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041-100-074
ATs5.lsitV?!r-{it�;t i!'•F_I} ss Y•tl'" ; ;u',.,/,.,.a.,-y,.-.,lt��e..r.�,f;:ii�j£t��}j.f".€}+hY=.� ��i>•.f.>iL�'",'hr }rt�r �:1�_t' S •r ' r'i F a .f 4}k YtiE.:ic�4 tr{r4s:E`1}F:'� 6r' ® ✓ •J•i"�sR^,,C'� hw'-. ;.�. vi?•�:r }•rt�+lt•ktit'ff"il- �^,. '"'�D` ��"t-i" r;r,s4 4 .r t y } : 1 It 13 w . Tt}�0 .z •�}- ^iy 2e r« .t� s3.iF:{. iiEt. �. . fET"'4f"'" s�` Vis: i ` I r 3 -.._._� —'�`` t lit r' Y ✓,� x ftt� 14 11 F•00-0•Ef • • r - [ £%c t r _ a' i F ikr L iI t'r,s • • rN 1 Sjinglc Fanifly • 1 Rb.,1.1id.t4X� ..� t;' ., E 1i-!'�:.Sd.t ® • • t �, ,lY4 Cir. 4-4 r 4 I `��1 �I ,i •• � 4'�tui� iv r�rr! 4;'> r •"" � Q MISCELLANE t• r • .4�, YI •• 'IC•I ii3672 •• • ; , Y� Vii' ,. It! IVA. Iytl �..L ��•• 4 ' c , �?,��u `y '� .i , d � +' £y i y j rr{ �� ty. }1 r,.. �' � h r:' � �ty'yrs £F,p,yr�t n }r} •1 I L S' e` y r4;M t; r l• a�- ''}t a ..4 ,` { j�. i}�yY' tri. -j _4 .f S4 ^ �.-, IS i * Ii S f '� 3 _ t C • i3 E gti' i �• i"i� 1 T` Q i ,gyp 'f ' "3 1SffL f•. :_ N 't � ;�k '1d+AT: = �,:is❑�`i A 0, s[i,«r'F' Y(.'ir,.,Jg7l, 1 �'" a ! y � . a is ,x � � z# _ ,.,t 1 , �- [L i t / ' •'S'7 t;'y . , y'r�� zr , i, s;.1 ar L �.• v �} y 4 h '£: ` �t �if;�q �, - x z�; � 1 -s' ' r i:: � �4 iyi {o.., ii 4�t 'e �3 Rif ! i•r � u r t1 t _' i E z;, . �', ,i ��� '' int 1 ,�_. ''�%� L` Y .c' BUILD.IyGDIVISION COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965 -TELEPHONE: (916) 538-7541 AGRICULTURAL BUILDING EXEMPTION PERMIT MIT NS.S Agricultural building is defined as follows: Agricultural building is a structure designed and.constructed to house farm implements, hay, grain, poultry, livestock, or other horticultural products. This structure shall not be a place of human habitation or a place of employment where agricultural products are processed, treated, or packaged, nor shall it be a place used by the public. ASSESSOR PARCEL NO. ZONING #041-100-058-000 U OWNER PHONE NO. Jeff Caswell (916) 345-8868 OWNER'S ADDRESS P.O. Box 796 Durham Calif. 95938 LOCATION OF BUILDING 1949 Old Rtaqp_ Road, Ord USE OF BUILDING Ag -Equipment Stora a Bldg. Tractors &.E ui.ment SIZE OF STRUCTURE 35'' X 60'... - 2100 SO. FT. TYPE OF CONSTRUCTION: WOOD FRAME STEEL X CONCRETE OTHER (Specify) TYPE OF SIDING ROOF COVERING FLOOR TYPE . Steel. Steel Coalcrete ESTIMATED COST OF CONSTRUCTION $ 22,275.00. AG Buildings shall comply with the building front, side, and rear yard requirements of the applicable County Ordinances as follows: FRONT �0 SIDES REAR AG Buildings shall be a minimum of five (5) feet from any septic tank or leach fields. AG Buildings less than 1000 sq. ft. in floor area shall be located a minimum of 6 feet from a residence, 10 feet from a mobilehome, and 23 feet from a commercial building. AG Buildings greater than 1000 sq. ft. in floor area shall be located a minimum of 23 feet from a residence and a ' mobilehome, and 40 feet from a commercial building. AG Buildings must comply with Flood Zone requirements. Finish floor elevation must be at or above elevation USGS Datum. I declare under penalty of perjury that the building will be used as stated above and the purposed use conforms with the AG Building definition. If any change in use or occupancy of the building is made, I will contact the Building Division and obtain any necessary permits, inspections, and approvals to comply with the requirements in effect at that time and before occupancy. Date August 23 1994 Signature of Owner — Q zz Permit Fee - $0.00 The above described AG Building is exempt from a building permit. Manager Buildi D i By Date White — DPW, Yellow — Assessor, Pink — B. I., Goldenrod — Applicant FLOOJY PARC PDD ROOFI G ISSU Receipt No. I (0 /`V Manager Buildi D i By Date White — DPW, Yellow — Assessor, Pink — B. I., Goldenrod — Applicant ���.'�,"'�'� �°"'-`t5i�3�>+ti:.�n�°+r7F:S(k��- ',."•` „'iT'+�'�L'F�.•�t.:w. , K n y ... BUTTE DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION ZOUNTYOF - 7 COUNTYCENTER DRIVE - OROVILLE,`g,ALIFORNIA 95965 -TELEPHONE (916) 538-7541 PERMITAPPOCATION DATA SHEET t� " I - oo -a� OWNER A. P. No. I Proposed Building Use Building Inspector Date 2� At time of pe.F6t application, I was advised the following data must be submitted prior to permit processing and/or issuance: ` DATE RECEIVED BY 1. All items have been submitted. ....................... 2. Plot plans, 3/4 sets, signed by preparer of plans. ......................... . 3. Complete plans, 3/4 sets, signed by preparer of plans. ...................... 4. Engineered plans and calcs, 3/4 sets, with wet signature on plans. ............. .� 5. Hazardous Material Form............................................. 6. Energy Design Compliance and supporting documentation . .................. ' 7. Statement of Intent for Non-Heated and A/C Buildings. ...................... • 8. Engineered truss details and layout in duplicate (required prior to plan check). .... 9. Mobilehome data and manufacturer's installation instructions, 2 sets. 10. Fees of $ .......................................... r., 11. Impact fees as shown on attached schedule. .............................. 12. California Department of Forestry plan approval/fees. ....................... . ' 13. Flood elevation letter (100 year flood) by California Engineer. ................. . ' 14. Sanitation and plot plan approval Health Department . ............ 15. City of Chico plumbing permit. ..................... "....0 ................ 16. Plot plan and business license approval from City of Biggs/Gridley. ............. 17. Planning approval for (A) Use::. (B) Parking: . ......... A. 18. Contact Land Development.about (A) Improvements (B) Drainage. ......... . 19. Driveway permit (construction approval required prior to occupancy). ...Prey; . ' 20. re4� Pre-inspection for required. . . to Building Inspector (Date) 21. Contractor's license information. (No., Name Style, Classification). .............. 22. Certificate of Workmans Compensation Insurance. ........................... 23. Owner-Builder Verification (Given to owner , Mail to owner . .......... . 24. Recorded copy, of Agricultural Acknowledgement Statement. .................. ' 25. Letter,of signature authorization......................:.................._-- 26. Copy of recorded deed of parcel creation and 60 right of way to a public road. ..... ' 27. Letter of intent on building use......................................... . 28. Mobilehome utility clearance. .............. : .............. 29. Documentation of legal access . ..................... :............:.... . 30. Documentation of 50% subdivision developed or (A) Road improvements com'pleted and (B) Parcel meets zoning area and frontage requirements. .......... `. 31. Existing violations/expired permits..... .. fi - 32. Plan check list . ................................................. . 33. 34. When you issue the permit, process as fo i Mail to owner. Mail to contractor. Telephone an old for p'ckup a office. Deliver with inspector. Other Parcel Creation Acreage Applicant Date Copy of Haz-Mat form sent Health Dept. - Fire Dept. Air Pollution Date Copy of plans sent Health Dept. Fire Dept. Other Date By The following data must be submitted prior to permit issuance: (Circle new item not checked above). 1. Index permit for above items No. 2. Additional items required: + Contractor, designer, owner, was advised of above required data by _ phone _ mail Counter by _ Date Contractor, designer, owner, was advised of above required data by _ phone _ mail Counter by _ Date Plans checked by Date Plans approved by • Date Sets of plans on hold in File cabinet AP folder Copy - Department of Public Works COUNTY OF BUTTE DEPARTMENT OF PUBLIC WORKS 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965 - TELEPHONE: (916) 538-7541 AGRICULTURAL BUILDING EXEMPTION PERMIT PERMIT NO. 9 7, -9�5- Agricultural building is defined as follows: Agricultural building. is a structure designed and constructed to house farm implements, hay, grain, poultry, livestock, or other horticulutral products. This structure shal'I not be a place of human habitation or a place of employment where agricultural products are processed, treated, or packaged, nor shall. it be a place. used by the public. ASSESSOR PARCEL NO. ZONING #041-100-058-000 (J OWNER PHONE NO. Jeff Caswell 345-8868 OWNER'S ADDRESS P.O. Box 796, Durham, Calif. 95938 LOCATION OF BUILDING D/Z'1=1 3649 Old Stage Road; USE OF BUILDING A -E ui ment Storage Bldg. (Tractors & E uip'ement) SIZE OF STRUCTURE 4o, Ix 60' _ 2400 SO. FT. TYPE' OF CONSTRUCTION: WOOD FRAME STEELY _CONCRETE OTHER (Specify) TYPE OF SIDING ROOF COVERING FLOOR TYPE Steel Steel Concrete ESTIMATED COST OF CONSTRUCTION g 26.000.00 AG Buildings shall comply with the building front, side, and rear yard requirements of the applicable County Ordinances as follows: /e FRONT Vii, ' Q -N SIDES REAR SS AG Buildings shall be a minimum of five (5) feet from any septic tank or leach fields. AG Buildings less than 1000 sq. ft. in floor area shall be located a minimum of 6 feet from a residence, 10 feet from. a mobilehome, and 23 feet from a commercial building. AG Buildings greater than 1000 sq. ft. in floor area shall be located a minimum of 23 feet from a residence and a mobilehome, and 40 feet from a commercial building. I declare under penalty of perjury that the building will be used as stated above and the proposed use conforms with the AG Building definition. If any change in use or,occupancy of the building is made, I will contact the Department of Public Works and will obtain any necessary permits, inspections, and approvals to comply with the requirements in effect at that .time and before occupancy. Date _� Signature of Owner Permit Fee --$25-90 50 00 The above described AG Building is exempt from a building permit. Receipt No. /6 2� — White - DPW, Yellow - Assessor, Pink - B.I., Goldenrod - Applicant Director of Public Works By / Date 1/—F-?- - a i FLOOD PARCEL P.D. ROOFING ISSUE I I Director of Public Works By / Date 1/—F-?- - a i � . . � r...v n.��ao �'Ij�1f'�J'�''`�M1�H!'.,.""�",��,�P'' Y�,P"�, �/�i`I�'�'�'r'T'1'-� �"'cws n_T• ....� -. T. COUNTY -OF BUTTE - DEPAIT -MEIVt PUBLIC WORKS - BUILDING DIVISION, �l x� .7 COUNTY CENTER DRIVE - OROVILLE; CALIFORNIA 95965 , TELEPHONE (915) 539.7541 .. V PERMIT APPL1-CATION DATA SHEET 1 OWNER Proposed Building Use Building Ins Date N At time of permit application, I was advised the following data must be submitted prior to permit processing and/or issuance: DATE RECEIVED BY 1. All items have been submitted. . 2. Plot plans, 3/4 sets, signed by preparer of plans. ......................... . 3. Complete plans, 3/4 sets, signed by preparer of plans . ...................... 4. Engineered plans and calcs, 3/4 sets, with wet signature on plans . ............. 5. Hazardous Material Form . ............................................ 6. Energy Design Compliance and supporting documentation . .................. 7. Statement of Intent for Non -Heated and A/C Buildings . ...................... 8. Engineered truss details and layout in duplicate (required prior to plan check). ... . . 9. Mobilehome data and manufacturer's installation instructions, 2 sets. ........... 10. Fees of$ .......................................... 11. Impact fees as shown on attached schedule. ............................. . 12. California Department of Forestry plan approval/fees. ....................... . 13. Flood elevation letter (100 year flood) by California Engineer . ................. . 14. Sanitation and plot plan approval Health Department . ............. 15. City of Chico plumbing permit . ........................................ . = 1'6. Plot plan and business license approval from City of Biggs/Gridley. ............. ' 17. Planning approval for (A) Use: (B) Parking: . ........ 18. Contact Land Development about (A) Improvements (B) Drainage. .......... . x 19. Driveway permit (construction approval required prior to occupancy). .. .. ... . 20. Pre -Inspection request Pre -inspection for required. . to Building Inspector (Date) 21. Contractor's license information. (No., Name Style, Classification) . ............. . ' 22. Certificate of Workmans Compensation Insurance . .......................... " .. 23. Owner -Builder Verification (Given to owner , Mail to owner _) ............ • 24. Recorded copy of Agricultural Acknowledgement Statement . .................. 25. Letter of signature authorization . ........................................ 26. Copy of recorded deed of parcel creation and 60 right of way to a public road. .... . • 27. Letter of intent on building use . ......................................... ' 28. Mobilehome utility clearance . .......................................... 29. Documentation of legal access . .................'........................ f 30. Documentation of 50% subdivision developed or (A) Road improvements completed , and (B) Parcel meets zoning area and frontage requirements. .............. . 31. Existing violations/expired permits . ...................................... - ' 32. Plan check list . ..................................................... 33. 34. i When you issue the permit, process as follows: Mail to owner. Mail to contractor. Telephone and hold for pickup at office. Delive wit s r. Other fe�- a�e r y c �A o 4% y Applicant 9z - Date V Copy of Haz-Mat form sent Health Dept. Fire Dept. Air &Ilution Date Copy of plans sent Health Dept. Fire Dept. Other__ Date By The following data must be submitted prior to permit issuance: (Circle new item not checked above). 1. Index permit for above items No. 2. Additional items required: ` Contractor, designer, owner, was advised of above required data by _ phone -mail Counter by _ Date ,s Contractor, designer, owner, was advised of above required data by _ phone _ mail Counter by _ Date Plans checked by Date Plans approved by Date Sets of plans on hold in File cabinet AP folder Copy - Department of Public Works 2 7 December 17, 2002 Jeff and Cindy Caswell P. O. Box 796 Durham, CA 95938 );'Utte CO. L A N D O F NATURAL WEALTH A N D B E A U T Y PLANNING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES , 7 COUNTY CENTER DRIVE • OROVILLE, CALIFORNIA 95965-3397 TELEPHONE: (530) 538-7601 FAX: (530) 538-7785 RE: Applicatio o Correcfion, AP 041-100-061, COR 03-01 Mr. and Mrs. Caswell: At the regular meeting of the Butte County Development Review Committee held on December 12, 2002, the Committee granted a Certificate of Correction to modify a recorded parcel map pending payment of California Environmental Quality Act (CEQA) filing fees. PLANNING FEES Your project required a deposit of funds to begin processing of your application. You will be receiving an invoice detailing the planning charges incurred against that deposit. In the event the charges have exceeded the initial deposit, you will be invoiced for those charges that have exceeded the amount deposited and for additional funds to be deposited for the completion of the project. If your project has been completed and there is a balance remaining of your initial deposit, it may be applied to any applicable additional fees as described below. If there are no additional fees, you will be refunded the balance of your deposit. ADDITIONAL FEES - Any fees checked below are applicable to this project and will appear on your invoice. ® This project requires a filing of a NOTICE OF EXEMPTION. This project has been determined to be exempt from the provisions of the California Environmental Quality Act (CEQA). This NOTICE OF EXEMPTION must be filed with the County Clerk. This fee is, $36.00. ❑ This project requires a filing of a NOTICE OF DETERMINATION. The California Environmental Quality Act (CEQA) requires that each project proponent remit a handling fee for the filing of the Notice of Determination (NOD) with the County Clerk. Public Resources Code 21152 requires the NOD or approval be filed within five working days after the approval or determination becomes final. This fee is $36.00. FJ This project has been determined to have the potential to cause environmental damage to fish or wildlife or their habitat. The California Code of Regulations, Title 14 requires °`all projects for which a Negative Declaration has been prepared pursuant to section 21080(c) of the Public Resources Code shall incur a fee of $1,250.00. APPROVAL OF PROJECT SUBJECT TO PAYMENT OF ALL APPLICABLE FEES Payment of all applicable -fees will be required as a condition of approval for your project. Prompt payment of invoiced amounts .will expedite the approval process. in satisfying this condition. There is a fifteen -day, appeal period before this certificate can be recorded unless you sign and return the,enclosed waiver waiving your right to appeal the Committee's decision. If the conditions are cleared prior to the end of the appeal period, a "clean" certificate with no conditions will be recorded upon receipt of correct recording fees. Should you have any questions regarding this matter, please contact this office Monday through Friday,,between 8:00'a.m. and 4:00 p.m., at 538-7601. Sincerely; Lysin Richardson Administrative Support Service Assistant cc: Environmental Health Department Building`Division Land Development NOES 11 'A■JIES_ i®_EATIAL 00-0645 PERMIT NO. _ _ CASWEL•L,-Cindy &-Jeff 4t_ -364l• Old Stage Rd., Oroville i New Single Family 4 �1 .i r � 1 ;,,,111• ;' . ri f SPECK. CONDITIONS CHECKED Y BY SRA FLOOD CERTIFICATE REQ. .