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HomeMy WebLinkAbout063-360-006063-360-006 99-0886 KURUNG, Frank 15061 Woodland Park Drive, Chico Contr: Conroy Construction New single family/2 car garage 063-360-00(; KURLTNG, 99-0887 Frank 15061 W04141')d Park Drive, Chico Contr: Conroy Construction pool - NOTES / RESI ENTIAL /ems _, 063-360-006 99-0886 KURUNG, Frank % , / PERMIT NO.. _ � • 15061 Woodland Park Drive, Cis/ Contr: Conroy Construction c� New single family/2 car garage trvr ' - I OFFIC OPY I 7-4 Address 0160 �'�/ ��F'ac/v� (l�/6'G� e Ort�`�� i•' GAS Meter By�„Lr Date-5_16 �. ELECTRIC Meter By Date 2- 5-4 cp, 0; SPECIAL CONDITIONS CHECKED BY, _— SRA FLOOD CERTIFICATE REQ. FIRE SPRINKLERS REQ. SPECIAL INSPECTION ITEMS _ VERIFY USE PERMIT CONDITIONS SUB -S ANDARD HOUSING LETTER home - r,a.l -fir 5ejoti C_ •� � riot lvK �e a.41'h i��t . , - I OFFICE COPY E Address 11 GAS Date Meter By ELECTRIC Date Meter B k e, N.tvlS .� JOB FINALED (Date) Signature 61- V= OK 0 = Not OK - = Not Applicable =Not Ready MOBILE HOMES Date MOBILE HOME UTILITIES (Plans) OK except #'s Zoning Requirements -Setbacks -Easements 1. Zoning Requirements -Setbacks -Easements JAM -� 3. 2. Soils; Special MH Support Sketch Wood Awn.; Posts- Beams- Rftrs.-Connectors Shthg.-Frg-Bracing 3. Sewer; Location -Test -Fall -C/O -Concrete 6. 4. Water; Location -Test -Easement Needed (Sketch) Electric 5. Electricity; Location-Clearances-Grnd-/ /Amp -Concrete 9. 6. Gas; Location -Test -Wrap;-/ /" L'ft. / ' /'Nat. or/ /"L"ft./ /'LPG Roof; Shthg-Roofing 7. Well Clearance & Disconnect 12. 8. Utility Clearance ` 11. Light Niche Date Card B-1 Date Card B-1 Date Card B-1 Date 1 Card B-1 Date MOBILE HOME INSTALLATION (Plans) OK except #'s 'k 1. Zoning Requirements -Setbacks -Easements 2. Footings; Size -Spacing -Marriage Line 3. Gas; MH Test -Demand -Valve -Connector 4. Electricity; MH Test -Crossovers -Breakers -Clearances 5. Drain; MH Test -Fall -Flex Connector 6. Water; MH Test -Regulator -Connector 7. Water and Sewer Connected -C/O to Grade -HD Approval 8. Gas and Electricity Tagged ` 9. Tie Downs -Type -Installation Cert. 10. Exits; Insp.-Sketch 11. Cert. of Occupancy 12. Permanent Foundation Only; License Decal Date Card B-1 Date . Card B-1 Date Card B-1 Date - .. Card B-1 NO MISCELLANEOUS Date DECKS, COVERS, CARPORTS GARAGES (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Footings; Soils -Size -Depth -Spacing -Connectors -Steel JAM -� 3. Decks; Girders and/or Joists -Decking -Bracing -Stairs -Rails 4. Wood Awn.; Posts- Beams- Rftrs.-Connectors Shthg.-Frg-Bracing 5. Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures 6. Carports; Windows -Doors 7. Electric 8. Frmg.; Sills-Anchors-Studs-Rftrs-Trusses 9. Siding; Nailing -Veneer -Stucco -Mesh 10. Roof; Shthg-Roofing 11. Ext.; Steps -Doors -Landings 12. Braced Wall Panels Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FINAL (Plans) OK except #'s -1. Setbacks -Easements 2. Soils; Compaction -Structure Stability 3. Pool Structure; Steel -Connections -Thickness Dead Men -Lining 4. Elec.; Receptacles and Lighting, Distance-GFI 5. Elec.; Pool Lighting; 15 Volts-GFI 6. Elec.; Enclosures; Conduit Entries -Terminals -Listed 7. Elec.; Bonding; Metal w/5' -Circulating Equip. -Heater 8. Elec.; Grounding; Equip. w/5' Circulating Equip. -Pool Lghtg. Boxes- Enclosures- Panelboards-Ins. to Main in Conduit 9. Health Department Approval 10. Plumb.; Cir. Test -Water Supply Test 11. Light Niche Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 \ 4 1 ;,--+riY•::IRit�{r:-`�jvr:;a «. ...: ,,: �"'�'L...�,Y+�-ix,:1:.+.tw�"3'�s�s�Si �iF' ..: .-�,-.:: COUNTY OF BUTTE •BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 411 Main Street • Chico, CA • (530) 891-2751 7 County Center Drive • Oroville, CA • (530) 538-7541 ki CORRECTION NOTICE vh r/'A✓ 4; _ e OWNER PERMIT NO. A routine inspection indicates that the following violations of butte county Ordinances exist at the 4 above address and should be corrected. Please notice this office when correction of work is completed. If you have any questions pertaining to this matter, or need additional explanation, please contact is office immediately. i e. _ r rE X. bt Date P L� I Sy Inspector REV 10/92 LOERKE INSULATION CO., INC. INSULATION CERTIFICATE 15061 Woodland Park Dr. Forest Ranch Number and Streety County DESCRIPTION OF INSTALLATION Subdivision Lot Number 1. ROOF Material Brand Name Thickness (inches) Thermal Resistance (R -Value) 2. CEILING Batt or Blanket Type- Fiberglass Batts Brand Name Johns Manville Thickness (inches) 13" Thermal Resistance (R -Value) R38 Loose Fill Type Fiberglass Brand Name Johns Manville Contractor/s min. installed weight/ft sq. .659 fib. Minimum Thickness 16.25" inches. Manufacturer's installed weight per square foot to achieve Thermal Resistance (R Value) R38 3. EXTERIOR WALL Material Fiberglass. Batts Brand Name Johns Manville Thickness (inches) 6.5" Thermal Resistance (R -Value) R19 4. RAISED FLOOR Material Fiberglass Batts Brand Name _,19ho_s_M_anville Thickness (inches) 6.5" Thermal Resistance (R -Value) R19 5. SLAB FLOOR / PERIMETER Material Brand Name Thickness Thermal Resistance (R -Value) Perimeter Insulation Depth (inches) 6. FOUNDATION WALL Material Brand Name Thickness (inches) Thermal Resistance (R -Value) DECLARATION I hereby certify that the above insulation was installed in the building at the above location in conformance with the current EnergyEfficiency Standards for residential buildings (Title 24,Part 6, California Code of Regulations) as indicaed on the Uertificate of compliance, where applicable. C.L.#499150 e � LOERKE INSULATION CO., INC. Item #s Signature, Date Installing Subcontractor (Co. Name) Or HAR 31 2000 General Name) Or Owner Contractor (Co. Item #s ature, Date Installing Subcontractor(Co. ame) Or General Contractor Co. Or Owner Name) Item #s Signature, Date Installing Subcontractor (Co. ) ame) Or General Contractor Co. Name Or Owner g. COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 411 Main Street • Chico, CA • (530) 891-2751 7 County Center Drive • Oroville, CA • (530) 538-7541 RECTION NOTICE OWNER PERMIT NO. A routine ' spection indicates that the following violations of butte county Ordinances exist at the above dress andhould be corrected. Please notice this office when correction of work is competed. If you ave any questions pertaining to this matter, or need additional explanation, pl se contact is office immediately. K Y1 n n A --Pti_ fn, -f, ".a 0... - -- 0.� 1 Date q1(1" Vo Inspector REV 10/92 CO A PA 2-� F -,a 96-17 Certificate'lof Conformance Ce ificate 054058 THIS IS TO CERTIFY that the,glued laminated timber products identified with: a collective mark of Engineered Wood Systems (EVI' S) were manufactured in accordance with the applicable standards and associated specifications indicated below: ANSI Standard A190.1-1992, For Wood Products —Structural Glued Laminated Timber NER-486 Glued Laminated Timber Combinations And "GAP" Computer Program For Determining Design Stresses AITC 117-93 — Manufacturing — Standard Specifications For Structural Glued Laminated Timber Of Softwood Species IT IS HEREBY CERTIFIED that the APA EWS trademarked structural glued laminated timber members were produced in a manufacturing facility subject to regular audits in accordance with the Engineered Wood Systems (EWS) Quality Assurance Program. Routine audits include inspection of the manufacturing process and evaluation of the in -plant QA program with adequate sampling to verify conformance to industry standards for lumber grade and glueline bond quality. �! U. l les`W U 0O 4.- `�QIP 0 Rq� J'� c Z' SEAL '" 3- 00 Sul IN G, ay�V by -4�,_ _,r Thomas G. Williamson Executive Vice President ENGINEERED WOOD SYSTEMS is a related corporation of APA — THE ENGINEERED WOOD ASSOCIATION 7011 South 19th Street - P.O. Box 11700 - Tacoma, WA 98411-0700 Telephone: (253) 565-6600 - Fax Number: (253) 565-7265 r INTER -DEPARTMENTAL MEMORANDUM TO: BUILDING DIVISION, OROVILLE -------- - - FROM: ENVIR. HEALTH, CMCO DATE: RELEASE ENV, HEALTH HOLD ON BUILDING FINAL OR: SEPTIC: WELL: NAME: _e6L�'LJ1tJ(3 . AP# ADDRESS/LOCATION: _3(oo—o 0 A—roTI-1 TI—IT.—Is I __ N — m aLtuawsholenchold COUNTY OF BUTTE- DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION io6 7County Center Drive - Oroville, California 95965 - Telephone (916) 538-7541 -/ / T NO. (Rev. 12/96) APPLICATION AND PERMIT ASSESSOR PARCEL NUMBER' 063-360-006 ' 2ON1NO BUILDING PERMIT OWNER KURUNG, FRANK TELEPHONE SO. FT. OCC. BUILDING VALUATION 2813 R-3 151 902.00 OWNER'S MAIUNG ADDRESS 892 U 16 056.00 CONTRACTOR'S NAME CONROY CONSTRUCTION 891-1204 TELEPHONE XZJXT1W CPG C 7 618.00 586 CONTRACTOR'S MAILING ADDR JL f, 95 WOODLAND AVE . , CHICO 95928 CONSTRUCTION LENDER Fireplace LENDER'S MAIUNG ADDRESS Total Valuation $ 179,57 00 ARCHITECT OR ENGINEER LICENSE NO. Fee $ 20.00 -Filing Permit Fee $ 905.50 ARCHITECT OR ENGINEERS MAIUNG ADDRESS Plan Checking Fee $ BUILDING ADDRESS 15061 WOODLAND PARK DRIVE Energy Plan Checking Fee $ 23.00 $ PERMIT FEE $ 05 LOT NO. 6 SUBDIVISIONS NAME T FOUR=E MII.E ,.-IOUSE 2 PHI PARCEL MAP WY 32 PLUMBING PERMIT Filing Fee 20.00 USEOFSTRUCTURE SF )P( Duplex ❑ Mobilehome ❑ Other SPECIFY Each Trap 11,1 7.00 98.00 Solar or heat pump water heater 23.00 Water piping 15.00 15.00 Each gas water heater or vent 15.00 TYPE OF WORK New ❑ Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Describe Work: 3 BEDROOM, 212 BATH / 2 CAR GARAGE W/ SHOP Gas piping system 1- 5 outlets 15.00 Building sewer 15.00 15 00 Mobile Home IS 131 W 920.00 PERMIT FEE 3 ELECTRICAL PERMIT Filing Fee 20.00 600 OR Main Service 23.00 LICENSEDCONTRACTOR'S DECLARATION 1 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 is in full force and effect. License Class In Lic. No. �� OWNER-BUILDER�ECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: ❑ 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. ❑ 1, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason Main Service ( 200A TO IODOA 46.0040- 6.00nLICENSED NEW CONST. DWELLING OCCUR SO OR ADDNS. ( 8 ACC. BLD S. 3.5aFT. NEW NON•RESID..T MULTI -OUTLET @7.50 POWER APPARATUS 8 SINGLE OUTLET CIR. OUTLET OR FD(TURES 20 @ I.00 Ex. Occup. BALQ .50 Ex. Occup. OUTLEETS REFS D.°eA 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wirina 23.00 PERMIT FEE 3 WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate 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. 1 1 have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier �'� , r, MECHANICAL PERMIT Filing Fee 20.00 Heating 25.00 25.00 Cooling Hood 6.5 6.50 0 Ventilation 3 4.50 13.50 PERMIT FEE $ 90.00 Policy Number Al - 22,6- (The above sections need not be completed if the permit is for work of a valuation of one hundred dollars ($100) or less.) ❑ 1 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 workers' compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of section 3700 of the Labor Code, I shall forthwi Tply with tho rovisions. (�O. � Q X _- Date �{l3 / �__ Sign re of Applicant - ❑ Owner ❑ Contractor 'Agent An OSHA permit is required for excavations over 60" deep and demolition or construction of structures over 3 stories in hei t. Mobile Home Installation Fee $ Energy Inspection Fee $ 46.00 C ST �nPE L FEE $ 2062.70 V/Y T?IMPAFLOOD HAZ. K. -FE COF PAR L PD HD ISSUE This permit is hereby issued under the applicable provisions of the Butte County Code and/or Resolutions to do work indicated above for which fees have been paid. By ate 99 PERMIT EXPIRES ON Dal Receipt No.rl3 % �%�. •PINK WHITE-D.D.S.-B.D. CANARY -A ESS R NSPECTOR GOLDENROD -APPLICANT COUNTY OF BUTTE- DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING DIVISION 7 County Center Drive - Oroville, California 95965 - Telephone (916) 538-7541 PERMITo. ,Rev. 12/96),0. �A APPLICATION AND PERMIT �f-o�� ASSESSOR PARC' NUMBER! 3�� �(0 :ONINO BUILDINGPERMIT OWNER kSQ.FT. OCC. BUILDING VALUATION OWNER'S MAuNo Pbomss 3 l 1.,_. O eq.60 5"(0 160 coNTRAcroR• NAMe CONTRACTORSNQ ADDRESS CONSTRUCTION LENDER LENDER'S MAILING ADORESS Fire lace Total Valuation $ ARCHITECT OR ENGINEER LICENSE NO. Filing Fee S QQ Permit Fee .20. $ ^ "'1— 0 �� .5-0 ARCHITECT OR EN31NEERMAILING ADDRESS _ S Plan Checking Fee $ BUILDING ADDRESS 53Energy � Plan Checking Fee $ Q S PERMIT FEE $ S , LOT No. pivsA4 7' ° CE1 MAPPLUMBING PERMIT Filing Fee 20.00 USEOFSTRUCTURE SF,k Duplex ❑ Mobilehome ❑ Other SPECFV Each Trap 141 7.00 ,60 Solar or heat um water heater 23.00 Water piping 15.00 J 5"&* Each gas water heater or vent a,15.00 TYPE OF WORK New 0 Addition Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Describe Work: (1�/1�{4r�j oC �2 �Q C.Q. �_ �d)� Gas piping system 1 - 5 outlets 15.00 .Qp Building sewer I 15.00/s.00 Mobile Home I S I G I W (P20.00 PERMIT FEE $ _3,60 1 ELECTRICAL PERMIT Fling Fee 20.00 Main Service 2DOAv on LEss 23.00 LICENSED CONTRACTOR'S DECLARATION 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 is in full force and effect License Class Lic. No. OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: ❑ 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. ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ I am exempt under Sec. Business and Professions Code for this WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a•certificate 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. ❑ 1 have and will maintain workers' compensation Insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier Policy Number (The above sections need not be completed H the permit Is for work of a valuation of one hundred dollars ($100) or less.) ❑ 1 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 workers' compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of section 3700 of the Labor Code, I shall forthwith comply with those provisions. X _ Date _ Signature of Applicant - ❑ Owner ❑ Contractor ❑ Agent An OSHA permit is required for excavations over 60' deep and demolition or construction of structures over 3 stories In height. Main Service 200A TO 1000A 1 46.00 #LID NEW CONST. DWELLING OCCUR SO OR ADONIS. a ADC. UDS. 3.5¢x' NON-RESIO. MULTI.0c T r 07.50 POWER APPARATtis a SINGLE OUTLET ciR Ex. Occup. ouTLEr OR FwTuRES SAL.SO Ex. Occup. DUTLET9 RES-SIDJOEE. 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE, _ • MECHANICAL PERMIT Fling Fee 20.00_ Heating 64b CoolingS.(fb �� up Hood 6.50 ,Sp Ventilation .� so ,C PERMIT FEI: $ Mobile Home Installation Fee $ Energy Inspection Fee $ , ocD Lk I �___ ;vj TO L FEE $ ,,LZ. e P FL000 coF PARC ISSUE _ Y 1/I(�✓VI , e e e is provisions lesolutionsto do work been paid. Date /LLi�J Receipt No.— WHITE -D.D.S.• . . CANARY -ASSESSOR INK -INSPECTOR - : GOLDENROD-APPL CANT • q , . "r }'►1i'1��+-'a't�.�; 7;.. �.:, �".'° � � + 4 �!".'.y .. ••x �t_.�'y'"7�f'TE�'Fl�'%fs`,,.K^'+i;.4*.v j r�''r't � iy a."n` '�; w jai '� _ ., 4COUNTY 616 TE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING,DI,VISION- 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965 - TELEPHONE (530) 538-754 PERMIT APPLICATION DATA SHEET OWNER: C ASSESSOR PARCEL NUMBER: to 6 3 - 9 (n6 - On G Proposed Build—mg Use: fst �' Building Inspector: Date: 44 - -? D • y 9 At time of permit application, I was advised the following data must be submitted prior to permit processing and/or issuance: Date Received By 111. All items have been submitted -------------------------------------------------------------------------------------- E12. Plot plans, 3/4 sets, signed by the preparer of plans. ------------------------------------------------------------ ❑3. Complete plans, 3/4 sets, signed by the preparer of plans. ----------------------------------------------------- 04. Engineered plans, 3/4 sets, with wet signature on plans. All engineering must be shown on plans. -------- ----- El 5. Engineered truss details and layout in duplicate (required prior to plan review) No faxes! ------------------ ❑ 6. Energy Design Compliance and supporting documentation. ---------------------------------------------------- ❑ 7. Statement of Intent for Non -Heated and A/C Buildings. --------------------------------------------------------- ❑ 8. Hazardous Material Form.------------------------------------------------------------------------------------------ t E19. M actured Home data and installation instructions including Tie Do Specifications.-------------- --- 1 C`�`�`� r ----- _ sof $Z�7�ia.rZ"� rCarlifornia act fees as shown on the attached schedule. �- -- - - !1 ---------------- 5- Department of Forestry plan approvaUfe�,se��L{- 6----v = -Q--��-��---------- Qy��❑ 133 .Flood elevation certificate. ---------------------------------------------------------------------------------------- 1 x'14. Sanitation and plot plan approval Health Department. -- T -{�-¢ --- I❑ 15. City of Chico plumbing permit. ----------------------------------------------------------------------- ❑ 16. Plot plan and business license approval frorp the City of Biggs. ---------------------------------------------- 7.&4Planning approval for (A) Use: K (B) Parking: -------------------------- 4.;-5-C)918 ntact Land Development about Iinprovements, El Drainage, Legal Parcel. ----------------------- 9. Encroachment Permit for driveway (construction approval prior to occupancy). ---------------------------- ❑20. Pre -inspection for required. Request to Building Inspector on (Date) ❑21. ntractor's license information. (Number, Name Style, Classification). ------------------------------------ W�orkers' Compensation carrier and policy number. ---------- 3---------------------------------------- 1123. Owner -Builder Verification (Given to owner ❑, Mailed to owner 0) - ______________________________________ ❑24 er of signature authorization. ------------------------------------------------------------------------=------- 1n5. Recorded copy of Agricultural Acknowledgment Statement. -------------------------------------------------- ❑26. Letter of intent on building use. ----------------------------------------------------------------------------------- 1127. Manufactured Home utility clearance. --------------------------------------------------------------------------- ❑28. Existing violations and/or expired permits. -------------------------------------------------' -------------------- 029 ©433 A, ❑Grant Deed, ClM.H. Title, ❑ Check to H.C.D $ .--------------- —�— 0 Other: ?y- &.,-) 0 5 �------- q � 7�� -When you issue a permit, process as follows Cl Mail to owner, ❑Mail to contractor. ❑Telephone cj / process2-©t% and hold for pickup at C 2l W office. ❑�D' liver witrector. Applicant:-����/Date: Copy of Haz-Mat form sent ❑ Health Department, ❑ Fire Department, ❑ Air Pollution Date:S By: Copy of plans sent ❑ Health Department, ❑ Fire Department, ❑ Other:. a By: 1. Index permit application for the above items numbered: ❑Plan Check List 2. Additional items required: Contractor, designer, owner, was advised of the above required data by ❑ phone, ❑ mail, ❑ Building Division counter, by Date: Contractor, designer, owner, was advised of the above required data by ❑ phone, ❑ mail, ❑ Building Division counter, by Date: Contractor, designer, owner, was advised of the above required data by ❑ phone, ❑ mail, ❑ Building Division counter, by Date: Contractor, designer caner ad of the above required data b ❑ phone, ❑ mail, ❑ B ddin on counter, by Date: Plans reviewed by: Date: .9 Plans approved by: Date: Sets of plans on hol in 11 Plan Cabinet, 11 A.P. folder. Note transfer by: 7Z Date: I ( L, E.H. USE ONLY �� L Plot Plan Attached 1E� Floor Plan Attached YeIr Sent to B.D Jr TO: Building Department FROM: Environmental Health G SUBJECT: Sanitation Clearance keh)-Y)n52 to woad/end /�o�-�' �r'. 3 - 360 - ldo 6 Owner Location AP# Plan Approved for: Sewage Disposal >e Water Supply: Public X Private Well Clearance for d ffle4i+�W. Other S Mold final for: Sept -e- by H-ewffh Final clearance O.K. for: NOTE: Environmental Health Specialist Date 8/96 COUNTY OF BUTTE DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 COUNTY CENTER DRIVE, OROVILLE CA 95965 TELEPHONE (916) 538-7541 SCHEDULE OF FEES DUE OWNER PROPOSED BUILDING USE ✓ C� 1.II,DING PERMIT FEES r, ,/Balance Due ................ $ 3�-15 -- Additional Fees Due .........:. $ -- Additional Fees Due ........... $ A. P. # n(03 - 366-Ob�O DATE V_36 '!/9 RECEIPT # DATE REC - Revised Plan Checking Fee ....... $ 2. SCHOOL DISTRICT FEES l _ A)<�(paid at District Office) 3. SHERIFF FEES (paid at Building Division) Residential ........ x $360.00 = $ 31p� •�� Units Commercial (sq.ft.)... x $0.03 = $ Sq.Ft. 4. URBAN AREA FEES (paid at Building Division) Residential (per unit) . x : _ $ #Units Amt. Commercial (sq.ft.) .. x =$ Sq.Ft. Amt. 5. RECREATION DISTRICT FEES (paid at District Office) 6. THERMALITO DRAINAGE DISTRICT FEES 0.00 (paid at Building Division) 7. SRASPECTION AND PLAN CHECK $89.00 (p at Building Division) Z(a6U$ q-30 U!p 8. WATER TENDER FEES (Battalion # ) $200.00 (paid at Building Division) 9. CSA 87 'TRAFFIC FEE $2500.00 (paid at Building Division) 10. OTHER At time of permit application, I was advised the above fees are required to be paid prior to issuance of the building permit. These fees may be changed during the plan checking process. 'XAPPLICANT J DATE q 0 Pursuant to Government Code Section 66020, you are hereby notified that items 2,3,4,5,6,8,9, and 10 above may have been imposed on your project. You have 90 days from the date of approval of the project or from the imposition of the above mentioned items during which you may protest. The requirements for a protest are specified in Government Code Section 66020(a). Original -Building Div. 2nd Copy - Applicant 3rd Copy -Owner (Rev. 2/97) • • APN: '063-360-006 -- Plancheck Comments Kurung Residence 1. O.K. 2. O.K. 3. O.K. 4. O.K. 5. O.K. 6. O.K. 7. O.K. 8. O.K. 9. O.K. 10. O.K. 11. O.K. 12. O.K. 13. O.K. 14. O.K. 15. O.K. 16. O.K. 17. O.K. 18. O.K. 19. O.K. 20. O.K. 21. O.K. 22. O.K. 23. O.K. Charles 1. Roberts, PE (530) 538-7541 0 GREGORY -A. PEITZ ARCHITECT 383 RIO LINDO AVE., CHICO CA 95926 (916) 894-5719 Plan check response - K mmg Resiatrct APN 063-360-006 1. Modified tog' 2. Shearwalis modified as required. 3. The talc was done for the worse case situation. The cases which have a slightly higher crib. area have a significantly lower span. 4. See talcs p. 1. 5. See talc p. 21.1. 6. Cales revised where required. The di of 10 psf was used for seismic loads because i;' is a combination of interior and exterior walls, while the OTM talc used only outside walls. 7. Gable ends and cripple wails are all longer than the shearwall and are sheathed. Detail added to show ND through cripple wall. 8. See new talc at p. 21.2. New strap size shown on roof pian. 9. Hoop tics added to column design. 10. the program first checks the Paull for base sliding without a key.. The NO 0000) shows that it doesr't work without a keyway. The following tale. Shows the required depth of the key. 11. 90% compaction specified on foundation plan. 12. u.o.n. added to detait to clarify that the closer spacings have been noted on the to plan, 13. See details by designer. 14. same 15. See talcs pp. 25-27 and revised detail. 16. See talc. p. 28. 17. Calc is for correct span. Designer will revise other drawings. 18. Clips noted on roof plan. 19. Calc. on p. 12 modified. 20. See talc p. 20.1. 21. Designer 22. See revised details. 23. Attached. Frank Kurung `- CO: Conroy Construction 1295 Woodland Ave. Chico, Ca. 95928 Assessor Parcel Number: 063-360-006 Building Permit Number: 99-0886 BEAUTY BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 7 COUNTY CENTER DRIVE • OROVILLE, CALIFORNIA 95965-3397 TELEPHONE: (530) 538-7541 FAX: (530) 538-2140 The above referenced building plans were reviewed by this office. Please respond in writing to each comment by creating a response letter. Indicate which detail, specification, or calculation shows the requested information. Your complete and clear responses will expedite the re -check and approval of this project. Please be sure to include on the resubmittal the engineer's "wet" stamp, signature, registration number and expiration date on all sheets of plans depicting the designed elements and cover sheets of calculations. Provide additional information and/or make revisions to plans, specifications and calculations as follows: 0Foundatibns in this subdivision are required to be designed'per the subdivision soils report. All requirements are to be clearly noted on the plans. Provide manufacturer's specifications for the high efficiency furnace and air conditioner. All requirements for the hot water recirculation system are to'be noted clearly on the plans. Enclosed, for your convience, are the requirements from the Energy Manual. XRemove electric subpanel from the closet. OArchitect of Record is to review and approve trusses per his lateral design. Plan designer -is the check truss spans for truss 6, 9, 10, 11, 18, 19, 20, 21 and 22D for the correct span. Also please explain note on truss 24D which states, on both ends, that they are supported over "5'8" shear wall". Only one end has a shear wall under it. Plans have been sent out for structural review. If there are any questions which arise from this review I will forward them to you. Foundation will be reviewed for requirements' of soils report when it is submitted for review. 8. ENCLOSED IS AN ADDITIONAL PLAN CHECK LETTER REGARDING YOUR STRUCTURAL REVIEW FROM ITEM 7. PLEASE ADDRESS ALL ITEMS. PLANS HAVE • C 1 BEEN FORWARDED TO THE CHICO OFFICE FOR PICK-UP. If you have questions about any requirements, you may contact me at (530) 538-7541 between the hours of 1:00 p.m. and 4:00 p.m., Monday through Friday. Sincerely, Martha Whitney Plans Examiner 2 • 0 APN: 063-360-006 -- Plancheck Comments Kurung Residence 1. Comment on the use of an 8'-6" shear wall. If 8' plywood sheets are used actual shear wall length would be 8'-0" and wall stress would go above the wall type 3 capacity. If 9' plywood sheets are used and applied perpendicular to the studs, an 8'-6" wall can be used. 2. Adjust the allowable shear wall loads found in the calculations to those found in the ICBO report NER-272. Note 1 on Shear Wall schedule on Sheet 3 states that HemFir may be used for shear wall framing. Adjust shear wall capacities for the use of HemFir. 3. Header — Study, Garage Door, and Master Bedroom: Typical beam calculations shown on page 22 indicate a 28' trib, however Roof Plan on Sheet 8 shows a larger tributary load. Please clarify. 4. Provide tabulation of dead and live loads for walls, floors, roofs, etc in the calculation package. 5. Please provide lateral analysis for nook. If a cantilevered model is being used, compute and evaluate deflections at top plate. 6. Resistive OTM's are limited to 2/3 of dead load for wind and 85% of dead load for seismic. Resistive OTM calculations use a 12 psf wall weight and seismic load calculations use 10 psf, please clarify. 7. Verify shear wall heights used for overturning calculations at cripple wall locations. Determine actual wall heights and compute OTM accordingly. Provide strapping to cripple wall or provide through bolt for holddowns and detail connections on plan. Also include gable end heights to compute OTM at wall lines C, E, F, and G. 8. Compute chord forces at diaphragm DI. Check ST6224 to HemFir, top plate splices and girder truss at nook. 9. Engineer to verify concrete column design and reinforcing. 10. Explain meaning of "NO GOOD!" on page RW -9 in the Retaining Wall Calculations for sliding. 11. Specify compactions for backfill material. 12. Detail 10/9 and 11/9 callout A35 clips at 48" o.c., calculation package computes shorter o.c. spacing, please clarify. 13. Flash details 1/9, 7/9, 9/9. 14. Clarify Wood -Concrete separation on detail 12/9. 15. Compute ledger and anchorage capacity @ floor. 16. Provide calculations for floor joists. 17. Design 6x 12's at living room to porch door headers. Floor plan shows .12.5' span, roof plan shows 9' span and electrical plan shows 22' span. 18. How is wind force on wall between living room and porch transferred to roof? At posts? 19. See Truss T51) and shear wall at line D. Wall height used on page 12 of calculations was 10'; actual height is about 12' plus any wall at sub -floor. Also verify capacity of dead end concrete stem wall to resist uplift forces. 20. Are grade beams at Wall Lines E U F provided to resist OTM? Provide design of these elements. 21. Provide adequate screened venting of 2x block. at eave, and compute required vent areas. 22. Show all end nailing at walls, floors and roofs. 23. Provide letter from the engineer verifying the truss design is in agreement with the structural engineering. Charles ). Roberts, PE (530) 538-7541 May 19, 1999 Frank Kurung CO: Conroy Construction 1295 Woodland Ave. Chico, Ca. 95928 Assessor Parcel Number: 063-360-006 Building Permit Number: 99-0886 • Eatte C LAND OF NATURAL' WEALTH AND BEAUTY BUILDING DIVISION - DEPARTMENT OF DEVELOPMENT SERVICES 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965-3397 TELEPHONE: (530) 538-7541 FAX: (530) 538-2140 The above referenced building plans were reviewed by this office. Please respond in writing to each comment by creating a response letter. Indicate which detail, specification, or calculation shows the requested information. Your complete and clear responses will expedite the re -check and approval of this project. Please be sure to include on the resubmittal the engineer's "wet" stamp, signature, registration number and expiration date on all sheets of plans depicting the designed elements and cover sheets of calculations. Provide additional information and/or make revisions to plans, specifications and calculations as follows: 1. Provide engineered calculations for your pool. If you have questions about any requirements, you may contact me at (530) 538-7541 between the hours of 1:00 p.m. and 4:00 p.m., Monday through Friday. Sincerely, Martha Whitney Plans Examiner 1 Frank Kurung L -- CO: Conroy Construction 1295 Woodland Ave. Chico, Ca. 95928 Assessor Parcel Number: 063-360-006 Building Permit Number: 99-0886 BEAUTY BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 7 COUNTY CENTER DRIVE • OROVILLE, CALIFORNIA 95965-3397 TELEPHONE: (530) 538-7541 FAX: (530) 538-2140 The above referenced building plans were reviewed by this office. Please respond in writing to each comment by creating a response letter. Indicate which detail, specification, or calculation shows the requested information. Your complete and clear responses will expedite the re -check and approval of this project. Please be sure to include on the resubmittal the engineer's "wet" stamp, signature, registration number and expiration date on all sheets of plans depicting the designed elements'and cover sheets of calculations. Provide additional information and/or make revisions to plans, specifications and calculations as follows: 1. Foundations in this subdivision are required to be designed per the subdivision soils report. All requirements are to be clearly noted on the plans. Provide manufacturer's specifications for the high efficiency furnace and air conditioner. All requirements for the hot water recirculation system are to be noted clearly on the plans' Enclosed, for your convience, are the requirements from the Energy Manual. 4.. Remove electric subpanel from the closet. 5. Architect of Record is to review and approve trusses per his lateral design. 6. Plan designer is the check truss spans for truss 6, 9, 10, 11, 18, 19, 20, 21 and 22D for the correct span. Also please explain note on truss 24D which states, on both ends, that they are supported over "5'8" shear wall". Only one end has a shear wall under it. 7. Plans have been sent out for structural review. If there are any questions which arise from this review I will forward them to you. Foundation will be reviewed for requirements of soils report when it is submitted for review. If you have questions about any requirements, you may contact me at (530) 538=7541 between the hours of 1:00 p.m. and 4:00 p.m., Monday through Friday. Sincerely Marto hitney PlansLKaminer RESIDENTIAL IAL PLAN CHECK ,4 GUIDE i SNGLE FAMILY, DUPLEX AND MISCELLANEOUS ONLY OWNER: U r u BUILDINGP ER: l R -080(_,oPLAN CHECKER: &uAD A. P. NUMBER: C��P �. _ 3(ao -00( GENERAL: I . Zoning requirements: (side yards and number of permitted living units). 2. Valuation. Plans signed by designer. Proper description of work on application. Existing violations on property. Items on data sheet, (Impact Fees, Environmental Health, Developer Fees, etc.). Recorded notice of violation. PLOT PLAN: Complete parcel size and dimensions. 6 Setbacks, side yards, easements, etc. 3. Other buildings or structures. 4. Grading, fills and/or drainage. Flood hazard. 6. _ Special conditions on creation map (Noise, SA.A., Fire Sl ririklers, Water Tender, Trees, etc.). F.A.U. & F.A.S. road setback. Building or utilities across lot lines (Record form). FLOOR PLAN: Complete to scale plan with dimensions. 2. Required windows for light and ventilation (Section 1203). 3. Required windows for second exit (Section 310.4). 4. Skylights (Section 2409 & 2603.7). •5. Glazing in Hazardous Locations (Section 2406). 6. Required room sizes, ceiling heights (Section 310.6). 7. G.F.C.I. in baths, garage, kitchen, wet bar and exterior outlets (N.E.C. 210). 