11=2804/55, 4-12=2804/55, 512=2804/55, 5-0=3045/57, 6-7=0/36 BOT CHORD 2-10=0/2823, 9-10=0/3119, 8-9=0/3119, 6-8=0/2823 WEBS 3-10=19/396, 4-10=500/0, 4-8=500/0, 58=19/396 1 3x10 = 10 9 8 3x10 = 3x4 = 4x6 = 3x4 = 13-0-12 13-0.12 75-0 9-1-0 75-0 Plate Offsets (X,Y): [2:0-5-2.0-1-81,[3:0-2-8.0-2-01 [5:0-2-8.0-2-01, [6:0-5-2.0-1-81 LOADING (psf) SPACING 2-M CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.57 Vert(LL) 0.19 B-10 >999 240 MT20 220/195 TCDL 20.0 Lumber Increase 1.25 BC 0.65 Vert(TL) -0.39 B-10 >736 180 BCLL 0.0 Rep Stress Incr NO WB 0.23 HorL(TL) 0.09 6 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 91 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1 &Btr G TOP CHORD Sheathed or 3-3-15 oc pudins, except BOT CHORD 2 X 4 DF No.18Btr G 2-M oc purlins (3-8-0 max.): 3-5. WEBS 2 X 4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 2=1326/0-3-8, 6=1326/0-3-8 responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Max Horc2=6(load case 4) Max UpIWQ=-43(load case 3), 6=-43(load case 4) FORCES (lb) - Maximum Compresslon/Maximum Tension TOP CHORD 1-2/36, 2-3=3045/57, 3-11=2804/55, 4-11=2804/55, 4-12=2804/55, 512=2804/55, 5-0=3045/57, 6-7=0/36 BOT CHORD 2-10=0/2823, 9-10=0/3119, 8-9=0/3119, 6-8=0/2823 WEBS 3-10=19/396, 4-10=500/0, 4-8=500/0, 58=19/396 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 it above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip Increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Girder carries tie-in spans of 2-" from front girder and 4-0-0 from back girder. 7) Design assumes 4x2 (flat orientation) pudins at oc spacing indicated, fastened to truss TC w/ 2-1Od nails. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 108 Ib down and 3 Ib up at 1511-0, and 108 Ib down and 3 Ib up at 8-0-0 on top chord: The design/selection of such connection devices) Is the responsibility of others. LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert 1-3=72, 3-11=72, 512=72, 57=72, 2-6=14 Concentrated Loads (lb) Vert 11=10812=108 Continued on page 2 March 8,2007 ' A WARM.. V-ffl y design Parameters and READ AOTBS ON 78B AND INCLUDED M77EK REFERENCE PAas NII -7473 ROJURE gag - Design valid for use only with Mnek connectors. This design k based only upon parameters shown, and is for an Individual building component. Applicability of design paromenters and proper Incorporation of component k responsibility of building des! gner- Is for lateral support of individual web members only.not truss designer. Bracing shown . Additional temporary bracing to Insure stability tluring construction is the M iTe k responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing. consuti ANSIRPIt Qua01y CrBerlo, DSB•89 and BCSII Building Component Safety Information available from Tens Plate Institute, 583 D'Onofrio Drive. Madison, WI 53719. 7777 Greenback Lane. Suite 109 m. SuSu Citrus Heights. CA, Job Truss7CAL Type Qty Ply CUMMINGS RES CUMMOS25 K2 IP1 support of individual web members only. Additional temporary bracing to Insuie stabilityCueng construction Is the responslb06y of the 1 824550507 erector. Additional permanent bracing of Me overall structure is the responsibility of the building designer. For general guidance regarding - fabrication. quality control, storage, delivery, erection and brocing consult ANSI/TPI1 QuaBty, Criteria. DSB-89 and BCS11 Building Component Job Reference (oodonal) o.,u„u----nn um—n—. me vvW mar a/le:SZ:Y12W7 Paget LOAD CASE(S) Standard Trapezoidal Loads (plf) Vert: 11=72 -to -4=108, 4= -108 -to -12=72 • A WARMO - V -U), dedgn Parameters and READ ROTES ON T979 AND "MIZI)ED Mn7X REPERERCS PADS N 7473 EF.PORS D9E. Design valid for use only with Mrrek connectors. This design Is based only upon parameters shown, and is for an Ir dWUol building component. Applicability of design paramenters and proper Incorporation of component Is responssDffity of building designer- not truss designer. Bracing shown is forlateral support of individual web members only. Additional temporary bracing to Insuie stabilityCueng construction Is the responslb06y of the Mi�� erector. Additional permanent bracing of Me overall structure is the responsibility of the building designer. For general guidance regarding - fabrication. quality control, storage, delivery, erection and brocing consult ANSI/TPI1 QuaBty, Criteria. DSB-89 and BCS11 Building Component 'a"T m --:- Safety Information available from Truss Plate Institute. 583 D'Onofrb Drive. Madison, wl 53719. 7777 Greenback Lane, Suite 109 Claus Heights, CA, 95610 Job Truss Truss Type Qty Pty CUMMINGS RES CUMMOS25 K3 FINK1 Plates Increase 1 TC 0.26 Vert(LL) 0.11 2-10 >999 240 MT20 220/195 Job Reference o tlonal rvaamerur ru:ac.0{2 rages 15-0 64-10 56-14 55.14 6-0-10 1.841 Scale =1:442 4x6 = 4 - ono — lu 9 B 3x6 3x4 = 3x4 = 3x4 = 1312 13-0.12 8.2-15 75.3 B-2-15 I� LOADING (psi) SPACING 2-" CSIDEFL in (loc) Vdefl Lid PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.26 Vert(LL) 0.11 2-10 >999 240 MT20 220/195 TCDL 20.0 Lumber Increase 1.25 BC 0.42 Ven(TL) -0.23' 6-8 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(TL) 0.06 6 n1a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight 93 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1 &BV G TOP CHORD Sheathed or 4-1-13 oc purlins. BOT CHORD 2 X 4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 10.0-0 oo bracing. WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 2=114510-5-10,6=1145/0-5-10 Max Horz2=100oad case 3) Max UpIWQ=-44(load case 3), 6=-44(load case 4) FORCES (lb) - Maximum Compression/Maxlmum Tension TOP CHORD 1-2/37, 2-3=2344/47, 3.4=2032f78, 4-5=2032!78, 5-6=2344/47, 6-7=0/37 BOT CHORD 2-10=0/2147,9-10=0/1479,8-9=0/1479,6-8=0/2147 WEBS 3-10=-430/12, 4-10=36/609, 4-8=36/609, 5$=430/12 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 ml from hurricane oceaniine, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 It with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase Is 1.33, and the plate grip Increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard -C ng�433 March 8,2007 A WAMOM - 7- y dedgn Dosnmeters and READ 170=9 OAT® AND D7rSUDED X17'PX REFERENCE. -EA. 4173 RE.W USB'. }�• Design valid for use only with Mnek connectors. This design is based only upon parameters shown. and is for an frtdividual building component. if . Applicability of design paromenters and proper incorporation of component Is responsibility of bung designer - not truss designer. Bracing shown is for lateral support of i ndMdual web members only. Additional temporary bracing to insure stability during construction is the responslb90ty of the M i Te k' erector. Additional permanent bracing of the Overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, defivery, erection and bracing, consult ANSI/TPII Qua61y Crltedo, DSB-89 and BCSII Building Comonent Safety Information available from Truss Plate Institute, 583 D'Onofrlo D&e. Madison, WI 53719. 7777 G ne, reenback Lane, Suite 109 Su citrus eba, CA, 10 JobTruss Truss Type Qty Ply CUMMINGS RES 824550509 -UMM0825 L7 MONO CAL HIP 1 1 Job Reference (oDtionall Longsgr�&}raer Co., Inc.. Chico, Ca. 94924.7434, Adam Dietz - 6.200 a Jul 13 2005 MRek Industries, Inc. Wed Mar 07 10:32:55 MrIge 1 5-5-8 4.11-12 D-5-15 5.10-5 6-7-9 Scale =1:40.6 4x6 3x6 = r— 3 1.5x4 II 1.5x4 II 3x6 = 3x4 = 1.5x4 II 3X4 = 13-0.12 13-D-12 5.5-9 4.11-12 64-5 6-7-9 LOADING (psf) SPACING 2-0-0 CSI DEFL In (loc) Well Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.35 Vert(LL) 0.07 8-10 >999 240 MT20 220/195 TCDL 20.0 Lumber Increase 1.25 BC 0.41 Vert(TL) -0.16 10-11 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.59 Horz(TL) 0.05 7 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 105 Ib LUMBER TOP CHORD 2 X 4 DF No.t&BtrG BOT CHORD 2 X 4 DF No.1 &BtrG WEBS 2 X 4 DF Std G REACTIONS (Ib/size) i=986/0-".7--997/0-" Max Harz 1=68(load case 3) Max Uplift1=14(load case 3), 7=10(load case 3) BRACING TOP CHORD Sheathed or 4-1-7 oc pudins, except 2-" oc purlins (4-10-10 max.): 3-6. BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. WEBS 1 Row at mldpt 4-7 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=2426/46, 2-3=1844/39, 3-4=1710/41, 4-5=0/0, 5-6=0/0 BOT CHORD 1-11=77/2233, 10-11=77/2233, 9-10=20/1431, 8-9=20/1431, 7-8=-20/1431 WEBS 2-11=13/179, 2-10=552/38, 3-10=16/227, 4-10=23/316,4-8=18/246,4-7=1623/23,5-7=193/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psi top chord dead load and 7.0 psf bottom chord dead load, 100 ml from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 It by 24 It with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip Increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard Qt t1PC'0Z$t Uj March 8,2007 ® WARNMO - Verb}/ deeren Parame0ers and READ AOrZS ON Taffi AND lACLUDBD MTr= RBPSREIPCE PADS MR -7473 BM= US& Design valid for use only with Mnek connectors. This design is based only upon parameters shown, and is for on Indlvidual building component. Applicability of design paromenters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the respontibillity, of the M Mi�� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding - fabrication, quality control, storage, delivery. erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onohio Drive, Madison, WI 53719. 7777 Greenback lane, Suite 109 Lane,Su Citrus Heights, CA, 95610 Job SPACING 2-M Truss Type pry Py cuMMING3 RES CUMM0825 L2 DUEENPOST 2 1 824550510 I ......bn..�., � ��..,b. r i,,,. r•k.u.., re ocTruss a�rL-re w__, n�_... 2-9 >999 240 Job efere ce o Tl ona 7 J-LLll - .. ..w ,v cw.a mi i on n�uusuao, urc. ulna mer ur r llL[uur regal 1-8-0 54-0 4510 4$-10 1.8.8 150 Scale = 1:31.3 4x4 = 4 3x8 = 3x4 = 130.12 13512 9-11-0 6.1-0 LOADING (Psf) SPACING 2-M CSI DEFL In (loc) Udefl L/d PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.24 Vert(LL) -0.15 2-9 >999 240 MT20 220/195 TCDL 20.0 Lumber Increase 1.25 BC 0.40 Vert(TL) -0.28 2-9 >664 180 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(TL) -0.02 2 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight 71 Ib LUMBER TOP CHORD 2 X 4 DF No.1&BtrG BOT CHORD 2 X 4 DF No.1 &BtrG WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 2=809/0-5-8, 8=80210-3-8 Max Horc8=30(load case 3) Max Uplift2=-40(load case 3), 8=34(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 4-5=870/45, 5.8=21/35, 6-7=0/41, 1-2=0/37, 2-3=1383/26, 3-4=-872/44 BOT CHORD 2-9=0/1252,8-9=01386 WEBS 5-9=7/416, 4-9=24/286, 3-9=526/16, 6-8=195/53, 5-8=-697/0 BRACING TOP CHORD Sheathed or 5-0-7 oc puffins. BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip Increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard ® -ARM. - oarUx da+fgn pasnmatens and BEAD NO7E9 ON 77D9 AND XCLUDED Ae7ZK BEPERENCE PAGE LM -7473 BZJMW Dalt. Design valld for use ony with MITek connectors, This design is based only upon parameters shown, and is for an IndMdual building component. Applicability of design paromenters and proper Incorporation of component Is responsibility or building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibBOty of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control storage. delivery, erection and bracing, consult ANSI/TPII Quality C terlo, DSB-89 and BCSII Building Component SafetyInformation available from Truss Plate Institute, 583 D'Onohio Drive. Madison, M 53719. March 8,2007 RM MiTek- 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss TNS$ Type Qty Ply GUMMING$ RES CUMM0825 l?A MONO CAL HIP 1 1 R24S0511 nrvAwllmu I ,rmI., n- Inn r:hlm 1. —01—Ate..... �,..,.. 1-11 >999 240 Job Reference(optional) r r.rr� _.___,..... ,. _,.,.....„o,. ,,,��w,w,,,M ..w A,n�ur wa�.ao �r•6•;�8ei 4-R-1 R-10-8 a�5-8 1i1 -S 71 7 R 4-8.1 4-2-7 0-7-0 5-7-13 6.6-1 Scale =1:37.4 •yN( O MRS 46 4 3x8 = 1.5x4 II 1312 3x8 = 3x4 = 1.5x4 11 3X4 = 130.12 LOADING (psf) SPACING 2-M CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.34 Vert(LL) 0.13 1-11 >999 240 MT20 220/195 TCDL 20.0 Lumber Increase 1.25 BC 0.43 Vert(TL) -0.26 1-11 >973 180 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(TL) 0.05 8 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 95 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.18Btr G TOP CHORD Sheathed or 4-3-1 oc purlins, except BOT CHORD 2 X 4 OF No.18Btr G 2-M oc purlins (4-10-0 max.): 3-7. WEBS 2 X 4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Raw at midpt 5-8 REACTIONS (Ib/size) 1=927/0-5-8.8--933/0-5-8 Max Horz 1 =71 (load case 3) Max Upltft1=27(load case 3), 8=22(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=2240/74, 2-3=1885/89, 34=28/0, 3-12=1760/100, 5.12=1760/100, 5-6=0/0, 6-7=0/0 BOT CHORD 1-11=113/2078.10-11=51/1524.9-10=51/1524,8-9=51/1524 WEBS 2-11=330/14, 3-11=191226,5-11=54/259,5-9=17/217, 5-8=1679/56, 6-8=190/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition 1 enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL Increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Design assumes 4x2 (flat orientation) purlins at oc spacing Indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard F March 8,2007 ' ® WARnM - Ver jilt cl-fon Damm.— and MUD FOTBS ON n= AND ZIVaZDSD W7ZK AIMM&WX PAGR MV 7473 BEYORB Da& Design valid for use only with Mffek connectors. This design is based only upon parameters shown, and is for an Individual bvBding component. DWI Applicability of design poramenters and proper Incorporation of component Is responsibility of bulkling designer - not truss designer. Bracing shown Is for lateral support of Individual m dual web members . Additional temporary bracing to ore stabi0 y during corstnx:tion is the responsibBO y of the iTe k' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding - fabrication. quality control, storage. deMery, erection and bracing, consult ANSI/1PI1 Qwlhy C terla, DSB-89 and 80511 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrb Drive. Madison, WI 53719. 7777 Greenback Lane, Suite 109 Ctt m Heights. CA, 95610 L Job Truss Type Qty Py CUM.. RES CUMM0825 L28 L-r-U."S' CALL HIP i 1 824550512 r......een.,.,r „..ne.r i.,. rs,i,... re ocaora-sw•aw wa,.._nr..,- 0.08 1-11 ____ Job Reference (optional) 114)-6 1512A 6.10.8 0.7-0 3-6.14 4-1-14 482 Scale =1:33.9 t ase 3 4 — 3 13-0.12 6-10-8 3x4 = 3x4 = 30 = 6.2-14 LOADING (psf) SPACING 2-" CSI DEFL in (loc) Well Ud TCLL 16.0 Plates Increase 1.25 TC 0.45 Vert(LL) 0.08 1-11 >999 240 TCDL 20.0 Lumber Increase 1.25 BC 0.43 Vert(TL) -0.15 1-11 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(rL) 0.04 9 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) LUMBER TOP CHORD 2 X 4 DF No.1 &BtrG BOT CHORD 2 X 4 DF No.1 &BtrG WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 1=822/0-5-8,9=833/0-5-8 Max Horz1=46(load case 3) Max Uplift1=14(load case 3), 9=-8(load case 3) 682 PLATES GRIP MT20 220/195 Weight: 88 Ib BRACING TOP CHORD Sheathed or 4-5-4.oc purlins, except 2-M oc purlins (5-1-14 max.): 2-8. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 4 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=1938/50, 2-3=381/8, 2-0=1463/66, 4-5=1174/45, 5$=1484/31, 6-7=0/0, 7-8=0/0, 3-5-348/8 BOT CHORD 1-11=52/1776.10-11=-34/1622.9-10=13/1265 WEBS 2-11=-15/187, 7-9=-122/0, 4-11=20/286, 4-10=208/4, 6-10=27/423, 6-9=1433/14 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 It above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 it with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL Increase is 1.33, and the plate grip Increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Design assumes 42 (flat orientation) purlins at oc spacing Indicated, fastened to truss TC w/ 2-10d nails. LOADCASE(S) Standard �QQ�VI =�%II 13-0.12 - - March 8,2007 • A WARNDPO - V-Uj1 d-19- Pasomaters and MEAD N0TE8 ON 7B7B AND RPCLVDED AOTEE R¢n¢n¢nr¢ PAGE AU -7473 BEFORE M& Design valid for Mnek - affiff am use only with connectors. This design is based only upon parameters shown, and is for an Individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is Me responsibility of the �; Te k erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding • fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Crlleda, DSB-89 and BCSII Building Component - d Safety Information available from Truss Plate Institute, 583 D'Onofrb Madison, WI 53719. 7777 Greenback Lane, Suite 109 7777 Heights, CA, 95610 CitruDrive, Job Truss Truss Type Qty Ply CUNNINGS RES CUMM0825 L2C ' MONO CAL HIP 1 1 824SW513 LorgfeJlQsy 1,kgnber Co., Inc.. Chico. Co. 95928-7434. Adam Dleh 240 MT20 220/195 TCDL 20.0 Job Reference o f10 el 4-10-8 0-7-0 5-7-14 882 Scale = 1:30.4 13412 4x4 = 11-5X4 11 40 = 4 -10 -fl 6-2-14 6S2 13412 LOADING (psi) SPACING 2-" CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.95 Vert(LL) 0.08 10-11 >999 240 MT20 220/195 TCDL 20.0 Lumber Increase 1.25 BC 0.36 Vert(TL) -0.1710-11 >999 180 BOT CHORD 1-11=-52/1741, 110-111=29/1743,9-10=29/11743 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(TL) 0.04 9 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight 87 Ib LUMBER BRACING TOP CHORD 2 X 4 OF No.1&Btr G TOP CHORD Sheathed or 4-8-15 oc purlins, except BOT CHORD 2 X 4 OF No.1&Btr G 2-" oc purlins (10-0-0 max.): 2-8, 3-6. Except: WEBS 2 X 4 OF Std G 1 Row at midpt 2-0 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-9 JOINTS 1 Brace at Jt(s): 6 REACTIONS (Ib/size) 1=736/0-5-8,9=747/0-5-8 Max Horz 1=350oad case 3) Max UpIHt1=14(load case 3), 9=8(load case 4) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=1879/49, 2-3=380/29, 2-4=1422/53, 4-5=1422/53, 56=0/309, 6-7=0/0, 7-8=0/0, 3-6=359/31 BOT CHORD 1-11=-52/1741, 110-111=29/1743,9-10=29/11743 WEBS 2-11=15/204, 511=249/8, 510=17/235, 59=1796/30, 7-9=-274/0, 3-4=230/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL Increase Is 1.33, and the plate grip Increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard March 8,2007 A WARNMG - V -UV dadgn parumaters and BEAD NOTES OATM9 AND DPQ.UMM 2D7EK REPERENr g PADS MU -7473 BEPORS VaIL Design valid for use only with Mnek connectors. This design Is based only upon parameters shown, and Is for an Individual buliding component. Applicability of design paramenters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bmdng shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during cOnstnxtion Is the responsibNity of the M i T� k erector. Additional permanent bracing of the overall stnxture 6 Me responsibility of the building designer. For general guidance regarding fabrication. quarrty control, storage. dellvery, erection and bracing, consult ANSI/TP11 Quality Criteria, DSB-89 and BCSII BuDding Component Pawcw, P—: - Safety Information available from Truss Plate Institute, 583 D'Onotrio Drive, Madison, WI 53719. 1777 Greenback Lane, Sidle 1D9 Cifnus HelgMa, CA, 95610 Job Truss Truss Type Qty Ply CUMMINGS RES CUMMOS25 L3 HOWE 1 1 824550514 Longfellow Lumber Co." Inc.. China G. 9S97x-7dae enA.� ntay 2-11 >999 - Job stere xa o do al _ _ 3-0-12 - --- ----- - "_ ." __." _.__ o.[uu a um la zWb MfTek Industries, Inc, Wed Mar 0719.a9 722D07 Pagel 14W 5-7-9 437 437 1-9-9 1-0.0 Scale = 1:31.3 44 = n Aw 2x4 II 3x8 = 3x6 = 2x4 II 13312 13-0-12 5-7-9 437 437 1-9-9 LOADING (psf) SPACING 3-0.0 CSI DEFL In (loc) Well Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.51 Vert(LL) 0.07 2-11 >999 240 MT20 220/195 TCDL 20.0 Lumber Increase 1.25 BC 0.66 Vert(TL) -0.15 2-11 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.64 Horz(TL) -0.03 2 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight 86 Ib LUMBER BRACING TOP CHORD 2 X 4 OF No.1 &Btr G TOP CHORD Sheathed or 3-2-2 oc purlins, except end verticals. BOT CHORD 2 X 6 OF SS G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing,' Except WEBS 2 X 4 DF Std G 6-0-0 oc bracing: 8.9. REACTIONS (Ib/size) 8=1371/0-3-8.2=179410-5-8 Max Horz8=51(load case 3) Max Upl'Ift8=-56(load case 3), 2=77(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 4-5=1585f72, 5-6=1006/41, 6-7=0/62, 1-2=0/63, 2-13=3316/36, 3-13=-0138/81, 3-4=1596f71, 6-8=1336/58 BOT CHORD 2-12=0/3037,11-12=0/3037, 10-11-0/3037, 9-10=0/927, 8.9=51/61 WEBS 5-9=693/0, 4-10=-40/589, 3-11=24/657, 5-10=0/556, 3-10=1762/59, 6-9=15/1216 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL Increase is 1.33, and the plate grip Increase Is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 167 Ib down and 4 Ib up at 3-10-0 on top chord, and 546 Ib down and 14 Ib up at 3-10-0 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 2-12=31(1`=10), 8-112=21,4-6=108.6-7=1108,14=108 Concentrated Loads (lb) Vert: 12=546(F) 13=167(F) March 8,2007 • A WARND70 - "-Uy design parmnate- and READ N07W ON 1=9 AND D9CLUDSD ADTSS REFS EMM PADS AID, 7473 BFYORB US& Design valid far use only with Mi7ek connectors. This design is based only upon parameters shown, and Is for an IndNkdual building component. Applicability of design poromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the M il'e k responsib06ty of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding • fabrication, quality cannot storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BC511 Building Component Safety Information available from Tens Plate Institute, 583 D'Onofrio Drive. Madison. WI 53719. Greenback 7777 Greenback Lyne, Suite 109 Lane.Su Cltrua CA, Job Truss Truss Type Qty Ply CUMMINGS RES CUMM0825 M1 MONO TRUSS 1 1 824550515 Larwfellow Lumber Co.. Inc.. Chlor. Cw_ A4knn.7iAd AAnm rliw> 2-5 >999 240 Job efere ce o )nal) b ... _ __ __ ..— _ _ 0 1U -U -1Z .1.5X4 II 1-8-0 4--0 , 3 = 1:10.0 LOADING (psf) SPACING 2-M CSIDEFL US . Design valid for use only with MTek connectors. This design Is based only upon parameters shown, and is for an Individual building component. in (loc) Vdefl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.18 Vert(LL) 0.01 2-5 >999 240 MT20 220/195 TCDL 20.0 Lumber Increase 1.25 BC 0.08 Vert(TL) -0.01 2-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 5 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight 15 Ib LUMBER TOP CHORD 2 X 4 DF No.1 &BtrG BOT CHORD 2 X 4 DF No.1&BtrG WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 2=317/0-3-8,5=132/Mechanical Max Harz 2=57(load case 4) Max UplifI2=33(load case 3) FORCES (lb) - Maximum Compresslon/Maximum Tension TOP CHORD 1-2=0/36.2-3--54/24.3-4=3/0,3-5=107/0 BOT CHORD 2-5=8/11 BRACING TOP CHORD Sheathed or 4-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 It above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 ml from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 it by 24 It with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL Increase is 1.33, and the plate grip increase Is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard T- r – - March 8,2007 & WARNING . 9er1/y d -fa. Parnmeten and RRAD NOT88 ON TRffi AND a9CLUD8D Aa7'SS MWMM19C8 PAaz = 7.73 mwo. US . Design valid for use only with MTek connectors. This design Is based only upon parameters shown, and is for an Individual building component. Applicability of design pommenters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of trWNtdual web members only. Additional temporary bracing to insure stability during construction is the M iTe k responsmlilly of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control storage, deMery, erection and bracing, consult ANSI/fPll Quality Crttedo, DSB-89 and Ball Building Component Safety information ovaibble from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719. va,.`— 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 ob Truss Truss Type Qty Ply CUMMINGS RES :UMM0825 M2 MONO TRUSS 1 1 824550516 Job Referece tlonal Longfellow Lumber Co., Inc., Chico, Ce. 95928-7434, P r ?�Iz 6.200 a Jul 13 20051�T NI dusetes, Inc. wed Mer 07 10:32:58 2007 Pepe 1 2 13 6-0-0 2-6-13 35-3 Scale =1:18.8 Lx9 I I 10-031A II 4x410!0-12 2�-13 6.0.0 � 1 2.613 35-3 LOADING (psf) SPACING 2-M CSI DEFL In (loc) Vdefl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.32 Vert(LL) 0.01 5-6 >999 240 MT20 220/195 TCDL 20.0 Lumber Increase 1.25 BC 0.24 Vert(TL) -0.02 5-6 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.30 Horz( L) 0.00 5 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight 33 lb LUMBER TOP CHORD 2 X 4 DF No.t&BtrG BOT CHORD 2 X 6 DF SS G WEBS 2 X 4 DF Std G SLIDER Left 2 X 4 DF Std -G 1-7-2 REACTIONS (Ib/size) 1=872/0-3-8, 5=872/Mechanical Max Horz 1=78(load case 4) Max Uplift1=20(load case 3), 5=33(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=1103/19,2-3--1043/35.3-4--36/32,4-5--124/5 BOT CHORD 1-6=55/927, 5-6=55/927 WEBS 3-6=27/726.3-5=1012143 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. NOTES 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 It above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 ml from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANS195 If end verticals or cantilever: exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL Increase Is 1.33, and the plate grip Increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girders) for truss to truss connections. 5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD Standard Q�Vt 1e'a�ij(�1, Regular. Lumber Increase=1.25, Plate Increase=1.25 Q i Uniform Loads (plf)Q'�R Vert: 1-5=226(F=212),1-4=72 C"xj .. _C 0 6433 March 8,2007 • A WARN1170 - Ver f/j7 cf-da. pasnme0ess and MUD NOM ON TID9 AHD D7tZUD= AO7Ea RZ RZgCB pAoz MU 7473 REFORB UaIL Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an Individual building component. Applicability of design paromenters and proper Incorporation of component is responsibility of buildingdesigner finer - not truss designer. Bracing shown Is for lateral support of Individual web members any. Additional temporary bracing to Insure stability during construction k the resporulbOfity, of the M iTe k erector. Additional permanent tracing of the overall structure is the responsibility of the building designer. For general guidance regarding - fabrication, qualfly, control, storage, deMery. erection and brcdng, consu8 ANSI/TPII Quality Criteria, OSB -89 and BCSII Building Component Safety Information available from Truss Hate Institute. 5B3 D'Onohio Drive. Madison. cal 53719. Greenback 7777 Greenback Lane, Suite 109 Lane,Su Citrus CA, Job Truss Truss Type Qty Ply CUMMINGS RES CUMM0825 MS MONO TRUSS 1 1 824550517 .e �. — , � _ . _ .-_ -I-- 1-5 >999 240 Job Refere ce o do a ll 3-6.5 2511 1.5x4 II 3 12.0-12 4x4 130-12 3-65 2511 maaaa cuur rage 1 Scale = 1:15.4 LOADING (psf) SPACING 2-" CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.21 Vert(LL) 0.02 1-5 >999 240 MT20 220/195 TCDL 20.0 Lumber Increase 1.25 BC 0.55 Ved(TL) -0.05 1-5 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.63 Horz(TL) 0.01 4 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight 28 Ib LUMBER TOP CHORD 2 X 4 DF No.1 &BtrG BOT CHORD 2 X 6 DF SS G WEBS 2 X 4 DFStd G REACTIONS (Ib/size) 1=1617/0-5-8,4=1617/Mechanical Max Harz 1=58(load case 4) Max UpliR1=-41(load case 3), 4=-45(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=2290/64,2-3=28/211.3-4=-83/5 BOT CHORD 11-5=67/21411,4-5=-67/211411 WEBS 2-5=48/1546, 2-4=2374!74 BRACING TOP CHORD Sheathed or 4-2-15 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oo bracing. NOTES 1) This truss hes been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 ml from hurricane oceanllne, on an occupancy category 1, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip Increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) A plate rating reduction of 20% hes been applied for the green lumber members. 4) Refer to girders) for truss to truss connections. 5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=503(17=489),11-3=72 March 8,2007 ® WARNEW • Varf j}/ de'f6a P—t— and READ NOTES ON 7=3 AND A9CUMED Itn7'EE REVERENCE PAGE JIM 7473 BEFORE DBE. Design valid for use only with MITek connectors. This design Is based only upon parameters shown. and Is for on individual building component. Applicability of design poromenters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing Mown is for lateral support of Individal uweb members only. Additional temporary bracing to Insure stability during construction Is Me resporuiblIfiy of the � iTe k� erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding - fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality CAfeAa, DSB-89 and BCSII Building Component Salay Information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719. 7777 Greenback Lane, Suite 109 Citin s Heights. CA, 95610 Job Truss Truss Type Qty Ply CUMMINGS RES CUMMOS25 MB MONO TRUSS1 TCLL 16.0 1 824550518 1 —f.11—i—f.11—I „mMr (r Inn r:Alm !