° FIRE SPRINKLERS REQ. _ SPECIAL INSPECTION ITEMS ,y VERIFY V. USE PERMIT CONDITIONS SUB -STANDARD HOUSING LETTER •2 �1 7 OFFICE COPY Address r� ery - ELECTRIC Meter By Date Z. s JOB FINALED (Date) //2— Signature Signature = OK 0 = Not OK - = Not Applicable = Not Ready - r MOBILE HOMES Date MOBILE HOME UTILITIES (Plans) OK except #'s Card B-1 Date Card B-1 1. Zoning Requirements -Setbacks -Easements 1. 2. Soils; Special MH Support Sketch 2. 3. Sewer; Location -Test -Fall -C/O -Concrete "-�- 3. 4. Water; Location -Test -Easement Needed (Sketch) 4. 5. Electricity; Location -Clearances -Grad-/ `,/Amp -Concrete 5. 6. Gas; Location -Test -Wrap;-/ /" L'ft. / P Nat. or / /"L"ft./ PLPG 6. 7. Well Clearance & Disconnect - 7. 8. Utility Clearance ` Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MOBILE HOME INSTALLATION (Plans) OK except #'s 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 MISCELLANEOUS Date DECKS, COVERS, CARPORTS GARAGES (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements f 2. Footings; Soils -Size -Depth -Spacing -Connectors -Steel -3. Decks; Girders and/or Joists -Decking -Bracing -Stairs -Rails 4. Wood Awn.; Posts- Bea ms- Rhrs.-Connectors Shlhg.-Frg-Bracing 5. Alum. Awn.;:Columns-Connections-Splice- Decal- Enclosures 6. Carports; Windows -Doors t 7. Electric 8. Frmg.; Sills -Anchors- Studs- Rftrs-Trusses r 9. Siding; Nailing -Veneer -Stucco -Mesh 10. Roof; Shthg-Roofing 11. Ext.; Steps -Doors -Landings K 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 1. Setbacks -Easements 2. Soils; Compaction -Structure Stability ti 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 /`i 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 t } ` 1 r a �• ti e /`i Me, 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 ar CORRECTION NOTICE OWNER PERMIT NO. A -routine inspection indicates that the following violations of butte county Ordirfances exist at the *Above address and should be corrected. Please notice this office when correction of work is Compielea. IT you nave questions pertaining to tors matter, or neea aactitionai expianation, �y please contact t ice immediately. "—dill YIN Date 'REV 1 - j M-, F a lit Date 'REV 1 �Y. COUNTY OF BUTTE ti BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 411 Main Street • Chico, CA • (530) 891-2751 7 County Center Drive • Oroville, CA • (530) 538-7541 CORRECTION NOTICE r a �< OWNER f i PERMIT NO. A routine inspection indicates that the following violations of butte county Ordinances exist at the 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 cont flthis office immediately. {' - ����� � � fir- �.� � � r �r� _ a`' . ._ � /� ✓l _ Date Inspector REV 10/92 rIZ Ex F; L> %/� %'tS /r� ,, � `i\ •. "- Q G 0 Awe �i� /�J A Date Inspector REV 10/92 1 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 CORRECTION NOTICE E OWNER PERMIT NO. e' A routine inspection indicates that the following violations of butte county Ordinances exist at the 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 co ct this office immediately. 1.2 AXC - ,;, z- c ^ % ,�v o . � .-� � ,� � cid( ,•.L. r� .x� c Date REV 10/92 `Z11 J +� �.a� L ✓ ,9 /YJis rtl.9 f �. j ._C� � /X iw � , eit ilOa i' �1 ✓' moi_ � syt . 7 / G9 /r 1 P - /'q:-_ Y ra 401 kf E5�� 'L 4, P—t/a� e� r Inspector Date Z ��� �� Inspector ifs// REV 10/92 ';` - COUNTY OF BUTTE -' - BUILDING DIVISION t " DEPARTMENT OF DEVELOPMENT SERVICES 411 Main Street • Chico, CA • (530) 891-2751 7 County Center Drive'* Oroville, CA • (530) 538-7541- 38-7541 a CORRECTION CORRECTION NOTICE . Fr OWNER PERMIT NO. _ A routine inspection indicates that the following violations of butte county Ordinances exist at the '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, F_ i z - please cont this office immediately. ;r rrt Date Z ��� �� Inspector ifs// REV 10/92 ';` 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 f /CORRECTION NOTICE OWNER PERMIT NO. A routine inspection indicates that the following violations of butte county Ordinances exist at the 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 this office immediately. i REV Inspector ' / lg FLI,"� 1�. COUNTY OF BUTTE � _7 .---BUILDING DIVISION: DEPARTMENT OF DEVELOPMENT SERVICES Y. 411 Main Street, Chico, CA - (916) 891-2751 7 County Center Drive, Oroville, CA - (916) 538-754 . 1 CORRECTION NOTICE. OWNER PERMIT z1 - A routine inspection indicates that the following violations of Butte County Ordinances exist at the above address and should be corrected. Please notify this office when correction of work is completed. If you have any questions pertaining to this matter, or need additional explanation, Please contact this office immediately. AA r ".j I amp 0 D C- s/\ -Date,, Inspector -- REV 10/92 r. '; Nov czj 61 08:09a LOEKKE YNSULATYON CO. , INC 5308919960 P.1 LOERBCE INSULATION CO., INC. INSULATION CERTIFICATE BQJ!�.c 3ES4tipTION OF INSTAL6;�TIO'N 1. ROOF Mate" ry 11)idness (inches) 2- CEILING Batt or Blanket Type_ Fiberglass 9atts Thickness (inches} =1,3.00 O1 Loose FBI Type fterglass Contractors min. instilled wUTnun sq,Q�YoS�t Ib Manufacturers installed weight per square toot to achieve 3. EXTERIOR WAtL. Material —FJa= Thickness`(inches) (o . S 4. RAISED FLOOR Material FiberalaSS Batts Thickness (inches)1a�s 5. SLAB FLOOR I PERIMETER Materiel Thickness Perimeter Insulation Depth (inches) 6. FOUNDATION WALL Material Thickness (inches, DECLRftATION Brand Flame Therm! Resistance (R -Value) Brand Name Johns Manville Themnat-Resistance. (R Value) Q-38 Brand Name Johns ManviQe Minirtnum Thickness 110 • a5 inches. ' Thermal Resistwce (R Value)38 Brand Name Johne Manville Themras Resist mw a (R Value) !g q Brand Name Johns Manville Thermal Rhe (R -Value) R-lq Brand Name Thermal Resistance (R -Value) Brand Name Thermal Resistance (R Value) I hereby certify that the above ihsuuwn was installed in the building at the above location in conformance with the current En Efficiency Standards for resi "al buildings (Title 24,Part 6, California Code of Regulations) as indicated on the Certifu� of compuance, where applicable. C.L.9499150 Itern-F- natu —�� e HM z� °j ' Item Signature, Date LOERKE INSULATION CO., INC. Ins contractor (Co. ame OF General�G' ontractor (Co_ Name) r, Owner (C 1��C��i�- DrL5 ,- 10�v Generai�Contrador (C ame) Or ewn� ung ubcontractor . Name) Or Genera! Contractor (Co. ame) Or Owner SSD ARct GREGORY A. PEITZ No. C 84288 ARCHITECT FOF CAL\��Z 383 RIO UNDO AVE: ,'CHICO CA 95926 (530) 894-5719 /c t 4 l o.3(P - cc P of C-4 c d L a 15 no P -p 0 -+ �� e ti Pv L TO COrrec/`7� �� 3�g — /Z 'pto �c 7 �. ct,. • t; 4- l!• -r r s :BULI,DINC�'DEP RAIL �.; 3/4<< P(yL,,d ea, P P R.C. 'I 4,d p �. Y r~ Roof..Beainf 97 UniformtBuildinq Code (91 NDS)1 Ver: 5.03 ,By: Gregory Peitz, Gregory A. Peitz Architect on: 05-22-2001 : 09:12:11 AM Fb'= Project: CASWELL - Location: GARAGE DOOR PSI Adjustment Factors: Cd=1.25 z Summary: Fv': Fv'= 5.125 IN x 12.0 IN x 20.5 FT / 24F=V4 - Visually Graded'.Western Species -' Dry Use . PSI Adiustment Factors: Cd=1.25 Section Adequate By:,2.2% Controlling Factor: Moment of Inertia/ Depth Required 11.91 In, Deflections: Dead Load: DLD= 0.67 IN Live Load: LLD= 0.67 IN = U367 Total Load: TLD= 1.34 1N = U184 Reactions (Each End): V= 4584 LB Live Load: LL-Rxn= 2296 LB Dead Load: DL-Rxn= 2288 LB, . Total Load: TL-Rxn= 4584' LB Bearinq Lenqth Required (Beam only, Support capacity'not checked): BL= 1.38• IN Camber Regd.: C= 1.00 IN Beam Data: Area (Shear): Areq= 29.0 Span: L= 20.5 FT Maximum Unbraced Span: Lu= 0:0 FT Pitch Of Roof: RP= 10 :12 Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria: U 180 Camber Adjustment Factor: CAF= 1.5 X DLD • Non -Snow Live Load: Roof Loaded Area: RLA= 328.0 SF Live Load Method: Method = One Roof Loadinq: Roof Live Load One:S�O ARChjT LL1= 14.0 PSF -Side Roof •Dead Load -Side One: �, ®ICY 4. F DL1=• V 10.0 PSF Tributary Width -Side One: C>s •TW1= 15.0 FT Roof Live Load -Side Two: v �� ~ LL2= -14.0 PSF Roof: Dead Load -Side Two: ' DL2= No. C. 10.0 PSF Tributary Width-Side;Two: TW2= 1.0 FT Roof Duration Factor: N� Cd= 1.25 Beam Self Weiqht: REN 0 BSW= 15 PLF Slope/Pitch Adjusted Lenqths and Loads:Adjusted Lenqth:form F L 2 0.5 FT Beam•Uifeam Beam -Uniform Live Load: OF C AO wL= 24 PLF -. Beam.Uniform Dead Load: wD_adi= 223 PLF Total Uniform Load: WT= 447 PLF Properties For: 24F -V4- Visually Graded Western Species ,• �Bendinq .Stress: - Fb= 2400 PSI Shear Stress: Fv= 190 PSI Modulus of Elasticity: Ex= 1800000 PSI Ey= 1600000 PSI Stress Perpendicular to Grain: Fc perp= •. 650 PSI Bendinq Stress of Comp. Face in Tension: Fb cpr= 1200 PSI Adjusted Properties Fb' (Tension): Fb'= 3000 PSI Adjustment Factors: Cd=1.25 I • Fv': Fv'= 238 PSI Adiustment Factors: Cd=1.25 Design Requirements: Controllinq Moment: M=. 23493 FT -LB 10.25 ft from -left support Critical moment created by combining all dead and live loads. Maximum Shear: V= 4584 LB At support. Critical shear created by combining all dead and live loads. ' Comparisons With Required Sections: Section Modulus (Moment): Sreq= 94.0 IN3 S= 123.0 IN3 Area (Shear): Areq= 29.0 IN2 A= 61.5 IN2 Moment of Inertia (Deflection): Ireq= 722.3 IN4 1= 738.0 IN4 I o �v :d Caw oAR ar A.F .. .�;..:.... 11193 . No. C � pCCuu � uj,1 •�� Fah l� Y. .. �;.��•� +�f a .•.. : - � ' o M Ic • � , :� r��0� mil � m i t R4 1Nf.�La 3/4...• ,.. ALLFA �3 �,�. r Pa!j. WL i V Y I �r� ; COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING; DIVISION 7 County Center Drive o Oroville, California 95965 -Telephone (530) 538-7541 _© PE MIT \'(Rev.12/96) APPLICATION AND PERMIT ASSESSOR PARCELNUMBER ZONING BUIINE PERMIT 041-10-1061 MY & JEFF CASWELL �4T29868 SQ. FT. OCC. BUILDING VALUATION 3 R 165 780.00 OW BOX ITT RES DURHAM CA 95938 � 1121 U 20 178.00 CONTRACTOR'S NAMETELEPHONE 6Il 7,839.00 224 0 1,568.00 CONTRACTORS MAILING ADDRESS CONSTRUCTION LENDER Fireplace A 1,500.00 LENDER'S MAILING ADDRESS Total Valuation Is 1 MET OR E�(C,, YR ((ji PEl'l(� LICENSE NO. :- Filing Fee $ 20.00 ARCHITECT OR ENGINEERS MAILING ADDRESS Permit Fee $ 97.9.00 �- Plan Checking Fee $ BU" -^'V .ADDRESS STAGE RD, OROVILLE Energy Plan Checking Fee $ 23.00 $ PERMIT FEE $ 1658.35' LOT NO. SUBDIVISIONS NAME PARCEL MAP - PLUMBING PERMIT Fling Feel 20.00 Each Trap 7.00 USEOFSTRUCTURE Solar or heat pump water heater 23.00 SF X] Duplex ❑ Mobilehome ❑ Other Water piping 15.00 SPECIFY 15.00 TYPE OF WORK Each as water heater or vent Gas piping system 1 - 5 outlets 15.00 is nn New)] Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Building sewer 15.00 3 BDRM SF Mobile Home S G W @20.00 Describe Work: PERMIT FEE $ 178.00 ELECTRICAL PERMIT 800V OR LESS Fling Fee 20.00 Main Service 200A OR LESS 23.00 LICENSED CONTRPTOR'S DECLARATION Main Service 200A TO 1000" 46.00 1 hereby affirm under penalty of perjury at I am licensed under provisions of Chapter L`� NEW CONST. DWELLING OCCUP. OR ADDNS. ( a ACC. stns. s0 3.50146 6 9 (commencing with Section 7000 of Division 3 of the Business and Professions_ Code, ( g ) NON•RESID. MULTI -OUTLET c cu @7.50 and my license is in full force and effect.P OWER APPARATUS License Class LIC. NO. - SINGLE OUTLET CIR. &- OWNER -BUILDER DECLARATION Ex. Occup. OUTLET OR FIXTURES BAL @ 1.50 I hereby affirm under penalty of perjury that I am exempt from the Contractors License Ex. Occup. (OUIxTsR OR 5.00 Law for the following reason: Temporary Service 23.00 ❑ 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. Mobile Home Facilities 20.00 It I, as owner of the property, am exclusively contracting with licensed contractors = Misc. Wiring 23.00 to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this PERMIT FEE $ 189.69 reason WORKERS' COMPENSATION DECLARATION i MECHANICAL PERMIT Filing Fee 20.00 1 hereby affirm under penalty of perjury one of the following declarations: I Heating ❑ 1 have and will maintain a certificate of consent to self -insure for workers' Cooling compensation, as provided for by section 3700 of the Labor Code, for the 20.00 performance of the work for which this permit is issued. Hood 6.50 6.59 ❑ 1 have and will maintain workers' compensation insurance, as required by Section Ventilation 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 I PERMIT FEE $ 80.00 Policy Number Mobile Home Installation Fee $ (The above sections need not be completed if the permit is for work of a valuation ' Energy Inspection Fee $ 46.00 of one hundred dollars ($100) or less.) 0 1 certify that in the performance of the work for which this permit is issued, I shall F Gcc coNST. TYPE TOTAL FEE $ 2152.(14 not employ any person in any manner so as to become subject to workers'HA2 compensation laws of California, and agree that if I should become subject to the D IMP FLOOD CDF PARCELPD D ISSUE workers' compensation provisions of section 3700 of the Labor Code, I shall --- X X --r X X forthwith comply with those provisions; This permit is hereby issued under the applicable provisions r X �!!e1!� 3'L ( ()ra L U-Q�LQ Date :x/31 �00 of the Butte County Code and/or Resolutions to do work indic a for hich fees have been paid. Signature of pplicant - Owner ❑ Contractor ❑ Agent An OSHA permit is required for excavations over 60" deep and demolition or cons on tru ' of structures over 3 stories in height. / Date ,,BBy Receipt No. Z tom% 0 �- `P ®- AMIT EXPIRES ON 1117107, WHITE-D.D.S.-B.O. CANARY -ASSESS PINK -INS CTOR GOLDENROD -APPLICANT Dae 1 COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION � 7 County Center Drive • Orovilie, California 95965 • Telephone (530) 538.754 P ev.t2/96) ERMIT NO. '' APPLICATION AND PERMIT G`0��VS:- nSSESSORPARCZLN USER ZONING BUILDING PERMIT TavNGNe SO. FT. OCC. BUILDING V L ATION Cine £ je (r ASir'e.d� 3yS-$8(o� 5;;01' MAJUNG ADDRESS O PD e,ox -7q(o Dur�\ci M CA '-Zb. /"7r. o f 6NTRACTDA'S NAME Tl18NONE COWRAGTORB MAILING ADDRESS _ O �-2c1 =NSrRUcnoN LENDER PERMIT FEE $ CA-/ ELECTRICAL PERMIT Fireplace Fling Fee 20.00 Main Service tENOER.s MAILING ADDRESS Total Valuation s cry Mein Service 200A TO IOWA AALNRECT OR EN(L11EER GREG PEITZ LICENSE NO. Flin Fee $ 2 0.00 Permit Fee 4f 711. 00 s ARCKnCT OR ENGINEER'S MALJNO ADDRESS Plan Checking Fee b auU) ADORr-^s © I d B �-r+e va I Energy Plan Checking Fee — $ $ LJ R PERMIT FEE _ NO. k SUSDN6ION'S NAME P-?� PARCEL PLUMBING PERMIT Fling Fee 20.00 Each Trap 7.0E O USEOFSTRUCTURE LWateSF iuFlex ❑ Mobilehome ❑ Other SPECIFY Solar or heat pump water heater 23.00 r i in 15.00 Each gas water heater or vent 15.00 i � TYPE OF WORK New) dition ❑ Remodel O llbkties ❑ lnsffiantion ❑ Other O f,scribe Work: � �J�� N�t� �'L`' S� Gas piping system 1 - 5 outlets 15.00 Building sewer15.00 (S / Mobile Home S G W 47:@20.00 Ex. Occup.ounrr OR FDRURES PERMIT FEE $ CA-/ ELECTRICAL PERMIT 23.00 Fling Fee 20.00 Main Service �w oma mss 23.0 cry Mein Service 200A TO IOWA 46.00 NEIN CONST. ( OWEilANO OCCSUP. OR AODNS. t ACC. 900 NON•RESID. RIZANenH MACU7R @7.50 Ex. Occup.ounrr OR FDRURES Bti 3JNS Ex. Occup.OLrnFis ESID.LEA. 5.00 _ Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wirina 23.00 ., PERMIT FEE _ MECHANICAL PERMIT Fling Fee 20.00 Heatina . Hood 6.50 F/ 1,91 1 Ventilation ? ,1. c, /7. i'6 PERMIT FEE S d • c� Mobile Home Installation Fee s Q Energy Inspection Fee $ e vel �qyc• co.►N�T. TYPE TOT FEE cl NAZE5 P ILDOD cop P ISSUE This permits here y lssued 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 — _ /J a�-s'+t--.,�,, Ty-r+.�,r.;,i-+r.;�sr:-�.=-�`�--��-'.',..�;,;-r.�v�«r�i�.�:t.�C.��y.:..v'F�t'�:..:v'�:-.'n►'.�'i{�Srr�► _ r�i�.'.:..:� ' �.t....�,y+;..� .�--....,.....�� . COUNTY OUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965 - TELEPHONE (530) 538-7541 PERMIT APPLICATION DATA SHEET OWNER:(A�t..s,% •�— t ASSESSOR PARCER: '7 LI Proposed Building se: S Building Inspector: DL Date: 7— At time of permit application, I was advised the following data must be submitted prior to permit processing and/or issuance: Date Received By ❑ 1. All items have been submitted.------------------------------------------------------------------------------------- ❑2. Plot plans, 3/4 sets, signed by the preparer of plans.