8. Lights, switches, receptacles, and exterior receptacles for maintenance of mechanical equipment. Location of water heaters, heating and cooling equipment, other electrical or gas equipment. 10. Garage firewall, door size and closer (Section 302.4). re4-»1%002 �s�Jo�air.el� �j–p syr Minimum of one 3'0" exterior door (Section 1004.6). (a bei je Fireplace and wood stove location, alcoves and clearance. Smoke detectors (Section 310.9.1). X. Plumbing fixtures, water closet clearances and shower size. STRUCTURAL DETAILS: 1. Conventional Construction - Unusually Shaped Buildings (Section 2326.5.4). �2. Standard bracing or engineered design (Section 2326.11.3). ,3! Clerestory requiring balloon framing and/or engineering. � Three story building requiring engineered calculations and plans. (_/ Foundation plan complete enough to construct building. — 6. Floor construction details complete enough to construct building. Elevations and wall construction details complete enough to construct building. Roof construction details complete enough to construct building. rA� Rafter ties or bearing ridge beam. Fireplace construction details and calc. if necessary. Garage door and/or porch header sizes. - Stud heights. 3 Adobe soils - ecial foundation design. l�e,�J �//�j N'e`'o c %'2 Retaining walls requiring design. 15. Special Inspection requirements. . X. Header size. June 1997 3.2 NUSCELLANEOUS ITEMS TO LOUT OR: Stairway details: landings, ria., and run, head clearance, handrails (Section 1010 3/ Guardrail details (Section 509). Brick or stone veneer (Section 1403). f% Exterior plaster - weep screeds (Section 2506). Proper roof pitch for roof covering (Section 1501): - ` Roof covering type - (fire hazard). Foam insulation - protection. 36" halls and stairways. Living area over garage -complete 1 -hour separation required on garage side including supporting walls and posts. ,W'." Two exits on three - storydwellings (Section 1003). jl-�. Underfloor access and ventilation (Section 2317.7). -k-2� Attic access and ventilation (Section 1505). .I-3' Combustion air for fuel burning appliances - L.P.G. requirements. 14f Noise requirements on duplexes. r5. Energy design. Flashing at all exterior openings. C.D.F. responsible area requirements. Automatic Fire Sprinkler Systems (Section 310.10) 19. For Inspection Jacket: Flood Hazard/Elevation Certificate SRA Requirements. Special Inspection Requirements Automatic Fire Sprinklers June 1997 3.2 • ;�,�� PRC''SCT PROCESSING RF -CORD APPLICANT: OWNER: PERMIT #: A.P.A WORK DESCRIPTION: DATE DESCRIPTION OF STEP NEIL O. ANDERSON & ASSOCIATES, INC. GEOTECHNICAL • ENVIRONMENTAL • GROUNDWATER • INSPECTIONS • TESTING • LABORATORY SERVICES CHICO (530) 891-6304 STOCKTON (209) 472-1091 , RANCHO CORDOVA (916)631445S ` Butte County Building Department Attn: Martha 7 County Center Drive Oroville, CA 95965 SACRAMENTO OFFICE 4229 Northgate Boulevard, Suite 3 Sacramento, California 95834 (916)929-9267 FAX: (916) 929-9269 July 20, 1999 Subject: Confirmation of Retainer Humbolt Woodlands Unit 2 Highway 32 south of Forest Ranch Rd. Butte County, California Dear Martha: CORPORATE OFFICE 22 Houston Lane Lodi, California 95240 (209) 367-3701 FAX: (209) 333-8303 Please be advised that Neil O. Anderson and Associates has been retained. by Conroy Construction as the inspection and testing laboratory for the special inspections needed at the above - referenced project. All necessary inspections and testing will be provided for the subject property as per the LRA Engineering geotechnical Report, job number 94091G, dated April 15, 1994. If there are any questions please contact our office. NOA:wjb ltr\94091 G] Very truly yours, NEIL O. ANDERSON & ASSOC., INC Garret S. H. Hubert, Project Engineer RCE 59010 . RECp ;.: ; ? 9 BUTTE BUILDING COUNT COUNTY OF BUTTE -DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING DIVISION 7 County Center Drive - Oroville, California 95965 - Telephone (916) 538-7541� RMI NO. (Rev.12/96) APPLICATION AND PERMIT W_60/297 Q — ASSESSORPARCQNUMaER �3 �� 6� _�� BUILDINGPERMIT OWNER TELEPHONE SO. Fr, OCC. BUILDING VALUATION OWNER'S MAIUNO ADDRESS of 516M. CONTRACTOR'S NAME TELEPHONE CONTRACTOR'S MAILING ADDRESS CONSTRUCTION LENDER [Fir, LENDER'S MAILING ADDRESS ' lace Total Valuation S ARCHITECT OR ENGINEER LICENSE NO. Filing Fee $ 20.00 Permit Fee b ARCHITECT OR ENOPIEER'S MAIUNO ADDRESS Plan Checking Fee $ Q BUILDING ADDRESS Energy Plan Checking Fee S E PERMIT FEE $ LOT No. 9UBDN1910N9 NAME PARCEL MAP PLUMBING PERMIT Filing Fee 20.00 USEOFSTRUCTURE SF ❑ Duplex O Mobilehome O Other SPECIFY Each Trap 7.00 Solar or heat'pump water heater 23.00 Water piping 15.00 Each gas water heater or vent 15.00 TYPE OF WORK New ❑ Addition ❑ Remodel ❑ Utilities O Installation O Other ❑ Describe Work: Lt Gas piping system'l - 5 outlets 15.00 Building sewer 15.00 Mobile Home I S I G I W (920.00 PERMIT FEE $35,010 ELECTRICAL PERMIT I Filing Fee 20.00 Main Service �w on LEss 23.00 LICENSED CONTRACTOR'S DECLARATION 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 is in full force and effect License Class Lic. No. OWNER -BUILDER DECLARATION 1 hereby affirm under penalty of perjury that 1 am exempt from the Contractors License Law for the following reason: ❑ 1, 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. ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate 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. O 1 have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation Insurance carrier and policy number are: Carrier Policy Number (The above sections need not be completed if the permit Is for work of a valuation of one hundred dollars ($100) or less.) employ any person In any manner so as to become subject to workers'HAZ. laws of California, and agree that if I should become subject to the workers' compensation provisions of section 3700 of the Labor Code, I shall forthwith comply with those provisions. X _ Date _ Signature of Applicant - O Owner O Contractor O Agent An OSHA permit is required for excavations over 60• deep and demolition or construction of structures over 3 stories In height. Mein Service Zola TO L000A 48.00 NEW CONST. OWEWNIi OCCUP. SO OR ADONS. a ACC. alas. 3.5¢FT. NEW IpµRESID* T. MULTI-OUTLETCIRCUrrS @7,50 POWER APPARATUS a ssaoLE ounEr C' . Ex. Occup. OUTLET OR FDLTURES p ®' aAl .so Ex. Occup. ovnE�sA aEsLNSlo)E. 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 -S-m .ou PERMIT FEE _ MECHANICAL PERMIT Fling Fee 20.00 Heating Cooling Hood 6.50 Ventilation PERMIT FEL: $ Mobile Home Installation Fee $ Energy Inspection Fee $ TYPEnot EocCONST. o. FEES IMP FL000 coP _„ PARCEL PO• Ho ISSUEcompensation This permit is hereby Issued under of the Butte County Code and/or indicated above for which fees have By PERMIT EXPIRES ON the applicable provisions Resolutions to do work been paid. Date Dare ReceiptNo. wWHITE•D.O.S.-B.O. CANARY -ASSESSOR PINK -INSPECTOR GOLOENROO-APPLICANT < „ t, .. s +, � _. (Rev. 12/96) COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive • Oroville, California 95965 • Telephone (530) 538-7541 APPLICATION AND PERMIT PERMIT NO. ASSESSORPARCELNUMM ZONING BUILDING PERMIT OWNER TELEPHONE SO. FT. OCC. BUILDING VALUATION OWNERS 1444JNG ADDRESS CONTRACTOR'S NAME t t /0 p /� O TEL I N 1 Roil CONTRACTOR'SG IDDES�VV LAA_)D e f CONSTRUCnONLENDER LENDER'S MAIUNO ADDRESS —Fireplace Total Valuation S ARCHITECT OR ENGINEER LICENSE NO. Filing Fee b 20.00 Permit Fee $ ARCHITECT OR ENOWEEWS MAOJNG ADDRESS Plan Checking Fee $ SU0.O W G ADDRESS Energy Plan Checking Fee b a PERMIT FEE S LOT NO. SUBDNISIDNSNAME PARCEL MAP PLUMBING PERMIT Filing Fee 20.00 USEOFSTRUCTURE SF ❑ Duplex ❑ Mobilehome ❑ Other SPECFY Each Trap 7.00 Solar or heat pump water heater 23.00 Water piping 15.00 Each gas water heater or vent 15.00 TYPE OF WORK New ❑ Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Describe Work: Other ❑ Gas piping system 1 - 5 outlets 15.00 Building sewer 15.00 Mobile Home I S I G W @20.00 PERMIT FEE _ ELECTRICAL PERMIT Fling Fee 20.00 Main Service toOOOV DR. OR LESLESSS 23.00 i Main Service 200A TO 1000A 46.00 NEW CONST, DWE111P10 BLOC..OCCUP. 3.50so OR ADDNS. ( 8 ACC. NEW GONST. MULTFOUTLEr NON•RESID. 97.50 POWER APPARATUS 8 SWOLE OUTLET CIR. Ex. Occup. OUTLET OR Fwrums 20 ®t.00 BAL @ .30 DAPPLNS Ex. Occup. OUT, CRSS .) 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 f_ PERMIT FEE i MECHANICAL PERMIT Fling Fee 20.00 —Heating Cooling Hood 8.50 Ventilation PERMIT FEE S Mobile Home Installation Fee b Energy Inspection Fee $ Occ CONST. TYPE TOTAL FEE _ IIAZ. D. FEES IMP FL 0 CDF PARCEL PO HD 6SUE This permit is hereby issued under the applicable provisions of the Butte County Code and/or Resolutions to do work indicated above for which fees have been paid. By Date PERMIT EXPIRES ON ro %W r4_".1P" i COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965 - TELEPHONE (530) 538-7541 PERMIT APPLICATION DATA SHEET OWNER: ASSESSOR PARCEL NUMBER: Proposed Building Use: Building Inspector: Date: At time of permit application, I was advised the following data must be submitted prior to permit processing and/or issuance: Date Received By ❑ Lell items have been submitted-------------------------------------------------------------------------------------- 9Plot plans, 3/4 sets, signed by the preparer of plans. ------------------------------------------------------------ ❑ 3. Complete plans, 3/4 sets, signed by the preparer of plans. ----------------------------------------------------- 04. Engineered plans, 3/4 sets, with wet signature on plans. All engineering must be shown on plans. -------- ❑ 5. Engineered truss details and layout in duplicate (required prior to plan review) No faxes! ------------------ El 6. Energy Design Compliance and supporting documentation ------------------------------------------------------- El ----------------------------------------------------❑ 7. Statement of Intent for Non -Heated and A/C Buildings. --------------------------------------------------------- C18. Hazardous Material Form. ------------------------------------------------------------------------------------------ 0� anufactured Home data and installation instructions including Tie Down Specifications.----------------- 0. Fees of $ 0 �.2 O ------------------------------------------------------------------------------------- ❑ 11. Impact fees as shown on the attached schedule.----------------------------------------------------------------- ❑ 12. California Department of Forestry plan approval/fees.--------------------------------------------------------- \ ❑ 3. Flood elevation certificate.---------------------------------------------------------------------------------------- 4. Sanitation and plot plan approval Health Department. ------------------------------------------- ❑ 15. City of Chico plumbing permit. ----------------------------------------------------------------------------------- ❑ 16. Plot plan and business license approval from the City of Biggs. ---------------------------------------------- 1117. --------------------------------------------- ❑17. Planning approval for (A) Use: (B) Parking: -------------------------- ❑ 18. Contact Land Development about ❑ Improvements, ❑ Drainage, ❑ Legal Parcel. ----------------------- ❑ 19. Encroachment Permit for driveway (construction approval prior to occupancy). ---------------------------- ❑20. Pre -inspection for required. Request to Building Inspector on (Date) 021. Contractor's license information. (Number, Name Style, Classification)- ------------------------------------ C1 22. Workers' Compensation carrier and policy number. ----------------------------------------------------------- ❑23. Owner -Builder Verification (Given to owner ❑, Mailed to owner 0) - -------------------------------------- r 1124. Letter of signature authorization.---=---------------------------------------------------------------------------- ❑25. Recorded copy of Agricultural Acknowledgment Statement. -------------------------------------------------- E126. ------------------------------------------------- ❑26. Letter of intent on building use. ----------------------------------------------------------------------------------- ❑27. Manufactured Home utility clearance. --------------------------------------------------------------------------- ❑28. Existing violations and/or expired permits. ---------------------------------------------------------------------- ❑29. ❑433 A, ❑Grant Deed, ❑ M.H. Title, ❑ Check to H.C.D $ .--------------- 1130. -------------- ❑30. Other: ------- When you issue the permit, process as follows ❑ Mail to owner, ❑Mail to contractor. ❑ Telephone and hold for pickup at office. ❑ Deliver with inspector. Applicant: Date: Copy of Haz-Mat form sent ❑ Health Department, ❑ Fire Department, ❑ Air Pollution Date: By: 'Y Copy of plans sent ❑ Health Department, ❑ Fire Department, ❑ ther: Date: By: L 1. Index permit application for the above items numbered: ❑ Plan Check ,i ist 2. Additional items required: . Contractor, designer, owner, was advised of the above required data by ❑ phone, ❑ mail, ❑ Building Division counter, by Date: Contractor, designer, owner, was advised of the above required data by ❑ phone, ❑ mail, ❑ Building Division counter, by Date: Contractor, designer, owner, was advised of the above required data by ❑ phone, ❑ mail, ❑ Building Di - - n counter, by Date: Contractor, design own as of the above required data by ❑ phone, 11 mail, ❑ Ba �visioter, by Date: Plans reviewed by: Date: (p ' Plans approved by: Date: Sets of plans on ho ❑ Plan Cabinet, ❑ A.P. folder. Note transfer 6y: Date: Yellow Copy - Department of Development Services, Building Division. TO: Building Department FROM: Environmental Health SUBJECT: Sanitation Clearance •.tiE.H. USE ONLY Not Plan AttacliddVc3r_ Floor Nan Attached Sent to 8.0. '— ururl 1566/ GU S/c�� /�.� 1�3-3�o-OUG Owna Location AP# Plan Approved for: Sewage Disposal x Water Supply: Public Private Well x Clearance for dvvegiag. Other ihs-ro Hold final for: Final clearance O.K. for: NOTE: C • /.� a7� �� 60� Jv • l �it,�S.11 Environmental Health Specialist 8/96 Date Kuf2L/,q6 �60C- : L DRAWN: DATE: :SHEET NO. EOJECT, OF /5 BACHMAN do ASSOCIATES 3012 Esplanade Chico, Ca. (916) 342-4136 CHECKED JOB No. Td --li --6 lo POO A V- 91 Z� v/ c" Co C) -7 e -i - 7-000 lob c o"i '4� 12- 0025 b -r o o IS bt v a— cuv.-rz"lf 4- 3 1- G vu/, 4� ZW P5 L C o AJ LIS13 zl9e> R be2:n o4 etas+('C. �ncic�t-ivr. , Support' vi w ttA = h (,024) = (w 3 � _ K elasfih VestYa�►�f p, -o) y 1-I00C Me(-AOe✓ C(t __ 3 CI ►� V2rIts CrT) L = v V', -e- 5 (4-r) �o► I s� o��ad� �oa�,l�s s� (Jes�S gy JoSe�� �. 6o�l�s Ictible -I �(,je ks o -7 ISO -Por- CIGye� SotJ w (-N,% q v 4�-- s -F, N oie -tom a -t be n d w t� VAo m o- v\,t S 2,4Ad. SO �. r2 SS r e �) 2v� L X12 t1GjG$ - c` w t Z5 s Cso- 3oo)_ `vJ fvv a��l� stS pv �oses� asS •'- � S = � � . 4- � ZS`� .'L- . t5 � �-t�-fit'' uSe. KS = 1-72.5 0-v5 uclie 4�In�5 w t l I bo as s uvK-Q,,K t -o s uc,4 c.o -�- ugc soy ( classes I - 1� z o6Zy-� W11OaS� = 1,12 czssvvre L = 12 C G,pp-0Xc:VrieS) ( — or rt c'ss��-n e. jG = 3�� _ 3 C2. x iob) ?'� rilZslS c1 � c�S S V rn 6-�o-o�-� •-1 c' z � �d S . l �S �� �tit.d. File >MCAP2 7:45 AM 11/ 5/96 ------------------------------------------------------------------------ Rev 5-01-95 Concrete section moment capacity ------------------------------------------------------------------------ Description » C vim . w —9Z ------------Section data-----------I---------Material constants --------- b > 12.000 inches f'c > 2.500 ksi d > 10.000 inches fy > 40.000 ksi B > .850 > .900 --------------------------------Load data ------------------------------- Factor Mu M dl > .000 ft -kips 1.400 .000 M 11 > 2.240 ft -kips 1.700 3.808 M wind > .000 ft -kips - 1.700 .000 M eq > .000 ft -kips 1.870 .000 Modifier > 1.000 Mu > 3.808 ft -kips As regd. > .171 in'2 Includes 33% increase since p actual is less than p min. ---------------------------------Summary-------------------------------- Actual As > .172 in -2 <ok> ro P min. > .005 <200/Fy> p actual > .0014 <p=As/b*d> T > 6.880 kips <T=As*Fy> a > .270 inches <a=T/(B*F'c*b)> �Mn > 5.090 ft -kips > Mu - <ok> -----------------------=------------------------------------------------ _ 16,1 P G po/-t % AnalysisGroup(TM) ....... .... INPUT DATA LISTING FOR : BEAM ON ELASTIC FOUNDATION TODAY'S TIME AND DATE: Tue Nov 05 07:43:29. 1996 PROJECT TITLE : 6' RETAINED - POOL PERIMETER ENGINEER: FRANK GLAZEWSKI PROJECT NUMBER: ACTIVE UNITS : FEET KIPS RADIANS FAHRENHEIT MATERIAL CONSTANTS : E = 4.103987e+05 NU = 0.17 .......... BEAM GEOMETRY INFORMATION .......... SPAN SPAN MOMENT SOIL NUMBER LENGTH OF SUBGRADE INERTIA MODULUS 1 12.000 0.0101 172.800 RIGID SUPPORT INFORMATION .......... SUPPORT SUPPORT ROTATIONAL NUMBER. TYPE., SPRING K. I h Ll U A 1 RIGID 2 FREE NOT APPLICABLE NUMBER OF OUTPUT SECTIONS PER SPAN : 10 .......... BEAM LOADING INFORMATION ........... LOAD NO : 1 TOTAL LOAD SPAN WA WB LA LB 1 0.0000 0.0000 n_nnn 1 0.0000 0.0000 1 —0.0750 —0.0750 0.000 10.500 WT -O+ CDA(,, Poor C��JpIICa1 �" �j 11 P � M (- IO�rn;'U'b (004 ra�� Ir c Ali r^ L -0.975 0.000 10.500) 0.000 -2.240 10.500 0.000 0.000 —6-, Qao-. Vyl cx l /.ea w ��l ...I., AnalysisGroup(TM) /� .... INPUT DATA LISTING FOR : BEAM ON ELASTIC FOUNDATION TODAY'S TIME AND DATE: Tue Nov 05.07:43:29 1996 PROJECT TITLE : 6` RETAINED - POOL PERIMETER ENGINEER: FRANK GLAZEWSKI PROJECT NUMBER: ACTIVE UNITS : FEET KIPS RADIANS FAHRENHEIT MATERIAL CONSTANTS : E = 4.103987e+05 NU = 0.17 .......... RE -SULTS FOR LOADING NUMBER 1 .......... .......... TOTAL LOAD .......... BENDING MOMENTS ......... SPAN NO. 1 A.. DISTANCE MOMENT FROM LEFT END 0.000 -0.019 1.200 0.088 2.400 0.100 3.600 0.021 4.800 -0.151 6.000 -0.418 7.200 -0.767 8.400 -1.150 9.600 -1.450 10.800 0.500 12.000 0.000 BOEF LIST> 1 BEARINGS AnalysisGroup(TM) ...... INPUT DATA LISTING FOR BEAM ON ELASTIC FOUNDATION TODAY'S TIME AND DATE: Tue Nov 05 07:43:30 1996 PROJECT TITLE : 6' RETAINED - POOL PERIMETER ENGINEER: FRANK GLAZEWSKI PROJECT NUMBER: ACTIVE UNITS : FEET KIPS RADIANS FAHRENHEIT MATERIAL -CONSTANTS : E = 4.103987e+05 NU = 0.17 .......... RESULTS FOR LOADING NUMBER 1 .......... .......... TOTAL LOAD .......... BEARING REACTIONS ......... SPAN NO. 1 DISTANCE BEARING FROM LEFT FORCE END 0.000 0.000 1.200 0.009 2.400 0.012 3.600 0.011 4.800 0.008 6.000 0.015 7.200 0.048 8.400 0.126 9.600 0.273 10.800 0.501 12.000 0.739 BOEF LIST> 1 EXTREMES Anal"ysisGroup(TM) ....... .... INPUT DATA LISTING FOR : BEAM ON ELASTIC FOUNDATION TODAY'_S TIME AND DATE: Tue Nov 05 07:43:30 1996 PROJECT TITLE : 6' RETAINED - POOL PERIMETER ENGINEER: FRANK GLAZEWSKI PROJECT NUMBER: ACTIVE UNITS : FEET KIPS RADIANS FAHRENHEIT MATERIAL CONSTANTS : E = 4.103987e+05 NU = 0.17 .......... RESULTS FOR LOADING NUMBER 1 .......... TOTAL LOAD ........... EXTREME SHEAR FORCES ......... SPAN POSITIVE DISTANCE FROM NEGATIVE DISTANCE FROM NUMBER SHEAR FORCE LEFT END SHEAR FORCE LEFT END 1 0.776 10.800 -0.133 0.000 ........... EXTREME BENDING MOMENTS .......... SPAN POSITIVE" DISTANCE FROM NEGATIVE DISTANCE FROM NUMBER MOMENT LEFT END MOMENT LEFT END 1 0.500 10.800 -1.450 9.600 ........... EXTREME DEFLECTIONS .......... SPAN POSITIVE DISTANCE FROM NEGATIVE DISTANCE FROM NUMBER DEFLECTION LEFT END DEFLECTION LEFT END 1 0.00000 0.000 -0.004.28 12.000 ........... EXTREME BEARING REACTIONS .......... SPAN BEARING DISTANCE FROM NUMBER REACTION LEFT END 1 0.739 12.000 BOEF LIST> FINISH AnalysisGroup TERMINATION.... Zo ...... AnalysisGroup(TM) ....... 2J .... INPUT DATA LISTING FOR : BEAM ON ELASTIC FOUNDATION TODAY'.S TIME AND DATE: Tue Nov 05 07:38:32 1996 PROJECT TITLE : 6' RETAINED - POOL PERIMETER wzM. ENGINEER: FRANK GLAZEWSKI PROJECT NUMBER: ACTIVE UNITS : FEET KIPS RADIANS FAHRENHEIT MATERIAL CONSTANTS : E = 4.103987e+05 NU = 0.17 .......... BEAM GEOMETRY INFORMATION .......... SPAN SPAN MOMENT SOIL NUMBER LENGTH OF SUBGRADE INERTIA MODULUS 1 12.000 0.0101 172.800 ........... RIGID SUPPORT INFORMATION .......... SUPPORT SUPPORT ROTATIONAL NUMBER_ TYPE SPRING .K. .. 1 RIGID 425.1350 2 FREE NOT APPLICABLE NUMBER OF OUTPUT SECTIONS PER SPAN 10 .......... BEAM LOADING INFORMATION .......... LOAD NO : 1 TOTAL LOAD SPAN WA WB LA LB P M L 1 0.0000 0.0000 —0.975 0.000 10.500 1 0.0000 0.0000 0.000 —2.240 10.500 1 —0.0750 —0.0750 0.000 10.500 0.000 0.000 x--999- 1 —0.3740 —0.3740 0.000 10.000 0.000 0.000 �8$ 01 w V a—(plc�.�=iT^ -F7.— �_ d d I f cc&,/-t �'r-at1 �, AnalysisGroup(TM) ....... INPUT DATA LISTING FOR : BEAM ON ELASTIC FOUNDATION TODAY' -S TIME AND DATE: Tue Nov 05 07:38:32 1996 PROJECT TITLE : 6' RETAINED - POOL PERIMETER ENGINEER: FRANK GLAZEWSKI PROJECT NUMBER: ACTIVE UNITS : FEET KIPS RADIANS FAHRENHEIT MATERIAL CONSTANTS : E = 4.103987e+05 NU = 0.17 .......... RESULTS FOR LOADING NUMBER .......... TOTAL LOAD .......... BENDING MOMENTS ......... SPAN NO. 1 DISTANCE MOMENT FROM LEFT END 1 .......... 0.000 -0.285` 1.200 0.411. 2.400 0.656; 3.600 0.621 4.800 0.422 1 6.000 0.103111A 7.200 7.200 -0.269 8.400 -0.712 --- 9.600 -1.163_ 440.+-., 7 10.800 0.558 12.000 0.000 BOEF.LIST> 1 BEARINGS ZZ ........ AnalysisGroup(TM) ....... .... INPUT DATA LISTING FOR : BEAM ON ELASTIC FOUNDATION TODAY'S TIME AND DATE: Tue Nov 05 07:38:32 1996 PROJECT TITLE : 6' RETAINED - POOL PERIMETER ENGINEER: FRANK GLAZEWSKI PROJECT NUMBER: ACTIVE UNITS : FEET KIPS RADIANS FAHRENHEIT MATERIAL CONSTANTS : E = 4.103987e+05 NU = 0.17 .......... RESULTS FOR LOADING NUMBER .......... TOTAL LOAD .......... BEARING REACTIONS ......... SPAN NO. 1 DISTANCE BEARING FROM LEFT FORCE END 0.000 0.000 1.200 0.139 2.400 0.256 3.600 0.336 4.800 0.378 6.000 0.397 7.200 0.409 8.4.00 0.438 9.600 0.509 10.800 0.645 12.000 0.786 BOEF LIST> 1 EXTREMES < I . 0 KS -� - o k 1 .......... ........ AnalysisGroup(TM) ....... .... INPUT DATA LISTING FOR : BEAM ON ELASTIC FOUNDATION TODAY'S TIME AND DATE: Tue Nov 05 07:38:32 1996 PROJECT TITLE 6' RETAINED - POOL PERIMETER ENGINEER: FRANK GLAZEWSKI PROJECT NUMBER: ACTIVE UNITS : FEET KIPS RADIANS FAHRENHEIT MATERIAL CONSTANTS : E = 4.103987e+05 NU = 0.17 .......... RESULTS FOR LOADING NUMBER 1 .......... .......... TOTAL LOAD ........... EXTREME SHEAR FORCES ......... S PAN POSITIVE DISTANCE FROM NEGATIVE DISTANCE FROM. NUMBER SHEAR FORCE LEFT END SHEAR FORCE LEFT END 1 0.896 10.800 -0.823 0.000 ........... EXTREME BENDING MOMENTS .......... SPAN POSITIVE DISTANCE FROM NEGATIVE DISTANCE FROM NUMBER MOMENT LEFT END MOMENT LEFT END 1 0.656 2.400 -1.163 9.600 ........... EXTREME DEFLECTIONS .......... SPAN POSITIVE DISTANCE FROM NEGATIVE DISTANCE FROM NUMBER DEFLECTION LEFT END DEFLECTION LEFT END 1 0.00000 0.000 -0.00455 12.000 ........... EXTREME BEARING REACTIONS .......... SPAN BEARING DISTANCE FROM NUMBER REACTION LEFT END 1 0.786 12.000 BOEF LIST> FINISH AnalysisGroup TERMINATION.... -2-+ 2S File >MCAP2 ----------- -----------------------------------P----� 7:49 AM 11/ 5/96 Rev 5-01-95 ------------------------------------------------------------------------ Concrete section moment capacity ------------------- Description » Slab at end 5' ------------Section data-----------I---------Material constants --------- b > 12.000 inches f'c > 2:500 ksi d > 3.000 inches fy > 40.000 ksi 8 > .850 > .900 --------------------------------Load data ------------------------------- Factor Mu M dl > .000 ft -kips 1.400 .000 M 11 > 1.450 ft -kips 1.700 2.465 M wind > .000 ft -kips 1.700 .000 M eq > .000 ft -kips 1.870 .000 Modifier >, 1.000 Mu > 2.465 ft -kips As reqd. > .297 in"2 No increase required since p actual is greater than p min ---------------------------------Summary-------------------------------- Actual As > .297 in'2 <ok> C--+- .+p Pmin. > .005 <200/Fy> p actual > .0083 <p=As/b*d> T > 11.880 kips <T=As*Fy> a > .466 inches <a=T/(8*F'c*b)> �Mn > 2.465 ft -kips > Mu - <ok> ------------------------------------------------------------------------ ZS, M_CAP --- , 7:51 AM 2/18/97 12-3-96 ------------------------------------------------------------------------ Concrete section moment capacity Description >> ------------Section data-----------I---------Material constants --------- b > 12.000 inches f'c > 2.000 ksi d > 3.000 inches fy > 40.000 ksi B > .850 > .900 --------------------------------Load data ------------------------------- Factor Mu M dl > .000 ft -kips 1.400 .000 M 11 > 1.450 ft -kips 1.700 2.465 M wind > .000 ft -kips 1.700 .000 M eq > .000 ft -kips 1.870 .000 Modifier > 1.000 Mu > 2.465 ft -kips As reqd. > .304 in"2 No increase required since p actual is greater than p min ---------------------------------Summary-------------------------------- Actual As > .305 in'2 (ok> # ,� G G « , c . p min. p actual > > .005 .0085 <200/Fy> <p=As/b*d> A) t- ° T > 12.200 kips <T=As*Fy> a > .598 inches <a=T/(B*F'c*b)> OMn > 2.471 ft -kips > Mu - <ok> ------------------------------------------------------------------------ c `O Am -amu f (9 ICA 3 3- o" V�N;n e�H�o/Ce. r t2,r►1 fi 3 t 6 lo" f RECORDING REQUESTED BY Mid Valley Title & Escrow Company AND WHEN RECORDED MAIL TO: THE KURUNG TRUST, DATED MARCH 25, 15 150 KALA HEIGHTS DRIVE PORT TOWNSEND, WA 98368 G'd1/- C_ ,.N.: 063-3604006-000 0 �I����IIIII!'uIIIUt�III�111 1999-00QI1 9t39 1 R FEE l� 191P"oIof3 Space AbnvTbine for Recorder's Use Only Order No.: 167546MC -,'f Escrow No.:167546MC GRANT DEED' THE UNDERSIGNED GRANTOR(s) DECLARE(s) THAT DOCUMENTARY TRANSFER TAX IS: COUNTY $94.60 X.] computed,on full value of property conveyed, or l computed on full value less value of liens or encumbrances remaining at tithe of sale, X J t, unincorporated area: [ J City of _, and FOR A VALUABLE CONSIDERATION, Receipt of which is hereby acimowledged, PETER J. WOLK and TYONA J. WOLK, Husband and Wife hereby GRANTS) to FRANK!C. KURUNG AND CAROL H. KURUNG, TRUSTEES OF THE K[mM(it TR1ft. UTED"MA3 M 2S, 1997 the following described property in the %stt�w►'fs�r County of Butte State{of California,:, R See legal d `'ascription attached hereto and made a part hereof. P . WOLK, TYONA J. W Document Date: December 8. 1998 STATE OF CALIFORNIA AS _ COUNTY OF Butte on Janttary 8. 1999 before me, Mary R. Casebe@r, *^' + personally appe+rea Peter J. Wolk • r, . F f :, .—•- "`�"" . personally I:aown 0 me (or proved to me on the basis of satifactory evidence) to be the � to iast ument and acknowledged to me that he/she/they executed the same in histberitheir tiuthotltpd s�plc�r( iil6er/�etr ) ott the instrumeat the persons) or the entity upon behalf of which the persons) acted, executed tie iustrumeat. w �" "" 9" WITNESS my hand and official seal. - This arae Lor o>RcW unndd saL Is i� � .�,,,ti � • �f l w-rw ...q..,.. .+, v. +s+w� � r. i lM,� �'-� Q� OWN NOM FFtJeua Mail Tax Statements to: SAME AS ABOVE or Address Noted Below mss.' �,�•�* • J. y A ERI. ro C, OF 1 a`• i1 STATE OF CALIFORNIA } ~ COUNTY OF sUME } .t. rJarivary 14, 1999before t .r.% '� •, ; On _ �y R. Caseb�r 7 -77 � r me, .axY°<ubiic;,�,�.a . ,w r personally appeared T►oria J walk personally known to me (or proved to me on the basis of satisfactory evidence) to be the person(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 signa�re(s) on the,instrument the persons) or the entity upon behalf of which the person (s) acted.ezecuted tfienstrument: WITNESS my hand and official. seal. 1 MMA.M M BE • •+ .. . O COWL h19m" , Q_ . 1AW:ttRI�JC•CAl�OHiW p MUM"d .may Title of Document Date of Document No. of Pages Other signatures not acknowledged RV a�w+mn r km (1/04) cc,.�► Y ORDER. NOr. • SBU -167546 MC DESCRIPTION THE LAND REFERRED TO IN THIS REPORT IS SI _ �,$TATN OF 5 ": CALIFORNIA, COUNTY OF BUTTE, AND IS DESCRIBED AS ,,,.._ WS: k PARCEL I: LOT 6, AS SHOWN ON THAT CERTAIN MAP ENTITLED, "FOUR7ZW MILE HOUSE UNIT 2 - PHASE 1", WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNXA, ON SEPTEMBER f 15, 1994, IN BOOK 135 OF MAPS, AT PAGE(S) 30 Tlmlf S. ; A NON-EXCLUSIVE EASEMENT FOR INGRESS, EGRESS;:Qwcovi, f FO;$.T VER AND THROUGH THE COMMON AREAS, LOTS A THRU B, AS .CERTAIN MAP ENTITLED, "FOURTEEN MILE HOUSE UNIT 2 - PMAP WASRECORDED IN THE OFFICE OF THE RECORDER OF - BUTTE, r STATE OF CALIFORNIA, ON SEPTEMBER 15, 1994, IN BOOK 135 OF MAPS,.AT ­ VAGE`(S)„ 30 THRU 35. t 4 . r -e. E Y Y -.._ w - r -... _ - . _ ... . w. �..w.._-+,r.r-.•+iYwLW r .. _ -:M...^..__ ...r..... ...•yi...wr.. r. GREGORY " A. PEITZ ARCHITECT 1907 MANGROVE, SUITE °°E",, CHICO CA 95926 (916) 894-5719 Structural Calculations For: 10 fEekkCjE 0 AR�y� No. C'21283 Ct i, Gj LOAD SUMMARY *Use normal force method *Exposure B *Basic wind speed: 75 mph P = Ce Cq qs I Walls P = .62 * 1.3 * 14.5 * 1.0 = .0.117 ksf < 15 ft. P ._ .67 * 1 .3 * 14. 5 * 1 .0 = ..01,26 ksf @ 20 ft. P = .72 * 1.3 * 14.5 * 1.0 = .0136 ksf-.@ 25 -ft. - P = .76 * 1.3 * 14.5 * 1.0 = .0143,ksf @ 30 ft. Roofs 2:12 to less than 9:12 P = .62 * 1.0 * 14.5 * 1.0'= .009 ksf < 15 ft. P = .67 * 1.0 * 14.5 * 1.0 = .010 ksf @ 20 ft. P = .72 * 1.0 * 14.5 * 1.0 = :01l ksf @ 25 ft. P = .76 * 1.0 * 14.5 * 1.0 = .011 ksf Q 30 ft. 1; Roofs 9:12 to 12:12 P = .62 * 1.1 *,14.5 * 1.0 = -.010 ksf < 15 ft. P = .67 * 1.1 * 14.5 * 1.0 = .011 ksf ® 20 ft.b�- P = .72 * 1.1 * 14.5 * 1.0 = .012 ksf @ 25 -ft. �4 o /j P = .76 * 1.1 * 14.5 * 1.0 = .012 ksf Q 30 ft. y a. 0 45,F L. L d' goo i Go ►-ua, (0,0 h f►'� rr-meg '., T-0 Pl4-3 /�- LJ /r/ pS t (ay- 40 1051= (D( j fr f 4-f ;2' Om qgtgln #xz� tole>' ( D � Ito# I UO 10.5 1 Z ) A i z6,0' 13.c)r �1 22 0.117 _ rza r$� �Z - ���7� 71�'�►> r0��% } 6,,)0f��.OVq _----------� C�2>cZoiC`�j$'� �- ()ZiC O%c�•�z�Cocoi r 2drllo 2, i gvv90` 5 t k i F h, re,ens 3 i i! i z6,0' 13.c)r �1 22 0.117 _ rza r$� �Z - ���7� 71�'�►> r0��% } 6,,)0f��.OVq _----------� C�2>cZoiC`�j$'� �- ()ZiC O%c�•�z�Cocoi r 2drllo 2, i gvv90` 5 t k i F h, re,ens + (S 6 cL'p 41 -tA ?, 00-, Z'? cr 7 51 P i ` t t 17,13 / "2 • d �1-: Ly let, .waA, 4 +2 ems'' a rte, y L' -A , Z - �,— e 422 Ci� Zo•GI 2;a. � . s 10 j 3o %o, 6i = , 3Z3 K9 10 1/6 " w�� /7 w �. 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SST1� c�2 i�z�� bL S, - (GbeZ�rs'r) sZ�o s-a�a a I I 1\--/ P CONCRET3 10:26 PM'.. Rev, 9-21-93 Concrete retaining wall 8/ 2/95 ---------------- Description >>Cantilevered retaining wall -- ------------------------------GENERAL DATA ---- ------------- -=------------. Wall type > 2 1 => Supported 2 * Cantilevered Lateral load type> - 2 1 => Wind/earthquake 2 => Soil pressure Backfill slope > 0 Horizontal 0 •. Vertical Soil weight > .110 kcf -------------=--------_---------- LOADING-------------=------------------- Wdl minimum > .000 kips/ft Wdl + Wll maximum > .620 kips/ft Equivalent fluid pre.Ssure > .030 kcf - Sloping backfill surcharge) .000 kcf Total EFP > .030 kcf Surcharge Distance Surcharge P Comment to wall height ------------------------------- ------------- .000 3.000 .000 Uniform lateral load >. .000 ksf Earthquake/wind loading ------------------=----ALLOWABLE DESIGN.STRESSRS-.---------------------- +��Soil++� Class of materials > 4 Input - Allowable passive (vert.) > 1.500 ksf .000 Allowable passive (horiz.)>, .130 ksf/ft depth .000 Lateral sliding coeff. > .250 .000 --=Concrete--- f'c > 2.500 ksi fy > 40.000 ksi.. Es > 29000000psi M > 18.824 ----------- =--==--------------- WALL DATA-,- -------- --------- -- Cantilevered wall may use varying thickness segments Segment wdl Actual t Actual d Max. d 1 .000 to 44011:�'.300 6.000 3.000 3.500 2 .000 to .000 .000 c000 .000 3 .000 to .000 .000 .000 .000 .000 Segment b+d"2 M Factor Mu Mn As 1 108.000 .320 1.700 .544 .604 .082 2 .000 .000 1.700... ..000.... . 000 .000 3 .000 .000 1.700 .000 .000 .000 i---------------------------WALL REINFORCING— ---------- --------------- .Segment 1 Boris. As min. _...> .150 in'2 Vert. As min. > .108 in-2 Calculated As, > --•'.082 in-2 _ Vertical Horizontal ' #4 at 18 in. o.c. #4 at 13 in. o.c. #5 at 18 in, o'. c. #5 at 18 . in, o.c. #6 at 18 in. o.c. #6 at 18 ...i.n. o.c. #7 at 18 . in. o.c. #7 at 18 'in: o.c. #8 at 18 in. o.c. #8 at 18 in. o.c. Segment-2 Horiz. As min. > ,000 in'2 Vert. As min. > .000 in'2 _ Calculated As > .000 in-2 Vertical Horizontal _ #4 at 0 in. O.C. #4 at 0 in. o.c. _ #5 at 0 in. o.c. #5 at '0 in. O.C. #6 at 0 in. o.c. #6 at 0 in. o.e. #7 at 0 in. o. c.. #7 at '0 "in, O.C. #8 at 0 in. o.c. #8 at 0 in. o.c. Segment 3 - Boris. As min. > .000 in-2 Vert. As min. . > .000 in-2 Calculated As > :000 in'2 Vertical Horizontal #4 at 0 in. o.c. #4•at 0 in *o' - #5 at 0 in. o.c. #5 at 0 in. O.C. #6 at 0 in. o.c. #6 at 0 in. o.c.. #7 at. 0 in. O.C. #7 at 0 in. o.c. #8 at 0 in, o.c. #8 at 0 in, o.c. - ------------------------------FOOTING DATA ---------------------- length > .750 feet Safety factor > 1.818 Heel length > .750 feet Soil pressure > 1.403 Minimum footing length > .000 feet Actual footing length (L) > 2.000 feet Footing depth > 12.000 inches ----------------------OVERTURNING AND SOIL PRESSURE-7 ------------------- Consider ftg depth for gross OTM and sliding ? (Y/.N).>-. Y - Overturning momgnt (OTM) > - .625. ft-kips WArm Moment ---------------------------------------------------------- ------- Wdl min. .000 kips 1.000 feet .000 ft-kips Wdl+W11 .620 kips 1.000 feet .620 .ft-kips• Segment-1 .300 kips 1.000 feet .300 ft-kips Segment 2 .000 kips 1..000 feet .000 ft-kips Segment) -.000 - kips 1.000 feet .000 'ft=kips Soil .330 kips 1.625 feet .536• ft-kips Ftg .300 kips 1.000 feet .300 ft-kips ------------------------------------------------------------------------ EWdl min> '.930 -kips W1 min> 1.136 ft-kips EWdl+Wll> 1.550 kips EMdl+Wll> 1.756 ft-kips ----------------=OVERTURNING AND SOIL PRESSURE CONT.