`n oca�(i-lnu ewe,., ni.w. 1-5 >999 240 Job Reference o fional f61}12 9 Ad t o 2uub m1Tak IndustI sN - Ima. Wed Mar 07 10:32:59 2007 Page 1 2511 1.5x4 II ID -0-12 4x4 1$-0.12 3.65 2511 Sole = 1:15.4 LOADING (psf) SPACING 2-M CSIDEFL in (loc) Vdefl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.19 Vert(LL) 0.02 1-5 >999 240 MT20 220/195 TCDL 20.0 Lumber Increase 1.25 BC 0.44 Vert(TL) -0.04 1-5 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.49 Horz(TL) 0.01 4 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight 28 Ib LUMBER TOP CHORD 2 X 4 DF No.1ABtrG BOT CHORD 2 X 6 DF SS G WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 1=1302/0-3-8, 4=1302/Mechanical Max Horz 1=58(load case 4) Max Upllft1=32(load case 3), 4=36(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 11-2=1871/55,2-3=-29/19.3-4=75/4 BOT CHORD 1-5=57/1749,4-5=-57/1749 WEBS 2-5=39/1196, 2-4=1940/62 BRACING TOP CHORD Sheathed or 4-8-9 oc pudins, except end verticals. BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. NOTES 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL Increase is 1.33, and the plate grip Increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girder(s) for truss to truss connections. 5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (ptf) Vert: 1-4=384(F=-370),1-3=72 March 8,2007 • A WARNMO - 9'—W deelgn P ---t— and READ NOTES ON THIN AAD D7CLODED MF9EE REFERENCE PAGE Mu 7473 MPORS USE. Design valid for use only with Mflek connectors. This design Is based only upon parameters shown, and is for on Individual building component. AppllcoUlity of design paromenters and proper incorporation of component is responsibility of building designer- not tens designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction h mBsB the respoTity of the M iTe k erector. Additional permanent bracing of the overoll structure is the responsibility of the building designer. For general guidance regarding • fabrication. quality control. storage, delnery, erection and bracing, consult ANSI/TPII QuaBty C Ledo, OSB -89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofdo Drtve. Madison, WI 53719. 777/ Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply CUMMINGS RES CUMM0825 M7 MONO CAL HIP 1 1 824550519 nminllnu,l —h., r- Ing shim !:q 'lnu ewe.., nie,. 1-5 >999 240 Job Reference o Bo al 13 20054f%Ttkk Industries, Inaf -War 07 10:32:59 2007 Peg.1 3-1-8 2 D -S-15 031 3-1-8 0-9-0 .12 Scale =19.3 LOADING (pyo SPACING 2-" CSI DEFL In (loc) Vdefl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.16 Vert(LL) 0.01 1-5 >999 240 MT20 220/195 TCDL 20.0 Lumber increase 1.25 BC 0.33 Vert(TL) -0.02 1-5 >999 180 BCLL 0.0 Rep Stress Ina NO WB 0.35 HOrz(TL) 0.00 4 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 17 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&BtrG TOP CHORD BOT CHORD 2 X 6 DF SS G WEBS 2 X 4 DF Std G BOT CHORD M iTe k JOINTS REACTIONS (Ib/size) 1=520/0-3-8,4=546/Mechanical Max Harz 1=27(ioad case 4) Max Uplift1=13(load case 3), 4=14(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=617122,2-3=-6/8,3-4=1710 BOT CHORD 1-6=23/570,5-6=231570,4-5=181429 WEBS 2-5=30/872, 2-4=925/28 Sheathed or 3-10-8 oc purlins, except end verticals, and 2-M oc purlins: 2-3. Rigid ceiling directly applied or 10-0.0 oc bracing. 1 Brace at Jt(s): 3 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL Increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girders) for truss to truss connections. 7) Design assumes 4x2 (flat orientation) puffins at oc spacing indicated, fastened to truss TC w/ 2-1 Od nails. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 758 Ib down and 20 Ib up at 2-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=72, 2-3=72, 1-0=14 Concentrated Loads (lb) Vert 6=758(F) March 8,2007 ® WARNZIM - 7-Vy df ag. Pin aM READ NMZ9 ON TMS AND =C1lX=W M"ZK MWMMACB PAW AW 7473 BEPORz Ua& Design va0d for use only with MtTek connectors. This design is based only upon parameters shown, and is for an Individual building component. Applicability of design paromenters and proper Incorporation of component is responsibility of bullding designer. not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the M iTe k erector. Additional permanent bracing of the overoll structure is the responsibility of the building designer. For general guidance regards fabrication. quality control. storage. delivery, erection and bracing, consult ANSI/TP11 Quality Criteria, DSB•8P and BCSII Building Component Safety Information available from Trus Plate Institute, 583 D'Onofrlo Drive, Madison, VA 53719. 7777 Greenback Lane, Sults 109 Ciitrkn Heights, CA, 95610 Job TNSS TNSS Type Fy Ply=Referanoe CUMM0825 Ni CAL MIP 824550520 Longfearnv Lumber Co., Inc., Ctm1 Ce. 95928.7434, Adam Dleh onal 1412 8.200 s Jul 13 2005 MRek Industries, Ix. Wed M14-1971?32:59 2007 Pagel 1-8-0 53.8 0S/5 0.7-2 DS75 538 1-0-0 Scale = 126.0 axe 4x6 2x8 II 3x6 = 3x8 = 2x8 II 14-3.12 14-3.12 538 1-7-0 53-8 LOADING (per SPACING 3-0.0 CSI DEFL In (loc) Vdefl L/d PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.93 Vert(LL) -0.03 9-10 >999 240 MT20 220/195 TCDL 20.0 Lumber Increase 1.25 BC 0.30 Vert(TL) -0.06 9-10 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.60 Horz(TL) 0.01 7 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight 68 Ib LUMBER TOP CHORD 2 X 4 DF No.1 &BtrG BOT CHORD 2 X 4 DF No.1 &BtrG WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 10Q1269/0-5-8,7=1269/0-5.8 BRACING TOP CHORD Sheathed or 4-7-14 oc purlins, except end verticals, and 2-" oc purlins (5-4-9 max.): 3-4. BOT CHORD Rigid ceiling directly applied or 6.0-0 oc bracing. Max Horz10=1690oad case 11) Max UpIi11110=265(load case 8), 7=265(load case 11) Max Grey 10=1527(load case 7), 7=1527(load case 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/62, 2-3--1871/426,3-4=1356/99.4-5=1869/426,5-6=0/62, 2-10=1428/274,5-7=1428/275 BOT CHORD 10-11=351/585, 9-11=520/682, 9-12=-45/1359, 12-13=-45/1359, 8-13=-45/1359, 8-14=385/565, 7-14=215/453 WEBS 3-9=332/138, 3-8--310/298,4-8--326/39, 2-9=-402/1566,5-8=-406/1563 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 ml from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If and verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL Increase is 1.33, and the plate grip Increase Is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed for a total drag load of 1000 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-0-0, 11-2-0 to 12-2-0 for 500.1 plf. 7) Girder carries hip end with 5-10-8 end setback. 8) Design assumes 4x2 (flat orientation) pudins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 256 Ib down and 7 l up at 6-8-12, and 256 Ib down and 7 Ib up at 5-5-4 on top chord. The design/selection of such connection device(s) Is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Continued on page 2 March 8,2007 • ® WARND9a - W-f/y de,dan Pasametess and READ NOTES ON TMS AND 29CLaDED lDTEE REFERENCE PAaK NXr74 73 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. Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral Individual support of web members only. Additionalh m temporary bracing to insure stability during construction e responsibO6ly of the More k erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding • fabrication, quality control, storage. delivery. erection and bracing, consult ANSI/rPll Qua01y Criteria, DSB•89 and BCSII Bugding Component Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719. 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job TrussTruss Type Qty Py CUMMINGS RES CUMM0825 Ni CAL HIP 1 t 824550520 .en . .. �.. r.,. — _ — o.o,o - fabrication, quality control. storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, D&B -99 and BCSII Bullding Component Safety Information available from Truss Plate Institute, 583 D'Onotrlo Drive. Madison. WI 53719. Job Reference o tional o.cvu a uw s a [uuo MI I eK Inaumes, inc. WOO Mar 0710:33:002007 Page 2 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-2=108,2-31=108,3-4=108, 4-5=108, 5-6=108, 10-12=30(F=9), 12-13=21, 7-13=-30(F=9) Concentrated Loads (Ib) Vert: 3=256 4=256 ® WARNDM - Pali deafgn Pa,am t— and READ N07A'8 ON 7=8 AND D9CiXUW AUMK RBPERENCE PAGE Am 7473 BEPdRE USE. Design vafid for use only with Mffek connectors. This design is based only upon parameters shown, and Is for an IndNldual building component. Applicability of design paramenfers and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of iconstructiondual web members only. Additional temporary bracing to insure stability during construction is the responsibHOy of the nII i Te k erector. Addtional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding - fabrication, quality control. storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, D&B -99 and BCSII Bullding Component Safety Information available from Truss Plate Institute, 583 D'Onotrlo Drive. Madison. WI 53719. 7777 Genb reenback LaSuite 109 ne, S Citrus ea, CA, CA, JobTN2 russ Truss Type Elly Ply CUMMINGS RES CUMMOa25 OUEENPOST 824550521 1 1 Longfellow if pa Co., Inc.. ChlCa. 95928-7434, Adam Dietz Job eference (optional 1�-�.1 T2 or, 62DD s Jul 13 2005 MRek lndusbtes, Ina V 2Tg 07 10:33:00 2007 Page 1 1-0-7 4$9 4-6-9 1$7 1.8-0 4x6 = Scale: 12'=1' 14.3.44 — 3x8 = 3jj -3.12 6-1-0 6-1-0 LOADING (psf) SPACING 3-0-0 CSI DEFL . In (loc) Vdefl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.64 Vert(LL) 0.02 7-8 >999 240 MT20 220/195 TCDL 20.0 Lumber Increase 1.25 BC 0.25 Vert(TL) -0.05 7-8 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.13 HOrz(TL) -0.01 9 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 62 lb LUMBER BRACING TOP CHORD 2 X 4 OF No.18Btr G TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 OF Std G REACTIONS (Ib/size) 7=977/0-3-8, 9=751/Mechanical Max Horz 7=76(load case 3) Max Uplift7=53(load case 4), 9=17(load case 3) FORCES (lb) - Maximum Compresslon/Maximum Tension TOP CHORD 3-4=859/57, 4-5=97/60, 5-6=0/62,1-2=116/40,2-3=-859/56,5-7=231/65,1-9=37/57 BOT CHORD 8-9=28/531, 7-8=29/443 WEBS 4-8=0/320, 3-8=57/131, 2-8=0/259, 4-7=-825/0, 2-9=869/16 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL Increase is 1.33, and the plate grip Increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard March 8,2007 - ® WARNMO - VerW deedgn parcmet— and RRAD AO= OR TZIS AAD JNCZ47DJM AOTRB ACPZR V B PAGE AW 7473 BRYORR VS& Design valid for use ony with MTek connectors. This design Is based only upon parameters shown, and Is for on indh4dual building component. Ina Applicability of design poromenters and proper incorporation of component 11 responsibility of building designer -not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stabifily during construction is the M i Tek resporsib00ty of the erector. Additional permanent bracing of the overall structure is the responsibi3y of the building designer. For general guidance regarding fabrication, quality control. storage, deMery, erection and bracing, consult ANSI/TPII QuaBly CAMda,DSB-B9 and BCSII BuOding Component Pow�w ,r, rcwrae..: m Safety Information ovaBoble from Truss Plate Institute. 583 D'Onofrio Drive. Madison. WI 53719. 7777 Greenback lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply CUMMINGS RES CUMM0825 01 MOD. QUEEN 5 1 824550522 1 nmfnllrnv I —Mr (`n Inn• r --hl rn f`n aSM(L)d'ld oAe,.. n— TCDL 20.0 Lumber Increase - - Job Reference (optional) 10-612 S Jut 13 zuu5 Mlfex 1ndUSMeS. Ine. Wed Mar 07 10:331012 Page 1 1.8-0 73.14 6-9-13 24-9 2-4-9 6-9.13 7314 1-" Scale =1:60.9 3x4 = 4x4 = 5 4x4 = 10-0-12 14 13 12 11 10 1.5x4 I I 5x6 WB = 3x4 = 1.5x4 II 30 = 7314 6-9.13 4-9-2 6-9-13 7314 3x10 = 10.0-12 LOADING (psf) SPACING 2-" CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.54 Vert(LL) -0.27 10-11 >999 240 MT20 220/195 TCDL 20.0 Lumber Increase 1.25 BC 0.61 Vert( L) -0.56 12-14 >703 180 Citrus Heights, CA, 95610 BCLL 0.0 Rep Stress Incr • YES WB 0.83 Horz(TL) 0.14 ' 8 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight 140 lb LUMBER BRACING TOP CHORD 2 X 4 OF No.1&Btr G TOP CHORD Sheathed or 3-0-7 oc pudins. Except: BOT CHORD 2 X 4 OF No.1 &Btr G 1 Row at midpt 4-6 WEBS 2 X 4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 2=1614/0-3-8,8=1614/0-3-8 Max Horz 2=12(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/36.2-3=378210,3-4=2931/0.4-15=254/0, 5-15=187/0.5-16=186/0,6-16--254/0,6-7=2931/0,7-8=3781/0, 8-9/36, 4-17=2538/0,17-18=2538/0,6-18=2538/0 BOT CHORD 2-14=0/3501,13-14=0/3501,12-13=013501,11-12=0/2714, 10-11=0/3500,8-10=0/3500 WEBS 3-14=19/257, 3-12=956/63, 4-12=30/443, 6-11=-29/443, 7-11=955/64, 7-10=19/257 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 It above ground level, using 10.0 psi top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 33 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL Increase is 1.33, and the plate grip Increase is 1.33 3) 150.01b AC unit load placed on the top chord, 16-6-0 from left and, supported at two points, 3-0-0 apart. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Design assumes 4x2 (flat orientation) purlins at oc spacing Indicated, fastened to truss TC w/ 2-10d nails. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 75 Ib down at 15-0-0, and 75 Ib down at 18-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard March 8,2007 ' A WARNOG - V-0 chafe^ parematars and READ ROTES OR TR7a AND DrCLUDED AUTSB REP'RRE VCZ PAGE MU -9473 DE—FORK aam Design valid for WAh MTek use only connectors. This design Is based only upon parameters shown, and is for an Individual buBding component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer. not truss designer. Bracing shown Is for lateral individual support of web members only. Additional temporary bracing to insure stability during construction Is the responsiblfiy, of the M i Te k erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding • fabrication, quality control, storage, deWery, erection and bracing, consult ANSVTPII Quality Criteria. DSB•89 and BCSII BuBding Component Safety Information availoble from Truss Plate Institute. 593 D'Onofrio Drive, Madison. WI 53719. 7777 Greenback Lane, State 109 Citrus Heights, CA, 95610 Job TrussTruss Type Qty Pty CUMMINGS RES CUMMOS25 02 CAL HIP 1 1 824550523 Lonafellm Lumber Co.. Ina.. Chim. Ce 9S09n-7du "—nye., 0.19 11-13 >999 240 Job Reference o tional 10-0-12 5.200 suw i32005 Mrrek Industries, Irx~ Wed Mar071o:33:01 200?2Page 1 1.6-0 7-7-7 7-1.12 DS15 2-6r2 0S15 7-1-13 7-7-8 1g0 Scale = 1:60.9 4x12 = 4x6 1.5x4 11 46 = 3x4 = 3x6 = 1.5x4 II 10-0-12 1012 7-7-7 7-1-12 3.6.0 7-1-13 7-7-8 A I� LOADING (psf) SPACING 2-" CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.53 Vert(LL) 0.19 11-13 >999 240 MT20 220/195 TCDL 20.0 Lumber Increase 1.25 BC 0.59 Vert(TL) -0.41 11-13 >951 180 BCLL 0.0 Rep Stress Incr YES WB 0.95 Horz(TL) 0.13 7 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight 144 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD.Sheathed or 3-1-7 oc puffins, except BOT CHORD 2 X 4 DF No.1 &BtrG2-M oc purlins (4-0-2 max.): 4-5. WEBS 2 X 4 DF Std G BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 2=1539/0-3-8,7=1539/0-3-8 Max Horz2=-12(load case 4) Max Uplifl2=49(load case 3), 7=-49(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2/36, 2-3=3541/75, 3-4=259085, 4-5=2382/73, 5-6=2591/75, 6-7=3540!75, 7-8=0/36 BOT CHORD 2-13=17/3273,12-13=1713273,11-12=17/3273, 10-11=0/2380, 9-10=5/3272, 7-9=5/3272 WEBS 3-13=18/278, 3-11=950/48.4-11=28/445. 4-10=166/170,5-10=29/445,6-10=-948/48, 6-9=18/277 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads.generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 ml from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 ft with exposure B ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase Is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Design assumes 4x2 (flat orientation) purlins at oc spacing Indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard March 8,2007 " ® WAWMM -Der UV design yruvmmetars and PJUD NDTZS CW TMSAFD IMCLODSD MnZK RZMk& CE PADS MU 7473 SSPaRB Da& Design valid for use only with Mnek connectors. This design is based only upon parameters shown, and B for on IndiAdual building component. Appilaabifity of design paramenters and proper Incorporation of component Is responsibPly, of building designer - not truss designer. Bracing shown is for lateral support Individual of web members only. Additional temporary bracing to Insure stabifily during construction Is Mwb e resporB6ty of the (�/� iTe k erector. Additional permanent bracing of the overall structure is the resporulbifily of the building designer. For general guidance regarding - fabrication. quality control, storage, derrvery, erection and bracing. consul ANSI/rPll Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 D'Onohio Drive, Madison, WI 53719. 7777 Greenback Lane, Sidle 109 Cibin Heights, CA, 95610 Job TrussTruss Type Qty Ply CUMMINGS RES CUMMOS25 03 CAL HIP3 Jo824550524 1 Job Reference (ootionall LOrrgrellaW lumaers,a21nG, l.nICD, Va. tl�tILIY/444, Mem aleD 6.200 s Ju113 2005 MRek Industries, Inc. Wed Mar 07 10:33:01 200fMisl 1.8-0 6-2-6 3-0-6 2-1 D-8 0S15 331 331 05-15 2-10.8 3-" 6.2-6 Scale = 1:59.2 4x8 - 3x8 = 4x8 4x12 18 17 16 15 14 13 19 12 11 4x12 2x4 II 6x6 = 3x8 = 2x4 11 4x6 = 6x6 = 2x4 11 10-0.12 3x8 = 6-2-0 3-8.6 2-10.8 3.9-0 3.9-0 2-10.8 3$-6 B-2.6 10312 LOADING (psi) SPACING 2-0-0 CSI DEFL In (loc) Well Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.62 Vert(LL) 0.20 12-13 >999 240 MT20 220/195 TCDL 20.0 Lumber Increase 1.25 BC 0.72 Vert(TL) -0.49 12-13 >806 180 BCLL 0.0 Rep Stress Incr NO WB 0.68 Horz(TL) -0.10 2 n/a n/a BCDL 7.0 Code UBC97/ANS195 (Matrix) Weight 554 lb LUMBER TOP CHORD 2 X 4 DF No.18Btr G BOT CHORD 2 X 6 DF SS G WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 10=684110-5-8,2=3455/0-5-8 BRACING TOP CHORD Sheathed or 5.3-8 oc pudins, except 2-" oc purlins (6.0-0 max.): 5-7. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Max Harz 10=29(load case 4) Max Uplift10=167(load case 3), 2=99(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 7-8=12775/332,8-9=16314/417.9-10=18073/452,5-6=8516/220. 6-7=12168/318.1-2=0/42,2-3=9424/214. 3-4=9118/225, 4-5=8944/228 BOT CHORD 2-18=145/8861, 17-18=145/8861.16-17=130/8606,15-16=-1 69/10338.14-15=169/10338,13-14=169/10338, 13-19=324/15442,12-19=324/15442,11-12=384/17080, 10-11=384/17080 WEBS 9-11=-43/1124,9-12=1872169,8-12=147/5046, 6.13=4776/141, 7-13--92/3176,6-13=-86/2810,6-15--226/0, 6 -16=2808[75.5-16=-64/2137,4-16=36/165.4-17=18/286,3-17=298/17, 3-18=93/42 NOTES 1) Special connection required to distribute bottom chord loads equally between all plies. 2) 3 -ply truss to be connected together with 0.131'x3' Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 3 rows at 0-4-0 oc. Webs connected as follows: 2 X 4 -1 row at 0-9-0 oc. 3) 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. 4) Unbalanced roof live loads have been considered for this design. 5) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 ml from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL Increase Is 1.33, and the plate grip Increase is 1.33 6) Provide adequate drainage to prevent water ponding. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Design assumes 4x2 (flat orientation) puffins at oc spacing Indicated, fastened to truss TC w/ 2-10d nails. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 4496 Ib down and 119 Ib up at 22-3-8 on bottom chord. The design/selection of such Connection device(s) is the responsibility of others. rLQ9i(0J"9t("tt'endard March 8,2007 ® WARM M - 7—ti t/ dedan P—t— and READ HOrES ON TBM AND MCIADSD MnTK REFERENCE PAGE AU --7473 BEFORE UB& Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and is for an Individual building component. Applicability of design paromenters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsib901y of the M iTe k* erector. Additional pemsanent bracing of the overall structure B the responsibility of the building designer. For general guidonce regarding - fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/1711 Quality Cdterla, DSB-89 and Ball Building Component Safety Information available from Truss Plate Institute, 583 D'Onotio Drive. Madison. M 53719. 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Py CUMMINGS RES CUMM0825 03 CAL Hlp 10ty 1 824550524 twmiwmm�r��mnw.c tw�cnir,. ew aSM{L]AM SAe... nl..�. 3F Refere Reference (optional) u.4w a qw I a crw. m, i nn rnuuarnt�, - wee mar u/ 1u::1:i:u1 2Dur Page 2 LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 7-10=72, 5-7=72,1-5=72, 2-19=14, 10-19=286(B=272) Concentrated Loads (lb) Vert: 19=4496(B) • ®WARNIAO . Ver(jtr des/gn yarvmetars and READ NOTES 017 TBIS AND B7CZUDED ffiTBE REFERENCE PAGE ffih7473 BEPORE USE. Design volid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual bsnlding component. Applicability of design poromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown 1s for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsib06y, of the M iTe k erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regardin • fabrication, quality control. storage. delNery. erection and bracing, consult ANSIMIt Duality Criteria, DSB-89 and BCSII Building Component Safety Information avo0oble from Truss Rate Institute, 583 D'Onotrio Drive. Madison, WI 53719. 7777 Greenback Leine, Suite 109 Citrus Heights, CA, 95610 Job TrussTruss Type ary In CUNNINGS RES CUMM0825 P1 SCISSORS 2 F 824550525 I nmrnllew I .rmMr [, Inc l:hlm r:e aSa)IL)A).1 ewe.., nfeti 2-6 >999 240 Job Re scents o gonal iL9 6-8-2 4x6 = 3 6-8-2 18.0 Scale =1:27.5 10-0.12 2.00112 3x6 = 1012 LOADING (psf) SPACING 2-" CSI DEFL In (loc) Udell Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.27 Vert(LL) 0.07 2-6 >999 240 MT20 220/195 TCDL 20.0 Lumber Increase 1.25 BC 0.32 Vert(TL) -0.16 2-6 >987 180 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(TL) 0.08 4 n/a n/a BCDL 7.0 Code UBC97/ANS195 (Matrix) Weight: 44 lb LUMBER TOP CHORD 2 X 4 DF No.1 &BtrG BOT CHORD 2 X 4 DF No.1 &BtrG WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 2=691/0-5-8,4=691/0-5-10 Max Horz2=6(load case 3) Max Uplif 2=36(load case 3), 4=-36(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/34, 2-3=1749/0, 3-4=1748/0, 4-5=0/34 BOT CHORD 2-6=011609.4-6--0/1608 WEBS 3-6=0/712 BRACING TOP CHORD Sheathed or 4-9-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL Increase Is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Bearing at joint(s) 2, 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. LOAD CASE(S) Standard �pp�pF�S�iq�,�l Ch � W .-C 043. T-1-- — March 8,2007 Sao — A WAMM - VeriiV dselgn parvmetess and READ AOnO OR Me ARD IRCLrrDW MM&K REPBRgW X PAaS MV 7473 SSPORS Da& Design valid for use only with MfTek connectors. This design Is based only upon parameters shown, and is for an IndlAdual building component. Applicability of design paromenters and proper incorporation of component Is responslbPity, of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the M i_Te_k' responsibB6ty, or the erector. Additionalm peranent bracing of the overall structure is the responsibilityof the building designer. For general guidance regarding • fabrication. quality control. storage, delivery, erection and bracing, consult ANSI/rPil Quality Crflerla, OSB -89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofdo DrNe, Madison. WI 53719. 7777 Greenback Lane, State 109 Citrus Heights, CA, 95610 Job Truss Truss Type pry Pty CUMMINGS RES CUMM0825 P3 MONO CAL HIP 1 Plates Increase 1.25 824550526 I......rwnmul ...n.o.r Inc Ch! ,.., re 6-7 >999 240 Job Reference o tlonal 10-0-12 a.zuu a Ju 1 J zwo MI I ex Ina114Mes, 1110. Wed Mar 07 10:3 ., 21?,D07 Page 1 6.1-0 4-1-0 0.5-15 2-&5 i0-0- CONN. OF GABLE STUDS BY OTHERS. &1-0 4.o0 12 4x12 = 3x6 7 20 6 21 5 3.8 II 6x6 = 41OZ12 —I 10-2.0 4-1-0 3-2-4 Scale =125.1 LOADING (psf) SPACING 2-" CSIDEFL TOP CHORD in (loc) I/defl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.57 Vert(LL) 0.06 6-7 >999 240 MT20 220/195 TCDL 20.0 Lumber Increase 1.25 BC 0.56 Vert(TL) -0.15 6-7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.91 Horz(rL) 0.03 5 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 164 ib LUMBER BRACING TOP CHORD 2 X 4 DF No.t&BtrG TOP CHORD BOT CHORD 2 X 6 DF SS G WEBS 2 X 4 DF Std G BOT CHORD OTHERS 2 X 4 DF Std G JOINTS REACTIONS (Ib/size) 1=2744/0-5-8, 5=4502/Mechanical Max Horz 1=99(load case 4) Max Upliftl=-69(load case 3), 5=116(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=7777/216, 2-3=3775/119, 3-4=101/26, 4-5=129/1 BOT CHORD 1-7=207/7302, 7-20=207/7302, 6-20=20717302, 6-21=107/3376, 5-21=107/3376 WEBS 2-7=87/2848.2-6--4133/127,3-6--13814471,3-5=-4901/133 . Sheathed or 4-10-1 oc purlins, except and verticals, and 2-M oc purlins (6-0-0 max.): 3-4. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Brace at Jt(s): 4 NOTES 1) 2 -ply truss to be connected together with 0.131'x3" Nails as follows: Top chords connected as follows: 2 X 4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-7-0 oc. Webs connected as follows: 2 X 4 - 1 row at 011-0 oc, Except member 6-2 2 X 4 - 1 row at 0-9-0 oc, member 6-3 2 X 4 - 1 row at 0-9-0 oc, member 5-3 2 X 4 - 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) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 if and verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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 Gable End Details as applicable, or consult qualified building designer as per ANSI/rPI 1-2002. 6) Provide adequate drainage to prevent water ponding. 7) Gable studs spaced at 2-M oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Refer to girders) for truss to truss connections. 11) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. Continued on page 2 March 8,2007 & WAMMM - P -UV deafen parameter and READ AOTM ON 7MB AAD INMXDSD XI7'SS REPERgpCg PAOB MU 7473 BBPORS UBS. amlim, Design valid for use only wlth MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. sm Applicabl3ly of design paramenters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Te k. Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding • fabrication, quality control, storage, deltvery, erection and bracing consult ANSI/TPII Quolly Criteria, DSB-89 and Bc511 Building Component Safety IMannatlon available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719. 7777 Greenback Lane, Suite 109 Citrus Heigh, CA, 95610 Job Truss TNss Type Qty Ply CUMMINGS RES CUMMOB25 P3 MONO CAL HIP 1 824550528 Lanafellow Lumber Co.. Ina. CMr�_ Cw. 9so90.7A'id eros. nlo'. 7777 Greenback Lena, State 109 E L na. Su n L Job Reference (optional) - -- u. Ju I a —3 MI I ux InGUSmeS, Inc. Wad Mar 07 10:33:02 2007 Page 2 NOTES ' 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 948 Ib down and 25 lb up at 8-0-0, 1317 lb down and 35 Its up at 10-0-0, and 1371 Ib down and 36 Ib up at 12-0-0, and 2494 Its down and 66 Ib up at 6-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=72, 3-4=72, 1-5=14 Concentrated Loads (Ib) Vert 7=2494(F) 6=-1317(F) 20=-948(F) 21=1371(F) - ® WARJUNG - Ver(f)7 design para—tens and READ NOTES OA TMS ATPD JNC LVDED JUTE8 3 ?3 SPA. MII-9473 E8DOR8 VS8'. Design va0d for use only with Mlfek connectors. This design is based only upon parameters shown, and Is for an Individual b4jWhg component. Applicability of design paromenters and proper Incorporation of component Is responsibility of bullfrog designer- not truss designer. Bracing shown is for lateral support of IndNidual web members only. Additional temporary bracing to Insure stobil ty during construction is the (�,Te k responsb0liy, of the erector. Additionol permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding • fabrication, quolsly, control, storage, delivery. erection and bracing. consuti AHSI/rPil OuaBly Cdleslo, DSB-89 and BCSII Building Component Safety Information avoilable from Truss Plate Institute. 583 D'Onohio Drtve. Madison, wl 53719. 7777 Greenback Lena, State 109 E L na. Su Citrus Heights. Job Truss Truss Type Qty Ply CUMMINGS RES CUMM0825 Rt MONO CAL HIP 1 1 824550527 , t nn,rannw, t „e,tv.. r t„� rr.n,.. ra o.s1r�7eu ewe.., rve,. TCDL 20.0 Lumber Increase _ --- Job Reference o tional _ -- _ -- _ rtYAT2 s,rui is 2oub iviTek inaustnes, Inc, Wed Mar 07 10:33:02 2&_7jge 1 1-8-0 4-11-13 4-6-2 0S15 5-8-7 64-2 Scale =1:41.0 3x8 = 3x6 II W 3x6 = 1012 22.0.8 '1 6-0-2 3x8 = 10 9 8 7 104}12 9-641 3x6 = 3x8 = 6.2.6 1.5x4 II LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.64 Vert(LL) -0.15 2-10 >999 240 MT20 220/195 TCDL 20.0 Lumber Increase 1.25 BC 0.55 Ved(TL) -0.32 2-10 >810 180 Citrus Heights, CA, 95610 BCLL 0.0 Rep Stress Incr NO WB 0.68 Horz(TL) 0.06 7 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 99 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.18BtrG TOP CHORD Sheathed or 3-11-0 oc purlins, except end verticals, and 2-M oc purlins BOT CHORD 2 X 4 DF No.18Btr G (4-2-14 max.): 4-0. WEBS 2 X 4 DF Std G *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 6-7 2 X 4 DF No.1G WEBS 1 Row at midpt 5-7 JOINTS 1 Brace at Jt(s): 6 REACTIONS (Ib/size) 7=1313/Mechanical, 2=1219/0-3.8 Max Horz 2=1 45(load case 4) Max Uplift7=20(load case 4), 2=42(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/36, 2-3=2663/35, 3-4=2295/50, 4-11=2151/51, 11-12=2151/51, 512=2151/51, 513=132/12, 6-13=-132/12, 6-7=363/0 BOT CHORD 2-10=86/2462, 9-10=-09/1914, 8-9=-69/1914, 7-8=69/1914 WEBS 3-10=-324/13,4-10=15/234,5-10=21/276, 5-8=15/177, 57=1991/33 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If and verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL Increase Is 1.33, and the plate grip increase Is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Girder carries tie-in spans of 2-M from front girder and 4-0-0 from back girder. 