------------------------------------------------------------ ❑3. Complete plans, 3/4 sets, signed by the preparer of plans. ------------------------ ------------------------ i--- �Eng=r: plans, 3/4 sets, with wet signature on plans. All engineering must be shown on plans. -------- truss details and layout in duplicate (required prior to plan review) No faxes! ------------------ ' N t ❑ 6. Energy Design Compliance and supporting documentation. ----------------------- =--------------------------- 0 7. ------------❑7. Statement of Intent for Non -Heated and A/C Buildings. --------------------------------- ------------------------ C1 8. Hazardous Material Form. . anufactured Home data and installation instructions including Tie Down Specifications.------------------ otof$ --1-= ------------------------------------------------------------------ ct fees•as shown on the attached schedule. ---------------------------------------------- -------------------- El12. California Department of Forestry plan approval/fees.-----t�T ------���� ❑ 13ZFo.t,-tion levation certificate. -----------------\----------------------------------- and plot plan approval Of Health Department. ------------------------- --------------- 15. Cityof Chico plumbing permit.----------------------------------------------------------------------------------- ❑ 16. Plot plan and business license approval from the City of Biggs. -IR4-7._Planning approval for (A) Use: O 14.1 (B) Parking: ❑ 18. Contact Land Development about ❑ Improvements, ❑ Drainage, ❑ Legal Parcel. ❑ 19. Encroachment Permit for driveway (construction approval prior to occupancy). --- 020. Pre -inspection for required. Request to Building Inspector on 021. Contractor's license information. (Number, Name Style, Classification). --------- ❑22. Workers' Compensation carrier and policy number. --------------------------------- 023. Owner -Builder Verification (Given to owner ❑, Mailed to owner 0) - ----------- 024. Letter of signature authorization. ------------------------------------------------------ 025. Recorded copy of Agricultural Acknowledgment Statement. ----------------------- Letter of intent onbuddmg use. -!n ------------------------------------------------ 027. Manufactured Home utility clearance. ------------------------------------------------- (Date) 028. Existing violations and/or expired permits. ---------------------------------------------------------------------- ❑ 9�ther: 433 A, ❑Grant Deed, ❑ M.H. Title, ❑ Check to H.C.D $ .--------------- Ei fZ� tnr�t �(14-cC25 ur2E.A� (No Ab►,(jta-hcn maki-ails. Wh you issue thj perr :y� essa El Mail to owner, ❑Mail to contractor. Telephone �_(pp and hold for pickup at office. ❑ Deliver with inspector. w S�� r i�v �o Z��� /� Co vn 11 3 - 3 - ►�-a Applicant: Date: Copy of Haz-Mat form sent ❑ Health Department, ❑ Fire Department, ❑ Air Poll u ion Date: By: Copy of plans sent ❑Health Department, 11 Fire Department, ❑ Othe : Date. By: 1. Index permit application for the above items numbered: lanC eck List 2. Additional items required: Contractor, designer, owner, was advised of the above required data by ❑ phone, ❑ mail, ❑ Building bivision 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, owner, w ad of the above r uired data phone, ❑ mail, ❑ Building Division counter, by Date: Plans reviewed by: �). Date: Plans approved by: (&#=) Date: l2 Sets of plans on hold in ❑ Plan Cabinet, ❑ A.P. folder. Note transfer by: Date:. Yellow Copy - Department of Development Services, Building Division. � c�c. r) q CAP c� 7 -KL TO: FROM: SUBJECT: Building Department Environmental Health Sanitation ,Clearance E.H. SE Oklr Plot an Attached Floor Plan A aChad Sent to S.D.; o14 Owner Location AP# Plan Approved for: Sewage Dispose Water Sup ly: Public Priv to Well Clearance for dwelling. Other Lv IY1 Hold final for: Final clearance O.K. for: NOTE: . Environmental Health Specialist 8/96 • 9 Date '! �` (-.i r. t 1 �J+� �y�Jr^` } elli y,Ja 1k�.F•` `�•K'_�iy�31�� r,�� COUNTY 'OF BUTTE, DEPARTMENT OF DEVELOPMENT SERVICES BUILDING DIVISION 7 COUNTY CENTER DRIVE; OROVILLE'CA 95965 TELEPHONE (916)53&7541 SCHEDULE OF FEES DUE r OWNER A.P. PROPOSED BUILDING USE `: DATE'. e� RECEIPT # DATE REC 1. BUILDING PERMIT FEES f0r!] y... -- Balance Due ..... C -= Additional Fees Due ... .• -- Additional Fees Due ...:......: $ , -- Wised Plan Checking Fee ........ $ 2. SCHOOL DISTRICT FEES. F (paid at District Office).'- 3. ffice).' 3: SHERIFF FEES (paid at Building Division) y Residential ........:. x $360.00 = $ '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., RECREATION DISTRICT FEES'(paid at District Office) I� V 6. THERMALITO DRAINAGE DISTRICT.FEES $510:00.•(paid at Building Division) 7. SRA TIRE INSPECTION AND PLAN CHECK 89.00 (paid at Building Division) 8. WATER TENDER FEES (Battalion # ) $200.00 (paid at Building Division) 9. CSA 87 TRAFFIC FEE $2500.00 (paid at Building Division) 1.0: 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. APPLICANT " DATE —:3) —O 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 projecr.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) COUNTY" OF BUTTE DEPARTMENT OF DEVELOPMENT SERVICES BUILDING DIVISION 7 COUNTY CENTER DRIVE, OROVILLE,CA 95965 TELEPHONE (916) 538-7541 SCHEDULE OF RECEIPT OF FEES OWNER A.P. # 44 W PROPOSED BUILDING USE DATE 3 7,/ RECEIPT # DATE REC 1. BUILDING PERMIT FEES ........... ... Balance Due .............. 1 1 $ 1 6 , Additional Fees Due ............4----- Additional Fees Due ........... $ --.Relised Plan Checking Fee ....... $ 2. SCHOOL DISTRICT FEES A /,V\ 110 34 (paid at Distfict'Cffficii) 4 r 3. SHERIFF FEES (paid at Building Division) esidential ........ . x $360.00 = $ , Units Commercial (sq.ft.). x $0.03 = $ Sq. Ft. 4. URBAN AREA FEES (paid ao5khing Division) Residential (per unit) . _ x = $ #Units Amt. Commercial (sq. ft.). x =$ Sq. Ft. Amt. _e(55 RECREATION DISTRICT FEES (paid at District Office) (ZJA N M. 6. THERMALITO DRAINAGE DISTRICT FEES $510.00 (paid at Building Division) 7. SRA FIRE INSPECTION AND PLAN CHECK $89.00 (paid at Building Division) UVJ "8. WATER TENDER FEES (Battalion # $200.00 (paid at Building Division) VLN 1� 9 . - FEE -- M'do".bb' /("parld at 9tCI-16irIgi 11fi'v isi6n) CSA 87 Ti" C < 10tOTHER 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. C) Tr -3/,=,0.0 APPLICANT 14),/J 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 iin posed 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). V '-(,Rev. 2/_Y'7'�) Original -Building Div. 2nd Copy -?Applicant 3rd Copy -Owner J'�. - '�` '�.p..t'a�.r.-a,�-�,�"c' �g^.:?Fr.'!4�':js��=.�'R.`+'.T.•Rf`5���'�::=; 4"moi•-fe¢: :-mya^,.T+s:?,... -T �±. +..ter^ BUTTE COUNTY PARK FACILITY FEE PAYMENT CERTIFICATION FORM DURHAM RECREATION AND PARK DISTRICT Assessor Parcel Nur Property Owner (s): Project Location/Add Subdivison Name: Assessable Square Footage: 3D D Type of Residential Development (check one): New Development Afteration' Addition Mobile Home (s) Non -Residential to Residential J. Comments: *B u • i nh • • "-• - Durham Recreation and Park District (DRP -D) certifies that Applicant Name Applicant Phone Number Street Address u City State. Zip Code has complied with the requirements.of the, Butte County Board of Supervisors. Resolution No. 93 11,4 by payment for )A-70square feet at $ 1.04 per square footfor a total payment Of $ 15 Z.i-" DRPD Representative. Date: PAID BY CHECK No.: / Remarks: BANK No.: PAID BY CASH: RECEIPT No.: 1 � k DISTRIBUTION: WHITE - APPLICANT PINK- DRPD YELLOW - BUTTE CO. BUILDING DIVISION BUTTE COUNTY SCHOOLS IMPACT FEE CERTIFICATION FORM (One form per Building) School District f Building Department No. A.P. Number CH I — I n — D (Q � Jurisdiction: � City County Property Owner ( ie� -� CaJ .w �^ Property Location/Address J U Subdivision Lot No Residential Development ETI t No of Living Mobile Home Units Installation Commercial/Industrial / New Addition A I Representative N :.................................................................................................................. € Sq. Footage Addition/ *Supplemental to (Group R) Conversion Permit # *(No foundation inspection): ........................................................................................................... �GJ-XX Sq. Footage tmoor rians reviewed ov scnooi uistnct Roofed Areas) Date District Identification No. ,Du,eik47n VAI /r/��. SchoollDistrict•certifiestliat- ? %A)w7: .ci (Applicant) S& 1f 9 p e -b srl& ,Pd . 34 S - 9 8 8' (Street Address) (Phone Number) (City) (State) (Zip Code) has complied with the requirements of Resolution No. representing School District square feet. 00 "1 by payment of $ -3013,6-6 IL AB 2926 $ FULL MITIGATION $ Date 30 % NC�cu No•,�E" Paid by Check # Remarks: 7 06 Qg 11,0,b;l. nv o ✓e of D u 7 1 /'170 5Q Fr �c3 -P, ©s 30 /3. 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 66020(a), within 90 days from the date fees are paid. Failure to submit a timely written protest will prohibit you from challenging the imposition of the fees in any court action. If, subsequent to the School District Representative signing this Butte County Schools Impact Fee Certification Form, the School District is notified by the applicable Local Planning Agency that this project is being reviewed under the California Environmental Quality Act (CEQA), this project may be subject to additional school fees to fully mitigate its impact on the school district's schools. White (applicant), Yellow (building department), Pink. -(school district) feeform.xls (10/98)dmm z ell z r Owner: 0 REVIEW D _ i D i • ONLY Building Permit Number: CSO—OCs qS Plans Examiner: A. P. Number: 04(. GENERAL: 6bZoning requirements — (number of permitted living units). Building permit valuation. IT. Plans signed.by the designer. ,,V Proper description of work, on the application. ,! Existing violations on the property• Recorded notice of violation. ;<,: ', PLOT PLAN: Complete parcel size and dimensions. 2Setbacks, side yard, easements, @tc. 4 � LJ� hp,�e Other buildings or structures. (jj . C(?- (f e . ;4! Grading, fills and/or drainage. (� -� ;P�V��DUe� �! Flood hazard Special conditions on Parcel Map (Noise S ireSp�r��inkleNr<ater Tend a, Traffic and Drainage fees).— '16 &FAS road setback. ` � �e S�►-� nlC�er� �f�U.Q.� ,l Building or utilities across lot lines (record form). �'t e /FLOOR PLAN: 1. Plans and specifications drawn to scale with dimensions and of sufficient clarity (Uniform Building Code section 106.3.3). p2' 10% of natural light and 5% of ventilation (Uniform'Building Code section 1203). i3' Egress windows (Uniform Building Code section 310.4). 6f' Skylights (Uniform Building Code section 2409 & 2603.7).." Glazing in Hazardous locations (Uniform Building Code section 2406). Required room sizes and ceiling heights (Uniform Building Code section 310.6). _ GFCI in baths, garage, kitchen, wet bat, and exterior receptacles (NEC 210). 3 U. (0c, f' Prohibited locations ofgas'water heaters (Uniform Plumbing Code 509& 1213.5). jr� a-fi c S�Ze IDac� Prohibited locations of gas heating equipmeat (Uniform Mechanical Code 304.5). Garage fireN% separation - rewired on garage side including supporting walls"and posts (Uniform Building Code section 302.4 exception #3). ± % Wood stove location - Alcove clearance (UMC section 205 confined space & 223 unconfined space). ,lf Smoke detectors (Uniform Building Code section 310.9.1). X. Water closet clearances (Uniform Plumbing Code 408.5). X. Shower compartment minimum 1024 sq. in. & 30" circle (Uniform Plumbing Code 412.7). Page 1 of 2 UCTURAL DETAILS: � -T-C), Ru t C) 1 Conventional construction - Unusually shaped buildings (Uniform Building Code section 2320.5.4). 2: Standard bracing or engineered design (Uniform Building Code sedtion 2320.11:3). Clerestory requiring alloon framing and/or engineering. Three story building requiring engineered calculations and plans. 5. Foundation plan complete enough to construct building'. 6. Floor construction details complete enough to construct building. 7. Elevations and wall construction details complete enough to construct building. cl ► v TRoof construction details complete enough to construct building. Rafter ties or bearing ridge beam. rovc, Fireplace construction details and calculations if necessary. +VUA1-'-'O Garage door header size(s). Porch header size(s). }S Stud heights: 1)14. -Expansive soil - special foundation design required. . Retainingwalls requiring design. Special Inspection requirements. Bader sizes... - Gypsum wallboard nailing inspection required. CELLANEOUS ITEMS: Stairway details - landings, rise and run, head clearance, handrails (Uniform Building Code section 1006). Guardrails (Uniform Building Code section 509). ' 3.2. Brick or stone veneer (Uniform Building Code section 1403). /4! _EXterior plaster. -weep screeds (Uniform Building Code section 2506.5). Roof pitch for roof covering (Uniform Building Code Table 15-B-1& 2, 15-D-1 & 2). Roof covering type - (fire hazard). Foam insulation - protection. 36.'.halls and stairways (Uniform Building Code section 1004.3.3.2). Two.exits on three - story dwellings (Uniform Building Code section 1004.2.3.2). :/ Underfloor access and ventilation (Uniform Building Code section 2306.3 & 2306.7). `Attic access and ventilation (Uniform Building Code section 1505). '�� Combustion air for fuel burning appliances - LPG requirements. Sound requirements. - 1/14. Energy design compliance and supporting documentation. ��0' e %7(at A, " CD JKFlashing at all exterior openings. n�y�� ,6,CDF responsible area requirements. �/' � wfA)�"ildinrmig Peequirements:/-j 17.1. 17.2."7Food elevation certificate. iFk 17.3. �FeS rnklers uir `eO� n� 17.4. Special Iaspection'requirements. 17.5. Use Permit conditions. 17.6. Sub -Standard Housing letter. M. Page 2 of 2 OF' r APPLICANT: OVYWO A. P. • WORK PR -ECT PROCESSING RFCORD AI DATE D ON OF STEP . ` 00 ov Pt+ L o s eN i `Tb o w N - L�X> Z. ol (RESPONSE FOR PLAN CHECK LETTER DATED: PLAN CHECK ITEM #/ n RESPONSE BY: LOCATION ON PLANS/CALCS: COMMENTS: PLAN CHECK ITEM # RESPONSE BY: LOCATION ON PLANS/CALCS: �. 41 COMMENTS: `� PLAN CHECK ITEM # V,/- RESPONSE BY: LOCATION ON PLANS/CALCS: COMMENTS: IPLAN CHECK ITEM # ---I I RESPONSE BY: e% ILOCATION ON PLANS/CALCS: IPLAN CHECK ITEM # IRESPONSE BY: I LOCATION ON PLANS/CALCS: ICOMMENTS: w T /M, Department of Development Services Building Division_ 7. County Center Drive Oroville, CA 95965 (530) 538-7541 (530) 538-2140 FAX July 10, 2000 , Cindy and Jeff Caswell - v P.O. Box 796 Durham, CA 95938 - s Re:. Building Permit Number:' 00-0643, ' Assessor's Parcel Number: 041-100-061, Dear Mr. and Mrs. Caswell: , This office has performed the structural. review of .the above referenced building plans. Please provide additional information and/or make revisions to plans, specifications and calculations as follows: Provide footing below the 12' no, 8 shear wall on lower level wall' line' D and show SSTB20 bolts as specified in the structural calculations. N_2-� Provide CS16 straps at floor joist splices along the lower level wall Fine B as specified in the structural calculations. ',,3-'- .i3 Show continuous floor joists along the lower level wall Gine .0 as specified in the ` structural calculations. ' v4. —Provide continuous rim joists along the lower level wall. line D as,specified in the 1( tructural calculations. 5 how garage roof framing or;provide truss details if rrianufactured trusses are to be - installed. - Plan .check will continue upon receipt of the above items and those items listed in the letter -sent to you from Martha Whitney on June 27, 2000. Additional items may be required when plan check is resumed. ' If you wish to discuss 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,t . 4i Philo Hunt, P.E. Plan Check Engineer cc: Greg Peitz �OT O0 Department of Development Services' o• o Building Division ' O O 7 County Center Drive O O •0roville, CA 95965 • '�� c530> 538-7541 (530) 538'2140 FAX cOUN June 27, 2000 Cindy and Jeff Caswell ' P. O. Box 796 Durham, CA 95938 Parcel Number: 041-100-061 _ Building Permit Number: 00-0643 _ k This office reviewed the building plans for'the permit application referenced above. The plan " examiner's comments are listed in Part - I below. Please respond in writing to each comment in Part - I by completing and returning the enclosed PLAN REVIEW RESPONSE FORM. INDICATE WHICH DETAIL, SPECIFICATION OR CALCULATION SHOWS THE ' REQUESTED INFORMATION.. Additional response, information is included on the response form. Your complete and clear responsewill expedite the recheck and approval of this project.. PART - I - Provide additional information and/ or make revisions to the plans, specifications and calculations ti as follows: 1. Provide a letter stating that the mobil home will be removed at house final. 