-- --------------- EMdl min./OTM > 1.818 > 1.5 <OK> Eccentricity (e) > .270 Jeet L/6 > .333 feet - L' > 2.190 feet <3+L/2 -e> Resultant within middle third of footing Maximum soil pressure ->- 1.403 ksf -<EWtl/A + 6+Wtl*e/A'2> Minimum soil pressure > .147 ksf ---------------------=------HEEL LTOE DESIGN -------------=--------------- ---Heel design --- Heel length > .750 feet M > :124 ft -kips - d > 8.000 inches As min. > .012 in"2 #4 at 48 in. o.c. #5 at 48 in. o.c. #6 at 48 in. o.c. #7 at 48 -in, o.c. #8 at 48 in. o.c. --- Toe.design--- Toe length > .1S0 feet Max soil pressure > 1.403 ksf Soil pressure at face of wall- > .922 ksf M max at face of wall > .350 ft -kips d > 8.000 inches As min. > .033 in'2 #4 at 48 in. o.c. #5 at 48 - in, o.c. - - - #6 at 48 in, o.c. 17 at 48- in. o.c. #8 at 48 in. o.c. ------------------- LONGITUDINAL FOOTING REINFORCEMENT- —,-------------- As min. > .576 in"2 3 #4 bars 2" #5 bars . 2 #6 bars ` 1 Wbars , 1 #8 bars -----------------------------LATERAL SLIDING --------- -==---=----------=-- - Rt > .000 kips/ft Rb > .375 kips/ft Lateral sliding coeff. > .250 .233 kips/ft Lateral sliding resistance> .000 .000 kips/ft _ Allowable passive.pressure > .150 ksf/ft depth . Lateral.passive pressure provided > .075 kips/ft <Footing only> Net resistance provided... > .308 kips/ft .<Footing only>' Factor of safety > . .820. NO GOOD! Concrete slab at base of wall-? > n Thickness > .000 inches Width of slab > .000 feet Resistance provided by slab > .000 kips/ft Total resistance` > .308 kips/ft Shear key mast Provide > .255 kips lateral: -resistance Equivalent depth of shear key >. 4.227 feet <Maximum 151> Allowable passive pressure > • .634 ksf .<at base of key> Allowable passive pressure > .697 ksf <at bottom of key> Shear key required depth > 5.000 inches Shear key moment > ..059 ft=kips Shear key thickness > 8.000 inches d > 4.000 inches As min. > .011 in'2 #.4 at 48 in. o.c. #5 at 48 .in. o.c. #6 at 48 in. o.c. #7,at 48-, in. o.c. #8 at 48 in. o.c. __. CONCRET3 10:27 PM ---------------------------------------------------------- Rev 9-21-93 Concrete retaining wall 8/ 2/95 --------------------------------------------7------------------------- Description »Cantilevered retaining wall -,-----=------------------------ GENERAL DATA--.----------------------- Wall-type -------------=--------Wall type a 2 1.* Supported.. 2 * Cantilevered Lateral load tppe> 2 1 => Wind/earthquake 2 => Soil pressure - Backfill slope > 0 Horizontal 0 Vertical Soil weight > .110 kcf -------------------------------- LOADING ----------------------- ---------- Wdl minimum > .000 kips/ft Wdl +•W11 maximum > .620 kips/ft ' Equivalent fluid pressure > :030 kcf Sloping backfill surcharge> .000 kcf Total EFP > .030 kcf Surcharge Distance Surcharge P Comment to wall height ----------------------------- : . _ 3.000 .000_ Uniform lateral load > .000 ksf• Earthquake%wind loading -----------------------ALLOWABLE DESIGN STRESSES-------------=---------- ***Soil**x Class of materials > A Input Allowable passive (vert:) >..1.500 ksf .000 Allowable passive (horiz.)> .150 ksf/ft depth .000 Lateral .sliding.coeff. > .250 .000 , --- Concrete --- fl _ > 2.500- ksi . fp > 40.000 ksi Es >'24000000psi , M > 18.824 ----------------------=--------WALL DATA --------------------=----------- Cantilevered wall may use varying thickness segments.. Segment wdl Actual t.Actual d Max. d 1 .000 to 6.000 .450 6.000 3.000 3.500 2 .000 to .000 .000 -1000 .000 3 .000 to .000 .000 .000 '.000 .000 Segment b+d'2 M Factor lru • Mn. As - 1. 108.000 1.080 1.700 1.836 2.040 .216 2 .000 .000..1.70.0 .000. .000 .000 3 .000 .000 1.700 .000 .000 300 ----------------------------WALL REINFORCING---------------------------- Segment 1 Horiz. As min. > .180 .in'2 Vert. As min. > .108 .in'2 Calculated As > .216 in'2 .Vertical Horizontal ' #4 at 10 in. o.c. #4 at 13 in: o.c. #5 at 16 in, o.c. #5 at 18 in. o.c. #6 at 18 ..in. o.c. #6 at 18 "..'in: O.C. #7 at 18 in. O.C. #7 at 18 in. o.c. #8 at 18- in. o.c. #8 at 18 .. in.. o.c.. . Segment 2 _ ---. Horiz. As min. > .000 in'2 Vert. As min. > .000 in'2 Calculated As > .000 in'2 Vertical Horizontal #4 at 0. in. o.c. •#4 at 0 in. o.'c. #5 at 0 in. o.c. #5 at 0 "in. o.c. #6 at 0 in. o.c. #6 at 0 in.. o.c. #7 at 0 in.:.o..c. #7 at. 0 in, o.c. #8 at 0 in. o:c. #8 at'0 in. o.c. Segment .3. Horiz. As min. > .000 in -2 Vert. As.min. > .000 in"2 Calculated As > .000 in'2 Vertical Horizontal #4 at 0 in. o.c. #4 at 0 in. o.c. #5 .at 0 in. o.c. #5 at 0 -in. o.c. #6 at 0 in, o.c. #6 at 0 in. o.c. #7 at 0 in. O.C. #7 at 0 in, o.c. #8 at 0 in. o.c. #8 at 0 in. o.c. .. ------------------------------FOOTING DA CJI----------------------------- .. _ Toe length >' 1.500 feet Safetp factor >-1.815 - Heel length > 1.000 feet Soil pressure > 1.252 Minimum footing length >. .000 feet Actual footing length (L) > 3.000 feet Footing depth >- 12.000 inches - ----------------------OVERTURNING AND SOIL PRESSURE= -------------------- Consider ftg depth for gross OTM and sliding ? (TIN) > Y _ Overturning moment (OTM). > 1.715 ft -kips W Arm Moment Wdl mina .000 kips 1.750 feet .000 ft -kips Wdl+Wll .620 kips 1.750 feet 1.085 ft -kips Segment 1 .450 kips 1.750 feet .788 ft -kips - Segment 2 .000kips 1.750 feet .000 ft -kips Segment 3 .000 kips ..1.750 feet .000 .... ft -kips Soil .660 kips 2.500 feet 1.650 ft4ips Ftg .450• kips 1.500 feet .675 -,ft-kips ----------------------------------------------------- �__; min> 1.560 kips EMdl min> 3.113. ft4ips EWdl+Wll> 2.180 kips EMdl+Wll> 4.198 ft -kips • 2w — � } OVERTURNING AND SOIL PRESSURE CONT;,;--; min./OTM > 1.815 > 1.5 <OK> -- Eccentricity (e) > .361 .feet <A/2-(EM-OTM/EW)> L/6 > .500 feet L' > 3.416 feet <3+L/2 -e>. .Resultant within middle third of footing Maximum soil pressure - >-1.252 ksf' <EWtl/A,;+.6+Wtl*e/A-2> Minimum soil pressure > .202 ksf ----------------------------HEEL/TOE DESIGN ----------------------------- ---Reel design--- Heel length" > 1.000 feet M >.-.•:.330 ft -kips d > 8.000 inches As min. > .031 in'2 . #4 at 48 in. o.c. #5 at 48 in. o.c". #6 at 48 in. o.c. #7 at 48 in. o.c. #8 at 48 in. o.c. ---Toe design --- Toe length > 1.500 feet Max soil pressure > 1.H2 ksf. Soil pressure at face of wall > .702 ksf M mag at face of wall . > 1.202 - ft -kips d > 8.000* inches As min. > .114 in'2 #4 at 20 in. o.c. - #5 at 32 in. o.c. #6 at 46 in. o.c. _ #7 at 48 in. o.c. - #8 at 48 in. o.c. -------------------LONGITUDINAL FOOTING REINFORCEMENT --=-----=---------- As min. > .864 in'2 5 #4 bars 3 #5 bars 2 #6 bars 2 #7 bars 2 #8 bars. -------=---------------------LATERAL SLIDING ---------------------------- Rt > .000 kips/ft Rb > .735 kips/ft.. .. Lateral sliding coeff. > .250 .390 kips/f t.. Lateral sliding resistance> .000 ..000 kips/ft Allowable passive pressure > .150 ksf/ft depth Lateral passive.pressure provided > .075 kips/ft- (Footing,only) Net resistance provided > .465 kips/ft (Footing only) Factor of safety > .633 NO GOOD! Concrete slab at base of wall ? > n Thickness > .000. inches Width of slab > .000 feet Resistance provided by slab, > ..000 kips/ft Total resistance > .465 kips/ft Shear key must provide > .638 kips lateral resistance . Equivalent depth of shear key > 4.727 feet (Maximum 15'>' Allowable passive pressure > .709 ksf (at base of key> Allowable passive pressure > .834 ksf (at bottom of key> .Shear key required depth > _10.000 inches Shear key moment >' .275 ft -kips Shear key thickness ) 8.000 inches d ) 4.000 inches As min. > .052 in'2 - - #4 at 45 in. o.c. #5 at 48 in. o.c. #6 at 48 in. o.c. #7 at 48 in. o.c. #8 at 48 in. o.c. ,;. CONCRET3 10:28 PH - ------------------------------------------------------------------------ Rev 9-21-93 Concrete retaining wall 8/ 2/95 Description >>Cantilevered retaining wall )> - ----------------------=-------GENERAL DATA---------------- Wall type, > 2 1 *.Supported 2 =xCantilevered _ Lateral load type> . 2 1 => Wind/earthquake 2 =>.Soil pressure Backfill slope > 0 Horizontal 0 vertical Soil weight - > .110 kcf -------------------------------- LOADING --------------=------------------ Wdl minimum > .000 kips/ft Wdl + W11 maximum > .620 kips/ft Equivalent fluid pressure > .030 kcf Sloping backfill surcharge> ••.000 kcf Total EFP > .030 kcf Surcharge Distance Surcharge ' P Comment to wall height .000 3.000 .000 Uniform lateral load > .000 ksf Earthquake/wind loading --------ALLOWABLE--DESIGN STRESSES----=--=------------- -- --- ***Soil*** - ***Soil** Class of materials > 4 Input Allowable passive (vert.) > 1.500 ksf .000 Allowable passive (horiz.)> .150 ksf/ft depth .:000 Lateral sliding coeff. * > .250 .000. ---Concrete--- V c > 2.500 ksi fy > 40.000 ksi - Es > 29000000psi , m >- 18.824 ----------------------=--------WALL DATA -------------- -=-----=---------- Cantilevered wall may use varying thickness segments Segment 'wdl Actual t Actual d Max. d 1 .000 to000 .525 6.000 .. .3.000 3.500 - 2 .000 to .000 .000 .000 .000 .000 to .000 .000 .000 .000 '.000 Segment bid"2 M Factor Mu Mn As - 1 108.000 1.715 1:700 2.916 3.239 357 2 .000 .000 ..1.700 .000 ..000 ... .000 3 .000 .000 1.700 .000 .000 .000 12w _ I ( • WALL REINFORCING--------------- • Segment 1 Horiz. As min. > .180 in -2 Vert. As min. > .108 in -2 Calculated As > .357 in -2 Vertical Horizontal #4 at 6 in, o -.c. #4 at 13 . in. o.c. #5 at 10 in. o.c. #5 at 18 in. o.c. #6 at 14 in. o.c.. #6 at 18 . in. o.c. #7 at 18 in. o.c. #7 at 18 in. o.c. #8 at 18 in. o.c. #8 at 18 . in. O.C. Segment 2 Horiz. As min. > .000 in"2 _ Vert. As min. > .000 in -2 Calculated As > .000 in'2 Vertical Horizontal #4 at 0 in. O.C. #4 at 0 in, o.c. #5 at 0 in. o.c. #5 at 0 in. o.c. #6 at 0 in. o.c. #6 at 0 in..o.c. #7 at 0 in. o.c. #7 at 0 in. o.c. Rat 0 in. o.c: #8 at 0 in. O.C. Segment 3 Horiz. As min. > .000 in -2 Vert. As min. > .000 in -2 Calculated As > .000 in -2 Vertical Horizontal #4 at 0 'in. o.c. #4 at 0 in. o.c. 15 at 0 in. o.c. #5 at 0 in. o.c. #6 at 0 in. O.C. 16 at '0in; o.c::' - #7 at 0 in, o.c. #7 at 0 'in. o.c. #8 at 0 in. o.c. #8 at 0 in. o.c. ------------------------------FOOTING DATA ---------- --------- ------------ Toe length > 1..670 feet Safety factor >" 1..887 Heel length > 1.330 feet Soil pressure > 1.384 Minimum footing length ' > .000 feet Actual footing length (L) > 3.500 feet Footing depth'' > 12.000 inches ----------------------OVERTURNING AND SOIL PRESSURE--- ------------- Consider ftg depth for gross•OTM and sliding ? (Y%N) > •Y Overturning moment,.(OTM) > 2.560 ft -kips W Arm Moment ------------------------------------------------------------------------ Wdl min. ..000 kips 1.920 feet .000 ft -kips Wdl+Wll .620 kips 1.920 'feet 1.190 •ft -kips Segment 1 . .525 kips 1.920 feet 1.008 .ft -kips. Segment 2 .000 kips 1.920 feet .000 jt -kips Segment.3 .000 kips 1.920 feet .000 ft -kips Soil 1.024 kips 2.835 feet 2.903 ft -kips Ftg .525 kips 1.750- feet- .919 ft -kips EWdl min> 2.074 kips EMdl min> 4:830 ft -kips EWdl+Wll> 2.694 kips EMdl+Wll> 6.020 ft -kips ------------------OVERTURNING AND -SOIL PRESSURE CONT .-----------_-- EMdl min./OTM > 1.887 > 1.5 <OK> Eccentricity (e).> .466 .feet <A/2-(EM-OTM/EW)>--- - L/6 > .583 feet - - - L' > 3.853 feet <3*L/2-e> Resultant within middle third of footing Maximum soil pressure > 1.384 ksf <EWtl/A + 6*Wtl+e/A'2> Minimum soil pressure > .155 ksf ----------------------------REEL/TOE DESIGN ----------------------------- ---Heel design --- Reel length > 1.330• feet M > .681 ft -:kips d >- 8.000 inches As min. > .064 in'2 #4 at 36 in. o.c. #5 at 48 in. o.c. #6 at 48 'in. o.c. #7 at 48_ in. o.c. #8 at 48 in: o. -c. ---Toe design --- Toe length > 1.670 feet Max soil pressure > 1.384 ksf Soil pressure at face of wall > .784 ksf M max at face of wall > 1.651 ft -kips d > 8.000 inches As min. _.. > .157 in"2 #4 at 14 in. o.c. #5 at 23 -in. o.c. #6 at 33 in. o.c. #7 at 45' iu-:`o.c. 48 at 48 in. o.c. -------------------LONGITUDINAL FOOTING REINFORCEMENT----.--------------- As min. > 1.008.• in'2 6 #4 bars 4 #5 bars 3 #6 bars 2 #7 bars 2 #8 bars w. .=------ -------------- -------- LATERAL SLIDING --------------------- Rt. > .000 kips/ft Rb > -.960 kips/ft Lateral sliding coeff. > .250 .519 kips/ft Lateral sliding resistance> .000 .000 kips/ft Allowable passive pressure. > .150 ksf/ft depth . Lateral passive -pressure provided >- V5 kips/ft..<Footing only> Net resistance provided > .594 kips/ft <Footing only> Factor of safety > -.618 NO GOOD! Concrete slab at base of wall ? > a Thickness > .000 inches Width of slab > .000 feet Resistance provided by. slab > .000 kips/ft' Total resistance > .594 kips/ft . Shear key.must provide > .846 kips lateral resistance Equivalent depth of shear key > 5.387 feet <Maaimum 151> Allowable passive pressure > .808 .,ksf <at base of key> Allowable passive.pressure > .958 ksf <at bottom of key> Shear key required depth-- > 12.000 inches Shear key moment > .454 ft -kips Shear key thickness > 8.000 inches d > 4.000 inches As min. > :087. in'2. $4 at 27 in. o.c. - #5 at 42 in. o.c. - #6 at 48 in. o.c.- $7 at 48 in. o'c: $8 at 48 in. o.c. COUNTY OF BUTTE -DEPARTMENT OF DEVELOPMENT SERVICES- BUILDING DIVISION 7 County Center Drive - Oroville, California 95965 - Telephone (916) 538-7541 JQPURMIT NO j (Rev. 12/96) APPLICATION AND PERMIT `T! ASSESSOR PARCEL NUMBER 063-360-006 ZONINGPUDBUILDING PERMIT OWNER KURUNG, FRANK TELEPHONE SO. FT. OCC. BUILDING VALUATION VAL 25,000.00 OWNER'S MAILING ADDRESS 15061 WOODLAND PARK DRIVE, C?.ICO CONTRACTOR'S NAME �'AT CONROY TELEPHONE ' CONTRACTOR'S MAILING ADDRE1295 WOODLAND AVENUE, CHICO l CONSTRUCTION LENDER Fireplace ' LENDER'S MAILING ADDRESS Total Valuation $ 25.000.00' ARCHITECT OR ENGINEER LICENS E NO. Filing Fee $ 20.00 Permit Fee $ 252.00 ARCHITECT OR ENGINEER'S MAILING ADDRESS Plan Checking Fee $ 161-80 BUILDING ADDRESS 15061 WOODLAND PARK DRIVE Energy Plan Checking Fee $ $ PERMIT FEE S 435.00 LOT NO. 6 FOURTEEN NAME HOUSE 2PHI PARCEL PARRC 1 MAP PLUMBING PERMIT Fling Fee 20.00 USE OF STRUCTURE SF ❑ Duplex ❑ Mobilehome ❑ Other SPECIFY Each Trap 7.00 Solar or heat pump water heater 23.00 Water piping 15.00 15.00 Each gas water heater or vent 15.00 TYPE OF WORK New ❑ Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Describe Work: POOL Gas piping system 1 - 5 outlets 15.00 Building sewer 15.00 Mobile Home I S I G I W @20.00 PERMIT FEE $ ELECTRICAL PERMIT Filing Fee 20.00 0OR Main Service . ' OR LESS 23.00 LICENSED CONTRACTOR'S DECLARATION 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 is in full force and effect. �yPOwER License Class 13 Lic. No. �% n C% p OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: ❑ 1, 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. ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason Main Service 200A TO 1000A 46.00 NEW CONST. DWELLING OCCUP. OR ADDNS. ( a Acc. sLos. S 3.5¢O 5: NEW .N-RESIF ANCTI OUTH CIRCETS @7.50 APPARATUS a SINGLE OUTLET CIR. Ex. Occup. OUTLET OR FIXTURES 20@'.00 SAL Q .50 Ex. Occup. oUIx aE�S n) EE 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 35.00 35.00 PERMIT FEE S 55.00 WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate 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. �[ 1 have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier MECHANICAL PERMIT Fling Fee 20.00 Heating Cooling Hood 6.50 Ventilation PERMIT FEE $ Policy Number (The above sections need not be completed if the permit is for work of a valuation of one hundred dollars ($100) or less.) ❑ 1 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 workers' compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of section 3700 of the Labor Code, I shall forthw' omply ith provisions. a ____ Date ���� L�-- Signature of Applicant - ❑ Owner ❑ Contractor tKAgent An OSHA permit is required for excavations over 60" deep and demolition or construction of structures over 3 stories in height. Mobile Home Installation Fee $ Energy Inspection Fee $ occ CONST. TYPE TOTA EE $ Z 525.00 HAZ. D. FEES IMP _ FLOOD CO PA�RCXj PD HD ISSUE This permit is hereby issued under of the Butte Cou ty Code and/or' indicat a we f r &ich fees have By PERMIT EXPIRES ON 9/2/2000 the applicable provisions Resolutions to do work been paid. 9/2/99 Date Date Receipt No. d d WHITE-D.D.S.-B.D. CANARY -ASSESSOR PINK -IN PE T R GOL N OD -APPLICANT iib. JN-'•. :.:{,� � satte Count L A N D O F N AT U R A L W EA L T H A N D B E A U T Y BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 7 COUNTY CENTER DRIVE • OROVILLE, CALIFORNIA 95965-3397 TELEPHONE: (530) 538-7541 FAX: (530) 538-2140 Re: Building Permit # 99-0887 Expiration Date: 9-2-00 A.P.# 063-360-006 FRANK JURUNG, 15061 WOODLAND PARK, FOREST RA With reference to the above subject, our records indicate that your building permit expires on the above date and your permit falls into one of the category marked below: [X] Permit work started, but not completed. Permit may be renewed for 112. the original building permit fee (plus a $20.00 filing fee). The renewal permit will extend the building permit for an additional year from the original expiration date. Should you not renew your permit within 30 days of the expiration date, all work must cease until a new building permit has been issued. For your convenience, we are enclosing a renewal application form and owner -builder form to be completed and signed by you where indicated and returned to this office together with the fee shown. Please return all copies of the application form. [ ] No inspections have been made on permit work. Inspections are required to verify code compliance. We are unable to renew a permit where the work has not been started and inspected prior to permit expiration. After expiration of your permit, no work may be started until a new permit has been issued. [ ] A final inspection has not been made on permit work. Final 'inspection approval is required before occupancy. Our field inspector has verified that the building is occupied. Occupancy must cease until a final inspection can be made and final approval given. You have 30 days to voluntarily cease occupancy or to present an acceptable plan for abatement or corrective actions to be taken by you. If our records are in error or should you have any questions concerning this matter, please contact the CHICO office. Thank you for your prompt attention concerning this matter. YWrs very truly, C. Vieira, C.B.O. -, Building Inspection MCV:lt Attachments CC: PAT CONROY Chico Office - 411 Main Street, Chico / 891-2751 GREGORY A., PEITZ ARCHITECT 1907 MANGROVE, SUITE "E", CHICO CA 95926 (916) 89.4-5719 PROJECT:... u C/ It 'i _ -We 4,s - I have reviewed the truss submittal for the above project and all loading design criteria have been met. Gregory A.. Peitz Architect . / vl ell 5.0 u ti 4i/e'i' d r� i` y T j "� J GO -I � t, i >'C A•, RE CE IVE JUL :1:.5.1999 BUTTE COUNT� BUILDING DIVISION -._�...w....,..sw..,...,+..,;:..ti....rr...,.,_.s....a<s•.nr'-�:..•..........:+e+-...,+...w.......,....u�..,............�...,.n.-.,+a..w..,....,............+•«.......«.«._................,.+_.r�..,-.�......-w -...........-._......... .r..-..... _..-.. ...-.-.. ..... .. 0 p v E a �NEIL O. ANDERSON & ASSOCIATES, INC. C ,FOTECW— CAL- • ENVLR.ONIvENTAL. GROUNDWATER - INS.PECTIONS • MSTWO , —LABORATORY SFItV40CS SACRAMEN70 OFFICE CORPORATE OFFICE X w - 229 '3NOttb9ato Boulevard., Suite 3 22 .Howton Lane O S(K%Mnlento, California 95834 Lodi, CalifortVa 95240 q `p S OCKTON (:(3)47_.,1001 (916) 929-9267. ((209 367-370I SS O G w,�ratoco�ziovn tvu)Rsi.aa;s FAY: (916) 929-9269 FAX J 367 3-8303 " Aily 2U, 1.999 :Butte Coturty Building Department Aun: Martha 7 County Center Drive Oroville, CA 95965 Subject: Confirmation of Reta113.ex Humbolt Woodlauds Unit 2 .Highway 32 south, of Forest .Ranch Rd. Butte Cow.ty, California Dear Martha: Please be advised that Neil. 0. Anderson an.d Associates has been retained. by Conroy Constt-uctiou as the iinspection. and testing laboratory for the special inspections needed at the above - referenced project. All necessary inspections arid testing wiJ.l be provided for the subject property �,a's per the LRA Engineering geotechnical Report, job number 9409 ZG, dated April 15, 1994. If there are any questions please contact otrr office. Very truly yours, NEIL 0. ANDERSON & ASSOC.. INC. Garret S. H. Hubert, Project Engineer RCE j9U10 NOA:wjb lcr\94091G] Job Number 94091 G April 15, 1994 All grade beams shall be founded a minimum depth of 6 inches below adjacent pad grades and shall be reinforced with a minimum of two #4 bars, one near the top and one near the bottom. Grade beams shall be kept to a minimum width in order to minimize any effect of uplift pressures. Final design of the foundations and reinforcing requirements shall be determined by the structural engineer responsible for foundation design. Slab on grade in living areas may not be utilized where pier and grade beam foundation system is used. Continuous Perimeter with Isolated Interior Spread Footings Alternatively, the structures may be supported on continuous perimeter and interior spread footings with raised floors bearing on undisturbed natural soils. All footings should be founded at least two feet below lowest adjacent grade. In addition, footings located adjacent to other footings or utility trenches should have their bearing surfaces situated below an imaginary 1.5 horizontal to 1 vertical plane projected upward from the bottom of the edge of the adjacent footings or utility trench. At the above depths, the footings bearing on undisturbed natural soils or compacted fill can be designed for allowable bearing pressures of 2500 pounds per square foot due to dead loads plus live loads and may be increased by one-third for short term wind or seismic loads. These allowable bearing pressures are net values; therefore, the weight of the footing can be neglected for design purposes. Footings should not, however, have a width of less than 12 inches. All continuous footings must be designed with both top and bottom reinforcing to provide structural continuity and permit spanning of local irregularities. The foundation trenches and excavations shall be presoaked with water prior to placing concrete if deemed necessary by the soil engineer during the time of construction. To assure that footings are. founded on appropriate material, we recommend that we observe the footing excavations prior to placing reinforcing steel or concrete. Final design of the foundations and reinforcing requirements shall be determined by the project structural engineer responsible for foundation design. 2. Slabs -on -Grade For slab -on -grade in the garages, we recommend that they be supported on properly prepared subgrade soils. Preparation of the subgrade was discussed previously under Item "Subgrade Preparation". Prior to final construction o1 the slab, the subgrade surface should be proof -rolled to provide a smooth, firm surface for slab support. A minimum of 4 inches of clean gravel well graded Job- Number 94091 G April 15, 1994 between a maximum size of 1 inch and a minimum size of 1/4 inch should be placed beneath the slab on grade. It should be noted that slab reinforcing should be designed by the structural engineer in accordance with the anticipated use and loading of the slab. The surface clay soils encountered in the test holes have the potential of volume changes with variations in moisture content. The slab on grade must be protected from the swelling pressures of the clay soils. Experience has shown that if the clay soils are saturated to a depth of 18 inches at the time the slab on grade is placed, and a cut off wall is constructed around the structure, little moisture change occurs and the movement of the concrete slab is minimized. The saturation of the clay soils is critical and should be verified by the Civil Engineer. The foundations can act as the cut off wall. Where passage of moisture through the slab would be detrimental, an impervious moisture barrier and/or capillary break should be provided between the slab and subgrade. If a moisture barrier is required, we recommend it consist of 4 inches of free draining gravel covered with an impermeable membrane placed between the subgrade soil and the slab. The membrane should be covered with 2 inches of sand to protect it during construction, and the sand should be lightly moistened just prior to placing the concrete. Alternatively, a capillary break can be provided by using 6 inches of free draining gravel well graded between a2 maximum size of 1 inch and a minimum size of 1/4 inch with zero percent 2d� passing the No. 4 sieve. , .-GREG-OR.Y... A. .-PETTIZ.........-I. ARCHITECT 1907 MANGROVE, SUITE "E", CHICO CA 95926 (916) 894-5719 Structural C -a-1 culations For: Or ARCtis Co No. C 21283 REN.. LOAD SUMMARY *Use normal force method *Exposure B *Basic wind speed: 75 mph P = Ce Cq qs I Roofs 2:12 to less than 9:12 P = .62 * 1.0 * 14.5 * 1.0 =..009 ksf ksf < 15 P = .62 * 1.3 * 14.5 * 1.0 = .0117 ksf < 15 f t . P = .67 * 1.3 * 14.5 * 1.0 = .01.26 ksf a 20 ft. P = .72 * 1.3 * 14.5 * 1.0'= .0136 ksf @ 25.ft. 30 P = .76 * 1.3 * 14.5 * 1.0 =..0143 ksf @ 30 ft. Roofs 2:12 to less than 9:12 P = .62 * 1.0 * 14.5 * 1.0 =..009 ksf ksf < 15 ft. P = .67 * 1.0 * 14.5 * 1.0 ._..010 ® ksf Q 20 ft. P = .72 * 1.0 * 14.5 * 1.0 = .0.11 ksf @ 25 ft. P = .76 * 1.0 * 14.5 * 1.0 = .011 ksf Q 30 ft. Roofs 9:12 to 12:12 P = .62 * 1.1 * 14.5 * 1.0 = ..010 ksf < 15 ft. P = .67 * 1.1 * 14.5 * 1.0 = :011 ksf ® 20 ft. P = .72 * 1.1 * 14.5 * 1.0 = .012 ksf @ 25 ft. P = .76 * 1.1 * 14.5 * 1.0 = .012 ksf @ 30 ft. A001 LoacL l g' o l°SP AL , (aV- .y01051= Flow Acs y V. 0'45,C t. 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X3.9 �ioL cy�L�a CONCRET3 lb. 26'PM Rev 9-$1-93 Concrete retaining wall 8j 2/95 Description >>Cantilevered retaining wall -- ------------------------------GENERAL DATA ----------------------------- Wall type > 2 1=>'Supported 2 * Cantilevered Lateral load type> 2 1 => Wind/earthquake 2 => Soil pressure Backfill slope > 0 Horizontal .0 ....Vertical Soil weight > .110 kcf , -------- ------------------------ LOADING -------------=------------------- Wdl minimum - > .000 kips/ft Wdl + Wll maximum > .620 kips/ft Equivalent fluid pressure > .030 kcf Sloping backfill surcharge> .000 kcf , Total EFP > .030 kcf Surcharge Distance Surcharge P Comment to wall height ------------------------------------ .000 3.000 .000 Uniform. lateral load > .000. ksf . Earthquake/wind loading,. -----------------------ALLOWABLE DESIGN.STRESSES--.-------- -------------- **iSoil** Class of materials > 4 Input Allowable passive (vert.) > 1.500 ksf .000 Allowable passive (horiz.)>' .150 ksf/ft depth .000 Lateral sliding coeff. > .250 .000 ---Concrete--- -. J f'c > 2.500 ksi fy > 40.000 ksi.. _ Es > 29000000psi > 18.824 -------------------------------WALL DATA-, ------------------------------ Cantilevered wall may use varying thickness segments Segment;iool wdl• .. Actual t Actual d Max. d - 1 .000 to 4. .3.00 6.000 3.000 3.500 ' 2 .000 to .000 .000 :000 .000 3 .000 to .000 .000 .000 .000 .000 Segment bid"2 M Factor Mu Mn As 1 108.000 .320 1.700 .644 .604. .082 2 .000 .000 1.700 .000 .000 .000. 3 .000 .000 1.700 .000 .000 .000 .. 3 s ---------------------------WALL REINFORCING ---------------------------- Segment 1 Horiz. As min. _•,> .180 -,in^2 Vert. As min. > .108 in"2 Calculated As, >'----'.082 in'2 .._ Vertical Horizontal 04 at 18 in. o.c. #4 at 13 in.. o.c. #5 at 18 in. o.c. #5 at 18 in: o.. C.. #6 at 18 in. o.c. #6 at 18 ••.in. .o.C. #7 at 18 in. O.C. #7 at 18 :in. o.c. #8 at 18 in. o.c. #8 at 18 -in, o.c. Segment -2 Horiz. As min. > .000 in'2 Vert. As min. > .000 in"2 Calculated As > .000 in"2 Vertical.. Horizontal #4 at 0 in. o... c.. #4 at 0 in. o.c. _ #5 at 0 in. o.c. #5 at 0 in. O.C. #6 at 0 in. o.c. #6 at 0 in.. o.c. #7 at 0 in. o. c.. -" #7 at ''0 "in. o.c. #8 at 0 in. o.c. #8 at 0 in. o.c. Segment 3 Horiz. As min. > .000 in"2 Vert. As min. > .000 in"2- Calculated As > .000 in'2 Vertical Horizontal #4 at 0 in. o.c. W at 0 in. o.c. #5 at 0 in. o.c. #5 at 0 in. o.c. #6 at 0 'in. o.c. #6 at 0 in. o..c.. #7 at 0 in. o.c: #7 at 0 in. o.c. #8 at 0 in. o.c. #8 at 0 in. o.. c. - ------------------------------FOOTING DATA ----------------------- length > .750 feet Safety factor > 1.818 , Heel length > .750 feet Soil pressure > 1.403 Minimum footing length > .000 feet ; Actual footing length (L) > 2.000 feet Footing depth > 12.000 inches ..... ----------------------OVERTURNING AND SOIL PRESSURE--------------------- Consider ftq depth for gross OTM and sliding ? (Y/N) >, Y Overturning momgnt (OTM) > - .625 ft -kips W. Arm Moment ------------------------------------------------------------------------ Wdl min. .000 kips 1.000 feet .000 ft -kips Wdl+Wll .620 kips 1.000 feet .620 ft -kips Segment•1 .300 kips 1.000 feet .300. ft,kips Segment 2 .000 kips 1..060 feet .000 ft -kips _ Segment) •:000 kips. 1.000 feet .000 :ft -kips, Soil .330 kips 1.625 feet .536• ft -kips Ftq .300 kips 1.000 feet .300 .ft -kips --------------------------------------------------------==-------------- EWdl min> .930 kips Ml min> 1.136 ft=kips EWdl+Wll> 1.550 kips EMdl+Wll> 1.756 ft -kips P, ------------------OVERTURNING AND SOIL PRESSURE CONT.-==---- ------ - EMdl min./OTM > 1.818 > 1.5 <OK> Eccentricity (e) > .270 .feet .0/2-(EM-OTM/EW.)> :.. L/6 > .333 feet - L' > 2.190 feet <3*L/2-e> Resultant within middle third of footing Maximum soil pressure >- 1.403 ksf <EWtl/A'+ 6+Wtl*e/A"2> Minimum soil pressure > .147 ksf ----------------------------,HEEL/TOE DESIGN ------------------------- --- Heel design --- Heel length > .750 feet - M > .124 ft -kips d > 8.000 inches As min. > .012 in"2 #4 at 48 in. o.c. #5 at 48 in. o.c. #6 at 48 in. o.c. #7 at 48 in. o.c. #8 at. 48 in. o.c. ---Toe design --- Toe length > .750 feet Max soil pressure > 1.403 ksf Soil pressure at face of wall- > .922 ksf M max at face of wall > .350 ft -kips d > 8.000 inches As min. > .033 in"2 #4 at 48 . in. o.c. #5 at 48 in. O.C. 16 at 48 in. o.c. #7 at 48 in.*o.c. #8 at 48 in. o.c. -------------------LONGITUDINAL FOOTING REINFORCEMENT-- ------ ---------- As min. > .576 in'2 , 3 #4 bars 2.. #5 bars 2 #6 bars - 1 #7 bars , 1 #8 bars LATERAL SLIDING----------------------- -=-- Rt > .000 kips/ft Rb > .375 kips/ft Lateral sliding coeff. > .250 .233 kips/ft Lateral sliding resistance> .000 .000 kips/ft - Allowable passive.pressure > .150 ksf/ft depth Lateral passive pressure provided > .075 kips/ft. <Footing only> Net resistance provided... > .308 kips/ft .<Footing only.> Factor of safety > .820 NO GOOD! Concrete slab at base of wall-? > n Thickness > .000 inches .... Width of slab > .000 feet Resistance provided by slab > .000 kips/ft Total resistance* > .308 kips/ft­ Shear key must Provide > .255 kips lateral -resistance Equivalent depth of shear key >. 4.227 feet <Maximum 151> Allowable passive pressure > .634 ksf <at base of key> Allowable passive pressure > .697 ksf <at bottom of key> Shear key required depth > 5.000 inches Shear key moment > ..059 ft -kips _ Shear key thickness > 8.000 inches d > 4.000 inches As min. > .011 in'2 #4 at 48 in. o.c. #5 at 48 in. o.c. #6 at 48 in. o.c. #7 at 48- in. o.c. #8 at 48 in. o.c. __.. ------------------------------=----------------------=------------------ CONCRET3 10:27 PM Rev 9-21-93 Concrete retaining wall 8/ 2/95 ------------------------------------------------------- ---------------- Description ))Cantilevered retaining wall ------ ------------------------ DATA ---------- ---------------•�--- - Wall type > 2 1 => Supported. 2 => Cantilevered Lateral load type> 2 1 => Wind/earthquake 2 => Soil pressure Backfill.slope > 0 Horizontal 0 Vertical. Soil weight > .110 kcf -------------------------------- LOADING ---------------=----------------- Wdl minimum > .000 kips/ft Wdl +'Wll maximum > .620 kips/ft Equivalent fluid pressure > :030, kcf - Sloping backfill surcharge) .000 kcf Total EFP > .030 kcf Surcharge Distance Surcharge P Comment to wall height --------------------------------------------- .000 3.000 .000 _ uniform lateral load > .000 ksf Earthquake/wind loading ----------------------ALLOWABLE DESIGN STRESSES ------------ ------------ ***Soil**t Class of materials > -4 Input Allowable passive (vert.) >..1.500 ksf .000 Allowable passive (horiz.)> .150 ksf/ft depth .000 Lateral.sliding coeff. > .250 .000 ,Concrete--- f'c > i30a ksi . fy > 40.000 ksi Es > 29'000000psi m > 18.824 ----------------------=--------WALL DATA -------------------------------- Cantilev6red wall may use.varying thickness segments., Segment wdl Actual t Actual.d Max. d 1 .000 to6.000 .450 6.000 3.000 3.560 2 .000 to .000 .000 .000 .000 3 .000 to .000 .000 .000 .000 - .000 Segment b+d-2 M Factor 14'u -Mn- 1. Mn 1. 108.000 1.080 1.700 1.836 2.040 .216 2 .000 .000. , 1.700 .000. .000 .000 3 .000 .000 1.700 .000 .000 .000 = =---------------------------WALL REINFORCING-------------------------=-- Segment 1 Horiz. As mina > .180 . in"2 Vert. As min. > .108 in"2. _ Calculated As > .216 in"2 - Vertical Horizontal #4 at 10 in. o.c. #4 at 13.. in. o..c. 15 at 16 in. o.c. #5 at 18 in.. o.c. #6 at 18 ..in. o.c. #6 at 18 in. o.c. #7 at 18 in. o.c. #7 at 18 in. o.c.. #8 at 18 in. O.C. .