8) Design assumes 4x2 (flat orientation) purlins at oc spacing Indicated, fastened to truss TC w/ 2-10d nails. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 108 Ib down and 3 Ib up at 10-1-0 on top chord. The design/selection of such connection devica(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Continued on page 2 March 8,2007 A WARRIAlO - 9e+1/tl design yarvmetert and READ ROTES ON 7HID AND r1PC7ADED MI7P.8 REFBRFJPCE PAGE MEF.7473 BEFORE Dab Design valid for use only vAh Mitek connectors. This design Is based only upon parameters shown, and Is for an Individual building Component. PAW fifin Applicability of design paramenters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction's the resporubillIty of the (�,Te k' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding • fabrication, quarry control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria. DSB-89 and BCSII Building Component Safety Information available from Tens Plate Institute, 583 D'Onofrlo Drive. Madison, WI 53719. 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply MINGS RES CUMM0825 Rt MONO CAL HIP 1 1 824550527 Fi.b"Reference Lorafeilow Lumber Co.. Inc_ Chim. Ca. 95991L11'ld ewaa. roae. (optional) a ter. , v cvw m, r uR rnaua-ures, us. vi w Mar ut 1u:33:u2 Zuu7 Page 2 LOAD CASE(S) Standard Uniform Loads (plf) Vert 14=72, 4-1111=72,112-113=1108(B=36), 2-7=14 Concentrated Loads (Ib) Vert- 11 =1 08 Trapezoidal Loads (pit) Vert 11=72 -to -12=108, 13=144(B=36}to-6=108(B=36) ® WAMM - VerW dasfgn paramafers and READ ROTES OATS® AND D9C =ZD 1147ES REPPMENCE PADS MU 7473 BEPORB USE. Design va0d for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component b resporwbUlty of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the i Te k responsibility of the erector. Additional permanent bracing of Me overall structure is the responsibility of the building designer. For general guidonce regartllrg • fabrication, quardy control storage, defrvery, erection and bracing, consult ANSURII Quality Crlteda, DSB-89 and BCSII Building Component Safey Information available from Truss Plate Institute. 583 D'Onofrb Drive, Madison, YA 53719. 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job TrussFMONO Type Oty Ply CUMMINGS RES CUMMOB25 R2 CAL HIP1 SPACING 2-" 1 824550528 Longfellow Lumber Co.. Inc. i'W Ad—CAIm. Cw 9SQ711.7Mob Vdefl Ud - Job eo ..------- __Donal _ 3x8 = 10-0.12 7-6-0 0S15 6-8.7 4x6 4.00 12 3 3x8 = 7-" 9 11 a 3x4 = 30 = 7-2-6 7 1.5x4 II 742 742 Scale = 1:38.1 3x6 11 1 1 14 6 3x6 = 10-0.12 Plate Offsets (X,Y): 12:0-2-8.0-2-01 LOADING (PSf) SPACING 2-" CSI DEFL In (loc) Vdefl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.51 Vert(LL) 0.11 1-9 >999 240 MT20 220/195 TCDL 20.0 Lumber Increase 1.25 BC 0.51 Vert(TL) -0.23 1-9 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(TL) 0.06 6 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight 90 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.18Btr G TOP CHORD BOT CHORD 2 X 4 DF No.18Btr G WEBS 2 X 4 DF Std G *Except* BOT CHORD 5-6 2 X 4 DF No.1 G WEBS JOINTS REACTIONS (Ib/size) 1=955/Mechanical, 6=947/Mechanical Max Harz 1=87(load case 4) Max Upl'dt1=28(load case 3), 6=16(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=2332/97, 2-3=26/0, 2-10=2142/107, 4-10=2142/107, 4-5=162/22, 5.6=259/0 BOT CHORD 1-9=103/2148, 9-11=-60/2009, 8-11=60/2009, 7-8=-60/2009, 6-7=60/2009 WEBS 2-9=231246,4-9=-80/1411, 4-7=20/229,4-6=11949/46 Sheathed or 3-11-2 oc purlins, except end verticals, and 2-0-0 oc purtins (4-3-11 max.): 2-5. Rigid ceiling directly applied or 10-M oc bracing. 1 Row at midpt 4-6 1 Brace at Jt(s): 5 NOTES 1) Unbalanced roof live toads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 ml from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verficals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL Increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. QS, 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. Q yy Q LOADCASE(S) Standard —co 43ct ..... March 8,2007 ®-ARAIAO. V-jfy d -1g. Pcswnetpn and RP.Ap NOTES ON TM AND IMCLUDW WTRK RBPZRZNCB PAGE MU -7473 Ha'PORB Us & Design valid for use only with Mffek connectors. This design's based only upon parameters shown, and Is for an individual building component. Applicability of design paromenters and proper Incorporation of component's responsibility of building designer - not inns designer. 8rocing shown �; Te k. Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the erecta. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding • fabrication. quality control, storage, delivery. erection and bracing, consult ANSI/TP11 Quality Crftedo, DSB-89 and BCSII Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison, WI 53719. Cans Gamna CA, Lane, Su Job 1 Truss Truss Type pry Py CUMMINGS RES CUMM0825 R3 MONO CAL HIP 1 1 824WO529 Lonkxfellknv Lumbar Co.. Inc Chtm r a.5a91t9d'N —;;7—n- ea... Neti 7777 Greenback Lane, Suite 109 BCLL 0.0 Rep Stress Incr NO Job Reference o tions! _ 10-0-12 -- ----- _ .,. __... _.__ o.2W a Jut la 2euo Mit eK Inaustrles, Inc. Wed Mar 07 10:33:03 2007 Pgge 1 1343-6 117-9�4 22-0-R 5-6s0 OS -15 3-74 4-1-3 4-13 4-2-15 104 2 Scale =1:38.1 4.00 12 13 12 11 10 15 9 a 3x4 = 3x4 = 7x6 WB = 3x4 = 2x8 II 4x12 = 10-0-12 ID -0-12 5-&0 4-13 4-13 4-141 4-2-15 LOADING (psf) SPACING 2-M CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.69 Vert(LL) 0.19 10-12 >999 240 MT20 220/195 TCDL 20.0 Lumber Increase 1.25 BC 0.93 Vert( L) -0.45 10-12 >574 180 7777 Greenback Lane, Suite 109 BCLL 0.0 Rep Stress Incr NO WB 0.83 Horz(TL) 0.08 8 n/a n/a BCDL 7.0 Cade UBC97/ANSI95 (Matrix) Weight: 113 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1 &Btr G TOP CHORD BOT CHORD 2 X 6 DF SS G WEBS 2 X 4 DF Std G *Except* BOT CHORD 7-8 2 X 4 OF No.1 G WEBS JOINTS REACTIONS '(Ib/size) 1=1293/0-3-8, 8=2457/Mechanical Max Horz 1 =51 (load case 4) Max Uplift1=21(load case 3), 8=-44(load case 3) Sheathed or 3-3-2 oc purlins, except end verticals, and 2-" oc pudins (2-6-12 max.): 2-7. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 6-8 1 Brace at Jt(s): 7. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=3725!70, 2-3=0/0, 2-0=3446/66, 4-5=-4941/80, 5-14=5812/102, 6-14=5812/102, 6-7=355/15, 7-8=-416/3 BOT CHORD 1-13=-64/3508,12-13=78/4941,11-12=99/5812, 10-11=99/5812,10-15--98/5077,9-15=98/5077, 8-9=98/5077 WEBS 2-13=20!736, 4-13=1715/17, 4-12=17/375, 5.12=990/24, 5-10=18/146, 6-10=-0/793, 6-9=40/1082, 6-8=5098/96 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psi top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip Increase Is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1302 lb down and 34 Ib up at 174)-6 on bottom chord. The design/selection of such connection devices) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2=72,2-14--72, 7-14=176(F=104), 1-15=14, 8-15=28(F=14) Continued on page 2 app o ss/�N�� t� Q� C�� gym. fx C 046A33 ... B March 8,2007 A WARNWO • Val j/y dols. p--- and READ NOT89 ON TEM AND719CLOLED ffiTE6 ag o PJtFJ PAGE 8M.7473 BRFX B OS& Design valid for use only with Mnek connectors. This design Is based only upon parameters shown, and is for on Individual buiialing component. APPBcobifity of design paromenters and proper incorporation of component is responsibility of building designer. not truss designer. Bracing stwwn Is for lateral support of indNM ldual web members only. Additional temporary bracing to Insure stability during construction Is M i Te k e responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding • fabrication, quality control, storage, dernery, erection and bracing, consuti ANSVTPII Quality Criteria, DSB•89 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 D'Onotrio Drive, Madison, VA53719. 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss TNSS Type Qty Ply CUMMINGS RES CUMMOB25 R3 MONO CAL HIP 1 1 I R24550529 Lmrotelit>Nr Lumber Ce.. Ire. Chlor r asmra_7dae A— n— ___ Job Refers De o lional ... .--p qui to cwa mr run; inuwvrea, — waa mar ur lu:m:W 20ui Page 2 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert 15=1302 fl ® WARAIAO - V-tly design jwransedms and READ NOTES ON TZM AAD INCLUDED MrrZK REFERENCE PADS AM -7473 BEPORS USE, Design valid for use only with Mitek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. Applicability of design paramenters and proper Incorporation of component Is responsibility, of building designer - not truss designer. Bracing shown /� Is for lateral support of individual web members only. Additional temporary bracing to Insure stability construction Is the responsibilityresponsibility11/ � of the i Te k. erector. Additional permanent bracing of the overe0 structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. dernery, erection and bracing, consult ANSI/IPll Qualify Criteria, DSB-89 and BCSII BuDding Component Safety Information avoitabte from Truss Plate Institute. 583 D'Onofdo Drive, Madison. WI 53719. 777r Greenback Lane, Sults 109 Citrus Helahts. CA 95610 Job Truss Truss Type Qty Ply CUMMINGS RES CUMMOS25 St QUEENPOST 1 1 R24550530 Vert(LL) 0.09 1-6 >999 240 Job Reference (optional) 3 4-7-15 3-10-4 3-10-0 4-8-0 Scale =1:28.0 4x4 = 3 6 3x6 = 3x6 = 3x6 = 10.0-12 10.0.12 Ig LOADING (psf) SPACING 2-" CSI DEFL In (loc) Vdefl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.20 Vert(LL) 0.09 1-6 >999 240 MT20 220/195 TCDL 20.0 Lumber Increase 1.25 BC 0.41 Vert(TL) -0.18 5-6 >999 180 BCLL 0.0 . Rep Stress Incr YES WB 0.21 Horz(TL) 0.03 5 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 62 lb LUMBER TOP CHORD 2 X 4 DF No.1 &BtrG BOT CHORD 2 X 4 DF No.i &BtrG WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 1=720/Mechanical, 5=720/Mechanical' Max Harz 1=-6(load case 4) Max Uplift1=14(load case 3), 5=14(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=1663139.2-3=1228/48,34=1228/48, 4-5=1663/39 BOT CHORD 1-0=15/1537, 5.6=9/1537 WEBS 2-6=465/20, 3-0=30/516, 4-6=465/20 BRACING TOP CHORD Sheathed or 5-0-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, Condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard �QIo"OvEft���1 C W.433 � � *\.. -W, 941.97..../-� March 8,2007 ® wARimm - 7--o dmfgn yasamafars and READ AOTSs cur nits AND INQzimm ffirrs Rav R& x FAaE AQr-7473 BEFORE us& Design valid for use only with Wait connectors. This design Is based only upon parameters shown, and is for on individuol building component. Applicability of design poramenters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of indlAdual web members only. Additional temporary bracing to Insure stability during construction Is the responsiblly of the M i Te k' erector. Additional permanent bracing of the overall structure 6 the responsibility of the binding designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing. consuti ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information ovailoble from Truss Plate Institute, 583 D'Onofdo Drive. Madison, WI 53719. 7777 Greenback Lane, Lane.Su Su Suits 109 Citrus Heights, CA, 10 Job TrussPGA!HIP4jot Type Qty Ply CUMMINGS RES CUMM0825 S2 Ud TCLL 16.0 Plates Increase R24550531 1 nmrwllrrw1 umMrr Ing rntr-., re osma-ono., nwe.., ni.,,. 0.09 1-6 >999 Refere ce o do al r V-V-rL ...cw o„u, ,.scw.. ,v,,,en U,ea,i/G YYea Marti/1V:JJ:W LUU/liaae27 75-0 05-15 1-2-8 05.15 75-0 UU-{l�Fii2 Scale = 1:28.9 012 = 4x8 _ 6 5 3x8 1.5x4 I I 3x4 = 3x8 = 10-0-12 75-0 2-25 LOADING (psf) SPACING 2-M CSI DEFL in (loc) Vdefl Ud TCLL 16.0 Plates Increase 1.25 TC 0.55 Vert(LL) 0.09 1-6 >999 240 TCDL 20.0 Lumber Increase 1.25 BC 0.47 Vert(TL) -0.19 1-6 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.09 Horz(TL) 0.03 4 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) LUMBER BRACING TOP CHORD 2 X 4 DF No.t&Btr G TOP CHORD BOT CHORD 2 X 4 DF No.1&Btr G WEBS 2 X 4 DF Std G BOT CHORD REACTIONS (Ib/size) 1=720/Mechanical, 4=720/Mechanical Max Horz 1=5(load case 4) Max Uplift1=13(load case 3), 4=13(load case 4) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=1556/47.2-3--1403/47,3-4=1557/47 BOT CHORD 1-6=5/1408.5-6=-4/1402,4-5=-0/1409 WEBS 2-6=14/184, 2-5=193/195, 3-5=32/220 75-0 PLATES GRIP MT20 220/195 Weight: 58 Ib Sheathed or 4-9-2 oc purlins, except 2-" oc purlins (4-9.7 max.): 2-3. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girders) for truss to truss connections. 7) Design assumes 4x2 (flat orientation) puffins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard 10-0-12 March 8,2007 ® WARND7G - V-0 d -1g. Par¢metm and READ NOTES OR TMN AND INCLUDED df17'SK REFERENCE PAGE MU -7473 BEFORE Da& Design valid for use only with Mnek connectors. This design is based only upon parameters shown, and is for an Individual building component. Applicability of design paromenters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown tVI;Te k is for lateral support of individual web members only. Addal fiontemporary bracing to insure stabi5ty during construction is b0 the respons 0ty of the erector. Additional permanent bracing of the overall stricture is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria. DSB-89 and BCS11 BuOding Component Safety Information availoble from Truss Plate InsBtute, 583 D'OnoMo Drive, Madison. WI 53719. 7777 Greenback Lane, Suite 109 Citrus Helithts. CA. 95610 Job Truss Truss Type Qty Py CUMMINGSRES CUMMOB25 S3 MONO CAL HIP 1 1 TC 0.48 Vert(LL) 7134 8-9 >999 240 Job Reference (optional -' -^-- D.LW a Jle 1J LWa Mll ex InausDles, Inc. Wed Mar 07 10:33:D4 %7 PHBB 1 55.0 0-5-15 3.3.15 3-9-14 3-11-10 1��1! Scale =129.4 4x8 % 4.00 12 3x4 = 3x10 = 2x8 II 9 8 4x8 = 7 6 1.5x4 II 3x8 = 10-0-12 1012 5-&0 3.9-14 3.9-14 3-11-10 LOADING (psf) SPACING 2-0-0 CSI DEFL In poc) I/defl L/d PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.48 Vert(LL) 0.12 8-9 >999 240 MT20 220/195 TCDL 20.0 Lumber Increase 1.25 BC 0.69 Vert(TL) -0.30 8-9 ' >677 180 BCLL 0.0 Rep Stress Incr NO WB 0.96 Horz(TL) 0.08 6 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Metrix) Weight: 71 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1 &Btr G TOP CHORD BOT CHORD 2 X 4 DF No.1 &Btr G WEBS 2 X 4 DF Std G *Except* BOT CHORD 5-6 2 X 4 DF No.1 G JOINTS REACTIONS (Ib/size) 1=1488/0-3-8,6=1752/Mechanical Max Horz 1=53(load case 4) Max Uplift1=31(load case 3), 6=311 (load case 3) FORCES Ob) - Maximum Compression/Maximum Tension TOP CHORD 1-2=4185/100, 2-10=-3922/96, 3-10=-3922/96, 3-4=-4395/94, 4-5=195/15, 5-6=350/2 BOT CHORD 1-9=92/3952, 8-9=-92/4395, 7-8=-05/3093, 6-7=-05/3093 WEBS 2-9=113/4112,3-9=-6411/11, 3-8=486/3.4-8=30/11430,4-7=11 1/146, 4-6=3180/58 Sheathed or 3-0-5 oc purlins, except end verticals, and 2-0-0 oc purlins (2-11-9 max.): 2-5. Rigid ceiling directly applied or 10.0-0 oc bracing. 1 Brace at Jt(s): 5 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 ml from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase Is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent With any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 389 Ib down and 10 lb up at 6-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (ptf) Vert: 1-2=72, 2-5=176(F=104), 1-0=28(F=14) Continued on page 2 March 8,2007 ® WARADVO • V -VY d..fBn d>ar—t* and READ NOTES ON TB7S AAD D9CLODED nOTEE REPERENCE PAGE MU 7473 BEFORE OSE. Design valid for use only with Mitek connectors. This design is based only upon parameters shown, and is for an indlAdual building component. Applicability of design paromenters and proper Incorporation of component is responsBsAity of building designer - not truss designer. Bracing shown w w �� �• Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibilfity of the erector. Additional permanent bracing of the overall structure is the responsibifity, of the building designer. For general guidance regarding '�e _ fabrication. quority control, storage, delivery• erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSII Building Component 7777 Greenback Lane, Suite 109 Safety Information avolloble from Truss Plate Institute, 583 D'Onotdo Drive, Madison, WI 53719. Citrus reenba, k LCA, na, Su Job TNSS Truss Type pty Ply CMING RES CUMMOB25 S3 MONO CAL HIP i 1 824550532 I nnafellow Lumbar Cn.. Ine. Chlor Co a5o9R]e'lA A- rue.. o e(optional) a am va 4vua m. r ue inausrnes, mc. wea mar of Ia:33:eb 2UUr page 2 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert 10=3898 ® WAMMM - 7-Y), design Pammefen and READ NOTES OR TMS AND JNMVMM d(77'P.E REFERENCE PAGE M17 7473 &EDORE U&M Design valid for use only with AU1ek connectors. This design Is based only upon parameters Shown, and is for an Individual building component. 8 Applicability of design pammenters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stablity during construction Is the responsibility of the MiTek k - erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing, consult ANSIMI Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, WI 53719. 777) Greenback Lene, Sults 109 Cibus Heights, CA, 95610 Job Truss Truss Type P T1 HOWE 1 r4:o-1-12 0-1-81 [S:O-&0 0-1-111 824550533CUMM0825 Lumber Co Inc ChicoCa 95929-7434 Ad DI otionall 10-0.12 . . , . am ah 0.200 a Jul 13 2005 Mrrek Industries, Inc. Wed Mar 07 10:33:05 2007 Page110-0-12 4-5-0 3.0-14 3-0-14 4-5-0 Scale =124.3 4x4 = 402 = 2x8 11 5X8 = 2x8 I I 4x12 = 10-0-12 I� 10-0.12 LUMBER BRACING TOP CHORD 2 X 4 OF No.1&Btr G TOP CHORD Sheathed or 4-0-7 oc pudins. BOT CHORD 2 X 6 DF SSG BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 1=4200/0-3-8, 5=2572/0-3-8 Max Horz1=5(load case 4) Max Upliftl=-107(load case 3), 5=-64(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 11-2=90421238,2-3=-6402/180, 3-4=-6399/180,4-5=-7421/195 BOT CHORD 1-9=208/8554, 9-10=208/8554, 8-10=208/8554, 8-11=208/8554, 11-12=208/8554, 7-12=208/8554, 7-13=-161/6987, 6-13=161/6987, 5-6=-161/6987 WEBS 2$=55/1726, 3-7=109/3711, 4-6=24/564, 2-7=2763/87, 4-7=-1038/42 NOTES 1) 2 -ply truss to be connected together with 0.131"x3' Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 04-0 oc. Webs connected as follows: 2 X 4 - 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) This truss has been designed for the wind loads generated by 75 mph winds at 25 It above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 It with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL Increase is 1.33, and the plate grip increase is 1.33 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 948 Ib down and 25 lb up at 1-0-4, 718 Ib down and 19 Ib up at 4-11-4, 718 Ib down and 19 Ib up at 6-11-4, and 1752 lb down and 46 Ib up at 8-11-0, and 1373 Ib down and 36 Ib up at 3-04 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. LOAD CASE(S) Standard Continued on page 2 March 8,2007 ® WARN7190 - V—(Fy d-dgn P --tare and READ F07W ON THIS AND DrcIADBD AUTEB REPERBNCE PAOB ffih7473 RBPORE USB. Design valid for use only with Mnek connectors. This design Is based only upon parameters shown, and Is for an Indnldual building component. Applicability of design paromenters and proper Incorporation of component's responsbPty of building designer- not truss designer. &acing shown (� i Te k is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction's the responsibility of the erector. Addriional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control storage, delivery. erection and bracing, consuti ANSI/rPit Quality Crltada, DSS -89 and BCSII Building Component 7777 Suite 109 Greenback Lana, Su Safety Information available from Truss Plate Institute, 583 D'Onotrio Drive, Mod'son, wl 53719. 7MClItin.iHeights, CA. Lana, Su 45-0 314 314 45.0 Plate Offsets ()(,Y): r1:0-6-0.0-1-11t.r2:0-1-12.0-1-81 r4:o-1-12 0-1-81 [S:O-&0 0-1-111 p•o-4-0 o-3-ot LOADING (psf) SPACING 2-" CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.40 Vert(LL) 0.08 6-7 >999 240 MT20 220/195 TCDL 20.0 Lumber Increase 1.25 BC 0.80 Vert(TL) -0.20 6-7 >891 180 BCLL 0.0 Rep Stress Incr NO WB 0.75 Ftorz(TL) 0.04 5 n/a We BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight 136 lb LUMBER BRACING TOP CHORD 2 X 4 OF No.1&Btr G TOP CHORD Sheathed or 4-0-7 oc pudins. BOT CHORD 2 X 6 DF SSG BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 1=4200/0-3-8, 5=2572/0-3-8 Max Horz1=5(load case 4) Max Upliftl=-107(load case 3), 5=-64(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 11-2=90421238,2-3=-6402/180, 3-4=-6399/180,4-5=-7421/195 BOT CHORD 1-9=208/8554, 9-10=208/8554, 8-10=208/8554, 8-11=208/8554, 11-12=208/8554, 7-12=208/8554, 7-13=-161/6987, 6-13=161/6987, 5-6=-161/6987 WEBS 2$=55/1726, 3-7=109/3711, 4-6=24/564, 2-7=2763/87, 4-7=-1038/42 NOTES 1) 2 -ply truss to be connected together with 0.131"x3' Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 04-0 oc. Webs connected as follows: 2 X 4 - 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) This truss has been designed for the wind loads generated by 75 mph winds at 25 It above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 It with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL Increase is 1.33, and the plate grip increase is 1.33 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 948 Ib down and 25 lb up at 1-0-4, 718 Ib down and 19 Ib up at 4-11-4, 718 Ib down and 19 Ib up at 6-11-4, and 1752 lb down and 46 Ib up at 8-11-0, and 1373 Ib down and 36 Ib up at 3-04 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. LOAD CASE(S) Standard Continued on page 2 March 8,2007 ® WARN7190 - V—(Fy d-dgn P --tare and READ F07W ON THIS AND DrcIADBD AUTEB REPERBNCE PAOB ffih7473 RBPORE USB. Design valid for use only with Mnek connectors. This design Is based only upon parameters shown, and Is for an Indnldual building component. Applicability of design paromenters and proper Incorporation of component's responsbPty of building designer- not truss designer. &acing shown (� i Te k is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction's the responsibility of the erector. Addriional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control storage, delivery. erection and bracing, consuti ANSI/rPit Quality Crltada, DSS -89 and BCSII Building Component 7777 Suite 109 Greenback Lana, Su Safety Information available from Truss Plate Institute, 583 D'Onotrio Drive, Mod'son, wl 53719. 7MClItin.iHeights, CA. Lana, Su Job Truss Truss Type Qty Py CUMMINGS RES CUMMOB25 T1 HOWE 1 824550533 I fabrication, quality control, storage. de&ery, erection and bracing consult ANSI/TPII OwIlty Criteria, 05B-89 and SCS11 Building Component Safey Information avaliable from Truss Plate Institute. 583 D'Onofrlo Drive. Madison. WI 53719. 7777 Greenback Lane, Sulfa 109 _ n Citrus Heights, CA, 95610 ....,.re��.,... � ....�,... �.. �__ ...�......., e�.,.�o-,.,...__ ..,_� L Job Reference o tlonel v.c — ""v Rrnausmas.— Waamarul lu:J :Mzuul Pagel LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert 1-5=14, 1-3=-72, 3-5=72 Concentrated Loads (lb) Vert 9=948(F) 10=1373(F) 11=718(F) 12=7188 13=1752(F) ® WARNING - Dar1Jf/ daa/gn Parcmatm aM READ NOTES ON 7BI8 AND DWCWDED ffi7EE RZFMMNCZ PAaR MU 7473 BEFORE US& Design for Mffek valid use only with connectors. This design Is based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsbility, of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to inwm re stability during construction is the respobO6ly of the iTe k - r erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. de&ery, erection and bracing consult ANSI/TPII OwIlty Criteria, 05B-89 and SCS11 Building Component Safey Information avaliable from Truss Plate Institute. 583 D'Onofrlo Drive. Madison. WI 53719. 7777 Greenback Lane, Sulfa 109 _ Citrus Heights, CA, 95610 o.cuu a uka is 4— --mausmes. im wea mar ur;yM.,lu? euur rage 1 -150 7514 14.11-12 1-8-0 7514 7514 1.8.0 Scale = 129.7 4x6 = 3 3x6 = Tre63 Type QH Ply CUMMINGS RES824550534 FJobTNss �,Te k erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding P - 3x6 = 7777 Greenback Lena, Suite 109 GreenbackLane.Su MOB25 T2 KINGPOST 2 1 10.0-12 Job Reference o do al o.cuu a uka is 4— --mausmes. im wea mar ur;yM.,lu? euur rage 1 -150 7514 14.11-12 1-8-0 7514 7514 1.8.0 Scale = 129.7 4x6 = 3 LUMBER TOP CHORD 2 X 4 DF No.1&Btr G BOT CHORD 2 X 4 DF No.1&BU G WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 2=762/0-3-8.4=762/0-3-8 Max Horz2=7(load case 4) Max Uplift2=-36(load case 3), 4=36(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2-0/36, 2-3=1202/31, 3-4=-1202/31, 4-5=0/36 BOT CHORD 2-6-0/1063, 4-6=0/1063 WEBS 3-6=16/300 BRACING TOP CHORD Sheathed or 5-8-8 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip Increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard 4QP QF:�S�iq,�-s a m CT. ..._ C 041.433 : a,< ;-:.- -- - March 8,2007 ® wAluirmG . 9 -uv design Parameters and READ RU7E8 olr 7ma ARD nvcLmED AU7zz Rz"muPCE PAGE MU 7473 RRenRR UM 3x6 = Design valid for use only with MTek connectors. This design Is based only upon parameters shown, and Is for an Indh4dual building component. 1.5x4 II is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibB6y of the �,Te k erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding P - 3x6 = 7777 Greenback Lena, Suite 109 GreenbackLane.Su 1012 Citrus CA. 10.0-12 7514 7514 { 14-11-12 7514 Plate Offsets KY): 13:0-3-0.0-2-81 LOADING (psf) SPACING 2-0-0 CSI DEFL In (loc) Wall Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.45 Vert(LL) 0.06 2-6 >999 240 MT20 220/195 TCDL 20.0 Lumber Increase 1.25 BC 0.34 Vert(TL) -0.13 4-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.02 4 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight 50 lb LUMBER TOP CHORD 2 X 4 DF No.1&Btr G BOT CHORD 2 X 4 DF No.1&BU G WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 2=762/0-3-8.4=762/0-3-8 Max Horz2=7(load case 4) Max Uplift2=-36(load case 3), 4=36(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2-0/36, 2-3=1202/31, 3-4=-1202/31, 4-5=0/36 BOT CHORD 2-6-0/1063, 4-6=0/1063 WEBS 3-6=16/300 BRACING TOP CHORD Sheathed or 5-8-8 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip Increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard 4QP QF:�S�iq,�-s a m CT. ..._ C 041.433 : a,< ;-:.- -- - March 8,2007 ® wAluirmG . 9 -uv design Parameters and READ RU7E8 olr 7ma ARD nvcLmED AU7zz Rz"muPCE PAGE MU 7473 RRenRR UM Design valid for use only with MTek connectors. This design Is based only upon parameters shown, and Is for an Indh4dual building component. ' Applicability of design pammenters and proper incorporation of component is responsibility of buikling designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibB6y of the �,Te k erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding P - fabrication, quality control, storage. derrvery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component 7777 Greenback Lena, Suite 109 GreenbackLane.Su Safety Information available from Tniss Plate Institute. 583 D'Onofrb 0&e. Madison, w153719. _ Citrus CA. m w 0 =� Z ��w Oo ; 'ag o m �- o rn T o r Z N ZO D o m xo•>mo �Ln "C) c `m N.D o CD G7 N v 0 rn' fm= WALL THICKNESS�__j� NOTES: "T''PER SCHED­-__�l' 1. WATER PROOFING AND DRAINAGE > r 1 1/2" CLR CO3 BY OTHERS _u �V z m1 AST ;u G) 0 W 2. WALL MAY NOT PERFORM AS MASONRY WALL INTENDED AND MAY FAIL UNLESS THICKNESS "T" WITH #4 STRICT ADHERENCE IS MAINTAINED AT 16" O.C. HORIZ., (2) IN ALL ASPECTS OF DETAIL #4 AT 16" O.C. HORIZ. REQUIREMENTS AT 12" WALL-------_ 3. SEE INSET DETAIL FOR REINF SHEAR PIN PER SCHED. PLACMENT FOR 12" THICK '`_8" EMBEDED INTO ET EPDXY —� MASONRY WALL 5'-0" 8" ASV— SV— fm= 1.5 KSI ,_ fir- 60 KSI �� W � CONSTRUCTION JOINT, ROUGHEN RESTRAINED WALL FOOTING SCHEDULE C SURFACE 1/4" AMPLITUDE, ® > r 1 1/2" CLR CO3 -D \ _u �V z m1 AST ;u G) 0 W C #4 AT 24" O.C. ®®®© AST �- #4 AT9"O.C. SHEAR PIN ® 4'-0" 3" CLR 2'-3" 0'-llm #4 AT 16" SHEAR PIN PER SCHED. 2 12) '`_8" EMBEDED INTO ET EPDXY —� B 2 ,,-MAX SLOPE i MY P4- 1,v f«tib i MAXY I 11 ITPF2" MAS #4 16" 0 w W II x U C W 12" WALL ROUGHEN SURFACE LAVA CAP LANDSCAPE RETAINING WALL NO SCALE. 20 : ; ruq D. Z No. S 4732 `^ x9 Exp. 6/30tb v OF ral 1E���\� CT 2 6 2006 S3JiA2I�S ,LIIT�?:F:'�^3A3Q aj ma RESTRAINED WALL FOOTING SCHEDULE * SEE NOTE 3 H T B C ASV AST SHEAR PIN 4'-0" 8" 2'-3" 0'-llm #4 AT 16" #4 AT 12" 2 12) #5 AT 24 O.C. 5'-0" 8" 3'-0" V-2" #4 AT 16' #4 AT 12" 2 #5 AT 24 O.C. 6'-0" 8" 3'-6" V-2" #5 AT 16" #5 AT 12" #5 AT 12 O.C. 7'-0" 10" 3'-9" 1'-4" #5 AT 8 #5 AT 12 2 #5 AT 12 O.C. 8'-0" 12"* 4'-9" 1'-9" #5 AT 16" #5 AT 12" 2 #5 AT 12 O.C. 9'-0" 1 12"+ 1 5'-6" 1 V-9-1 #5 AT 8" #5 AT 12" 2 #5 AT 12 O.C. LANDSCAPE RETAINING WALL NO SCALE. 