2. This structure will require fire sprinklers. This is a'condition of your parcel map. Provide two sets of plans and calculations prepared by a licensed C-16 contractor: Submit an application for a ` permit. Application for permit may be applied for either 6y -the licensed C-16 contractor or by the owner of the parcel. Permits for house and fire sprinklers will only be issued concurrently. , 3. Provide location of Furnace. 'If located in the attic please have affected trusses sized for mechanical loads.- 4. oads:4. Arciuteci of record is io review and approve the trusses per,his lateral design. Please submit letter with resubmittal documents. - 5. Provide manufacturer's specifications on the AC unit with a SEER o 11: 6. Provide all requirements for pipe insulation of the water system directly on the plans. 2 y 7. Review of the building plans by the Butte county engineer has not been completed at this time Any additional comments from the engineer will be addressed in separate correspondence. Plan review will continue upon receipt of the above items. Additional comments may be generated from your response above where plan documents were incomplete, inconsistent or not , adequate to depict code compliance. PART - IT The items identified below must be submitted, prior to permit issuancelthese items were noted at the time of permit application on the PERMIT APPLICATION DATA SHEET. 1. Pay balance of building Permit fees in the amount of $1442.52 2. Pay impact fees: 2.1 Durham. Area Recreation and Park - Residential= $1.04 per square foot. 2.2 Complete and return the Butte. County School Impact Fee Certification form. , 3. Sanitation and plot plan approval is required -from the Butte County Environmental Health Department # If you wish to discuss any requirements in Part•I, you may contact me at (530) 538-7541 between the hours of 1:OOp.m. and 4:OO p.m., Monday through Friday. The attached checklist must accompany corrected items. Sincerely' a arth tney t Plans Examiner , cc: Greg Pietz *AN REVIEW RESPONS]'ORM n'and returnthis form with your re -sub (In order to expedite the- this he review of your plans, please complete the following informatiomittal this form is not complete, as to all correction items; we wW not be:able:to:accept'your:re-submittal for review. There.,must be a vali response to every item requested in' oui plan correction' letter. "By others" ,is not considered, a valid- response. Please indicate j—ot- re§ponse to each item and the location where the information can be found on the, AvWcalcs. r -� ATTACH THIS FORM TO A COPY OF YOUR PLAN REVIEW LETTER AND RETURN WITH REVISED AND ORIGINAL PLANS. OWNERS NAME DATE: ASSESSORS PARCEL NUMBER PERMIT NUMBER 1. l / o a ==� RESPONSE FOR PLAN CHECK LETTER DATED: O, o? PLAN CHECK ITEM # RESPONSE BY: LOCATION ON PLANS/CALCS: COMMENTS: COMMENTS: f PLAN CHECK ITEM # RESPONSE BY: LOCATION ON PLANS/CALCS: COMMENTS: / y e.— co ;-J COMMENTS: f PLAN CHECK ITEM # RESPONSE BY: LOCATION ON PLANS/CALCS: ' COMMEN : } r f ' PLAN CHECK ITEM # RESPONSE BY: � %. r LOCATION ON PLANS/CALCS: COMMENTS: f PLAN CHECK ITEM # i RESPONSE BY: ' LOCATION ON PLANS/CALCS:-------------- COMMENTS: GREGORY A PIE I T Zi�''�,,�';;;� 1907 MANGROVE, SUITE "E", CHICO CA 95026'(916) 894-5719 PROJECT: I have reviewed iewed the truss submittal for the abo,'v'e project and all loading design criteria have been met. Department of Development Services Building Division ` 7 County Center Drive Oroville, CA 95965 (530) 538-7541 (530) 538-2140 FAX July 10, 2000 Cindy and Jeff Caswell P.O. Box 796 Durham, CA 95938 Re: ' - Building Permit Number: 00-0643 . Assessor's Parcel Number: 041-100-061 Dear Mr. and Mrs. Caswell: A This office has performed the structural review of the above referenced building plans. Please provide additional information and/or make revisions to plans, specifications and calculations as follows: ' o� 1 Provide footing .below the 12' no. 8 shear, wall on lower level. wall line D and show . SSTB20 bolts as specified in the, structural calculations. Provide CS16 straps at floor joist splices along the lower level wall line B as specified in the structural calculations. . -'� ) Show continuous floor joists along the lower level wall .line C, as specified in the structural calculations. Provide continuous rim joists along the lower level wall line 'D as specified in the structural calculations. 5. Show garage roof framing or provide truss details if manufactured trusses are to be installed. Plan check will. continue upon receipt of the above items and those items listed in the letter sent to you from Martha Whitney on June 27, 2000. Additional items may be required when plan check is resumed. If you wish to discuss 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 Philo Hunt, P. E. Plan Check Engineer cc: Greg Peitz - . . Department of, Development Services Building Division 7 County Center Drive Oroville, CA 95965 (530)'538-7541' (530) 538-2140 FAX June 27, 2000 s Cindy and Jeff Caswell _ P. O. Box 796 - Durham, CA 95938 Parcel Number: 041-100-061 Building Permit Number: 00-0643 t This office reviewed the building plans for the permit application referenced above. The plan examiner's comments are listed in Part = I below. - Please respond in writing to each comment in Part - I by completing and returning the enclosed PLAN REVIEW RESPONSE FORM. INDICATE WHICH DETAIL, SPECIFICATION OR CALCULATION.SHOWS THE REQUESTED INFORMATION. Additional response information is included on the response form.- Your complete and clear.response will expedite the•recheck and approval of this project. PART - I Provide additional information and/ or make revisions to the plans, specifications and calculations as follows: _ t 1. Provide a letter stating that the mobil home will be removed at house final. 2.- his structure will require fire sprinklers. This is a condition of your parcel map. Provide two (/sets of plans and calculations prepared by a licensed C-16 contractor. Submit an application for a permit. Application for permit may be applied for either by the licensed C-16 contractor or by the owner of the parcel. Permits for house and fire sprinklers will only be issued concurrently. Provide location of Furnace. If located in the attic please have affected trusses sized for mechanical loads. r. f Architect of record is to review and approve, the trusses per his lateral design. Please submit 1 r with resubmittal documents. rovide manufacturer's specifications on the AC unit with a SEER of 11. Provide all requirements for pipe insulation of the water system directly on the plans. ' Review of the building plans by the Butte county engineer has not been completed at this time. Any additional comments from the engineer will be addressed in separate correspondence'. r • Plan review will continue upon receipt of the above items. Additional comments may be generated from your response above where plan documents were incomplete, inconsistent or not adequate to depict code. compliance. t PART - II ' Y i The items identified belofmust be [submitted prior to permit issus. These items were noted at the time of permit application on the PERMIT,APPLICATION DATA SHEET. 1. Pay balance of building Permit fees in the amount of $1442:52' —2. 2. Pay impact fees: " 2.1 Durham Area Recreation and Park - Residential= $1.04 per square foot. 2.2 Complete and return the Butte County School Impact Fee Certification form. 3. Sanitation and plot plan approval is required from the Butte County Environmental Health Department ' If you wish to discuss any requirements in Part I, you may contact me at (530) 538-7541 between the hours of 1:OOp.m. and 4:00 p.m., Monday through Friday. The attached checklist must accompany corrected items. Sincerely, , 'Martha Whitney" Plans Examiner cc: Greg PXtz a Y BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT 24 HOUR INSPECTION (IVR): (530) 538-4365 _ OFFICE: (530) 538-7541 FAX#: (530) 538-2140 ONLINE PERMIT/RENEWAL PAYMENTS: www.buttecounty.net\dds PROJECT INFORMATION Site Address: 3672 OLD STAGE ROAD Owner:. =' Permit No: B0$-1152 APN: ' 041-100-074 CASWELL, JEFF Issued Date: 6/18/2008 By' GLB Permit type: MISCELLANEOUS P O BOX 796 Subtype`: Private Pool DURHAM, CA 95938 Expiration Date: 6/18/2009 Description: GUNNITE SWIMMING POOL MP01 Occupancy: Zoning: Contractor Applicant: Square Footage: CARE -FREE POOLS CARE -FREE POOLS Building Garage Remdl/Addn P O BOX 8689 P O BOX 8689 CHICO, CA 95927 CHICO, CA 95927 Other Porch/Patio Total (530) 345-4639 (530) 345-4639. FEE INFORMATION DBEH Building Review Fee $78.90 DBMSC Swim Pool -Master Plan Co $512.42 Total Charged: $591.32 Fees Paid: $591.32 Balance Due: $0.00 Receipt No: B7705 'LICENSED CONTRACTOR'S DECLARATION OWNER / BUILDER DECLARATION Contractor (Name) State Contractors License No. / Class / Expires I HEREBY AFFIRM UNDER PENALTY OF PERJURY that I am exempt from the Contractor's License CARE -FREE POOLS 380826 / C53 / 8/31/2009 Law for the following reason (Sec. 7031.5), Business and Professions Code: Any city or county that requires a permit to construct, alter, improve, demolish, or repair any structure prior to its issuance, also requires the applicant for such permit to file a signed statement that he or she is licensed I HEREBY AFFIRM UNDER PENALTY OF PERJURY that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license pursuant to the provisions of the Contractors License Law [Chapter 9 (commencing with Section 7000) is in and etfact. l of Division 3 of the Business and Professions Code] or that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects X 6/18/2008 the applicant to a civil penalty of not more than five hundred dollars ($500); Please check one of the following: Contractors Signature Date I, AS OWNER OF THE PROPERTY, OR MY EMPLOYEES WITH WAGES AS THEIR SOLE COMPENSATION, WILL DO THE WORK, AND THE STRUCTURE IS NOT INTENDED OR WORKERS' COMPENSATION DECLARATION - - OFFERED FOR SALE (Sec. 7044, Business and Professions Code: The Contractors License Law does not apply to an owner of the property, who builds or improves thereon, and who does I HEREBY AFFIRM UNDER PENALTY OF PERJURY one of the following declarations: • ❑I HAVE AND WILL MAINTAIN A CERTIFICATE OF CONSENT TO SELF -INSURE FOR the work himself or herself or through his or her own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one WORKERS' COMPENSATION, as provided for by Section 3700 of the Labor Code, for the year of completion, the owner -builder will have the burden of proof that he or she did not build or performance of the work for which this permit is issued. ` improve for the purpose of sale.). I HAVE AND WILL MAINTAIN WORKER'S COMPENSATION INSURANCE, as required by ❑ 711. AS OWNER OF THE PROPERTY, AM EXCLUSIVELY CONTRACTING WITH LICENSED CONTRACTORS TO CONSTRUCT THE PROJECT (Sec. 7044, Business and Professions Code: Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. The Contractors License Law lows not apply to an owner of the property who builds or improves My Workers' Compensation insurance carrier and policy number are; ' thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the STATE FUND 618-0000183 7/1/2008 Cartier. Policy Number: Exp. Date: Contractors License Law.). (This section need not be completed if the permit is art on'-7� a tion rd ed dollars ($100) or less. _ ❑ I AM EXEMPT under Section B. 8 P.C. for this reason: CERTIFY THAT IN THE PERFORMANCE OF'THE WORK FOR WHICH THIS PERMIT IS ISSUED, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California, and agree that if I should become subject to the workers' X' 6/18/2008 compensation provisions of Section 3700 of the Labor Code, 1 shall forthwith comply with those Owners Signature t Date pro signs X 6/18/2008 - I hereby certify that I have read this application and state that the above information is correct. I agree to comply with all City and County ordinances, rules, regulations, and State laws relating to building Signature Date l WARNING: FAILURE.TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL, construction, and with any and all conditions of permit. I agree to defend, indemnify, and hold harmless Butte County, its officers, agents and employees from any and all claims and liability for personal AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS $100,000), IN ADDITION TO THE COST OF COMPENSATION, ( injury, including death, and property damage caused arising out of, or in any way connected with DAMAGES AS PROVIDED FOR INSECTION 3706 OF THE LABOR CODE, INTEREST AND the issuance of this permit. I hereby acknowledge thatt is issuance of this permit does not authorize the use or occupancy of any sidewalk, street, or subsidewalk. I hereby authorize representatives of Butte ATTORNEY'S FEES. Coun to enter the above mentioned property for inspection purposes. I hereby certify that I am the pr a owner ora uthorized oacto property ow behal ' CONSTRUCTION LENDING AGENCY _. 6/18/2008 I HEREBY AFFIRM UNDER PENALTY OF PERJURY that there is a construction lending'agency for m Nae of Permi a [SIGN] Print Date the performance of the work for which this permit is issued: (3097 civ. code) r OwnerMG tractor • OR; ElAgent for Owner ElAgent for Contractor FILE COPY Lenders Address City State Zip U N BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES < BUILDING PERMIT APPLICATION OFFICE #: (530) 5384541 FAX #: (530) 538-2140 FEE WILL BE REQUIRED AT TIME OF APPLICATION J Website: www.buttecounty.net/dds ' **PLEASE PRINT CLEARLY** OWNER INFORMATION last NameFirst Name., CA5 W e6L eP� Mi ihng Address c -T 4006 SSG 20 Ph me 24SFax E -r rail CONTRACTOR Nae F eE I�OUL.S Address PC -Bo x F& 8 Cit: �► I C Stated. qZipqs9a 7 Phone f- y&3 9 Fax —34a. 0 7 91- E -mail F # 380 eo� Class C 3 ARCHITECT/ENGINEER Narie r x'11 #N Add,ess 3 DA A.) City /' L/ •O Staters Zip Pho hole e•?Cj�l�" J Y FaxE EEA State License Number /863 APPLICANT SIGNATURE Ex, - V 2'�a"07 PERMIT NO. ' �� f--) BIN # 01 Lf KAW PROJECT LOCATION AP# Property Address 361 � OLD 5�7jG�- GZD City rre - v'4 WORKER'S COMPENSATION Policy Number Carrier If hiring anyone other than license contractors, a certificate of worker's compensation must be shown at the time of permit issuance. LENDING AGENCY Name Address DESCRIPTION OR SCOPE OF WORK: 11U 12MOVAJD Gv&/ rE Scv,'InAi Pda L i 2 ' V Sq FT- Living Garage Open ov ❑ Structure Built without Permits ❑ Proposed Change of Occupancy (Note previous use): A For office use only: Zoning Flood Zone SRA res No Occ. Type Const. t 0-� 6-7 67 S� i I60 I Jun 12.08 02:35a Bachman Assoc -5303,424136 p.1 June 12, 2048 BAC -HMA ISI 8C ASSOCIATES BUTTE COUNTY DEVEMPMENT SERVICE 7 COUNTY CENTER DRIVE OROVILLE, CA. 95965 CAREFREE POOLS ATTNV PHILO' HUNT On Master Plan`for, CAREFREE POOLS; I authorize to use the Master Alan for Jeff Caswell- 3672 Old Stage Road-- Butte Vall'ey,. CA.. s APN 041-100=6.1 If 1 can.answer any_questiom.,.please lot_me know. Ph. 530-342-4136 Sincerely C. W.BACHMAN R.C.E.16803 3 Dana-Point,Rdad n. ti Chico. CA. 95928 �! ENGINEERING SURVEYING' PLANNING'S DESIGNING 3-DanaPoint Road;: Chico,- California.95928 Telephone: (530)242=4136 I o�uT:'Fa Butte County Department of Development Services/Building Division 7 County Center Drive, Oroville CA 95965 • (530) 538-7541 Telephone • (530) 538-2140 Fax www.buttecounty.net/dds - www.buttegeneralplan.net - Swimming Pool Requirements Drowning Prevention Safety Features Based upon California Health and Safety Code Section 115920-115929, known as the Swimming Pool Safety Act The County of Butte requires efthera listed, approved safety pool cover* meeting ASTM Standard F1346-91, OR _a complying enclosure* which isolates the pool from the dwelling and remaining yard, OR a complying enclosure* which surrounds the perimeter of the pool and dwelling,,Ivkh door alarms and self-closing, .:-self-latching devices on all doors leading into the enclosure. *Enclosures • Minimum height of 60 inches , • Access gates shall open away from pool and have self-closing, `self-latching device no lower than 60 inches above the- ground: • Maximum vertical, clearance of 2 inches from the ground to the bottom of enclosure , • No openings greater than 1/2 inch within 18 inches of the release mechanism when closed. Gaps or voids shall not allow the passage of a 4 inch sphere- ' • Outside surface shag be free of cavities or protrusions that would serve as a foothold or handhold that could enable a child of less than 5 years of age to climb over. • Maximum mesh size for chain fink shall be a 2.25 inch square unless the fence is,provided with slats fastened at the top or bottom which reduce. the openings to no more than 1.75 inches *Pool Cover • Shall be correctly installed per the manufacturer's Instructions to prevent the access of children under five years of age to the water. j • Shag be properly constructed to meet ASTM specifications and be labeled accordingly. • All ties, anchors or attachment points and controls for automatic covers must be installed inla way to prevent operating or uncovering the poll by children less than five years of age- ' • The pool cover shall possess a listing that insures the original design or performance of the cover meets'.or exceeds testing as prescribed by ASTM Standard F1346-91, Section 9 Test Methods for Safety Covers. Door alarms or self-closing, self-latching doors , Windows and doors " r routinely closed and , latched *Safety pool coverer / , • :.' ';ri: , . .. *Isolation fence1 Gates / self-closing, *Perimeter fence— self-latching • - , At a minimum, one of,these.shall be provided , COU N- TY e a (Revised 4106) ; r NOTES RESIDENTIAL 0 2588 041-100 9�1 0 PERMIT NO. —:.._ I CASWELL; CINDY 3(0� OLD STAGE RD. BUTTE VALLEY LCONTR: FOX COMPANY NEW SF. FIRE SPRINKLER SYSTEM k i - R , { �t I SRA FLOOD CERTIFICATE REQ. FIRE SPRINKLERS REQ. SPECIAL INSPECTION ITEMS VERIFY USE PERMIT CONDITIONS SUB -STANDARD HOUSING LETTER r JOB FINALED (Date) I b .6 Signature 04, �sI y# I SRA FLOOD CERTIFICATE REQ. FIRE SPRINKLERS REQ. SPECIAL INSPECTION ITEMS VERIFY USE PERMIT CONDITIONS SUB -STANDARD HOUSING LETTER r JOB FINALED (Date) I b .6 Signature 04, �sI V_OK 0 = rjot OK = Not Applicable = Not Ready. . MOBILE HOMES Date ' MOBILE HOME UTILITIES (Plans) OK except #'s Card B-1 Date Card B-1 1. Zoning Requirements -Setbacks -Easements Card B-1 Date Card B-1 2. Soils; Special MH Support Sketch 1. 