#8 at 18 ..in. O.C. Segment 2 - Horiz. As min. > .000 in"2 Vert. As min. > .000 in"2 Calculated As > .000 in"2 Vertical Horizontal #4 at 0. in. o.c. #4 at 0 ...:in. O.C. #5 at 0 in. o..c. #5 at 0 in. O.C. #6 at 0 in. o.c. #6 at 0 in. o.c. #7 at 0 in.':.o..C. #7 at. 0 in. o.c. #8 at 0 in. o.c. #8 at... 0 in. o.c. Segment -3 Horiz. As min. > .000 in"2 - Vert. As.min. > .000 in"2 Calculated As > .000 in'2 Vertical Horizontal 14 at 0 in. o.c. #4 at 0 in. o.c. #5 at 0 in. o.c. #5 at 0 -in. o.c. #6 at 0 in. o.c. #6 at 0 in. o.c. #7 at 0 in. o.c. #1 at D in. o.c. #8 at 0 in. o.c. #8• at 0 in..o.c. ------------------------------FOOTING DATA------------------------------ Toe length > 1.500 feet Safety factor >--.1.815 -' Heel length > 1.000 feet Soil pressure > 1.252 Minimum footing length >• .000 feet Actual footing length (L) > 3.000 feet Footing depth > 12.000 inches - ----------------------OVERTURNING AND SOIL PRESSURE --------------------- Consider ftg depth for gross OTM and sliding ? (Y./'N) > Y Overturning moment (OTM) > 1.715 ft-kips - W Arm Moment ----------------------------------------- =------------- ---==------------ Wdl min. .000 kips 1.750 feet .000' ft-kips Wdl+Wll .620 kips 1.750 feet 1.085 ft=kips Segment 1 .450 kips 1.750 feet . .788 ft-kips Segment 2 .000 kips 1.750 feet .000�:ft-kips Segment 3 .000 kips ..1.750 feet .000.....ft-kips Soil .660 kips 2.500 feet 1.650 ft-kips Ftg .450• kips 1.500 feet .675 ft4ips ------------------------------------------------------------------------ EWdl min> 1.560 kips EMdI min> 3.113. ft-kips. EWdl+Wll>. 2.180 kips. EMdl+Wll> 4.198 ft4i.ps ..' =--=--------------OVERTURNING AND SOIL PRESSURE CONT:-==---=--}----- EMdI min./OTM > 1.815 - > 1.5 <OK> — Eccentricity (e) > .361 .feet <A/2-(EM-OTM/EW)> L/6 > .500 feet If I .. > 3.416 feet <3*L/2-e> Resultant within middle third of footing Maximum soil pressure >" 1.252 ksf* <EWtl/A,;'+.6*Wtl*e/A'2> Minimum soil pressure > .202 ksf ------------------=---------HEEL/TOE DESIGN ----.7 ------------------------- --- design--- - Heel length - > 1.000 feet M > -••.330 ft -kips d > 8.000 inches As min. > .031 in'2 #4 at 48 in. o.c. #5 at 48 in. o.c'. #6 at 48 in. o.c. #7 at 48 in. o.c. #8 at 48 in. o.c. ---Toe design --- Toe length > 1.500 feet Max.soil pressure > 1.152 ksf... Soil pressure at face of wall > .702 ksf M mag at face of wall > 1.202 ft -kips A > 8.000 inches As min. > " .114 in'2 #4 at. 20 in. o.c. -. #5 at 32 in. o.c. #6 at 46 in. O.C. - #7 at 48 in. o.c. #8 at 48 in. o.c. -------------------LONGITUDINAL FOOTING REINFORCEMENT --------------=---- As min. > .864 in"2 - 5 #4 bars 3 #5 bars . 2 86 bars 2 #1. bars 2 #8 bars. w = ------------------=---------LATERAL SLIDING ---------------------------- Rt > .000 kips/ft , Rb > .735 kips/ft Lateral sliding coeff. > .250 .390 kips/f t.. Lateral sliding resistance> .000 -.000 kips/ft•-: Allowable passive pressure > .150 ksf/ft depth Lateral passive pressure provided > •.075 kips/ft-xFooting only>' Net resistance provided > .465 kips/ft -<Footing only> Factor of safety > .633 NO GOOD! _ Concrete slab at base of wall ? > a Thickness > .000. Inches Width of slab- > .000 feet Resistance provided by slab, > ..000 kips/ft Total resistance > .465 kips/ft Shear key must provide > .638 kips lateral resistance - Equivalent depth of shear key > 4.727 feet <Maximum 151> Allowable passive pressure > '.709 ksf fat base of key> Allowable passive pressure > .834 ksf -<at bottom of key> Shear key required depth > 10.000 inches Shear key moment > .275 ft -kips Shear key thickness > 8.000 inches d' > 4.000 inches As min. > .052 in'2 - #4 at 45 in. o.c. 15 at 48 in. o.c. #6 at 48 in. o.c. #7 at 48 in. o.c. • #8 at 48 in. o.c. ------------------------------------------------------------------------ RW - 10 CONCRET3 " 10:28 PM Rev 9-21-93 Concrete retaining wall 8/ 2/95 ------------------------------------------------------------------------ Description >>Cantilevered retaining wall >> - - ------------------------------GENERAL DATA ------------------------------- Wall type > 2 1 =>.Supported 2 => Cantilevered _ Lateral load type> 2 1 * Wind/earthquake 2 => Soil pressure Backfill slope > 0 Horizontal 0 Vertical Soil weight > .110 kcf --------------------------------LOADING--------------------------------= - - Wdl minimum > .000 kips/ft Wdl + W11 maximum > .620 kips/ft Equivalent fluid pressure > .030 kcf Sloping backfill surcharge> •.000 kcf Total EFP > .030 kcf Surcharge Distance Surcharge P Comment to wall height .000 3.000 .000 Uniform lateral load > .000 ksf Earthquake/wind loading -----ALLOWABLE-DESIGN STRESSES----=--------- *i*Soil*** Class of materials > . 4 Input Allowable passive (vert.) > 1.500 -.ksf .000 Allowable passive (horiz.)> .150 ksf/ft depth .000 Lateral sliding coeff. > .250 .000 . ---Concrete--- PC > 2.500 ksi fy > 40.000 ksi Es > 29000000psi m > 18.824 , -------------------------------WALL DATA -------------- -=---------------- Cantilevered wall may use varying thickness segments Segment wdl Actual t Actual d Max. d 1 .000 to000 .525 6.000 ,. .3.000 3.500 - 2 .000 to .000 .000 :000 .000 3 .000 to .000 .000 .000 .000 .000 Segment b+d'2 M Factor Nu Mn As 1 108.000 1.715 1:700 2.916 3.239 .357 2 .000 .000 1.700 .000 .000... .000 3 .000 .000 1.700 .000 .000 .000 i .. --------------------=-------WALL REINFORCING --------------------- Segment 1 Horiz. As min. > .180 in -2 Vert. As min. > .108 in -2 Calculated As > .357 in -2 Vertical -Horizontal #4 at 6 in. o:c. #4 at 13 in. o.c. #5 at 10 in. o.c. #5 at 18 in. o.c. #6 at 14 in. o.c.. #6 at 18 in: o.c. #7 at 18 in. o.c. #7 at 18 in. o.c. #8 at 18 in. o.c. #8 at 18 in. o.c. Segment 2 Horiz. As min. > .000 in -2 Vert. As min. > .000 in"2 _ Calculated As > .000 in"2 Vertical Horizontaj #4 at 0" in. o.c. #4 at 0 in. o.c. #5 at 0 in. o.c. #5 at 0. in. o..c. #6 at 0 in. o.c. #6 at 0 in: o:C. #7 at 0 in. o.c. #7 at 0 in. o.c. #8 at 0 in. o.c: #8 at 0 :in, O.C. Segment 3 Horiz. As. ;in. >, .000 in'2 Vert. As min. > .000 in -2 Calculated As > • .000 in"2 Vertical Horizontal #4 at 0 'in. o.c. #4 at 0 in: o.c. #5 at 0 in. o.c. #5 at 0 in.•o.c. #6 at 0 in: o.c. 16 at 0 "in: o.c..' #7 at 0 in. o.c. #7 at 0 in. o.c. #8 at 0 in. o.c. #8 at 0 in. o.c. ------------------------------FOOTING DATA ------------------=----------- Toe length > 1.670 feet Safety factor` >• 1..887 Heel length > 1.330 feet Soil pressure > 1.384 Minimum footing length > .000 feet" Actual footing length (L) > 3.500 feet Footing depth > 12.000 inches ----------------------OVERTURNING AND SOIL PRES.S.URE ----------------------- Consider ftg depth for gross"OTM and sliding ? (Y/N) >. Y Overturning moment.(OTM) > 2.560 ft -kips W Arm Moment. ------------------------------------------------------------------------ Wdl min. .000 kips 1.920 feet .000 ft -kips Wdl+Wll .620 kips " 1.920 "feet 1.190 ft -kips. Segment 1 .525 kips 1.920 feet 1.008 .ft -kips Segment 2 .000 kips 1.920 feet .000 .ft -kips Segment.3 .000 kips 1.920 feet .000 ft -kips Soil 1.024 kips 2.835 feet 2.903 ft -kips Ftg .525 kips 1.750• feet -919 ft -kips EWdl min>" 2.074 kips EMdl min> 4:830 Jt4ips EWd1+Wll> 2.694 kips EMdl+Wll> 6.020 ft -kips IZw - ------------------OVERTURNING AND•SOIL PRESSURE CONT -------=--;--=-- EMdI min./OTM > 1.887 > 1.5 <OK> Eccentricity (e).> .466 .feet •.- <A/2-(EM-OTM/EW)>--- L/6 > .583 feet - - L' > 3.853 feet <3*L/2-e> Resultant within middle third -of footing Maximum soil pressure > 1.384 ksf <EWtl/A + 6*Wtl*e/A'2> Minimum soil pressure > .155 ksf ----------------------------HEEL/TOE DESIGN ----------=------------------ ---Heel design --- Heel Iength > 1.330' feet ' M > .681 ft4ips , - - d >- 8.000 inches As min. > .064 in'2 #4 at 36 in. o.c. #5 at 48 in. o.c. #6 at 48 in. o.c. #7 at 48_.. in. o.c. #8 at 48 in. o.c. ---Toe design --- Toe length > 1.670 feet. Max soil pressure > 1.384 ksf Soil pressure at face of wall > .784 ksf M mag at face of wall > 1-451 ft -kips d > 8.000 inches As min. _.. > .157 in'2 #4 at 14 in. o.c. #5 at 23--, in. o.c. #6 at 33 in. o.c. #7 at.' 45 id':'o.c. #8 at 48 in. o.c. -------------------LONGITUDINAL FOOTING REINFORCEMENT ------------------- As min. > 1.008 in -2 6 #4 bars 4 #5 bars 3 #6 bars 2 #7 bars 2 #8 bars �' Rw 13 ¢----------------------------LATERAL SLIDING ------------------------- ----- _ Rt > .000 kips/ft Rb > -.960 kips,/ft Lateral sliding coeff. > .250 ..519 kips/ft Lateral sliding resistance> .000 .000 kips/ft Allowable passive pressure. > .150 -ksf/ft depth Lateral passive -pressure provided > .075 kips/ft (Footing only> Net resistance provided > .594 kips/ft <Footing only> Factor of safety > .618 NO GOOD! Concrete slab at base of wall ? > n Thickness > .000 inches Width of slab > ...000 feet Resistatte provided by slab. > .000 kips/ft' Total resistance > .594 kips/ft Shear key.must provide > .846 kips lateral resistance Equivalent depth of shear key > 5.387 feet (Maximum 15'> Allowable passive pressure > .808 ksf (at base of key> Allowable passive pressure > .958 ksf .(at bottom of key> Shear key required depth-- > 12.000 inches Shear key moment > .454 ft -kips Shear key thickness > 8.000 inches d > 4.000 inches As min. > .087. in"2. J4 at 27 in. 'o.c. - $5 at Q in. o.c. _. $6 at 48 in. o.c. #7 at 48 in. o:c: $8 at 48 in. o.c. ------------- ----------------- ------------------------------------------ - CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 1 CF -1R Project Title.......... .The"'KiuTung Res"idence" Date. 06/22/99 Project Address........ Lot 6 Woodland Park Drive******* Chico *v4.50* - g8 Documentation Author... Marty Runnells ******* Bu Permit Energy Calculation Services7-/�' 14 1907 Mangrove Avenue, Suite D P a Check Date' _Chico, CA 95926 916-894-8466 Fie Check/ Date Climate Zone'.%'.:.<.:`.:". 11 . . _. .. . < _. x Compliance Method...... MICROPAS4 v4.50 for 1995 Standards by Enercomp. Tnr_ MICROPAS4 v4.50 File -99154S Wth-CTZ11S92 Program -FORM CF -1R User#-MP1333 User -Energy Calculation Servic Run -2813 SF Residence GENERAL INFORMATION Conditioned Floor Area..... Building Type .............. Construction Type ......... Building Front Orientation. Number of Dwelling Units... Number of Stories.......... Floor Construction Type.... Glazing Percentage......... Average Glazing U -value.... Component Frame Type Type Wall n/a 2813 sf Single Family Detached New Front Facing 45 deg (NE) 1 1 Raised Floor 25.2 % of floor area 0.51 Btu/hr-sf-F BUILDING SHELL INSULATION Cavity Sheathing R -value R -value R-19 R-n/a Insul R -value R-19 Assembly U -value Location/Comments 0.065 Wall n/a R-13 R-n/a R-13 0.088 Door n/a R-0 R-n/a R-0 0.330 Floor n/a R=19 R-n/a R-19 0.037 Roof n/a R-38 R-n/a R-38 0.025 Window Right (N) FENESTRATION 0.460 Drapes.Std Drapes.Std Drapes.Std Drapes.Std Drapes.Std Drapes.Std Drapes.Std Drapes.Std Drapes.Std Drapes.Std Drapes:Std Drapes.Std FRONT, FRONT -RIGHT FRONT -LEFT, KNEE WALL TO GARAGE, LEFT LEFT -FRONT, LEFT -BACK BACK, BACK -LEFT BACK -RIGHT, RIGHT TO GARAGE, BACK -RIGHT TO GARAGE RAISED FLOOR TO ATTIC, VAULTED Over - Exterior hang/ Framing Shading Fins Type None Yes Vinyl None Yes Vinyl None Yes Vinyl None Yes Glz<500-. None Yes Vinyl None Yes Vinyl None Yes Vinyl None NonE C(�one V Tinyl No "hdreWNG DE PTN" e Vinyl NoneWood APPROVED # of Interior Area U- Pan- Shading/ Orientation (sf) Value es Description Window Right (N) 59.5 0.460 2 Window Right (N) 16.0 0.480 2 Window Front (E) 36.0 0.460 2 Door Front (NE) 20.0 0.550 2 Window Front.(NE) 27.0 0.480 2 Window Front (NE) 20.0 0.460 2 Window Left (SE) 4.0 0.480 2 Window Left (E) 15.0 1.040 1 Window Left (S) 15.0 1.040 1 Window Back (S) 30.0 0.460 2 Window Back (W) 192.1 0.460 2 Door Back (SW) 60.0 0.550 2 Drapes.Std Drapes.Std Drapes.Std Drapes.Std Drapes.Std Drapes.Std Drapes.Std Drapes.Std Drapes.Std Drapes.Std Drapes:Std Drapes.Std FRONT, FRONT -RIGHT FRONT -LEFT, KNEE WALL TO GARAGE, LEFT LEFT -FRONT, LEFT -BACK BACK, BACK -LEFT BACK -RIGHT, RIGHT TO GARAGE, BACK -RIGHT TO GARAGE RAISED FLOOR TO ATTIC, VAULTED Over - Exterior hang/ Framing Shading Fins Type None Yes Vinyl None Yes Vinyl None Yes Vinyl None Yes Glz<500-. None Yes Vinyl None Yes Vinyl None Yes Vinyl None NonE C(�one V Tinyl No "hdreWNG DE PTN" e Vinyl NoneWood APPROVED CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 2 CF -1R -�Pro� ect=Title :�' :....... The���Kurung""�Residence Type �'•Dat°e ........ = 0"61t/'2 2 /"9:9 MICROPAS4 v4.50 File -99154S Wth-CTZ11S92 Program -FORM CF -1R User#-MP1333 User -Energy Calculation Servic Run -2813 SF Residence Orientation Window Window Window Door Window Door Type Left (S) Left (S) Back (W) Back (W) Left (S) Right (NW) InteriorHorz InteriorVert Equipment Type Gas ACSplit Tank Type Storage Yes Yes 175 1.0 ENTRY/LAUNDRY/COUNTERTOP 146 1.0 SHOWER/TUB ENCLOSURES HVAC SYSTEMS Minimum Duct FENESTRATION Thermostat Efficiency Location R -value Type # -of • Interior _,. :. _.: _.,...�..< - .r "Over_ x••.s : ,, Area U- Pan- Shading/ Exterior hang/ Framing (sf) Value es Description Shading Fins Type 45.0 0.460 2 Drapes.Std None Yes Vinyl 20.0 0.480 2 Drapes.Std None Yes 'Vinyl 52.4 0.480 2 Drapes.Std None Yes Vinyl 40.0 0.550 2 Drapes.Std None Yes Wood 40.0 0.550 2 Drapes.Std None Yes Vinyl 15.6 0.550 2 Drapes.Std None Yes Wood THERMAL MASS Area Thickness Exposed (sf) (in) Location/Comments Equipment Type Gas ACSplit Tank Type Storage Yes Yes 175 1.0 ENTRY/LAUNDRY/COUNTERTOP 146 1.0 SHOWER/TUB ENCLOSURES HVAC SYSTEMS Minimum Duct Duct Thermostat Efficiency Location R -value Type 0.800 AFUE Crawlspace R-4.2 Setback 10.00 SEER Crawlspace R-4.2 Setback WATER HEATING SYSTEMS Number Tank External in Energy Size Insulation Heater Type Distribution Type System Factor (gal) R -value Gas Standard 1 .60 EF SPECIAL FEATURES/REMARKS 50 R-12 JLFFTE COUN*ff WILDING APPmOVED CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 3 - CF -1R ., Pro.ject: T;itle,:...: :,.,•. •n ,The.,nK:urung_.:Res idenc.e:, MICROPAS4 v4.50 File -991545 Wth-CTZ11S92 Program -FORM CF -1R User#-MP1333 User -Energy Calculation Servic Run -2813 SF Residence COMPLIANCE STATEMENT ce-rti:fcompl-lance. listz,,t.he= building..feat-ures: -and:performance.. specifications needed to comply with Title -24, Parts 1 and 6 of the California Code of Regulations, and the administrative regulations to implement them. This certificate has been signed by the individual with overall design responsibility. When this certificate of compliance is submitted for a single building plan to be built in multiple orientations, any shading feature that is varied is indicated in the Special Features/ Remarks section. DESIGNER or OWNER Name.... Company. Address. Phone... License. Signed.. ate ENFORCEMENT AGENCY Name.... Title... Agency.. Phone... Signed.. date DOCUMENTATION AUTHOR - Name.... Marty Runnells Company. Energy Calculation Services Address. 1907 Mangrove Avenue, Suite D Chico, CA 95926 Phone... 916-894-8466 • Ulm Mum, V MANDATORY MEASURES CHECKLIST: RESIDENTIAL Page 1 - MF -1R Project ..T.itl.e . ..,.--,The..Kurung -Residence t . r • Date...;,.. .06/22/<99-. _ P t Add L t 6 W dl d P k******* minimum R-8 in concrete raised floors. rojec ress........ o 0o an ar Drive Chico *v4.50* Documentation Author... Marty Runnells ******* Building Permit Energy Calculation Services 1907 Mangrove Avenue, Suite D Plan Check Date Chico, CA 95926 -916-894-8466 Field -Check/ Date Climate -Zone............ 11 Compliance Method...... MICROPAS4 v4.50 for 1995 Standards by Enercomp, Inc. MICROPAS4 v4.50 File -991545 Wth-CTZ11S92 Program -FORM MF -1R User#-MP1333 User -Energy Calculation Servic Run -2813 SF Residence Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. Items marked with an asterisk (*) may be superseded by more stringent compliance requirements listed on the Certificate of Compliance. When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as binding minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. BUILDING ENVELOPE MEASURES Design- Enforce- er ment *150(a): Minimum R-19 ceiling insulation. 150(b): Loose fill insulation manufacturers labeled R -Value. *150(c): Minimum R-13 wall insulation in framed walls (does not apply to exterior mass walls). *150(d): Minimum R-13 raised floor insulation in framed floors; minimum R-8 in concrete raised floors. 150(1): Slab edge insulation - water absorption rate no greater than 0.30, water vapor transmission rate no greater than 2.0 perm/inch. ry/p 118: Insulation specified or installed meets CEC quality standards. Indicate type and form. NO 116 -17: Fenestration Products, Exterior Doors and Infiltration/ - -116-17: exfiltration controls a. Doors and windows between conditioned and unconditioned spaces designed to limit air leakage. b. Manufactured fenestration products have label with certified U -value, and infiltration certification. c. Exterior doors and windows weatherstripped; all joints and penetrations caulked and sealed. 150(g): Vapor barriers mandatory in Climate Zones 14 and 16 _V —��— 150(f): Special infiltration barrier installed to comply with Sec. 151 meets CEC quality standards. 150(e): Installation of Fireplaces, Decorative Gas Appliances and gas logs 1. Masonry and factory -built fireplaces have: a. Closeable metal or glass door b. Outside air intake with damper and control c. Flue damper and control 2. No continuous burning gas pilots allowed. , ,---✓, ,k,.� MANDATORY MEASURES CHECKLIST: RESIDENTIAL Page 2 - MF -1R Project .Title, , , . ., T.he..Kurung Residence d ,..,.,r.. , , .,rDate. ......:... 06/22/99 MICROPAS4 v4.50 File -991545 Wth-CTZ11S92 Program -FORM MF -1R User#-MP1333 User -Energy Calculation Servic Run -2813 SF Residence SPACE CONDITIONING, WATER HEATING AND PLUMBING SYSTEM MEASURES Design- Enforce- er ment 110-13: HVAC equipment, water heaters, showerheads and faucets certified by the CEC. 150(i): Setback thermostat on all applicable heating systems. ✓ 150(j): Pipe and Tank insulation 1. Indirect hot water tanks (e.g., unfired storage tanks or backup solar hot water tanks) have insulation blanket (R-12 or greater) or combined interior/exterior insulation (R-16 or greater). - 2. First 5 feet of pipes closest to water heater tank, non - recirculating systems, insulated (R-4 or greater). 3. All buried or exposed piping insulated in recirculating sections of hot water system. 4. Cooling system piping below 55 degrees insulated. 5. Piping insulated between heating source and indirect hot water tank. ✓ *150(m): Ducts and Fans 1. Ducts constructed, installed and sealed to comply with UMC sections 1002 and 1004; ducts insulated to a minimum installed value of R-4.2 or ducts enclosed entirely within conditioned space. 2. Exhaust fan systems have backdraft or automatic dampers. 3. Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operated dampers. ✓ 114: Pool and Spa Heating Systems and Equipment 1. System is certified with 78o thermal efficiency, on-off switch, weatherproof operating instructions, no electric resistance heating and no pilot light. 2. System installed with: a. At least 36 inches pipe between filter and heater for future solar heating. b. Cover for outdoor pools or outdoor spa. 3. Pool system has directional inlets and a circulation pump time switch. N/A 115: Gas-fired central furnace, pool heater, spa heater or household cooking appliance have no continuously burning pilot light (Exception: Non -electrical cooking appliance with pilot < 150 Btu/hr.). ✓ LIGHTING MEASURES Design- Enforce- er ment 150(k): 40 lumens/watt or greater for general lighting in kitchens and rooms with water closets; and recessed ceiling fixtures IC (insulation cover) approved. ✓ r 4.tt ��.. �AY,�� ,��c4ti�:: iii'; �� t '�.:•: COMPUTER METHOD SUMMARY Page 1 - C -2R -,--,Project ,Tit.le..,.r....:......, .:.t.....The Kurung..Residence.,�,T-,;A.- P t Add Lf 6 W Pk dl d ******* �ec ........ oo a roresson ar Drive Chico *v4.50* Documentation Author... Marty Runnells ******* Energy Calculation Services 1907 Mangrove Avenue, Suite D Chico, CA 95926 -916-894-8466 Climate Zone 11 . Compliance Method...... MICROPAS4 v4.50 for 1995 Standards by Enercomp, Inc. MICROPAS4 v4.50 File -99154S Wth-CTZ11S92 Program -FORM C -2R User#-MP1333 User -Energy Calculation Servic Run -2813 SF Residence MICROPAS4 ENERGY USE Building Permit Plan Check Date Fie C ec Date Compliance Method...... MICROPAS4 v4.50 for 1995 Standards by Enercomp, Inc. MICROPAS4 v4.50 File -99154S Wth-CTZ11S92 Program -FORM C -2R User#-MP1333 User -Energy Calculation Servic Run -2813 SF Residence MICROPAS4 ENERGY USE SUMMARY Energy Use Standard Proposed Compliance (kBtu/sf-yr) Design Design Margin Space Heating.......... 13.99 13.94 0.05 Space Cooling.......... 13.95 14.76 -0.81 Water Heating.......... 9.29 8.16 1.13 Total 37.23 36.86 0.37 *** Building complies with Computer Performance *** GENERAL INFORMATION Conditioned Floor Area..... Building Type .............. Construction Type ......... Building Front Orientation. Number of Dwelling Units... Number of Building Stories. Weather Data Type.......... Floor Construction Type.... Number of—Building Zones... Conditioned Volume......... Footprint Area ............. Ground Floor Area.......... Slab -On -Grade Area......... Glazing Percentage......... Average Glazing U -value.... Average Ceiling Height..... 2813 sf Single Family Detached New Front Facing 45 deg (NE) 1 1 ReducedYear Raised Floor 1 29338 cf 2813 sf 2813 sf 0 sf 25.2 % of floor area 0.51 Btu/hr-sf-F 10.4 ft BUILDING ZONE INFORMATION Floor # of Vent Special Area Volume Dwell Cond- Thermostat Height Vent Area Zone Type (sf) (cf) Units itioned Type (ft) (sf) HOUSE t� t�< Residence 2813 29338 1.00 Yes Setback �.,5 2:0_� n/a LU M COMPUTER METHOD SUMMARY Page 2 - C -2R Project -T:i-tle..,.t. , .r;The -Kurung,.Res idence- .14�. Date:.....06/221/99 MICROPAS4 v4.50 File -99154S Wth-CTZ11S92 Program -FORM C -2R User#-MP1333 User -Energy Calculation Servic Run -2813 SF Residence OPAQUE SURFACES ._ . - _ Area .U- Insul Act - Solar Form .3 Location/ Surface (sf) value R-val Azm Tilt Gains Reference Comments HOUSE 1 Wall 367 0.065 19 45 90 Yes None FRONT 2 Wall 364 0.065 19 0 90 Yes None FRONT -RIGHT 3 Wall 81 0.065 19 90 90 Yes None FRONT -LEFT 4 Wall 34 0.065 19 45 90 Yes None KNEE WALL 5 Wall 27 0.088 13 45 90 No None TO GARAGE 6 Wall 27 0.088 13 0 90 No None TO GARAGE 7 Wall 144 0.065 19 90 90 No None TO GARAGE 8 Door 18 0.330 0 45 90 No None TO GARAGE 9 Wall 164 0.065 19 135 90 Yes None LEFT 10 Wall 71 0.065 19 105 90 Yes None LEFT -FRONT 11 Wall 71 0.065 19 165 90 Yes None LEFT -BACK 12 Wall 77 0.065 19 225 90 Yes None BACK 13 Wall 51 0.065 19 195 90 Yes None BACK -LEFT 14 Wall 51 0.065 19 255 90 Yes None BACK -RIGHT 15 Wall 326 0.065 19 180 90 Yes None BACK -LEFT 16 Wall 390 0.088 13 270 90 Yes None BACK -RIGHT 17 Wall 81 0.065 19 315 90 Yes None RIGHT 18 Wall 25 0.065 19 315 90 Yes None KNEE WALL 19 Floor 2813 0.037 19 n/a 0 No None RAISED FLOOR 20 Roof 1515 0.025 38 n/a 0 Yes None TO ATTIC 21 Roof 804 0.025 38 45 29 Yes None VAULTED 22 Roof 585 0.025 38 45 19 Yes None VAULTED FENESTRATION SURFACES # of Vent SC SC Interior Area Pan- Frame Open U- Act Glass Int Shading/ Surface (sf) es Type Type value Azm Tlt Only Shade Description HOUSE 1 Window •15.0 2 Vinyl Hinged 0.460 0 90 0.88 0.78 Drapes.Std 2 Window •4.0 2 Vinyl Fixed 0.480 0 90 0.88 0.78 Drapes.Std 3 Window •10.5 2 Vinyl Hinged 0.460 0 90 0.88 0.78 Drapes.Std 4 Window •4.0 2 Vinyl Fixed 0.480 0 90 0.88 0.78 Drapes.Std 5 window 4.0 2 Vinyl Hinged 0.460 0 90 0.88 0.78 Drapes.Std 6 Window •30.0 2 Vinyl Hinged 0.460 0 90 0.88 0.78 Drapes.Std 7 Window 8.0 2 Vinyl Fixed 0.480 0 90 0.88 0.78 Drapes.Std 8 Window 36.0 2 Vinyl Hinged 0.460 90 90 0.88 0.78 Drapes.Std 9 Door •20.0 2 Glz<50o Hinged 0.550 45 90 0.88 0.78 Drapes.Std 10 Window 15.0 2 Vinyl Fixed 0.480 45 90 0.88 0.78 Drapes.Std 11 Window •,12.0 2 Vinyl Fixed 0.480 45 90 0.88 0.78 Drapes.Std 12 Window •4.0 2 Vinyl Hinged 0.460 45 90 0.88 0.78 Drapes.Std 13 Window •4.0 2 Vinyl Hinged 0.460 45 90 0.88 0.78 Drapes.Std 14 Window •4.0 2 Vinyl Hinged 0.460 45 90 0.88 0.78 Drapes.Std 15 Window •4.0 2 Vinyl Hinged 0.460 45 90 0.88 0.78 Drapes.Std 16 Window • 4.0 2 Vinyl Hinged 0.460 45 90 0. 8&T0 -.,78,. -Drapes. Std 17 Window 4.0 2 Vinyl Fixed 0.480 135 90 0 ."6? 6 �78j1Drapes . Std 18 Window -15.0 1 Vinyl Fixed 1.040 105 9�9,;J.. 0,0 O..88 -Drapes -.,Std 19 Window -15.0 1 .Vinyl Fixed 1.040 165 90 1': 00° 0.88- Drapes);S:td 20 Window •30.0 2 Vinyl Hinged 0.460 195 90 0.8=8,,0.38-� Drapes.Std AF N �dV� COMPUTER METHOD SUMMARY Page 3 C -2R Project Title..... The, Kurung.Residence _ Date........ 06/22/99 MICROPAS4 v4.50 File -991545 Wth-CTZ11S92 Program -FORM C -2R User#-MP1333 User -Energy Calculation Servic Run -2813 SF Residence FENESTRATION SURFACES # of Vent SC SC Interior Area Pan- Frame Open U- Act Glass Int Shading/ Surface (sf) es Type Type value Azm Tlt Only Shade Description 21 Window '30.0 2 Vinyl Hinged 0.460 255 90 0.88 0.78 Drapes.Std 22 Door •60.0 2 Wood Hinged 0.550 225 90 0.88 0.78 Drapes.Std 23 Window .30.0 2 Vinyl Hinged 0.460 180 90 0.88 0.78 Drapes.Std 24 Window •8.0 2 Vinyl Fixed 0.480 180 90 0.88 0.78 Drapes.Std 25 Window •45.0 2 Vinyl Hinged 0.460 270 90 0.88 0.78 Drapes.Std 26 Window •12.0 2 Vinyl Fixed 0.480 270 90 0.88 0.78 Dra-pes.Std 27 Door 440.0 2 Wood Hinged 0.550 270 90 0.88 0.78 Drapes.Std 28 Window .8.0 2 Vinyl Fixed 0.480 270 90 0.88 0.78 Drapes.Std 29 Window •30.0 2 Vinyl Hinged 0.460 270 90 0.88 0.78 Drapes.Std 30 Window •8.0 2 Vinyl Fixed 0.480 270 90 0.88 0.78 Drapes.Std 31 Window •40.0 2 Vinyl Slider 0.550 180 90 0.88 0.78 Drapes.Std 32 Window .8.0 2 Vinyl Fixed 0.480 180 90 0.88 0.78 Drapes.Std 33 Window •15.0 2 Vinyl Hinged 0.460'-180 90 0.88 0.78 Drapes.Std 34 Window •4.0 2 Vinyl Fixed 0.480 180 90 0.88 0.78 Drapes.Std 35 Window •46.6 2 Vinyl Hinged 0.460 270 90 0.88 0.78 Drapes.Std 36 Window •12.4 2 Vinyl Fixed 0.480 270 90 0.88 0.78 Drapes.Std 37 Window •30.0 2 Vinyl Hinged 0.460 270 90 0.88 0.78 Drapes.Std 38 Window '8.0 2 Vinyl Fixed 0.480 270 90 0.88 0.78 Drapes.Std 39 Window •10.5 2 Vinyl Hinged 0.460 270 90 0.88 0.78 Drapes.Std 40 Window .4.0 2 Vinyl Fixed 0.480 270 90 0.88 0.78 Drapes.Std 41 Door 15.6 2 Wood Hinged 0.550 315 90 0.88 0.78 Drapes.Std OVERHANGS AND SIDE FINS Window- Overhang Left Fin Right Fin - Area Left Rght Surface (sf) Hght Wdth Dpth Hght Ext Ext Ext Dpth Hght Ext Dpth Hght HOUSE 1 Window 15.0 5 - n/a 4 1.5 n/a n/a n/a n/a n/a n/a n/a n/a 2 Window 4.0 1.33 n/a 4 0 n/a n/a n/a n/a n/a n/a n/a n/a 3 Window 10.5 3.5 n/a 4 1.5 n/a n/a n/a n/a n/a n/a n/a n/a 4 Window 4.0 1.33 n/a 4 0 n/a n/a n/a n/a n/a n/a n/a n/a 5 Window 4.0 2 n/a 4 .5 n/a n/a n/a n/a n/a n/a n/a n/a 6 Window 30.0 5 n/a 4 1.5 n/a n/a n/a n/a n/a n/a n/a n/a 7 Window 8.0 1.33 n/a 4 0 n/a n/a n/a n/a n/a n/a n/a n/a 8 Window 36.0 6 n/a 4 .25 n/a n/a n/a n/a n/a n/a n/a n/a 9 Door 20.0 6.67 n/a 5 .5 n/a n/a n/a n/a n/a n/a n/a n/a 10 Window 15.0 6 n/a 5 .5 n/a n/a n/a n/a n/a n/a n/a n/a 11 Window 12.0 6 n/a 4 .33 n/a n/a n/a n/a n/a n/a n/a n/a 12 Window 4.0 2 n/a 4 .5 n/a n/a n/a n/a n/a n/a n/a n/a 13 Window 4.0 2 n/a 4 .5 n/a n/a n/a n/a n/a n/a n/a n/a 14 Window 4.0 2 n/a 4 .5 n/a n/a n/a n/a n/a n/a n/a n/a 15 Window 4.0 2 n/a 4 .5 n/a n/a n/a n/a n/a n/a n/a n/a 16 Window 4.0 2 n/a 4 .5 n/a n/a n/a n/a n/a n/a n/a n/a 17 Window 4.0 2 n/a 4 .5 n/a n/a n/a n/a n/afpn/a,} n/a n/a 20 Window 30.0 5 n/a 2 3.5 n/a n/a n/a n/a n/a `n/a•- n/a n/a 21 Window 30.0 5 n/a 2 3.5 n/a n/a n/a fUdi n/a- n/a n/a n/a 22 Door 60.0 6.67 n/a 8 1.5 n/a n/a n/a 23 Window 30.0 5 n/a 8 1.5 n/a n/a n/a n/a�t,fn/a 1,n/a n/a n/a COMPUTER METHOD SUMMARY Page 4 - C -2R Proiect. Title..... .. .�... The, Kurung . Residence ,. Date....4........ ... ,_06-/22/99,- MICROPAS4 v4.50 File -99154S Wth-CTZ11S92 Program -FORM C -2R User#-MP1333 User -Energy Calculation Servic Run -2813 SF Residence OVERHANGS AND SIDE FINS %_.... Window- Overhang Left Fin Right Fin - Area Left Rght Surface (sf) Hght Wdth Dpth Hght Ext Ext Ext Dpth Hght Ext Dpth Hght, 24 Window 8.0 1.33 n/a 8 0 n/a n/a n/a n/a n/a n/a n/a n/a 25 Window 45.0 5 n/a 14 1.5 n/a n/a n/a n/a n/a n/a n/a n/a 26 Window 12.0 1.33 n/a 14 0 n/a n/a n/a n/a n/a n/a n/a n/a 27 Door 40.0 6.67 n/a 14 1.5 n/a n/a n/a n/a n/a n/a n/a n/a 28 Window 8.0 1.33 n/a 14 0 n/a n/a n/a n/a n/a n/a n/a n/a 29 Window 30.0 5 n/a 14 1.5 n/a n/a n/a n/a n/a n/a n/a n/a 30 Window 8.0 1.33 n/a 14 0 n/a n/a n/a n/a n/a n/a n/a n/a 31 Window 40.0 6.67 n/a 4 1.5 n/a n/a n/a n/a n/a n/a n/a n/a 32 Window 8.0 1.33 n/a 4 0 n/a n/a n/a n/a n/a n/a n/a n/a 33 Window 15.0 5 n/a 4 1.5 n/a n/a n/a n/a n/a n/a n/a n/a 34 Window 4.0 1.33 n/a 4 0 n/a n/a n/a n/a n/a n/a n/a n/a 35 Window 46.615 n/a 3 1.5 n/a n/a n/a n/a n/a n/a n/a n/a 36 Window 12.4 1.33 n/a 3 0 n/a n/a n/a n/a n/a n/a n/a n/a 37 Window 30.0 5 n/a 3 5 n/a n/a n/a n/a n/a n/a n/a n/a 38 Window 8.0 1.33 n/a 3 0 n/a n/a n/a n/a n/a n/a n/a n/a 39 Window 10.5 3.5 n/a 4 1.5 n/a n/a n/a n/a n/a n/a n/a n/a 40 Window 4.0 1.33 n/a 4 0 n/a n/a n/a n/a n/a n/a n/a n/a 41 Door 15.6 6.67 2.33 13 1.5 2.5 3.5 2.5 13 1.5 n/a n/a n/a THERMAL MASS Area Thick Heat Conduct- Surface Mass Type (sf) (in) Cap ivity R -value Location/Comments HOUSE 1 InteriorHorz 175 1.0 24.0 0.67 R-0.0 ENTRY/LAUNDRY/COUNTERTOPS 2 InteriorVert 146 1.0 24.0 0.67 R-0.0 SHOWER/TUB ENCLOSURES HVAC SYSTEMS Minimum Duct Duct Duct System Type Efficiency Location R -value Efficiency HOUSE Gas 0.800 AFUE Crawlspace R-4.2 0.830 ACSplit 10.00 SEER Crawlspace R-4.2 0.860 WATER HEATING SYSTEMS Number Tank External in Energy Size Insulation Tank Type Heater Type Distribution Type System Factor (gal) R -value 1 Storage Gas Standard 1 .60 50 R-12 COMPUTER METHOD SUMMARY Page 5 - C -2R Proj.ec,t Title. r ,.a.a .:r:i{The: Kurung. R,esidence.,,_ Dat,e...�:. ;.t.E.x-Ob:/22-/99�,. MICROPAS4 x4.50 File -991545 Wth-CTZ11S92 Program -FORM C -2R User#-MP1333 User -Energy Calculation Servic Run -2813 SF Residence SPECIAL FEATURES/REMARKS HVAC SIZING 6766 Page 1 - HVAC ..Project Title, ... ... The..Kur,ung.,Res denc.e * .Date . 06/22/99,,,,7, P t Add s L t 6 W dl d P k D ******* _ 1815 rojec ress........ o 0o an ar rive Chico *v4.50* Documentation Author... Marty Runnells ******* Building Permit Energy Calculation Services 1907 Mangrove Avenue, Suite D Plan Check Date Chico, CA 95926 -916-894-8466 Field-Check/Date Climate Zone........... 11 _ Compliance Method...... MICROPAS4 v4.50 for 1995 Standards by Enercomp, Inc. MICROPAS4 v4.50 File -991545 Wth-CTZ11S92 Program -HVAC SIZING User#-MP1333 User -Energy Calculation Servic Run -2813 SF Residence GENERAL INFORMATION Floor Area ................. Volume ........ ............ Front Orientation.......... Sizing Location............ Latitude ................... Winter Outside Design...... Winter Inside Design....... Summer Outside Design...... Summer Inside Design....... Summer Range ............... Interior Shading Used...... Exterior Shading Used...... Overhang Shading Used...... Latent Load Fraction....... Description 2813 sf 29338 cf Front Facing CHICO EXP STA 39.7 degrees 27 F 70 F 102 F 78 F 37 F Yes Yes Yes 0.20 HEATING AND COOLING LOAD SUMMARY Opaque Conduction and Solar...... Glazing Conduction ............... Glazing Solar .................... Infiltration ..................... Internal Gazn.................... Ducts............................ Sensible Load .................... Latent Load ...................... Minimum Total Load 45 deg (NE) Heating Cooling (Btuh) (Btuh) 14859 6766 15527 8666 n/a 12675 18552 6096 n/a 2100 4894 1815 53831 38119 n/a 7624 53831 45742 Note: The loads shown are only one of the criteria affecting the selection of HVAC equipment. Other relevant design factors such as air flow requirements, outdoor design temperatures, coil sizing, availability of equipment, oversizing safety margin, etc., must also be considered. It is the HVAC designer's responsibility to consider all factors when selecting the HVAC equipment. Tf- LONGFELLOW LUMBER CO. INC. ■ Quality Truss Design ■ Roof & Floor Systems (800) 678-0112 (530) 893-0112,D FAX (530) 893-0140 89 Loren Avenue Chico, CA 95928-7434 Customer: Lk IC - Address: ncx �`Cx'x\& W' ' f AP# Job No: Alpine Engineered Products, Inc. Christian W. Chappell 8351 Rovana Circle Sacramento, CA 95828-2522 (916) 387-0116 —7 APPROVED Timber Products lnsJeo. P.O. Box 20455 Portland, OR 97220 (503) 254-0204 APPROVED LONGFELLOW LUMBER CO. INC. Quality Truss Design • Roof & Floor Systei (800) 678-0112 (530) 893-0112 • FAX (530) 893-0140 _ 89 Loren Avenue Chico, CA 95928-7434 Important Information for Users of Wood Trusses Longfellow's goal is to supply superior quality trusses. Sensible truss designs, the best available lumber and exacting workmanship are the key ingredients of our quality control program. (Once trusses arrive at the job site, quality control becomes the responsibility of the builder.) For best results we suggest: DO'S DON'TS ❑ Do review your field copy of truss engineering for important bracing, ❑ Do Not cut, notch or drill chords or webs of trusses. bearing and connection details. (Exceptions will be clearly marked on engineered drawings.) ❑ Do review the HIB -91 Summary Sheet's recommendations for handling, installing and bracing of wood trusses. ❑ Do install roof sheathing ASAP. Trusses hold their profiles best when they have been plumbed and braced with roof sheathing. Especially in hot weather, we recommend sheathing be applied over as much of the building as possible before installing outriggers and gable -end siding. ❑ Do inspect trusses for missing plates or broken lumber. Report defects to Longfellow immediately. ❑ Do secure tails with fascia board. In recent years, the production of lumber from second -growth timber has resulted in an increased tendency for unrestrained tails to twist. We recommend a sub -fascia be installed behind gutters. ❑ Do call Longfellow if you have questions or need additional information. ❑ Do Not cut or remove plates. ❑ Do Not overload single or groups of trusses with plywood, roofing, tools or other construction materials. ❑ Do Not make field repairs without written approval from Longfellow Lumber Co. Cl Do Not load HVAC units, solar equipment,. fire sprinklers, etc. on trusses unless truss engineering has been designed to accomodate the specific point loads. BEFORE INSTALLING: Make certain truss sequence and end -for -end orientation are correct. f .F%,4 i= AvrriuvED GABLE'ENO DETAII THIS DWG PREPARED FROM COMPUTER INPUT (LOADS A DIMENSIONS) SUBMITTED BY TRUSS MFR. STRONGBACK (NAIL TB LEDGER 12' O.C.) ROOF MATERIAL (BRACED AT 55' D.C.) BRACE A35 6-.10d.CONMON BLOCK LEDGER (NAIL (C) NAILS TO VERTICAL H3(K) OUTLOOKER W/2 -10d NAILS) GAEL DIAGONAL a o o0 GAELE END (K) SPACING FOR H3 = 56.0' O.C. REFER TO SIWSON CATALOG C -94H-1 FOR PRODUCT ATTACHMENT SPECIFICATION (ATTACH A35 IN FI DIRECTION (PI) (SI ) (M) 2X4 F.L. OR H.F. A2 OR (N) ( G ) BTR STRONGBACK BRACE (S) LEDGER (N) 6'O.0 MAX e e (SIN \ \ (PI) PEAK PLATE TO MATCH COMMON TRUSSES. (SI) SPLICE PLATE TO HATCH COMMON TRUSSES (HI) HEEL PLATE TO MATCH COMMON TRUSSES. (0) OPTION TO WEB PLATING: USE (3)-2' VIRE STAPLES (0.072 OIA./15 GA.) 10ENAILED THRU CHORD INTO WEB 6 lHRLI WEB INTO CHORD ON ONE FACE FOR A TOTAL OF 6 STAPLES. (PI). (SI) 6 (HI) MUST BE PLATED. (G) GABLE Elm DESIGN BASED DN 75KPH WIND LOAD, EXPOSURE 'B' AT 0-25 FT. MEAN HEIGHT. �' I 2X LEDGER COMMON TRUSSES STRONGBACK BRACED AT 55' O.C. (C) IX4 CONTINUOUS LATERAL BRACING FOR BRACE (STRONGBACK) MEMBER LONGER THAN 72'. ATTACH AT MIDPOINT Of EACH 6RACE 'A/2 -Gd [COMMON NAILS. 24' MAX � / GABLE ENO (HI ) NOTE: CHORDS TO BE 2X4 FIR -LARCH 92 MIM. NOTE: THIS DETAIL MAY BE USED FOR TRUSSES SMITH PITCHED D.C. ALSO. PLATE MAX. WEB LENGTH IX3• 2-8-0 2X4• 8-1-0 3x4• 1 13-6-0 OUTLOOKER PLT TYP. Wave TPI -95\R Design'Criteria: TPI-95(STD 3-10d / NAILS EACH END OUTLOOKER CRITERIA 3.5' MAX. TYP. NOTCH 1; 0 24' O.C. I.5' MAX. 12' MIN 24' MAX 2X4 F.L. LUMBER GRADES MAX. LENGTH WITHOUT BRACING (N) MAX. LENGTH W/ STRONGBACK BRACE (S) STANDARD 5-11 -0 II -10-0 30.0 15.0 0.0 50.0 P S F PSF P S F PSF PSF R E F R 9 9 2 DATE 03/19/98 DRW CD I 12 sl 7-9-0 15-6-0 01 & BETTER 7-9-0 15-6-0 SS 7-9-0 15-6-0 Q Q OZ�TRUS�S Q T,J�-7, �•7--. �1 1 I\O it `--I Q O Q "•YARNING•" TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING. INSTALLING AND BRACING. REFER 10 0I8•91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE INSTITUIE. 6B0 D'ONOFIO DR., SUITE 200, MADISON. YI 60719). FOR SAFETY PRACTICES PRIOR 10 PERF OR NTNG 1Nf SE FUNCTIONS. UNLFSS OINFRYISf INDICATED, TOP CNOAO SHALL NAYS PROPf9LY ATTACHED STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CIELING. ""IMPORTANT •" FURNISH A COPY OF THIS DESIGN 10 THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, IVC. SHALL NOT BE IIESPONSIBIE FOR AMY 0[YIAIION FROM THIS DESIGN; ANY FAILURE i0 BUIIO 1N[ ►BUSSES IM CONF OAMANCI; YITN TP1: OR FABAICAf IMG• HANDLING, SHE IPPINO• INSTALL A TIOM OR :RACINGHOF IA US SES. THIS DESIGN CONFORMS YIIN APPLICABLE PROVISIONS OF RDS (NATIONAL D(SICN SPECIFICATION PUBLISHED BY INE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. AIPINI CONN[CIORS ANE MADE OF TOGA ASIM A660 GATT GALV. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS 10 111 ANDUNLESS OTHERRISEONOTHISDESIGN. IAAYINACE1OF TRUSS. BRANINOPOSITION CONNECLY TOR$ PER DESIGN OF IHC IAUSS O[P IC IID HEA_ AND SIIAII N01 BC A(LIED UPON IN ANY OTHER NAY. RUS/ Q FESON i3O 'O ��� ��►�N W y qA c W Z r Y'•� C� r 1�' 7R• �f• CIYI,, 'rFOf C�tlf���\P TC LL TC DL 8 C D L BC LL TOT.LD. 30.0 15.0 0.0 50.0 P S F PSF P S F PSF PSF R E F R 9 9 2 DATE 03/19/98 DRW CD I 12 SEQN - 25458 DUR.FAC. 1.15 FROM PDC SPACING , Job: VEIAIL-827AL1ERNATE BRACING NOTE: SEE DRAWING ORININAL FOR LUMBER, PLATES, AND OTHER DATA 140Y SIiOWN IIERE. TRUSSES REQUIRE EXTREME CARE IN HANDLING, ERECTION AND -BRACING. REFER TO TPI HIB -91. SEE THIS DESIGN FOR ADDITIONAL SPECIAL PERMANENT BRACING REQUIREMENTS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL BE LATERALLY BRACED WITH PROPERLY ATTACHED PLYT1000 SHEATHING, B0TT014 CHORD WITH PROPERLY ATTACHED CEILING. CD103 (A) 1X4 93 HEM—FIR OR BETTER CONTINUOUS LATERAL BRACING TO BE EQUALLY SPACEO. ATTACH WITH (21 Bd NAILS. BRACING IMATERIAL TO BE SUPPLIED AND ATTACHED AT BOTH ENDS TO A I SUITABLE SUPPORT BY ERECTION CONTRACTOR. IIANY OF T11E BELOW MENTIONEO'BRAI;ING TYPES MAY BE SUBSTITUTEOu 2X4 'T' BRACE. SAME GRADE AS WEB'MEMBER. ATTACH WIT11 16d NAILS @ 4' O.C.. BRACING MATERIAL TO BE SUPPLIED BY ERECTION CONTRACTOR. IX4 'L" BRACE. SAME ,GRADE AS WEB MEMBER. ATTACIi WITH 16d NAILS Q 6' O.C. BRACING MATERIAL TO BE SUPPLIED BY ERECTION CONTRACTOR. 2X4 'L' BRACE. SAME GRADE AS WEB MEMBER. ATTACH WITH i6d NAILS R 4' O.C. BRACING MATERIAL TO BE SUPPLIED BY ERECTION CONTRACTOR. SCAB BRACE SAME SIZE. GRADE AND LENGTH AS WEB MEMBER. ATTACH WITh 16d NAILS ® 4. O.C. BRACING MATERIAL TO BE SUPPLIED BY ERECTION CONTRACTOR. SEE ORIGINAL OEBIGN FOR PROM O91tENSI01a I �._... - _....-. - ...` PST . E7-rA I L- - Rev t MxII4P0RTANTMN""'rt tic"Emco rn+rcrs uC• WARNING""'w"'E°U"e tc"''•we cssc pV4 yf! TC LL 30.0 PSF REF R992--42293 si.ru rot rar acrmRtot+ rm uv so rutal•c, ruccnOw $n+ 1a o 0 0 otruuo■ rmw nn+ Otsltar a nest cgcctrutnan. oq urr rIc'•a. sa e1e-+t at 1rt. +tt Has +tstsQ TC OL 15. Q PSF DATE 06/213/93 u cn o o rutrac a ano 1ti toast 1u mva►Ivn 11111109111 �r rot. lar nstrroia tP[cuc tr+t.aaa rsPaclic ac 0 0 0 o wrui er.eaons ur loot or axs acv. sten Ireentn aro wtPt.Eins. Hato oneatlu notateo. ro► PC DL 5.0 PSF ORN CD1O3 0 0 0 o sat rn + ucrrr ss motto. ttrt t carcclanc IS uo rsOc or o1aro swtt. u urtntur ertctD wort Harr Ifo, _t�i79/5 o ALPIN o row "" "st" at'Er+rt:r t«stro m tHcs otstut roilllpl lY U1lDEa Rwrco 4ElINll4, ertlM Crgtr 8C LL Q • Q PSF -ENG-ENG FM�rt/ Do�■tctan w+ M■■Yqt IY+,. tNi c 16+hr. 0[SI(II +'LD■PDS YIIN rraMAf AIlILCO Pt+lO CEIUIq -- K[ Ar � I►R 63891 COO CIN urrvatc+ete manstan Or mos s YPt. m wuecr•c nrtt+c ltrs■nca tsoste pniou rca ►Purr S CIV IL TOT.LD. 'JQ . Q PSF C=3 TRUSS o Ithtd�' too w u1to�Etfftt[ uvar�i �alriolHn ��� K� ac�o� to n4 IPtUCi'•L■(CClal CMIMor C, IUP1„r' f�lE0f'C�,�110�� OUR. FAC. 1.15 0 0 0 .-_1Pt • buss Hsu: tnsntrtt: un . 1291 utnmut Dolor v[cuttulon rm 0302 rorsttacrtvt� PA N 24.0' TRUSS BRACING/BLOCKING DETAIL THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 6 DIMENSIONS) SUBHITTED BY TRUSS MFR. TRUSS BRACING/BLOCKING DETAIL (AT 6U'PORT) NOTE: BRACING DESIGNED TO STABILIZE 1RUSSES, AND HAS NOT BEEN DESIGNED TO RESIST LATERAL SHEAR LOADS. (A) 2X4 13 HEN -FIR OR BETTER CONTINUOUS LATERAL BRACING TO BE EQUALLY SPACED. ATTACH WITH (2)•16d NAILS. BRACING MATERIAL TO BE SUPPLIED AND ATTACHED AT BOTH ENDS TO A SUITABLE SUPPORT BY ERECTION CONTRACTOR. (N) HEIGHT OF TRUSS AT SUPPORT. n IING SECTION S -S TRUSS (0) 2X4 N.F. 13 OR BETTER DIAGONAL BRACE. APPLY 1N PAIRS AT 16-0-0 (T) - TRUSSES O.C. ATTACH TO EACH OVERLAPPING TRUSS USING (2)-16d NAILS AS SIIOY(N. (P) SHEATHING APPLIED TO TOP CHORD. BRACE NAY BE LOCATED ON EITHER FACE OF VERTICAL. (L) LOADS AS INDICATED ON TRUSS DESIGN. (M) IF TRUSS HEIGHT AT SU.°PORT IS 10.0" OR LESS, DIAGONALS NOT REQUIRED. 8 = APPROX. 45N (BB) BLOCKING TO BOTTOM CHCRD OVER SUPPORT, OF BOTTOM CHORD. H.F. 13 OR BETTER 2X SIZE PLT TYP. Wave TPI -95 Design Criteria: TPI-95(STD) 18.2c3 CA/ -/11-/-/R/- �! ��.Z�TRUS 0 (] (] Q O O � T P T�T1_.' O ��1 jj`jJ� S Q 0 0 NING.. .;WARSTALLING AND RIF[NBIOINII`II IN(NAMING INSIAILINOat EXTREME CARE 11 BAID BRACING). PUBl1SNID BYTPI RICATION. HANDLING. NG. IN(TRUSS PLAT[ 11 StJIVIt. SBI D'ONOFIO 01.. SUITE 100. MADISON. IT SI71I). FON SAFETY PRACTICES PRIOR 10 1INFORMING THIS[ FUNCTIONS. UNLESS OTHERWISE INDICATED. 10► CHORD SHAH NAY[ PROPERTY ATTACHED STRUCTURAL PANELS. BOTTOM CHORD SNAIL NAY( A ►ROIIRLY ATTACHED RIGID C1[IING. - "IMPORIANf•• FURNISH A COPY OF THIS DESIGN 10 THE INSTALLATION CONTRACTOR. ALPINE INGIN[[RED IRODUCIS. IMC. SNAIL 101 II RISPOISIOLI FOR ANY DEVIATION FROM THIS DESIGN: ANY FAIL UNt IO Itl ILO (NI TRUSSES 11 CONFOANAICI IIIM 1►1: 01 FABRICATING. HANDLING. SNIIFINO. INSIALlA110N OR IAAn1G OF IROSSIS. INIf OISIOR COIFORMS IIIM APPLICABLE PROVISIONS of IDS (NATIONAL DESIGN srttI ICA noN PuluSx(o er IN( ANp ICAN FVNISI AND ►A/(R ASSOCIAl101) AND Til. ALPIN[ CONN(CIO&$ ARI MAD[ OF IBCA ASIM A6I7 GRIP GALY. Slt[l. INC[►I AS NOTED. APPLY CONNECTORS 10 DNIYINGSI 110.OF 1110 IS SANDN 110,A[FS O11E[NDIIIIICS1IO St AI NINTHIS THISDESIGN. DRAWING APPLIESCONLY TOR IN[pip D[SIOI of ►NI ntl1S otrICY(o xIN AND SNAtL 101 IT RELIED UPON a ANY OINu VAT. �`ESSIO OQ� FycT Cy y t7 6��I .* * CIV, . `rte! �r'Trf Of C1�� TC LL C D L B C D L L L TOT LD. D U R .FAC . SPACING SEE ( L ABOVE REF R427 DATE 1/12/94 DRW 3,048,634 CA -ENG / CWC CONST / KURUNG - [SGEI T1 TSC TOP CHORD 2x8 DF -L i1 BOT CHORD 2x4 DF -L ji WEBS 2x4 DF -L Standard :W2 2x4 DF -L #1: :W5 2x6 DF -L #2: N . PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. o- I(K) 2x8 DF -L #2 FULL BLOCK. ATTACH BLOCK TO THE TOP CHORD C=> WITH 2X4 ALPINE PLATES @ 24'oc. THROUGHOUT PLUS HEEL C.C3 PLATES AS SHOWN. b, o (])LOADING PER TRUSS FABRICATOR z ------(LUMBER DUR.FAC.-1.16 / PLATE DUR.FAC.-1,15) TC - From 97 PLF at -4.00 to 97 PLF at 0.00 TC - From 194 PLF at 0.00 to 248 PLF at 6.46 TC - From 218 PLF at 6.46 to 242 PLF at 13.00 TC - From 242 PLF at 13.00 to 194 PLF at 20.00 BC - From 14 PLF at 0.00 to 14 PLF at 20.00 (1) REV 1/19/99 AEB - LOAD NOTES WM ,o 5 v, W3X5 (K E~ U A O fes... wx W3X5 �WM- W4X6 (R) N w w z c.5 z w THTS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ***LOADING ON THIS TRUSS CALCULATED BY TRUSS FABRICATOR*** ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. IN LIEU OF RIGID SHEATHING USE PROPERLY ATTACHED PURLINS TO BRACE TC @ 24.00' OC 8 SC @ 72.00" OC. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL.LOAD. W5X8 a 7 � T 2-6-4 .8-0-0 1 w-4 - 0 - 0------Ji--4 - 0 - 0 ---Ht z 6-5-8 6-6-8 30- 7-0-0 20-0-0 Over 2 SupportsAPPR R-577 PLF W-6-5-8 R-1421 W-5.5' V C ®® n.. w c --A c-; PLT TYP. High Strength Wave TPI -95 Design Criteria: TPI STD CA - 1 - - - F Scale -.25"/Ft. —WARNING -R - TRUSSES REQUIRE EITREME CE IN FABRICATION. HANDLING. SHIPPING, INSTALLING AID LT •BRACING. REfER MTO NIB•91 (HANDLING INSTALLING AND BRACIM. PUBLISHED BY TPI '(TRUSS PLATE TC LL 33.5 PSF REF 8427--62990 07 INSTITUTE, 66013 O'OMOFRIO OR.. SUITE 200, MADISON. HE 53719). FOR SAFETY PRACTICES PRION TDOww TC `DL 15.0 PSF DATE 01/15/99 07 PERFOANIIG THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL NAVE PROPERLY ATTACHED �, STRUCTURAL PAMEIS. BOTTONCHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. Jan 19 • 9 --IMPORTANT— FURMISM A COPY OF THIS DESIGN TO TRE INSTALLATION CONTRACTOR. ALPINE ENGINEERED BC OL 7.0 PSF DRW CAUSA421 99015055 Qi PRODUCTS, INC. SHALL MDT Of RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY .FAILURE TO ALPINE BUILD THE TRUSSES IN CO "FORMABLE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND No. oS BRACING Of TRUSSES. THIS DESIGN CONFORMS U174 APPLICABLE PROVISIONS OF IDS (RATIONAL DESIGI -ENG AEB/GWH .Z' SPECIFIGT 101 PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) ARD TPI. ALPINE BC LL 0.0 PSF CA COMIECIOAS ARE MADE OF 206A ASTM A6SS GR40 CATV. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO * TOT. LD. 55.5 PSF SEAN - 44071 EACtl FACE Of TRUSS. AND UNLESS OTHERWISE LOCATED 01 THIS DESIGN. POSITION CONNECTORS PER p,,,,,I,,,,.. DRAWINGS 160 A•2. THE SEAL ON THIS BRAVING INDICATES ACCEPTANCE OF PROF(SSIOMAL ENGINEERING �P� madk �9" 928 CONPONEI1 FOR ANYRESPONSIBILITY LELY FOR 791 TRUSS PARTICULAR BUILDING IS THETDESIGN SHOWN. THE RESPONSIBILITY OF THE BUILDING ITY AID USE OF DES DESIGNER. PER?NES CiVIV P DUR.FAC. 1,15 FROM KD AZ.01"P1 1.1095 SECTION 2. OFC,nul SPACING 24.0" (KURUNG-CONROY CONST / KURUNG - T1A TSC) TOP CHORD 2x8 DF -L #1 BOT CHORD 2x4 DF -L $1 C�-A WEBS 2x4 DF -L Standard p; PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. Co rn 0 z H V A A C=� a A w a C-0 w z z w w z ci. 4 rs. LI7 c�7 , THIS DWG PREPARED FROM COMPUTER INPUT (LOADS A DIMENSIONS) SUBMITTED BY. TRUSS MFR. ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. IN LIEU OF RIGID SHEATHING USE PROPERLY ATTACHED PURLINS TO BRACE TC @ 24.00" OC S BC @ 72.00' OC. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. W5X8 EE! 3X6 -% G ul T 3-4-6 1 +8-0-0 t 4 -4 -0 -O ---J JUTTE COUNI L_ 13-0-0 1 7-0-0 I 6-5-8 1 6-6-8 '1-E 7-0-0-J6LDING DEPARTi-vAEtC. fE 20-0-0 Over 2 Supports R-1577 W=5.5' R-1047 N-5.5' Ail rd 9 PLT TYP. Wave TPI -95 Design Criteria: TPI(ST CT -'WARNING^ TRUSSES REQUIRE EXTREME CARE IN FABRICATION, NANDLIOG. SHIPPING, INSTALLING AND BRACING. REIER TO MIB•91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI CTRUSS PLATE fYSTITUIT. !BS a, 'R DA.. $UITE 200, NAD7SOR, YI 93719), TOR SAFETY PRACTICES PRIOR TO . CT PERFORMING 7BESE FOYCTIORS. UNL[SS OTHERWISE INDICATED, TOP CHORD SNAIL HAZE P0.0FERlY ATTACHED '! STRUCTURAL PAN EIS, BOTTOM CHORD SHALL NAT[ A PROPERLY ATTACHED RIGID CEILING. t.[") —IMPORTANT" F04NISN A COPY OF TOIS DESIGN TO TOE INSTALLATION CONTRACTOR. ALPINE E%GIRf[REO. _ PRODUCTS, INC, SMALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESI6MI ANY FAILURE TO z ALPINE 6UIL0 THE TRUSS[$ IB CONFORMANCE NITN TPI: OR FABRICATING. HANDLING, SHIPPI%O, INSTALLING AND RACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN ,d SPECIFICATION PUBLISHED BT THE AMERICA% FOREST AND FAPER ASSOCIATION) AND TPI. ALPINE ti CORNEGTORS ARE MADE OF 20GA ASTM'A6S3 GR40 GALS. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO EAttl FAC[ OF TRUSS. AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER �,1,,,.,. ORAVINGS 160 A•2. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING AIPIDO Engamity aW A 93n y Inc. COMYOYIRTI FOR ANYSOLELY PARTICULAR BUILDINGCOMPONENT RESPONSIBILITY OF THE BUILDINGSUITABILITY DESIGNER, USE PER 7N IS SB�fO-C;A 956iB ANSI/TPI 1.1995 SECTION 2. CAI -/1/-/-/=/F W. TC TC LL 33.5 PSF TC DL 15.0 PSF an 15 '99 BC DL 7.0 PSF No. B 05 Exp- Dos BC LL . 0.0 PSF ,t TOT.LD. 55.5 PSF CNIV& DUR.FAC. 1.15 top SPACING 24.00 Scale—.25"/Ft. REF R427--62993 DATE 01/15/99 D R W CAUSR427 99015056 CA -ENG AE8/GWH SEAN - 44074 FROM KO (KURUNG-CONROY CONST / KURUNG - T2 CON) TOP CHORD 2x8 DF -L #1 BOT CHORD 2x4 DF -L #1 Cir) WEBS 2x4 DF -L Standard L17 PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. 10 PSF BC LIVE LOAD PER UBC. co rn 0 z THIS DWG PREPARED FROM COMPUTER INPUT (LOADS,3 DIMENSIONS) SUBMITTED BY TRUSS MFR. ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. IN LIEU OF RIGID SHEATHING USE PROPERLY ATTACHED PURLINS TO BRACE TC @ 24.00' OC 8 BC ® 72.00" OC. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. W5X8 a 4 X 4 0 T 3-2-2 �8_ 0-0 1 IB —4 - 0 - 0--;;J 13-0-0 _1- 7-0-0 I 20-0-0 Over 2 Supports R-1577 W-5.5" R-1047 W-5.5" Co `'' PLT TYP. Wave TPI -95 Design Criteria: TPI STD -WARN ING"' TRUSSES REQUIRE EXTREME CME 11 FABRICATION. HANDLING, SHIPPING, INSTALLING AND (T BRACING. REFER TO MID -91 (HANDLING INSTALLING AND BRACINS), PUBLISHED BY TPI (TROSS PLATE CT 11SIITUTE. SB7 O.OROFRIO DR.. SUITE 200• MADISON. NI 5)719)• FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FONCl10NS. UNLESS OTMIRWISE INDICATED, TOP 0.0 SHALL HAVE PAOPEILY ATTACHED ---' STRUCTa. AL PANELS. BOITOHCHORD SMALL HAVE A PROPERLY ATTACHED RIGID CEILING t2') **IMPORTANT*' FURNISH A COPi OF THIS DESIGN TO THE INSTALLATION CONTRACTOR.. ALPINE ENGINEERED PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD T9L TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING. HANDLING. SHIPPING. INSTALLING AND ALPINE BRACING OF TRUSSES. THIS DESIGY CONFORMS WITR APPLICABLE PROVISIONS Of NDS (NATIOBAL DESIGN SPECIFIC ATIOB PUBLISHED BV TBE ANNE ICAII FOREST AND PAPER ASSOCIATION) AND TPI. AUINE / CONNECTORS ARE MADE OF IOSA ASTN A663 GRAD GALV. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TD f\ EACH FACE OF iNUSS. AND UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION CONNECTORS PER DRAWINGS 160 A-1. THE SIAL OR THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING e P,,;,,�y�,,;,m dp,,,,,,2 RESPOISIGII)TY SOLELY FOR TWE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS �W"`�'•-�YI� o, •��`g4'�B COMPOMIBI FOR ABY PARTICULAR a01LDINCI I$ THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI/TPI 1.1995 SECTION 2. JUTM MUM I CA - 1 - - - F Scale -.256/Ft. �p4p W H y ,len 15 '94 No. 58 s e.P 00 * C1V11- �pP 4� TC LL 33.5 PSF TC OL 15.0 PSF BC DL 7.0 PSF BC LL 0.0 PSF TOT. 55.5 PSF REF R427--62995 DATE 01/15/99 DRW CAUSR427 99015031 CA -ENG AEB/GWH SEON - 44085 -0. DUR.FAC. 1.15 FROM KD SPACING 24.0' cla� H V .3 A O a Y1, A W tz W4X6 (A2) s z UNG-CONROY CONST / KURUNG - T3 TSC) TOP CHORD 2X8 DF -L #1 BOT CHORD 2X4 DF -L #1 WEBS 2x4 DF -L Standard PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. W5X8 a W5X8 = THIS DRG PREPARED FROM COMPUTER INPUT (LOADS I DIMENSIONS) SUBMITTED BY TRUSS HFR. ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. CALCULATED HORIZONTAL DEFLECTION IS 0.15" DUE TO LIVE LOAD AND 0.10" DUE TO DEAD LOAD. IN LIEU OF RIGID SHEATHING USE PROPERLY ATTACHED PURLINS TO BRACE TC @ 24.00" OC 8 BC @ 72.00" OC. 10 PSF BC LIVE LOAD PER UBC. w z L-4 -0-0--2� 0-0 13-0-0 13-0-0 10-0-0 1 9-6-8 6-5-8 I fE 26-0-0 Over 2 Supports R-1873 W-5.5" R-1619 W-5.5" rz. ca Cl") -PLT TYP. Wave TPI -95 Design Criteria: TPI STD CZF�1 CT C7'A WARN NG" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPIRG, TBSTALLING AND "BNACIRG. REFER TO HTB -91 (HANDLING INSTALLING AHO BNAClN6), PUBLISHED BY TPI (TRUSS PLAT[ INSi ITUTE. ... 0;090FRIO DR., SUITE LOO. MADISON, Nl 53119), FOR SAFETY PRACTICES PRIOR TO THESE Ftl.CTI tt.. _�1��"D W 7� ` 5PI.,11 CANIEG OLS. UNLESS OTHERWISE INOICATEO, TOP CN00.D SHALL MAVE PROPERLY ATTACHED fTgUCTURAL PANELS, BOTTOM CHORD SMALL HAVE A PROPERLY ATTACHED BIG ID CEILING. CC,�77pp�, � �..� --IMPORTANT-- FUR FURBISH A COPY OF TRIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SMALL ROT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO Jan 1 5 .9 Y ALPINE BB ILD THE TRUSSES IN CONFORMANCE WITH TPli DR FABRICATING, HANDLING. SHIPPING. INSTALLT NOAND BRAC INS OF TRUSSCI. TN IS DESLGN CONFORMS WITH APPLICABLE PROVISIONS OF RDS (NATIONAL DESIGN No. B OS Wy. 0. D2 SIECIFICA7100 FOBIISMID BY TME AN fR ICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE ti �1,, y�,,;�� �� E gjXH C a+ P[(IdlC� I= c. CA 95928 CONNECTORS ARE MARL OF LO GA ASTM A653 CR40 GALY. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TD EAC. FACE OF TRUSS, AND UNLESS 07HERWIS,IOCAiED ON THIS DESIGN. POSITION CONNECTORS PFR DRAWINGS 160 A -I. THE SEAL ON TNI$ GRAVING INDICATES ACCEPTANCE OF PRO/ESSIONAL ENGINEERING RESPORSIOILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ABS11TP1 1.1995 SECTION L. QF +B-0-0 dLITTE MUNI l-PLDING LEER, .TME—k- P�V A.A/-/1/-/-/-/(- TC LL 33.5 PSF TC DL 15.0 PSF BC OL 7.0 PSF BC LL 0.0 PSF TOT.LD. 55.5 PSF DUR.FAC. 1.15 SPACING 24.0" Scale —.1875"/Ft. REF R427--62998 DATE 01/15/99 D R W CAUSR427 99015032 CA -ENG AEB%GWH SEAN - 44090 FROM KO (KUNUNG-CONROY CONST / KURUNG - T3A TOP CHORD 2x8 OF -L #1 BOT CHORD 2x4 DF -L #1 WEBS 2x4 OF -L Standard PLATES DESIGNED FOR GREEN LUMBER PER NOS -97 TABLE 7.3.3. 10 PSF BC LIVE LOAD PER UBC. W2.5X4 6 5 r—� - — 3 W1.5X4 W W3X6 (A1) Ta L---4 - 0 - 0—� .• •.. r..unna—rrvnla [.uv rar zurr11 LUAU. IN LIEU OF RIGID SHEATHING USE PROPERLY ATTACHED PURLINS TO BRACE TC @ 24.00" OC & BC @ 72.00. OC. DEFLECTION MEETS L/240,00 LIVE AND L/180.00 TOTAL LOAD. + W5X8 m A W5X4(R) �D - 5 W4X4 iz, W6X6 e T 3-2-2 2W3X10 3 `' 4 8-0-0 W1.5X4 10 13-0-0 7-0-0 l 10-0-0 10-0-0 fs20-0-0 Over 2 Supports R=1577 N-5.5" R-1047 W-5.5" PLT TYP. Wave TPI -95 - - - F Scale -.25" Ft. TC LL . Desi n Criteria: TAI STD REF R427--62999 �� CT WARNING•• TRUSSES REQUIRE [ITRE NL CME IM FABRICATION, NANOLItlG. SHIPPING, IRSTAlLIR6 AND -BtACl46. REFER TO XIR91 (MANGLING INSTAL LING AND BRAC INS), PUBLISHED BY TP1 (TRUSS PLATE I T1TOTf, 5B] D'ONOFRIO 04., SUITE 200, MADISON, NI 5]119), FOR SAFETY PRACTICES PRIOR TO �/ t '7 .--. PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACMFD STRUCTURAL PANELS, BOTTOM DRW CAUSR427 99015033 Lci'*IMPORTANT-- CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. FURNISH A COPY Of THIS DESIGN TO THE Jan 15 ' TOT.LD. INSTALLATION CONTRACTOR. ALflat (R6TRFE4[D PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEWfATIOA FROM THIS DESIGN; AAT FAILURE (QL ALPINE TO BRAID TRE TRUSSES IN CONFORMANCE NITM TPI; OR fMRICATIMG, HANDLING, SHIPPING. INSTALL Itl6 AND BRACING OF TRUSSES. ANIS DESIGN CONFORMS No. 00 a KITH APPLICABLE PROVISIONS OF NOS (RATIOOAL DESIGNSPECIFICAT BYATASTNMA65] RGAIIEST PMADESOF p DD' ~' LOGHED GiAOERICAN INE �STE�[REECEPTIAS ASSOCIATION) AND T�PPIYACOtlMFCTOAS En&acral Products. S�fatQ CA 95SU EAC:(CTOASIAREON TO EACH EAU OF TRUSS, All UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAPINGS 150 A•(. TME SEAL ON iIt DRANIAG INACCEPTANCE OF PROFESSIONAL ENGINEERING RfSPORSIBIIITY SOl[lr FOR INC TRUSS CONPOHEET DESIGN SHOWN. THE SUITABILITY AND USE OF TO COMPOMERT FOR ANY PARTICULAR HOMING IS THE RESPONSIBILITY Of THE BUILDING OESIG4ER, PER ' MSI/TPI 1.1995 SECTION 2. # q� CN1L C �.r�1� ;x"1/1 ;- NVILDING % 7-C G �S� ,'R• AJ CA - 1 - - - F Scale -.25" Ft. TC LL 33.5 PSF REF R427--62999 TC OL 15.0 PSF DATE 01/15/99 BC DL 7.0 PSF DRW CAUSR427 99015033 BC LL 0.0 PSF CA -ENG AEB/GWH TOT.LD. 55.5 PSF SEQN - 44093 DUR.FAC. 1.15 FROM KD SPACING 24.0" rn C-- rn o-: Co rn 0 z (KURUNG-CONROY CONST / KURUNG T4 TSC) TOP CHORD 2x8 DF -L 41 BOT CHORD 2x4 DF -L #1 WEBS 2x4 OF -L Standard PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. 10 PSF BC LIVE LOAD PER UBC. W2.5X4 0 5 r W5X4(R) THIS ONG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. IN LIEU OF RIGID SHEATHING USE PROPERLY ATTACHED PURLINS TO BRACE TC @ 24.00' OC b BC @ 72.00. OC, DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. W5X8s 5 W4X4(R) 4/ W3X48 [/1 A W6X6 T 3 2-4-2 a W3X10 tv 3 11, A W1.5X4 N -0-0 wx 0X6(A1)W1.5X4 C -.T W4X6 w z . c.5 z w z ($--4-0 D ---j Ir2.0-Oj 13-0-0 9-0-0 I L 10-0-0 9-6-8 2-5-8 'R-1536 22-0-0 Over 2 Supports R-1536 H=5.5" R-1310 W-5.5" cel. C-3- C-3 --At'-3 PLT TYP. Wave TPI -95 ITE COUNTY , RUILDING DEPAR AMEN:k- APPROVED Scale—.25M/Ft. REF R427--63001 DATE 01/15/99 DRW CAUSR427 99015035 CA -ENG AEB/GWH SEON - 44099 FROM KD Desi n Criteria: TPI STD ••WARNING ~ CA/ -/I/ -/-/-F CT O7 CT TRUSSES REQUIRE EXTREME CARE IN FABRICATION, NAYOl6. SHIPP IN6, I.ITALL)RG AN I. BRACT N6. IEFER TO NIB•91 (HANDL IN6 IRSTALlIN6 AHD BRACING). PUBLISHED BY TPI (TRUSS PLATE IHSTI TOTE, X03 O'OMOFRIO (R., SUITE X00. MADISON, N1 S3719), FOR' SAFETY PRACTICES PRIOR TO W •7 TC LL 33.5 P S F ---. PENFORMING THESE FUNCTIONS. UNLESS OTNEANISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED S7lOCTOIAL �0 TC D L 1 5.0 PANELS, COTTON CHORD SMALL HAVE A PROPERLY ATTACHED RIGID CEILING. •"IMPORTANT-• FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED C7 ,Jan 15 19 PSF PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOq AHY DEVIATION FROM THIS DESIGN; ANY FAILURE TO B C D L 7.0 P S F ALPINE BUILD TRE TRUSSES IN COTHISMAEST YITN IP 1; OR iABR1uTIN6, NAROLI4G, SHIPPING, INSTALLING AND BRACING OF TRUSSES. THISDESTGY CONFORMS M0. 6 005 WITH APPLICABLE PRO/ISIONS OF NDS (NATIONAL DESIGN SPECIf ICAT[0A PUBLISHED BY TOE AMERICAN FOREST Ems. 0 BC LL 0.0 PSF .--� AND PAPER ASSOCIATION) AND TPI. ALPINE CORRECTORS ARE MADE OF XOGA ASTM ASS3 GR40 GALT. STEEL, EXCIPT Alpine Ensin KEd Prod lm. lm. SAcr menta;C,A 95828 AS NOTED. APPLY CONNECTORS TO EACH FAC[ OF TRUSS, AND UOLESS OTHERWISE LOCAYIO ON THIS DESIGN, POSITION COMN[C TORS PER - ORAYIH6S 160 A•3. TNI S[AL ON THIS (HAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPOH S INIIITY SOLELY FOR THE TRUSS COMPORENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BOILOING IS THE RESPONSIBILITY OF TOE BUILDING DESIGNER, PER ANSIJTPI 1.1995 SECTION E. q� (�, �„ '-(W* TOT. L D . 55.5 P SF OUR. FAC . 1.15 SPACING 24,0" Scale—.25M/Ft. REF R427--63001 DATE 01/15/99 DRW CAUSR427 99015035 CA -ENG AEB/GWH SEON - 44099 FROM KD o� c' ->r C30 Fs.: Co rn c- 0 z (KURUNG-CONROY CONST / KURUNG -14A TS �vr �nvmu Zxtl OF -L #1 BOT CHORD 2x4 OF -L #1 WEBS 2x4 DF -L Standard PLATES DESIGNED FOR GREEN LUMBER PER NOS -97 TABLE 7.3.3, 10 PSF BC.LIVE LOAD PER UBC. W2.5X4 e 5 r -- W5X8 WSX4 a THIS ONG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBNITTTO RY TRIICC YCD ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. IN LIEU OF RIGID SHEATHING USE PROPERLY ATTACHED PURLINS TO BRACE TC @ 24.00" OC & BC ® 72.00' OC. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 5 W4X4 (R) /p A LI A W2.5X4 0 W5X6 = 3 W3X10 s 3 1-6-2 la W1.5X4 W0-0 w W3X6(Al) W4X6 = W1.5X4 m w z c.5 z' w w L<--4 -0-0 JLTrTE g w L—4-0-0—� UWy d to 0-03-0-0 9-6-8 11-0-0 4-5-B tr.Lil $�E R IPS 24-0-0 Over 2 Supports R=1496 W-5.5" R-1572 W-5.5". 17 ki cl.. c --A PLT TYP, Wave TPI -95 1 Desi n Criteria: TPI STD CA/ -/l/-/- - F Scale —.25" Ft. -'HARMING-- TRUSSES REQUIRE EXTREME CARE IN FABRTCATION, NANDLI YG, SHIPPING. INSTALLING AND CT BRACING. REFER O' 0I0•91 (HANDLING..SUE INSTtoo. LLINGKAGIS AND BRACING), PUFORSMED BY TPA (TRUSS PLATE Lpyy L TC LL 33.5 PSF REF R427--63000 07 INSTITUTE. 593 D'ONOf0.I0 OR., SUIT( t00. MADISON. YI 53)19), FOR SAFELY PRACTICES PRIOR TO C+ '1 PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SNAIL RAVE PROPERLY ATTACHED TC DL 15.0 PSF DATE 01/15/99 STRUCTURAL PANELS, BOTTOM CHORD SMALL HAVE A PROPERLT ATTACHED R16ID CEI(EMG. Ci 'f- Lri IMPORTANT— FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED Jan 1 5 9 LQ`d PRODUCTS, INC. 3YAlL ADT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILUAE TO BC DL 7.0 PSF DRW CAUSP427 99015034 a ALPINE BU[lD THE TRUSSES IN CONfOaMAMG[ Y1TH TPI; oR FAeRlCATII6. HANDLING. StlJ►PUG, INSTALLING UO No. 05 BRACING OF TRUSSES. THIS DESIGN CONFORMS VITO APILICAULE PROVISIONS OF YON (NATIONAL DESIGN EYP 6 B C L L 0.0 PSF CA -ENG A E 8 / GWH SIE'I'ICAT10M POBIISXED By THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE .--� CONNECTORS ARE MADE Of FOGA ASTM A653 GA40 GALT. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO ♦ TOT. L0. EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CORRECTORS PER 55.5 PSF SEQN - 44096�p� ��11,,,, ,�,.,�.,�,L AMESPO IS 1ITT 360 A•I. TME SEAL ON THIS DRAWING INDICATES ACCEPTANCE 0► IROf[SS[ONIU. ENGIMIENINO C�VII.- DUR .FAC. 1.15 FROM KD "'Y� Fabu.ww Pmdoua, Inc, CONIONENTI FOR ANYL PARTICULAREBUILDIRG ISCOMPOTXETRESPONSIa II iTT OF THC OUT DESIGN 1"ov,. THE (DESIGNER. PER 7MI5 Sacammin,CA95929 ANSIJTPi 1.1995 SECTION E. �CAIl SPACING 24.0• UNG-CONROY CONST / KURUNG - T51) TSC DRAG) TOP CHORD 2x8 DF -L #1 BOT CHORD 2x4 OF -L #1 WEBS 2x4 OF -L Standard PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. TRUSS TRANSFERS 121.50 PLF ALONG TOP CHORD THROUGH TRUSS TO SUPPORT(S) WHERE INDICATED. DIAPHRAGM AND CONNECTIONS ARE TO BE DESIGNED BY ENGINEER OF RECORD. THIS DNG PREPARED FROM COMPUTER INPUT (LOADS 6 DIMENSIONS) SUBMITTED BY TRUSS MFR. ** THE MAXIMUM HORIZONTAL REACTION IS 2923.83# ** ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. IN LIEU OF RIGID SHEATHING USE PROPERLY ATTACHED PURLINS TO BRACE TC @ 24.00' OC 6 BC @ 72.00' OC. 10 PSF BC LIVE LOAD PER UBC. W5XB w 1-6-4 - 0 - O ---J 3X8 s iu 13-0-0 _I_ 7-0-0- I L 10-0-0 T' 10-0-0 '1 f6. 20-0-0 Over 2 Supports R-2577 W-5.5' R-1537 W-5.5' a l RH-+/-2924 m C" PLT TYP. Wave TPI -95 Design Criteria:*TPI S1 oI "WARNING`- TNOSSES NIGERESTREME CARE U FABRICATION, HANDLING. SNIPPING, INSTALLING AND BRACING. REFER TO HIR -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI. (TRUSS PLATE CT INSTITUTE, SB3 D'ONOFRIO OR.. SUITE 200, MADISON. WE 33119), FOR SAFETY PRACTICES PRIOR TO C P11FORMING THESE FUNCTIONS. UNLESS OTNERYISE INDICATED, TOP CHORD SHALL RATE PROPERLY ATTACHED "" ST, DCTURAL PANELS— 801TOM CHORD SMALL HAVE A PROPERLY ATTACNEO RIGID CEILING. --IMPORTANT-- FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED LA--; P0.000CT5. INC. SHALL NOT 8E RESPONSIBLE PON MY DEVIATION FROM THIS DESIGN; ART FAILURE TO BUILD INE TRUSSES 11 CONFORMANCE NIT@ TPI: OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND Q ALPINE @RACING OF TRUSSES. THIS DESIGN CWORKS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN S►ICIFICATION PURL [NtliO BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE •--� CORRECTORS ARE MADE 0► 20SA ASTM AGS3 6240 GALT. STEEL. EICIPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS. AND UNLESS OTHERWISE LOCATED OR THIS DESIGN. POSITION CONNECTORS PER . ORANIR6S 110 A•I- To, SEAI ON THIS CRAVING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING (��.� '[t�[I� Prodhm. lac. RE SP0151OIL ITV SOLELY 1-01 THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE Of THIS ^ CA 95M COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY Of THE BUILD106 DESIGNER, PER ANSI/TPI 1.1993 SECTION E. T 3-2-2 8-0-0 JUTrE GGu i- "4 1LUDING DEPART€AO " ViaROVEID CA - 1 - - F �O�p yy ti TC LL 33.5 PSF TC DL 15.0 PSF. Jan 15 '99 IND. c s 8C DL 7.0 PSF BC LL 0.0 PSF TOT.LD. 55.5 PSF cmv. DUR.FAC. 1.15 F SPACING 24.0" Scale —.25"Scale/Ft. REF R427--63002 DATE 01/15/99 D R W CAUSR421 99015036 CA -ENG AEB/GWH SEON - 44102 FROM KD (KYR-CONROY CONST / KURUNG - T6 TOP CHORD 2X8 DF -L $1 BOT CHORD 2X4 DF -L #1 WEBS 2x4 DF -L Standard N PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3, I10 PSF BC LIVE LOAD PER UBC. c•-� M C-7 T%] V A O a Is. THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED 8Y TRUSS MFR. ROOF OVERHANG. SUPPORTS 2,00 PSF SOFFIT LOAD. IN LIEU OF RIGID SHEATHING USE PROPERLY ATTACHED PURLINS TO BRACE TC 0 24.00" OC 8 BC 0 72.00' OC. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. W5XB (R) 0 5X4 M 4- -2 +8-0-0 B z W-4 - 0 - ca. 13-0-0 5-0-0 I e 18-0-0 Over 2 Supports R-857 W-5.5" R-555 W-5.5" Q. M PLT TYP. Wave TPI -95 R Design Criteria: TPI STD C7.v C7� 00 N z ti r � Aga"7: F`t�I�• APP"'J"VED F` A I_ 11 1 I ALPINE pp��,������pp,�,,���� A yew -...u.w,�s, �'' ��" eAa YARNING TRUSSES NEOVIRE EITNINE CARE 10 FABRICATION, NAMING, SHIPPING. INSTALLING AND BRACIN6. RErER To 0I8-91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY 7P1 I79OSS PLATE INST►TNTE, SBS D'ORO741" ON., SUITE I00. MADISON, WI $3719), FOR SAFETY PRACTICES PRIOR TO P(RFOIMINR TRESE FURC710NS. UNLESS OTHERNISI INDICATED. TOP CHORD SHALL HAVE PROP(RLT ATTACHED STRUCTURAL PARELS, BOTTOM CHORD SMALL HAVE A PROPERLY ATTACNID R161D CEILING. '•IMPORTANT-• FURAISA A COPY Or THIS DIS16N TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS. INC. SHALL ROT NI RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ART FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; at rABAICATING, NANDLIN6, SNFPPIN6, INSTALLING AND BRACING OF TRUSSES. INIS DESIGN CORlORNS WITH APPLICABLE PROVISIONS Or NDS (NATIONAL DESIGN SPECIFICATION PUBLISNID BY THE AMERICAN FOREST AAD PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE NADI OF RORA ASM A633 ORAD GALT. STEEL. [[C(PT AS NOTED, APPLT CONNECTORS TO EACHFACE OF TRUSS. AND UNLESS OTHERWISE LOCATED 01 THIS DESIGN. POSITION CONNECTORS PER GNTSH AC. THE SO PROFESSIONAL ITABILITY ND ENGINEERING DRIRIRGf 160 A•I. THE SEAL ON THIS DRAWING T INDDESIGNTHIS. COMPONENT IFOR PIT LPARTICULAR BUILDING IISTHE T4035 OTHE TRESPONSIBILITY OF THE BOELDING DESIGNER, PER ANSI/TPI 1.19PS SECTION 2. 10 W. � 0 7 p A7 Jun 28 1 9 9 QW C ) E:Np * �y CIVIL ^1fA 4F TC LL 16.0 PSF TC D L 10.0 PSF p p(, DL 7, 0 PSF BC LL 0.0 PSF TOT. LD. 33.0 PSF - �'� V L . REF Y 8427--97069 DATE 06/28/99-- DRW CAUSR127 99179019 CA -ENG JD/GWH SEON - 16038 OUR. FAC. 1.25 FROM KD SPACING 24.0" KUR-CONROY CONST / KURUNG - T7 TOP CHORD 2x6 DF -L #1 BOT CHORD 2x4 DF -L $1 WEBS 20 DF -L Standard PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. I10 PSF BC LIVE LOAD PER UBC. r OVERHANG DESIGNED FOR 1.00K TC LL SHOWN BELOW. C`7 C-), THIS DWG PRFPARFD FROM CAIMITPO TUDUT n n•nc A .,..�..�, ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. IN LIEU OF RIGID SHEATHING USE PROPERLY ATTACHED PURLINS TO BRACE TC @ 24.00' OC 8 BC @ 72.00' OC. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. W5X8(R) M A W a W W C7 ' W w L---4 -0 - 0---� z -0-0 '1.5X4 O 4- 0-2 n n JUTE I y I Q L d I .E 6 16-0-0 Over 2 Supports �ILDING DEPART R-1367 W-5.5• R=813 W-5.5• C-)- Ea L17 PLT TYP. Wave TPI -95 R Design Criterla: TPI STD CA - 1 - - - F Scale — 375' F I •'V 1 CTJ O) C2 CO N z ti ALPINE AfP1DD I'?DgODKl�d P[Od11Cm'IDC' sBeBlDanw'cr►ssaxe ARN NG TRUSSES REQUIRE EITIENE CARE 11 FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO NIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE 11STITUT[, SBS D'OIOFRIO DR., SUITE 200, MAOfSON, Y1 55719), FOR SAFETY PRACTICES PRIOR TOO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL NAVE PROPERLY ATTACHED STRUCTURAL PARELS, 807708 CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING.06/28/99 ••IRPORTANT•• FORMS# A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS. INC. SHALL NOT Of RESPONSIBLE FOB All DEVIATION (NOR THIS DESIGN. ANT FAILURE TO 10ILD Tit TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING. HANDLING. SHIPPER, INSTALLING AN BRACING 0/ TRUS"". TRIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF IMS (NATIONAL DESIGN SPECIIICATIOY PUBLISHED BY INC AMERICAN FOREST AID PAPER ASSOCIATION) AND TPI. AL►TII CONNECTORS ARE MADE Of 20GA ASTM A653 6140 GALY. STEEL. EXCEPT AS NOTED. APPLY CON BECT ORf TO FAC H FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED 01 THIS DESIGN, POSITION CONNECTORS CT ORAYIRif 160 A•I. THFOR E SIAL OR THISSSC DRAWING DEDICATES ACCEPTANCE OF SUITABILITY YOno USGINEfTHIS CDMPONENTIFONYANYLPARTICULAREBUILDIRRO150THETDESISM SHOWN. TIE RESPONSIBILITY OF TIE BUILDING DESIGNER, PER THIS ANSI/TPI 1.19!5 S(CTION 2. Lpyy H JUIN 28 1 9 9 b No. C 58005 it A1�. C111I1. 4 �CIW TC LL 33.5 PSF TC O L 15.0 PSF BC OL 7.0 PSF BC LL O.O PSF TOT.LD. 55.5 PSF t . REF 8427--97072 DATE DRW CAUSR127 99179020 CA -ENG JD/GWH SEQN - 16040. OUR.FAC. 1.15 FROM KD SPACING 24.0° KUR-CONROY CONST / KURUNG - T8 TOP CHORD 2x8 DF -L ¢1 80T CHORD 2x4 DF -L #1 WEBS 2x4 OF -L Standard ZZ PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. 10 PSF BC LIVE LOAD PER UBC. - OVERHANG DESIGNED FOR 1.0OX TC LL SHOWN BELOW. M C— C=)- H U .ti Gl O a YM-. C1 W a W W c� W THIS DWG PREPARED FROM COMPUTER INPUT (LOADS a DIMENSIONS) SUBMITTED aY TRUSS MFR. ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. IN LIEU OF RIGID SHEATHING USE PROPERLY ATTACHED PURLINS TO BRACE TC @ 24.00' OC 6 BC @ 72.00" OC. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. W5X8 (R) M W L---4 - 0 - 0--.J z 1— 13-0-0) i_ D -D I. 14-0-0 Over 2 Supports r.� R-1265 W-5.5' R-693 W-5.5' .+4 Ln C''7 c;,; PLT TYP. Wave TPI -95 R Desi n Criteria: TPI S' I ••WARNING•I TRUSSES NEOUIRE EXTREME CARE IN FABRICATION, HARDllN6. SNIPPING. INSTALLING AND BRACING. AE/ER T' 910.92 (HANDLING IRSTALLIRG AND BRACING), PUBLISHED Of TPI (TRUSS PLATE CT INSTITUTE. SOS D'ONOFAID DR., SNITS 200, MADISON, NI CT 57119), roll SAFETY PRACTICES PRIOR TO PERFORMING THESE FNXCTIOMS. UNLESS OTHEAMISE INDICATED. TOP CHORD SMALL HAVE PROPERLY ATTACHED CT STRUCTURAL PANELS, BOTTOM CHORD SNAIL 84YE A PROPERLY ATTACHEDAI6I0 CEILING. ••IMPORTANT-- 1011129 A COPY Of THIS DESIGN TO THE INSTALLATION CONTRACTOR ALPINE ENGINEERED CK:;PHODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSSES 11 CONFOIIIANCE NITN TPI; OR FABRICATING, HANDLING. SHIP►(RG, INSTALLING AND `" A L P I N E BRACING Of TRUSSES, T1115 DESI64 CONFORMS WITH APPLICABLE PROVISIONS OF RDS (NATIONAL DES 161 �-' PINE CONNECTORSIAREPUBLISHED Of TOGATASTM A65SHE A6140RGAIN.. STEEL. EXCEPTEST AND PAPER ) AS1ON) AND NOTED. TAP►LY CONNECTORS TO J- EACH FACE OF TRUSS, AND UNLESS 0111EINISE LOCATED ON TOTS DESIGN, POSITION CONNECTORS PER ti OIAWIRGS 160 A-E. THE SEAL ON THIS CRANING INDICATES ACCEPTANCE Of PROFESSIONAL CNGINEERING . w,F,,.r,, BESPONSIBILITT SOLELY FOR THE TRUSS CORPONENT DESIGN SIOWN. THE SUITABILITY AND USE OF THIS �H4E CA 905dE Be. NT FOR ANY PARTICULAR BUILDING I2 THE RESPONSIBILITY 0► THE BUILDING DESIGNER. PER ANSI/TPI 1.1995 SECTION 2. W1.5X4 AI �8 5-)-2 9-0-0 CA 1 - - F �7Jun W- TC LL 16.0 PSF_ TC OL 10.0 PSF 8 19 9 BC DL 7.0 PSF os BC LL 0.0 PSF * TOT.LD. 33.0 PSF CAAL. P DUR.FAC. 1.25 SPACING 24.00 Scale —,375"/Ft. REF R427--97074 DATE 06/28/99 DR W CAOSR427 99179021 CA -ENG JD/GWH SEON -'16047 FROM KD C.5 E— v ca 0 Fx cam. ca w [Y w w z z w w z L'---4 - 0 - O --J I fE 12-0-0 Over 2 Supports R-1162 W-5.5" R-665 W-5.5• a M PLT TYP. Wave TPI -95 Desi n CriterSa: TPI STD WARNING" TRUSSES REWIRE ESTRIME CARE IN FABRICATION. HANOLIR6. SNI➢PIKS. INSTALLING AAD CT - BIIACITG. AEF[A TO MIB 91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE LT 1NST [TtlTE. $03 D'ONOFRIO DR., SUITE E00. MADISON, NI 65719), FOR SAFETY PRACTICES PRIOR TO ---. PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SMALL HAVE PROPERLT ATTACHED STRUCTURAL PANELS, BOTTOM CHORD $BALL HAVE A PROPERLY ATTACHED RIGID CEILING. Lr; "IMPORTANT— f"WISH A COPT OF THIS DESIGN TO THE INS7ALLA7ION CONTRACTOR. ALPINE ENGINEERED ---. PRODUC7S. INC. SMALL NOT DE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO 9tl 110 THE TRUSSES Il CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SNIPPING. INSTALLING AND ALPINE BAKING Of TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION FWaIiSMEO BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPItlE ..' CONNECTORS ARE MADE OF ZDGA ASTM A665 GR40 GALT. STEEL, EICEPT AS NOTED. APPLY COeNECTORS TO EACHFACE Of TRUSS, AND UNLESS OTIERWISE LOCATED ON THIS DESIGN. POSITION COMMEC70RS PER DRAWIWAS 160 A•1. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE Of PROFESSIONAL ENGINEERING AJp- P fir_ RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS 9aaoalealO.CA 95828 COMPONENT F04 ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1.1995 SECTION E. KURUNG-CONROY CONST / KURUNG - T9 MONO TOP CHORD 2xa DF -L $1 BOT CHORD 2x4 DF -L #1 WEBS 2x4 DF -L Standard PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3;3. 10 PSF BC LIVE LOAD PER UBC. THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. IN LIEU OF RIGID SHEATHING USE PROPERLY ATTACHED PURLINS TO BRACE TC 0 24.00" OC 8 BC 0 12.00. OC. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. W1.5X4 U Lp%,D W, yQ Jan 15 '9 CA/ -/I/ -/7/-/F Scale —.375"/Ft. TC LL 33.5 PSF REF R427--63006 TC DL 15.0 PSF DATE 01/15/99 BC DL 7.0 PSF DRW CAUSR427 99015040 BC LL 0.0 PSF CA -ENG AEB/GWH TOT.LD. 55.5 PSF SEON - 44155 DUR.FAC. 1.15 FROM KD SPACING 24.0" E-• v A O a A W ' W W z c� z w w z -CONROY CONST / KURUNG - T10 TOP CHORD 2x8 DF -L #1 BOT CHORD 2x4 DF, -L #1 WEBS 2x4 OF -L Standard PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. 10 PSF BC LIVE LOAD PER UBC. TNTC nuc OUCDARCn rRnm rnYD11TCD TMDIIT /1 DAAC • 11TUEtlETAUC• nle urrtr.. C,. 1-- nuvr vYcltnnnu aurrUKIJ C.UU rJP bUrhll LUAU. IN LIEU OF RIGID SHEATHING USE PROPERLY ATTACHED PURLINS TO BRACE TC @ 24.00' OC & BC @ 72.00' OC. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. --2-11-4— -I 1--4-0-0—� I fE 10-0-0 Over 2 Supports R-1028 W-5.5" R-771 W=5.5' rn C`7 `"' PLT TYP. Wave TPI -95 Design Criteria: TPI S' I —HARKING *• 1RUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING. INSTALLING AND O7 BRACING. REFER TO X111.91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE CT INSTITUTE. S81 D'ONOFRIO OR., SUITE 200. MADISON. WE 51119), FOR SAfETT PRACTICES PRIOR TO C PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPIHLi ATTACHED RIGID CF ILING. 1.[") ..IMPORTANT'.. FURNISH A COPT Of THIS DLS16N TO THE INSTALLATION CONTRACTOR. AI PINE ENGINEERED L--. PRODUCTS, INC. SHALL NOT BE RESPONSIBL[ FOR ANY DEVIATION FROM THIS DESIGN; MY FAILURE TO BUILD THE TROSSES IN CONFORMANCE WITH TPI; Olt FABRICATING. HANDLING. SNIPPING. INSTALLING AND a ALPINE BRACING OF TAUSS[S. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DES161 SPECIFICATION PVBLISNED By INE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE ti CONNECTORS ARE MADE OF 20GA ASTM A665 GR40 CALY. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE Of TRHSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A•1. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING Aja Fmg:� IOD. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS ,CA 95828 COMlONENT FOR Aly PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PFR MSE/TPI 1.1995 SECTION 2. 4-10-2' 8-0-0 UTT A 9NG _ Eg��ai�r�g��4 CA - 1 - - F wTC LL 33.5 PSF �C hF9� TC DL 15.0 PSF Jan 15 199 BC OL 7.0 PSF Vo. 5 BC LL 0.0 PSF TOT.LD. 55.5 PSF CML DUR.FAC. 1.15 SPACING 24.00 _scale =.375 -/Ft. REF R427--63007 DATE 01/15/99 DR W CAUSR427 99015041 CA -ENG AEB/GWH SEQN - 44160 FROM KD rn C--3 ca UNG-CONROY CONST / KURUNG - T11 TOP CHORD 2x8 DF -L #1 BOT CHORD 2x4 DF -L $1 - WEBS 2x4 DF -L Standard PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. 10 PSF BC LIVE LOAD PER UBC. OVERHANG DESIGNED FOR 1X LIVE LOAD SHOWN BELOW. E~ v A O a G�. A . W W W z z ' W W z Q L<-----4 - 0 - 0---J I —8-0-0 Over 2 Supports 90 R-832 W-5.5' R-939 W-5.5' cl. 0 PLT TYP. Wave TPI -95 Design Criteria: TPI S1 •*WARNING" TAOSSES REWIRE EITREHI CARE IN FABRICATION, HANDLING. SHIPPING. INSTALLING AND 07 BRAC ltl6. REFER TO RIO -92 (HAIDLIG INSTALLING AND BRACING), PUBLISHED BY TPI (TAUS! PLATE T CI%CIllUT-(. 693 D'ONOfRIO DR., SUITE 100. MADISON, WI 5)119), fOR SAFETY PRACTICES PRIOR TO CT PERFORNING THESE FUNCTIONS. YBLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED '^ STRUCTURAL PANELS, BOTTOM CHORD SMALL RAVI A PROPERLY ATTACHED RIGID CEILING. L6 --IMPORTANT-- FOINISN.A COPT OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC, SMALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD TME TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND C ALPINE BRACING 0► iIUS!(3. THIS 0(116, 1110AM5 WITH APPLICABLE PROVISIONS OF NOS (NATIONAL 013161 iPECIPICATIT ►UNI ISMEO BY THE ANIRICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALF IN COANICTORS AAE MADE 0► RUDA ASTM ANSI GR40 GALT. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE Of TRUSS. AND UNLESS OTHERWISE LOCATED 01 IBIS DESIGN. POSITION CONNECTORS PER I,, DRAWINGS 160 A•I. THE SEAL 0 1 THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING Rime En6nee d pll>dt1GE8, I= RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE Of,TBIS .Q1CIHinentO•A 95SU COMPONENT FOR AIV PARTICULAR BUILDING IS THE RESPONSIBILITY Of THE BUILDING DESIGNER. PER ANSI, TPI 1.19!3 S[CTIOI 2. TUTe nur_ DnCn&Drn rnnu rnUDj1 b IUD— n n•ne • nrueue.n•ir. C11CUITTrn ev Teurr ure ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. IN LIEU OF RIGID SHEATHING USE PROPERLY ATTACHED PURLINS TO BRACE TC @ 24.00. OC & BC ® 72.00' OC. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. ----4-11-4----� 4-0-2 - 0-0 JOE Mj .R ; ILDING ®EPA(-TI`0E0grAH rlu'VIE CA - 1 - - F Scale —.375"/Ft. `0`p Hfy TC LL 33,5 PSF REF R427--63008 TC DL 15.0 PSF DATE 01/15/99 Jen 15 '99 BC DL 7.0 PSF DRW CAUSR427 99015042 No C 8005 BC LL 0.0 PSF CA -ENG AEB/GWH * TOT.LD. 55.5 PSF I SEQN - 44164 - cimm �pP DUR.FAC. 1.15 FROM KO SPACING MON (KUR-CONROY CONST / KURUNG - T18 MONO TOP CHORD 2x8 DF -L #1 BOT CHORD 2x4 DF -L #1 WEBS 20 DF -L Standard THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 8 DIMENSIONS) SUBMITTED BY TRUSS MFR ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. IN LIEU OF RIGID SHEATHING USE PROPERLY ATTACHED PURLINS TO BRACE TC @ 24.00" OC 8 BC @ 72.00" OC. PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 701-:.3.3. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 110 PSF BC LIVE LOAD PER UBC. � OVERHANG DESIGNED FOR 1.00X TC LL SHOWN BELOW. C-). M O W1.SX4m CICIE— C=) O 06 CD- A W W W z CJ^ � z w .. rsa z LZ 4-0-0-3-J Q I-8-0-0 Over 2 Supports-----� R-643 W-5.5" R-441 W-5.5" an PLT TYP. Wave TPI -95 R Desi n Criteria: TPI ST ""NARNINO"" TROSSES REDDIRE ENTR(ME CARE 11 FABRICATION, NMOLING. SNIPPING, INSTALLING AND CT IIAC IRR, REFER TO ■(0.91 (HANDLING INSTALLING AMO BRACING). PUBLISHED BY TPI (TRUSS PLATE INSTITOTE. 503 O'OIOFAIO DR.. SUITE EDD. MADISON. NI $3719), FOR SAFETY PRACTT CIS PRIORTO CT PEAFONMING THESE FINCTIONS. UNLESS OTIERNISE INDICATED. TOP CHORD SMALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SMALL HAVE A PROPERLY ATTACHED RIGID CEILING. ^IMPORTANT— FURBISH A COPY OF THIS DISIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS. INC. SMALL NOT BE RESPONSIBLE FOR ANY DEVIATION PION THIS 013141: AMY FAILURE TO cli GUILD TME TRUSSES 11 CONFORMAACE 111711 TPI; OR FABRICATING, HANDLING, SNIPPING, INSTALLING AND AL P I N E E:ACllr OF TRUSSES. THIS DESIGN CONFORMS wITM APPLICABLE PROVISIONS OF IDS (NATIONAL DESIGN SECIFICAMI PUBLISMED BY THE AMERICAN FOREST AID PAPEA ASSOCIATION) AND TPI. ALPINE .A COIIECTORS ARE MADE OF 20GA ASTM AGSS GRAD GALV. STEEL. IMPT AS NOTED. APPLY CONNECTORS TO ti EACtl FACE OF TRUSS, AND ONLISS OTHERNISE LOCAFEO ON THIS OESJaN. POSITION CONNECTORS PER ONAVIAING ��,,, p,,,,,Eim RESPOISIBILITY SOLELY FOR160 A-1. YME ST E TRUSS M 01 THIS DESIGN T$MONOES �E►TITHE SUITABILITY CC OF OAND USE OFNAL THIS Y� �'�95� �'' COMPONENT ►O:,ANY PARTICULAR BUILDING IS THE RESP0ISIBIl1TY OF THE BUILDING DESIGNER. PER A1S1/TII 1.15 SECTIOB 1. 4-)-2 -0-0 JUTTE WUM-y >. ►S I G DEPARTMEW CA - 1 - F Scale -.375"/Ft. ¢pLD W if, TC LL 33.5 PSF REF R427L-97075, 06 TC OL 15.0 PSF DATE 06/28/99 No. 6 Jun 9 BC DL 7.0 PSF --6—RW CAUSR427 99179023 8 06 Eap, 02 BC LL 0.0 PSF CA -ENG JD/GWH t TOT.LD. 55.5 PSF SEON - 17578 1FROM KD SPACING 240„ (KURUNG-CONROY CONST / KURUNG - T19 COM TOP CHORD 2x8 DF -L $1 BOT CHORD 2x4 DF -L #1 WEBS 2x4 OF -L Standard PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. 10 PSF BC LIVE LOAD PER UBC. a THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 6 DIMENSIONS) SUBMITTED BY TRUSS MFR. ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. IN LIEU OF RIGID SHEATHING USE PROPERLY ATTACHED PURLINS TO BRACE TC @ 24.00' OC 6 BC @ 72.00' OC. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. W2. 5X4 o 4-0-0 10-0-0 Over 2 Supports R-1071 W-5.5' R-443 W-5.5' 4-5-2 -0-0 C -A PLT TYP. Wave TPI -95 Design Criteria: TPI STD ••WARNING•• TRUSSES REQUIRE EXTREME -CARE IN FABRICATION, MANCtInS. SNIPPING, IN57ALLiRG AND CA/ -/l/- - - F Scale —.375" Ft. 077 [T _ _- . BRACING. AEl83 TO MIB•II (.. SUITE IMSTAll116 AYD BRAC!M6), PtlBLISMED BY TP1 (TRUSS PLATE !NST ITOTI. SB3 D•OMOF0.IO OR.. SUIT[ E00, XAD150I, YI 5D719), f0I 'SAFETY PRACTICES PRIOR TO P(pFOIMING THESE FUNC7IOIS. UNLESS OTHERWISE IROICATED. TOP CHORD SMALL NAPE PROPERLY ATTACMED �w _(�0 TC LL TC 33.5 PSF REF R427--63012 LC-; STRUCTURAL PANELS. BOTTOM CHORD SMALL HAVE A PROPERLY ATTACHED RIGID CEILING. ••IMPORTANT•• ►URNISX A COPT OP THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE (Y6lNEElEO PRODUCTS, G7�* Jan 1 5 ' 99 DL 15.0 PSF DATE 01/15/99 —E—RW INC. SHALL NOT HE RESPONSIBLE FOA ART DEVIATION FROM THIS DESIGN: All FAILURE TO BYIID THE TRUSSES IN COMFORMAICE WITH TPI: OR FABRICATING, MANGLING, N 005 BC DL 7.0 PSF CAUSR427 99015046 ALPINE SNIPPING, INSTALLING AND -RACING Oi TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIVICA7I0: PUBLISHED BY TIE AMERICAN FOREST AID PAPER ASSOCIATION) AND TPI. s BC LL 0.0 PSF CA -ENG AEB/GWH ti AlPhmEABXMW PIeduas,Inc BBCZEMf, CA 95828 . ALPINE CONNECTORS ARE MADE OF E064 ASTM A6S3 6940 GALV. STEL. EICEPT AS NOTED. APPLY CORNECi00.S TO EAU! FACE OF TAISS. AUNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A -I. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL EM61H(EIiN6 pESPOMSIBIITTY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. TME SUITABIIITT AND USE or THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE 901to[NG DESI6X(0.. PER ABSI/TPI 1-1995 SECTION E. * CN11. -"C � � TOT. LO. 55.5 PSF SEON - 44181 DUR,FAC. 1.15 FROM KD SPACING 24.0' rn C"), rn Ys.. co rn cl 0 z A 0 a a, A W Ix W W z C7 z w -CONROY CONST / KURUNG - T20 TOP CHORD 2x8 OF -L #1 BOT CHORD 21c4 DF -L #1 WEBS 20 DF -L Standard PLATES DESIGNED FOR GREEN LUMBER PER.NDS-97 TABLE 7.3.3. 10 PSF BC LIVE LOAD PER UBC. THIS ONG PREPARED FROM COMPUTER INPUT (LDAOS A DIMENSIONS) SUBMITTED BY TRUSS WF9 ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT.LOAD. IN LIEU OF RIGID SHEATHING USE PROPERLY ATTACHED PURLINS TO BRACE TC @ 24.00' OC & BC @ 72.00' OC. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. W5X8 e 11.5X4 Ill 3 z L-- --4 - 0 - 0—. Q. 9-6-0 2-6-0 IfE 12-0-0 Over 2 Supports R-1166 W-5.5' R-570 W-5.5' �L- `"' PLT TYP. Wave TPI -95 Desinn Criteria: TPI S' C I ..HARMING-- TRUSSES REQUIRE EXTREME CARE IN FABRICATION, BANDLIXG. SHIPPING, INSTALLING AMC 01 BEACIRG. REFER TO MIB -91 (HANDLING IMSTALLIMG AND BRACING), PUBLISHED Or TPI (TRUSS PLATE 07 INSTITUTE, SO! O'OMOFRIO DR., SUITE 200, MADISON. 91 Sl119), FOR SA/[TT PRACTICES PRIOR TO .,--. PERFORMING THESE FUNCTIONS. UNLESS OTXERYISE INDICATED, TOP CHORD SMALL HAVE PROPERLY ATTACHED AVE A `STRUCTURAL PANELS. ID CEIL14G. IMP RTA NT-- FURNISH BOTTOM COPY Oof6THIS ALL HDESIGNTO THE PROPERLY INSTALLATfOMATTACHID GCO TRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL N07 BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO a ALPINE BUILD THE iTAUSSE IN COXrORXANCE NITM TPI; OR FABRICATING, HANDLING, SNIPPING, INSTALLING AND BIACl X6 OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF LOS (RATIONAL DESIGN SPECIfICATCONNECTORSION ARE PMADESOF0206ATASTM A6SlAGRVOFOREST GALY. STEEL. EXCEPTASSOCIATION) H07EO.AND Tpl. ALPINE APPLY CONNECTORS TO ti .EACH FACE OF TRUSS, AGO UNLESS OTHERNISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PEA e� DEAWIN6S 160 A -I. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING AgY�Enginee Cd PECdOCLS I= N[SPOASI BILI7Y SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE S017ABILITY AND USE OF THIS SNCXBforn CA 95628 C08POSEIT FOR ANY PARTICULAR BUILDING IS THE RESPOASIBILITY Of THE BUILDING DESIGNER, PEA AISIfiPI 1-)905 SCTIOR 2. 4 Sao JL� coulo IL *)EG Dep '"AIJViet) i scale—,3751,/Ft, REF R427--63011 DATE 01/15/99 O R W CAUSR427 99015045 CA -ENG AEB/GWH SEON - 44177 FROM KD �p,low.,y� p TC LL 33.5 PSF �+ Jan TC DL 15.0 PSF 15 BC DL 7.0 PSF No. 5 0s O5 BC LL 0.0 PSF * TOT. LO. 55.5 PSF CAn►. P 7CO)p DUR.FAC. 1.15 SPACING 24.0' scale—,3751,/Ft, REF R427--63011 DATE 01/15/99 O R W CAUSR427 99015045 CA -ENG AEB/GWH SEON - 44177 FROM KD rn M CIO a Ca rn 0 E� U ,-A A O W tY A W a W W C� (KURUNG-CONROY CONST / KURUNG - T21 TOP CHORD 2x8 DF -L $1 BOT CHORD 2x4 OF -L $1 WEBS 2x4 DF -L Standard PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. 10 PSF BC LIVE LOAD PER UBC. t THIS DWG PREPARED FROM COMPUTER INPUT (LOADS A DIMENSIONS) SUBMITTED BY TRUSS HFR ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. IN LIEU OF RIGID SHEATHING USE PROPERLY ATTACHED PURLINS TO BRACE TC'@ 24.00' OC 8 BC @ 72,00' OC. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. W5X8 Ea - It �'.. 1 D\ T 2-9-2 B-0-0 E u a.. 9-6-0I 4 6 0 _I ep, f` 14-0-0 Over 2 Supports R-1265 Na5.5' R_ 693 W=5,5" ® E R.. 7 `'' PLT TYP..Wave TPI -95 Desi n Criteria: TPI STD •YMNIRG•• CA - 1 - 037' CT TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING. SNIPPING, INSTALLING AND ARACIN4. REFER TO H1B•91 (HANDLING IMSTALLINa AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 5B] D'OMOFRIO DR.. SUITE 200, MADISON, WI SS719). FOR SAFETY PRACTICES PRIOR TO IERFORNI NG THESE FUNCTIONS. t_ 0� w 7 TC LL - - F 33.5 PSF Scale — . 3 7 5 F t . REF R427--63010 �--. UNLESS OTHERWISE INDICATED. 70P CHORD SMALL HAVE PROPERLY ATTACHED STRNCTUA AL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACNED RIGID CEILING. '•IMPORTANT•• FURNISH A COPY Qj C_JW 199 TC OL 15.0 PSF DATE 01/15/99 L6 Of TMt3 DESIGN TO THE INSTALLATION CONTRACTOR, ALPINE ENGINEERED PRODUCTS, INC, SHALL NOT BE RESPONSIBLE FOR AMY DEVIATION FROM THIS DESIGN: ANT FAILURE TO BUILB TOE TRUSSES 11 CONFORMANCE YITM TPI; Jan 15 BC DL 7.0 PSF DRW CAUSR427 99015044 d OR FABRICATING, HANDLING. SHIPPING, IISTALLINO AND ALPINE BRAC 1.4 OF TRUSSES. TRIS DESIGN CONFORMS WITS APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AMD PAPER ASSOCIATION) AND TPI, ALPINE CTOHS No. 5 05 B C L L 0.0 PSF CA -ENG AEB /G WH .-� AlpmeEDgmopedproducts,i�, EACCONHE F TRUSS. MARL Of LONA ASTM ANS] SATO CAL', STEEL, EXCEPT AS NOTED. APPIT CONIECTOR3 TO DRAYIHOSE360 AI .AND 00 TNEUNLESS SEAL 00 THISISE CRAVING INDICATESSADESIGN.tPOOITION CONNECTORESSIONAL ENGER[ER IMfi Ncon ESPONSIHILOR SOIELT FORICU THE TRUSS COMPONENT DESIGN SHOWN , TIE SUITABILITY AND USE Of THIS SBcffmctq CA 95818 AYSI/T/ITIf199]NSECT[OMC2�AR BUILDING IS TAE RFSIONS[BILITY Of TRE BUILDING OESIGAEH, PER �q� AVO- CV CA TUT, LD , DUR.FAC. SPACING 55.5 PSF 1.15 24.0" SEON - 44174 FROM KD (KURUNG-CONROY CONST / KURUNG - EPGE] T220 TOP CHORD 2x8 DF -L #1 :T2, T4 2x6 DF -L #2: :T3 2x10 DF -L #2: BOT CHORD 2x4 OF -L #1 WEBS 2x4 DF -L Standard PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7,3.3. NOTE: THIS EXPOSED FACE OF THIS TRUSS IS DESIGNED TO SUPPORT 24' OUTLOOKERS AND STUCCO (10 PSF) ON ONE FACE. REFER DETAILS C0122 OR CD123 FOR GABLE REQUIREMENTS. (K) 2x8 DF -L #2 FULL BLOCK. ATTACH BLOCK TO THE TOP CHORD WITH 2X4 ALPINE PLATES @ 241oc. THROUGHOUT PLUS HEEL PLATES AS SHOWN. TRUSS TRANSFERS 107 PLF ALONG TOP,CHORD THROUGH TRUSS TO SUPPORT(S) WHERE INDICATED. DIAPHRAGM AND CONNECTIONS ARE TO BE DESIGNED BY ENGINEER OF RECORD. W2X4 IA 5 1— W2.5X4 U X8(Al) v W3X8 W2X4IU W3X8 = W4X6 THIS DNG PREPARED FROM COMPUTER INPUT (LOADS 6 DIMENSIONS) SUBMITTED BY TRUSS MFR ***LOADING ON THIS TRUSS CALCULATED BY TRUSS FABRICATOR*** ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. SEE ONG GA898117 FOR ADDITIONAL REQUIREMENTS. IN LIEU OF RIGID SHEATHING USE PROPERLY ATTACHED. PURL INS TO BRACE TC @ 24.00" OC 8 BC @ 48.00" OC, DEFLECTION MEETS L/240.00 LIVE AND L/180,00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. ** THE MAXIMUM HORIZONTAL REACTION 1S 2675# ** W4X4 E_ W6X6 GI as W3X6 s T �5 W2.5X4 0 W4X6 s 1 11-2 8-0-0 W4X6 a W3X8 s W3X8 = W2X4 m f-12-0-0 i L-4 -0-0--J 13-6-0 7-6-0 21-0-0 Over 2 Supports R-707 PLF W-5-5-8 R-1691 W-5.5' RH-+/-473 PLF OVER 5-5-8 SHEAR WALL a Note: -All Plates Are W1.5X4 Except As Shown. PLT TYP. Wave TPI -95 Desi n Criteria: TPI STD CTI '•WARN]gC" TRUSSES REQUIRE EXTREME CARE 16 FABRICATION, NANO, LIG, SNIPPING, INSTAll1Y6 AND BRACING. [T CT REFER i0 NIB•Pl (HANDLING INSTALLING AND SAACIAG), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, SBI 0.OMOFRIO DR., SUITE 200. MADISON, WI 53719). FOR SAFETY PRACTICES PRIOR TO PERFORMIAG iXEfE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP Ctl00.D SMALL HAVE PROPERLY ATTACHED ST0.UCTU4AI. PANELS, BOTTOM CHORD SHALL RATE A PROPERLY ATTACHED AMID CEILIRG. Lj "IMPORTANT— FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR, ALPINE ENSIREERED PRODUCTS, INC. SMALL NOT A L P I N E BE RESPONSIBLE FOR ANY DEYIATIOR FROM THIS DESIGN; ART FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: O4 FABRICATING, HANDLING, SHIPPING, INSTALLIRI AND 80.AC116 OF a ,IA2X12 OESIGR CORFORNS WITH APPLICABLE PROVISIONS OF YDS (RATIONAL DESIGN SP EC I,TCATi ON PUBLISMEO �a BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF IDSA ASTM A653 6440 GALV. MEL. Alpine Eu&eaW Proftc4. h& SDMM m1D, CA 95828 EXCEPT AS NOTED. APPLY COIMECTORS T EACH FACE OF TRUSS, AND UALISS OTHERWISE LOCATED OM THIS DESIGN, POSITION CONNECTORS PEA DRAYIIOf 160 A-2. THE SEAL OM THIS iS ORAII NB INDICATES ACCEPTANCE OF PROFESSIONAL ER6INEENIXG RESPOISIBIIITT SOL FOR THE TRUSS COMPORIAT DESIGN SHOWN. TBE SUITABILITY AMD USE OF THIS C.CNPOIIWT FOR ANY PARTICULAR BUILDING IS TIE RESPONSIBILITY Of THE BUILDING DESIGNER. PER AB SI"PI 1•,995 SECTION 2.. �pLp yy, �� TC LL 33.5 PSF TC DL 15.0 PSF 580005 Jen 15 5 BC DL 7.0 PSF 6-2002 BC LL 0.0 PSF TOT.LO. 55.5 PSF 01 CIVIL DUR.FAC. 1.15 SPACING 24.0" Scale —.250/Ft. REF R427--63013 DATE 01/15/99 DRW CAUSR427 99015051 CA -ENG AEB/GWH SEAN - 31632 FROM KD rn c--1 1-1 N Al co C31> L— —r 0 z KURUNG-CONROY CONST / KURUNG - T23 TOP CHORD 2x8 DF -L #1 BOT CHORD 2x4 DF -L #1 WEBS 2x4 DF -L Standard :Rt Slider 2x4 DF -L Standard: BLOCK LENGTH - 1.500' IPLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7,3.3. W5X8 a THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 8 DIMENSIONS) SUBMITTED BY TRUSS NFR ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD, IN LIEU OF RIGID SHEATHING USE PROPERLY ATTACHED PURLINS TO BRACE TC ® 24.00' OC & BC ® 72.00. OC. DEFLECTION,MEETS L/240,00 LIVE AND L/180.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. L-4 - 0 - 0---) � a3 43X10(E3) M T 141 0-0 � 193A4 a . I_.., 12-0-0 11-0-0 I-` 23-0-0 Over 2 Supports R-1738 W-5.5' R-1219 W=5.5" rti IYF. Wave TPI -95 Design Criteria: TPI(S- p'� --WARNING-- TRUSSES REOUI BE EITREME CME IN FABIICATIDN. HAIDLING. SHIPPING. INSTALLING AND 07 BRACING. REFER TO 816.91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE p> INSTiTOTE. 567 O'OROFRIO DR., SUITE 200. MADISON, WI 631)0), FOR SAFETY PRACTICES PRIOR TO .--. PFRfONM1NG THESf FUR CTI ONY. UNLESS OTHERWISE INDICATED. TOP CHORD SHAH RASE ►ROPENLY ATTACHED STRUCTURAL PANELS. BOTTOM CHORD SMALL NAVE A PROPERLY ATTACHED RIGID CE MRO. L -i **IMPORTANT-- FURNISH A COPY Of THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ERG [NEER[0 PRODUCTS, INC. SRAtt NOT BE RESPONSIBLE FDR ANY DEVIATION fNON TN15 DESIGN; ANY FA LURE TO Q A L P I N E BUILDRACT THE TRUSSES SE IN CONFORMANCE SITE TPS; OR FABRICATING. HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. TOTS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL OES16N SPECIFICATION PUBLISHED Of THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALOIS( �--a CONIECTONS ARE MAGE Of FOGA ASIR A653 GA40 GALY. STEEL, EIC(►T AS NOTED. APPLY CONNECTORS EACH FACT Of TRUSS. AND UKISS OTHERWISE LOCATED ON THIS DESIGN. POSITION CONNECTORS PER Al DRAWINGS 160 A'1-1. •2. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE Of P2011551ONAL (N6INEERING pi00 $pQ RESPONSIBILITY SMELT FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE Of THIS $==ftt COMPONENT FOR ANY PARTICOLAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1.1095 SECTION 2. OepPpau ViL�j) P CA - 1 - - - F �pLOW& TC LL 33.5 PSF TC OL 15.0 PSF Jen 15 '99` C 006 BC DL 7.0 PSF 2002 BC LL 0.0 PSF t TOT.LD. 55.5 PSF CAnL DUR.FAC. 1.15 -� SPACING 24.0° Scale—.25-/Ft. REF R427--63014 DATE 01/15/99 DRW C UUSR427 99015047 CA -ENG AEB/GWH SEAN - 44195 FROM KD (KURUNG-CONROY CONST -1 KURUNG T24) TOP CHORD 2x8 DF -L #1 BOT CHORD 2x4 OF -L #1 WEBS 2x4 OF-L•Standard PLATES DESIGNED FOR GREEN LUMBER PER NOS -97 TABLE 7.3.3. 10 PSF SC LIVE LOAD PER UBC. W1.5X4 5 tx Or A w a w W4X6(A2) 8 z c.5 z w w W5x8 8 W3X4 = THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 8 DIMENSIONS) SUBMITTED BY TRUSS MFR. ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. IN LIEU OF RIGID SHEATHING USE PROPERLY ATTACHED PURLINS TO BRACE TC @ 24.00' OC 8 BC @ 72.00" OC. DEFLECTION MEETS L/240.DO LIVE AND L/180.OD TOTAL LOAD. W1.5X4 0 74� 5 W4X6(A2) -a z LQ-4-0-0-� -4-0-0� C3 - L. 12-0-0 I 12-0-0 24-0-0 Over 2 Supports R-1736 W-5.5' R-1736 W-5.5' C-1 �r PLT TYP. Wave TPI -95 Desi n C 't i TPI ST z Q ti y- I)ep IPPR tT [T CT �--. LA7 r... ALPINE A)p �Pr&c b• ri er a, D WARNING`S TRUSY[S REQUIRE [NTQEMF CARE IN FABRICATION. KATION, HANDLING, SNIPPI H6, INSTALLING AID BRACING. Him TO NID-91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. SBS O'ONOFRIO DR.. SUITE 200• MADISON. WE 53719)• FOR SAFETY PRACTICES PQ TOR TO STRUCTURALPERFORMING THESE .UBOTTOM3. ORD SS LL HAVE A PROICATED, TDP CHORD SMALL HAVE PROPERLY ATTACHED STRUCTURAL PAN[l5, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. "IMPORTANT" MALNISM A COf1 Of THIS DESIGN TO TBE ItlSTALIAiIOH CONTRACTOR. ALPINE ENGINEERED BUILDCTS. INC. SBAIN NOT BE RESPONSIBLE FOR All DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILDTME TQUSSES . CONFORMANCE WITH TPI; OR FABNICATIMG. HANDLING, SHIPPING, INSTALLING AND BRACING OF TRHSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS Of NDS (RATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE Of YOGA ASTM AM GR40 QALY. STEEL. EICEPT AS NOTED. APPLY CONNECTORS TO EACH FACE Of 7ROSS, AND UNLESS OTHERWISE LOCATED 00 THIS DESIGN, POSITION CONNECTORS PE0. OQSP AYIRGS LBO A•L. IL THE S[Al ON THIS ORAYIB6 INDICATES ACCEPTANCE 01 PROFESSIONAL ENCI:IENING COMPONERTIFORYANYLPARTICCUULAREBUILDINGTRUSS D15 THETRESPONSIBILITY OF THE BUILDING013369 SHOWN. THE IDES GNERSTY AND EPER TtlIi ANSI�iPI 1.19RS SECTION 2. 1pyy 0 y ' w J e D 1 5 99 }�.j9j NO 56ODE1 E 2 * �. CIV _�0' 4f� pOk" U�' �n - 1 - - - F TC LL 33.5 PSF TC DL 15.0 PSF BC DL 1. D PSF BC LL 0.0 PSF TOT. LD. 55.5 PSF Scale -.1875u/Ft. REF R427--63015 7— DATE 01/15/99 DRW CAU$R427 99015048 CA -ENG AE B / G WH SEQN - 44198 DUR.FAC. 1.15 FROM KD SPACING 24.0' -CONROY CONST / KURUNG - T240 DR TOP CHORD 2x8 DF -L #1 80T CHORD 2X4 DF -L $1 F Lc31 WEBS 2x4 DF -L Standard ILATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. ' �IN LIEU OF RIGID SHEATHING USE PROPERLY ATTACHED PURLINS TO BRACE TC 0 24.00" OC 6 BC 0 72.00. OC. C.,: c C`2.0 PSF BC LIVE LOAD PER UBC. ` z IVERHANG DESIGNED FOR 1.00X TC LL SHOWN -BELOW. NOTE: INSTALL TRUSS ORIENTED AS SHOWN - BEARING AND LOADS CARRIED ARE AT SPECIFIC LOCATIONS. SYMMETRIC FABRICATION IS RECOMMENDED. W5X8 (R) E I W2.5X4 o En E' 5 v 0 0 a a V N5X6 (A2) E� W2.5X4 a W3X4 s w w z z w z 1-4-0-" THIS ONG PREPARED FROM COMPUTER INPUT (LOADS & OIMENSIONSI SUBMITTED RY TRIIcc Nco ** THE MAXIMUM HORIZONTAL REACTION IS 2732.68# ** ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. SEE DWG GA898117 FOR ADDITIONAL REQUIREMENTS, DEFLECTION' MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. TRUSS TRANSFERS 85.00 PLF ALONG TOP CHORD THROUGH TRUSS TO SUPPORT(S) WHERE INDICATED. DIAPHRAGM AND CONNECTIONS ARE TO BE DESIGNED BY ENGINEER OF RECORD. W4X6a 5 W2X4 m W3X8a W2.5X4 m W4X6(A2) Ls L -4-0-0—J L< 12-0-0 12-0-0 Q I 24-0-0 Over 2 Supports R-2172 W-5.5• R-499 PLF W-5-'5-8 Rh -2133/-2733 n. Note: All Plates Are W1.5X4 Except As Shown. N PLT TYP. Wave TPI -95 R Design Criteria: TPI ST ••l1A(INING•* TRUSSES REQUIRE EXTREME CARE IN FABR(CATIOB. MAIOLIMG. Stl[PP7,r IMETALLING AND 07 BRACING. REFER TO 410.91 (HANDL INS INSTALLING AND BRACING). PUBLISHED BY Try (TRUSS PLATE 1EjFORST MIk SBS O'ONOFt 10 OR.. SUITE 200. RADISON. NI 55719). FOR SAFETY PRACTICES PRIOR TO CT /EtFOlNI1G THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED CT STRUCTURAL PANELS, BOTTOM CHORD SNAIL HAVE A PROPERLY ATTACHED RIGID CEILING. 'IMPORTANT** FURNISH A COPY OF THIS DESIGN TD THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED cc;PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEYIATIOR FROM THIS DESIGN: ANY FAILURE TO BUILO THE TRUSSES IN CONFORMANCE WITH TPI: 02 FABRICATING. HANDLING, SNIPPING, INSTALLING AND ALPINE BRACING OF TRUSSES. TNIS DESIGN CONFORMS NITN APPLICABLE PROIISIONS OF MDS (N INSTATIOALL OESAND SPEC ICA TION PUBLISNLD BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE 111. 1ACES ARE MAO( OF LOCA ASTM ASS5 6140 GALT. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS 7 •--� EACH FACE OF TRUSS. AND tR LESS OTHERWISE LOCATED 01 THIS DESIGN, POSITION CONNECTOR$ PER OAAIINSS 160 A -I. THE SIAL ON THIS ORAWIRG INDICATES ACCEPTANCE Of PROFESSIONAL EIGIIEERING /1lpm0 Ep PP RESPONSIOI(ITY SOLELY FOR THE TRUSS COMPORIIT DESIGN SHOWN. TOE SUITABILITY AID USE OF THIS ' saw, CA 95828 tOMPOREIT FOR ANY -0ARTICOLAR BUILDING IS THE RESPONSIBILITY OF TIL BUILDING DESIGNER. PER USI ITry 1.1995 SECTION I. _ LAG Jun 28 Igo. c 6a �L-l ID -r -8-0-0 ATE Rh OLL Appriff UVEM a , cA/-/1/-/-/-/F TC LL 33.5 PSF TC DL 15.0 PSF BC DL 7.0 PSF BC LL -0.0 PSF TOT.LD. 55.5 PSF DUR.FAC. 1.15 SPACING 24.0" Scale -.1875--/Ft REF R427--97107 DATE 06/28/99 DR W CAUSR427 99179025 CA -ENG JO/GWH SEON - 17581 FROM KD Cr c --)l 1-1 LC' CV a-.: cn Cr C_ O z CONROY CONST / KURUNG - T25 TOP CHORD 2x8 DF -L #1 BOT CHORD 2x4 DF -L #1 WEBS 2x4 OF -L Standard PLATES DESIGNED FOR GREEN LUMBER PER. NDS -97 TABLE 7.3.3. 10 PSF BC LIVE LOAD PER UBC. �I H v A T.0 ra 2-9-2 w a w w P1JAC a c.� W1.5X4 td W1.5X4 N z w W5XB Ea THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 6 DIMENSIONS) SUBMITTED BY TRUSS MFR_ ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. IN LIEU OF RIGID SHEATHING USE PROPERLY ATTACHED PURLINS TO BRACE TC ® 24.00' OC 8 BC @ 72.00' OC. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. L--4 - 0 -0---J L-4 - 0 - O—� 7-0-0 7-0-0 I I 14-0-0 Over 2 Supports R-1181 W-5.5" R-1181 W=5.5' rs. c� PLT TYP. Wave TPI -95 Design Criteria: TPI STD CT "MARMIMG'" TRUSSES REQUIRE EXTREME CARE 11 FABRICATION. HANDLING. SHIPPING. INSIALLING AND •BRACING. REFER TO HID -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE ( O C:" INSTITUTE. 581 D'ONOFRIO DR.. SUIT( 100. MADISON. MI 67714). FOR SAFETY PRACTICES PRIOR TO C77 PERI OAMING THESE FUNCTIONS. UNLESS OTRERMISE INDICATED. TOP CHORD SHALL DAVE PROPERLY ATTACHED ^' STRUCTURAL PANELSTDM 0 T 2-I9-2 10 -0-0 BDT CHORD SHALL RATE A PROPERLY ATTACHED RIGID CEILING. Jan 1 S ' 9 L.[') ..IMPORTANT-- FONNI SH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRALTO➢. ALPINE ENGINEERED PRODUCTS. INC. SHALL BOT B[ RESPON SIDLE FOX ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO OX BUILD THE TRUSSES 11 CONFORMANCE MITI TPI: ON FABRICATING, HANDLING, SNIPPING, INSTALLING AND d LALP E BRACIRG OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN ] fICCIFICATION PUBLISHED 01 THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE Of FOGA ASTM A6S3 GRAD GALM. STEEL. EIC(PT AS NOTED. APPLY CONNECTORS TO EACB FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION CONNECTORS PER - '�pp AT., DRAWINGS 16D A -I.. TOE SEAL.OH THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING Y CNR- "'��� CA 95928 B•�' COMP01(NTRESPONSIBIFORYSOLELY FDA ANY PARTICULARETRUSS BUILDINGO ISOTHETDES16X SHOWN. THE RESPONSIBILITY Of THE BUILOIR61TY AND DES16NERSE PER THIS � (� AtlSI7TP1 1-1995 SECTION Z. L•ALI 1 tif a CA - 1 - - - F Scale -.25" Ft. TC LL 33.5 PSF REF R427--63017 TC DL 15.0 PSF DATE 01/15/99 8C DL 7.0 PSF DRW CAUSR427 99015049 BC LL 0.0 PSF CA -ENG AEB/GWH TOT.LD. 55.5 PSF SEQN - 44206 DUR.FAC. 1.15 FROM KD SPACING 24.0" (KURUNG-CONROY CONST / KURUNG - TOP CHORD 2x6 DF -L #2 BOT CHORD 2x4 DF -L #1 WEBS 2x4 DF -L Standard T25 DTC) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS A DIMENSIONS) SUBMITTED BY TRUSS MFR. c --A 'I (K) 2xB DF -L #2 FULL BLOCK. ATTACH BLOCK TO THE TOP CHORD WITH 2X4 ALPINE PLATES @ 24"oc. THROUGHOUT PLUS HEEL ! PLATES AS SHOWN. 