20 : ; ruq D. Z No. S 4732 `^ x9 Exp. 6/30tb v OF ral 1E���\� CT 2 6 2006 S3JiA2I�S ,LIIT�?:F:'�^3A3Q aj ma e 9 H 21 Cantilever Retaining Wall Design VerTech Engineering Project: Cummings Residence Date: 10/9/2006 Comments: T Yard Retaining Wall Date: 10/9/2006 Input Width Unit. Wall 10.0 in Weight Footing 3.75 ft (pcf) Key 0.0 in 150 18.0 in Load Vertical Load at top of wall (k) 0.0 Moment at top of wall (k -ft) 0.0 Add'I Hor. Load 1 (k) -1.4 Add'I Hor. Load 2 (k) 0.0 Add'I Hor: Load 3 (k) 0.0 Add'1 Hor. Load 4 (k) 0.0 Add'I Hor. Load 5 (k) 0.0 Uniform Surcharge (psf) 0.0 Active Soil -Eq. Fluid Wt. (pcf) 50 Passive Soil - Eq. Fluid (pcf) 0 Passive Soil - Uniform (psf) 0.0 Sliding Friction Coeff. 0.70 Output Overturning Safety Factor Sliding Safety Factor Toe Soil Bearing Heel Soil Bearing Soil Pressure Length Moments : Wall Mom. @ Base of Wall Toe Moment Heel Moment (Positive = Right hand Rule) 1.68 1.84 1.44 ksf 0.02 ksf 3.75 ft 0.0 ft 0.0 ft 0.0 ft 0.0 ft 0.0 ft 0.0 ft 7.0 ft 0.0 ft 0.0 ft 2.86 kip - ft 1.15 kip -ft 0.88 kip - ft xbar ft 1.75 1.88 0.50 xbar 1.75 1.75 Wt: 110 ybar ft 3.50 -0.75 -1.50 ybar 7.00 7.00 0.00 0.00 0.00 0.00 0.00 0.00 pcf -� LSur H abv TOF TOF x,y=0 iii= mz 0.65 Unit. Weight Height/Depth (pcf) 7.0 ft 150 18.0 in 150' 0.0 in 50 Height 1.68 1.84 1.44 ksf 0.02 ksf 3.75 ft 0.0 ft 0.0 ft 0.0 ft 0.0 ft 0.0 ft 0.0 ft 7.0 ft 0.0 ft 0.0 ft 2.86 kip - ft 1.15 kip -ft 0.88 kip - ft xbar ft 1.75 1.88 0.50 xbar 1.75 1.75 Wt: 110 ybar ft 3.50 -0.75 -1.50 ybar 7.00 7.00 0.00 0.00 0.00 0.00 0.00 0.00 pcf -� LSur H abv TOF TOF x,y=0 iii= mz 0.65 V Cantilever Retaining Wall Design VerTech Engineering Project: Cummings Residence Comments: 8' Yard Retaining Wall Date: 10/9/2006 Input Width Unit Wall 12.0 in Weight Footing 4.75 ft (cf Key 0.0 in 150' 18.0 in Load Vertical Load at top of wall (k) 0.0 Moment at top of wall (k -ft) 0.0 Add'I Hor. Load 1 (k) -1.4 Add'I Hor. Load 2 (k) 0.0 Add'I Hor. Load 3 (k) 0.0 Add'I Hor. Load 4 (k) 0.0 Add'I Hor. Load 5 (k) 0.0 Uniform Surcharge (psf) 0.0 Active Soil -Eq. Fluid Wt. (pcf) 50 Passive Soil - Eq. Fluid (pcf) 0 Passive Soil - Uniform (psf) 0.0 Sliding Friction Coeff. 0.70 Output Overturning Safety Factor Sliding Safety Factor Toe Soil Bearing Heel Soil Bearing Soil Pressure Length Moments : Wall Mom. @ Base of Wall Toe Moment Heel Moment (Positive = Right hand Rule) 1.90 1.80 1.49 ksf 0.11 ksf 4.75 ft 0.0 ft 0.0 ft 0.0 ft 0.0 ft 0.0 ft 0.0 ft 8.0 ft 0.0 ft 0.0 ft 4.27 kip - ft 1.95 kip - ft 1.69 kip - ft xbar ft 2.25 2.38 0.50 xbar 2.25 2.25 Wt: 110 Date: 10/9/2006 ybar ft 4.00 -0.75 -1.50 ybar 8.00 8.00 0.00 0.00 0.00 0.00 0.00 0.00 pcf 1I -Sur H abv TOF TOF x,y=0 �i� mz 0 0.65 -� Unit Weight Height/Depth (cf 8.0 ft 150' 18.0 in 150' 0.0 in 50 ' Height 1.90 1.80 1.49 ksf 0.11 ksf 4.75 ft 0.0 ft 0.0 ft 0.0 ft 0.0 ft 0.0 ft 0.0 ft 8.0 ft 0.0 ft 0.0 ft 4.27 kip - ft 1.95 kip - ft 1.69 kip - ft xbar ft 2.25 2.38 0.50 xbar 2.25 2.25 Wt: 110 Date: 10/9/2006 ybar ft 4.00 -0.75 -1.50 ybar 8.00 8.00 0.00 0.00 0.00 0.00 0.00 0.00 pcf 1I -Sur H abv TOF TOF x,y=0 �i� mz 0 0.65 -� Cantilever Retaining Wall -Design VerTech Engineering Project: Cummings Residence Comments: 9' Yard Retaining Wall Date: 10/9/2006 Input Width Unit Wall 12.0 in Footing 5.50 ft Key 0.0 in 18.0 in Load Vertical Load at top of wall (k) 0.0 Moment at top of wall (k -ft) 0.0 Add'I Hor. Load 1 (k) -1.4 Add'I Hor. Load 2 (k) 0.0 Add'1 Hor. Load 3 (k) 0.0 Add'I Hor. Load 4 (k) 0.0 Add'I Hor. Load 5 (k) 0.0 Uniform Surcharge (psf) 0.0 Active Soil -Eq. Fluid Wt. (pcf) 50 Passive Soil - Eq. Fluid (pcf) 0 Passive Soil - Uniform (psf) 0.0 Sliding Friction Coeff. 0.70 Output Overturning Safety Factor Sliding Safety Factor Toe Soil Bearing Heel Soil Bearing Soil Pressure Length Moments : Wall Mom. @ Base of Wall Toe Moment Heel Moment (Positive = Right hand Rule) 1.86 1.61 1.50 ksf 0.07 ksf 5.50 ft 0.0 ft 0.0 ft 0.0 ft 0.0 ft 0.0 ft 0.0 ft 9.0 ft 0.0 ft 0.0 ft 6.08 kip - ft 3.48 kip - ft 1.86 kip - ft xbar ft 2.25 2.75 0.50 xbar 2.25 2.25 Wt: 110 Date: 10/9/2006 ybar ft 4.50 -0.75 -1.50 ybar 9.00 9.00 0.00 0.00 0.00 0.00 0.00 0.00 pcf -� LSur H abv TOF TOF x,y=0 Via= mr 0.65 Unit Weight Height/Depth Jc Z 9.0 ft 150. 18.0 in 150 0.0 in 50 Height 1.86 1.61 1.50 ksf 0.07 ksf 5.50 ft 0.0 ft 0.0 ft 0.0 ft 0.0 ft 0.0 ft 0.0 ft 9.0 ft 0.0 ft 0.0 ft 6.08 kip - ft 3.48 kip - ft 1.86 kip - ft xbar ft 2.25 2.75 0.50 xbar 2.25 2.25 Wt: 110 Date: 10/9/2006 ybar ft 4.50 -0.75 -1.50 ybar 9.00 9.00 0.00 0.00 0.00 0.00 0.00 0.00 pcf -� LSur H abv TOF TOF x,y=0 Via= mr 0.65 r ut AND WHEN RECORDED MAIL TO: BUTTE COUNTY BUILDING DIVISION 7 COUNTY CENTER DRIVE, OROVILLE, CA 95965 +_r. riri_ riri�i Recorded I Official Records I County of I Butte I CANDACE J. 6RUBBS I County Clerk-Recorderl I I 010:5M 31 -Jan -2006 I REC FEE 13.00 CONFORMED COPY 2.00 DD Page 1 of 3 AGRICULTURAL STATEMENT OF ACKNOWLEDGMENT FOR RESIDENTIAL DEVELOPMENT Section 26-8 of the Butte County Code required this acknowledgment to be recorded prior to issuance of a building permit. The property described herein is adjacent to land or included within an area zoned for agricultural purposes, and residents of this property may be subject to inconveniences or discomfort from the use of agricultural chemicals, including, but not limited to herbicides, pesticides, and fertilizers; and from the pursuit of agricultural operations including, but not limited to cultivation, plowing, spraying, pruning, and harvesting which occasionally generate dust, smoke, noise, and odor. Butte County has established agricultural purposes and residents within said zones and on adjacent property should be prepared to accept such inconvenience or discomfort from normal, necessary farm operations. All that real property situate in the County of Butte, State of California, described as follows: Sep a--1achecA Date State of California County of Schee ul e C TY O /�.�T�S�ct� �✓dNiE� On _SD G, before me, personally appeared aa personally known to me (or proved to me on the basis of satisfactory evidence) to be the. rson(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and that by his/her/their signature(s) on the instrument, the person(s) or the entity upon behalf of which the person(s) ac executed tbj9 instrument. WITNESS m and nd offic' seal. Signature Seal: C• MCCARTY U*&NOTARY COMM. t 1553255 PUBLIC -CALIFORNIA COUNTY OF BUTTEA.P. #/'—� omm. Expires March 9, 2009" OH- MR j-I _ SCHEDULE C Office File No.: 00213562W2 , Polic _No.:. CL -1519-.1229633 THE LAND REFERRED TO HEREIN IS DESCRIBED AS FOLLOWS: ALL THAT CERTAIN REAL PROPERTY SITUATE IN THE COUNTY OF BUTTE, STATE OF CALIFORNIA, DESCRIBED AS FOLLOWS: PARCEL I: LOT 19, AS SHOWN ON THAT CERTAIN MAP ENTITLED, "ROCKY BLUFFS SUBDIVISION, PHASE I, WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF'CALIFORNIA, ON NOVEMBER 13,190, IN BOOK 126 OF MAPS, AT PAGE(S) 60, 61, 62, 63, 64 AND 65. AP NO. 011-680-019 PARCEL II: AN ACCESS EASEMENT TO THE SEWAGE FACILITIES OF THE COUNTY SERVICE AREA NO. MOVER A PORTION OF SECTION. 4, TOWNSHIP 21 NORTH, RANGE 2 EAST M. D. B. & M., AS DESCRIBED IN THE EASEMENT DEED RECORDED OCTOBER. 26,1983, IN BOOK 2878, PAGE 588, OFFICIAL RECORDS. PARCEL III: A 30 FOOT WIDE ACCESS EASEMENT TO THE SEWAGE FACILITIES OF THE COUNTY SERVICE AREA NO. 21 OVER A PORTION OF SECTION 4, TOWNSHIP 21 NORTH, RANGE 2.EAST, M. D. B. & M., AS DESCRIBED IN EASEMENT DEED RECORDED OCTOBER 26,A 983, IN BOOK 2878, PAGE 592, OFFICIAL, RECORDS. PARCEL IV: A 30 FOOT WIDE ACCESS EASEMENT TO THE SEWAGE FACILITIES OF THE COUNTY SERVICE AREA NO. 21 OVER A PORTION OF SECTION 3, TOWNSHIP 21 NORTH, RANGE 2 EAST, M. D. B. & M., AS DESCRIBED IN THE EASEMENT DEED RECORDED OCTOBER 26, 1983, IN BOOK 2878,.PAGE 595, OFFICIAL RECORDS. v PARCEL V: A 30 FOOT WIDE ACCESS EASEMENT TO THE SEWAGE FACILITIES OF THE COUNTY SERVICE AREA NO. 21 OVER A PORTION OF SECTION 3, TOWNSHIP 21 NORTH, RANGE 2 EAST, M. D. B. & M., AS DESCRIBED IN THE EASEMENT DEED RECORDED OCTOBER 26, 1983, IN BOOK 2878, PAGE 598, OFFICIAL RECORDS. PARCEL VI: A 6 FOOT FENCE EASEMENT OVER LOT 10, AS SHOWN ON THAT CERTAIN MAP ENTITLED, "ROCKY BLUFFS SUBDIVISION, PHASE 1", WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY' OF BUTTE, STATE OF CALIFORNIA, ON NOVEMBER 13, 1992, IN BOOK 126 OF MAPS, AT PAGE(S) 60, 61, 62, 63, 64 AND 65. PARCEL VII: THOSE CERTAIN STORM DRAIN EASEMENTS OVER LOTS 12 THRU 15 AND 17 THRU 20, AS SHOWN ON THAT CERTAIN MAP ENTITLED, "ROCKY BLUFFS SUBDIVISION, PHASE I", WHICH MAP WAS RECORDED OFFICE OF THE RECORDEROF THE COUNTY OF. BUTTE,CALIFORNIA, ON NOVEMBER 13, 1992, IN BOOK 126 OF MAPS, AT PAGE(S) 60, 61, 62, 63, 64 AND 65. ALTA SCHEDULE C (CONTINUED) Office File No.: 00213562-002 Policy No.:. CL -1519- 122933 EXCEPTING THEREFROM ALL THAT PORTION LYING WITHIN THE BOUNDS OF PARCEL I, DESCRIBED HEREIN. PARCEL VIII: A MAIL BOX AREA EASEMENT OVER LOT -1, AS SHOWN ON THAT CERTAIN MAP ENTITLED, "ROCKY BLUFFS SUBDIVISION, PHASE I", WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON NOVEMBER 13,1992, IN BOOK 126 OF MAPS, AT PA'GE(S) 60, 61, 62, 63, 64 AND 65. PARCEL IX: NON-EXCLUSIVE EASEMENTS FOR INGRESS, EGRESS, SUPPORT, STORM DRAINAGE, WATER SYSTEM AND SEWERAGE SYSTEM OVER COMMON AREA LOTS A AND A-1, AS SHOWN ON THAT CERTAIN MAP ENTITLED, "ROCKY BLUFFS.SUBDIVISION, PHASE I, WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON NOVMEBER 13, 1992, IN BOOK 126 OF MAPS, AT PAGE(S) 60, 61, 62, 63, 64 AND 65. ALTA BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT 24 HOUR INSPECTION #: (530) 538-7636 (OROVILLE) (530) 891-2834 (CHICO) OFFICE #: (530) 538-7541 BPO53073 PERMITS BECOME NULL AND VOID 1 YEAR FROM THE DATE OF ISSUANCE, OR IF WORK IS DONE IN VIOLATION OF ANY COUNTY OR STATE LAWS. LICENSED CONTRACTORS DECLARATION /Ifhereby affirm under penalty of perjury, that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of Issued Date: 03/17/2006 APN: 017-300-019-000 the Business and Professions Code, and my license is in full force and effect. License Class : GS License Number: 003 n ��� A� Date: 3 L Contractor: I`�ge4c� KS�C i Site Address: 167 EAGLE NEST DR CHI Map Index: OWNER -BUILDER DECLARATION . I hereby affirm under penalty of perjury that I am exempt from the Description: NSF(4976), GAR(1193), COV(881) Contractors' State License Law for the following reason (Sec. 7031.5 Business and Professions Code: Any city or county which requires a permit to construct, alter, improve, demolish, or repair any structure, prior Owner: CUNNINGS ARTHUR D to its issuance, also requires the applicant for such permit to file a signed statement that he or she is licensed pursuant to the provisions of 1750 DAYTON RD the Contractor's State License Law (Chapter 9 commencing with Section CHICO, CA 7000) of Division 3 of the Business and Professions Code) or that he or 95926 she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penally of not more than five hundred dollars ($500).): ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an Applicant: HILL & ASSOCIATES, ROBERT T. owner of property who builds or improves thereon, and who does such work himself or herself or through his or her own employees, provided that such improvements are not intended or offered for 199 E. SHASTA AVE sale. If however, the building or improvements are sold within one CHICO, CA 95973 year of completion, the owner -builder will have the burden of proving that he or she did not build or improve for the purpose of 530-891-4280 Sale.). RHill@Sunset.net ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code. The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, Contractor: HILL & ASSOCIATES, ROBERT T. and who contracts for such projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). 199 E. SHASTA AVECH ❑ I am Exempt under Article 3 of the Business and Professions Code ICO, CA 95973 Date: owner: 530-891-4280 RHIII@Sunset.net WORKERS' COMPENSATION DECLARATION License M 377409 I hereby affirm under penalty of perjury one of the fallowing declarations: ❑ I have and will maintain a ce[tificate of consent to self -insure for workers' compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. Architect:: ❑ I have and will maintain workers' compensation insurance, as Engineer: HUBLEY, MICHAEL D. required by Section 3700 the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier: S7� P'� r, n� Total Square Ft: 7050 S.F. Policy #: Z?2 ors I Valuation: $366,168.00 ❑ I certify that in the performance of the work for which this permit.is i Census Code: issued, I shall not employ any person in any maner'so 'as to become subject to the workers' compensation laws of California, 51 and agree that if I should become subject to the workers' compensation provisions of Section 3700 of the Labor Code, I shall t—j forthwith comply with those provisions. i 11-15-06 Date: Applicant: $ 17 ) 135 .WARNING: Failure to secure workers' compensation coverage is �=�LI QI CDI CP wunlawful, and shall subject an employer to criminal penalties and one hundred thousand dollars ($100,000), in addition to the cost of��-Q� compensation, damages as provided for in Section 3706 of the Labor y code, interest, and attorney's fees. llV CONSTRUCTION LENDING AGENCY This permit is hereby issued under the applicable provisions of the Butte County Code and/or__ I hereby affirm that there is a construction lending agency for the Resolutions o do work indicated ove 6 r which fees have been paid. performance of the work for which this permit is issued (Sec 3097 Civ.) Name: By: Date: PERMIT EXPIRES ON: am Address: (Date) ❑ I hereby certify that the use of this facility shall comply with Sections 25505, 25533, and 25534 of the California Health and Safety Code, which regulate the storage, handling and use of hazardous materials. I ❑ Notification in accordance with Section 19827.5 of California Health 8, Safety Code is not applicable to the scheduled construction of this project. ❑ Attached are copies of the required E.P.A. notification forms. I hereby certify that I have read this application, that the above information is correct, and that I am the owner or the duly authorized agent of the owner. I agree to comply with all county and state laws relating to building construction. I acknowledge it is unlawful to alter the substance of a7l official form or do ment of Butte County. I hereby authorize represeQkaatives of Butte ounty to enter upon the above mentioned property for inspection purposes. Print Name: l�O�NJr?k�l Signature: Date: ❑ Owner ❑ Contractor ❑ Agent for OwnerA�7 gent for Contractor B. C. Building Permit 01-16-04 pg 1 �IJT BUTTE COUNTY o " O DEPARTMENT OF DEVELOPMENT SERVICES O o BUILDING PERMIT APPLICATION o o AND SUBMITTAL REQUIREMENTS o _. .r p 24 HOUR INSPECTION#: OROVILLE: (530) 538-7636 • CHICO: (530) 891-2534 o='=�'�' o OFFICE #: (530) 538-7541 .� A FEE WILL BE REQUIRED AT TIME OFAPPLICATION Website: www.buttecounty.net/dds **PLEASE PRINT CLEARLY** OWNER INFORMATION CONTRACTOR Last Name ('.., First Name ,A 1 Address _ -1�Vj City �,l C� State C4, Zi' CI Phone ,_ Fax E-mail E -mail E-mail Lic. #3 � iGy1 1(1–C APPLICANT INFORMATION CONTRACTOR Name I Address N1 �;&L49-fwq /A,6 City Fax State G4- I Zip '75 17 Phone ftl-4-�o Fax Bgl—t1 32 4- E-mail E -mail g G O Lic. #3 � Cis G APPLICANT INFORMATION ARCHITECT/ENGINEER Name V'393 State Address P4 Fax CityC D State G4Zip �Sg Phone g G O Fax E-mail State License Number APPLICANT INFORMATION Name Address City State Zip Phone Fax E-mail APPLICANT SIGNATURE X For office use only: Zoning Property Address `G Flood Zone IX I SRA I Yes No Occ. Type Const. Subdivision Name Map Book Page Lot # Planner Date Approved: f'%.ir-m MMn1110C11ACA1TQ PERMIT NO. BPO 53M3 BIN # PROJECT LOCATION AP# 01.7-3vo —((9 Property Address `G City &=:Street WORKER'S COMPENSATION Policy Number 1Z2'� I Carrier 'i / �c If hiring anyone other than license contractors, a certificate of worker's compensation must he shown at the time of permit issuance. LENDING AGENCY Name Address Description or Scope of Work: Sq FT- Living i q7(, Garageilqb Open Cove%$ ❑ Structure Built without Permits ❑ Proposed Change of Occupancy (Note previous use): EXPIRATION OF APPLICATION Applications for which a permit has not been issued will expire one year after the date of application. In order to renew action on an application after expiration, a new application, plans and fee will be REQUEST FOR REFUNDS Refunds can only be made upon written request by the person who paid the fee. The request must be made prior to the expiration of the permit and no construction work has been done. Filing fees, plan check fees for work plan checked and other department costs are not refundable. Received by: Amount: I q 3ti .56 Bldg 2-M A10 SRA Receipt M W511 Sheriff SMIP Date: j 1- ►G 'OS c other 9q J1 Total COUNTY OF BUTTE -DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING DIVISION 7 County Center Drive, Oroville, CA .95965 Phone (530)538-7541 Fax (530)538-2140 PERMIT APPLICATION DATA SHEET OWNER: e u m all QS ASSESSOR PARCEL NUMBER 017-A00-011 Proposed Building Use: NSF Nv61101, Permit Technician: K-6. Date: ItSms required in ordgqo apply for a permit. All boxes MUST be checked OR marked NA in order to apply. 'IN 1. Site planst,,Ur 4 sets, signed by the preparer of the plans. )Er� 2. -Complete plans, 3 or 4 sets, signed by the preparer of the plans. ❑� _ 3. Engineered plans, 3 or 4 sets, with wet signature on plans AND 2 sets of stamped and signed calculations. 4. Engineered truss details and layouts in duplicate. No faxesl 106 5. Letter from Engineer or Architect for truss'design review. 6. Energy compliance design and supporting documentation in duplicate. ❑ 7. Statement of Intent for Non=heated and A/C for Non -Residential Buildings. ❑ 8. Manufactured homes: (A) Installation manual, including marriage line info, (C) Floor Plan, (D) Tie down or find plans, all in duplicate. ❑ 9. Metal bldgs: (A) Metal Bldg Plans, (B) Find plans and calcs in triplicate, (C) Elevations in triplicate. (D) Floor plans in triplicate. All of these must be stamped and.wet-signed by the engineer. ❑ 10. Flood Elevation Certificate, wet -stamped and signed, in duplicate. ❑ 11. Hazardous Material Form 12. Acknowledgement of building permit application without required clearances. 13. Other En lirrre� Structtlrn) Cnlrtdla nnC ih Mmaini g . ems needed to issue the permit. (May require additional plan review upon receipt of the following items.) manitation and site plan approval from the Environmental Health Department in ❑ Chico ❑ Oroville, as applicable ❑ . 15. Fire Sprinklers............................................................................................ ❑ _ 16. Agricultural Buffer clr and site plan apr from the Ag Commissioner Sent by ❑ 17. Soils Report and/or Engineered Foundation required ........................................... 18. Erosion Control Plan Required .................................. ...................................... �1 Fees as shown on the attached Schedule of Fees Due Sheet .............................. -4.0 Q City of Chico Plumbing permit........................................................................ o- 21. Site plan and business license approval from the QW of Biggs .............................. 22. California Department of Forestry plan approvals❑ paid. Sent by: ............. 11 23. Planning approval for (A) Use: (B) Parking: (C) Parcel Check :............ a ❑ 24. Contact Land Development about _ Improvements, _ Drainage ........................ `❑/ 25. Fire Marshall Review (commercial projects only). Sent by: ......................` SN26. NPDES Form............................................................................................. EVA %427. Encroachment Permit for driveway from the Public Works Dept ........................... ❑ 28. Contractor's license information. (Number, Name Style, Classification) ................... ❑ .29. Worker's Compensation Carrier and Policy Number .......................................... ❑ 30. Owner -Builder Verification ( _ Given to owner, _Mailed to owner) ..................... 31. Letter of Signature authorization.................................................................... 32. Recorded copy of Agricultural Acknowledgment Statement... .............................. ❑ 33. Existing violations and/or expired permits......................................................... ❑ 34. Deed Restriction.......................................................................................... ❑ 35. ❑ Legal description, ❑ M.H. Title, title search, registration or MCO ......................... ❑ 36. Other: ❑ 37. Other: - q 2S0 Conyeacilbr and hold for pickup. When issued Telephone �q 1 - I have been informed of the above items and requirements for obtaining a building permit. Applicant: har, Date: 011 (01O f 1. Index permit application for the above items numbered: Plan Check Letter �ractor, ems required hh �cn signer, owner, was advised of the above data by phone, ❑ mail, ❑ counter, by ate: U signer, owner, was advised of the -above data by ❑ phone, ❑ mail, ❑ counter, by Date: Contractor, designer, owner, was advised of the above data by ❑ phone, ❑ mail, ❑ counter b Date: Plans reviewed by: Date: Plans approved by: Date: Structural reviewed by: Date: 11470h Structural approved by: Date: Note transfer.by: Date: Yellow: Building Division K/Building/Plan Check/Data Sheets/data sheet page 2 9.27.05 Y Plot Plan Attedted Floor Plan Atladied Sent to BD1DS TO: Building Division = Development Services FROM: Environmental Health SUBJECT: Sanitation Clearance P161, Cvh?�,n� s Lo -f- l `7 �fi X31 +-7oG-o��° Owner Location AP# Plan Approved for: Sewage Disposal: Water Supply: Public Private Well Clearance for X dwelling. Other A601-, tIA Hold final for: Final clearance O.K. for: NOTE: Wvironmental Health Specialist Building Clearance 9/2005 Date BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 COUNTY CENTER DRIVE, OROVILLE, CA 95965 www.buttecountV.net/dds PHONE (530) 538-7541 FAX 538-2140 RECEIPT OF FEES SCHEDULE - RESIDENTIAL Owner CUMMINGS APN No: 017-300-019 Application Date 11/16/2005 Permit No: BP 5-3073 1 BUILDING PERMIT FEES ESTIMATED AT APPLICATION $4,836.40 7938.531 Plan Check portion of Permit Fee $1,934.56 2 FEMA Flood Elevation Review $109.98 0 3 RYes SRA' Yes Fire Plan Check - Non -Refundable $95.00 $95.00 DRAINAGE FEES* (State Responsibility Area) Building Inspection $109.98 $109.98 CHICO STORM DRAINAGE MASTER PLAN NON-REFUNDABLE portion of fees due at application $2,029.56 1 1771 Comanche Creek FEES DUE AND PAYABLE AT TIME OF PERMIT APPLICATION 4 SMTP* - Strong Motion Instrumentation Program (Enter amount from permit system) 5 Additional Plan Check Fees (NON-REFUNDABLE) 6 Other*: 6a Other*: FEES (BELOW) DUE PRIOR TO ISSUANCE OF PERMIT 7 IMPACT FEES - RESIDENTIAL' 1perDweiiingIPer Dwelling 1. JPerDwelling MFD I x Applications After 2/14/05 ,c1 1 SFD Ia I MH County 1 4096.871 3071.141 3117.43 8 9a 10 10a Chico Urban Area 1 5372.091 3995.45 EI Medio Fire District 1 3128.311 2297.77 North Chico Specific Plan SR -1, SR -3, SR-1/PD 7938.531 6757.08 �c R-1 0 o R-2 R-3 8031.53 7541.531 6780.531 6850.08 360.08 5599.08 Processing Fee is automatically added to impact fee total 1 WATER TENDER FEE (Not collected when Impact Fees Applicable) Enter Bat.# DRAINAGE FEES* CHICO STORM DRAINAGE MASTER PLAN 770 Butte Creek 1 1771 Comanche Creek New construction, vacant land, on 1 acre or less - Enter 1 or less acre value 772 Little Chico Creek 773 Big Chico Creek 774 Lindo Channel 775 SUDAD Ditch 776 Mud -Sycamore Creek PV Ditch 2326. RECEIPT DATE Tech/Asst 2901.84 J y gfnl(^ 3� K _I7.ourtni RECEIPT $2,139.54005CH $36.62 DATE Tech/Asst 11/15/05 Kourtni 7633.49 7726.49 7236.49 6475.49 RECEIPT D�Aj�T�E/ Tech/Asst $100.00 $4,196.87 $200.00 $7,736 8,069 $8,792 $6,596 $8,139 $6,975 $6,070 RECEIPT DATE Tech/Asst $8,603 More than 1 acre, existing buildings - fees to be assessed by Public Works Fee Determination Sheet Needed - Enter amount determined by PW THERMALITO DRAINAGE AREA 1 $652 Maximum Per each new living unit on existing lots where full drainage fees have not been paid Temporary Dwelling 1 $130 At time of building permit $130 annual renewal fee for first 4 renewals. Not to exceed $652. PROOF OF PAYMENT OF FEES (BELOW) MUST BE RECEIVED PRIOR TO check is completed for applicant to take to respective district office. 11 SCHOOL DISTRICT FEES' I Chico Unified School District 062 11a RECREATION DISTRICT FEES' JChico E OF PERMIT. Forms will be prepared after plan At the time of permit application, I was advised the above fees are required to be paid prior to issuance of the permit. These fees may be changed during the plan checking process. Applicant: �/ �i/1/�� M Date: G Q� Pursuant to Government code Section 66020, you are hereby notified those Items followed by an "" may have been imposed n your project. You have 90 days from the date of approval of the porject or from the impostion of the above referenced items during which you may protest. The requirements for a protest are specified in Goverment Code Section 66020(a). K:/Building/Forms/Schedule of Receipt Fees Residential 1105 i1 SITE PLAN REVIEW APPLICATION Date: Z. ` `' AP# �1- 3 C C) 0 Permit Number (if applicable) S ^ U Bin Number APPLICANTINFORMATION Parcel Size: cMn Owners Name: - Cu Ai m (^ S ( J akA Owners Address: I `C7it;- C_ d�� �' l� ct� C �� C. Telephone No.: Site Address: �; CCyV`_-e_ Proposed Use: Residential f4New Single Family Residential ` ❑ Single Family Addition ❑ Single Family Remodel ❑ Mobile Home ❑ Residential Accessory ❑ Permanent Second Dwelling ❑ Temporary Mobile Home (Aunt Minnie) ❑ Temporary Travel Trailer ❑ Multi -family Non-residential ❑ New Commercial ❑ Commercial Addition ❑ New Industrial ❑ Industrial Addition Other ❑ Septic ❑ Agricultural Exempt Building ❑ Other: Brief Explanation/Issue: ❑ Commercial Remodel ❑ Industrial Remodel ❑ Well ❑ Agricultural Buffer Form Zone:— I GP: �✓� (6tq DEVELOPMENT SERVICES INFORMATION (For Staff Use) [:Approved El conditionally Approved Resolve Problems Prior to Approval ❑ Resolved By e0441J2 - Date ALL ITEMS CHECKED APPLY TO THE PROPERTY Parcel Is In: ❑ Williamson Act Minimum Acreage: ❑ Residence can be built per contract ❑ Watershed Protection Overlay Zone SRA - (CDF to determine specific requirements) 100 -Year Flood Plain: • Flood Zone: • Flood Panel No.: Index Date: ❑ Sacramento River Reclamation District (Approval must be obtained from the California Reclamation Board) ❑ Feather River Reclamation District (Approval must be obtained from the California Reclamation Board) ❑ North Chico Specific Plan ❑ Chapman/Mulberry ❑ Cohasset Area Use Requires: ❑ Use Permit ❑ Variance ❑ Agricultural Worker Affidavit ❑ Administrative Permit ❑ Minor Use Permit ❑ Minor Variance Zoning: P-1 Applicable Building Setbacks: General Plan: WL -- ❑ Setbacks identified on site Plan. ❑ CDF approval needed for encroachments into SRA setbacks. ❑ Use Permit/Minor Use Permit Permit Number: Date of Approval: 2 �j Zoning Code Streets & Highways Fire Prevention Subdivision Map Front as Side 5- Side Street Rear Height Waterway N/A N/A N/A ❑ Setbacks identified on site Plan. ❑ CDF approval needed for encroachments into SRA setbacks. ❑ Use Permit/Minor Use Permit Permit Number: Date of Approval: 2 �j Parcel Created By: Deeds: Date of Creation: Legal Access Provided: ❑ No ❑ Yes Deed of Reference: Legal Access Required ❑ No ❑ Yes Parcel Frontage on Publicly Maintained Road: ❑ No ❑ Yes, Road Name: Complies with County Standards for Deed Creation:❑ No ❑ Yes Comments: ❑ Parcel Deemed to be legal ❑ Verify Legal Parcel ❑ Verify Legal Access ❑ Provide Deed of Creation ❑ Obtain a Certificate of Compliance ❑ Obtain a Merger ❑ Obtain a Lot Line Adjustment ❑ Construct road to: ❑ Meet Parcel size required by zone ❑ Meet current Environmental Health Department requirements Subdivision Map/Parcel Map: Map Date of Recording: Lot: Book: CC Page: U d S r 3 Butte County Department of Development Services www.buttecounty.netldds 7 County Center Drive Oroville, CA 95965 (530) 538-7601 Telephone (530) 538-7785 Facsimile ADMINISTRATION * BUILDING * PLANNING February 8, 2006 Mr. Dan Cummings 1750 Dayton Road Chico, CA 95928 Subject: Building Permit 05-3073 (APN 017-300-01 ); Dear Mr. Cummings: The Butte County Department of Development Services, Planning Division, has reviewed the submitted permit application, and requires the following revisior to your site plan, or information in order to %,Vll ❑ Llll"l L11V L Creation Deed Site Plan Resubmit — Follow Requirements ® Erosion Control Plan )❑ Setback Conformance ❑ Watershed Protection Zone ❑ Front Yard ❑ Cohasset Specific Plan / ❑ Side Yard ® Subdivision Map Note ❑ Rear Yard ❑ Off -Street Parking; Development Standar ❑ Special Setback or Parcel Limitation ❑ Parking for Specified Use ❑ Federal Aid Road/Arterial ❑ Lot & Landscaping Requirements ❑ Easement ❑ Oak Tree Plan ❑ Subdivision Map Condition/Note ❑ SRA Setback* ❑North Chico Specific Plan — Erosion Control ❑ Fire Sprinklers* / ❑ Notification Only — No Action Required ® Other: Grading Plan Fire sprinklers, and the MA seroacK, notification is for informational purposes, The requested information, or notifi information and submit the required e and #5 on sheet six of Book 126, P between the hours of 8:00 a.m. ar appropriate Department/Division idea Sin ly, hris ey Assistant Planner Cc. VERTECH Robert Hill & Assoc Enc. not requirements Jur t to flitL.Ls LlL—wn ]r. - L.., »..» ....,, ever it will be required for the issuance of building permits. tin, is described on the included hand-outs. Please review the on control/grading plan per required correction on conditions #3 es 60-66. Should you have further questions please contact me 4:00 p.m. Monday through Friday at (530) 538-7603, or the fled in the hand-out. CA, �AD Subdivision Map Note/Condition Map notes and conditions are a normal aspect of a subdivision (final) or parcel map. They generally address state and local law, and specific subjects or issues pursuant, to the map's approval, and selling of the lots. The. notes that apply to this property are indicated, on a separate sheet of paper. Please address requirements of the map note, and please return a site plan or required information to the Planning Division at: Department of Development Services Planning Division 7 County Center Drive Oroville; CA 95965 Mitigation/Condition Notes: ® YSee included sheet(s) of paper Note: If the note has already been addressed on -the site plan, or does not require any action, please use this as information/notification only. " , 010L'fl.