3. Sewer; Location -Test -Fall -C/O -Concrete 2. 4. Water; Location -Test -Easement Needed (Sketch) 3. 5. Electricity; Location-Clearances-Grnd-/ /Amp -Concrete. 4. 6. Gas; Location -Test -Wrap;-/ /" L'ft. / P Nat. or / /"L"ft./ PLPG 5. 7. Well Clearance & Discorinect ,< 6. 8. Utility Clearance Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 A " Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date . MOBILE HOME INSTALLATION (Plans) OK except #'s 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 Ceti. 10. Exits; Insp.-Sketch 11. Cert. of Occupancy 12. Permanent Foundation Onlv: License Decal Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 A " MISCELLANEOUS . Date' DECKS, COVERS, CARPORTS GARAGES (Plans) OK except #'s J 1. Zoning Requirements -Setbacks -Easements 5 2. Footings; Soils -Size -Depth -Spacing -Connectors -Steel Setbacks -Easements 3. Decks; Girders and/or Joists -Decking -Bracing -Stairs -Rails Soils; Compaction -Structure Stability 4. Wood Awn.; Posts-Beams-Rttrs.-Connectors Shthg.-Frg-Bracing Pool Structure; Steel -Connections -Thickness Dead Men -Lining 5:'. Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures r 6. Carports; Windows -Doors 5. 7. Electric i r 8. Frmg.; Sills-Anchors-Studs-Rftrs-Trusses 7. 9. Siding; Nailing -Veneer -Stucco -Mesh 8. 10. Roof; Shthg-Roofing 9. 11. Ext:; Steps -Doors -Landings 10. ^ Plumb.; Cir. Test -Water Supply Test 12. Braced Wall Panels Date Card B-1 Date Card B-1 * Date Card B-1 Date Card B-1 4 Date i 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 i 5. Elec.; Pool Lighting; 15 Volts-GFI 6. Elec.; Enclosures; Conduit Entries -Terminals -Listed a 2 7. Elec.; Bonding; Metal w/5' -Circulating Equip. -Heater t 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 t roate Card B-1 Date Card B-1 'Date Card B-1 Date Card B-1 V = OK . 0 = Not OK - = Not Applicable RESIDENTIAL (Single & Duplex) ' = Not Ready Date Underfloor (Plans) OK except #'s Date FRAMING (Continued) 1. Zoning -Setbacks -Easements -Flood -Slope 46. Hangers -Post Caps -Anchors -Connectors 2. Ftg., Main; Soils-Elec. Grnd.-/ /" Ftg. Depth 47. Cling. Joist-Rftr. Ties-Purlin-Roll Brac.-Truss-Shting.-Rfng. 3. Ftg., Garage; Soils-Steel-Elec. Grnd.-/ P Ftg. Depth 48. Fireplace Ties or Type A Flue -Fireplace Throat Clearance 4. Ftg., Porches & Decks; Soils -Steel-/ /" Ftg. Depth 49. Attic Access; Size & Romex Protection -Draft Stop -Ins. Baffles 5. Stemwalls, Main; Steel-Blockouts-Wrapped 50. Bdrm. Windows or Exiting Doors -Sill Ht. & Dimensions 6. Stemwalls, Garage; Steel-Blockouts-Wrapped 51. Garage Fire Protection Framing 6a. Hold Downs and Special Anchors 52. Property Line Firewall & Openings 7. Slab, Steel -Wrapped 53. Ext. Doors -One 3' -Check Garage 3rd Story, 2 Exits 8. Piers -Fireplace Ftg.-Steel 54. Stairs; Width -Headroom -Rise -Run -Landing -Fire Protection 9. D.W.V.; Fall -Fitting -Test -2 Way C/O -Sewer Test 55. Plywood on Roof Overhang -Attic Vents -Rafter Outriggers 10. UF, Gas Pipe; Size Anchors - Yard Gas Piping; Size Test 56. Siding -Nailing Veneer 11. Water Pipe; Test -Anchors -Regulator -Service Test 57. Stucco Mesh -Drip Screed -Fd. Vents-Underflr. Access 12. Electric Underground 58. Glazing Area -Glass Protection -Skylights -Plastic 13. Plenums & Ducts; Clearance -Material -Support -Ins. 59. Shear Walls; Nailing -Bolts 14. Girders -Sills -Anchor Bolts-Joists-Vents-Crippies 60. Brace Interior/Exterior Wall Panels 15. Access & Ventilation 61. Insulation -Walls -Ceilings 16. Insulation 62. Infiltration -Walls -Windows Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date PLUMBING (Permit) OK except #'s Date FINAL (Plans) OK except #'s 17. Water Htr.; Vent -Access -Combustion Air Baffle 63. Ext. Steps -Door & Sidelight Protection -Landings 18. Water Pipe; Test & Anchor -Nail Protection 64. Smoke Detector 19. D.W.V.; Test Fittings & Anchor -Nail Protection 65. Furnace Vents -clearance -Comb, Air -Connector - 20. Shower Pan; Test, First Floor -Tub Access In Garage; Above Floor -Ducts -Mach. Protection 21. Test Tub & Shower, Second Floor -Tub Access 66. Bedroom Exiting 22. Gas Pipe; Sixe & Anchors 67. G.F.I. & Bath Fixtures & Tub Access -Spa 68. Elec. Trim & Subpanel, Breaker Sizes & Labels Date Card B-1 Date Card B-1 69. Stairs & Rails Date Card B-1 Date Card B-1 70. Fireplace or Stove, Clearance -Hearth Date ELECTRICAL (Permit) OK except #'s 71. Elec. Outlets at Wood Panel, Int. & Ext. 23. Fixture & Transformer Clearance -Ins. Protection 72. Kit. Fixt. & Appliance; Ground -Air Gap -Cooking Clearance 24. Elec. Receptacles Spacing -Lights & Switches at Doors 73. Elec. Outlets & Receptacles at Kit. Counter 25. Size Boxes & No. of Conductors Stapled 74. Garage Fire Door; Swing -Landing -Closure 26. Romex Installed Close to Edge of Studs & C.J. 75. A.C. Duct in Garage -Damper 27. Equip. Ground made up w/Mach Fasteners -Bond Gas & Water 76. Wtr. Htr.; Vents -Clearance -Comb. Air Connector-P.R.V. 28. 2 Appliance Circuits in Kitchen & Conductor Size GFI in Garage; Above Floor-Mech. Protection 29. Subfeed Wire Size / / ga. Cu or AI-A.C. Wire Size / / ga Cu or AI 77. Plb., Elec. & Mech. Equip. Listed for Location 30. Range Circle / / ga Cu or AI -Oven Circ. / / ga Cu or Al 78. Elec. Receptacles in Garage (F.F.I.)-Romex Protection Insulated Neutral p Yes ❑ No 79. Insulation -Foam -Looked in Attic 31. Service -Riser Conductors & Ground Main Disconnect 80. Guard Rails & Deck Construction -Post Caps 32. Equip. Clearances Panels-Motors-Mech. Equip. 81. Fdn. VBents & Crawl Hole Door Drainage & Wood -Earth 33. Clothes Closet Light -Shower Light -Spa Light Clearance Looked under Floor ❑ Yes 34. Smoke Detector 82. Following Instld./Drive J Yes 0 No/Walks J Yes J No/Planters J Yes 0 No 83. Stucco Brown -Finish Date Card B-1 Date Card B-1 84. A.C. Unit Disconnect, Electrical -Plumbing Date Card B-1 Date Card B-1 85. Vents Above Roof, Plbg-Appliance-Fireplace-Clearance to Openings Date MECHANICAL (Permit) OK except #'s 86. Water Well, Disconnect, Electrical, Plumbing 35. A.C. Ducts Insulation & Support 87. Exterior Elec. Trim, G.F.I. Receptacle -Underground 36. Vent Fan, Exhaust above insulation 88. Ventilation Throughout House 37. Condensate Drain & Overflow, Size & Grade 89. Glass Protection 38. Furnace -Vent Access -Comb. Air -Return Air Vent 115 outlet 90. Corrections from Previous Inspections 39. Attic Access & Platform if Furnace in Attic 91. Gas Test -Meters Tagged, Gas -Electric 92. Water & Sewer Connected -C/O to Grade -HD Approval 93. Energy Compliance Certificate -Other Certificates Date Card B-1 Date Card B-1 94. Address Posted Date Card B-1 Date Card B-1 Date FRAMING (Permit) OK except #'s Date Card B-1 Date Card B-1 40. Sits Proper Materials & Anchors Date Card B-1 Date Card B-1 41. Walls Studs -Nailing Spacing & Braces -Plates -Sound Date Card B-1 Date Card B-1 42. Bearing Walls over Girders & Floor Nailing Comments at Final: 43. Draft Stop in Walls (rat proof) 44. Fire Stops, Furred Ceilings -Stairs -Chasers -Tubs 45. Headers & Beams -Size & Bearing COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive • Oroville, California 95965 • Telephone (530) 538-7541 PERMIT NO (Rev. 12/96) APPLICATION AND PERMIT O® $4g ASSESSOR PARCEL NUMBER 041-100-061 ZONING U BUILDING PERMIT OWNER CASWELL CINDY TELEPHONE 345-8868 SO. FT. OCC. BUILDING VALUATION . OWNERS MAILING ADDRESS P.O. Box 796 DURHAM 95958 CONTRACTOR'S NAME FOX OOMPANY TELEPHONE 533-2730 CONTRACTORS MAILINGADDRESS 3995OLIVE WY OROVILLE CA CONSTRUCTION LENDER Fireplace LENDER'S MAILING ADDRESS Total Valuation $ ARCHITECT OR ENGINEER LICENSE NO. Filing Fee $ 20.00 Permit Fee $ , ARCHITECT OR ENGINEERS MAILING ADDRESS Plan Checking Fee $ BUILDINGADDRESS - --. —OLD STAGE RD. BUTTE VALLEY Energy Plan Checking Fee $ $ PERMIT FEE $ 3 LAT NO. SUBDIVISIONS NAME PARCEL MAP PLUMBING PERMIT Fling Fee 20.00 USEOFSTRUCTURE SF ❑ Duplex ❑ Mobilehome ❑ 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 NewX Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ .-- Describe Work: / 6' / it' oS Gas piping system 1 - 5 outlets 15.00 Building sewer 15.00 Mobile Home S G W @20.00 PERMIT FEE S ELECTRICAL PERMIT Fling Fee 20.00 V LF Main Service 200AORLESS 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.POWER License Class C -/G Lic. No. -giD-S3�o- OWNER -BUILDER DECLARATION 1 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. ❑ 1 am exempt under Sec. Business and Professions Code for this reason Main Service 200A TO tOo 46.00 NEW CONST. DWEWNG OCCUP. .J OR ADDNS. ( a Acc. BLD S. SO 3.5QFT; NEW FEOSID. MULTI.O CIRCUITS @7,50 APPARATUS 8 SINGLE OUTLET CIR. EX. Occup. OUTLET OR FIXTURES .00 BAL 9 L. 0 Ex. Occup. OUTTLETSRa,6.) OR 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE S 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 2 72 VN 2 3 (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 for thvyl h comply with th^ provisions.-- X - Date Z-0/"z/a, a Signature of Appli n Contractor ❑ Agent An OSHA permit is required d or xcavations over 5'0" deep and demolition or construction of structures over 3 stoin height. MECHANICAL PERMIT Fling Fee 20.00 Heating Cooling Hood 6.50 Ventilation PERMIT FEE $ Mobile Home Installation Fee $ Energy Inspection Fee $ Occ CONST. TYPE TOTAL FEE $ IA. Q HAZ. D. FEES IMP I FLOOD I COF PARCEL I PD I HD ISS This permit is hereby 'ssued under of the Butte County Code and/or inch a for hich fees have By PERMIT EXPIRES ON the applicable provisions Resolutions to do work been paid. Date 1-1710?'— Date ReceiptNo._ 308849 WHITE-D.D.S.-B.D. CANARY -ASSESSOR PINK -INSPECTOR GOLDENROD -APPLICANT COUNTY OF BUTTE - DEPARTMENT OF DEVELOP SERVICES -BUILDING DIVISION 7 County Center Drive Oroville, California 95965 •Telephone (530) 538-7541 PE IT NO. (Rev.12/96) APPLICATION AND PERMIT ��-� ASSESSORPARCELNUMBER (/ ZONING v BUILDING PERMIT OWNER ��JJ[J(� 'q/^/ LFyHOCN � v � SO. FT. OCC. BUILDING VALUATION '-17 3v " 1 .�- . OWNER'S MAID ADDRES `✓� / CONTRACTOR'S NAME J03-27-30 TELEPHONE CONTRACTORS MfIUNG A90RESS - - 3 9 o�.vc-- O�odicc� C�i! CONSTRUCTION LENDER Fireplace LENDER'S MAILING ADDRESS Total Valuation $ ARCHITECT OR ENGINEER LICENSE NO. Filing Fee $ 20.00 Permit Fee $ 7 a -'- ARCHITECT OR ENGINEERS MAILING ADDRESS Plan Checking Fee $ BUIL VVO—&4 Energy Plan Checking Fee $ $ PERMIT FEE $ LOT NO. SUBDIVISION'S NAME PARCEL MAP PLUMBING PERMIT Filing Fee 20.00 Each Trap 7.00 USEOFSTRUCTURE SFX Duplex ❑ Mobilehome ❑ Other SPECIFY 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 ❑ Other ❑ Describe Work: /.t/xz4G.P o3' Gas piping system 1 - 5 outlets 15.00 Building sewer 15.00 Mobile Home S G W 920.00 PERMIT FEE S ELECTRICAL PERMIT Fling Fee 20.00 500V OR LESS Main Service 200.,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. `?�� License Class C –/{p LIC. LA 7 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. ❑ 1 am exempt under Sec. Business and Professions Code for this reason Main Service 200A TO 1000A 46.00 NEW CONST. DWELLING OCCUR OR ADDNS. ( a ACC. BLDS. SO 3.52Fr: NON•HEOSID. M �LTI.O CIRCUITS 97,50 aPSINOWER APPARATUS GLE OUTLET CIR. EX. OCCu OUTLET OR FDURES R.50 BAL @ 1.00 Ex. Occup. o, EOT. RE�SIOOEn 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE S WORKERS' COMPENSATION DECLARATION I 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. I 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 .5;77t?Zr /Idn444/0 MECHANICAL PERMIT Fling Fee 20.00 Heating Cooling Hood 6.50 Ventilation PERMIT FEE $ Policy Number 272 VN 23 (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 forthWt h comply with th!pJ provisions. -- -- X Q Date /� /2 O a Signature of Appli - n Contractor ❑ Agent An OSHA permit is required or xcavations over 5'0" deep and demolition or construction—/ of structures over 3 stories in height. Mobile Home Installation Fee $ Energy Inspection Fee $ Occ CONST. TYPE TO AL FEE $ HAZ. I D. FEESIM yl FLOOD CDF AR L PD HD ISSUE This permit is hereby issued under the applicable provisions of the Butte County , ode and/or Resolutions to do work indic ab for w ich fees have been paid. 1 7�-O/ B Date PERMIT EXPIRES ON 1-1707-- ^170yWHITE•D.D.S.•B.D. Date Receipt No. 7 75777 7 WHITE-D.D.S.-B.D.—CANARY --ASSESSOR PINK -INSPECTOR GOLDENROD•APPLICANT .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 ER: C%, Proposed Building Use: uilding Inspector: Date: At time of permit application, I wailadvised the following data must be submitted prior to permit.processing and/or issuance: Date Received By ❑ 1. All iiems have been ❑2Zlot plans, 3/4 sets, signed by the preparer of plans. ------------------------------------------------------------ O�. 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.-------- 115. ------- ❑5. Engineered truss details and layout in duplicate (required prior to plan review) No faxes! ---------- 7 ------- ❑6. Energy Design Compliance and supporting documentation. ---------------------------------------------------- 117. Statement of Intent for Non -Heated and A/C Buildings. --------------------------------------------------------- 118. -------------------------------------------------------- ❑8. Hazardous Material Form. ------------------------------------------------------------------------------------------ ❑ 9. Manufactured Home data and installation instructions including Tie Down Specifications .------------------ ❑ 10. Fees of $ ❑ 11. Impact fees as shown on the attached schedule. ---------------------------------------- ❑ 12. California Department of Forestry plan approval/fees; --------------------------------- ❑ 13. Flood elevation certificate. ---------------------------------------------------------------- ❑ 14. 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. ---------------------- ❑ 17. Planning approval for (A) Use: (B) Parking: 1118. Contact Land Development about ❑ Improvements, ❑ Drainage, ❑ Legal Parcel. 1119. Encroachment Permit for driveway (construction approval prior to occupancy). --- ❑20. Pre -inspection for required Request to Building Inspector on ❑21. Contractor's'license information. (Number, Name Style, Classification). El 22. Workers' Compensation carrier and policy number. ----------------------- 023. Owner -Builder Verification (Given to owner ❑, Mailed to owner ❑). - ❑24. Letter of signature authorization. --------------------------------------------- ❑25. Recorded copy of Agricultural Acknowledgment Statement. ------------- ❑26. Letter of intent on building use. ---------------------------------------------- ❑27. Manufactured Home utility clearance. --------------------------------------- 1128. Existing violations and/or expired permits. --------------------------------- 1129. ❑433 A, El Grant Deed, ❑ M.H. Title, ❑ Check to H.C.D $ E130. Other: _ (Date) Whyou issue the ermit, process as follows El Mail to owner, ❑W1co tractor. �1`Telepl3one-�-�and hold for pickup aoffice. ❑ eliver with inspector. Applican Date: Copy of Haz-Mat form sent ❑ Health Department, ❑ Fire Department, ❑ Air Pollution Date: By: Copy of plans sent ❑ Health Department, ❑ Fire Department, ❑ Other: Date: 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, owner, was advised of the above required data by ❑ phone, o mail, ❑ Buildin Division counter, by Date: Plans reviewed by: Date: Plans approved by:Date: /6 �., Sets of plans on hold in ❑ Plan Cabinet, ❑ A.P. folder. Note transfer by: Date: Yellow Copy - Department of Development Services, Building Division. A•' �,r;�. '. gv r W� sw 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 CORRECTION NOTICE OWNER PERMIT NO. A routine inspection indicates that the following violations of butte county Ordinances exist at -the above address and should be corrected. Please noticethis office when correction of work is completed. If you have any questions pertaining.to this matter, or need additional explanation, Please conta this office immediately. 