0 (1)LOADIN PER TRUSS FABRICATOR ------(LUMBER OUR.FAC.=1.15 / PLATE DUR.FAC.-1.15) r- TC - From 216 PLF at. 0.00 to 258 PLF at 3.46 z TC - From 218 PLF at 3.46 to 242 PLF at 7.00 TC - From 242 PLF at 7.00 to 213 PLF at 11.19 TC - FrOM .253 PLF at 11.19 to 216 PLF at 14.00 BC - From 14 PLF at 0.00 to 14 PLF at 14.00 c/.I U A a 2-1-4 w A . W a W .W z z w w z 1_ 7-0-0 .-4-0- 14-0-0 Over 2 Suppor R-501 PLF W-3-5-8 PLATES DESIGNED FOR GREEN LUMBER PER NOS -97 TABLE 7.3.3. ***LOADING ON THIS TRUSS CALCULATED BY TRUSS FABRICATOR*** SEE DWG GAB98117 FOR ADDITIONAL REQUIREMENTS. IN LIEU OF RIGID SHEATHING USE PROPERLY ATTACHED.PURLINS TO BRACE TC @ 24.00. OC & BC @ 72.00" OC. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. (1) REV 1/19/99 AEB - LOAD NOTES WSX4 a 010 T 2-1-4 -0-0 R-496 PLF W-3-5-8 rs.. � Note: All Plates Are W1.5X4.Except As Shown. c�-; PLT TYP. Nave TPI -95 Design Criteria: TPI STD C7'A CT ' z 6 CAI -/1/-1-1-/F Srala - 179"/Ft ' A L P I N E AIP�• In$1 wja �OCb IDG Sac mct&.CA 9598 .-WARNISTITUTE. S93 D'OWDFRIO OR.. SUITE 200. MADISON. YI 53719). FOR SAFETY PRACTICES PRING-- TRUSSES REQUIRE EXTREME CASE IN FABRICATION. HANDLING. SHIPPING. INSTALLING AND BRACING. REFER TO MID -91 (HANDLING INSTALLING AND BRACING). PUBLISHED Bf TPI (TRUSS PLATE INOR TO PERFORMING IN SE FUNCTIONS. UNLESS OTHERWISE 1NOTCATID. TOP CHORD SMALL HAVE PROPERLY ATTACH STRUCTURAL PATS. BOTTOM CHORD SMALL NAVE A PROPERLY ATTACHED RIGID CEILING. •IMPORTANT— FURNISH A COPY Of THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS. INC. SHALL NOT BE RESPONSIBLE ►OR ANT DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IM CONFORMANCE Y.Ttl TPI: OR ►AN RICAT( IG. HANDLING. SHIPPING. INSTALLING AND BRAeIPECIN/ 01' 1112112. TN IS DESIGN C.IFORMS yITA 1111ICABLE PRO►ISIONS Of NOS (NATIONAL DESIGN CONNECTORS) ARE MADE Of ROSATASIRMASS3 GR401 All REST AND GALT. STEEL`IEXCEPTIASINOTED.D TPI. ALPINE APPLY CONNECTORS 0 EAU fAC[ 0► TRUSS. AND UNLESS OTRERVISE LOCATED OR THIS DESIGN. POSITIOR CONNECTORS PER ORAWIAGS 160 A-E. TME SEAL 0R TRIS DRAWING INDICATES ACCEPTANCE Of PROFESSIONAL ENGINEER) RESPONSIBILITY' SOLELY FOR TME TRUSS COMPONENT DESIGN SBDYN. THE SUITABILITY AND OSE 0,11113 IC�OMPRENT1FOR ANY SCCT[OICULAR BUILDING 15 THE RESPONSIBILITY OF THE BUILDING DESIGNER. PEA `, (/�� W y Jon 19 9 58006 # �.q� CHI% � 1 T C L L 33.5 PSF TC DL 15.0 PSF BC DL 7.0 PSF BC LL 0.0 PSF TOT . L D . 55.5 PSF REF R42 7 - - 6 3 0 1 8 DATE 01/15/99 DRW CAUSR427 99015059 CA -ENG AEB/GWH S E Q N - 44213 D UR .FAC . 1.15 FROM K D SPACING 24.00 (WKURb-LUNRUY CONST / KURUNG - T27 GIRO) TOP CHORD 2x6 DF -L #2 n BOT CHORD 2X8 DF -L #1 WEBS 2x4 DF -L Standard :W3 2x4 DF -L #1: J PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. ADDITIONAL LOADS ------ (LUMBER OUR.FAC.-1.15 / PLATE OUR.FAC.-1.15) BC - From 525 PLF at 0.00 to 525 PLF at 12.00 RECOMMENDED CONNECTION FOR TRUSS T34 FRAMING FROM THE BOTTOM CHORD AT 24" o.c.: SIMPSON THA29. SEE SIMPSON CATALOG C-98. —r- 0 -IB -2 0-8-2 W5X8 (R) 01 W4X4(R) 0N W4X4(R) U! 5 5 W3 W6X4 8 W7X8 Em W6X4 10 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS A DIMENSIONS) SUBMITTED BY TRUSS MFR. ***LOADING ON THIS TRUSS CALCULATED BY TRUSS FABRICATOR*** IN LIEU OF RIGID SHEATHING USE PROPERLY ATTACHED PURLINS TO BRACE TC @ 24.00' OC 8 BC @ 72.00" OC. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. T 0-8-2 .i A-8-0-0 W5X8(A1) E= W5X6(A1) L3 dU'TT � X�3 o V. - � (•����_ Lei I_ 6-0-0 I_ 6-0-0 �F 12-0-0 Over2 Supports R-3816 W-5.5" R-3816 W-5.5' TT PLT TYP. Wave TPI -95 Design Criteria: TPI STD CA - 1 - - - F Scale —.375"/Ft. I -WARNING** TRUSSES REQUIRE EXTREME CME IN FABRICATION. HANDLING. SNIPPING. INSTALLING AND 'T BIACIN6. REFER TO 110.91 (MANDLING INSTALLING AND BRACING)• PUBLISHED BY TPI (TRUSS PLATE �,Q{IIF TC LL 33.5 PSF REF R427--63019 77 INSTITUTE. 583 D'ON0►110 DR.. 03017E 100. MADISON, NI $3119). FOR SAFETY PRACTICES PRIOR 10 0 7 s PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SMALL HAVE PROPERLY ATTACHEDT C DL 15.0 PSF DATE 01/15/99 '--' STRUCTURAL PANELS, 007TOR CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. ,ja n 15 19 `IMPORTANT'- FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. AL►IRE ENGINEERED r BC DL 7.0 PSF DRW CAUSR427 99015060 PRODUCTS, INC. SMALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; MY FAILURE TO N0. C "•' BUILD THE TRUSSES IN COIFORMANCE WITH TPI; OR FABRICATING, HANDLING, SNIPPING, IISTALLIRG MO 00 Z ALPINE BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN EAP.c BC LL 0.0 PSF CA -ENG AEB/GWH SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ME MADE OF 106A ASTM AS 3 6810 GALY. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO IF TDT.LD. 55.5 PSF SEAN - 44276 EACH FACE OF TRUSS. AND UNLESS OTHERMISE LOCATED ON THIS OESI6N, POSIT 101 CONNECTORS PEI DRAWINGS IBD RESPONSIBILITYA-Z.SO THE SEAL 01 THIS COMPONENT DEDICATES ACCEPTANCE 0/ PROIESSIOAl. ENG INEERING IS �f` Iry DUR.FAC. 1.15 FROM KD Alp Sa� CA 9 ' '' COMPONENT FORANYLELY FOR TIE TRUSS PARTICOLM BUILDING SOTNETRISPDNSIBIL ITT OF 7tlE BUILOINS DESIGNER EOr PER THIS ^I�.O ANSI/TPI 1.1993 SECTION 2. SPACING 24.0" (KURUNG-CONROY CONST / KURUNG - T28 TOP CHORD 2x8 DF -L #1 BOT CHORD 2x4 DF -L #1 WEBS 2x4 OF -L Standard PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. W5X8 = IN LIEU OF RIGID SHEATHING USE PROPERLY ATTACHED PURLINS TO BRACE TC @ 24.00" OC & BC @ 72.00" OC. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 5� —15 V 'a . Ca O a64L. W1.5X4 19 --8-0-0 ca W4X4(A ) B W4X4( 2) • w Coulo • a w w c� w - �e 12-0-0 Over 2 Supports Prk) VE R% 1 R-1070 W-5.5" R=1070 W-5.5* Ln `'' PLT TYP. Wave TPI -954+. n Criteria: TPI STD1 CA/- 1 - - - F Scale —.375"/Ft. 1--MARWING-- TRUSSES REQUIRE EITREME CARE 11 FABRICATTOI. MANDLING. SHIPPING, INSTALLING AND 07 GRACING. REFER TO H18.91 (NANDLINR INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE t�wN TC LL 33.5 PSF REF R427--63020 INSTITUTE. 667 D'OIOFRIO OR.. SUIT( EDD. MAOISOM. MI $3119). FOR SAFETY PRACTICES PRIOR TO ..--. ►ERFORM110 THESE FUNCTIONS. URl[SS OTHERWISE INDICATED, TOP CHORD SHALL KAY( PROPERLY ATTACKED TC DL 15,0 PSF DATE 01/15/99 STRUCTURAL PANELS. BOTTOM CHORD SNAIL HATE A PROPERLY ATTACKED 9(610 CEILINS. VVV J D n 1 5 lr --IMPORTANT-- FURNISH A COPY Of THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ERGIREIBED `JBC DL 7.0 PSF DRW CAUSR421 99015050 19 PRODUCTS; INC. SMALL HOT BE RESPONSIBLE FOR ANY OEFIATIOM FROM THIS DESIGN: ANY FAILURE TO C OD 80110 THE TRUSSES 11 CONFORMANCE WITH TPI; 01 FABRICATING. HANDLING. SHIPPING. INSTALLING AND z ALP I NE BIACIMG OF TRUSSES. THIS 015161 CONFORMS WITH APPLICABLE PROWISIONS Of RDS (NATIONAL OESI6R exp 20 BC LL 0.0 PSF CA -ENG AEB/GWH S►ECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CORIECTORS ARE MAD[ 0► FOGA ASTM A653 6240 GAIT. STEEL. EICE►T AS NOTED. APPLY CONMECTOA3 TO TOT.LD. 55.5 PSF SEAN - 44217 EACR PACC-OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION CORRECTORS PEA • DESIGN SHOWN. THE SUITABILITY AN ftineD..,,1,,.�, 0.All 160 A•ELITY . THE FORSEAL ON THIS DRANING INDICATES ACCEPTANCE OF PROFESSIONAL ING]NEEA IMG , CA9-•pjl� 51 �' COM►ONENTIFDA ANTLPARTICULARfLYEBUILDINGTRUSS OIS THErRESPONSIBILITY Of HE BUILDING OES CHER, PER TRIS �.qNI� P DUH. FAC. 1 .15 FROM KD AISIFTPE 1.1995 SECTION L. 0 SPACING 24.0' rn C"7 rn N gm - Cl:) Ca rn C=; z cn � F V A A O 1y.. A W C� W W z (KURUNG-CONROY CONST / KURUNG - T29 TERN HIP) ITOP CHORD 2x8 DF -L #1 BOT.CHORD 2x6 DF -L #2 WEBS 2x6 DF -L #2 THIS TERMINAL GIRDER WITH 6-0-0 SETBACK IS DESIGNED TO SUPPORT TWO CONVENTIONALLY FRAMED HIP RAFTERS FRAMING TO THE TOP CHORD AND 6-0-0 CONVENTIONAL FRAMING TO THE BOTTOM CHORD. IN ADDITION THE OPPOSITE FACE SUPPORTS 2-0-0 OF LOAD SPLIT T.C./B.C. THE DESIGN OF ALL CONNECTIONS IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. CONCENTRATED LOAD FROM EACH HIP RAFTER IS 582$. a 1164 W5X8 = THIS ONG PREPARED FROM COMPUTER INPUT (LOADS l DIMENSIONS) SUBMITTED BY TRUSS MFR. PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. ***LOADING ON THIS TRUSS CALCULATED BY TRUSS FABRICATOR*** ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. IN LIEU OF RIGID SHEATHING USE PROPERLY ATTACHED PURLINS TO BRACE TC @ 24.00' OC 8 BC @ 72.00" OC. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. .�.8-0-0 w a L 6-0-0 I 6-0-0 I 12-0-0 Over 2 Supports R-1136 W-5.5' R-1736 W-5.5• ve P1. L27 Li 7 `'' PLT TYP. Wave TPI -95 Desi n Criteria• TPI STD CA - 1 - - - F Scale —.3r5^ Ft. WARNING— TRUSSES AEOUIRE ENT11 CARE 11 FABRICATION, HANDLING. SNIPPING, INSTALLING ARD [T •GRACING. 111IR TO IIB•91 IHAMOLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE �,pyy t- TC LL 33.5 PSF .REF R427--63021 CT INSTITUTE, SBS D•OIO'I10 DR.. Sol" 200• MADISON, NI S3719), FOR SAf(TT PRACTICES PRIOR TO sn0 7 �, PEAF00.MIN0 THESE FUNCTIONS. UNLESS OTHERWISE SE INDICATED. 70P CHORD SMALL WAVE PROPERLY ATTACMC0 � TC DL 15.0 PSF DATE 01/15/99 STRUCTURAL PANELS, BOTTOM CHORD SMALL HAVE A PROPEALT ATTACHED RIGID CEILING. co —IMPORT FUIIISH A COPT OF THIS DESIGN TO TME INSTALLATION CDATRACTDR. ALPINE 14GIMEERID an 15 9 BC DL 7.0 PSF DRW CAUSR427 99015061 LC -; .-� •PRODUCTS, INC. SMALL IOf BE RESPONSIBLE ALPINE FOR ART DEVIATION EDDA THIS DESIGN; ANY FAILURE 70 BOILO TME TRUSSES 11 CONFORMANCE WITH TPI; OR FABRICATING, HANDLING. SNIPPIOG. INSTALLING AND IRACINO or TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED �• C 06 8C LL 0.0 PSF -- CA -ENG AEB/GWH BF THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE ,U,, FlIgh�dpr,,1.c • �,5`gq• j �.�•� 8 �' COANECTON$ ARE MADE OF 206A ASTM A6S7 GR40 GUY. STEEL, EICEPT AS NOTED. APPLT CONNECTORS TO EACH FACE DF TRUSS. AND UNLESS OTHERWISE LOCATED 01 THIS DESIGN. POSITION CONNECTORS PER 160 A•2. TGE SEAL ON TRIf OAANENT DESIGN SH ACCEPTANCE Of OWN. THE TABIL17V AND ENGINEERING RESPONSIBILITY COMPONENT (FOR SOLELY fog USS IS THETRESPONSIBILITY Of THE BUILDING DESIGNS ENGINl. E THIS us1TTn I.199sstcnoE:. t q� CM QF TOT. LD. 55.5 PSF SEAN - 44220 OUR.FAC. 1.15 FROM KD SPACING 24.0" rn C`)- N C`7 a. co rn C=)fz UNG-CONROY CONST I KURUNG - T30 HIP MASTER 8' ITOP CHORD 2x8 OF -L #1 :T2 2x6 DF -L SS: BOT CHORD 2x6 DF -L SS WEBS 2x4 OF -L Standard PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. USE THIS DESIGN FOR COMMON HIP TRUSSES 0 24.0' OC. EXTEND SLOPING TC OF TRUSS AND JACKS TO HIP RAFTER. SUPPORT EXTENSIONS EVERY 2.00 FT TO FLAT TC. ATTACH 2X4 LATERAL BRACING TO FLAT TC @ 24.00° OC WITH 2-16d NAILS AND DIAGONALLY BRACE PER HIB -91 13.2.1(FIG.33), OR DWG. CD110. SUPPORT HIP RAFTER WITH CRIPPLES AT 02-09-15 OC. THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR_ ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. #1 HIP SUPPORTS 08-00-00 JACKS WITH NO WEBS. CORNER SETS ARE CONVENTIONALLY FRAMED. BUILDING DESIGNER IS RESPONSIBLE FOR CONVENTIONAL FRAMING. REACTIONS R b R3 ARE FOR #1 CALIFORNIA HIP AND #3 CALIFORNIA HIP RESPECTIVELY. W2.5X4 o HS514 ss W5X6 m W3X8Ee W5X6la W6X12 4�r c.� E-• v 5 0 0 rx w a W5X12 (A1) W1.5X4 KI W2.5X4 m W1.5X4 W W5X12 Ea W1.5X4 W I w W5X12 - HS514 Em W2.5X4'm W5X12(A1) = c.5 z. z L-4 -0-0-J L_ 8-0-0 I 12-0-0 I 8-0-0 I 28-0-0 Over 2 Supports I R-3477 W-5.5° R-3930 W-5.5' a R3=1563 R3-2035 ca PLT THP. High Stren th Wave TPI -95 Desi n Criteria TPI STD I C7) [77 C7� Q .—a h8-0-0 7 • a. 9 U -r JILT INC D EpA PPPwVS[) Ldl - - - - r scale-.la/5•• tt. —WARM NG-' TRUSSES lEOUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING. INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING)• PUBLISHED BY TPI (TRUSS PLATE TC LL 33.5 PSF REF R427--63024 INSTITUTE. 603 O'ORDFAIO OR., SUITE 200• MADISON. YI 53719), (09 SAFETY PRACTICES PRIOR TD 0 PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PRDPERLY ATTAtA(D C TC D L 1 5.0 PSF DATE 01/15/99 STRUCTURAL PAAELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. Jan 1 5 '9 Y *IMPORTANT'- FURNISH A COPT OF THIS DE$1GO TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED BC DL 7.0 PSF ORW CAUSR427 99015063 . PRODUCTS, ]NC. SNALL NOT BE RESPONSIBLE FOR ANY DETIATION FROM THIS DESIGN; ANT FAILURE TO ALPINE BUILD THE TINS IS IH CORFORMAACE WITH TPI: OR FABRICATING, HANDLING, SHIPPING. INSTALLING AND NO. 06 BRACING Of TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS Of NDS (NATIONAL OCSIGN a BC LL 0.0 PSF CA -ENG AE B / GWH SFECIFIcAT10R PUBLISHED BY THE AMERICAA FOREST AND PAPER ASSOCIATION) AND TP1. ALPIN2 CONNECTORS ARE NADI OF 20GA ASTM A653 GA00 GAIN, STEEL. EXCEPT AS 90710. APPLY CONNECTORS TO * TOT. LD. 55.5 PSF SEQN - 44231 EACH FACE OF TRUSS. AND UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION CONNECTORS PER Alpine �,,,,,,,��,,,1 DRAWIWOS 160 A - I. TME SEAL ON THIS DRAWING INDICATES ACCEPTANCE Of PROFESSIONAL INGINEERIAG A9SUB PmducM CI POtltUTIFOAYANTLFARELYTICUFORLAR THEBUILDITRUSSRGOISOTHETRESPONSIBILITY OF THE BUILDINGDESIGN $8009. THE ITY AND USEDESIGNER. PER or THIS �qf� r'�1' _.aP DUN. FAC. 1.15 FROM KD 3Baemeab,CA95E28 ANSI/TPI 1.1995 SECTION 2. �C�LLJ SPACING 24.00 rn C—) - C" c--1) c+-1) IML: Co rn r 0 z UNG-CONROY CONST / KURUNG - T31 HIPS 10 -SB TOP CHORD 2x8 OF -L #1 :T2 2x6 DF -L #2: BOT CHORD 2x4 DF -L #1 WEBS 2x4 DF -L Standard PLATES DESIGNED FOR GREEN LUMBER PER NOS -97 TABLE 7.3.3. USE THIS DESIGN FOR COMMON HIP TRUSSES @ 24.0' OC. EXTEND SLOPING TC OF TRUSS AND JACKS TO HIP RAFTER. SUPPORT EXTENSIONS EVERY 2.00 FT TO FLAT TC. ATTACH 2x4 LATERAL BRACING TO FLAT TC m 24.00' OC WITH 2-16d NAILS AND DIAGONALLY BRACE PER HIB -91 13.2.1(FIG.33). OR OWG. CD110. SUPPORT HIP RAFTER WITH CRIPPLES AT 02-09-15 OC. TWTt num DDVDADrn rDnU rn.m c. 1u 11T 1 11 . .... --..-- ..__ ` nuur UVtKnANB.>UrruxlS z.UO PSF SUFFIT LOAD. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. - BUILDING DESIGNER IS RESPONSIBLE FOR CONVENTIONAL FRAMING. R-219 R-219, W3X6 to W3X6 s - W3X81a W2.5X4 a 12-2-4 v 5 , A T2 5 0 a w cQ=I 8-0-0 a W4X6(A2) a W2.5X4 W1.5X4 W W2.5X4W2.5X4(R) w z M6 aa W4X6 (A2) Q5 z w z Ic - ,7)E m10-0-12 -7-1 �4-0-0-� 10-0-0 06-1� 7-5-6 ®Ep " 28-0-0 Over 4 Supports , 'N�'"a R -1344.W-5.5" R=1815 W-5.5' lqo PLT TVP. Wave TPI -95 Desi n Criteria: TPI STO CA - 1 - - F Scale -.1875'/Ft. --WARNIYG-- TRUSSES REQUIRE ERTREME CARE IN FABRICATION, NAMOL IR6. SH[PPIR6, INSTALLING ANO 07 BRACIR6. REFER TO 8[8.91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE `p H/ TC LL 33.5 PSF REF R427-63025 -63025 07 INSTITUTE, GBS D'ONOFl10 DR.. SUITE 200. MADISON, YI Illl). Fl IAFEIT PRACTICES PRIOR TO 0 7 PERFOIMIAG THESE FUNCTIONS. UNLESS OTHEBNISE IMDTCATEO. TOP C. SHALL NAVE IMOPERLY ATTACHED TC DL 15.0 PSF DATE 01/15/99 STRUCTURAL PANELS. BOTTOM CHORD SMALL HAVE A PROPERLY ATTACHED RIG TD CEILING. C7 Jan 15 - 9 LC_; **IMPORTANT-- FURMISM A, COPY OF THIS DES199 TO THE INSTALLATION CONTRACTOR. ALPINE EIGINEERED BC DL 1.0 PSF DRW CAUSR427 99015052 PROOOCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS OESISN; ANY FAILURE TO IN CONFORMANCE WITH TPI: NBUICLD TRFFigUSSES NO S OOB RIM . , . DALPINE A6 OUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF IDS (NATIONAL DESIGN Exp. 20 BC LL 0.0 PSF CA -ENG AEB/GWH SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE COONEACHECIO&FACESO/giRUSit AND UNLESSOF ZOSA TR A663 DINERVISIA0 GALV. STEEL, l0lATE0 ON IHISEACEPT OESi6MASNOTED. APPLY PO5IT10N tOYNECTOgSAPER0R5 TO TOT T. L D . 55.5 PSF S EQN - 44234 DRAWING ILI Y SO1. THE SEAL TR THIS DRAPING INDICATES ACCEPTANCE OF PROFESSIONAL USE OF C vll- P DUR. FAC. 1.15 FROM KD �PjDD .8 RESPONSIBILITY SOLELY FOR THE BUILDING COMPONENT DESIGN 580NY. THE SUITABILITY AND USE OF THIS .9 SBQ�fO, CA 9 BiB CON►ONENT FOR ANY PARTICULAR BU1lDIN6 If TH[ R(SPO NS[B II ITV OF THE BOILDtN6 OE SIGIEI. PE0. �� SPACING 24.0 ' ANSI/ilI 1.1995 SECTION T. RUNG-CONROY CONST / KURUNG - T32 TOP CHORD 2x8 OF -L i1 BOT CHORD 2x4 DF -L J1 WEBS 2x4 DF -L Standard PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. 10 PSF BC LIVE LOAD PER UBC. W2.5X4 i� 5r W4X6(A2) s Wl.5X4 01 W5X8 Ea Winn W5x8 Ea W1.5x4 Ul ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. IN LIEU OF RIGID SHEATHING USE PROPERLY ATTACHED PURLINS TO BRACE TC ® 24.00' OC & SC @ 12.00" OC. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 5 W4X6(A2) mi; W L --4-0-0---J Q l_ 14-0-0 I 14-0-0 I 28-0-0 Over 2 Supports R-1520 W-5.5' R-1992 W=5.5' a c PLT TYP, Wave TPI -95 Design Criteria: TPI S1 CT --WARMING— TRUSSES REQUIRE EXTREME CURE IN FABRICATION. HANDLING. SHIPPING. 1NSTALLIR6 AMD CT BRACING. REFER TO H18•R1 (HANDLING INSTALLING AND BRACING), PUBLISHED BY 7P1 (TRUSS PLATE CT IRLTITUT(, SB] D'ONOORI0 DR., SUITE 500. MADISON. YI 5311 P), 100. SAFETY PRACTICES PRIOR TO .--. PERFORMING THESE FUNCTIONS. UNLESS OTNERYII' IBDICAT[D. TOP CROAD SNAIL HAVE PROPERLY ATTACHED STRUCTURAL PANELS. BOTTOM CHORD SHALL .RAVE A PROPERLY ATTACHED RIGID CEILING. Lj --IMPORTANT-- FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED r•,� IRODtlCTS. INC. SHALL NOT BE RESPONSIBLE FOA ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO ¢ ALPINE BUILD TB[ TRUSSES IN CONFORMANCE WITH TPI; OA FABRICATING, HANDLING. SHIPPING, INSTALLING AND BAACIK6 01 TRUSSIS. TH[S DESIGN CC FOAMS YLTM APPLICABLE PROVISIONS OF ADS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMEAICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE .CONNECTORS ARE MADE OF 206A ASTM A653 6940 GALT. STEEL. EXCEPT AS NOTED. APPLY COINECTORS TO EACH FACE OF TRUSS. ANtlILES$ OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER O Alpine ONANII&S 160 A•I. THE SEAL ON THIS DAAYIMG INDICATES ACCEPTANCE Of PROFESSIONAL ENGINEERING •"Y� Inc RESPORSIHXLITV SOLELY FOA TIE TRUSS COMPONENT DESIGN SHORN. THE SUITABILITY AND USE OF THIS scrall-Ito, CA 95n8 tOMPORElf FOR ANY PARTICULAR BUILDING 15 THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER A MIT/1 1`I99S SECTION 2. `00 w;, Jen 15 ' V E 1 PRUVo SO CA/ -/11-/-/-/F Scale -.1875"/Ft TC LL 33.5 PSF REF R427--63026 TC DL 15.0 PSF DATE 01/15/99 BC OL 7.0 PSF DRW CAUSR427 99DIS053 BC LL 0.0 PSF CA -ENG AEB/GWH TOT.LD. 55.5 PSF SEQN - 44247 DUR.FAC. 1.15 FROM KD SPACING 24.0' G-CONROY CONST / KURUNG.- T33 SPEC ITOP CHORD 2x8 DF -L #1 BOT CHORD 2x6 DF -L #2 WEBS 2x4 DF -L Standard . PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. w (SHIM ALL SUPPORTS SOLID TO BEARING. C= 00 rn 0 z H v A 0 a cl. I . A w Ax w z W4X4 z THIS ONG PREPARED FROM COMPUTER INPUT (LOADS 6 DIMENSIONS) SUBMITTED BY TRUSS MFR. IN LIEU OF RIGID SHEATHING USE PROPERLY ATTACHED PURLINS TO BRACE BC ® 72.00" OC. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. W5x8 - _T33 +11-6-15 0-7-148-0•A C-3 —19-1-5 =�) ---8 - 8-15-�-� r_ �r� C -� 14-0-0 5-3-1 10-5-8 8-9-9 � , Opp 28-0-0 Over 3 Supports cs 7i R-1037 W-5.5" R-1646 W-5.125" R-425 N-5.5' E" ° 1 PRU RV. N c— PIT TYP_ Wave TP7-95 Deslan Criteria: TPI(S of C7� C7� O z ALPINE Q AY"mS6"""" BRACING. REFER TO HIS -21 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 507 0*010FR[0 DR., SUITE 200, MADISON. WI 57719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CNORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. ,•IMPORTAM1• FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCIN, INC. SHALL NOT Ot RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN. ANY FAILURE TO BU110 11E '1101111 11,01FOAIIARCE WITH TPI: OR FABRICATING, MANGLING. SHIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS Of NDS (NATIONAL DESIGN SPECIFICATION POBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ME. RACE OF ROLA ASTM A153 GR40 GALV. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS, AND UR LESS OTHERWISE LOCATED 00 THIS DESIGN, POSITION CONNECTORS PER . DRAWINGS 110 A-1. THE SEAL ON THIS DRAWING IODICATES ACCEPTANCE OF IROFESSIONAL toll INEERING RESPOYSTBILITT SOLELY FOA THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIN COMPONENT FOR ANY PARTICULAR OUILOI15 IS THE RESPONSIBILITY Of THE BUILDING DESIGNER, PER ANSI/TPI 1•]195 SECTION 2. CA - 1 - - F Scale -.25' Ft. W �Fq Jan 19 '99� c 005 * CIVIL cokp TC LL TC DL 8C DL BC LL TOT.LD. 33.5 PSF 15.0 PSF 7.0 PSF 0.0 PSF 55.5 PSF REF R427--65846 DATE 01/19/99 ORW CAOSR427 99019012 CA -ENG /GWH SEAN - 44266 DUR.FAC. 1..15 FROM KD SPACING 24.0' NG-CONROY CONST / KURUNG - T34 SPE TOP CHORD 2x8 DF -L #1 BOT CHORD 2x6 OF -L J2 WEBS 2x4 OF -L Standard . PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. rs. I10 PSF BC LIVE LOAD PER UBC. 0 m SHIM ALL SUPPORTS SOLID TO BEARING. 0 z W5X8 W2.5X4 W2.5X4 0 5 H v o —A 5 cx p- W2.5X4 2 Pa W4X6 (Al) a W1.5X4 <q W5X6 e w a w w z c5 z w W4X6(A1) 0 W6X6 sk, THIS DWG PREPARED FROM COMPUTER INPUT (LOADS A DIMENSIONS) SUBMITTED BY TRUSS MFR. ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. IN LIEU OF RIGID SHEATHING USE PROPERLY ATTACHED PURLINS TO BRACE BC @ 72.00. OC. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 5 z 19-1-5 JL<--8-8-15-8-15—� I_ 14=0-0 I_ 5-3-1 _I Q r` 10-5-8 �TQ B-9-9 I I 28-0-0 Over 3 Supports - R-1046 R-1535 W=5.125' R-966 W-5.5• N l- PLT TYP. Wave TPI -95 Design Criteria: TPI(STD) -a*! .-11-6-15 +8-0-0 0-7-14 -/11-/-/-/F Scale-.1875'/Ft. 'WARNING •• TRUSSES REQUIRE ISTREME CARE (N FABRICATION. MANDLIN6. SHIPPING, INSTALLING AND T• "'�( TC LL 33.5 PSF REF R427--65846 Q7 BMCING. .,111 TO M10.91 (tlAXDLItlG IMSTALLIRG AND BRACING). PUBLISHED BT TPI (TRUSS PLATE �� �/ CT INSTITUTE, SBS O'ON0►A 10 DR.. SU1 TE 100. MADISON, HI S31LO). FOR SAFETY PRACTICES PRIOR TO CT PERFORMING THESE FUNCTIONS. OBLESS OTHERWISE INDICATEO. TOP CHORD SHALL HAVE PROPERLY ATTACHED TC OL 15.0 PSF DATE 01/19/99 STRUCTURAL PANELS. BOTTOM CHORD SMALL HAVE A PROPERLY ATTACHED RIGID CEILING. V J an 19 .9 ••IMPORTANT•' FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED BC DL 7.0 PSF DRW CAUSR427 99019013 C=D PRODUCTS, INC. SMALL NOT BE RESPONSIBLE FOR ART DEVIATION FROM THIS DESIGN-. ANY FAILDAE TO 5 Dos N BUILD INE TINSSES 1N CONFORMANCE WITH TPI: OR FABRICATING. HANDLING, SHIPPING. INSTALuIG AND BC LL 0.0 PSF CA -ENG /GWH ALPINE BRACING OF TRUSSES. TNIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS Of RDS (NATIONAL DESIGN 2 .�- SPECIFICATION PUBLISHED BY TWE AMERICAN FOPIST AID PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS AlI MADE OF 20" ASTM A6S3 SM40 GALY. STEEL. EXCEPT AS NOTED, APPLY COINECTOSS T * TOT. LD. 55.5 PSF SEAN - 44309 EACH FACE OF TRUSS. AND UNLESS OTHERWISE LOCATED ON THIS Kim. POSITION CONNECTORS PE 4 p,,,,S,,�,F DRAWINGS 160 A•1. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENG INL[lIN6 A1'. Cry14 DUR.FAC. 1.15 FROM KD AlPiue acrk—iNtl P[9U78S. RCONPOYI NTII., ANYLIYY LELY FOR PARTICULARETRUSS @OI IDING.ISOTHETDESIGN RISPONSIBILITY OF TME BUILDINGITY AND USE 0,DESIGNER. PIK THIS u 9Haammw, CA 95818 ANSIITPI 1-199S SECTION Z. QF�L1 SPACING 24.0 (KURUNG-CONROY CONST / KURUNG - T35 SPE TOP CHORD 2x8 OF -L #1 BOT CHORD 2x6 DF -L #2 WEBS 2x4 OF -L Standard N - PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. �I10 PSF BC LIVE LOAD PER UBC. C=> SHIM ALL SUPPORTS SOLID TO BEARING. -d. 0 W2.5X4 0 W6X4 o W2.5X4 5 W1.5X411 w5x8 W4X6(A1) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 8 DIMENSIONS) SUBMITTED BY TRUSS MFR. ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. IN LIEU OF RIGID SHEATHING USE PROPERLY ATTACHED PURLINS TO BRACE BC10 72.00" OC. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. W5X8- LI-4-0-0-�1� 19-1-5 _1�8-8-15� 14-0-0 5-3-1 10-5-8 8-9-9 28-0-0 Over 3 Supports R-1489 W-5.50 R-1616 W-5.125' R-442 W=5.5" N C— PLT TYP. Wave TPI -95 Design Criteria: TPI S1 1 •"YARNING" TRUSSES REQUIRE EXTREME CME IN FABRICATION, HANDLING. SNIPPING. INSTALLING AND BRACING. REfER TO HIS -91 (MANGLING INSTALLING AND BRACING)., PUBLISHED BY TPI (TRUSS PLATE p� INSTITUTE. 613 O'DROFAID DR.. SUITE 200, MADISON. NI S3719). FOR SAFETY PRACTICES PRIOR TO C FERFORMING THESE FUNCTIONS. UNLESS OTNERNISE INDICATED. YOP CHORD SHALL HAVE PROPERLY ATTACHED �,_... STR9CTURAL FARE L3. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. --IMPORTANT-- FURNISH A COPY Of TRIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED p PRODUCTS. INC, SMALL NOT BE RESPONSIBLE FOR MY DEVIATION FROM THIS DESIGN; ANY FAILURE TO N BUILD THE TRUSSES 1N CONFORMANCE WITH TP 11 OR FMRICATIA6. HANDLING. SHIPPING. INSTALLING AND A L P I N E 9A ACING Of TRUSSES. THIS DESIGN CONFORMS KITH APPLICABLE PNOVISIONS OF NDS (NATIONµ DE3164 ';Z SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE d CONRECTORS ME MME OF 20GA ASTM A663 SR40 GALLA. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS. AND UNLESS OTHERNISE LOCATED ON THIS DESIGN. POSITION CONNECTORS PER p.,,,t,,,,�DRANINGS 160 A•E. THE SEAL ON THIS OWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING �'-^"^'". I'" COM►ONENTRESPONSIBIFDAYANYLELY FOR ► ARTICULARETRUSS BUILDINGO I5 THETRESFOIGISIBILITY OF THE BUILDING DESIGNER. SHONI. THE SUITABILITY AND PER THIS Sscr&=SD• CA 95OU ANSI I'?1 1 .1995 SECTION Z. +11-6-15 0-7-14 +8-0-0 NT Scale -.1875"/Ft REF R427--65846 DATE 01/19/99 O RW CAUSR427 99019014 CA -ENG /GWH SEAN - 44312 FROM KO CAI -/11-/-/-/F TC LL 33.5 PSF TC DL 15.0 PSF BC DL 7.0 PSF P19'909 BC LL 0.0 PSF TOT.LO. 55.5 PSF DUR.FAC. 1.15 SPACING 24.00 NT Scale -.1875"/Ft REF R427--65846 DATE 01/19/99 O RW CAUSR427 99019014 CA -ENG /GWH SEAN - 44312 FROM KO rn M co CV -.1 ICL: Co 0 (KURUNG-CORROY CONST / KURUNG - T36D DRAG) TOP CHORD 2x8 DF -L #1 SOT CHORD 2x4 DF -L #18Bet. :02 2x4 DF -L #1: WEBS 2x4 DF -L Standard PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. ** THE MAXIMUM HORIZONTAL REACTION IS 5239# ** TRUSS TRANSFERS 163 PLF ALONG TOP CHORD THROUGH TRUSS TO SUPPORT(S) WHERE INDICATED. DIAPHRAGM AND CONNECTIONS ARE TO BE DESIGNED BY ENGINEER OF RECORD. W4X6 = THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 6 DIMENSIONS) SUBMITTED BY TRUSS MFR. ***LOADING ON THIS TRUSS CALCULATED BY TRUSS FABRICATOR*** ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. SEE DWG SAB98117 FOR ADDITIONAL REQUIREMENTS- IN LIEU OF RIGID SHEATHING USE PROPERLY ATTACHED PURLINS TO BRACE TC @ 24.00" OC 8 BC @ 48.00' OC. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. nTI1V �n L� a W4X6 (A2) Es LQ -4-0-0---J L< 14-0-0 I 14-0-0 I 28-0-0 Over 2 Supports R-2104 W-5.5' R-183 PLF N-18 0-0 =E! P1. RH—/-291 PLF OVER 18-0-0 SHEAR WALL 00 T36� X8-0-0 TTE NI 'NAIL ING TEPA jTWj&,,, . 7' Note: All Plates Are.141.5X4 Except As Shown. `-' PLT TYP. Wave TPI -95 Design Criteria: TPI STD CAL -"1-/-/-/F Scale –.1875'/Ft. I —WARN ING'• TRISSES REQUIRE EXTREME CASE IN FABRICATION, HANDLING. SHIPPING, INSTALLING AND IRACING. REFER TO HIO -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE TC LL 33.5 PSF REF R427--63028 INSTITUTE. 683 D'OHOFRIO DR.. SUITE ROD. MADISON. N1 S7119). FOR SAFETY PRACTICES PRIORTO vim" �jF CT PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED y TC DL 15.0 PSF DATE 01/15/99 `" S7RUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. Jan IS 99 Lri Pitl( Etl6IIEE6ED BC DL 7:0 PSF DRW CAUSR427 99015064 ••TNPORTANT'• FURNISH A COPT Of TNES DESIGN 70 THE INSTALLATION CONTRACTOR. AlPRODUCTS, INC. SNAIL N07 BE RESPONSIBLE FOS ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO DDS BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, RAMBLING. SHIPPING. INSTALLING AND z ALPINE BRACING Of T0.USS(S. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF 90S (MAT IOMAL DE516I ea ox BC LL 0.0 PSF CA -ENG AEB/GWH d SPECif ICAT10N PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AAD TPI. ALPINE CONNECTORS ANE MADE OF 20GA ASTM A653 G1140 GUY. STEEL, EXCEPT AS NOTED. APPLY COMMICTOIS T * TOT. LD. 55.5 PSF SEQN - 31639 EACH FACE Of TtISS. AND UNLESS OTHERWISE LOCATED OR THIS DESIGN. POSITION CORRECTORS VIA A�11,,,, ,,,,,e.,.,1 ORSPONSI 160 A•1. THE SEAL OR THIS DRACOMPONENT INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERS Is �� Cnq,_ P DUR.FAC. 1.15 FROM KD "'Y B T'TOdItCIS.ItLa CONPONERTILITY F0995 SEELY CTION 1. 0.EBU1L01 NGOISOTXETRE SPOMSIB1lITT OF THE SUITABILITY STY ANDUSEPEBF. THIS •�w-• K'� �S-.f--l0,CA95&n AISI)T11 1.1995 SECTION E. THE caF SPACING 24.0" KURUNG-CONROY CONST / KURUNG - T37 COM TOP CHORD 2x8 OF -L #1 BOT CHORD 2X4 DF -L $1. WEBS 2x4 DF -L Standard PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. 10 PSF BC LIVE LOAD PER UBC. W5x8 = THIS ONG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. IN LIEU OF RIGID SHEATHING USE PROPERLY ATTACHED PURLINS TO BRACE TC @ 24.00' OC & BC 0 72.00' OC. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. -'DF- - 0 CA/ -/l/ -/-/-/F TC LL 33.5 PSF TC DL 15.0 PSF BC DL 7.0 PSF BC LL 0.0 PSF TOT.LD. 55.5 PSF DUR.FAC. 1.15 SPACING 24.0' TO 11 el w 4:J Scale -.1875"/Ft. REF R427--63027 DATE 01/15/99 DR W CAUSR427 99015054 CA -ENG AEB/GWH SEQN - 44244 FROM KD v A • ' O a a . A a - Wl . 5X4 al W5X8 a W1.5X4 III W4X6(A2) E� w W4X6(A2) a z c z w w z L* 4 0-0--j L 14-0-0 _I, 14-0-0 I • a 28-0-0 Over 2 Supports R-1992 W-5.5' R-1520 W-5.5' a .d. `'' PLT TYP. Wave TPI -95 Design Criteria: TPUST CT CT "WARNING— TRUSSES REQUIRE MBEHE CANE IN FABRICATION. HANDLING, SHIPPING, INSTALLING AND BRACING .i IEfER TO Al 91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, SNS D'ONOfR10 DR., SHITE 200. MADISON. NI 53119). FOR SAFETY PRACTICES PRIOR TO NI 0 [T PERFORMING THESE FUNCTIONS. UNI ESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED Lr STRUCTURAL PANELS. BOTTOM CUOID SHALL HAVE A PROPERLY ATTACKED RIGID CEILING. •'IMPORTANT• FURNISH A COPY Of THIS DESIGN TO TBE INSTALLA7101 CONTRACTOR. ALPINE ENGINEERED Jan 15 99 PRODUCTS, INC. SHALL NOT Of RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO No C 8005 ALPINE BUILD Tilt TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING, HANDLING. SHIPPING, IMSTALLIH6 AND BRACING Of TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS Of NOS (NATIONAL DESIG 0. 2 • d SPECIfICAT10N PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TVI. ALPINE ,.' CONNECTORS ARE MADE OF 20GA ASTN ASS3 U40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS • p��;��,,,� FAkIp0Wp���� I=. ..1cra =10, CA EACH FACE OF TRUSS. AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER • DRAWIBBS 1B0 A•I. THE SEAL ON 18IS ORAWI116 INDICATES ACCEPTANCE Of PROFESSIONAL EKG INEERI NG RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE Of THIS CC ANN /0R All PIUITICUlA0. BUILDING 1S THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1.1995 SECTION 2. CML 9� / _ -'DF- - 0 CA/ -/l/ -/-/-/F TC LL 33.5 PSF TC DL 15.0 PSF BC DL 7.0 PSF BC LL 0.0 PSF TOT.LD. 55.5 PSF DUR.FAC. 1.15 SPACING 24.0' TO 11 el w 4:J Scale -.1875"/Ft. REF R427--63027 DATE 01/15/99 DR W CAUSR427 99015054 CA -ENG AEB/GWH SEQN - 44244 FROM KD i21 (KURUNG-CONROY CONST / KURUNG - T38 COM) TOP CHORD 2xB DF -L #1 c�'m BOT CHORD 2x4 DF -L $I C=:, WEBS 2x4 DF -L Standard C-3 a: PLATES DESIGNED FOR GREEN LUMBER PER N6S-97 TABLE 7.3.3. 10 PSF BC LIVE LOAD PER UBC. . co rn L— C=; z U E- .' C=3 O 9=4 P-. Ll! W • W W • z , • z w W5X8 in THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 8 DIMENSIONS) SUBMITTED BY TRUSS MFR. ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. IN LIEU OF RIGID SHEATHING USE PROPERLY ATTACHED PURLINS TO BRACE TC @ 24.00' OC & BC @ 72.00" OC. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. .4}B-0-0 LQ -2-0-0---J L -C -2-0-0-W d I_ 7-6-0 I 7-6-0F Ivq-� (E 15-0-0 Over 2 Supports R-1034 W-5.5" R-1035 W-5.5' P WED IQ. PLT TYP. Wave TPI -95 Design Criteria: TPI S1 CT "WARNING- TRUSSES REQUIRE EXTREME CARE IN FABRICATION, NANOLING, SHIPPING. INSTALLING ANO [T BRACING. REFER TO HIB•91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE 01 INSTITUTE, SBS O'DNOfII[0 DR.. SUITE MOD, MADISON, WI S3719). FOR SAFETY PRACTICES PRIOR TO .--. PERfORNING THESE (UNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SMALL HAVE PROPERLY ATTACHED I UCTURAL PANELS, BOTTOM CHOAD SMALL RAVE A PROPERLY ATTACHED RIGID CEILING. �-j "INPORTART-- FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SMALL MDT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO ALPINE BUILD TRE TRUSSES IN CONFORMANCE WITH T►li OR FABRICATING. HANDLING. SNIPPING. INSTALLING AND BRACING Of TRNSfES. iBlf DESIGN CONFORMS WITH APPLICABLE PROVISIONS Of NDS (N►t10DESIGN SPECIFICATION PUBLISHED BY TRE AMERICANAL N FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE .-� CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL. EXCEPT AS 90710. APPLY CONNECTORS TO EACH FACE OF TRUSS, AND UNLESS OTHERWISE IOCATEO ON THIS DESIGN. POSITION CONNECTORS PER �5,, �,,,,,F,,�,,, DRAWINGS 160 A•2. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE Of PROFESSIONAL ENGINEERING SPOA Engineered �'"""'�"�in' NO"PO MERTIFOR ANY LITY L PARTICULAR ELY FOR EBUILDING TRUSS OISOTHE TRESPONSIBILITY OF THE BUILD146DESIGN SMOV11. THE EDESIGNER. PTY AND USE ER THIS BRCiHIILCaU0,CA 95626 ANSI/TPI 1.1995 SECT104 Z. CA/ -/I/ -/-/-IF Scale —.375"/Ft. W. 0 TC LL 33.5 PSF REF R427--63022 TC DL 15.0 PSF DATE 01/15/99 Jan 15 '6 VBC DL 7.0 PSF DRW CAUSR427 99015051 . C 8006 asno2 BC LL 0.0 PSF CA -ENG AEB/GWH TOT.LO. 55.5 PSF SEON - 44223 CIVIL DUR.FAC. 1.15 FROM KD OF SPACING 24.0' -CONROY CONST / KURUNG - FSGE1 T39 TOP CHORD 2x8 OF -L #1 :T2, T3 2x6 DF=L #2: BOT CHORD 2x4 DF -L #1 WEBS 2x4 DF -L Standard .PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. N1. I(K) 2x8 DF -L #2 FULL BLOCK. ATTACH BLOCK TO THE TOP CHORD o WITH 2X4 ALPINE PLATES ® 24'oc. THROUGHOUT PLUS HEEL PLATES AS SHOWN. <N• o (1)LOADING PER TRUSS FABRICATOR z - ---(LUMBER DUR.FAC.