®IUM we, un ASSOCIATES, a general partnership, as owners of the land shwa hermon, do hereby state that we are the only persons whose consent is nwassary to pan clear title to said land and we consent to the preparation and recordation of this map. We hereby offer for dedication to the County of Butte for specific purposes the following, 1. INGRESS, MGMESS, SUPPORT, STURN DRAIN, WATER SYSTEM ANI SEWER SYSTEM, An eesmment for ingress, egress, support, ■to= drain, water system And seeder system o"c" across and under Lot A, wblch includes Eagle Neat Drive, Osprey Circle, Red Hawk Lane, Lava Reck Drive, Rocky Bluff Drive and Lot A-1, which is the Comedo. Ares, as shown hereonLOr ues by all Public Utilities, fav Enforoarnt, Fire Protection, welfare, arms Mutual Water Company and other related Public and County Agencies, their vehicles and personnel, Comty service Aron 621 and to all Lot Owners withlr. this Bubdlvlslon and Made appurtenant to said Lots. 2. UTILITY EIISRMBRfI Eaasemnto to Pacific Bell, Pacific Gee A Blectrlc, County service Area 621 end Gran Mutual Water Company for installation, met too—. and repair of all utilities es ahor„ hereon. Easement. to Pacific Bell, Pacific Gas i Blectric, County Service A'ea e21 and Gran Mutual Water Cospany for installation, Malntename and repair of all utilities constructed over, on, nerosa aha under the Public Utility Basements (P.U.E.) end Utility eeeemeats (U. E.) shown hereon, together with the right to trim and roaove se often as neesssary, trees, limbs and brush. 3. IAT A, Lot A Mich includes Eagle Nest Drive, Oe prey Circle, Red Hawk Lane, Lave Rock Drive, Rocky Bluff Drive and Lot A-1, which is the Common Area, as shown hereon will be deaded in fee simple to the Rocky Bluffs Property Owner's Aeeoclation for st'a'te, sanitary sewer, store drainage and other uses as determined to be allweble by said Property Owner's Association. 4. IAT B a LOT B -L Lot B and Lot B-1' as horn hereon will be deeded to Gran Mutual water Company in fee simple. S. LOT C a LOT D, Lot C and Lot D as shown hereon are hereby dedicated to the County of Butt. in fee simple. S. The sanitary sewer easements for pipelines, appurtenance., tanks, ingress end egrsse as sham on the attached mop are Hereby dedieeced to the County of Butte. 7. The one foot no accessstrip as shown on the attached map is hereby dedicated to the County oT Butte in fee simple. ��sMa'r �w-•-• max AS.SOCZEM, a general partnership P.O. Bor 1477 CRico, ... 95927 STATE OF CALIFORNIA) COUNTY OF BUTTE) a. a. 0. this lot, - day of _ t4l_f• , 1992, before se, the undersigned, ,g Notary Puhlle }n end for sold State, did personally appear a• O►, l- n h personally known to se (or proved to me on the basis of satisfactory evidenco) ty�be the person that executed the within Seatrument n na+ro / partne'(s), on behalf of MIK ASSOCIATES, the partnership therein named and acknowledged to me that the partnership executed it. WITNESS my hand S•4,n� _l E. 4Pr?M� i �ctaa!r,y- Public f Cas"---'6-'g4G:jW1PCS /0-:0-92 pF C JDQl' aC=CN M.Of,. $ 2A01- r.>,5W,, CERTIFICATE OF CORRECTION DOG" A001-0033806 ' 1 6 — % 0 60RVETDR'6 SSATEIdWI I, MICHAEL D. MCENESPT, do hereby stets that I eA a registered Civil Engineer of the State of California, that the subdivision map of ROCKY BIDPPS - PEASE I represents a field survey made by me or under my direction in March, 1992, that it is true and complete a. shown, that the monuments shown hereon will be set in their correct position within 90 days of the recordation of this map and willbe sufficiene to enable the survey to be retraced and are of the character shown. MICHAEL o. we y: RCE 2946 Exp. 1-J1-9 s`*- Ma28sti "✓I I hereby state that I have examined the final subdivision map of ROCKY BLUFFS - PHASE 1, that it is substantially the same as appeared on the tentative map on file and any approved alterations thereof, that all provisions of the Subdivision Map Act of the State of California and any local ordinance applicable at the time of approval of said tentative map have been complied with and.1 an satisfied that the map is technically correct. D• / :'• .fCb'/S/7n S JU J Doted: �y w IHR uID ; RCE 14 I5 County Suave of Exp. County of Butte svrrr , or a CLM7OC O! Tffi BMIfD Ol BDPEI[PISOAS 59tT�f I, JOMI S. BLACKLAM, Clark of the Board of Supervisors of the County of Butts, Stet. of California, do hereby auto that on the a oth day of en, r hwr , is 44 the Butte County Board of Supervisors officially approved the subdivision map of ROCKY EI.UPTS - PEASE 1. Eaeemsnt., azight-of-ways and common eras as described in Sts 1,2 and 3 of .the 0"1"s Statement hereon and offered for dedication to specific agencies, assocfatioes and public utilities are accepted on behalf of those entities only. Lot C, Lot O and the one foot no access strip am described in Items 5 and 7 of the Owner's Statement hereon and offered to the County of Butte Sn fee simple ate accepted on behalf of the public. The sanitary sewer eeseeents as described In !tem 6 of the Owner's Statement hereon and offered for dedication to the County of Butte are accepted on behalf of the public. Should the Board of Supervisors determine pursuant to Governemnt Coda Section 66477.5, that the public purpose for which said property was dedicated in fee Simple no longer exists, the County of Butte shall roconvey said property as et,am on said map, to the subdividers whose name and address is shown in the Owns'• Statement on this sheet, or to the subdivider's successors in interest. 6,, •. .�-_ _ 1 `vac A. . JO 6. BLACAACE Clerk of the Board of Supervisors County Of Butte Piled in the office of t e Rocozder of the County of But e, State of Cell[ornie, atg oo'clock A.M. o tRe �.7 r� day of 1992, in Book /�o of Mepa, at pages 60 — at the request of MortAStar R.gionnrimg. RECORDING NO. 92 —5.2270 SU l3D.0 (c oo GARBAGE J. GR088.5 County Rocorder County of Butte ROCKY BLUFFS SUBDIVISION PHASE I BEING A PORTION OF SECTIONS 2 and 3, T. 21 N., R 2 E., M. D. M. BUTTE COUNTY CALIFORNIA for M.I. K. ASSOCIATES NorthStar ENGINEERING BASIS OF BEARINGS, THE BASIS OF BEARINGS FOR THIS MAP IS THE LINE BETWEEN THE SOUTHWEST CORNER OF LOT 25 AND THE SOUTHEAST CORNER OF LOT 28 OF SKANSEN SUB- OIVISION, UNIT ONE (RI). SAID CORNERS BEING EVI- DENCED BY MONUMENTS SHOWN HEREON AS FOUND. BEARING OF SAID LINE BEING N.64.45 20'E. PER R1. LEGEND, O SET 3/e IRON PIPE TAGGED RCE 29465 OR I/2" REBAR TAGGED RCE 29465 0 FOUND RAILROAD SPIKE O FOUND IRON PIN O FOUND HARROW TOOTH a CALCULATED POINT C CALCULATED B.S.L. BUILDING SETBACK LINE SET 3/4" IRDN PIPE TAGGED RCE 29465 IN CONCRETE CORD REFERENCES, R, MAPBOOK 35, PAGE 24 Re MAP BOOK 56, PAGE 64 R] AS BUILT PLANS OF SKYWAY FAS Y 742 (2) SHEETS 9 R 10 OF 17. BUTTE COUNTY FILE Na. E1301. I. OFFICIAL 1RECORD BOOK 2036, PAGE 599 AND BOOK 2036, PAGE 601, PROVIDE FOR A UTILITY EASEMENT THE LOCATION OF WHICH IS NOT DEFINED OF RECORD. SAID EASEMENT MAY OR MAY NOT AFFECT THE THE HEREON SHOWN PROPERTY. 2. SERIAL NO. 91-46332 PROVIDES FOR AN EASEMENT TO P.G.BE. THE EXACT LOCATION IS NOT DEFINED OF RECORD. Iola Docit A9D1- vao✓Ecr moi" S/rr SCALE: 1-• 200 sP. TECTIOx Call. MPCR R1 3 2 (°.00°40]! L 629.9e IC,Rs )� PP N.82.25'50"E. 125.98 S6j / I /11 5.77.47.5 \\ ,y); '—, .2_ a.,Q "E. 7 I - :::i A j4 BLUFF LINE \�•b4 \ IN. 29-06'30'E. 88.5e' R1 6)•?2 %7. Tj0!]. R I E, (N.31.21' 00" E. 67.00'1C,R1-�� E I `' /C� lN1 (N.09 -46'55"E. 205.46')D,R. 6 \ IS, 80.1323"E. 22.0!0C,Ri ' II. ' J `- 17 lR•430.00— I6 \ i &•7.00'90" 13 L•52.53 )CA - n¢ __�� —i 14 1 15 I - (N. 64. 45 20"E 114.14')C ,Ri \AY L07'p `' �- 3-- .55" y' 1. 99. 99.71 )C,Ri p^F l0 /\ 4 iry � i 9 -- , \\ { e I 6 sKA, EM ,,; BGIVI5104 \ j4 9 .v'K,RI 'I ,U.'!tT ONE 4.9 l oTHw I I I I� 1 P ` -- - z `Z c+• � CJI I �___ -- ; / �/ `10T 81 1 / z I � =� 3 6N6A.A09, fi1`yw II PHASER '960 (CO MMOV AREA LOT A-1 YWAi �92T.3s' a s/r --��`Wesf Bau1 IN.O]° 11 IJ E.)R1 .-rX 9 T C.AI'F_ CF' C.0 RZSr —C�Fr+ DCI—. W Z JDI - Dcy— x '2003 - y7� N 50'Wide PG.E. Ea9amant par' 490 DR. P9. 477. m O 20 z� /- )�— N 1.01' _ 0.21' CAI LOCATION MAP ND SCALE — PG.B E. Else—, ver 1286 O.R., ;;--_Tibpe 643, Established Imm Tower' PG,. Laod1i4R. \ \ \ 5,00 ROCKY BLUFFS ,P SUBDIVISION PHASE I BEING A PORTION OF SECTIONS 2 and 3, T. 21 Me R. 2 E., M. D. M. BUTTE COUNTY CALIFORNIA for M. I. K. ASSOCIATES NathStar "'Exa--..l4ro" .SW ""' 20 DC¢ARAIIGN aPoK • -.-MA 959 6 ENGINEERING A.P. on -42.007 uea OF COR RLCTION DOE. °4 1001 - 0033606 `CJ 4 T3 3� 2 slOB 16.ee°•2'OO�W. 5•!AO'IP. -T So PwPVOPEPTYP OWNERS TOROCKY MURS ON 4o0Ee9 EASEMENT /� O © 3 ------ EASEMENT �I ® �• NP SEW nOE pp�13p09A •+�i PEII Qe180.0.801 19.)8° SEAIAL N0. 'f 2- ��o� b aD-E. I � 4.65 At qa . �` \ '•11.9 •y EASEY[NT IN.08°3241 E. \lD .\ •- LN6°• (SANITARY SEWER EASEMENT / Q PER 29)8 O. R. 485 : 1 �` OEEDED ToERIAL No C V BUT I / / / •\ 60 E' \ �. E.1pI 1 OS `�/� AND TO / / 12q' / / \0.•m°• Sff B 6 / PHA SE 2 1y0 \\C� COURSE DATA C 20 SANITARY SEWER ESNT. ACCESS E -T. PEA R• 0 M 86'•••]9' W IUS, O M 39'S6'Oo A 13.1 O A.3.34— W, •e.8r Oe A.A,—C 168951 Q Y 4 -4—W, S89r © R. Moo P 38.4500• l• •93E9 (,1 14:33- W. aVo Oo 1 T9.36'Cr L 32189 N. s6..—w, u6r A. 3To.6o au••sWr L. 23an- O8 146'•SIr A. A— © A 84.361r F- 981E OT xar38Qr W, .1,044 QO A. 43000 0.18.3l2r L•1•I0a' Oe 1!1•IOQO- W, 80.63' ® A 83-3- F- 4144' O9 N • 4.0- W. 12N' 01 9 oe• a - W, — Q 183-3- W. 25.2,1 SEWAGE OISPOUL E9MT. O R.370.Oo D.16-So,EA, L.1223r • @0 166.63Ir W. 403.12' © 164.3e1r W. I- 0 N E3•oo0r W. 333., QM R. 4S1Do N -2 or L-106?T © 1 Onerov W. 228ArNO A)5'3eao• W. 461.9• Q3 a.34.631r [. 50.00' OO A. Too- D. 36.63'00. 4 4».01 ® 3,>•• —E. I.— OP S 6r39Vr W, —ANT PER A,5 A, OO 139.5800-W. —JET PER A18R• Acwa EA3U6xr O 100.3o3R N.0!' ® R)4.OS•O-W. 24TQ7 0154-431r W, .197 @)3 s9e'•ZOD• W. •!4.lY ® S. Oe••o00- W. ao.46• GE72RP2•(AT67 CF CA4.2EGTmcr4 'Do(-.* 2tYri- 'tiktY.. xbr—ii zm--S- 5 •19 RECORD REFERENCES A. OOOt 26>6 GPP10AL REo0R0l. P44F 601 A, eD:B Q316 0IFl0AL RECORD!, PAG[ 393 R. 0"T" 6'OIBRY R3Ao-OI-WAY YAP RE E1162 LEGEND �A{IppyOlyl eg116)ARY 01 POGT eLVR 8ECf10N 16IM)EA PER T3P10.[E. YDAI 1Et®LRC[! AEC01m DATA 4"LlM NOT TO SCALE 19 lDr —ZAPEA ROOK mV E9 oi,m& A° NOT TO u -LE —7 J -6 ROCKY BLUFFS SUBDIVISION PHASE I BEING A PORTION Or SECTIONS 2 and 3, T. 21 N., R. 2 E., M. D. M. BUTTE COUNTY CALIFORNIA for M.I. K. ASSOCIATES NorthStar Gvil ERg-,e • Fl—E I • SW er --� O10EQARAigN Of11VE CMICO.fAIRYtN1P 9716 ENGINEERING 916-8931600 ii i L te0.00'P,naw Lot 15 1.260 Ac. "= Lot 1 1.289 Ac. . I Lot 17E 1.306 Ac. Lot 18 I 1.598 Ac I �;8 ilw 7 'x 1� �• ti I y. IT"' � it ITrP.t 10 "S ARAM —" �1JS.39'_,— EASEMENT L _._1e913'�— SfF AYllf ! �A EAGLE I—9a.3s• rax-- n ]eva'w• E NEST C, _a=_ 9:9.x3• —� ��cz7 _--109.09•—(Lot A) cxe G --191.09• GS3 �. I t. Lot 6 rY, Lot 5. •' „ c31 0.873 Ac. Lot 4 bi ,� Lot 3 0.907 Ac. _ 0.902 Ac. 11 3•Pui �3.,UE. ITT') E --N Is C'.— ]15.SG x]9.I2r��—.— RO patvE UFF g PHASE j W r (LOCic'J LAVA u9 ROC (Lot Al CST R COMMON AREA (Lot A-1) TOTAL AC. 6.10 - I WEST BOUND UNE I DIRECTIDN DISTANCE _ 9 89°44'39•F 6.N NOTES L .20.2%. - .2 ZR. L THE 6' FENCE EASEMENTS, THE 10' STORM DRAIN L41 3 pFeo e 31.53 EASEMENTS AND THE MAILBOX AREA EASEMENT 9 TE 7 A0 SHOWN HEREON ARE TO BE RESERVED W DEEDS FOR 643 3 4 THE BENEFIT OF LOTS I THROUGH 20 OF PHASE I L44 9 >2 4816 2i I= AND FOR PHASES 2 AND 3. A., 2. THE 10' UTIUTY EASEMENT BETWEEN LOTS 9 B 6 B THE IS' UrtLT• EASEMENT ALONG LOTS 6.7.6 B 9 SHALL BE KEPT CLEAR OF FENCES AND OTHER DEVELOPMENT UNLESS A PERMIT IS OBTAINED FROM GRAN MUTUAL WATER COMPANY. oL• Cz*_W(_T= %j Dot.- ak 2.M%- `S-�xtxa 'Doc- 0 2003- 53949 SKYWAY Lot C OED -EO TO BUTTE COUNTY M FEE SIMPLE 0.12] C. LEGEND - 0 SET 3/4"IRON PIPE TAGGED RCE 29465 OR 1/2" REBAR TAGGED RCE 29465 0 FOUND MONUMENT AS DESCRIBED ,B, SET BUTTE COUNTY STD. CENTERLINE - MONUMENT. o CALCULATED POINT P.U.E. PUBLIC UTILITY EASEMENT a�...� DENOTES 1' WIDE "NO ACCESS" STRIP DEDICATED TO BUTTE COUNTY IN FEE SIMPLE. fj SET 3/4"IRON PIPE TAGGED RCE 29465 DI CONCRETE til - xool- vv>'3e0b 9Sc4ce, 1 too, ROCKY BI.UFFS SUBDIVISION PHASE I BEING A PORTION OF SECTIONS 2 and 3 , T. 21 N., R. 2 E., M. D. M. BUTTE COUNTY CALIFORNIA for M. I. K. ASSOCIATES NorthStar CrX DaWCC0.4. PL4NM[U .36N[T00.1 IA D[CL4R4TAN DI9VC -AGlfi .91!26 ENGINEERING e.al 991-leoo A.e 011-42-OO7 L s� CERT If CoARECT1ok DOG' 3.00!-0033806 ' (�.. `Ll - co Ll 11. 9i LI X15 £ A9 a ppW 12• F9 1 r 1y.0y NTE"p. s 1G SIO ANTE SEWER WET Lot 11 ^ I A e O NOe9MT. R 9EE °0 1.466 Ac P.UE. Lot 12 9 S '��y} . I P'j I 1.138 Ac. - °' •.11 Lot 15 ry I Lot 13 gil lot 14 s 1.237 Ac. WI 1.066 Ac. � n z i sec .rose / •1 .•.loo , s'FeNte Esrr, 21 $ n11� SCALE', CS _ F0. 6PIKE 9 ---- Ga_.L._yTan_._ _ _ Lai D ^ R S e01r23• E EAGLE - "— - 0 GEWCATEO TO 9UTTE C. .i r°a33' 916.38' 16, 6GUNTY W FEE9061E NEST U3 —11 AL RI LIne.4a' 7 �ie.ee' (Lo l A) O'PENCF�; "ELE-'130.00'--..ter C1 ��- i 10'U.E. m ESMT. B SCf._.05-..-. -1 30 Lot 10 1 w >I1; P.Y.E.--I1 I1 m Lot 5 Y0.879 Ac. C� =il•.-i P.u.E.lne: sil 5 i a o I C> 61iA S lot 6 g W a 1 Lot 9 i= Lot 8 A 114 Lot 7 i; ;r 0.e91 ac i O 1 1.226 Ac. 1N 1.097 Ac. pe 11. 0.995 AL x. JLO 011" yi 00. 3 1 C3'1 "II jP.U.E. "s 1 - .. S{1,'� •, G Y' d II n I i OO.?a �e9.OT LTOIOPPN MU,UEI WA, FA CO, it 00s_�11 - cN_6%11 y0•E IIYP. Pll V lTS W FEE 9W W /wr'.r{ 1 ' - - •.� / SEP1PL ti,. Ac. 11.69 s Total ` pPG.e.�l DWG leE..ni t, t S 691.91 LAVA �. E `.-.- - SKYWAY r '•Ua.�.�---- �` _; _- TOTAL pC. 6.t0 C13 L9�_.�.-..-.� tLp1 A't1 N '927.35;£. •No RocKY BLUFFS E `•• .. = - = CAMMol AREABOU SUBDIVISION -r=FscA-m cF wu2e.ctzw Dof--xL 2oo\"330o DLx.ii ?CD3-5!flffl WEST NOTES L THE 6' FENCE EASEMENTS, THE ID STORM DRAB! EASEMENTS AND THE MA BOX AREA EASEMENT SHOWN HEREON ARE TO BE RESERVED IN DEEDS FOR THE BENEFIT OF LOTS I THROU6H 20 OF PHASE 1 AND FOR PHASES 2 AND A 2. THE 10' UTILITY EASEMENT BETWEEN LOTS 3 B 6 AND THE 15' UTILITY EASEMENT ALONG LOTS 6.7.8 B 9 SHALL BE KEPT CLEAR OF FENCES AND OTHER DEVELOPMENT UNLESS A PERMIT IS OBTAINED FROM GRAN MUTUAL WATER COMPANY. 6NFEF J OF 6 LEGEND, O SET 3/4 IRON PIPE TAGGED RCE 29465 OR 1/2*REBAR TAGGED RCE 29465 • FOUND MONUMENT AS DESCRIBED ® SET BUTTE COUNTY STD. CENTERLINE MONUMENT. CALCULATED POINT P.U.E. PUBLIC UTILITY EASEMENT DENOTES' I' WIDE "NO ACCESS' STRIP DEDICATED TO BUTTE COUNTY IN FEE SIMPLE. • FOUND HARROW TOOTH U. E. UTILITY EASEMENT ji SET 3/4" IRON PIPE TAGGED RCE 29465 IN CONCRETE PHASE I BEING A PORTION OF SECTIONS 2 and 3, T. 21 N., R. 2 E., M. D. M. BUTTE COUNTY CALIFORNIA for M.I.K. ASSOCIATES NWhStar CN4 N[ 89 • P 4NNCR9.5 6 20 PE4A0ATroN MIK • OE00.C9LP00.MA 93926 ENGINEERING 19161699.1600 A.P. 011..2-00T 4186 I ti RECORDING REQUESTED BY: (Engineer or Surveyor) AFTER RECORDING RETURN TO: BUTTE COUNTY PUBLIC WORKS LAND DEVELOPMENT DIVISION 7 County Center Drive Oroville, CA 95965 WHEN RECORDED FILE WITH MAP LISTED BELOW 203—d2O 42)53'c399 Recorded I REC FEE 13.00 official Records i COUP Of ` CANDACE TJ. GRUBBS I Recorder I ROSEMARY DICKSON I Assistant I Barbara 02:45PM 12 -Aug -2003 I Page I of 3 SPACE ABOVE THIS LINE FOR RECORDER'S USE CERTIFICATE OF CORRECTION I _ , hereby state that the following corrections or additions to the map entitled S4'9Diu/,sia-7 _, filed rYoUeeVA!5Q /3 , 1.492 in Book /Zd of Maps at Page(s) 60 6S , in the office of the Recorder, are made by me in accordance with Section 66469 through 66472.1 of the Subdivision Map Act: N711Gl-lc. E XII/3/7 „� We 29465 d CD M LU rrr d D(P 3/31107 OlV9%.. (Signatum and Seal of Engineer or Land Survey r) Date R.C.E or P.L.S. No. —219965- Date 19965`Date of Expiration CERTIFICATE OF COUNTY SURVEYOR: This is to certify that the above Certificate of Correction has been examined for compliance with Section 66471 of the Subdivision Map Act. Stuart Edell Deputy County Surveyor By: ' -;� t'r: fi r z zoos, R.C.E. or P.L.S No. Z9— / 2 Date Date of Expiration iM2 >/Zoo7 D:\Land Dev\Forms\LD 1440 (4/03) Listed below are the present fee owners of the property affected by the 'correction or addition: SEE RTTFKGIEa E Xh'/e/T "8 11 Pursuant to Section 66470 of the Subdivision Map Act, listed below are the fee owners of the property affected by the correction or addition, on the date of filing of the original recorded map: � �K Ayyvc�Rr�S u EXHIBIT "A" Certificate of Correction for Lot 16 of "Rocky Bluffs Subdivision — Phase 1" Book 126 of Maps, at Pages 60 — 65 Correction #1: Note number 3 on Sheet 6 of 6 of said Book 126 of Maps, at Pages 60 — 65 -which states "On Lots 11 through 20 soil cuts and fills outside of the building footprint area shall be limited to 3 feet each. The design of the buildings shall conform to the natural topography of each lot to minimize the required cuts and fills" is amended to read, "On Lots 11 through 20, if proposed cuts or fills exceed 3 feet outside the building footprint area, a grading / erosion control plan and soils report shall be prepared by a Registered Civil Engineer or Geologist for review and approval by the Butte County Public Works Department and the Development Services Department. Said plan and report shall be approved by the Butte County Public Works Department and the Development Services Department prior to issuance of a development permit. All construction shall be in accordance with approved plans. The design of the buildings shall conform to the natural topography of the lot to minimize the required cuts and fills." Page 1 of 1 PERMIT ;Bin = 'APN '1017-300-019 LAST NAME FIRST NAME CONTRACTOR ROBERT HILL & ASS• CITY/CTY STREET NO -STREET NAME EAGLE NEST DR CITY] • USE TYPE REMARKS _ 75 rhar mov B� VALUATION_ FLOOD - FEES PAID RECEIPT - - re M APPLIED FEES 2 _ -- RECEIPT 2 ISSUED FEES 3 RECEIPT 3- -� FEES 4 RECEIPT 4 FINALED PLAN CHECK ACTIVITY Plan Chk-1: Chkd By -l:= Return -1: Str Chk-1:Weirl• Plan Chk-2: Chkd By -2: M•' Return -2: Str Chk-2:1 Plan Chk-3: Chkd By -3:= Approved: Str Appr: Comments: 1 255 char. max MEMORANDUM To: Butte County Building Plan Review From: Steve Fowler, Butte County Life Safety Officer K-877 EXT /6�, Date: December 19, 2005 Re: Lot 19 Rocky Bluffs Subdivision ,} V,G=S . .. Emergency Vehicle Turn Around U S� tea? 3 The driveway and fire engine turn -around were discussed on-site with the contractor. The pool equipment structure cannot block any portion of the designed fire engine turn around as shown on the. site plan approved by this office 11-23-05. Due to the terrain, less than 30 ft..setback is approved for the east side of the property. It may be built as shown on the site plan approved 11-23-05. Addressing [Xl All buildings shall have a permanently posted address, which shall be visible and legible from both directions of the road the address is located. The address shall. be posted at the beginning of construction and maintained thereafter. Accessory buildings are not required to have a separate address posted. [Xl Size of letters, numbers and symbols for addresses shall be a minimum of 3 inch letter height, 3/8 inch stroke, reflectorized, and contrast with the background color of the sign. [X] Where addresses cannot be seen from the roadway, the address shall also be posted a single post located at the intersection of the driveway and the road. Setback for Structure Defensible Space T [X] Maintenance of Defensible Space. To ensure continued maintenance of 1 properties in conformance with these standards and measures and to assure continued availability, access and utilization of the defensible space provided for in these standards, annual maintenance must be provided for by the landowner. / % 1. All parcels 1 acre and larger shall provide a minimum 30 -foot X 11 cJ setback for buildings and accessory buildings from all property lines and/or the center of the road. 2. For parcels less than 1 acre, local jurisdiction shall provide for the same practical effect. See 'Other Requirements below. [X] Disposal of Vegetation and Fuels: Disposal, including chipping, burying, burning or removal to a landfill site approved by the local jurisdiction of flammable vegetation and fuels caused by site development and construction, road and driveway construction. Disposal shall be completed prior to completion of road construction or final building Permit inspection. Other Requirements T T C 1 If Building Setback is 15 to 30 Feet: v ✓ Class A roof I ✓ Fully enclosed eaves 1 [ ] If Buildinq Setback is Less Than 15 Feet: ✓ Class A roof with fully enclosed eaves and choose any 2 of the following: ❑ Metal or no doors on side toward property line with insufficient setback L ❑ Interior automatic sprinkler system per NFPA 13D ❑ Glass area not to exceed 10% of wall area toward property line with insufficient /( setback V ❑ Siding from the following list: o Stucco — 3 coat o Hardi-Board or Plank L o Masonry o Masonry Veneer N o Metalet 1 [] T Date Sinnature ' CDF FIRE SAFE REQUIREMENTS F_ AP#®17 ,C)11.1 PERMIT # 05 ��� NAME:&1101ult ' C Under authority of Public Resources Code Sec. 4290, the following checked items are required by the Butte County Fire Department and made a part of this permit. These requirements are minimums and may be superseded by Butte County local regulations, which equals or exceeds these standards. Butte County Building Inspectors will make compliance inspections. F Driveway Standards [X) All new driveway construction or an extension of an existing driveway shall comply with Public Resources Code 4290 roadway requirements. [Xl Surface. All driveway surfaces and structures (bridges, culverts and other appurtenant structures which supplement the roadway bed or shoulders) shall provided unobstructed access to conventional drive vehicles, including sedans and fire apparatus weighing up to 40,000 pounds. [X) Grade. Not to exceed 16 percent unless paved or concreted. Grade will not R exceed 20 percent. E Driveway Radius [X] No roadway shall have a horizontal inside radius of curvature of less than 50 feet and additional surface width of 4 feet shall be added to curves of 50-100 feet radius; 2 feet to those from 100-200 feet. [Xl The length of vertical curves in roadways exclusive of gutters, ditches and drainage structures designed to hold or divert water shall be not less than 100 feet radius. (X) Turnarounds. Required if driveway is over 300 feet in length, will have a minimum turning radius of 40 feet from the center of the road and be located within 50 feet of the buildings. U (X] Turnouts. Shall be a minimum of 10 feet wide and 30 feet long with a minimum 25 -foot taper on each end. I IXl Width. All driveways shall provide a minimum 10 -foot traffic lane and unobstructed vertical clearance of 15 feet along its entire length. T K Pq Turnouts. Driveways exceeding 150 feet in length, but less than 800 feet in length, shall provide a turnout near the midpoint of the driveway. Where a driveway exceeds 800 feet, turnouts shall be provided no more than 400 feet apart. M Gates [XJ 1. Gate entrances shall be at least two feet wider on each end than EI the roadway they serve. 2. The gates must be located at least 30 feet from the roadway and N shall open to allow a vehicle to stop without obstructing traffic on the roadway. 1 T 3. Where a one-way road with a single traffic lane provides access to a gate entrance, a 40 -foot turning radius shall be used. S PLAN REVISION/RETURN Owner's Name: A Wrn AP#: d 3Ud° 41. BP#: 0 t) ' Received By: 1� Date: �` �� " 4� Time: Contact Person & Phone Number: e -060i PURPOSE OF RE -SUBMITTAL OR REVISION ❑ Permit Application Data Sheet Item ❑ *Engineering ❑ *Plan Revision ❑ . *Requested by Building Inspector's Correction Notice - Inspector's Name: N 161 Requested by Plan's Examiner - Plan Examiner's Name.. ❑ Other: *If revising a plan which has already been issued, submit two (2) drawings reflecting the revision for plan review along with your approved plans. If engineering is involved in this revision, the engineer must put his requirements on these drawings and wet stamp and sign two sets of engineered drawings. Revised drawings must clearly show changes proposed and locations involved. WHEN APPROVED, PROCESS AS FOLLOWS: ❑ Mail to Owner/Contractor at this address: ❑ Call ❑ Deliver with next inspection. and hold for pick-up. Minimum revised plan check fee to be collected at time of submission of revision, plans examiner will determine if additional plan checking fees are needed: ❑ Minimum $54.99 Receipt #: ❑ Fee not required for revisions requested by plans examiner prior to issuance of permit. ❑ Additional Fee Amount: Receipt #: Revised 2/04 COPY of Document Recorded AND WHEN RECORDED MAIL TO: 31 -Jan -2006 2006-0004986 cl BUTTE COUNTY BUILDING DIVISION 7 COUNTY CENTER DRIVE OROVILLE, CA 95965 Has not been compared with original BUTTE COUNTY RECORDER AGRICULTURAL STATEMENT OF ACKNOWLEDGMENT FOR RESIDENTIAL DEVELOPMENT Section 264 of the Butte County Code required this acknowledgment to be recorded prior to issuance of a building permit. The property described herein is adjacent to land or included within an area zoned for agricultural purposes, and residents of this property may be subject to inconveniences or discomfort from the use of agricultural chemicals, including, but not limited to herbicides, .pesticides, and fertilizers; and from the pursuit of agricultural operations including, but not limited to cultivation, plowing, spraying, pruning, and harvesting which occasionally generate dust, smoke, noise, and odor. Butte County has established agricultural purposes and residents within said zones and on adjacent property should be prepared to accept such inconvenience or discomfort from normal, necessary farm operations. All that real property situate in the County of Butte, State of California, described as follows: Date State of California County of��� On ,.10 74before me, personally appeared" 3A,personally known to me (or proved to me on the basis of satisfactory evidence) to be the p rson(s) whose name(s).is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and that by his/her/their signature(s) on the instrument, the person(s) or the entity upon behalf of which the person(s) act th instrument. WITNESS m and,executed nd offic' seal. r / �- Signature 'C ` Seal: ,�}U C• MCCARTY (, (lit N COMM. t 1553255 D () (� Q NOTARY PUBUC-CALIFORNIA X A.P. #_ lldXh'%�� 7 COMM. Expires March 9, 2009t4 SCHEDULE C Office File No.: 00213562-002 Policy No.:. CL -1519-1229633 THE LAND REFERRED' TO HEREIN IS DESCRIBED AS FOLLOWS: ALL THAT CERTAIN REAL PROPERTY SITUATE IN THE COUNTY OF BUTTE, STATE OF CALIFORNIA, DESCRIBED AS FOLLOWS: PARCEL 1: . LOT 19, AS SHOWN ON THAT CERTAIN MAP ENTITLED, "ROCKY BLUFFS SUBDIVISION, PHASE I, WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON NOVEMBER 13,102, IN BOOK 126 OF MAPS, AT PAGE(S) 60, 61, 62, 63, 64 AND 65. AP NO. 011-680-019 PARCEL II: AN ACCESS EASEMENT TO THE SEWAGE FACILITIES OF THE COUNTY SERVICE AREA NO. 21 OVER A PORTION OF SECTION. 