45- Date 9EV.1 Inspector COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES. .(J 411 Main Street •Chico, CA • (530) 891-2751 (530) 538-7541 7 County Center Drive • Oroville *CA • P-1 CORRECTION NOTICE OWNER R PERMIT NO. E.'z� A routine inspection indicates that the following violations of butte county Ordinances exist at the L?-:*'*- 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 c ntact this office immediately. V r11- t r ffutte, Count . L A N D OF NATURAL WEALTH AND . BEAUTY BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 7 COUNTY CENTER DRIVE • OROVILLE, CALIFORNIA 95965-3397 CINDY AND JEFF CASWELL TELEPHONE: (530) 538-7541 P.O. BOX 796 Re:: Bfi4fii4>: 1A%1f0# 00-0645 DURHAM, CA 95938 Expiration Date: 1/17/02 A.P. # 041-100-061 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 1/2 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 al[ 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 office. r Thank you for your prompt attention concerning this matter. , Y rs very truly, . C. Vieira, C.B.O. Building Inspection MCV:lt Attachments ,Chico Office - 411 Main Street, Chico / 891-2751 SSD ARcz, * NO. C 21283 A REN:. C/ F �F C 4_� /= Do- GREG,ORY ' A.. PEITZ ARCHITECT 383 RIO UNDO AVE., CHICO CA 95926 (530) 894-57.19 5 io� 4<fix ccu V -© o c� Q ,,, v,o _-•-, fz, vj P c o c a SC� v S e ` hof tj ood G c0 �n _ ` 4 'M � .g (z Kd tC 7 ","BUTTE Cojj ILDING OEpART6 E ) II ���ftJ� Pcc S'otR c✓� &Of Si'� lco�S � q n p,G e russ Take -of f Design. & Sales sistance., Monte Call -193 .Camellia. Dr Paradise, CA 95969 (530) 811-4132 Off ice(530) 811-4132 FAX. TRUSS ENGINEERING SUBMITTALS Caswell Residence I I ol .I r+ C) c- 0 o > N -W DESIGNED BY: JOB DESCRIPTION: JOB LOCATION: m m 2ELotwl:2 z r o MP TUCKER / CASWELL0� o r F v nF o m (n W DESIGNED BY:. JOB DESCRIPTION: JOB LOCATION: . d z r- o MP TUCKER / CASWELL job Name: CASWELL Truss ID: A Qty: t Drw 72080-001 ERG X -IDC REACT SIZE RFT2'D TC 2x4 DFL #1 & Btr. Platij spec • Xui/`PPI - 1995 'n'1is des' based on chord brae xj applied 1 0- 1-12 2916 3.50" 3.11 BC 2x6 DFL #2 JIBS 1£SIIN IS ME CCIAP IIE RE�`T CF per � Ma irq ode: 2 26-10- 4 2313 3.50" 2.47" 2x6 DFL #1 7-10 hT.LTIEiE LCAD CASES. TWX O.C. from to WrB 2x4 DFL SU*EAM EEARII ; R WF0ENIS sl'n m are based azy 'IC 24.0" 6-11-11 20- 0- 0 TL FCIK£ AXL HID CSI PLT BLK 2x6 DFL #2 Cn the tniss neterial at each bearir�. KRIzafl L RQt GI(S) : 1-2 -3445 .32 .55 .87 Lcade3 fen- 10 FSF ncri-mzurrett Bay. HATE VAUES PER ICBJ RES'EAIKI•I REEF #1607. t 2 278# 2-3 -2609 .71 .42 .59 Fern�>ent bracing is tegtir�xi (by others) to mist be provided to avoid p irk mus sA:parttnrss is designedusing the 3-4 -3024 .15 .42 .58 prevent rctatia�/tcppllirr�. S� F1IB-91 arzi 1x4 mart. ar>tui�wa lateral Isacit13 attacliad 4-5 -2307 .09 .42 .51 I/`I'PI 1-1995; 10.3.4.5 aryl 10.3.4.6. to flat TC vd�e inducted w/ 2-103 nail MC -97 Osie. 5-6 -3073 .17 .30 .96 PLATIIT BASED IN t32FIIV LLTiBFIt VALIES. eadi. Limber mist be stn�al grade. Bldg Flrlosed =Yes, End 7rne = Db Bra tx O 24" o.e. artless noted cth�vnse. Hsncane/Cbeart Lim = No , B 13` F ciiY> A}Q� HID CSI Length = 80.00ft, Bldg Width = 40.00ft, � he; J - 33. lift, KN = 75 7-8 2578 .28 .65 .93 C3aseificaticn = 4, IBad Load = 22.0 pef 8-9 3085 .34 .49 .84 ---------LCIAD CASE #1 MSIC3d LOAM ---------------- 9-10 3085 .34 .12 .46 Dir L.Plf L.Lcc R.Plf R.Loc I7 IL 10-11 3085 .40 .31 .52 t 'IC Vert 56.0 0- 0- 0 56.0 7- 0- 0 .57 U-12 3014 .39 .13 .52 12-13 2282 .30 .18 .47 Y Tc Vest 126.0 7- 0- 0 126.0 20- 0- 0 .57 Tv Vest 56.0 20- 0- 0 56.0 27- 0- 0 .57 �! BC Vert 189.0 0- 0- 0 189.0 6- 0- 0 .32 4dB F= CSI WMI FCRCE CSI 2-8 1379 .56 4-11 326 .13 BC Vert 45.0 6- 0- 0 45.0 27- 0- 0 .00 3-8 -755 .64 4-12 -1135 .96 p. Type... Lbs X.Lx LIc/II, 3-9 191 .08 5-12 1164 .47 ,.., : TC Veit 186.3 7- 0- 0 1.00 3-11 -165 .14 7C Vest 139.8 7- 0- 0 :00 TC Vert 139.8 20- 0- 0 1.00 00 I4't7C i3 t�ZIN (spat'il ' 1,/999 IN M 7-8 (=)® 6-9-14 4-4-13� 4-6-9 l 4-4-13 1 6-9-14� IP -.08" D. -.12" T= -.20" 6-9-14 11-2-11 15-9-5 20-2-2 27-0-0 - Joint Locations - ® 1- 1 6-11-11 t 1 0-0-0 8 6-8-2 1 3 4 5 6 2 6- 9-14 9 11- 2-11 C11 3 - 2-11 10 14- 0- 0 4 15- 9- 5 3-1 IS- 9- 5 1� 326# -10.00 5 20- 2- 2 12 20- 3-14 ¢� S 6 27- 0- 0 13 27- 0- 0 7 0- 0- 0 g�_�j 5 3-7 4 6-2-9 7-0-5 6-6 4.4 SHIP OQ kOFESSIONq =0-4 13 3-6 2.5-4 5=5-6 4-4 4 4 M0-4-1 y Qoy�.n�FS`pgFti�A 1� 27-0-0 t 7 8 910 11 12 13 6-8-2 4-64 -9 '4-6-9 4-6-9 6-8-2 6-8-2 11-2-11 15-9-5 20-3-14 27-0-0 V -VIANo. C 45982. = Exp. 12131!02 CNI IL �P SCF CALt.FOP�I TYPICAL PLATE : 6-6 3/13/2001 Truswal Systems Plates are 20 ga. unless shown by "18"(18 ga.) or Scale: 5/32" 1' H"(16 ga.), positioned per Joint Report. Circled plates and false frame iolates are positioned as shown above. WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. TBF: 84.0 WT:142 # WO: CASWELL ® This design is for an i idividu l building component not truss system. It his been based on specifications provided by the component manufacturer and doneChir: Customer Name: in accordance with the current versions of 'rl'1 and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be Da #LC = 10 ° DA BLU SAR MFG verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally TC Live 16.0 psf DurFacs L=1.25 P=1.15 ®LLC braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for Lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that TC Dead 12.0 psf Rep Mbr End 1.00 will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in BC Live .0 psf O. C. Spaeimg 2- 0- 0 TRUSWAL SYSTEMS Springs, CO 8090 accordance with the following standards: 'JOINT DETAILS', by Ttuswal, 'ANSI/TPI 1', 'WTCA 1' - Wood Truss Council of America Standard Design 'HIB BC Dead 10.0 sf p Desi Spec UBC -97 � � 4445 Nonhpark Dr., C010 Responsibilities, 'IIANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and -91 SUMMARY SI MET' by'1111. The Trtiss Kite Institute (I'I'I) is located at 583 D'Onofrio Drive, Madison, Wiscotuht 53719. The American Forest and D�-fl Ratio: 14/360 'IC: Lt/480 Tp5.0 Version T6.2.3 Paper Association (AFI'A) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 38.0 psf VEB I= CSI WEB ESE Truss ID: Al 1 Drw : COO1072080-OOZ ]ob Name: 3-9 488 CASWELL .20 4-9 -185 .10 6-11 -237 .13 RM X -Loc lig1CT SIZE 1ZEQ1D TC 2x4 DFL #1 & Btr l�.es the re%nxanerit fcr lateral is -acing, ® locatron shown• Lateral hXalcl g This dean�. nbased on did bracing applied - per the fallavir=1 sdhedrle: 1 0- 1-12 1026 3.50" 1.50" BC 2x4 DFL #1 & Btr. STAN3A1� at each systems vkdch ir rlude del cr x -bracing . trax O.C. from to 2 26-10- 4 1102 3.50" 1.50" 4rFB 2x4 DFL ;h;l;ty of-tim builditn3 IC 24.0" 8-11-11 18- 0- 0 TC I= AXI, HID CSI plah;m spec : PMI/TPI - 1995 THIS MIGN IS THE CMIPCSTTE lZ Iff OF are tl]e des. iter• �Syster s,B�rr � be SLppert �IN�) ' 1-2 -1333 .00 .15 .15 P=PLE LSD CAMS. BES R)JrLJ]76.7"IENIS shaar are l7ased CNY used f ��a1 ng tnassm wed 24" cc. Alterrgt vely, use st>p}xfft 2 -363# t1:e 2-3 3-4 -1160 -837 .00 .01 .15 .21 .15 .22 on the truss asternal at each b=aring, PLATE VALLES PER ICBD RESE*U4 REEria' #1607. scabs T -mss as shah rn TYus..al Systs . starrbird detail CD01003160. IInie truss is designed usirz3 LEC -97 O:xie. Zone No 4-5 5-6 -837 -1160 .01 .00 .21 .15 .22 .15 Drarrnage must be provided to avoid pazlirrJ. Loaded for 10 PSF ri n-oanamant BCLL. 1x4 min. mntimim lateral bracing attadtad Bldg Enclosed = Yes, End = H mzanhe/Ckx�z Lime = No T C3tego y = B 6-7 -1333 .00 .15 .15 PLATIN BASED (N C12FrST ILD�R VAIIFS. to flat TC tdhere ; -Ai ated w/ 2-10d rails . Bldg �h 80.00ft, B1d3 4hc$h = 40.00ft, MEH = 75 BC FARCE AXI, HID CSI each. Irrriloer trust be structural grade. Brace ® 24" o.e. unless noted etheewise. Meath roof height - 33.94ft, Classification = 4, Dead Load = 22.0 psf 8-9 966 .10 .45 .55 9-10 940 .10 .45 .55 10-11 940 .10 .45 .55 11-12 966 .10 .45 .55 VEB I= CSI WEB ESE CSI 2-9 -237 .13 4-11 -185 .10 3-9 488 .20 5-11 488 .20 4-9 -185 .10 6-11 -237 .13 MAX lXFIZ-MCN (span) LV999 IN MFT1 9-10 (=) Lr -.12" D= -.16" Z` -.27" ---_= Joint. Lxmtiuli _---- 1 0- 0- 0 7 27- 0- 0 2 4- 7-15 8 0- 0- 0 3 8- 9-14 9 8- 9-14 4 13- 6- 0 10 16- 0- 0 5 18- 2- 2 11 18- 2- 2 6 22- 4- 1 12 27- 0- 0 M 0 1 27-0-0 8 9 10 11 12 8-9114 9-4-3 . 8-9-14 8-9-14 18-2-2 27-0-0 Truswal Systems Plates are 20 ga. unless shown by ":18"(18 ga.) or "H"(16 ga.), positioned per Joint Report. Circled plates and false frame plates are positioned as shown above. WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. TBF: This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done ,�: in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be Dsgnr verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this BLUSAR MFG ® LLC TRUSWAL SYSTEMS 4445 Northpark Dr., Colo Spring&, CO 80907 Tp5.0 Version T6.2.3 7-10-9 4-4 =0-4-13 4-7-15 4-1-15 4-8-2 1 4-8-2 4-1-15 4-7-15 4-7-15 8-9-14 13-6-0 18-2-2 22-4-1 27-0-0 1 8-11-11 1 2 4 5 6 7 l�0 00 9-0-0 -10.001 8-8-5 SHIP =0-4-13 74.7 WT:123 # design meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally TC Live braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. TC Dead Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in BC Live accordance with the following standards: 'JOINT DETAILS', by Truswal, 'ANSI/TPI 1', 'WTCA 1' - Wood Truss Council of America Standard Design 'HIB BC Dead Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and -91 SUMMARY SI 113111- hy'ITL The 'nils I'Luc Institute (1111) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (APPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL #LC - 10 1�� 12.0 psf .0 psf 10.0 psf 38.0 psf PpF ESSfpN 9� 2� No. C045962 : p Exp. 12/31/02 >tt sT4 oCN- F CA0 3/13/2001 Scale: 5/32" - 1' WO: CASWELL Custcmner Name: DA DurFacs L-1.25 P-1.15 Rep Nbr Bnd 1.15 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Defl Ratio: W360 TC: 14/480 Job Name: CASWELL Truss ID: A2 1 Drw :LUVIV/LVav-vvJ ed EIS X -LDC REACT SIZE RM -D TC 2x4 EFL #1 & Btr. Plating Spec XSI/'IpI - 1995 TY�d�.�r }axed sc e bracing � - 1 0- 1-12 1026 3.50" 1.50 BC 2x4 DEL #1 & Btr. THIS EESICN IS ME tTI�'II nE RE= OF Per the *� x3 schedule - 1 2 26-10- 4 1102 3.50" 1.50" WEB 2x4 LIFT, SIPiv1la.Rl3 1�nTT�F IJYrD ��' ttrmc o.c. PLATE VAii&S PER I� ISI REP= #1607. EWIM SIS shat are based 0+Y TC 24.0" 10-]1-]1 16- 0- 0 TC: FCRX AXL RD CSI Toaded for 10 PSF nn- BClI - m the truss tteta ial at Saiz bearing. KRI2r xztqML RF7aGT-449# 1-2 -1339 .00 .21 .21 1x4 min. eattirixzts lateral bracing attad)el Drainage trust be praAaed to avid pa&M- anxxt 2 449# 2-3 -1054 .00 .21 .21 to flat TC td�rai l e indicated w/ 2-10d ns RA= BASED IN t3�FIQ I7SIDFlt VAILES. 3-4 -740 .01 .25 .26 eadt. lurber trust be stntctw.al grade. This truss is designed usin7 the 4-5 -1052 .00 .21 .21 Brax Q 24" o.c. unless rated ctkwnse• IW-97Bldg Ervlosed - Yee, End Zone = No 5-6 -1339 .00 .21 .22 xnxicare/b.-ea1 rine - kb , E rtSg�y = B FQd� AXL HID CSI. Bldg� 80.00ft, Bldg 4 t = 40.00ft, BC 7-8 955 .10 .11 .21 Mit roof height = 34.77ft, M E = 75 8-9 954 .10 .16 .26 Classification = 4, Daad Load m 22.0 psf 9-10 738 .08 .16 .24 10-11 738 .08 .17 .25 11-12 953 .10 .17 .27 12-13 955 .10 .11 .21 NEB FCRCE CSI VM FCRCE CSI 2-8 178 .07 4-11 379 .15 2-9 -371 .31 5-11-375 .31 3-9 379 .15 5-12 . 179 .07 3-11 232 .44 5-7-15 5-1-15 5-4-3 5-1-15 5-7-15 I�x C>7i.FX.7I•ICN (rparz) 5-7-15 10-9-14 16-2-2 21-4-1 27-0-0 L,1999 IN MEM 9-10 (T11M) 1()-11-11 L- -.03" D- -.0511 'P=- . vs., • 1-------- 2 - t3 , 4 $ 6 . - Joint Locations ��- 5-0-0 t _10 p 1 0- 0- 0 8 5- 7-15 10.00 2 5- 7-15 9 10- 9-14 3 10- 9-14 10 14- 0- 0 S 4 16- 2- 2 11 16- 2- 2 $_ 5 21- 4- 1 12 21- 4- 1 6 27- 0- 0 13 27- 0- 0 ' 7 0- 0- 0 4-4 4-4 9-6-9 10-4-5 E SHIP Q QROF ESS104F Q M a -a 0 TO -4-13 4-4 2.5-4 2.5-4 S=343-7 2.5-4 X 0 4-13 � C 45982 � Exp. 12/31/02 �k rh 1 �CNI o�a�P ' 27-0-0 - ' 7 8 9 10 11 12 13 5-7-15 5-1-15 5-4-3 5-1-15 5-7-15 3/13/2001 5-7-15 10-9-14 16-2-2 21-4-1 27-0-0 Scale: 5/32" = 1' Truswal Systems Plates are 20 ga. unless shown by 1118"(18 ga.) or H11(16 ga.), positioned per Joint Report. Circled plates and false frame nlates are positioned as shown above. ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. TBF: B1.3 wT:13s # coo: t AswELL This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done Cbk: Customer Name: in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be DS #LC 10 DA B L[.! SAR MFG verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this gn design meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally TC Live 16.0 ps f DurPacs L=1.25 P=1.15 braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. TC Dead 12.0 sf Re Mbr Bnd 1.15 ® LLC Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that p p will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrasion. Fabricate, handle, install and brace this truss in BC Live .0 ps f O . C . Spacing 2- 0- 0 TRUSWAL SYSTEMS accordance with the following standards: 'JOINT DETAILS', by Truswal, 'ANSI/TPI 1', 'WTCA 1' - Wood Truss Council of America Standard Design 4445 Northpark Dr., Coto Spri"ge, CO 80907 Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 BC Dead 10.0 psf Design Spec UBC -97 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPJ) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Ddl Ratio: W360 TC: 14/480 Tps . 0 Version T6.2.3 Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 38.0 ps f job Name: CASWELL WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to beDa verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally Truss ID: A3 Qty: 1 Drw 8140-001 ' EM X -IDC F= SIZE F!B21D TC 2x4 DFL #1 & Btr. Plar;*+m spec JUSI/Im - 1995 THLS I15ICii 7S' lE C;IGWITE RE= CF This deli based on ch=d bracis:g applied per the dU�r9 ode' - 1 0- 1-12 1026 3.50 2 26-10- 4 1102 3.50" 1.50" 1.50" BC 2c4 DFL #1 & Btr. WEB 2x4 DFL S1*U)APD P1%IE vALi&B PER ICBG FEMWKH PI;ECYZI' #1607. Ird=PLE UCAD C%SES. PFARII� ebam are based ONLY FSZL nwc O.C. fran to ZC 24.0" 11- 6- 0 15- 6- 0 TC F= AXL RM CSI accordance with the following standards: 'JOINT DETAILS', by Truswal, 'ANSI/TPI 1', 'WTCA 1' - Wood Truss Council of America Standard Design 'HIB Loaded for 10 PSF rrsr-cnranrent BML. 1x4 titin. ccritirLiciis lateral knacit'i3 attad:ed on the s tit ial at Drainage mist be provided to avoid ponding. K1210L2T1AL iEAC7ZIN(S) : stfpx"t 1 -470# 1-2 -1336 .00 .23 .24 2-3 -1028 to flat TC tdteee indicated w/ 2-10d nails PL?TTI� Bri D IN GUN LIMBER VALIESS. t 2 -470# .00 .23 .24 3-4 -714 .16 Defl Ratio: W360 TC: W480 each. Lranber mist be strtuttffal grade. This truss is designed using the TOTAL 38.0 psf .01 .15 4-5 -1031 .01 .22 .23 Brare @ 24" o.c. unless rioted otherwise. TBC -97 0tx3e. Bldg Enclosed = Yes, Errs late = No 5-6 -1337 .01 .22 .24 ll ricaie/Coean. Lane = No Chtegtmy = B Width 40.00ft, BC FCR E AXL END CSI B1d3 Leh = 80.00ft, Bldg = Mean root beigltt = 35.05ft, M E = 75 7-8 951 .10 .12 .23 8-9 949 .10 .14 .24 Classificatiar = 4, Dead Lcad = 22.0 psf 9-10 713 .08 .14 .21 10-11 713 .08 .12 .20 ' 11-12 949 .10 .12 .23 12-13 951 .10 .12 .23 WEB FORCE CSI Wi B FORCE CSI 2-8 200 .08 4-11 373 .15 2-9 -396 .36 5-11 -394 .36 3-9 374 .15 5-12 200 .08 4-9 242 .45 55-10-15 ,, 5-4-15 4-4-3 5-4-15 5-10-15 , MAX EMECMCN (� ) MEM L/999 IN 1.1- 5-10-15 11-3-14 15-8-2 21-1-1 27-0-0 L= -.03" D= -.04" T`-• -.07" 1 2 3 4 5 6 --_= Joint Locations ==_ - -7 11-6-7 1 0- 0- 0 8 5-10-15 10.00 -10.00 2 5-10-15 9 11- 3-14 3 11- 3-14 10 14- 0- 0 1_5_5_ 4 15- 8- 2 11 15- 8- 2 / 5 21- 1- 1 12 21- 1- 1 3-4 6 27- 0- 0 13 27- 0- 0 C0 11Z44 7 0- 0- 0 =SS1c.Aj, 4-4QMESS,10 1 210-10-14HIP W°C J45982 a0 =0-4-13-4 --7 4 4 =0-4-13 1 31/02 S = 3-4 2.5-4 5-4 rn 0 sr CNk q OF CALNFCP i 2700 ; t 7 8 9 10 11 12 13 55-1� 5-4-15 4-4-3 5-4-15 5-10-15� 3/ 19/2001 TYPICAL PLATE : 1.5-3 5-10-15 Truswal Systems Plates are 20 ga. 11-3-14 15-8-2 21-1-1 27-0-0 unless shown by "18"(18 ga.) or Scale: 1/8" = 1' "H"(16 ga.), positioned per Joint Report.: Circled'platee and false frame elates are nositioned as shown above. ® B L U SAR M FG]braced WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to beDa verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally TBF: 86.7 WT:143 # C'aijk: ' #LC = 10 WO: CASWELL Customer Name: DA TC Live 16.0 psf Dur•Face L=1.25 P=1.15 ® LLC by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. to buckling length. This shall not be in any environment that TC Dead 12.0 pa f Rep Mbr Bed 1.15 Bracing shown is for lateral support of components members only reduce component placed will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in BC Live .0 psf O. C . Spacing 2- 0- 0 TRUSWAL SYSTEMS 4445 Northpark Dr., Colo Springs, CO 80907 accordance with the following standards: 'JOINT DETAILS', by Truswal, 'ANSI/TPI 1', 'WTCA 1' - Wood Truss Council of America Standard Design 'HIB BC Dead 10.0 psf Design Spec UBC -97 Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and -91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Defl Ratio: W360 TC: W480 Tp5.0 Version T6.2.3 Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 38.0 psf ob Name: CASWELL Joint Locatirns --- Truss ID: A4 4 1-D 01078140-OOZ ' Bir, X -IDC YEA= SIZE REQ'D TC 2x4 EFL #1 & Btr. p1atirxj spec • ANSI/k - 1995 THIS IFSur' ISIME GT'II�REMITiTE RCF HMI21S7IRtI, REAMCN(S) 1 2 0- 1-12 26-10- 4 1152 3.50 1.50 1152 3.50" 1.50" BC 2x4 DFL #1 & Btr. VSB 2x4 DFL SIA�RD PL't'rW>+ LOAD CASES. � 2 487# is designed the 31 16- 0- 0 5 PLATE VALUES PER ICB0 RE�H REQ' #1607. E�:4RLI� Rq,7j1RDWM shmn are based ONLY the truss material at each bearing. T1ue using LBC -97 Gnde. TC 1-2 I= -1406 AXL RD CSI .01 .28 .30 Tended fcr 10 PSF nm-ecarnurerit BOIl . PLAMU BASED CN GEEK 10EER VALIBS. an Penrei ant. bracing is (by Ct�8) to t B1d3 Enaoserl = Yes, End Zcne = No Hzric��e/moi Line = No Eup Categcny = B 2-3 3-4 -1347 -759 Ol .28 .30 pnev� rckatirn/ttqq��� See HIB -91 and AWI/fiPI 1-1995; 10.x.4.5 and 10.3.4.6. , Bldg 80.01735, 131d3 Width = 40.Ot7ft, 75 4-5 -759 .00 , .06 .06 .00 .06 .06 - Int height = 3DaadL, d = = root i rf ----- 5-6 -1347 .01 .28 .30 -- -LOAD CASE #1 MS L '�M -0 ----:------- 6-7 -1406 .01 .28 .30 Dir L.Plf L.Ioc R.Plf R.Ioc T^.Mr. TC Vat 56.0 0- 0- 0 56.0 27- 0-1 0 .57 BC FIItCE AXL END CSI BC Vat 20.0 0- 0- 0 20.0 27- 0- 0 .00 8-9 9-10 1007 742 .10 .23 .33 lbs X. 0 10-11 742 .08 .29 .37 .08 .29 .37 TC Vest 50.0 11- 6- .42 TC Vat 50.0 35- 6- 0 .42 11-12 742 .08 .23 .31 12-13 100`7 .10 .23 .33 WEB Fmm CSIVEB MKE CSI 2-9 -339 .15 . 