-1.15 / PLATE DUR.FAC.-1.15) TC - From 97 PLF at -2.00 to 97 PLF at 0.00 TC - Frdm 194 PLF at 0.00 to 291 PLF at 7.50 TC - From 291 PLF at 7.50 to 194 PLF at 15.00 TC - From 97 PLF at 15.00 to 97 PLF at 17.00 BC - From. 14 PLF at 0.00 to 14 PLF at 15.00 o0Frsx, W2X4 W5X60 5 a =� E - (K) w W5X w W5X6(A2) m C-0 z c_a z THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 8 DIMENSIONS) SUBMITTED BY TRUSS MFR. ***LOADING ON THIS TRUSS CALCULATED BY TRUSS FABRICATOR*** ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. IN LIEU OF RIGID SHEATHING USE PROPERLY ATTACHED PURLINS TO BRACE TC ® 24.00' OC 6 BC 0 72.00" OC. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. (1) REV 1/19/99 AEB - LOAD NOTES W5X4a i 39 8 0-0 ' t r�ri w �2'-0°7 alio s� L­� 2-0-0- rs. I 7-6-0 _I� 7-6-0PPR .� 15-0-0 Over 2 Supports R-2126 W-5.5" R-2126 W-5.5" VED rn CSD M PLT TYP. Wave TPI -95 Design Criteria: TPI STD CA - 1 - - F Scale -.375"/Ft. -� •YARNING•• 7ROSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING. INSTALLING ANO •BRACIRG. T C L L 33.5 PSF REF R427--63023 CT BEfER TO HIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE 11STITBTE. $BS O'ONOFAIO DR.. SUITE 200, MADISON. NI $3719), FOR SAFETY PRACTICES PRIOR TO IERFORMIRG THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SNAIL RAVE PROPERLY ATTACHED C1� •4r� 1N `y{� TC DL 15.0 PSF DATE 01/15/99 CT ~ STAUCTORAL PANELS. BOTTOM CHORD SMALL .1 A IROPERLY ATTACHED RIGID CEI/IN6. ••IMPORTANT'• FURRISM A COPY OF THIS DES 611 TO THE [ISTALLAT101 CONTRACTOR. ALPINE ENGINEEREDSSA) ��yy Ca Jan 19 9`J' i41 BC DL 7.0 PSF DRW CAUSR427 99015062 CT PRODUCTS. INC. SBAII IOT OE RESPORSIBLE FOR ANY OEVIATIDI FROM THIS OESIGN; ANY FAILURE TO N C 8005 CA -ENG AEB/GWH ^' BUILD 711 TNOSSES EN CONIORMAIC[ YITtl TPI; OR FABRICATING, HANDLING, SNIPPING, IRSTALLIIG AID THIS DESIGN CONFORMS WITH PROVISIONS OF RDS DESIO BC LL 0.0 PSF ¢ A L P I N E BRACING OF.TNUSSES. APPLICABLE (NATIONAL SPECIFICATION PUBLISHED BI THE AMERICAN FOREST AID PAPER ASSOCIATION) AN: TI1. AIPI NE COINECTOIS AAE MADE Of 20CA ASTM A653 GR40 GALY. STEEL, ESCEIT AS NOTED. APPLY CORNCCTOAS. P 2 OT. LD. 55.5 PSF SEON - 44228 ..� ACH FACE OF IR USS, AND. URLESS OTHERWISE LOCATED 01 THIS DESIGN, POSI1►OB CONNECTORS PER. I.." OUR .FAC . 1.15 FROM KD Prod NPIDO r,,girAeCrw � DRAWINGS 160 A•1. THE SEAL ON TO[$ DRAWING INDICATES ACCEPTANCE Of FROFESSIORAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN $NOVI. THE SUITABILITY AND USE Of 7N IS (�q C�1t- Ny SPACING 24.04 S=&Wnto,CAA 95928 CORPONEIT FOR ART 1ARTTCULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1.19DS SECTION 2. 0P r. (KURUNG-CONROY CONST TOP CHORD •2x8 DF -L 41 F BOT CHORD 20 OF L #1 WEBS 2x4 DF -L #1 I KURUNG - TYP JACK DETAIL PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. THIS OWG PREPARED FROM COMPUTER INPUT (LOADS 6 DIMENSIONS) SUBMITTED BY TRUSS MFR. ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. IN LIEU OF RIGID SHEATHING USE PROPERLY ATTACHED PURLINS TO BRACE BC ® 72.OD" OC. DEFLECTION MEETS L/240.OD LIVE AND L/180,00 TOTAL LOAD. T +1220-4 4 r— 2-7-14 -IL�q-O-O 7t�J2 W4X4(A2) a L--4-0-0 ;pl-G 6-0-12 —> —6-0-0 Over 3 Supports—� R-916 W-5.5• cj PRO V 3 nom. • ca . PLT TYP. Wave TPI -95 Design Criteria: TPI STD 18.2c4 CA - 1 - - - F Scale —.375"/Ft. �) •YARM)Y6•• TRUSSES REQUIRE [YTIEME CARE IY FABRICATION. tlMDI[Y6, Stl[iP[Y6, INSTALLING AID 07 GRACING. REFER TO Y18•I1 (HANDLING INSTALLING AND BMtltl6), PUBLISHED 0Y TPI (TIUSS PLATE �• TC LL 33.5 PSF REF R427--68749 113TITOi(, S83 0'0101RI0 D0.., SUITE t00. MADfSDI. HE 5079). f01 SAFETY PRACTICES PRIOR TO ES$►pp � PER/OtN11G TO ESI FUNCTIONS. UNLESS OTY(gY15[ IYDICATED.. TOP CYOAD SMALL HAVE PROPERLY ATLICYlD TC DL 15.0 PSF DATE 01/25/99 E! STRUCTURAL FAY[l5, OOTTOM C100.D SNAIL YAI( A PIOPIRIY ATTACKED RIGID CU L[Y6. /I3AR_f •IMPOATAM`• /ORYISN A COPT Of THIS OI31iI TO THE INSTALLATION CONTRACTOR. AL/IME E16IYEEREO 9 �O BC DL 7.0 PSF DRW CAUSR427 99025004 •PIOOUCTS. INC. SYAII LOT 0[ 0.ESP0113181E FOR ANY DIV IAilOY FROM THIS DESIGN: ANY fA[100.E TO � CV IO110 TtlI TRUSSES II CONFORMANCE WITH TFL; OA FABRICATING. NAYDLII6, SMIPPIY6, 1MSTAll116 AID � ALPINE tlAACIYB 0/ TAB OA TITS DESIGN CONFORMS Y1TY APPLICABLE PROVISIONS OF YDS (IATIOYAI DESIGY 5 �' 8C LL 0.0 PSF CA -ENG /CWC ..�' SICCIIICATI01 ►YIIISMEO 01 THE AMERICAN FOREST AND PAPER ASSOCIATION) ARD TPf- ALP71E t3w= CONNECTORS AAE MADE Of t06A ASTM A6S7 6R40 611Y. STEEL, EICEFT AS NOTED. APPLY COAtl[C70t5 TO If TOT. LD. 55.5 PSF SEQN - 44582 Q EACY FACE 0/ TRUSS, AND IIIE SS OTYE0.YISE LOCATED ON THIS OESI6Y, FOSlT10Y CONNECTORS PER ' ti D0.AY1Y6f 160 A•I. THE'f[AL ON THIS Og1Y116 INDICATES ACCEPTANCE OF IgDI[SSIOYAL ENGINEERING CIYi1. OUR. FAC . 1.15 FROM K D ����� � REStOYSIOf, ITY SOIEIT FOR TIE TRUSS COMPO/ELT DESIGN SHOWN. TIE SUITABILITY A110 USE Of THIS At - '� BZB ANSI/TPIT if i99SYSECTIOIC[L1l SUIlD1Y6 IS 7R( RESPONSIBILITY Of TI[ BUILDING DESIGNER. f[t \rA� SPACING, 24.0" p�-�CA-\ _ This safety alert symbol is used to attract your attention! PERSONAL SAFETY IS INVOLVED! When you see this symbol - BECOME ALERT - HEED ITS MESSAGE. 'CAUTION: A CAUTION identifies safe operating A practices or indicates unsafe conditions that could result in personal injury or damage to structures. HIB -91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES ° Itis the responsibili(vofthe installer (builder, building contractor. licensed contractoti erector or erection contractor) to property receive, unload, store, handle, install and brace metal plate connected wood trusses to protect life and property. The installer must exercise the same high degree of safety awareness as with any other structural material. TPI does not intend these recommendations to be interpreted as superior to the project Architect's or Engineer's design specification for handling, installing and bracing wood trusses for a particular roof or floor. These recommendations are based upon the collective experience of leading technical personnel in the wooc CAUTION: The builder, building contractor, licensed contractor, erector or erection contractor is advised Ato obtain and read the entire booklet "Commentary and Recommendations for Handling, Installing & Bracing Metal Plate Connected Wood Trusses, HIB - 91" from the Truss Plate Institute. DANGER: A DANGER designates a condition where failure to follow instructions or heed warn- ing will most likely result in serious personal injury or death or damage to structures. WAKNINU: A WAKNINU describes a condition where failure to follow instructions could result in severe personal injury or damage to structures. '.04 L TRUSS°PLATE INSTITUTE 583 D'Onofrio Dr., Suite 200 Madison, Wisconsin 53719 (608)833-5900 truss industry, but must, due to the nature of responsibilities involved, be presented as a guide forthe use of a qualified building designeror installer. Thus, the Truss Plate Institute, Inc. expressly disclaims any responsibility for damages arising from the use, application or reliance on the recommendations and information contained herein by building designers, installers, and others. Copyright D by Truss Plate Institute, Inc. All rights reserved. This document or any part thereof must not be reproduced in any form without written permission of the publisher. Printed in the United States of America. ��w��,TRUSStS�'ORAGE CAUTION: All temporary bracing should be no less than 2x4 grade marked lumber. All connections should be made with minimum of 2-16d nails. All trusses assumed 2' on -center or less. All multi -ply trusses should be connected together in accor- dance with design drawings prior to installation. CAUTION: Trusses should not be unloaded on rough terrain or un- even surfaces which could cause damage to :he truss. S ACAUTION: Trusses stored horizontally should be supported on blocking to prevent excessive lateral A CAUTION: Trusses stored vertically should be bending and lessen moisture gain. braced to prevent toppling or tipping. AWARNING: Do not break banding until installation DANGER: Do not store bundles upright unless begins. Care should be exercised in banding re- A properly braced. Do notbreakbands until bundles moval to avoid shifting of individual trusses. are placed in a stable horizontal position. A WARNING: Do not lift bundled trusses by theDANGER: Walking on trusses which are lying flat bands. Do not use damaged trusses. 11A is extremely dangerous and should be strictly prohibited. Frame 1 r� V Diagonal brace also required on end verticals. Top chords that are laterally braced can buckle togetherand cause collapse if there is no diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlins are attached to the topaide of the top chord. MONO TRUSS 4 - =45° 12 — 1g3 or 6- \ reater All lateral braces lapped at least 2 trusses. Continuous Top Chord Lateral Brace Required 10' or Greater Attachment Required oAWARNING: Failure to follow these recommendations could result in severe personal injury or damage to trusses or buildings. A PLUMB 1 t Truss 1 De th INSTALLATION TOLERANCES: BOW Length 12" 1 Up to 24' 1 3/12 1 8' 17 12 2, 36" Over 24' - 42' 3/12 7' 1 10 1 6 4' 60" Over 42' - 54' 1 3/12 1 6' 1 6 1 4 6' 84" Over 54' 1 See a registered professional engineer 2" DF - Douglas Fir -Larch 108"1 SP - Southern Pine v HF - Hem -Fir SPF - Spruce -Pine -Fir ti Q0� Diagonal brace also required on end verticals. Top chords that are laterally braced can buckle togetherand cause collapse if there is no diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlins are attached to the topaide of the top chord. MONO TRUSS 4 - =45° 12 — 1g3 or 6- \ reater All lateral braces lapped at least 2 trusses. Continuous Top Chord Lateral Brace Required 10' or Greater Attachment Required oAWARNING: Failure to follow these recommendations could result in severe personal injury or damage to trusses or buildings. A PLUMB 1 t Truss 1 De th INSTALLATION TOLERANCES: BOW Length 12" 1 1/4" 1' 24" 1 2" 2, 36" 3/4" 3' 48" 11. 4' 60" 1-1/4" 5' 72" 1-1/2" 6' 84" 1-3 4" 1 7' 96" 2" 8' 108"1 2" 9' P i D(in) i i I Lesser of D/50 or 2" Maximum Plumb Misplacement Line OUT -OF -PLUMB INSTALLATION TOLERANCES. OUT -OF -PLANE INSTALLATION TOLERANCES. DANGER: Under no circumstances should A WARNING: Do not cut trusses. A construction loads of any description be placed on unbraced trusses. Frame 6 200" 11" 16.7' 250" 1-1/4" 20.8' 300" 1-1/2" 25.0' 50" 1 4" 4.2' 100" 1/2" 8.3' 150" 3/4" 12.5' OUT -OF -PLANE INSTALLATION TOLERANCES. DANGER: Under no circumstances should A WARNING: Do not cut trusses. A construction loads of any description be placed on unbraced trusses. Frame 6 DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir 1b L The end diagonal brace for cantilevered trusses must be placed on vertical webs in line with the support. i1 ....I i 11 TOP CHORD CHORD TRUSS TOP CHORD DIAGONAL BRACE I. MINIMUM LATERAL BRACE SPACING (DBS) SPAN DEPTH SPACING LB ( S)I #.trusses :.. togetherand cause collapse ifthere is no diago- Up to 32' 30" 8' 16 10 Over 32'- 48' 42" 6' 6 14 Over 48'- 60' 48" 1 5' 1 4 12 Over 60' 1 See a registered professional engineer DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir 1b L The end diagonal brace for cantilevered trusses must be placed on vertical webs in line with the support. All lateral braces lapped at least two trusses. End diagonals are ssmttial for stability and must be duplicatk( both ends of the truss system. =450 10 ?0-M08� i9e� SPF�ffF� 21 v `ey5 Olt 9rL AWARNING: Failure to follow these recommendations could result in severe personal injury or damage to trusses or buildings. A Top chords that are laterally braced can buckle togetherand cause collapse ifthere is no diago- nalbracing. Diagonal bracing should be nailed to the underside of the top chord when purlins are attached to the topside of the top chord. 1� All lateral braces lapped \ at least two trusses. =3 End diagonals are ss ntial for stability and must be duplicat. d on both ends of the truss system Is g Tr 3p �0Bs1 Usses 0 ?' o•c. Frame 5 30" or greater Continuous Top Chord Lateral Brace Required I 10' or Greater Attachment Required - t Trusses must have lum- ber oriented in the hori- zontal direction to use this brace spacing. 2x4/2x61PARALLEL Continuous CHORD TRUSS Top Chord Lateral Brac Required Top chorda that are laterally braced can buckle togetherand cause collapse ifthere is no diago- 10° nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlins are attached to the topside of the top chord. Attachmer Required All lateral braces lapped at least two trusses. End diagonals are ssmttial for stability and must be duplicatk( both ends of the truss system. =450 10 ?0-M08� i9e� SPF�ffF� 21 v `ey5 Olt 9rL AWARNING: Failure to follow these recommendations could result in severe personal injury or damage to trusses or buildings. A Top chords that are laterally braced can buckle togetherand cause collapse ifthere is no diago- nalbracing. Diagonal bracing should be nailed to the underside of the top chord when purlins are attached to the topside of the top chord. 1� All lateral braces lapped \ at least two trusses. =3 End diagonals are ss ntial for stability and must be duplicat. d on both ends of the truss system Is g Tr 3p �0Bs1 Usses 0 ?' o•c. Frame 5 30" or greater Continuous Top Chord Lateral Brace Required I 10' or Greater Attachment Required - t Trusses must have lum- ber oriented in the hori- zontal direction to use this brace spacing. IlAWARNING: Do not attach cables, chains, or hooks to the web members. Tag Line so°'C so° or less or less Approximately ApproximatelyTag '/z truss length '/2 truss length Line Truss spans less than 30'. ` Spreader Bar Toe In Approximately '/z to r/3 truss length Less than or equal to 60' Spreader Bar Toe In Approximately '/3 to i/3 truss length r Less than or equal to 60' WARNING: Do not lift singietrusses with spans greater than 30' by the peak. the lifting device until the ends of the Aparoximately truss are securely fastened and tempo- '/3 to 3/4 truss length rary bracing is installed. Greater than 60' Tag /Line Tag Line SVongback/ SpreaderBar Toe In At or above mid -height 1/ 36 to 3/4 truss length Tag Tag Line Line / Greater than 60' CAUTION: Temporary bracing shown in this summary sheet is adequate for the installation of A Atrusses with similar configurations. Consult a registered professional engineer if a different bracing arrangement is desired. The engineer may design bracing in accordance with TPI's Recommended Design Specification for Temporary Bracing of Metal Plate Connected Wood Trusses, DSB-89, and in some cases determine that a wider spacing is possible. • Frame 2 10 � Typical horizontal tie member with multiple stakes (HT) �fruss of braced oup of trusses (EB) Lltttng devices should be connected to the truss top chord with a closed-loop Strongback/ attachment utilizing materials such as slings, chains, cables, nylon strapping, SpreaderBar Toe In etc. of sufficient strength to carry the weight of the truss. Each truss should be / set in proper position per the building designer's framing plan and held with the lifting device until the ends of the Aparoximately truss are securely fastened and tempo- '/3 to 3/4 truss length rary bracing is installed. Greater than 60' Tag /Line Tag Line SVongback/ SpreaderBar Toe In At or above mid -height 1/ 36 to 3/4 truss length Tag Tag Line Line / Greater than 60' CAUTION: Temporary bracing shown in this summary sheet is adequate for the installation of A Atrusses with similar configurations. Consult a registered professional engineer if a different bracing arrangement is desired. The engineer may design bracing in accordance with TPI's Recommended Design Specification for Temporary Bracing of Metal Plate Connected Wood Trusses, DSB-89, and in some cases determine that a wider spacing is possible. • Frame 2 10 � Typical horizontal tie member with multiple stakes (HT) �fruss of braced oup of trusses (EB) 0 12 4 or greater i Top chords that are laterally braced can buckle togetherand cause collapse if there is no diago- nalbracing. Diagonal bracing should benailed to the underside of the top chord when purlins are attached to the topside of the top chord. f =45° 11 Over 32' - 48' 4/12 6' 1 10 1 7 11 Over 48'- 60' 1 4/12 1 51 1 6 1 4 ri Over 60' See a registered professional engineer DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir Continuous Top Chord All lateral braces Lateral Brace lapped at least 2 Required trusses. 10' or Greater Attachment Required o<\ess 32 _— AA WARNING: Failure to follow these recommendations could result1ln severe personal injury or damage to trusses or buildings. A DF - Douglas Fir -Larch ' HF - Hem -Fir Continuous Top Chord Lateral Brace Required 10' or Greater Attachment Required SP - Southern Pine SPF - Spruce -Pine -Fir All lateral braces lapped at least 2 trusses. =45° Frame 3 12 5 G. ryo 00� TOP CHORD '' MINIMUM TOP CHORD' DIAGONAI,BRACE togetherandcausecollapseifthereisnodiago- bracing. Diagonal bracing PITCH LATERAL BRACE SPACING (DBS), ...AN .. DIFFERENCE SPACING(LBS) [# trusses] f are attached to the topside of the lop chord. SP' DF SPF Up to 28' 2.5 7' 17 12 Over 28' - 42' 3.0 6 9 6 Over 42'- 60' 1 3.0 5' 5 3 Over 60' See a registered professional engineer DF - Douglas Fir -Larch ' HF - Hem -Fir Continuous Top Chord Lateral Brace Required 10' or Greater Attachment Required SP - Southern Pine SPF - Spruce -Pine -Fir All lateral braces lapped at least 2 trusses. =45° Frame 3 12 5 G. ryo 00� Top chords that are laterally braced can buckle Jyy Q�\ togetherandcausecollapseifthereisnodiago- bracing. Diagonal bracing nal should be nailed to the underside of the top chord when purlins are attached to the topside of the lop chord. SCISSORS TRUSS 12 -1 4 or greater sass 0 est � Bottom chord diagonal bracing repeated at each end of the building and at same spacing as top chord diagonal bracing. I Up to 32' 1 4/12 1 15' 1 20 1 15 veer as• - uu• 4/1 z 1 15' 1 6 14 Over 60' See a registered professional engineer DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir L�5 L�6 —� All lateral braces lapped at least 2 trusses. WARNING: Failure to follow these recommendations could result in �, severe personal injury or damage to trusses or buildings. A ` WEB MEMBER PLANE Permanent s continuous lateral bracing as specified by the truss engineering. Frame 4 =45° 4AV Cross bracing repeated at each end of the building and at 20' Intervals. L�5 L1 LAND DEVELOPMENT OROVILLE / CHICO BUILDING.. / ENVIRONMENTAL HEALTH -PERMIT CLEARANCE OWNERS -- NAME PRINT LAST NAME F cT ADDRESS /LOCATION: Building Permit No. 9 — [ EEL ?(,0 A.P. NUMBER, 6)(03 COUNTY ZONING DESIGNATION:_ FLOOD MAP: FLOOD ZONE:_ APPROVED: CONDITIONALLY APPROVED: RESOLVE PROBLEMS PRIOPiTO APPROVAL:_ PARCEL CREATION BY DEEDS OR MAP V DEED INFORMATION: i DATE OF CREATION: DEED REFERENCE: LEGAL ACCESS PROVIDED: YES NO LEGAL ACCESS REQUIRED: YES NO COMPLIES WITH COUNTY STANDARDS FOR DEED CREATION: YES NO COMMENTS/CONDITIONS: MAP INFORMATION:tJ/Zrt�Sl%�L�. DATE OF RECORDING: LOT BOOK 13.5 PAGE—:&Z' COMPLIANCE WITH OLD SU IVISION LOT ORDINANCE REQUIRED? (MAP RECORDED PRIOR TO BOOK 17 OF MAPS AT PAGE 23): YES VNO . IF YES, MARK APPROPRIATE ITEM(S) BELOW: A. Construct road to B. Meet parcel size required by zone. C. Meet current E.H.D. requirements. CHECK SPECIAL CONDITIONS WHICH APPLY TO MAP: ALL FEES TO BE PAID TO THE BUILDING DIWSION UNLESS OTHERWISE NOTED. _ 1. Maintain a 50 ft. building setback from centerline of road. " V —2. Maintain a ft. building setback from right-of-way/centerline _ 3. Comply with Zoning code for building setback from road. —4. Maintain a_100 ft leachfield setback from all existing wells. 5. Maintain a ft. leachfield setback from 6. Pay water tender fees in the amount of $ to Battalion Number of the Butte County Fire Department. _ 7. Meet the Fire Safe Regulations of Butte County and P.R.C. 4290. —8. Connect to a public water supply. —9. Connect to a public sewer system. ' —10. Automatic fire suppression sprinkler systems shall be installed in all residential structures in accordance with the National Fire Protection Association Standard for the 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 Fire Department specifications, serves the parcel. 4"' 901\f,d/ T/oI1S -11. Pay T.D.D.-(Thermalito Drainage District) fee in the amount of $ _ 12. Meet the requirements of the Department of Fish and Game for the preservation of oak trees. (See phone number below) 13. Obtain approval from the Department of Fish and Game for vegetation removal. Contact Fish &Game at 916-,35!5 7010. — 14. A traffic mitigation fee for each new or additional l ing unit,�shall be pzaid.�Pay the amount'of $ as stated in the Oroville Area Traffic Mitigation Fee Agreement. 7 ` Payment to be•made=to the Planning Division. —15. All new residential buildings shall be constructed to comply with the requirements of the Uniform Building Code for seismic safety. Mobile homes shall be constructed on a permanent foundation system which complies with the Seismic Zone 3 requirements of the Uniform Building Code. —16. Deer Mitigation fees are to be paid, if such fees have been adopted, by the Butte County Board of Supervisors. X 17. Pay school impact mitigation fees. X 18. A development impact fee for sheriff facilities shall be paid pursuant to the provisions of Chapter 3, Article II of the Butte County Code. —19. 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. —20. If any cultural resources are encountered during ground disturbing activities, all work shall cease in the area of the find pending examination of the site by a professional archaeologist. This person would then be able to assess the site significance and suggest appropriate mitigation measures. 21. 22. , 23. 24. 25. 26. A101NINMA30 dNVI 3.Ltrtfl A0 A1Nf100 6661 h 0 AN 01333H LD 6/98 FORMS\BLDG PERMIT CLEARANCE h FROM': CONROY CONSTRUCTION And when recorded mail to: Building Division #7 County Center Drive Oroville, Ca.95965 III-I'II_I'-I'II'I''III-I�tIII'-'�IIII�L- r. 1 999-10 a27Ca59 Recorded Official Records County E f CANDACE J. GRUBBS .Recorder ROSEMARY DICKSON Assistant 02:11PM 22 -Jun -1999 I REC FEE 10.00 I COPIES 1.50 1 PENALTY 6.00 I I I 1 I Cindy I Page I of 2 AGRICULTiIRAI. STATEKENT QF ACMOWLEDGMENT � FOR RESp1ENTIAL DEVELOPMENT Section 26-5 of the Butte County Code requires this acknowledgment to be recatded 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 discomfoR 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,bf 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: o'T 6',' • 0q5 �#OcOv 0 A) i t14- - G r. Y- �V, Coo "eTr''ff'o Z P�t/¢5� I WrF/f�i /Y/� P aur 5 /�Fzc D P. 0� O /.v i /YE BFF/ce pve Tl � RCGo�0�12 OF '7-lgC 6000,) $ &0 K ! 3 5 O F MAPS , j47 - f//�e�s 30 Fo R .%.0 R� 2cFL_ :� Jq glol1- T c(-05tc)e -495 C,uT h��2cJ f�5 SvPP©�9— o✓fie ANv �r-6�Poc,G<f i7� Gvrc�2o,c/ /�/2,�/�S, Go TS /� G lz�PYI /;v 1Ll /} P i N T/ 'T'L Et'�,'� MLGF� �E�� 5�oum ON `rWA . ., k cG� /Yt a W /4S /Q eco ,20 Ea /�61 T/fF �F U ,V vT Z - jo/6i45� l , •its Go c>iv �y- o F 6 v ?7-'P-, 5m vyi c.ot R 0 R a F o F' ' IFPS f� T /Ji4G 45 3 v ?`�v � �..$;. %4J /1). SopK t3S , D. ;te: :TY OWNERS: State of C-*Wefnk �A v&lr% County of On �c before me, personally appeared `^ 'f 0` C \�•'f �� rsonulls known to me (or proved to me on the basis of satisfact dente) to be the person(s) ame(s) i re bscribed to the within instrument and acknowledged to me that he's they xecuted the same in his/he their uthotiacd capacity(ics), and that by hhdhegjjeir gnature(s) on the instrument, the person(s) or the entity upon behalf of which the persons) acted. executed the instrument. WITNESS my hand and official seal. f M-1, - "it77oill VNE Y", n INDIVIDUAL ACKNOWLEDGMENT STATE OF WASHINGTON, ss. County of�sZ�rSo� I certify that I know or have satisfactory evidence that y VA( VA /are the person(s) who appeared before me, and said person(s) acknowledged that signed this instrument and acknowledged it to be 'C1 C free and voluntary act for the uses and purposes m�e—ntioned in the instrument. � Dated this ` <; '`i day of r ��� , \ t. 1 Print Name�'�\ Notary Public in and for the State of My appointment expires: -A, QF Individual Acknowledgement ©Washington Legal Blank, Inc., Issaquah, WA Form No. 6a 3/98 MATERIAL MAY NOT BE REPRODUCED IN WHOLE OR IN PART IN ANY FORM WHATSOEVER. -F2"0 '11 --'J QUNG- APN: O (D — ®O tD BUILDING PERMIT SITE PLAN CHECKLIST Building Permit No.: 99 _ Q b B �. Proposed Use: SFD O MH O Res. Accessory ❑ Ag. Bldg. O Commercial O Industrial O Other. Zone District: General Pte: The Proposed Use Is: Permitted: Not. Permitted: Requires a Use Permit:._____ Requires a Minor Use Permit: Requires an Administrative Permit: Accessory Bldg. Use: Parcel Created By Map? No: Yes: Book/Page �� V---.C)fZ- 3Q Map Conditions? No: Yes: , See reverse side Use Permit: IVariance: Dev. Agreement: Applicable Setback Zoning Code Streets & Hwy. Fire Prevention Subdivision Map Front Side 3 Side, street Rear j C Height Parcel in Land Conservation Agreement? No: A) ID Yes: , Check Use Parcel in North Chico Specific Plan? No: _ll� Yes: , Check NCSP Zoning Parcel in Floodplain? No: N O Yes: , Zone: Panel No.: 0 b00 I? — O Parcel in Enterprise Zone? No: N ID Yes: , Check Use Commercial/Industrial Uses Parking Requirements: OK as shown Other. Landscaping Requirements: OK as shown Other Comments: _t -rg:, —marz S'NE2i --P- REQ ��5 Reviewed By: !12 Date: S -,S -- 9c� CHECK SPECIAL CONDMONS WHlaf APPLY TO PARCEL• UNLESS OTHERWISE NOT .n_ 1. Submit a plan of the existing on-site mature trees, located in the proposed for building and driveway area prior to grading or vegetation removal. Minimize the removal of mature trees, where possible. A mature tree shallbe defined as a tree with a trunk treasuring 4 inches in diameter, 4 feet from ground level. Mature trees removed shall be replaced by planting replacement trees of equal number and not less than __._ gallon size. . . : , •. _2. Prior to the commencement of grading and/or construction activity, all individual or groups of oak trees which are to be retained as part of the project, shall be fully protected through the use of root protection zones (RPZ). During constrttaiao, RPZs shall be established using protective fencing enclosing an area with a radius 1.5 times the distance from the trunk to the dripline. Within this protective buffer, no grading, trenching, fill, or vegetation alteration of any kind shall be allowed.' M* RPZs shall be maintained after the completion of construction in order to continue to protect. the oak trees, but the teaming shall be removed. . , _3. Fencing for areas other than residential areas shall be limited to a maximum of 5 wire strands. The lower strand shall be at _ least 16" above the ground and the upper strand shall be no higher than 48" above the ground. _4. Pay the required CSA 87 Traffic and Drainage Mitigation fee of $2,500. _5. Prior to any clearing, grading and/or consmwtion in a Federal or State identified 100 year floodplain and/or streambed the following entidlements must be obtained a California Fish and Game 1604 Streambed Alteration permit and an Army Corps 404 permit or exemption certificate. _6. Pay the current West Chico Fire Station Fee of $75. —7. Pay water tender fees in the amount of $200 to Battalion Number of the Butte County Fire Department. —8. Automatic fire suppression sprinkler systems shall be installed in all residential structures in accordance with the National Fire Pro=don Association Standard for the 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 Fire Department specifications, serves the parcel. —9. Obtain approval from the Department of Fish and Game for vegetation removal. Contact Fish 8i Game at 916-355-7010. _ 10. A traffic mitigation fee for each new or additional living unit shall be paid. Pay the amount of $750 as stated in the Oroville Area Traffic Mitigation Fee Agreement. Payment to be nude to die Planning Division. _ 11. Provide information showing that proposed construction will mitigate exterior sound levels to a 45 dB interior level. —12. _ U. 14 K..19LDGCti4 FtM 7 qb BUTTE COUNTY SCHOOLS IMPACT FEE CERTIFICATION FORM per Building) (One form P 9) School District t(,"(%! U ed,~ , Building Department No. A.P. Number 0o -5�O - 0,060 Jurisdiction: City County Property Owner 4 ral&L K u r u rL Property Location/Address Subdivision U (&✓L br+ Lot No. .......... Residential Development =, ti, Sq. Footage, G r i C . + No o Living Mobilc Home AddRion/, •Supplemental to (Group R) Units Installation Conversion Permit # + ................._...............................*(No foundation'inspection) t + } Commercial/Industrial Building Department Repr District Identification No. (Street Address) .. t �1 ICity) 0 New Addition moor rians reviewea oy ocnooi uistnct rersonneii 990(-/o..-3'7 Sq. Footage (Including Exterior Roofed Areas) s' 17.99 Date School District certifies that ce��� ^ (Applicant) has complied with the requirements of Resolution No. representing School District square feet. , Paid by Check # � 1-lC;?-0 (Phone Number) (State) (Zip Code) + 70 , IJ' by payment of $ 96 AB 2926 $ FULL MITIGATION s 1?/99 Date / / `1 Notice: You may protest the imposition of the fees identified above by submitting a written protest to the District, in compliance with Government Code Section 660201x), 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. If, subsequent to the School District Representative signing this Butte County Schools Impact Fee Certification Form, the School District Is otified by the applicable Local Planning Agency that this project is being reviewed under the California Environmental Quality Act (CEQA), project may be subject to additional school fees to fully mitigate its impact on the school district's schools. hite (applicant), Yellow (building department), Pink (school district) feeform.xls (10/98)dmm FROM :,.0 NROY CONSTRUCTION And when recorded mail to: Building Division p7 County Center Drive Oroville, Ca. 95965 1999-0027059 Recorded Official Records Countyy Of CANDACEUJ. GRUBBS Recorder ROSEMARY DICKSON Assistant 02:11PM 22 -Jun -1999 I REC FEE 10.00 I COPIES 1.50 1 PENALTY 6.00 I I I I 1 Cindy I Page 1 of 2 A RICUL STATEMENT OF ACKNOWLEDaMEN� FOR RESIDENTIAL DEVELOPMENT Section 26-5 of the Butte County Code requires this acknowledgment to be prior to issuance of a building permit. The property described herein is adjacent to land or included within an area lotted for agricultural purposes, and residents of this property may be subject to inconveniences or disco ori from the use of agricultural chemicals. including. but not limited to herbicides, pesticides. and fe:.sD....rs. and r om the psi= Q -r agriculhtt'al 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 shouid,bf preMed to accept such inconvenience or discomfort from normal, nam' farm operations.:•,,,,�; :: All that real property situate in the County of Butte. State of California. described as follows: ,t , P&RCEc. t,07 6-' ,45 5#OWA" o �,� i fir- r[ ��, �= F'©u�2rE�ti O MILE i{ovSE UN t� Z - Pit4-`� I /QEGc9120�0 /,u i �`!dF�/�� REGopoE:2 of 'T IE Gov,v'r-j- of '��i eS�' u 35 'rc.eri;/J,o,u 5 , r174, /itJ ,( W k 3 5 O F NAPS, -3 ,U6 2 �S5 EG ,2 r Ss r.v 0 R 2cE� /� �ctil - t-xc(-05106Z E�45F�C.u?' r- vv �e /, �' --H £ c_d M o 2�/>1 S �o r5 �. 4 vPpop G r� iN P iFti7-7 r-��D,''/-`'"2''���v /V tfoc�s 5tum O N�4�' r1a a U-1 /�S R ec_o 2 10-4-0 i u 11.cG�,COv,v�S" o F o a F 3 ,<al�Ps, 14/��� s a c); a2v 35' 15, (cr g-4) /A-) 3 OW MW gg- _�► / State of C-*Wet=ttia County of �3 g,-qx� On 1 before me, �G� R V\(>J,1\ personally personally appeared v` n �^ ame(s) i re bscribed to the known to me (or proved to me on the basis of satisfac deuce) to be the person(s) within instrument and acknowledged to me that he/s they :ecuted the same in his/he their uthorPscd capacity(ics). and that by his/he cir gnature(s) on the instrument. the person(s) or the entity upon behalf of which the person(s) acted. executed the Instrument. WITNESS my hand and official seal. Seal: INDIVIDUAL ACKNOWLEDGMENT STATE OF WASHINGTON, ss. County of��� rso-r� I certify that I know or have satisfactory evidence that �{Cc"'\\& /are the person(s) who appeared before me, and said person(s) acknowledged that signed this instrument and acknowledged it to be K;l C free and voluntary act for the uses and purposes mentioned in the instrumento. Dated this .(;�� 7 day of > Print Name Notary Public in and for the State of �-- . My appointment expires: Individual Acknowledgement (DWashington Legal Blank. Inc., Issaquah, WA Form No. 84 3/98 MATERIAL MAY NOT BE REPRODUCED IN WHOLE OR IN PART W ANY FORM WHATSOEVER. S y� �� ._• a 4 ♦-•�YC.0 :i � •-may:! '_ _ =A�'= _ "-� � `_•_ F; may. � � ` - _ ' _ `` , 'i S' •. - t�� ,p ' � _ •. i •��,,.� ; - c _ � -' -' _ �=p•, *^ moi'%'- �. K. r � � '�'._ _ _ - � .+:•�'DR+�::,''-Sty.-' -% .. . '�'.. 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