4, TOWNSHIP 21 NORTH, RANGE 2 EAST, M. D. B. & M., AS DESCRIBED IN THE EASEMENT DEED RECORDED OCTOBER 26, 1983, IN BOOK 2878, PAGE 588, OFFICIAL RECORDS. PARCEL III: A 30 FOOT WIDE ACCESS EASEMENT TO THE SEWAGE FACILITIES OF THE COUNTY SERVICE AREA NO. 21 OVER A PORTION OF SECTION 4, TOWNSHIP 21 NORTH, RANGE 2,EAST, M. D. B. & M.',, AS DESCRIBED IN EASEMENT DEED RECORDED OCTOBER 26, 1983, IN BOOK 2878, PAGE 592, OFFICIAL. RECORDS. PARCEL IV: A 30 FOOT WIDE ACCESS EASEMENT TO THE SEWAGE FACILITIES OF THE COUNTY SERVICE AREA NO. 21 OVER A PORTION OF SECTION 3, TOWNSHIP 21 NORTH, RANGE 2 EAST, M. D. B. & M., AS DESCRIBED IN THE EASEMENT DEED RECORDED OCTOBER 26, 1983, IN BOOK 2878, PAGE 595, OFFICIAL RECORDS. n PARCEL V: A 30 FOOT WIDE ACCESS EASEMENT TO THE SEWAGE FACILITIES OF THE COUNTY SERVICE AREA NO. 21 OVER A PORTION OF SECTION 3, TOWNSHIP 21 NORTH, RANGE 2 EAST, M. D. B. & M., AS DESCRIBED IN THE EASEMENT DEED RECORDED OCTOBER 26, 1983, IN BOOK 2878, PAGE 598, OFFICIAL RECORDS. PARCEL VI: A 6 FOOT FENCE EASEMENT OVER LOT 10, AS SHOWN ON THAT CERTAIN MAP ENTITLED, "ROCKY BLUFFS SUBDIVISION, -PHASE 1", WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY' OF BUTTE, STATE OF CALIFORNIA, ON NOVEMBER 13, 1992, IN BOOK 126 OF MAPS, AT PAGE(S) 60, 61, 62, 63, 64 AND 65. PARCEL VII: THOSE CERTAIN STORM DRAIN EASEMENTS OVER LOTS 12 THRU 15 AND 17 THRU 20, AS SHOWN ON THAT CERTAIN MAP ENTITLED, "ROCKY BLUFFS SUBDIVISION, PHASE I", WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF- BUTTE, STATE OF CALIFORNIA, ON NOVEMBER 13, 1992, IN BOOK 126 OF MAPS, AT PAGE(S) 60, 61, 62, 63, 64 AND 65. ALTA Y ci SCHEDULE C (CONTINUED) Office File No.: 00213562-002 Policy No.:. CL -1519- 1229633 EXCEPTING THEREFROM ALL THAT PORTION LYING WITHIN THE BOUNDS'OF PARCEL 1, DESCRIBED HEREIN. PARCEL VIII: A MAIL BOX AREA EASEMENT OVER LOT 1, AS SHOWN ON THAT CERTAIN MAP ENTITLED, "ROCKY BLUFFS SUBDIVISION, PHASE I', WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON NOVEMBER 13, 1992, IN BOOK 126 OF MAPS, AT PA'GE(S) 60, 61, 62, 63; 64 AND 65. PARCEL IX: NON-EXCLUSIVE EASEMENTS FOR INGRESS, EGRESS, SUPPORT,.STORM DRAINAGE, WATER SYSTEM AND SEWERAGE SYSTEM OVER COMMON AREA LOTS A AND A-1, AS SHOWN ON TI4AT CERTAIN MAP ENTITLED, "ROCKY' BLUFFS.SUBDIVISION, PHASE I, WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER OF THE.•COUNTY OF BUTTE, STATE OF CALIFORNIA, ON NOVMEBER 13, 1992, IN BOOK 126 OF MAPS, AT PAGE(S) 60, 61, 62, 63, 64 AND 65. vv ALTA Butte C`oun y Department ofDevelop7�ent Sol-nces °�`' `TF° 7 County Center Drive Oroville, CA 95965 (530) 538-7601 Telephone (530) 538-7785 Facsimile coUN�y BUILDING PERMIT. APPLICATION WITHOUT REQUIRED CLEARANCES I request and authorize the Building Division to process this building permit application through the plans examination process WIT'.HOUT first obtaining all necessary, related permits and clearances from other regulatory entities, including but not limited to, Planning, Environmental Health, Land Development, County Fire, and Agriculture. I hereby acknowledgd: ® I need to submit applications for septic and/or well to Butte County Environmental Health immediately. 0 I am required to bring the approved Environmental Health site plan and approved sanitation clearance to the Building Division as soon as clearance is obtained a I am responsible for notifying Development Services, in writing, to stop processing of the application and to arrange for'disposition of plans. The Building Division will process the application through the plans examination process, as submitted, without input from other regulatory entities that could prohibit issuance of the building permit or require submission of amended building plans to the Building Division. Once the plans examination process begins, there will be no refund of plans examination fees. Any changes requiring submission of amended plans to the Building Division will incur additional fees. Within one year from the date of application for a building permit, all other required permits and clearances from other -entities must be obtained for the permit to be issued. Failure to obtain these permits/clearances will void the application. Typically other required permits/clearances include, but are not limited to, verification the parcel was legally created, adherence to. all mitigations and conditions imposed on the parcel at time of creation, as well as zoning requirements, legal access, and applicable set -backs and environmental issues (fire, agriculture buffer zones, and habitat/species). Please print: Applicant Name:�lb�,�r w�i 15 � __ APN: t9 l'l — -<c10 — 0 l I Building site address: (HJT- NrrS Permit No.: C S --R 0 7 T_ I have read, understood and accept the terms and conditions as expressed herein as indicated by my submission of the above -referenced building permit application and my signature below: DATE SIGNATURE OF APLANT Public. W rks epartmen of° >am f %� C o u n t y o L}ND DEVELOPMENT DIVISION I� J. Michael Crump, Director StormWsterlytana;ementProgarn 7 County Center Drive SCO`-� / Oroville. CA 95965 U �1 (530) 538-7266 A UC WOF�s (FAX) 538-7171 National Pollutant Discharge Elimination System (NPDES) Construction Storm Water Permit and Storm Water Pollution Plan (SWPPP) Acknowledgement BLESS THAN RE1 Project Description: Project Location andlor Parcel Number: Phase 11 Prevention By signing below, L the project ownerlowner's agent, certify that this project WILL NOT DISTURB 1 acre or more of land and that L therefore, do not need to apply for a Construction Storm Water Permit aon the State of California Regional Water Quality Control Board: Phased projects that contain multiple site build -outs of less than one acre but when combined with subsequent phases total more than one acre of disturbed soil will require a Construction Storm Water Permit from the State of California Regional Water Quality Control Board. I am aware that submitting false and/or inaccurate information or failure to apply for a Construction Storm Water Permit from the State of California Regional Water Quality Control Board for a project. that disturbs one acre or more of land may result in revocation of grading and/or other permits or other sanctions provided bylaw. Signed: Title: Date: BUTTE COUNTY ]DEVELOPMENT FEE CERTIFICATION FORM 0 FEATHER RIVER RECREATION AND PARK DISTRICT (FRRPD) . CHICO AREA RECREATION AND PARK DISTRICT (CARD) 0 PARADISE RECREATION AND PARK DISTRICT (PRPD) 0 DURHAM RECREATION AND PARK DISTRICT (DRPD) Assessor P cel Number (s) U 66 - OA �r_ Property Owner. (s) I (GA C 1 Project Location /Address r Subdivision Name Building Permit Number Assessable Sq. Ftge�_ 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: Building Department Repre a tive Date ❑ FRRPD 0 CARD ❑ PRPD 0 DRPD certifies that: Applicant Name Phofie Number G r �✓,� Mailing Address y City State Has complied with requirements .of the Butte County Board of Supervisors Resolution No. by Payment of: Dwelling Units @ $ per unit for a total of $� IS Square Feet @ $ per sq foot for a total of $ Remarks: Paid by beck No: 11 (al0 Paid by Cash: Recreation and Park District Representative v .trnm rotor ur r�n.tn Cl 0-0% --A, -_- .....-.4—A f-- —, I rine W� W Receipt No: Date i'/01/06 #90.�,7 1io 7Ah ` XTO AL t '_I�,uC BUTTE COUNTY SCHOOLS IMPACT_FEE CERTIFICATION FORM (One form per Building) School District A.P. Number j0) -01 U 1 S . Prope ty Owne� Property Locatiorb Subdivision:_ Jurisdictions 0 cnr Building Department No. . County ........ . .......................................................................... Residential Development Q Q �'"- ` Sq. Footage qc1 , No of Living Mobile Home Addition/ Supplemental to (Group. R),{ . Units Installation Conversion Permit # .(NO foundation inspection) ....................................................................................." - w - -,--- - Deed Restricted Sq. Footage - - (Attach a signed copy of Deed Restriction and Notice of Limited Use Facility document) Commercial/Industrial a., e fr New Addition Building Department Representative .. W District IdentificationNo. o1,00609 . School District certifies that M (Street Address) (City) (State) (Zip Code) has complied with the requirements of Resolution No., by payment of $ representing 1:J' square feet. a B 2926 f t ULL MITIGATION Sq. Footage (Including Exterior Roofed Areas) Date (Applicant) �f I�Wr (Phone Number) School District Representative Paid by Check # �`� Remarks: $it Cod m�G Date 3 Not/ce: You may protest the Imposition of the fees Identified above by subrMttlng a wrttten protest to the District, In compliance with Government Code Section 66020(a), within 90 days from the date fees are paid. Failure to submit a timely written protest will prohibit you from challenging the Imposition of the fees In any court action. tf, subsequent to the School District Representative signing this Butte County Schools Impact Fee Certification Form, the School District Is nodfled 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 n*hp t6 Its Impact on the school district's schools. White (school district), Yellow (building department), Pink (applicant) feefom,.xls (3F05)dmlmrrm Dearer sizer Design Program VerTech Engineering Project: Cummings Residence Date: 1/9/2006 Location: Main Floor Level --B9 ❑ Valley Beam Slope of roof 0 :12 Select Beam Width 5.5 in Dead Load 25 psf . �._.-_-- - "' -- ----_. El Round Member Live Load 16 psf DF -L #i ___ _ Horiz. Member � TULL Defl. Criteria (U) 240 360 Fb' 1686 psi' . Length of Beam 11 ft Fv' 106 psi Width tributary to beam: 4 ft Unbraced Length 2 ft Height Required 5.1 in CD 1.25 CF 1.00 A Req'd 13 in"2 CM 1.00 Cv 1.00 S Req'd 18 in^3 Ct 1.00 Cfu 1.00 1 Req'd. 61 in^4 Cf 1.00 Cr 1.00 Controlling Design Deflection CH 1.00 Cc 1.00 CL 1.00 Fbe= 83804 le= 4.1 - RB= 2.9 Fb'= 1688 Total Uniform Load 164 plf Morax 2481 ft -Ib ❑ Shear at d from face? Vmax 902 Ib /El Req'd 98 `10^6 #-in^2 Bearer Sizer Design Program VerTech Engineering Project: Cummings Residence Date: 1/9/2006 Location: Main Floor Level _ B9 ❑ Valley Beam Slope of roof 0 :12 Select Beam Width 5.5 in Dead Load 25 psf . r.-_----- - -- ---- -- ❑Round Member Live Load 16 psf DF -L #1 I E) Horiz. Member TULL Defl. Criteria (U) 240 360 Fb' 1686 psi . Length of Beam 11 ft Fv' 106 psi Width tributary to beam: 4 ft Unbraced Length 2 ft Height Required 5.1 in CD 1.25 CF 1.00 A Req'd 13 in^2 CM 1.00 Cv 1.00 S Req'd 18 in^3 Ct 1.00 Cfu 1.00 1 Req'.d 61 in^4 Cf 1.00 Cr 1.00 Controlling Design Deflection CH 1.00 Cc 1.00 CL 1.00 Fbe= 83804 le= 4.1 R8= 2.9 Fb"= 1688 Total Uniform Load 164 plf -max 2481 ft -Ib .M Vmax 902 Ib ❑Shear at d from face? %El Req'd 98 '10^6 #-in^2 MEMORANDUM To: Butte County Building Plan Review From: Steve Fowler, Butte County Life Safety Officer Date: December 19, 2005 Re: Lot 19 Rocky Bluffs Subdivision % & M Emergency Vehicle Turn Around D <-- ro73 The driveway and fire engine turn -around were discussed on-site with the contractor. The pool equipment structure cannot block any portion of the designed fire engine turn around as shown on the site plan approved by this office 11-23-05. Due to the terrain, less than 30 ft. setback is approved for the east side of the property. It may be built as shown on the site plan approved 11-23-05. RETURN TO CHICO EH TO'' �• . SITE PILAF REVIEW APPLICA ION -r Date: 11:7,2, (1 AP# Permit Number (if applicable) Owners Name: Ww_p� Address: Telephone No.: Situs Address: Proposed Use: Bier Number Parcel Size: Residential New Single Family Residential ❑ Single Family Addition ❑ Mobile Home ❑ Residential Accessory ❑Permanent Second Dwelling F_1 Temporary Mobile Home (Aunt Minnie) ❑ Temporary Travel Trailer ❑ Multi -family Non-residential ❑ New Commercial ❑ Commercial Addition ❑ New Industrial ❑ Industrial Addition Other M� Septic Agricultural Exempt Building ❑ Other: Brief Explanation (if necessary): ❑ Single Family Remodel count', JAN 2 4 2006 DEVELOPMENT a SMVICES,., ❑ Commercial Remodel ❑ Industrial Remodel ❑ Well ❑ Agricultural Buffer Form ❑ Applicable ❑ N/A 6 W DO NOT WRITE BELOW THIS LINE DEVELOPMENT SERVICES INFORMATION (For Staff Ise) Approved ❑ Conditionally Approved ❑ Resolve Problems Prior to Approval ❑ Site Plan Stamped Approved By 3 Date G � Page 1 of 5 ALL ITEMS CHECKED APPLE' TO TH]E PROPERTY � Parcel Is In: ❑ Snow Load Area: ❑ Land Conservation Act Minimum Acreage: ❑ Verify residence can be built per contract ❑ Nitrate Action Plan (See Environmental Health for standards) ❑ Watershed Protection Overlay Zone (See attached standards and requirements) Expansive Soils (Test for expansive soils and if verified proper foundation design required) SRA - (CDF to determine specific requirements) ❑ 100 -Year Flood Plain: (See attached) ® Flood Zone: X m Flood Panel No.: Index Date: ❑ Sacramento River Reclamation District (Approval must be obtained from the California Reclamation Board) ❑ Feather River Reclamation District (Approval must be obtained from the California Reclamation Board) ❑ North Chico Specific Plan (See Development Fees Section and attached standards and requirements) ❑ Chapman/Mulberry (See attached standards and requirements) ❑ Cohasset Area (See attached standards and requirements) ❑ Grading Zone (See attached handout) ❑ Oroville Enterprise Zone Use Requires: ❑ Use Permit, ❑Minor Use Pen -nit ❑ ❑Administrative Permit ❑ Minor Variance Variance ---------------------------'----------------------- __________________ ❑ .Detached Building Use Form ❑ Encroachment Permit ❑ Agricultural Worker Affidavit ❑ Agricultural Acknowledgement Statement Zoning: - �_ boa Applicable Building Se>tl a ks: ❑ Setbacks drawn on site Plan. ❑ CDF approval needed for encroachments into SRA setbacks. Page 2 of 5 Zoning Code Streets & Highways Fire Prevention Subdivision Map Front 2,6, Side , Side Street Rear 30 Height . Waterway N/A N/A N/A ❑ Setbacks drawn on site Plan. ❑ CDF approval needed for encroachments into SRA setbacks. Page 2 of 5 Applicable Development Fees: Standard Fees ❑ Fire ❑' School* ❑ Parks/Recreation ❑ Roads ❑ Sheriff ❑ Drainage ❑ NCSP/CSA 87 ❑ Chico Urban Area — Road ❑ Thermalito Drainage Area ❑ Thermalito Urban Area ❑ Other . -------------------------------------- Subdivision Map Special Fees ❑ Water Tender ❑ Road Improvement ❑ North Oroville Area ❑ Other (per map) Amount Formula * Check with school district to verify actual fee if pre -application review. A final determination will be made at the time of the building permit. Parcel Created By ❑ Deeds: Date of Creation: Legal Access Provided: ❑ No ❑ Yes Deed of Reference: Legal Access Required ❑ No ❑ Yes Parcel Frontage on Publicly Maintained Road: ❑ No ❑ Yes, Road Naive: Complies with County Standards for Deed Creation:❑ No ❑'Yes Comments: ❑ Parcel Deemed to be legal ❑ Verify Legal Parcel ❑ Verify Legal Access ❑ Provide Deed of Creation ❑ Obtain a Certificate of Compliance/Notice of Compliance ❑ Obtain a Merger ❑ Obtain a Lot Line Adjustment ❑ Comply with Old Subdivision Lot Ordinance (Maps recorded prior to Book 17 of Maps Page 23). ❑ Construct road to: ❑ Meet Parcel size required by zone ❑ Meet current Environinental Health Department requirements Page 3 of 5 4 Subdivision MaD/Parcel Map: leteY &Urr-S Map Date of Recording: qOV- / PQ2 Lot: A7 ❑ Use Permit/Minor Use Permit Permit Number: Book: Date of Approval: I Page: � Parcel Map/Subdivision Map/Use Permit Conditions ❑ Comply with the following Conditions of Approval: ❑ Attached ❑ None ❑ Meet the Fire Safe Regulations of Butte County and P.R.C. 4290 ❑ Automatic fire suppression sprinkler systems shall be installed in accordance with the National Fire Protection Association Standard for installation of sprinkler systems in one and two family dwellings and mobile homes, NFPA Standard 13D, unless a pressurized community water system, with hydrants that meet the Fire Department specifications, serves the parcel. ❑ Wood stoves and fireplace inserts shall be EPA approved and designed to meet the emission requirements of the California Clean Air Act of 1988, as amended. ❑ Provide an erosion control plan for building and land disturbance. The Erosion Control Plan must be prepared by a registered civil engineer or other qualified professional and be submitted to and approved by the Department of Public Works. ❑ In lieu of a pressurized water system or water storage tank, payment into the appropriate Battalion Water Tender Fund may be required. ❑ Measures shall be taken to control fugitive dust emissions from all driveway and other civil construction associated with residential development. Approved dust control measures are found in the fugitive dust control plan for the site approved by the Butte County Air Quality Management District, a copy of which can be obtained from the Butte County Department of Development Services, Building Division." ❑ Engineered foundations are required. ❑ Class A roofs are required. ❑ Property owners responsible for road maintenance, and stop sign maintenance. Page 4 of 5 We, MR ASSOCIAM, a general partnership, as owners of the land shown hereon, do bereby state that we are the only persons whose moment is necessary to pass clear title to said land and we consent to the preparation and recordation of this map. We hereby offer for dedication to the County of Butte for specific purposes the following, 1. I GNESS, EGRESS, SUPPORT, STORM DRAIN, NATER SYSTEM AH SENSE. SYSTEM, An easement for ingress, agrees, support, Storm drain, water system and Sawer system over, across and under Lot A, which includes Eagle Neat Drive, Osprey Circle, Red Hawk Lane, Lava Nock Orlve, Rocky Bluff Drive and Lot Ml, which is the Common Area, as ■horn hereon, for use by all Public Utilities, Law Enforcement, Pity protection, Welfare, Gran Mutual Nater Company and other related Public and County Agencies, their vehicles and personnel, County Service Arms 021 and to all Lot Owners withlr. this SabdivlSim and made appurtenant to Said Ants. 2. UTILITY EASEIe1R, Easoents to Pacific 11.11, pacific Gee i Electric, County Service Area 021 and Gra mutual Water Company for lnstallatlon, maintenance and repair of all utilities ae shown hereon. Basements to Pacific Bell, Pacific Gas a Electric, County Servlae Ares 021 and Gran Mutual Nater Company for iatelletion, aslntananw and repair o! all utilities constructed over, on, .cress and under the Public Utility Easements (F.UE.) and Utility Resonant: (U.S.) Shown hereon, together with tihe rght to trim and remeve as often as neeassary, trees, limbs and brash. 3. MAY A, Lot A which include. Eagle Neat Drive, Osprey Circle, Red oc Hawk Lane, Lave Rock Drive, Rocky Bluff Drive and Int A-1, which is the Common Arae, As shown hereon will be deeded in fee simple to the Rocky Bluffs Property owner'. Association for atreat., Sanitary veer, .torn drefage and other use. as determined to be allow, by said property 0 ..r's Association. a. LOT B A LOY B-1, lot B and Lot B-1- a. shown hereon will be deeded to Gres Mutual Water Company in fee simple. S. LOT C A LOT D, int C and Lot D as shown hereon axe hereby dedleered to the County of Butte in fee simple. S. The sanitary sorer easements for pipelines, appurtenances, tanks. ingress and agrees es sham on the attached map are hereby dedicated to the Cosaty of Butte. 7. The one foot no access etxlp as shown on the attached map is hereby dedicated to the County of Butte 1. fee simple. MIB ASSOCIITES, e general partnership P.O. Bur 1177 Chico, Ca. 95927 STATE OF CALIFORNIA) COUNTY OF BUT") 8.0. On this 20k. day of _ la. , 1992, before me, the aedezelgned oally lMgtery Fu; ,tn and tar said State, did pereappear /oFl L n N personally krona te w (or proved to m on the basis of eetietbent a evidence) tq„be� perom that executed the within fatrumlf ae _ t4a��ee Partner(.), on behalf of M1IE ASSOCIATgS, the partnership therein named and acknowledged to ro that the partner.hip executed it. WITNESS my hand Noteryl��, st(frt,. lA4 /f fy Cdh' )m7/S5/:n 07yppes /o -3o - 92 Vof" dt 2ZO4 -!15w, Do(_ # 200,21- S'A9t1 CERT)FICATC OF CORRECTION PoOr aoof-oo33Bo6 I, MICHAEL D. NCEWESP7, do hereby state that I aa registered C1vm 11 Engineer of the State of California, that the subdivision map of ROCKY BLOFPS - PHASE I represents a field survey made by me or under my direction in March, 1992, that It Se true and complete as shown, that the monuments shown hereon will be Set in their correct Position within 90 daysof the recordation of this may and will be sufficient to enable the aurvey to be retraced and are of the character shown. C NICRAEL D. Ilc¢N¢SPYEXPRCe 296 of e t.03 bAha�11 COUNTY SURVEYOR'S STATIM I hereby state that I have saamined the final Subdivision map of ROCKY BLUFFS - PHASE 1, that it 1s substantially the same as appeared on the tentative map file end any approved e Iterations thereof, that all provisions of the Subdivision Nep Act of the State o[ California end any local ordinance applicable at the time of approval of said tentative map have been complied with and.1 am satisfied that the map is technically correct. _�` ry 7 d/ S Dated: W IAM CHEPP County Starve or ¢xppCJ_31-93 County of Butte SHEET , Ole MFMA wj GATT OP Tme 13n11eD OP 6WP�rSOi1S I, JOS e. IDJCKLAt2, Clerk of the Board of Supervise" of the County Of�Butt, State of California, do hereby state that on the day of (0. men A,t r 19 qthm Butte Cwnty Board of Sapervieore offlc al�roved the Subdivision map o1 POCitY B:.UPPS - PHASE 1. Basements, rightbfweys and common area es described in !teas 1,2 and 3 of the Osmer's Statement hereon and offered for dedication to specific 499acies, associations and public utilities aro aecs" on behalf of those entities only. Lot C, Lot D and the ons toot Aro aceess strip es described in items 6 and 7 of the Owner's Statensat hereon Sod offered to the County of Butte in fee simple are accepted on behalf of the public. The Sanitary sewer essements as described in item 6 of the Owner's Statement hereon aha uttered for dedication to the County of Butte are accepted on behalf o! the public. Should the Board of SupervLacre determine pursuant to Goverment Code Section 66177.5, that the public purpose fox which said Property vee dedicated in tee Simple no loagcr exists, the County Of Butte shall resurvey said property as shown on said map, to the subdividers whoa neuro and address is shown in the Oeasr's Statement on this sheet, or to the subdivider'• a.—. re in interest. JO® S. Bf.AC10ACe Clerk of the Board of Supervisors County of Butte PROMER'S L1MrIPICTe Piled in the office of t e Recorder of the County of SuVe, State ia, et LS OP O'clock A.N. o tie /.? day of Of Celi torn 1992, in Book /6 of Nape, at Pages — at the request of brth.Star Engineering. RECORDING NO. 171-.S?ri'>0 CAMDIICB J. GRUBBS County Recorder County of Butte RocKY BI.UFFS SUBDIVISION PHASE I BEING A PORTION OF SECTIONS 2 and 3, T. 21 N., R 2 E., M. D. M. BUTTE COUNTY CALIFORNIA for M. I. K. ASSOCIATES NorthStar ENGINEERING A Ixawlwnl Oat � nab. rYlO�e . feat MA"Mr BASIS OF BEARINGS, THE BASIS OF BEARINGS FOR THIS MAP IS THE LINE BETWEEN THE SOUTHWEST CORNER OF LOT 25 AND THE SOUTHEAST CORNER OF LOT 28 OF SKANSEN SUB- DIVISION,UNIT ONE (R1). SAID CORNERS BEING EVI- DENCED BY MONUMENTS SHOWN HEREON AS FOUND. BEARING OF SAID LINE BEING N.64'4920'E. PER RI. LEGEND: /IFICA7L OF CORRECTION Dora RECORD REFERENCES, SET 3/4"IRON PIPE TAGGED RCE 29465 O OR 1/2' REBAR TAGGED RCE 29465 0 FOUND RAILROAD SPIKE O FOUND IRON PIN , O FOUND HARROW TOOTH o CALCULATED POINT C CALCULATED B.S.L. BUILDING SETBACK LINE RJ AS BUILT PLANS OF SKYWAY FAS Y 742 (2) SET 3/4" IRON PIPE TAGGED RCE 29465 X (COMMON ARV � � �_�-�__.__--_" 'l (CO IN CONCRETE /IFICA7L OF CORRECTION Dora RECORD REFERENCES, NQS 11` a°. RI MAP BOOK 35, PAGE 24 I. OFFICIAL RECORD BOOK 2036, PAGE 599 AND BOOK 1.. -. IS \ JL���-.�+ / \•� PROJErr R2 MAP BOOK 56, PAGE 64 2036, PAGE 601, PROVIDE FOR A UTILITY EASEMENT Sh:,, EPi (B,EYtS(0`J :S°,•T S/rr J ON THE LOCATION OF WHICH IS NOT DEFINED OF RECORD. 5 11 6?626 \,QIcPx'p' ; `LOT Bl 2O;M d RJ AS BUILT PLANS OF SKYWAY FAS Y 742 (2) SAID EASEMENT MAY OR MAY NOT AFFECT THE X (COMMON ARV � � �_�-�__.__--_" 'l (CO ��� D.21ey1 R°1960, _. SHEETS 9 B 10 OF 17. BUTTE COUNTY FILE THE HEREON SHOWN PROPERTY, yN.eJ• IJ 1! E1RJ No. E1501. 2. SERIAL NO. 91-46352 PROVIDES FOR AN EASEMENT TO P.G.SE. THE EXACT LOCATION IS NOT DEFINED OF °• RECORD.lw m LOCATION MAP SCALE: 1` 200 fD. SECTION COR. NO PER R° SCALE 3 2 (S.00" 5S E. - 829.981R. \ N.82°2950'E. 5. PG. S E. Eaxment per 1286 O.R., /�- / PoVLoce 693, Eet4blieAeA /mm Tower' '7e\ 'POp ::$.h Lia SO Wiae PG.B E. 2' \ Easement per BLUFF LINE \a.6 \ \ 490 Q R., Pa. 477._ (N.29°O6*30"E. 88.48 )-, RI z2j2, O g5 \c•,. \ . � F. 20 (N.31.2100"E. 67.00•IC,Rt-� j 5/q O,j ASF" 8z%C 2°19 t". (N.09'46'55"E. 205.4fi)C,RI 11` (S.BO°13 25" E. 22.09) -,RI- (R°430.00' Dc7°Do' Do" (_ 14 43 20"- 174.59 )-, RI 'ps2 GOT p1 -_- 1.. -. IS \ JL���-.�+ / \•� IN.64. (N.55°54'54"E. 99.71 )C, RI Rml _I-I-�. 3 \ \ 10 on 9 I r _l IJ 5 4 3Sih24 \= i I B 7 , 6 �� I Sh:,, EPi (B,EYtS(0`J :S°,•T J ON 5 11 6?626 \,QIcPx'p' ; `LOT Bl 2O;M \-6 NY°A Ay R• I! PHASE I - A X (COMMON ARV � � �_�-�__.__--_" 'l (CO ��� D.21ey1 R°1960, _. .° o1o.P• —_ LOT A 1927 55 801//14 SKYWAY . •° 40.00 �� -S. 83°�9 yN.eJ• IJ 1! E1RJ TSFSC.All=— t= CCQY-6LTSCV4 TIC(_. OF ZOM- DO-- 30 2GOi - 2 PNpSE 1 �/\7 L01 6 - PREP) \Dy \11100 \ 1 t P" 1. L01 ROCKY BLUFFS SUBDIVISION PHASE I BEING A PORTION OF SECTIONS 2 and 3, T. 21 N., R. 2 E., M. D. M. BUTTE COUNTY CALIFORNIA for M.I. K. ASSOCIATES NxthStar CML ENONEEN9 • PININEA9 - JIF/EYORS -`E-- - CIOCO,Glll - 939 6 ENGINEERING 9161 e9J-1600 A.P. m1-42-007 L CERTIFIpATE OF COP.RECTION D00- 1001-0033806 / L --•'Ll `LJ 0— CURVE RADIUS LENGTH DELTA LINE . DIRECTION DISTANCE .00.00• +00.11 14W u9 u 100• se1rE \e / . a 18940 II« sy j c. '-f- oA x,wx•xn u x zele z+ w p.... u I!e IPO.Eb slEee• _ ,per h� g ez 9 Sgxl i4gY'I ••r.07• \+B °� o \0�6grifl SEWER- L 1.4LOt 11 nlI - - x-10'STOgy rR 9EE rp jQ-�_ N 8�2 W ESMT 1 66 AC RU.E. II tl ORgIN F3MT, ilg ?,A�7 s 1 U xze-Jez If` Lot 12 tl Lot 15 _ _W. N 831150 1 u1I -. I ceva is by S 4li 1.138 Ac. a e• Lot 13 411 z1{ 25 s •.. 41 NIi, Lot 14 3 s F7 o0 u9 N e3,. so E ffi gii 1.237 Ae. _ WI, 1.068 j $rr MOTE 2 5, L1] N S5 ♦51 E SJ.23 i . ,Iyi e] DD L B 35],9 J8 b SCALE: 1- IC10� , 6' FENCE E.F. 2:1 I $ °'113 ? 5 1T12 I8� L+8 N 55'3. E1g. F0. RR aPoNE '� 1 q ' L IB'3 13 --L2- N 601 23 W 2203 Ce 8 •- 1+ (Typ1E. J Z J• _ 9oW m Lz�. s obis : s.so Lot D s ,x25• EAGLE i. zw.a ----11— -- E n` pEDIceTED TO BUTTE C{ .4 1845]• 23 509' ]3 w ,9. DOUNTY w FEE s -E 91638' NEST F}3 r 1p•{9 161+ 129 N e], 130 E ]0. A. eC. b20��+141C- 129.88 (1-01-A-) �— •\Oa �S = 'b J+ e' FFxCE 'E1a—_+SD.00'.•-_} r-_ L26 St. 2 E 21111' 900000 5 ] z os rEFF9MT. I I 11 180.D0•- .9.88'--.- BOW WOTE / ( W, I -I, 06'1931 131 a 63'{1 S E 1. ]0 ]0 1 I j P.V.f. 1i I I °' m Lot 5 Lot 10 1 0 oI,W,. _ « -nl lc J•P.V.E.ITYP.i .p I ; ]] s es; s ] 9 n 0.879 Ac. u w W 1^ 0 1 r 311 ti' to a 3 > s11 -'rv� . Lot 6 + ea ue s u,za E nse _ 'Q I Lot 9 'll Lot 8 :: ,§ Lot 7 R�;ry 0.891 A. e1•] y N ,JL9 x w L 3 �. {, L O I 1.228 Ac. ir,I l« 1.097 Ac. r 1N 0.995 Ac Ll S N11 / 184,] CS, I1-',41PUE. Ni 'faa.o•F 2n812 {� 5 = 11 i 1 \60.00• =�-_, s s� \) v. L LOT51 �1 10 I3 L01 BI 1Vel W 1E11 Co 2151 1 4 TGGR rU0.E ` \SD: �r _ 1r FEE alr _I 0 13111 8 ` �8 5�1 `.,,o NO.— �1e ,11. _ on]ae 1 0 •8 TOI01 Ac. 11.69 a 3 ROCK e f_.-�'� 661.91 LAVA -5 E _.ir 19ga,1) 97' e -- - 6.10 l c+s • lLeQ _— 'G --� - AREA. tLo, P_I, t0�9? �e . -BOUND ROCKY BUFFS \ 6 - - AR N �,a,e E - `°M"DN SUBDIVISION WAD! WEST LEGEND, PHASE I .TS FSYA'2 rC T,.OD it,^.w T-- _ AL 7r•N-=.z.1C'[.. DOL. ii Zw3- 2fm NOTES L THE 6• FENCE EASEMENTS. THE 10' STORM GRAIN EASEMENTS AND THE MAILBOX AREA EASEMENT SHOWN HEREON ARE TO BE RESERVED O6 DEEDS FOR THE BENEFIT OF LOTS 1 THROUGH 20 OF PHASE I AND FOR PHASES 2 AND 4 2• THE ID UTILITY EASEMENT BETWEEN LOTS 5 6 6 AND THE 15' UTILITY EASEMENT ALONG LOTS 6.7.0 B 9 SHALL BE KEPT CLEAR OF FENCES AND OTHER DEVELOPMENT UNLESS A PERMIT IS OBTAINED FROM GRAN MUTUAL WATER COMPANY. r rrl JOF6 O SET 3/4" IRON PIPE TAGGED RCE 29465 OR 1/2" RESAR TAGGED RCE 29465 0 - FOUND MONUMENT AS DESCRIBED ® SET BUTTE COUNTY STD. CENTERLINE MONUMENT. e CALCULATED POINT PU.E. PUBLIC UTILITY EASEMENT DENOTES' C WIDE ;NO ACCESS"STRIP DEDICATED TO BUTTE COUNTY IN FEE SIMPLE. 0 FOUND NARROW TOOTH U.E. UTILITY EASEMENT 0 SET 3/4" IRON PIPE TAGGED RCE 29465 IN CONCRETE BEING A PORTION OF SECTIONS 2 and 3, T. 21 N., R. 2 E., M. D. M. BUTTE COUNTY CALIFORNIA for M.I.K. ASSOCIATES NmlhStar dUG96 Eq,. P qNN A9•3UN 20 OEMRgDOMORrvL • CNKO.CMJWgMq 95926 ENGINEERING 916)893.1600 N I 180.00' ;� , - Lot 19 t1 Lot 15 j liE LOt 161.321 Ac. ~O ; 1.260 Au 1.269 Ac. I Lot 17 -1 -21 1 I 1.306 Ac. Lot 16 1.598 Ac. aI iig 11� i t ?' I� S u I n Y I 5 $ MMY (T OMPtM' .E.... -. n j~ITYa.I ! $ �Vi10 �psEOE I _ rP.l 1 1 it 0'Si 5E��11M \ sE�0�07� �J_17e.39•_,_ SEf-re EAGLE 1 N 78.99--�,xy__.._ a2 ��—•W =_ NEST C27 DI 826.23• (Lot AI —�_- c- "04 C26 —161.08'-.