5-10 268 .35 3-9 541 .19 5-12 541 .19 3-10 268 .35 6-12 -339 .15 4-10 71 .02 MAX rEFr>: CN (spats ' L/999 IN NEM 31-12 (LIVE) Lr -.04" m -.05" T` -.09" B =0-4-13 5-105-1015 ,, 5-7-1 4-0-0 5-7-1 55-1015 , 5-10-15 11-6-0 15-6-0 21-1-1 27-0-0 11-6-0 2-0-0 2-0-0 11-6-0 1 2 �3 t4 t5 6 7 it 0,00 504 1.00-35 -10.00, 1 1 - i 27-0-0 ' 8 9 10 11 12 6_-110'515 6-7-1(p► 26--�7__-1 Truswal Systems Plates PS -1A ga. unles9lRown by "18"L1✓"1ga.) or "H"(16 ga.), positioned per Joint Report. Circled plates and false 13 6-10-15� 27-0-0 Joint Locatirns --- 1 1 0- 0- 0 8 0- 0- 0 2 5-10-15 9 6-10-15 3 11- 6- 0 10 13- 6- 0 4 13- 6- 0 31 16- 0- 0 5 15- 6- 0 32 20- 1- 1 6 21- 1- 1 13 27- 0- 0 7 27- 0- 0 Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 38.0 psf B =0-4-13 5-105-1015 ,, 5-7-1 4-0-0 5-7-1 55-1015 , 5-10-15 11-6-0 15-6-0 21-1-1 27-0-0 11-6-0 2-0-0 2-0-0 11-6-0 1 2 �3 t4 t5 6 7 it 0,00 504 1.00-35 -10.00, 1 1 - i 27-0-0 ' 8 9 10 11 12 6_-110'515 6-7-1(p► 26--�7__-1 Truswal Systems Plates PS -1A ga. unles9lRown by "18"L1✓"1ga.) or "H"(16 ga.), positioned per Joint Report. Circled plates and false 13 6-10-15� 27-0-0 ,,/pFESSIC)IV, .,ME S Z ?y R` 0 C 5982 73 p Exp. 12/31/02 ,TqT� CNA, 3/19/2001 Scale: 5/32" - 1' WO: CASWELL Customer Name: DA DurFacs L=1.25 P=1.15 Rep bibr Bad 1.00 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Den RRtio: Lt/360 TC: U480 WARNING Read all notes on this ,sheet and give a copy of it to the Erecting Contractor. TBF: 90.7 WT: 147 # ® This design is for an pndividaal building component not truss system. It has been based on specifications provided by the component manufacturer and done Chk: in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be Ds ' #LC - 10 B L U SAR MFG]braced verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and dne paticular application. The design assumes that the top chord is laterally TC Live 16.0 pef ®LLC by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. buckling length. This component shall not be in any environment that TC Dead 12.0 ps f Bracing shown is for lateral support of components members only to reduce placed will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in BC Live .0 pef TRUSWAL SYSTEMS 4445 Northpark Dr., Colo Springs, CO 80907 accordance with the followbng standards: 'JOINT DETAILS', by Truswal, 'ANSI/TPI 1', 'WTCA 1' -Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 BC Dead 10.0 s£ p SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Tp5.0 Version T6.2.3 Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 38.0 psf ,,/pFESSIC)IV, .,ME S Z ?y R` 0 C 5982 73 p Exp. 12/31/02 ,TqT� CNA, 3/19/2001 Scale: 5/32" - 1' WO: CASWELL Customer Name: DA DurFacs L=1.25 P=1.15 Rep bibr Bad 1.00 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Den RRtio: Lt/360 TC: U480 WhB FCP.CE CSI Wry FCRE CSI Truss ID: AS 4 t : 001078140-003 ' Job Name: 3-10 268 .35 6-12 -339 CASWELL 4-10 71 .02 5-10-15 .Drw Bl. X -IOC REACT SIZE RFJZ'D Tv 2x4 LFL #1 & Btr. Plating spec : AMI/TPI - 1995 H:RIZ2UL REACTICN(S) 1 0- 1-12 1152 3.50 1.50 BC 2x4 EFL #1 & Btr. rIMS 1E3It3J IS ,UE cuva::CSrm RE= CF MULL t'PLE I� CMS � 2 487# 2 26-10- 4 1076 3.50" 1.50" WEB 2x4 DFL S174g3ARD P�A'IE VALLES PER I®J RESFARC[-I REEF #1607. 13FARII� �sho�az are based tS]LY IIiis is designed using the LBC Code. TC F= AXL END CSI Loaded for 10 FSF rn-camurllar t. BOIL. on the truss t at each bearing. pz ermanent lc:oc lr3 is recpaxed (by others) to -97 Bldg R -closed = Yes, End Zone = No 1-2 2-3 -1406 -1347 .01 .28 .30 PfA= BASED CN GZEEN LLM9ER VALLES. pre✓ert rttatia7/tgcp See HIB -91 atxi i urmar/ 1 Line = No , FJ fit- 4 B 80.00ft, Bldg 4Fidth = 4a.00ft, 3-4 -759 .01 .28 .30 I/'PPI 1-1995; 10.33 4. 10.3.4.6. Bldg hei�tt = 35.08ft, MPH = 75 4-5 -759 .00 .00 .06 .06 .06 .06 ta: Mean roof Classificatim = 4, Dad Icad = 22.0 psf 5-6 -1347 .01 .28 .30 ----------ICtAD CASE #1 I SICN LCALS ---------------- 6-7 -1406 .01 .28 .30 Dir L.Plf L.Icc R.Plf R.Irx LLVM TC Vert 56.0 0- 0- 0 56.0 27- 0-1 0 .57 BC FCiX£ AXL END CSI EC Vett 20. 2 27- 0- 0 .00 8-9 1007 742 .10 .23 .33 I.Ue X.Loc �� 6- 0 9-10 10-11 742 .08 .08 .29 .37 .29 .37 TC ert 50.0 I- .42 Vert 50.0 ]_5- 6- 0 .42 Tv ViS 11-12 742 .08 .23 .31 12-13 1007 .10 .23 .33 WhB FCP.CE CSI Wry FCRE CSI 2-9 -339 .15 5-10 268 .35 3-9 541 .19• 5-12 541 .19 3-10 268 .35 6-12 -339 .15 4-10 71 .02 5-10-15 MAX rEFI1>= W (span) 6-10-15 1j/999 IN MFM 11-12 (LIVE) ll- 6- 0 L= -.04" D= -.05" T`- -.09" 13- 6- 0 = Joint Locations TBF: 89.3 WT: 146 # Cbk: #LC = 10 I = 1 0- 0- 0 8 0- 0- 0 2 5-10-15 9 6-10-15 3 ll- 6- 0 10 13- 6- 0 4 13- 6- 0 11 16- 0- 0 5 15- 6- 0 12 20- 1- 1 6 21- 1- 1 13 27- 0- 0 7 27- 0- 0 TP5.0 Version T6.2.3 Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. 5-1015 5-7-1 4-0-0 5-7-1 5-105-1015 , 5-10-15 11-6-0 15-6-0 21-1-1 27-0-0 11-6-0 X2 -0 -Q12 -0 -Qi 11-6-0 1 2 3 4 5 6 7 1� 504 1.00 -35 -10.0 1"- g 9 10 11 12 13 6-1101l_-15 6-7----/1��pp i 622--n7-1 � 6-10-15 1 Truswal Systems Plates ai(e '-t5ga. unless ik-S. by "18" (I8 lgla.) or 27-0-0 "H11(16 ga.), positioned per Joint Report. Circled plates and false frame elates are uositioned as shown above. 10-11-9 Sli 1P =0-4-13 3/19/2001 Scale: 5/32" - 1' ® B LU SAR MFG]Bracing WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to beDa verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally TBF: 89.3 WT: 146 # Cbk: #LC = 10 I WO: CASWELL Customer Name: DA TC Live 16.0 psf DurFacs L=1.25 P=1.15 ® LLC braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. to buckling length. This component shall not be placed in any environment that TC Dead 12.0 psf Rep Mbr Bed 1.00 shown is for lateral support of components members only reduce will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrasion. Fabricate, handle, install and brace this truss in BC Live .0 psf O.C. Spacing 2 - 0 - 0 TRUSWAL SYSTEMS Springs, CO 80907 accordance with the following standards: 'JOINT DETAILS', by Truswal, 'ANSI/TPI 1', 'WTCA 1' - Wood Truss Council of America Standard Design 'HIB BC Dead 10.0 sf Desi c UBC -97 � Spec 4445 Northpark Dr., Colo Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' -(HIB-91) and -91 p SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest andDefl Ratio: W360 TC: Lt/480 TP5.0 Version T6.2.3 Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 38.0 psf job Name: CASWELL EM X -IX RFA.LT SIZE ='D 1 0- 1-12 1.102 3.50" 1.50" 2 26-10- 4 1026 3.50" 1.50" TC I= AXL EM CSI 1-2 -1337 .01 .22 .24 2-3 -1031 .01 .22 .23 3-4 -714 .01 .15 .16 4-5 -1028 .00 .23 .24 5-6 -1336 .00 .23 .24 BC FCRCE AXL BND CSI 7-8 951 .10 .12 .23 8-9 950 .10 .12 .23 9-10 713 .08 .12 .20 10-11 713 .08 .14 .21 11-32 949 .10 .14 .24 12-13 951 .10 .12 .23 WES FCRCE CSI YEP FCRCE CSI 2-8 200 .08 4-11 374 .15 2-9 -394 .36 5-31 -396 .36 3-9 373 .15 5-12 200 .08 3-11 242 .45 M4X rEFL rrICN (spar.) L/999 IN MEM 8-9 (=) L= -.03" D= -.04" T`- -.07" = Joint Locations = 1 0- 0- 0 8 5-10-15 2 5-10-15' 9 31- 3-14 3 11- 3-14 10 14- 0- 0 4 15- 8- 2 11 15- 8- 2 5 21- 1- 1 12 21- 1- 1 6 27- 0- 0 13 27- 0- 0 7 0-0-0 ,o 11", , LYa '9 TYPICAL PLATE r • 5-3 TC 2x4 DFL #1 & Btr. BC 2x4 DFL #1 & Btr. WEB 2x4 DFL SPAM PLATE VALLtr'S FM ICBJ REFI FEPCRr #1607. Lauded for 10 PSF rrn-carx=re 7t BML. 1x4 min. catinxxis lateral bracing attached to flat TC vdhere indicated w/ 2-10d Trails each. Lutes mast be structural grade. Brace O 24" o.e. unless noted otherwise. Truss ID: A6 Qty: p]atim spec A1SI/IK - 1995 THIS arSICiI LS eIEE DcMKSTIE FE= CIF pLOAD CASES. PF7IRII�TT�Rs � Rl]slrJmi are based aZY on the truss n'al at each bearing. Drainage mist be proaded to avoid perxh�. PLATim BASED CN GEEK HIES 11ALLES. nne; truss is designed using the TBC -97 Cb&. Bldg Diacsed = Yes, Ehd 7a're = No FI=care-/Ocean Lame = No , ESQ Categ-y Bldg = 80.00ft, Bldg Fhdth = 4b.00ft, Mit�heiSit = 35.05ft, MPH = 75 Classification = 4, Dead load = 22.0 psf 5-105-1015 5-4-15 4-4-3 5-4-15 5-105-10-15 , 5-10-15 11-3-14 15-8-2 21-1-1 27-0-0 I 2 3 4 5 6 10.00 -10.00 1_5_�...._. I 1" 27-0-0 7 8 9 10 11 12 13 55-1(1115 ,, 5-4-15 4-4-3 5-4-15 5-105-10-15 , 5-10-15 11-3-14 15-8-2 21-1-1 27-0-0 Truswal Systems Plates are 20 ga. unless shown by "1811(18 ga.) or "H"(16 ga.), positioned per Joint Report. Circled plates and false frame mates are positioned as shown above. This des' based based on chord bra -M applied ' Per the fcollarrirg sd�edale: tt�c o.c. frtm to TC 24.0" 11- 6- 0 15- 6- 0 1iFACI-470#) : a4pert 2 -470# 0-14 HIP E C045982 X Exp. 12/31/02 �C1V4�/ 3/19/2001 Scale: 1/8" - 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. TBF: 86.7 WT:143 # WO: CASWELL ® This design is for an individual building component not truss system. It has been based onspecifications provided by the component manufacturer and done C k: Customer Name: in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to beDsgnr: #LC - 10 DA verified by he component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this tdesign TC Live 16.0 psf DurFaes L=1.25 P=1.15 B LU SAR MFG meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally ®LLC braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for Literal support of components members only to reduce buckling length. This component shall not be placed in any environment that Dead 12.0 s f P Re Mbr Bad 1.15 P will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in BC Live .0 psf O.C. Spacing 2- 0- 0 TRUSWAL SYSTEMS 4445 Northpark Dr., Colo Springs, CO 80907 accordance with the following standards: 'JOINT DETAILS', by Truswal, 'ANSI/TPI 1', 'WTCA 1' - Wood Truss Council of America Standard Design 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 BC Dead 10.0 psf Design Spec UBC -97 Responsibilities, SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at 583 D' Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Defl, Ratio: 14/360 TC: 1t/480 Tp5.0 Version T6.2.3 Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 38.0 psf Job Name: CASWELL W999 IN MEM Truss ID: A7 Qty: 1 ' .Dny 0'1078140-005 ' Bf, X -ICC REACT SIZE F02' D 7C 2x4 DFL #1 & Btr. Plating i rn spec : ADSI/ M - 1995 7his des' �h dTl bracing onElie _ the rbli dM sc}heclAe: 1 0- 1-12 1102 3.50" 1.50" BC 2x4 DFL #1 & Btr. =IESICN IS, ME; t314t;STIE RMILT OF Per mem o.c. fran to 2 26-10- 4 1026 3.50" 1.50" NEB 2x4 DFL SIPS PLATE VP= PFR IBO RERQI IS= #1607. MRTIPLE LQAD ate'• BFARIIr. )�`�FSIIS shorn are based QZY TC 24.0" 10-11-11 16- 0- 0 IM22TML RFACi1QQ(S) : TC M E AXL RD CSI Iceded for 10 PSF rrn-mom BOIL. 1x4 tcus lateral bracing attached M the truss ttaterial at each bearing. Dr uWe mitt be pro✓ ded to avoid pandung. staport 1 -449# 1-2 2-3 -1339 -1054 .00 .21 .21 min. c:rtir to flat TC ubere indicated w/ 2-10d raiIs PLA= BASED IN � LLMEER VAILES. aWc t 2 -449# 3-4 -740 .00 .21 .21 .26 each. Lubber trust be structural grade• anis truss is designed using the 4-5 -1052 .01 .00 .25 .21 .21 Brae, m 24" o.c. unless rrted ddheswise. UBC -97 Code. -- Bldg Etrlosed = Yee, End Zone = No 5-6 -1339 .00 .21 .22 anxicane/Coean Line = No . E;n Category = B FCF3S AXL HID GSI Bldg = 80.00ft, Bldg Width = 40.00ft, Mean heiglit = 34.77ft, MPH = 75 7-8 8-9 955 954 .10 .10 .11 .21BC .16 .26 r Classification. = 4, Dead Load = 22.0 pef 9-10 738 .08 .16 .24 10-11 738 .08 .17 .25 t 11-12 953 .10 .17 .27 12-13 955 .10 .11 .21 NEB F= CSI NEB F= CSI 2-8 178 .07 4-11 379 .15 2-9 -371 .31 5-11 -375 .31 3-9 379 .15 5-12 179 .07 3-11 232 .44 PPX rF'FT> CV (sPati) W999 IN MEM 9-10 (LIVE) I= -.03" D= -.05" Z` -.08" = Joint Locaticns 1 0- 0- 0 8 5- 7-15 2 5- 7-15 9 10- 9-14 3 10- 9-14 10 14- 0- 0 4 16- 2- 2 11 16- 2- 2 5 21- 4- 1 12 21- 4- 1 6 27- 0- 0 13 27- 0- 0 7 0- 0- 0 TpS . 0 Version T6.2.3 9-6-9 =0-4-13 5-7-15 5-1-15 5-4-3 5-1-15 5-7-15 5-7-15 10-9-14 16-2-2 21-4-1 27-0-0 _ 10-11-11 I 2 4 5. 6 ,-.0 0 5-0-0 -10.00 1" 7 8 9 10 11 12 13 5-7-15 5-1-15 5-4-3 5-1-15 5-7-15 5-7-15 10-9-14 16-2-2 21-4-1 27-0-0 Truswal Systems Plates are 20 ga. unless shown by "18"(18 ga.) or "H"(16 ga.), positioned per Joint Report. Circled plates and false frame nlates are positioned as shown above. 10-4-5 S IP 4-4 MO -4-13 B L U SAR MFG WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally TBF: 81.3 WT: 135 # Chk: De #LC - 10 TC Live 16.0 ps f ® LLC braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. to buckling length. This component shall not be in any environment that Dead 12.0 P of Bracing shown is for lateral support of components members only reduce placed will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in BC Live .0 pef TRUSWAL SYSTEMS 4445 Northpark Dr., Colo Springs, CO 80907 accordance with the following standards: 'JOINT DETAILS', by Truswal, 'ANSI/TPI 1', 'WTCA 1' - Wood Truss Council of America Standard Design 'HIB BC Dead 10.0 pe£ Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and -91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and TpS . 0 Version T6.2.3 Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 38.0 pof Qr,OF ESSlc) ME eFtic N .045982 X p _xp. 12/31/02 o NW 3/19/2001 Scale: 5/32" - 1' WO: CASWELL Customer Name: DA DurFacs L=1.25 P=1.15 Rep bibr Bnd 1.15 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Deft Ratio: IV360 TC: W480 job Name: CASWELL EM X -LOC rof r -T SIZE RII2'D 1 0- 1-12 1.102 3.50" 1.50" 2 26-10- 4 3.102 3.50" 1.50" TC FCRCE AXI, END CSI 1-2 -1333 .00 .15 .15 2-3 -1160 .00 .15 .15 3-4 -837 .01 .21 .22 4-5 -837 .01 .21 .22 5-6 -1160 .00 .15 .15 , 6-7 -1333 .00 .15 .15 BC FAKE AXI, ELID CSI 8-9 966 .10 .45 .55 9-10 940 .10 .45 .55 10-11 940 .10 .45 .55 11-12 966 .10 .45 .55 F1FB KPCE tSI VM FMCS CSI 2-9 -237 .13 4-11 -185 .10 3-9 488 .20 5-11 488 .20 4-9 -185 .10 6-11 -237 .13 M4X IEFL1x aT (span) 1.4/999 IN MEM 9-10 (LIVE) TRUSWAL SYSTEMS 4445 Northpark Dr.. Colo Springs, CO 80907 LF -.12" D= -.16" T-- -.27" BC Dead 10.0 pef = Joint Loratiarts =_ Responsibilities, INSTALLING SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and 1 0- 0- 0 7 27- 0- 0 Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. 2 4- 7-15 8 0- 0- 0 3 8- 9-14 9 8- 9-14' 4 13- 6- 0 10 16- 0- 0 5 18- 2- 2 11 18- 2- 2 6 22- 4- 1 12 27- 0- 0 TC 2x4 DFL #1 & Btr. BC 2x4 DFL #1 & Btr. VEB 2x4 DFL SUNPIM P1ati x spec : PISI/'TPI - 1995 THIS L}SIGI IS THE CUAKErIE RESCII.,T CF Ni1LTIPLE = CAMS. EF*UM R RLXJ� shoal are based ClLY m the truss material at each bemarg. PLATE VALLM FM IC90 Re� MCRr #1607 Drainage must be provided to avoid pacli - MA=13 BASED CN G;aQ AMBER VAUES. Truss ID: A8 Qty: ®11enotes the r1W rBMt- for lateral bracing at each lecatUm sbovn. Lateral bracim system tkach isrlude dia-qaal� ildim are the zjrnsihility of the des' ZYus+al BRIM -1T «ay be des rrr,tinvzia Kaci rg cn trusses 3 24" or. Alternatively, use scabs or fi-braces as sha+a> an Trusnel Systere starriard-detail 0001003160. loaded for to FSF'rror- BaL. 1x4 min. rrnl;nv„c lateral �aajsrJ attadled to flat TC ube re itrlicated w/ 2-1Od mils eacis. Limber must be strtrrbt>ral grade. Brace Q 24" o.c. tnslese noted otlreCNdse. 