-� C38 cs3 ;i' ' 3o w Lot 2 Lot 6Lot 5 a ;' >v . a, 1 0.984 Ac. 0.673 Ac. .lg Lot 4 a;m Lot 3 c� C34 hf; 1 0.907 Ac. _ _ 0.902 Ac. 1 p.U.E. l• if 3' X ll 3•RUE. GYRI t1 (r _"KTLS_ 112 � _ _ �. 13530_ � 2_og00•Q _ �_ _ - �_ 1 TOY_02' E_-� _ _--N-28'28.58 1 RD Da vE y PHASE 3 tLDt Al W a _ ��._-�J_-----ta--- 'DfttVE S 2 D' N�•14�•E� -oma-SLAVA cw ftaCK Al (L0t CS, _. r c� COMMON AREA (Lot A-1) TOTAL AC. 6.10 LINE I DIRECTION DISTANCE L)B 9 BC9939 E 6.90 L40 9 19^2046 E 34.32 9 M SO W 4 42 9 30`,57 E leap 3 S L45 S 4636 .73 9 59 N 10 10.01 WEST BOUND NOTES` L THE 6• FENCE EASEMENTS, THE 10' STORM DRAIN EASEMENTS AND THE MAILBOX AREA EASEMENT SHOWN HEREON ARE TO BE RESERVED W DEEDS FOR THE BENEFIT OF LOTS 1 THROUGH 20 OF PHASE I AND FOR PHASES 2 AND 3. 2. THE 101 UTILITY EASEMENT BETWEEN LOTS 5 B 6 8 THE 15' UTILRY EASEMENT ALONG LOTS 6,7,6 B 9 SMALL BE KEPT CLEAR OF FENCES AND OTHER DEVELOPMENT UNLESS A PERMIT IS OBTAINED FROM ORAN MUTUAL WATER COMPANY. c3P CtRWGTSc*4 Do(- 4 2m% - Y9xHe 'Doc..0 2006- 5,5999 '11 6 Ur L KE071oM Vo(" - .Loul- vo338o0 N 8273'30• E 12ADB• 91 jI_' Y.G. D E. EASEMENT SDPER AID O.R., 1, 411 J \J 8S r~. 4 C lEe,..e,�. Lot 20 m `p5E 1.237 Ac. LAz �m P � TtE / 6Y 22D' M 5s A$0 E C3C Ac. C47 �. s rp101 c4e Gr, C9 to A �- �b -EN Epi MEMT 4-Y� \CS EOE. 1 l P O M 1w.'30.- 300.05 .- E µ3W \\ \ C4, C11�_� LB 1 ' us C42 \ \ OSPPEE CP, of B, xw*n"L gtvs� SBTr)�C K I `C19 ALNO. Lot 1 i 0.974 Ac. �111`r3 pu.E. r AREA CESS- "'p. PLL ?..47 SOT PL AC. S 74'41.27• w ,dl 231.20'E P_11 s� z3,.zo'N PREP 6139 E gg9.,9• f _ � SKYwar L, N `Lot C DEDIUT ED TO BUTTE COUNTY W FEE SIMPLE 0.123 4C. LEGEND` ROCKY BI.UFFS SUBDIVISION PHASE I BEING A PORTION OF SECTIONS 2 and 3 , T, 21 N., R. 2 E., M. D. M. BUTTE COUNTY CALIFORNIA for M. 1. K. ASSOCIATES �`� , /tar WL EHGWEW . P4w2R3. 6UNLTG119 20 DERARATNM ARI VE - -.CALIFORNIA 99926 ENGINEERING 191.69..-1600 SET 3/4" IRON PIPE TAGGED RCE 29465 0 OR 1/2'REBAR TAGGED RCE 29465 • FOUND MONUMENT AS DESCRIBED ,B, SET BUTTE COUNTY STD. CENTERLINE MONUMENT. 4 CALCULATED POINT P, U. E. PUBLIC UTILITY EASEMENT DENOTES I' WIDE "NO ACCESS"STRIP DEDICATED TO BUTTE COUNTY IN FEE SIMPLE. i% SET 3/4" IRON PIPE TAGGED RCE 29465 W CONCRETE ROCKY BI.UFFS SUBDIVISION PHASE I BEING A PORTION OF SECTIONS 2 and 3 , T, 21 N., R. 2 E., M. D. M. BUTTE COUNTY CALIFORNIA for M. 1. K. ASSOCIATES �`� , /tar WL EHGWEW . P4w2R3. 6UNLTG119 20 DERARATNM ARI VE - -.CALIFORNIA 99926 ENGINEERING 191.69..-1600 CO x001 - 0033606 / L-_- b 413 COURSE DAU > 4 Ga -r W. OOATti © A 61']alr W, 981r P''G Q N28'0000 W. 3,5249' N. ® N 01'n'00 QM R.0] 0. 412'Or -06,57- RECORD REFERENCES LEGEND E 20 SANITARY SEWER ESMT. +3�2 �I © A61•J9'00•W. 14%,00 PER R,5 RT © N (A96°.2'00 W. 505.00•.rR. M66V.]9-W, 52]9' a R, eOOK 56 MAPA IAGE 64 OI ROCKI' 6LIpf9 Q NaD•aa3e•e. J..ea• n O N 10'05'00 W, 30,68' RT a04t 28TH GFFIOAL RECONOS. PAGE 601 n 1 ACCESS O U 3 �/© EASEMENT COUNTY OF -TE TO ROCKY BLUFFS ° PROPERTY OWNERS ASSOCIATION NJ R2E, MA. f 1 fM9UCE9 WE-DATA j m EASEMENT PER 2876 O.R.801� IA / O ' (8. )8e�.8� CO. �I I WAG FOR SEE pa OSAL �$�, SERIAL NO. `E�--520 .• R OO A TS-Ja•00• E 52469 ME E.I6! /- LINE NOT TO lvAe >66.06TR1N --W. 2L6T19 3.65 A4 - _,EN ROCK) 6LIyI] Q6 N, -4.21 W. ]l1A O N 6.•J8T!• E_ %!T E Q7 N ]Y]9R5• W, 6).00' OO R• 0]0.00' 0.16.5528• L• 1020,5' ACCESS EASEMENT © PER 2876 O.R. 595 IM.0e°52'01 f.62° \ \(D 9• 't1 N '\ ' , © N 6]•]50.]' E, DLO.• / / 211591P. OI A 06.00'00• W, 6210' l0]A Q SANITARY SEWER TOTx ;SERIAL EASEMENT BV I (2) S, B]•JS'OJ• W. SA21' �SEEDED NO. NDTO N.I.K. 43SOCI S SERIAL N0. �9 O'IEtPL � I z34JB', O` D 1 .1 j Q ��E: 1N�1�T•TP, 5 0 E�4 SEWAGE OISPOSAL ESMT. COURSE DAU > 4 Ga -r W. OOATti © A 61']alr W, 981r P''G Q N28'0000 W. 3,5249' N. ® N 01'n'00 QM R.0] 0. 412'Or -06,57- RECORD REFERENCES LEGEND E 20 SANITARY SEWER ESMT. ACCESS ESNT. PER RT • ® S. 70.02'OOL 2.0.00 © A61•J9'00•W. 14%,00 PER R,5 RT Q M66V.]9-W, 52]9' OA N!9'a6'00"E. )al9r�ARx R, eOOK 56 MAPA IAGE 64 OI ROCKI' 6LIpf9 Q NaD•aa3e•e. J..ea• OYN36• O N 10'05'00 W, 30,68' RT a04t 28TH GFFIOAL RECONOS. PAGE 601 ��jj SfCi1pV Nle6M'A PER TP PL. ® OJ 4 W, OQBT N 0056• W, 5892 O N 61.19'00• E N699r RL B04L 2670 OffIOLL REC01mA PACE 595 NJ R2E, MA. f 1 fM9UCE9 WE-DATA ::' © L )]0.00 0.b-1]'00 L. 091[9 R• 91177E COIq}Y RIGM-OF-wAT MAP �` O M.'I]]r W. ]Lq' OO A TS-Ja•00• E 52469 ME E.I6! /- LINE NOT TO lvAe ] --W. 2L6T19 OE R. ,570.00 0. Ja•OJvS• L. 2]47,5' - _,EN ROCK) 6LIyI] Q6 N, -4.21 W. ]l1A O N 6.•J8T!• E_ %!T Q7 N ]Y]9R5• W, 6).00' OO R• 0]0.00' 0.16.5528• L• 1020,5' Q 4lIYOYO- W. 1m. © N 6]•]50.]' E, DLO.• Q9 M 09.02']6' W. I12N' OI A 06.00'00• W, 6210' (2) S, B]•JS'OJ• W. SA21' SEWAGE OISPOSAL ESMT. 0 R. IT.- D.,•v L•1n2r > 4 Ga -r W. OOATti © A 61']alr W, 981r P''G Q N28'0000 W. 3,5249' N. ® N 01'n'00 QM R.0] 0. 412'Or -06,57- / W,n6.69' Q3 9. 43IF E. SO.00' NO N M'0 W, .6409 OO R. 700,00 D. 19.03Y10• L• OTJ.Or Jp9 , /.2 EJP• • ® S. 70.02'OOL 2.0.00 © A61•J9'00•W. 14%,00 PER R,5 RT SCALE I I"°200 OO A 39.3600•W. 76925 PER RAB R] ACCESS EASEMENT Q NaD•aa3e•e. J..ea• O N 10'05'00 W, 30,68' . N 74•41z1v W. z I,- - OEM& "AN 4a1•.ne-w, 13sz NOT TO SCALE ® A 06.0000- W- ]0.16' - 2� N 88'02'00 E. 16021 ' ,k,IZTL F•S•<±�TF+ Cf :A4JCKT2'Ml m("� 2�-�V(i0 SNEEr 5 O 6 PHASE 2 ZO �9 ROCKY BLUFFS SUBDIVISION PHASE I BEING A PORTION 0r SECTIONS 2 and 3, T. 21 N., R.2 E., M.D.M. BUTTE COUNTY CALIFORNIA for M. I. K. ASSOCIATES NorthStar Cml Enaamen • PaMen • SWvero -- iO CECARATION DRIVE ENGINEERING CN CUg16ACA %95 A.P, 011-12-OO7 R "K T IF ICA76 OF CAIKAECTI OK PC C. JL001-0033906 '�• FRITTILLARIA EARWOODIAE PLANT T (BUTTE FRITILLARY) _ 5'RADIUS NO DEVELOPMENT AREA AROONO PLANT -SEE NOTE 2 WDALM A ROWSTA PLANT \ (BUTTE CHECKER) SCALE: I"r O 11I NO 1 IAII AREA ROUNDPLANTS- 200' y rr 1) a `(U ^ GEE NOTE 2. c V 0 4 NO DEVELOPMENT AREA LWD y • [ my [L,� D-.ro- OAr1[un [ra¢[ .- ui— Ll 210 ' wt lu 116 L*l[11 'O yin 1.` 4 L-1 14 R F` e d* r M1.01 BI S Gi A pNq a:l,a �9 nAlr :. p8 °lm :e Q [tie k� S 4 •.�"" m "aal} o°ri 1... *, �= PREP a. OPMENT COMMON . NO DEVEL ' 1 rlD Acc°ra Snio AREA - NO DEVELOPMENT AREA y RI u COMMON p0.E 4 • P~ t.i9 YO pcce66 5 SKYWAY d Lot C NOTES L THIS ADDITIONAL INFORMATION SHEET SHOWS ADDITIONAL 6, LOT B AND LOT BI ARE TO BE DEEDED TO GRAN MUTUAL INFORMATION. IS FOR ADDITIONAL INFORMATIONAL PURPOSES WATER COMPANY AND THEY ARE NOT APPROVED RESIDENTIAL ONLY, DESCRIBING CONDITIONS AT THE TIME OF FILING AND BUILDING SITES. IS NOT INTENDED TO AFFECT RECORD TITLE INTEREST. 2. THERE SHALL BEA 10 FOOT RADIUS7, THERE LS A SO FOOT BUILDING SETBACK FROM THE S NO DEVELOPMENT ZONE CENTERLWES OF ALL INTERIOR STREETS. AROUND ALL SM)ALICIADEV ROBUSTA PLANT AROUND ALL F A - ADDITIONAL INFORMATION SHEET S FOOT RADIUS DI DEVELOPMENT AREA AROUND ALL SHALL- B. THERE ISA 20 FOOT AYOFBUILDING SETBACK FROM THE MEANLARIA O LANDSCAPING. G. SOILT ONS.ISRU TI DEVELOPMENT SHALL NORTHERLY RIGHT-OF.WAY OF THE SKYWAY. ROCKY BLUFFS MEAN NO LANDSCAPING; SOIL DISRUPTION, VEGETATION REMOVAL, PLACEMENT OF DECKS OR CONSTRUCTION OF ANY KIND. THE INTENT 9. THE IO' UTILITY EASEMENT BETWEEN LOTS S B 6 IS TO LEAVE THE LAND W ITS NATURAL STATE AS AN ALTERNATIVE AND THE IB' VTILT' EASEMENT ALONG LOTS 6,7,8 THE FUWT POPULATION MAY FBE IELO RELOCATED WITH APPROVAL FROM B 9 SHALL N KEPT CLEAR OF FENCES AND OTHER SUBDIVISION CALIFORNIA DEPARTMENT OF FISH LO GAME. DEVELOPMENT UNLESS A PERMIT IS OBTAINED FROM 3. ON LOTS 11 THROUGH 20 SOL NGRAN MUTUAL WATER COMPANY. TS AND FILLS OUTSIDE OF THE PHASE BUILDING FOOTPRINT AREA SHALL BE Lr TOS FEEL EACH. FO THE DESIGN OF THE BUILDINGS SHALL CONFORM TO THE NATURALTOPOGRAPHY OF EACH LOT TO MINIMIZE THE REWIRED CUTS AND FILLS, BEING A PORTION OF SECTIONS 2 and A. NATURAL VEGETATION WILL BE RETAINED IN THE NO DEVELOPMENT 36 T. 21 N., R. 2 E., M. D. M. AREAS. IT SHALL BE RETAINED ELSEWHERE ON THE PARCEL WHERE _BUTTE COUNTY CALIFORNIA FEASIBLE ALL TREES OVER 6INCHES IN DIAMETER, AS MEASURED 2 FEET ABOVE GRADE SHALL BE RETAINED UNLESS THEY ARE DISEASED OR REMOVAL IS NEEDED FOR ROAD PURPOSES OR HOME for CONSTRUCTION K. ASSOCIATES S. CLIONSTRUION SITE PREPARATION AND SOIL DISRUPTION SHALL M. I. BE MBED COTTHE DRY SEASON MAY THROUGH OCTOBER. K NorthStar CNR EMpNECR4 PW MEAS SINCTO 9 20 DECLARATION OIbVE • CMKA,CWFORNM W926 ENGINEERING NI6 ABS.1600 sNe[i s OF IT CER Tx FrCaTs or Lcenr-_, mcS L VOL. 2 - blJMP A.P DN -A2 om ales Doc—ti, 2oob-5b" RECORDING REQUESTED BY: Ale1wEY 12. el;�e Zel' e or (Engineer or Surveyor) AFTER RECORDING RETURN TO: BUTTE COUNTY PUBLIC WORKS LAND DEVELOPMENT DIVISION 7 County Center Drive Orovilie, CA 95965 WHEN RECORDED FILE WITH MAP LISTED BELOW IIlI!lIII!!I!lIIIIIIlI!lIII101lIII �QtrQ%3—Q0QbSa D<a-3 Recorded . Official Records Count E f CANDACEttlITTJ. GRUBBS Recorder ROSEMARY DICKSON Assistant 02:4SPM 12--Aug-2003 I REC FEE 13.00 f' t I I � , I Barbara I Page I of 3 SPACE ABOVE THIS LINE FOR RECORDER'S USE h - S CERTIFICATE OF CORRECTION ►,� I 41el 4ZG 9. ---,hereby state that the following corrections or additions to the map entitled ZOcKY 9401F45 5vBOiV/.sia`1 ,filed rY47C145e3,!%!'Q 15 4492 in Book /Zd of Maps at Page(s) 60 6S , in the office of the Recorder, are made by me in accordance with Section 66469 through 66472.1 of the Subdivision Map Act: ES s/0 29465 M LU C" EXP 3/31 /07 Ztj civa- C. OF CAt-o� (Signature and Seal of Engineer or Land Survey 0 Date R.C.E or P.L.S. No. .29965` Date of Expiration CERTIFICATE OF COUNTY SURVEYOR: This is to certify that the above Certificate of Correction has been examined for compliance with Section 66471 of the Subdivision Map Act. Stuart Edell Deputy County Surveyor By: L lot r6,":2—g I Z zoo3 R.C.E. or P.L.S No. —7,19 (3 Z Date Date of Expiration 031311-Z0o 7 D:\Land Dev\Forms\LD 1440 (4/03) Listed below are the present fee owners of the property affected by the correction or addition: iSF..,E eIV/woGIEa Pursuant to Sectiori 66470 of the Subdivision Map Act, listed below are the fee owners of the property affected by the correction or addition, on the date of filing -of the original recorded map: U EXHIBIT "A" Certificate of Correction for Lot 16 of "Rocky Bluffs Subdivision.— Phase 1" Book 126 of Maps, at Pages 60 — 65 Correction #1: Note number 3 on Sheet 6 of 6 of said Book 126 of Maps, at Pages 60 — 65 which states "On Lots 11 through 20 soil cuts and fills outside of the building footprint area shall be limited to 3 feet each. The design of the buildings shall conform to' the natural topography of each lot to minimize the required cuts and fills" is amended to read, "On Lots 11 through 20, if proposed cuts or fills exceed 3 feet outside the building footprint area, a grading / erosion control plan and soils report shall be prepared by a Registered Civil Engineer or Geologist for review and approval by the Butte County Public Works Department and the Development Services Department. Said plan and report shall be approved by the Butte County Public Works Department and the Development Services Department prior to issuance of a development permit. All construction shall be in accordance with approved plans. The design of the buildings shall conform to the natural topography of the lot to minimize the required cuts and fills." Page I of 1 M Butte County Department of Development Services www.buffecounty.net/dds 7 County Center Drive Oroville, CA 95965 (530) 538-7601 Telephone (530) 538-7785 Facsimile ADMINISTRATION * BUILDING * PLANNING February 16, 2006 Mr. Dan Cummings 1750 Dayton Road Chico, CA 95928 .. Subject: Building Permit 05-3073 (APN 017-300-019); Dear Mr. Cummings: The Butte County Department of Development Services, Planning Division, has reviewed the submitted permit application, and requires the following revisions to your site plan, or information in order to continue the review: ❑ ation Deed ❑ Site Plan Resubmit — Follow Requirements Erosion Control Plan ❑ Setback Conformance ❑ Watershed Protection Zone ❑ Front Yard ❑ Cohasset Specific Plan ❑ Side Yard ® Subdivision Map Note ❑ Rear Yard ❑ Off -Street Parking; Development Standards ❑ Special Setback or Parcel Limitation ❑ Parking for Specified Use ❑ Federal Aid Road/Arterial ❑ Lot & Landscaping Requirements ❑ Easement ❑ Oak Tree Plan ❑ Subdivision Map Condition/Note ❑ SRA Setback* ❑North Chico Specific Plan — Erosion Control ❑ Fir Sprinklers* ❑ Notification Only — No Action Required ther: Grading Plan rare sprintuers, and the SRA setback, are not requirements for the Planning Division approval, and this notification is for informational purposes, however it will be required for the issuance of building permits. The requested information, or notification, is described on the included hand-outs. Please review the information and submit the required erosion control/grading plan per required correction on conditions #3 and #5 on sheet six of Book 126, Pages 60-66. Should you have further questions please contact me between the hours of 8:00 a.m. and 4:00 p.m. Monday through Friday at (530) 538-7603, or the appropriate Department/Division identified in the hand-out. n , y� ror JQe _ I� W41 y Sincerely, Chris Tolley Assistant Planner Cc. VERTECH Robert Hill & Assoc Enc. g�P ri January 31, 2006 Dan Cummings 1750 Dayton Road Chico, CA 95928 Department of 'Deve'lopment Services Building ]Division 7 County Center Drive Oroville, CA 95965 (530) 538-7541 (530) 538-2140 PAX Assessor Parcel Number: 017-300-019 Building Permit Number: 05-3073 Thank you for submitting the p1wis for your building project. The plans have been reviewed and comments are listed below. Please respond in writing to each item by completing and returning the enclosed PLAN REVIEW RESPONSE FORM. Your complete and clear response will expedite the re- check and approval of this project. COMMENTS. Please revise the plans to reflect the new location of the pool equipment room. The new location shown on the revised site plan will block the 3060 window in the Aupair Suite. Provide natural light equal to 10% of the floor area and natural ventilation equal to 5% of the floor area ill the Aupair Suite per CBC .1203. The A/C condensing unit mid service disconnect also need to be relocated to accommodate the pool equipment room. Provide type B collector along wall line E,R as specified in the structural calculations. Plans show type A. Provide structural calculations verifying adequacy of the Deck West garage floor and the supporting masonry walls. Please detail specific construction requirements on the plans. Include concrete compressive strength, seam attachment acid spacing, welding, button pu.nclUng, etc. Please verify that the garage floor is adequate to support a point load from a vehicle wheel as well as a umiform load. To use the Deck West load chart in ER -5239, you can convert the vehicle wheel point load to an equivalent uniform superimposed load. 4. Special inspection is required in accordance with CBC .1701 for structural masonry, welding of structural steel and installation of the Deck West floor system. The special inspector must be approved by the Butte County Building Division. Please provide name of the special inspector that you will employ. Many of these plan check items can be easily .fixed. Please advise if there are corrections you would like us to make to the plans. If you wish to discuss these comments, please call Philo at (530) 538-2130. Jim Peterson Plans Examiner cc Robert Hill and Associates Michael Hubley, S.E. 1. of 1 Philo Hunt, P.E. Plan Check Engineer January 3, 2006 Dan Cummings 1750 Dayton Road Chico, CA 95928 0 Department of Development Services Building Division 7 County Center Drive Oroville, CA 95965 (530) 538-7541 (530) 538-2140 FAX Assessor Parcel Number: 017-300-019 Building Permit Number: 05-3073 Thank you for submitting the plans for your building project. The plans have been reviewed and comments are listed below. Please respond in writing to each item by completing and returning the enclosed PLAN REVIEW RESPONSE FORM. Your complete and clear response will expedite the re -check and approval of this project. CONIlVES: 57 LL O, -J ��-Tionf �Gme f wj . �I.bt�ain approval from the California Department of Forestry for location of the pool equipment room. See attached memo from Steve Fowler, CDF. You can contact Steve at 38-6837. Please show location of the pool equipment room on the site plan. Please revise references to the section details on sheet 8 to indicate the correct locations of details. 4:,3� Please check reference to detail 3/S3.3 along wall line, C on sheet S2.2. It appears that detail ,/S3.3 applies at this location lease reference the correct plan sheet in note 1 of the roof framing notes on sheet S2.3. Sheet S5.1 not provided. o�!'Provide one-hour occupancy separation between the "executive garage" and the living area. a*! Specify 1-3/4" minimum solid core self closing fire door between the guest garage and the hall. * !� rove d type 4 shear walls along wall line 4.5,1 as specified on page 17 of the structural calculations. Plans show type 6. Please define type HF shear walls. ,t r Provide type B collector along wall line E,R as specified in the structural calculations. Plans s ow type A. O( ,Provide drag truss N1 over the entry as specified on the roof framing plan. 64XI. Specify size of PHD holdown required at the post between the lower veranda and the barbeque area. Please show on the foundation plan, sheet S2.1. 2. lease clarify purpose for installing the shear pins shown in the retaining wall details on sheet S3.2. Are these pins intended for lava cap application? Plans show shear pins " �mbedded into ET epoxy". ,Y�. Please revise the calculations for beam B9 to reflect correct span of 10'. The calculations oft, provided are for 7.75' span. 1 of 2 b<-P,rovide 3 bolts at' moment frame connection as specified on page 29 of the structural calculations. Detail 5/S3.4 shows only 2 bolts. OtV 15. rovide structural calculations verifying adequacy of the Deck West garage floor and the supporting masonry walls. Please detail specific construction requirements on the plans. Include concrete compressive strength, seam attachment and spacing, welding, button punching, etc. Sp vLNV/ L uizfNc. oon.S"r - rcpori lease detail attachment of the ceiling (if applicable) in the Aupair Suite to the Deck West garage floor above. 17. Special inspection is required in accordance with CBC 1701 for structural masonry, welding of structural steel and installation of the Deck West floor system. The special inspector must be approved by the Butte County Building Division. Please provide name of the special inspector that you will employ. Many of these plan check items can be easily fixed. Please advise if there are corrections you would like us to make to the plans. If you wish to discuss these comments, please call Philo at (530) 538-2130. Jim Peterson Plans Examiner cc Robert Hill and Associates Michael Hubley, S.E. So psi u N! r= L OA-►,> Philo Hunt, P.E. Plan Check Engineer 2l3 \, r aN �t2 c C2 w N ��1 \ 1 3 33 �ovz CAvc o ' -Ar cK PL 3-32- + 3-`}' M a _ 4332 LZ Q -21)z Z 5F4— �t'Ai cb2Viv. Sv �M�os 1� k2 Nor lz o`� Ta r&C O(SC05St-o -W! wl-e V�DnLEY EL j cep N c u �iNT � �N� S i SHIN 2 of 2 �(/t r; p S Cay V215- PZ7-) A. iP A_ All t;o ps Ll. -r Zoon #l� co -,QC, t_.v ✓� ,. E ASC Steel Deck Comments on Extraordinary Conditions A. Pbsitive Bending Reinforcement The deck profile in a composite slab design is the positive bending reinforcement for the slab and must be expected to last the life of the structure. To ensure the integrity of the Structure, ASC Steel Deck recommends specifying ASTM A653, G-60 as the minimally acceptable finish. B. Parking Structures The following conditions are to be considered when using steel deck in a parking structure. 1. All slabs are to be designed as continuous spans with negative reinforcement placed over each support. Alternatively, the steel deck may be used as a concrete form with reinforcement as required. 2. Additional reinforcing is to be included to minimize cracking caused by temperature differential and to provide load distribution. 3. The minimally acceptable galvanized coating is G-90, as per ASTM A653. 4. In corrosive environments, the top surface of the slab is to be sealed and the bottom surface of the steel deck is to receive a field applied finish paint. C. Vibratory Load Vibratory Loads, e.g., mechanical equipment and forklifts are detrimental to the mechanical bond between the deck and concrete. Additional reinforcing steel, designed by the structural engineer; may be required. D.- Point Load To determine the required deck type and concrete for a point load condition, an equivalent uniform load for a simple span is calculated. Example: 1. 10'0" Span 2.400 # Point Load at Mid -Span 3.50 PSF Uniform Floor Load Determine total equivalent uniform superimposed load. A. Maximum Moment from Point Load: M=rr/4='1M(I0)/4=1000 ft. lbs. B. Equivalent Uniform Load: W� -I (XX)((8) = 80 PSF C. Total Equivalent Superimposed Load: 50 + 80 = '130 PSF * Note: Select deck type, concrete type and thickness with a 130 PSF allowable super- imposed load capacity and span length of 10'0". Provide distribution steel as required. E. Cantilevers Steel deck used in a cantilevered condition acts solely as a permanent form. The length of the cantilever may be determined using the section properties of the steel deck profile. Negative reinforcement, designed by the structural engineer, is to be added over the support to prevent cracking of the slab. Positive Venting Steel decking used in composite construction should be positive vented when the slab may be exposed to water, post construction. The positive vented steel deck will allow the dissipation of residual water vapor. The positive venting standards are listed below by profile: 1. 13 -36 -nominal 1/4" holes, approximately 4 1/4" o.c. in every bottom flange. 2. 2W -nominal 1/4" diameter holes, .approximately 12" o.c. in every bottom Flange. 3.3W -nominal 1/4" diameter holes, approximately 12" o.c. in every bottom flange. 4. N -24 -Vent Tab, approximately 10 5/8" o.c. in every bottom Flange. Note: 1 % venting may be available. Contact ASC Steel Deck. G. Pigtail Holes We offer pigtail holes in lieu of hanger tabs because the pigtail holes allow us to offer a wider variety of modules and to prevent the possibility of overloading the tab(s) which could result in their progressive failure. The pigtail hole standards are listed below by profile: 1. 13 -36 --nominal 1/4" holes, approximately 41/4" o.c. in every bottom flange. 2.2W -nominal 1/4" diameter holes,.approximately 12" o.c. in every bottom Flange. 3.3W -nominal 1/4" diameter holes, approximately 12" o.c. in every bottom flange. 4. N -24 -No pigtail holes available. Alternative Fastening Methods For attachment of decking, for methods other than welding, refer to the following technical information: Screwed and Pinned Attachments ICRO_R.Qp.olt N4_.. Company_, 3056 & 4254 ITW Buildex Division 3829 Pneutek Inc. 4373 HILTI Fastening Systems Efii ctive lune 2002 Preformed Metal Deck 59 RESPONSE TO PLAN CHECK Project: Cummings Residence Lot 19, Eaglenest Drive Chico, CA Building Permit No.: 05-3073 AP No.: 017-300-019 Structural Plan Check Comments: 1. By others. 2. By others. jri� Detail reference has been changed. of -A! Note has been modified. By others. • � QROFESS D. `r � yc� o. S 4732 p. 6/30/06 dF L1FnQ'�\P L'-cp y others. Oki.- 6. Shear wall along wall line 4.5,1 at the basement level has been omitted. The shear load from above is transferred to a masonry wall at the basement level. Please refer to legend on sheet S2.2 See drag strap connecting the beam to double top plate along wall bine E at the roof. Plans are correct in calling out a MSTC40. 10. By others. Plan has been modified. 12 Foundation will be excavated down to lava cap. Callout states that the shear pin shall be installed in ET epoxy. �t Calculations have been modified. No changes to plans. 1r,14: Detail has been modified. 5 See attached DeckWest load chart. 16. By others. << 17 Masonry was not designed with special inspection increases, therefore no inspection required. All other special inspection requirements have been stated on plan. y �o tjaio Beam Sizer Design Program VerTech Engineering Project: Cummings Residence Location: Main Floor Level - B9 Slope of roof Dead Load 0 :12 Live Load Width 5.5`in j TULL Defl. Criteria (U) Length of Beam [:1 Round Member Width tributary to beam: Unbraced Length I CD 1.25 CF CM 1.00 Cv Ct 1.00 Cfu Cf 1.00 Cr CH 1.00 Cc CL 1.00 Fbe= 83804 RB= 2.9 Total Uniform Load S Req'd Mmax 1.00 Vmax 61 in^4 EI Req'd Controlling Design le= Fb'= Date: 1/9/2006 �x6or4-1 ❑ Valley Beam 0 :12 Select Beam Width 5.5`in j 25 psf iDF L #1 [:1 Round Member 16 psf I Horiz. Member 240 360 Fb' 1686 psi 11 ft Fv' 106 psi 4 ft 2 ft Height Required 5.1 in 1.00 A Req'd 13 in^2 1.00 S Req'd 18 in^3 1.00 1 Req'd 61 in^4 1.00 Controlling Design Deflection 1.00 4.1 1688 164 plf 2481 ft -Ib 902 Ib ❑ Shear at d from face? 98 '10^6 #-in^2 �x6or4-1 ll 0 • 3DW - NORMAL WEIGHT CONCRETE 1'2'3,4,5,6 18 n 4 . (1) Total Allowable Superim osed Load ( so Total Slab Max. Unshored Span (q) Diaphragm Shear Values p Depth & Concrete Three _ SPAN wt. Or (psO Gauge Single Double More 8'-0" 1 8'-6" 9'-0" 9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0" 13'-6" 22 1 252 220 193 169 150 133 118 105 94 84 75 67 8-6 9-6 10-6 q 1853 1836 1830 1817 1814 1802 1799 1789 1786 1778 1777 - .0299 21 I 279 243 213 188 166 148 132 118 105 95 85 76 9-6 11-0 12-0 1880 1862 1 1856 1841 1 1837 1 1824 1821 1811 1808 1798 1797 .0329 20 I 1 305 266 234 206 183 163 146 130 117 105 95 85 10-0 11-6 12-6 q 1907 1888 1881 1860 1847 1843 1832 1829 1819 1817 - 5" .0359 42.3 19 1 355 311 274 242 215 192 172 155 139 126 114 103 11-6 12-6 13-6 1962 1938 1931 1912 1907 1890 1888 1873 1871 1859 1856 - .0418 18 400 353 312 276 246 220 197 178 160 145 132 120 12-6 13-6 14-0 _L q 2011 1985 1977 1955 1950 1932 1928 1912 1910 1895 1894 - .0478 16 400 400 385 342 305 273 246 222 201 183 166 152 13-6 16-0 16-0 _L q 2120 1 2088 2079 2051 2045 2022 2016 1998 1994 1977 1975 0598 22 296 258 226 199 176 156 139 124 111 99 89 80 8-0 8-6 9-6 _L q 2245 2228 2223 2209 2206 2194 2192 2181 2179 2171 2168 2162 .0299 21 I 327 285 250 221 196 174 155 139 124 112 100 90 9-0 10-6 11-6 2272 2254 2249 2233 2230 2217 2214 2202 2201 2191 2189 2181 .0329 20 1 357 312 274 242 215 191 171 153 138 124 112 101 9-6 10-6 12-0 q 2300 2280 2274 2257 2253 2239 2236 2224 2222 2211 2210 2201 51/2. •0359 48.4 19 I 400 364 320 284 252 225 202 181 164 148 134 121 10-6 12-0 13-0 2353 2331 2323 2304 2300 2283 2279 2266 2263 2250 2249 •2239 .0418 18 I 400 400 365 324 288 258 232 209 188 171 155 141 12-0 13-0 13-6 2404 2378 2370 2348 2343 2324 2321 2305 2301 2288 2285 2274 .0478 16 1 400 400 400 400 357 320 289 261 236 215 196 179 13-0 14-0 15-0 q 2513 2480 2471 2444 2438 2414 2409 2389 2387 2370 2367 2352 .0598 22 1 343 299 262 231 204 181 161 144 129 115 104 93 7-0 8-0 9-0 q 2638 2621 2616 2601 2597 2586 2583 2574 2571 2562 2561 2553 •0299 21 1 378 330 290 256 227 202 180 161 144 130 117 105 8-6 10-0 11-0 q 2665 2647 2640 2626 2622 2609 2607 2595 2592 2583 2582 2573 .0329 20 1 400 361 317 280 249 222 198 178 160 144 130 117 9-0 10-6 11-6 q 1 2692 2673 2666 2649 2646 2631 2629 2617 2614 2604 2601 2592 6" .0359 54.4 19 I 400 400 370 328 292 261 234 210 190 171 155 141 10-0 11-6 12-6 2746 2722 2716 2696 2691 2675 2672 2659 2655 2643 2642 2631 .0418 18 I 400 400 400 374 333 298 268 242 218 198 180 164 11-6 12-6 13-6 q 2796 2770 2763 2740 2735 2717 2713 2698 2694 2681 2678 2666 .0478 16 I 400 400 400 400 400 371 334 302 274 249 227 207 12-6 14-6 15-0 2906 2873 2863 2837 2829 2807 2802 2782 2778 2761 2759 2744 .0598 22 I 391 341 299 264 233 207 185 165 148 132 119 107 6-6 7-6 8-0 q 3030 3013 3008 2994 2990 2978 2976 2965 2964 2955 2954 2946 •0299 21 1 400 376 331 292 259 230 206 184 165 149 134 121 8-0 9-6 10-6 q 3058 3039 3033 3019 3013 3002 2998 2987 2985 2976 2974 2965 .0329 20 1 400 400 362 320 284 253 227 203 183 165 149 135 9-0 10-0 11-6 q 3085 3065 3059 3042 3038 3024 3020 3008 3007 2997 2994 2985 61/2- .0359 60.4 19 1 400 400 400 374 333 298 267 240 217 196 178 161 10-0 11-0 12-0 3138 3115 3108 3089 3084 3068 3064 3050 3047 3036 3034 3023 .0418 18 1 400 400 400 400 381 341 306 276 250 227 206 187 11-0 12-0 13-0 q 3189 3163 3154 3133 3127 3110 3104 3089 3086 3073 3071 3059 .0478 16 1 400 400 400 400 400 400 382 346 313 285 260 238 12-0 14-0 14-6 _ 3298 3266 3255 3229 3221 3199 3194 3175 3171 3154 3151 3137 .0598 18 n 4 . RESPONSE TO PLAN CHECK William L. Elliott 4138 Guntren Road Chico, Ca. 95973 (530) 321-2202 visionjiomes(c-i?pacbell. net January 11, 2006 County of Butte Att: Philo Hunt Re: Cummings Residence, Lot 19 Eagle Nest Drive, Chico Ca. AP# 017-300-019 Dear Philo Following are itemized responses to your plan check dated January 11, 2006 jporrection made to pages 8 & 11. ote added to page 8. jj6-'Note added to page 8. Respectfully, William Elliott Robert TNti[ & ASSOCIATES 199 E. Shasta Ave. • Chico, CA 95973 (530)891-4280•FAX (530) 891-0394 www.RobertTHill.com • e-mail: RHilIC@Sunsetnet Butte County Department of Developmental Services Building Division 7 County Center Drive Oroville, CA 95965 Attention: Phyto -Hunt January 25, 2005 RESPONSE TO PLAN CHECK Project: Cummings Residence Lot 19, Eaglenest Drive Chico, -CA Building Permit #: 05-3073 APN: 017-300-019 • • CONSULTANTS • DESIGNERS -CONTRACTORS •CRAFTSMEN The following are Responses to remaining Plan Check Comments (Jan. 3, 2006). RESPONSES: 1. The proposed Pool Equipment Room has been relocated to North and East @ the union of residence walls, and shown on sheet 1 'Site Plan'. This room will not impede Fire truck Turn around. 1. he Roof Framing Plan (S2.3) has been corrected to show Drag Load of p(- 1000 lbs. Additionally, the truss calculations have been corrected to show drag load and design for N-1 Truss @ entry (see attached profile sheet). The Furred -Ceiling Framing Detail 18/S3.2 (Aupair Suite) has been modified to show proposed ceiling framing—there will be no connection to Deck West decking. If you wish to discuss any of these items, please contact me at: (530) 891-4280 ext. 15 Than ou, Sean Eiselt General & Pool Contractors • Lic. #377409 January 3, 2006 Dan Cummings 1750 Dayton Road Chico, CA 9�_928_ Department of Development Services Building Division 7 County Center Drive Oroville, CA 95965 (530) 538-7541 (530) 538-2140 FAX Parcel Number: 017-300-019 Permit Number: 05-3073 Thank you for submitting the plans for your building project. The plans have been reviewed and comments are listed below. Please respond in writing to each item by completing and returning the enclosed PLAN REVIEW RESPONSE FORM. Your complete and clear response will expedite the re -check and approval of this project. ENTS: J�S --7 [ 1 t V_L((Tequipment tain approval from the California Department of Forestry for location of the pool room. See attached memo from Steve Fowler, CDF. You can contact Steve at 538-6837. Please show location of the pool equipment room on the site plan. L(� 2. Please revise references to the section details on sheet 8 to indicate the correct locations of details. c.HAL) 3. Please check reference to detail 3/S3.3 along wall line C on sheet S2.2. It appears that detail 2/S3.3 applies at this location G1 �� 4: Please reference the correct plan sheet in note 1 of the roof framing notes on sheet S2.3. Sheet S5.1 not provided. F� w 5. Provide one-hour occupancy separation between the "executive garage" and the living area. 6. Specify 1 W minimum solid core self closing fire door between the guest garage and the hall. 7. Provide type 4 shear walls along wall line 4.5,1 as specified on page 17 of the structural calculations. Plans show type 6. 8. Please define type HF shear walls:. t. G� A-7 9. Provide type B collector along wall line E,R as specified in the structural calculations. Plans show type A. 10. Provide drag truss N1 over the entry as specified on the roof framing plan. 4::54 Specify size of PHD holdown required at the post between the lower veranda and the barbeque area. Please show on the foundation plan, sheet S2.1. 12. Please clarify purpose for installing the shear pins shown in the retaining wall details on sheet S3.2. Are these pins intended for lava cap application? Plans show shear pins "embedded into ET epoxy". 13. Please revise the calculations for beam B9 to reflect correct span of 10'. The calculations provided are for 7.75' span. 1 of 2 �) 14. Provide 3 bolts at moment frame connection as specified on page 29 of the structural calculations. Detail 5/S3.4 shows only 2 bolts. GK gD15. Provide structural calculations verifying adequacy of the Deck West garage floor and the supporting masonry walls. Please detail specific construction requirements on he plans. Include concrete c_om_ pressive strength, seam attachment -and pacing,_welding,•button etc. O.epunching, Please detail attachment of the ceiling (if applicable) in the Aupair Suite to the Deck West garage floor above. OD 70: 17. Special inspection is required in accordance with CBC 1701 for structural masonry, welding ........ of structural steel and installation of the Deck West floor system. The special inspector must be approved by the Butte County Building Division. Please provide name of the special v it (v0p o inspector that you will employ_ w I �T �tisx,a9 Many of these plan check items can be easily fixed. Please advise if there are corrections you would like us to make to the plans. If you wish to discuss these comments, please call Philo at 530 538-2130.. Jim Peterson Plans Examiner cc Robert Hill and Associates Michael Hubley, S.E. 2 of 2 Philo Hunt, P.E. Plan Check Engineer January 3, 2006 Dan Cummings 1750 Dayton Road Chico, CA 95928 Department of Development Services Building Division 7 County Center Drive Oroville, CA 95965 (530) 538-7541 (530) 538-2140 FAX Assessor Parcel Number: 017-300-019 Building Permit Number: 05-3073 Thank you for submitting the plans for your building project. The plans have been reviewed and comments are listed below. Please respond in writing to each item by completing and returning the enclosed PLAN REVIEW RESPONSE FORM. Your complete and clear response will expedite the re -check and approval of this project. COMMENTS: I . Obtain approval fi-om the California Department of Forestry for location of the pool equipment room. See attached memo fi-om Steve Fowler, CDF. You can contact Steve at 538-6837. Please show location of the pool equipment room on the site plan. 2. Please revise references to the section details on sheet 8 to indicate the correct locations of details. 3. Please check reference to detail 3/S3.3 along wall line C on sheet S2.2. It appears that detail 2/S3.3 applies at this location 4. Please reference the correct plan sheet in note 1 of the roof framing notes on sheet S2.3. Sheet S5.1 not provided.. 5. Provide one-hour occupancy separation between the "executive garage" and the living area. 6. Specify 1-3/4" minimum solid core self closing fire door between the guest garage and the hall. 7. Provide type 4 shear walls along wall line 4.5,1 as specified on page 17 of the structural calculations. Plans show type 6. 8. Please define type HF shear walls. 9. Provide type B collector along wall line E,R as specified in the structural calculations. Plans show type A. 10. Provide drag truss N1 over the entry as specified on the roof framing plan. 11. Specify size of PHD holdown required at the post between the lower veranda and the barbeque area.. Please show on the foundation plan, sheet S2.1. 12. Please clarify purpose for installing the shear pins shown in the retaining wall details on sheet S3.2. Are these pins intended for lava cap application? Plans show shear pins "embedded into ET epoxy". 13. Please revise the calculations for beam B9 to reflect correct span of 10'. The calculations provided are for 7.75' span. 1 of 2 0 • 14. Provide 3 bolts at moment frarne comnection as specified. on page 29 of the structural . calculations. Detail 5/S3.4 shows only 2 bolts. 15. Provide structural calculations verifying adequacy of the Deck West garage floor and the supporting masonry walls. Please detail specific construction requirements on the plans. Include concrete compressive strength, seam attachment and spacing, welding, button punching, etc. 16. Please detail attachment of the ceiling (if applicable) in the Aupair Suite to the Deck West garage floor above. 17. Special inspection is required in accordance with CBC 1701 for structural masonry, welding of structural steel and installation of the Deck West floor system. The special inspector must be approved by the Butte County Building Division. Please provide name of the special . inspector that you will employ. Many of these plan check items can be easily fixed. Please advise if there are corrections you would like us to make to the plans. If you wish to discuss these comments, please call Philo at (530) 538-2130. Jim Peterson Plans Examiner cc Robert Hill and Associates Michael Hubley, S.E. 2 of 2 CiloHunt, P.E. Plan Check Engineer Butte County Department of Development Services PAUL MCINTOSH, INTERIM DIRECTOR 7 County Center Drive Oroville, CA 95965. (530) 538-7601 Telephone (530) 538-7785 Facsimile ADMINISTRATION x BUILDING " PLANNING December 5, 2005 Mr. Dan Cummings Eaglecrest Drive, Lot # 19 Chico, CA 95928 Subject: Building Permit 05-3073 (APN 017-300-019); Dear Mr. Cummings: The Butte County Department of Development Services, Planning Division, has reviewed the submitted permit application, and requires the following revisions to your site plan, or information in order to continue the review: ❑ Creation Deed ❑ Site Plan Resubmit — Follow Requirements ® Erosion Control Plan ❑ Setback Conformance ❑ Watershed Protection Zone ❑ Front Yard ❑ Cohasset Specific Plan ❑ Side Yard ® Subdivision Map Note ❑ Rear Yard ❑ Off -Street Parking; Development Standards ❑ Special Setback or Parcel Limitation ❑ Parking for Specified Use ❑ Federal Aid Road/Arterial ❑ Lot & Landscaping Requirements ❑ Easement ❑ Oak Tree Plan ❑ Subdivision Map Condition/Note ❑ SRA Setback* ❑North Chico Specific Plan — Erosion Control ❑ Fire Sprinklers* ❑ Notification Only — No Action Required ® Other: Grading Plan Fire sprinklers, and the SRA setback, are not requirements for the Planning Division approval, and this notification is for informational purposes, however it will be requiredfor the issuance of building permits. The requested information, or notification, is described on'the included hand-outs. Please review the information and submit the required erosion control/grading plan per required correction on conditions 43 and 45 on sheet six of Book 126, Pages 60-66. Should you have further questions please contact me between the hours of 8:00 a.m. and 4:00 p.m. Monday through Friday at (530) 538-7603, or the appropriate Department/Division identified in the hand-out. Sincerely, Chris Tolley Assistant Planner Cc. VERTECH Robert Hill & Assoc Enc. MEMORANDUM To: Butte County Building Plan Review From: Steve Fowler, Butte County Life Safety Officer 3£ 1vf37� EXT 166 Date- December 19, 2005 Re: Lot 19 Rocky Bluffs Subdivision Emergency Vehicle Turn Around The driveway and fire engine turn -around were discussed on-site with the contractor. The pool equipment structure cannot block any portion of the designed fire engine turn around as shown on the site plan approved by this office 11-23-05. Due to the terrain, less than 30 ft. setback is approved for the east side of the property. It may be built as shown on the site planapproved 11-23-05. 0 CR MWrf mm � mi t m ............ 1.0 !a %f . . . . . . . . . . . As "ONE".... ... ... Oak USA Vdd " Ic 0 Won yx GENERAL NOTES Trusses are not marked in any way to Identify the frequency or location of temporary bracing. Follow the recommentlations for handling, installing and temporary bracing of trusses. Refer to BCSI 1-03 Guide to Good Practice for Handling. Installing & Bracing of Metal Plate Connected Wood Trusses for more detailed information. Truss Design Drawings may specify locations of permanent bracing on Individual compression members. Refer to the BCS! B3 Summary Sheet - Web Member Permanent Bracing/Web Reinforcement for more Information. All other permanent bracing design is the responsibility of the Building Designer. NOTAS GENERALES Los trusses no estan marcados de ninglin modo que identifique la frecuencia o IDcalizad6n de IDs arriostres (bracing) temporales. Use las recomendaciones de manejo, instalaci6n y amostre temporal de IDs trusses. Vea el fpljet4 BCSI 1-03 Gufa de Buena Prtctia para el Manejo. Instalad6n y Artiostre de Ips Trusses de Madera Connectados run Placa s de Metaloara para mayor informad6n. Los dibujos de diseno de IDs trusses pueden especificar las localizadones de IDs arriostres permanentes en los miembros individuales en compresi6n. Vea la hoja res6men BC51-B3 pard IDs arriostres permanentes y refuerzos de los miempros secundados (webs) para mayor informad6n. EI resto de amostres permanentes son la responsabilidad del Disehador del Edifido. Q The consequences of improper handling, installing and bracing may be a collapse of the structure, or worse, serious personal injury or death. EI resultado de un manejo, instalaci6n y arriostre inadecuados, puede ser la caida de la estructurd o a6n peor, muertos o heridos. Banding and truss plates have sharp edges. Wear 0 gloves when handling and safety glasses when %yo cutting banding. Empaques y places de metal tienen bones afilados. Use guantes y lentes protectores cuando i Corte los empaques. HANDLING - MANE30 QAllow no more No permita mas Q Use special care in than 3" of defiec- de 3 pulgadas de windy weather or tion for every 30' pandeo por sada 10 near power lines of span. pies de tramo. and airports. ,a la 6'mex. ,a I ,a QPick up vertical Levante de la c uerda bundles at the superior los grupos top chord. verticales de trusses. ONE WEEK OR LESS MORE THAN ONE WEEK QBundles stored on the ground for one week or more should be raised by blocking at 8' to 10' on center. Los paquetes almacenados en la derre por una semana o mas deben ser elevados con bloques a Cada 8 o 10 pies. QFor long term storage, cover bundles to pre- vent moisture gain but allow for ventilation. Para'almacen-amiento por mayor tiempo, cubra los paquetes pare prevenir aumento de humedad pero permita ventilaci6n. Utilice cuidado especial en dias ventosDs o cerca de cables electricos o de aeropuertDs. Spreader bar for truss bundles ea�N ' O O QCheck banding Revise los empaques prior to moving antes de mover los bundles. paquetes de trusses. © Avoid lateral bending. — Evite la Flexion lateral. Do not store No almacene unbraced bundles verticalmente IDs upright. trusses sueltos. Do not store on No almacene en uneven ground. tierra desigual. U111MYRIN R. NT"00 I_ I HAND ERECTION — LEVANTAMIENTO A MANO QTrusses 20' or _ ; % �; ; - _ f�f Trusses 30' or - less, support iJ less, support at at peak. quarter points. r Levante Levante de del Pico loslos cuartos trusses de 20 de tramo los pies o menos. trusses de 30 t-. Trusses up t0 20' -10. I pies o menos.E Trusses up to 30' Trusses hasta 20 pies Trusses haste 30 pies HOISTING — LEVANTAMIENTO QHold each truss in position with the erection equipment until temporary bracing is installed and truss is fastened to the bearing points. Sostenga sada truss en posici6n con la gr6a haste que el arriostre temporal este instalado y el truss aseguredo en los soportes. Do not lift trusses over 30' by the peak. No levante del pico IDs trusses de mas de 30 pies. Greater than 30' Mas de 30 Dies HOISTING RECOMMENDATIONS BY TRUSS SPAN RECOMMENDACIONES DE LEVANTAMIENTO POR LONGITUD DEL TRUSS 60' or less Approx. 1/2 —►� truss length Tegline TRUSSES UP TO 30' TRUSSES HASTA 30 PIES Toe— In .\/i \� / Toe -in Spreader bar 1/2 to Tegline 2/3 truss length TRUSSES UP TO 60' TRUSSES HASTA 60 PIES Locate Spreederbar Attach C. above or stifPoack 1m x. max. mid.height tUSSES _ Spreader bar 2/3 to Tegline 3/4 truss length SII UP TO AND OVER 60' TRUSSES HASTA Y SOBRE 60 PIES BRACING-. ARRIOSTRE © Refer to BCSI-B2 Summary Sheet - Truss Installa- a bon and Tempryary Brednp for more information. Vea el res6men BCSI-B2 - Instaladon de Trusses y Arriostre Temporal pare mayor informadon. 4 i Do not walk on unbraced trusses. No camine en trusses sueltos. QLocate ground braces for first truss directly in line with all rows of top chord temporary lateral bracing. Coloque los arriostres de berra para el primer truss directamente en linea con cada una de las files de arriostres laterales temporales de la cuerda superior. Brace first truss well E— before erection of addnal trusses.U N I ZK Top Chord Temporary Lateral Bracing (TCTLB) HO]A RESUMEN DE LA GUTA DE ENAI min. BRACING FOR THREE PLANES OF ROOF EL ARRIOSTRE EN TRES PLANOS DE TECHO QThis bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses. Este metodo de arriostre es para todo trusses excepto trusses de cuerdas paralelas 3x2 y 4x2. IL TOP CHORD — CUERDA SUPERIOR Truss Span Top Chord Temporary Lateral Brace (TCTLB) Spacing Lan itud de Tramo Es aciamiento del Arriostre Temporal de la Cuerda Superior Up to 30' 10' o.c. max. Haste 30 pies 10 pies maximo 30' to 45' 8' D.C. max. 30 a 45 pies 8 pies maximo 45' to 60' 5' o.c. max. 45 a 60 pies 6 pies maximo 60' to 80'* 4' o.c. max. 60 a 80 pies* 4 pies maximo 'Consult a Professional Engineer for trusses longer than 60'. 'Consulte a un ingeniero pare trusses de mas de 60 pies. Q See BCSI-82 for TCTLB options. Vea el BCSI-B2 para las opciones de TCTLB. QRefer to ) Summary Sheet - Gable End Frame Breen. [� Q Repeat diagonal braces. Vea el res6men BCSI-B6 - Arriostre Repita los arriostres del truss terminal diagonales. de un [echo a dos apuas' I�f Set first five trusses with spacer pieces, then add diagonals. Repeat IJ process on groups of four trusses until all trusses are set. Instale los Cinco primeros trusses con espaciadores, luego los arriostres diagonales. Repita este procedimiento en grupos de cuatro trusses haste que todos los trusses ester instalados. 2) BOTTOM CHORD — CUERDA INFERIOR Lateral braces 2x4x12' length lapped over two trusses. , 10'-15' max. Diagonal braces every 30 truss spaces (20' max.) Some chord and web members not shown for clarity. 3) WEB MEMBER PLANE — PLANO DE LOS MIEMBROS SECUNDARIOS Web 4& DIAGONAL BRACING IS VERY IMPORTANT iEL ARRIOSTRE DIAGONAL ES MUY IMPORTANTE! 46 BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES EL ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3x2 Y 4x2 QRefer to BC5I-B7 J Diagonal braces Summary Sheet every 10 truss 10' o.c. for 3x2 chords spaces (20' max.) 10'-15' max. 15' o.c. for 4x2 chords Diagonal braces same spacing ,Is of as bottom chord Some chord and web members not shown for clarity. lateral bracing spaces (30' max.) 4& DIAGONAL BRACING IS VERY IMPORTANT iEL ARRIOSTRE DIAGONAL ES MUY IMPORTANTE! 46 BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES EL ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3x2 Y 4x2 QRefer to BC5I-B7 Maximum lateral brace spacing Summary Sheet Plywood or OSB 10' o.c. for 3x2 chords - Temporary and 15 15' o.c. for 4x2 chords Diagonal braces Permanent Bracina ,Is of every 15 truss for Parallel Chord D/50 D (ft.) spaces (30' max.) Tirusses for more Out-of-Piumb. T.1 information. f 1-1/8° 18.8' Vea el restimen BCSI-B7 - Arriostre 1/2' 2' I temporal v_ permanente de The end diagonal trusses de cuerdas brace for cantilevered 1-3/8°J 12arale(a5 para mayor trusses must be placed Lateral braces informadon. on vertical webs in line 2x4x12' length lapped with the support. over two trusses. INSTALLING - INSTALACION Tolerances for Out -of -Plane. — Tolerancias para Fuera-de-Piano. Plywood or OSB Max.. Bow li+h r, Max. f n~ Length —►I Max. Truss Bow Length II II_ L � Length Bow ^— Length --► 3/4° 12.5' Max. 7/8° 14.6' Q Tolerances for D/50 D (ft.) 1 ° 16.7' Out-of-Piumb. T.1 1/4° 1' 1-1/8° 18.8' Tolerancias para 1/2' 2' 1-1/4° 20.8' Fuera-de-Plomada. n 3/4' 3' 1-3/8°J o Plumb bob 1' 4' 1-1/2°1-1/4° 5' 1-3/4°0/5omax 1-1/2° 6' 2° 1-3/4" 7' 2' 2 8' CONSTRUCTION LOADING — CARGA DE CONSTRUCCION QDo not proceed with construction until all bracing is securely Maximum Stack Height and property in place. for Materials on Trusses No proceda con la construcciUn hasty que todos IDs arriostres Material Height (h) esten colocados en forma apropiada y Segura. Gypsum Board 12" Do not exceed maximum stack heights. Refer to BC5I-B4 Asphalt Shingles 2 bundles coma Sheet - Conction Loading for more information. Concrete Block B" No exceda las maximas alturas recomendadas. Vea el res6men BCC5I-B4 CaEga de Construcci6n para mayor information. 'V Do not overload small groups or single trusses. No sobrecargue pequenos grupos o trusses individuales. QPlace loads over as many trusses as possible. Coloque las cargas sobre tantos trusses tomo sea posible. 1'7f Position loads over load bearing walls. LJ Coloque las cargas sobre las Paredes soportantes. ALTERATIONS — ALTERACIONES QRefer to BCSI-BS Summary Sheet - Truss Damage 3obsite Modifications and Installation Errors. Vea el res6men BCSI-B5 Danos de trusses. Modificaciones en la Obra y Errores de Instalaci6n. Do not cut, alter, or drill any structural member of a truss unless specifically permitted by the Truss Design Drawing. No Corte, altere o perfore ning6n miembro estructural de los aw trusses, a menos que estd espedficamente permitido en el dibujo del diseno del truss. QTrusses that have been overloaded during construction or altered without the Truss Manufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void. Trusses que se han sobrecargado durante la construcd6n o han lido alteredos sin una autorizacion previa del Fabricante de Trusses, pueden reducir o eliminar la garentia del Fabricante de Trusses. NOTE: The Truss Manufacturer and Truss Designer must rely on the fact that the Contractor and crane operator (if applicable) are ca- pable to undertake the work they have agreed to do on a particular project. The Contractor should seek any required assistance regarding construction practices from a competent parry. The methods and procedures outlined are Intended to ensure that the overall construction techniques employed will put floor and roof trusses Into place SAFELY. These recommendations for handling, Installing and bracing wood trusses are based upon the collective expedence of leading technical personnel in the wood buss Industry, but must, due m the nature of responsibilities Involved, be presented only as a GUIDE for use by a qualified Building Designer or Erection/Installation Contractor It Is not Intended that these recommendations be Interpreted as superior Inany design specificatlon (provided by either an Architect, Engineer, the Building Designer, the Erection/Installation Contractor or otherwise) for handling, Installing and bracing wood trusses and it does not preclude the use of other equivalent methods for bracing and providing stability for the walls and columns as may be determined by the truss Erectlon/InstalWtion Contractor. Thus, the wood Truss Council of Aica merand the Truss Plate Institute expressly disclaim any responsibility for damages arising from the use, application, or reliance on the recommendations and Information contained herein. WOOD TRUSS COUNCIL OF AMERICA TRUSS PLATE INSTITUTE 6300 Enterprise Lane • Madison, WI 53719 218 N. Lee St., Ste. 312 ° Alexandlra, VA 22314 608/2744849 • www.woodtruss.com 703/683.1010 ° www.tpinsLorg ;A PARA.EL MANE)O, INSTALAC-ION Y ARRIOSTRE DE LOS TRUSSES DE MADERA 01WARN11x17 20050501 CON PLACAS DE META Plywood or OSB 16" Clay Tile 34 tiles high Do not exceed maximum stack heights. Refer to BC5I-B4 Asphalt Shingles 2 bundles coma Sheet - Conction Loading for more information. Concrete Block B" No exceda las maximas alturas recomendadas. Vea el res6men BCC5I-B4 CaEga de Construcci6n para mayor information. 'V Do not overload small groups or single trusses. No sobrecargue pequenos grupos o trusses individuales. QPlace loads over as many trusses as possible. Coloque las cargas sobre tantos trusses tomo sea posible. 1'7f Position loads over load bearing walls. LJ Coloque las cargas sobre las Paredes soportantes. ALTERATIONS — ALTERACIONES QRefer to BCSI-BS Summary Sheet - Truss Damage 3obsite Modifications and Installation Errors. Vea el res6men BCSI-B5 Danos de trusses. Modificaciones en la Obra y Errores de Instalaci6n. Do not cut, alter, or drill any structural member of a truss unless specifically permitted by the Truss Design Drawing. No Corte, altere o perfore ning6n miembro estructural de los aw trusses, a menos que estd espedficamente permitido en el dibujo del diseno del truss. QTrusses that have been overloaded during construction or altered without the Truss Manufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void. Trusses que se han sobrecargado durante la construcd6n o han lido alteredos sin una autorizacion previa del Fabricante de Trusses, pueden reducir o eliminar la garentia del Fabricante de Trusses. NOTE: The Truss Manufacturer and Truss Designer must rely on the fact that the Contractor and crane operator (if applicable) are ca- pable to undertake the work they have agreed to do on a particular project. The Contractor should seek any required assistance regarding construction practices from a competent parry. The methods and procedures outlined are Intended to ensure that the overall construction techniques employed will put floor and roof trusses Into place SAFELY. These recommendations for handling, Installing and bracing wood trusses are based upon the collective expedence of leading technical personnel in the wood buss Industry, but must, due m the nature of responsibilities Involved, be presented only as a GUIDE for use by a qualified Building Designer or Erection/Installation Contractor It Is not Intended that these recommendations be Interpreted as superior Inany design specificatlon (provided by either an Architect, Engineer, the Building Designer, the Erection/Installation Contractor or otherwise) for handling, Installing and bracing wood trusses and it does not preclude the use of other equivalent methods for bracing and providing stability for the walls and columns as may be determined by the truss Erectlon/InstalWtion Contractor. Thus, the wood Truss Council of Aica merand the Truss Plate Institute expressly disclaim any responsibility for damages arising from the use, application, or reliance on the recommendations and Information contained herein. WOOD TRUSS COUNCIL OF AMERICA TRUSS PLATE INSTITUTE 6300 Enterprise Lane • Madison, WI 53719 218 N. Lee St., Ste. 312 ° Alexandlra, VA 22314 608/2744849 • www.woodtruss.com 703/683.1010 ° www.tpinsLorg ;A PARA.EL MANE)O, INSTALAC-ION Y ARRIOSTRE DE LOS TRUSSES DE MADERA 01WARN11x17 20050501 CON PLACAS DE META , , " �' , , , - ; '��-''. , , � TO , , ��'�'� .1 � M I � � '. 11 .�' � r, �' I � � - ,� I " � I - - ::�'��'�:' :' " ",�' �-" ? - �� " Z� . I..'� �. 1� I � " I : i I I , I . i'. i , �' '' �--'' - �'� � 7 , � ,I I 1 I . 1 7 lx,L'�"�'-4"".�` 7--i-��'. �.' 1 1. �� ' � ' ' ' ' , - �1)'4 � - � , . i, , I , I . I- I I I , , p � � � . 1. b, , �. -" I � I ' I . 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F < FIRE TRUCK yAr- TURN OUT ISYS) �Ao 00 jz:� IS" ;y�o - -W✓� THIS AREA 1 53 SEPTIC, ,� \� `• �` O ,\ ,� SLOPE TO DRAIN ?00\, INI-ET INLET \ SLOPE TO RETAINING DRAIN INLET Him SETBACK MARK CUMMINGS PROJECT DRAIN 0 FIN15H 5v',',2,ADF- ROCKY BLUFFS SUBMISION PRAIN.BF-LON RAVEL LOT -- 19 SCALE: i l 1611 - Tio LOT - 20 INLET (57-1 1' BUILPIN& SETBACK MARK PLANNING DIVISION - BUILDING PLAN APPROVAL Use: — Date: t) 2 Parlking:—L-tsWds—ca-ping: — //,,-- Signature: (5RAVIN& PLAN 1 / 16% 1 1-01, R-E-WISIONS USA �o c E -i P tl USA E -i P tl I (h iz W All A4 USA WI�lti�INll E L- _ 6RADIN6 NOTES: ELEVATION 1 ION DATA 1/ 16% 1'-o" BUILT of '0 FIT 51BLE :)N SITE 4SIGN •.HES, .AINAGE I INLET -i 400 AMP ELECTRIC YNATER — EXISTIN& CONCRETE RETAININ(S kNALL INLET -I INLET r r \ r r � G✓v r ' � r INLET \ .(�. \ r "IA - � - � SK�N�) _.M,�:�.�BK'EAK PINT r r \ J \ EX15TINO J ,J \ j LAVA CLIFF J J J 1 i \ ' �,•; - �° RIt�ID PIPE. �� ���»11� \ SEwER (EXISTINO) 1 0' -STORM DRAIN EASEMENT � LOT - 1 NOTES: PICK UP ALL DOM 5POUT 5 TO EXI5TING DRAIN EASEMENT•. ALL PLANTED. E30XES TO HAVE DRAIN BOX IN/ GLEAN 0UT. MI INDIGATEs5 12"X 1 2" DRAIN BOX 1N/ C• LEANOUT. 15' - BUILDIN& SETBACK r °/G1 \\ sl-OFe \ BREAK. POINT PROPANE \\ a RETAININCv \ 1NALL TYP. on, " INLET \ \ \-400 AMP.- " \ /' f .r- ...� `• _ \ 's�� "1� V " vim.»: \ (EXISTING) 1 o'- STORM PRAIN EASEMENT INLET IL INLET INLET INLET FIRE TRUCK. TURN OUT STEW GRADE TH15 AREA \ o SLOPE i TO DRAIN \ P001, INLET \ INLET \ Tp RET,AININS \ INLET SETBA(X MARK CUMMINGS PROJECT � 1 DRAIN 0 FINISH cSRADE ROCKY BLUFFS U DISI N \ , DRAIN BELOIN CSP GRAVEL \\ LOT 1 \ \ SCALE : r 161' - 1,b,i \ \ \ \ \ LOT - 20 r -INLET (67.1 1' BUILDING SETBACK MARK PLANNING DIVISION - BUILDING FLAN APPROVAL Use: e, PL- - - Date: -- Parking:,- - -- -- ----- Landscaping: ----------_-_- +Other. Signature: _ 6RAV IN& PLAN 1/160-11-00 REP VISIONS USA c, USA IT, >- USA