4-7-15 J 4-1-15 4-8-2 4-8-2 4-1-15 4-7-15 4-7-15 8-9-14 13-6-0 18-2-2 22-4-1 27-0-0 1 F 8-11-11 t 1 2 4 5 6 7 1� 00 F 9-0-0 t -10.001 1 1 r 27-0-0 8 9 10 11 12 8-9-14 9-4-3 8-9-14 8-9-1418-2 2.-2 2,. 27-0-0 Truswal Systems Plates are 20 ga. unless shown by "18"(18 ga.) or "H"(16 ga.), positioned per Joint Report. Circled plates and false 1 Drwg: LUV I V 1 Lvov -u This tY�i m dzt d braciry arplied fo11 sd�ad,tle: trsoc o.c. from to TC 24.0" 8-11-11 18- 0- 0 HRL3SILi7L REAMCN(S)appor: This�s is desisted using the LBC -97 axle. Riag FYtclosed = Yes, lira 7rne = No cbtty _ B H�a7e/Oceans Lim No Ffidth = 4b.00ft, it1s 80=00ft, Bldg, Im� roof height. 33. %ft, ME - 75 C -g=•; f; rat; rn = 4, Dead Load - 22.0 psf . f 8-8-5 HIP =1)-4-13 ME //��SI � N . (Y0\5982 71 * Exp. 12/31/02 3/13/2001 Scale: 5/32" - 1' W0: CASWELL Customer Name: DA DurFacs L-1.25 P-1.15 Rep Mbr Bnd 1.15 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Dea patio: LV360 TC: 141480 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. TBP: 76.0 WT: 125 # ® This design is for an individual building component not mics system. It has been based on specifications provided by the component manufacturer and done in with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be �: Dsgrsr #LC - 10 6 L U SAR MFG accordance verified by the component manufacturer and/or building designer prior to fabrication. The building designer trust ascertain that the loads utilized on this the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally dye 16.0 psf ® LLC design meet or exceed braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that in TC Dead 12.0 pef f will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrasion. Fabricate, handle, install and brace this truss 'JOINT 'ANSI/TPI 1', 'WTCA 1' - Wood Truss Council of America Standard Design BC LiVe .0 pe TRUSWAL SYSTEMS 4445 Northpark Dr.. Colo Springs, CO 80907 accordance with the following standards: DETAILS', by Ttuswal, 'HANDLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 BC Dead 10.0 pef Responsibilities, INSTALLING SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and 0 TOTAL 38.0 pef Tp5.0 Version T6.2.3 Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. 3/13/2001 Scale: 5/32" - 1' W0: CASWELL Customer Name: DA DurFacs L-1.25 P-1.15 Rep Mbr Bnd 1.15 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Dea patio: LV360 TC: 141480 job Name: CASWELL Or, X -IDC REACT SIZE F432'D 1 0- 2-12 3939 5.50" 4.20" 2 26- 9- 4 2536 5.50" 2.71" TC 1. AXE, HID GSI 1-2 -4943 .20 .22 .42 2-3 -4255 .14 .33 .48 3-4 -3284 .18 .44 .62 4-5 -3441 .20 .44 .64 5-6 -2504 .10 .43 .53 6-7 -3256 .08 .28 .36 7-8 -3349 .09 .23 .32 BC FC RZE AXL, HID CSI 9-10 3723 .48 .40 .88 10-11 3709 .48 .13 .61 11-12 3702 .48 .09 .57 12-13 3702 .48 .09 .57 13-14 3702 .48 .08 .57 14-15 3423 .44 .08 .53 15-16 2503 .32 .15 .47 16-17 2502 .32 .26 .58 I,1B FAKE CSI TAM FiRCE CSI 2-10 903 .34 5-14 514 .21 2-11 -811 .24 5-15 -1455 .80 3-11 2007 .82 6-15 1384 .56 4-11 -654 .55 7-15 -171 .05 4-12 290 .12 7-16 -41 .02 4-14 -499 .42 M IFFI.Finai 12- (13 (LIVE) L/999 IN MFM LF -.09" D. -.13" T= -.22" TC 2x4 DFL #1 & Btr. BC 2x6 DFL #2 ZIUM PLT ELK 2a6 DFL ##2 ** (aM =RAM VMVZZL'%t USED -See Joint Rq-t** plating spec : AMI/IPI - 1995 THIS ZESZt3Q 7S TIE t7aGwrIE RESULT OF nILTIPLE LOAD CASES. BEfaFtM rEl2jn20WIS sho'n are lased azy on the truss natoial at each bearing. Drair>age mast be prodded to avoid perx 1 1x4 min.,Y„•„n,= . H lateral bracing at to flat TC vk1e a indicated w/ 2-10d roils each. Limber mast be structural grade. Brace Q 24" o.c. unless rated otherwise. Joint Locations 10 3-0-12 =--_ 14 15 16 17 4-4-13 3-0-12 3-9-9-2 1 0- 0- 0 2 3- 9- 2 10 11 3- 9- 2 6- 9-14 • 20-2-2 23-2-14 27-0-0 3 6- 9-14 12 11- 2-11 4 11- 2-11 5 15- 9- 5 13 14 14- 0- 0 15- 9- 5 6 20- 2- 2 15 20- 2- 2 7 23- 2-14 8 27- 0- 0 16 17 23- 2-14 27- 0- 0 9 0- 0- 0 Classificatirn = 4, Aad Laad = 22.0 psf -- -- ----LOAD CASE #1 EESICN LCAfS ---------------- Dir L.Plf L.Icc R.Plf R.Lcc Li4/'LL TC Vest 56.0 0- 0- 0 56.0 7- 0- 0 .57 TC Vert 126.0 7- 0- 0 126.0 20- 0- 0 .57 TC Vert 56.0 20- 0- 0 56.0 27- 0- 0 BC Vert 245.0 0- 0- 0 245.0 4- 0- 0 .57 .34 a .00 TYPICAL PLATE 6-6 , �• t 6-2-9 4 66 =0-4-13 M Q Truss ID: A9 Qty ®motes the reWirerent for lateral hmaL rf at each lerat cn shun. Lateral )saaa-9, systens tdcidt urlude or at the building are the ng �msibility the desffi7pCE,IT nay be used- fcr >s �l bracing ah trusses 24" cc. Altazativel , use scabs or rT-braces as sha•n on TrusHal SSyyss starr3azd detail C001003160. R= VAVAUES PER ICB0 RESEARCH C H IE' #1607. Leaded for 10 MF ria -ccncu rer t BIC L. pprreevvaa� to Htq� ee HIB 19 )- 'd ptSI I 1-1995; 10 3W.4 .rd 10.3.4.6. FLA= BASED IN GZEE i LIMBER VAI.IFS. 3-9-2 .3-0-12 4-4-13 J 4-6-9 4-4-13 3-0-12 3-9-2 3-9-2 6-9-14 11-2-11 15-9-5 20-2-2 23-2-14 27-0-0 6-11-11 1 12 4 g 6 7 8 lr 0.00 32611 10.00 510# � 800# 21-0-0 9 3-9-2 10 3-0-12 11 12 13 4-4-13 4-6-9 14 15 16 17 4-4-13 3-0-12 3-9-9-2 3-9-2 6-9-14 11-2-11 15-9=5 • 20-2-2 23-2-14 27-0-0 Truswal Systems Plates are 20 ga. unless shown by "18"(18 ga.) or 'H"(16 ga.), positioned per Joint Report. Circled 'plates and false frame Dlates are ositioned as shown above. 1 D This delibased on dcrd br--V applied per the fiallorirrJ sdrslxle: . ttax O.C. fran to ZC 24.0" 6-3.1-11 20- 0- 0 2 278# IItistniss is designed using the LHC -97 Code. Bldg FY -closed = Yes, End Zcne = No Hmzconp/ooeah Line = No ,�7 = B e Is�h 80.00ft, Blot Ildth = 40.00ft, Met rmt height. = 33.11ft, WA = 75 Classificatirn = 4, Aad Laad = 22.0 psf -- -- ----LOAD CASE #1 EESICN LCAfS ---------------- Dir L.Plf L.Icc R.Plf R.Lcc Li4/'LL TC Vest 56.0 0- 0- 0 56.0 7- 0- 0 .57 TC Vert 126.0 7- 0- 0 126.0 20- 0- 0 .57 TC Vert 56.0 20- 0- 0 56.0 27- 0- 0 BC Vert 245.0 0- 0- 0 245.0 4- 0- 0 .57 .34 BC Vert 45.0 4- 0- 0 45.0 27- 0- 0 .00 'I1yy��ee the X.IAc LL4PII., 7- 0- 0 1.00 tjezt 186.3 TC Vett 139.8 7- 0- 0 .00 TC Vat 186.3 20- 0- 0 1.00 Tv Vat 139.8 20- 0- 0 .00 BC Vat 510.0 4- 0- 0 .42 BC Vest 800.0 7- 0- 0 .42 7-0-5 SHIP �oQFoFESS/p,y ` 4 MO -4-1 CIO 1� i cc '1:c%iVo. A5982 :10 D WARNING Rend all notes on this sheet and give a copy of it to the Erecting Contractor. TBF: f individual building component not truss system. It has been based on specifications provided by the component manufacturer and dobe Cir: 93.3 WT:160 # This design s or an in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to a Dsgnr: #LC = 10 B LU SAR MFG verified by the component manufacturer and/or building designer prior to Cabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally TC Live 16.0 psf braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. TC Dead 12.0 ps f ® LLC Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that will cause the moisture content of Ute wood to exceed 1935 and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in BC Live .0 ps f TRUSWAL SYSTEMS accordance with the following standards: 'JOINT DETAILS', by Tnrswal, 'ANSI/TPI 1', 'WTCA 1' - Wood Truss Council of America Standard Design BC Dead 10.0 psf 4445 Northpark Dr., Colo Springs, Co 80907 Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 0 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and TOTAL 38.0 psf Tp5. 0 Version T6 .2 .3 Paper Association (AFPA) is located at 1111 l9th Street, NW, Ste 800, Washington, DC 20036. Exp. 12/31/02 3/13/2001 Scale: 5/32" - 1' W0: CA.SWELL Customer Name: DA DurFacs L=1.25 P=1.15 Rep Mir Bnd 1.00 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Deft Ratio: 14/360 TC: LV480 Job Name: CASWELL U Truss ID: B Qty: '1 t Drw 078140-006 ' El. X -ICC REAa SIZE RFI2'D 'IC 2x4 DFL #1 & Btr. PlatirrJ � PISI/'TPI - 1995 Trsis truss is designed usilz3 the ��' 1 0- 1-12 2943 3.50" 3.14" 2x5 EEL #2 �S tel`' �'THE CUvIFCSrrE p'T-� AdMPLE LOAD CASES. Slag Er losed =Yes' F1rl late = bb ¢ J N 0 5962 73 2 9- 4- 0 2943 3.50 3.14" 4IEB 2x4 DFL SiAt4 PLT SCK 2x:4 IFI, #1 & Btr. EEARII� shoal are based C1,1W Hzrncane/Ooean Line = No , E� �tec�y B TC FCRM AXE, )� CSI LuTber shear allonebles are per AIDS -97. Draumge mast be to avoid parliaxJ. on the at each baarirrj. PLA'IE VAIIES PER ICBD RESEUKH REPS' #1607. Bld3 80.00ft, Bldg, GFidth = 4a.00ft, Mean �heigitt = 30.98ft, MPH = 75 X 1-2 -4270 .16 .34 .49 2-3 -4084 .13 .13 .27 provided PIAMU BASED CN GEEK LLMER VALLES. Permarxxt braaLnggisre�d (by ctlj's) to . See HIB -91 and Classificatirn = 4, Dead Lid = 22.0 psf ----------ICAD CASE #1 LESICii IQ'1L18 ---------------- 3-4 -4084 .13 .13 .27 6 7 8 9 10 I/'IPL 1-1995; 10.3.4. and 10.3.4.6. Dir L.Plf L.Loc R.Plf R.Loc LLy,M 4-5 -4270 .16 .34 .49 2-11-7 4-8-14 6-6-5 9-5-12 1C Vert 56.0 0- 0- 0 56.0 9- 5-12 .57 BC FCP. E AXE, END CSI 3/19/2001 BC Vert 565.0 0- 0- 0 565.0 9- 5-�2 .41 6-7 3786 .49 .48 .97 Truswal Systems Plates are 20 ga. unless shown by "18"(18 ga.) or Scale: 17/32" = 1' "H"(16 ga.), positioned per Joint Report. Circled plates and false 7-8 3587 .47 .21 .68 frame Plates are Positioned as shown above. 8-9 3587 .47 .21 .68 TBF: 26.0 WT: 44 # WO: CASWELL ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done 9-10 3786 .49 .48 .97 Customer Name: in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be Da #LC = 9 �' WEB FCRCE CSI 4IIB FCFSE CSI verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this - DurFacs L=1.25 P=1.15 2-7 1296 .53 4-8 671 .27 design meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally ®LLC braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that T C Dead 12.0 pef 2-8 671 .27 4-9 1296 .53 will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in BC Live .0 pef O.C. Spacing 2- 0- 0 3-8 124 .04 accordance with the following standards: 'JOINT DETAILS', by Truswal, 'ANSI/TPI 1', 'WTCA 1' - Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' -(HIB-91) and 'HIB -91 BC Dead 10.0 sf P Desi. c UBC -97 Design � MAX IEFLECTICN (spars) TOTAL 38.0 psf an Ratio: It/360 TC: 141480 Tp5.0 Version T6.2.3 Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. L4/999 IN MEM 7-8 (=) L= -.04" D= -.06" T= -.10" Joint Lccaticns = 1 0- 0- 0 6 0- 0-'0 3-1-3 1-7-11 1-7-11 3-1-3 2 3- 1- 3 7 2-11- 7 3 4-8-14 8 4- 8-14 3-1-3 4-8-14 6-4-9 9-5-12 4 6- 4- 9 9 6- 6- 5 3-1-3 3-3-6 3-1-3 5 9- 5-12 10 9- 5-12 1 12 i 3 4 5 �tt U t QFpF=55.;;.rat `a • 1-11-9 A-10 6-10 1-11-9 SHIP �, M ESs� tics 4�Z-y �+ 10-3-13 I0-3-1 w t1� 9 C 3-6 6-6 3-6 ¢ J N 0 5962 73 * EXk12131/02 STq�OF O P X 9-5-12 r CCA FZD C 6 7 8 9 10 2- 2-11=7 1-9-7 1-9-7 � 2-11=7 2-11-7 4-8-14 6-6-5 9-5-12 3/19/2001 Truswal Systems Plates are 20 ga. unless shown by "18"(18 ga.) or Scale: 17/32" = 1' "H"(16 ga.), positioned per Joint Report. Circled plates and false frame Plates are Positioned as shown above. WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. TBF: 26.0 WT: 44 # WO: CASWELL ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done Chk: Customer Name: in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be Da #LC = 9 �' DA verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this TC Live 16.0 pef DurFacs L=1.25 P=1.15 B L U SAR MFG. design meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally ®LLC braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that T C Dead 12.0 pef Rep Mbr Bnd 1.00 will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in BC Live .0 pef O.C. Spacing 2- 0- 0 TRUSWAL SYSTEMS 4445 Northpark Dr.. Colo Springs. CO 80907 accordance with the following standards: 'JOINT DETAILS', by Truswal, 'ANSI/TPI 1', 'WTCA 1' - Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' -(HIB-91) and 'HIB -91 BC Dead 10.0 sf P Desi. c UBC -97 Design � SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and TOTAL 38.0 psf an Ratio: It/360 TC: 141480 Tp5.0 Version T6.2.3 Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. ob Name: CASWELL = Joint I=ntials -- 1 1 0- 0- 0 12 0- 0- 0 2 2- 2- 0 13 2- 2- 0 3 3- 6- 0 14 3- 6- 0 4 4-10- 0 15 4-10- 0 5 6- 2- 0 16 6- 2- 0 6 6-11- 0 17 7- 8- 0 7 7- 8- 0 18 9- 0- 0 8 9- 0- 0 19 10- 4- 0 9 10- 4- 0 20 11- 8- 0 10 11- 8- 0 21 13-10- 0 ll 13-10- 0 TC 2x4 EFL #1 & Btr. BC 2x4 rFL #1 & Btr. r;l, ELK 2x4 DFL SIS pLAtE VAiLES PER ICqo I� Rl #1607. Itndai fcr 10 PSF rrn_c==nnxent ECIL. <It is assured that one fare of this truss < is shPathte3bathpl cEB, Hood board < sidij or sidiiz3. If not, additional loads trust be Conic -zed on < rxn-ccrt_uLtous b arirg es. MMaayy tree adequate staples ar gable blocks. Cable studs may r�u�se latm br�_aLrxj. See TYus,019 m tett gable braeil detul(sl . Lateral 1ct�d3 in line withi tl�e dloita leve n&_ beat considered trainees noted cth etN ise. 'These loads and their oatnecticris are the rtespazsihility of the building designer. 6-2-0 I0-4-13 Truss ID: C �2 1995mims IS N/gUTIE RERW CP D7.lLHTPLE LOAD CASES. BFARIIS> FEXTH0IINM shorn are based CtEY m the mise material at each ba3ring. AA R,Z RASED CN GUN UMBER VALLES. 2-2-0 2-8-0 2-1-0 2-1-0 2-8-0 2-2-0 2-2-0 4-10-0 6-11-0 9-0-0 11-8-0 13-10-0 6-11-0 6-11-0 `1 2 3 4 5 6 7 8' 9 10 11 01 _ _ 10.00 -, 1-d 1 13-10-0� 12 13 14 15 16 17 18 19 20 21 2-2-0 2-8-0 2-102-100 2-8-0 3-6-0 TYPICAL PLATE : 2.5-4 2 10 113-10-0 Truswal Systems P1ate7G �re 20 J4 l�nless t0n'by "11' 48 ga.) o "H"(16 ga.), positioned per Joint Report. Circled plates and false frame »hues are.nositioned as shown above. 1 D mte trtrss is deeigned rasing the UBC -97 CUde. Bld3 1]rlceed = Yes, aid 2n'te = No 1•IB Rjdg sY1a,1_/Ooa n Li -.e = No , E 80.00ft, Bldg Ffidth = 4 .00ft, Mean height = 33.08ft, MPH = 75 Classification - 4, Dead Lcad = 22.0 psf 6-11-12 SH 1P 10-4-13 OVER CONTINUOUS SUPPORT WARNING Rend all notes on this sheet and give a copy of it to the Erecting Contractor. TBF: 44.0 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done Chh: in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be Degnr: B L U SAR MFG verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally TC Live braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. TC Dead ® LLC Bracing shown is for Liteml support of components members only to reduce buckling length. This component shall not be placed in any environment that will cause tine moisture content of tine wood to exceed 1970 and/or rause connector plate corrosion Fabricate,. handle, install and brace this truss in BC Live TRUSWAL SYSTEMS accordance with the following standards: 'JOINT DETAILS', by Tnuswal, 'ANSI/TPI 1', 'WTCA 1' - Wood Truss Council of America Standard Design 4445 Northpark Dr., Colo Springs, CO 80907 BC Dead Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' -(HIB-91) and 'HIB -91 SUMMARY SHEET' by'rpi. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and TOTAL Tp5.0 Version T6.2.3 Paper Association (AFI'A) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. WT: 76 # #LC - 10 16.0 psf 12.0 psf .0 psf 10.0 psf 38.0 psf0 �``\3 ME 03 Q ' 2' to 0. C045982 X p Ar Exp. 12/31/02 sTq� CNA E POP�P 3/13/2001 Scale: 1/4" - 1' W0: CASWELL Customer Name: DA DurFacs L=1.25 P=1.15 Rep Idbr Bnd 1.15 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Defl Ratio: LV360 TC: W480 job Name: CASWELL. BIS X -LOC r Cr SIZE REl2'D 1 0- 1-12 4373 3.50" 2.33" 2 13- 8- 4 2674 3.50" 1.50" TC I= AXL HO CSI 1-2 -5060 .08 .10 .18 2-3 -3644 .02 .07 .09 3-4 -3641 .02 .08 .10 4-5 -3712 .03 .08 .31 BC FarE AXL, IIID CSI 6-7 3891 .25 .28 .53 7-8 3859 .25 .19 .44 8-9 2838 .18 .08 .26 9-10 2837 .18 .08 .26 1+68 FCRCE CSI ME FURCE CSI 2-7 1801 .36 4-8 233 .04 2-8 -1518 .10 4-9 -106 .01 3-8 4378 .89 TC Live 16.0 psf DturFacs L=1.25 P=1.15 MAX IEFLECTICN (epan) ' braced by the roof or floor sheathing and the bonom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that L/999 INMFM 7-8 (LSVE) shown will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion.. Fabricate, handle, install and brace this truss in I= -.03" D= -.04" T"- -.07" == Joint Incatiais _==== 1 0- 0- 0 6 0- 0- 0 2 3- 8-10 7 3- 8-10 3 6-11- 0 8 6-11- 0 4 10- 1- 6 9 10- 1- 6 5 13-10- 0 10 13-10- 0 TC 2x4 rFL #1 BC 2x6 DFL #2 & Btr. Wd l 2x:4 DFL STANDARD p!AaE VALLES PER It33o JeM* H TEFCRT #1607. T cecled for 10 PSF rnn-gm aer t Pn T . ) Ral'7H7t knaci1 . rt duired (by ff.'s) to �rctat>_a�/tgaa See HIB -91 aryl I 1-1995; 10.3.4.5 aril 10.3.4.6. PIATIM BASED CN GZEEN LIMBER VAUES. 2 -FLY! Nail w/10d BOX, staggered M-97 Sect. 12) in: TC- 2/ft BC- 4/ft FMS- 2/ft Truss ID: C1 Qty: pl=fin s� AMI1`1PI - 1995 TiIIS LESICiT ISIHE 03SMI7£ INSULT OF nia= LOAD CASES. EEAp,= REjjMENIS shoal are based ally ca the trurs material at each bring. Nail pattern shck n is fcr PLF leads ct-ay. dated lcacls Ink be d; =t rihited to harx each Ye�j. Y ' multi -ply with marber , use 31 nails trop. into the carryuz� Fbrtm�s�ttl- 2 ply, ad3'rail dif ust fratt or use any c Y( -ed detail (by��) - + + + + + + + + + + + + + + + + + + + + + + 3-8-10 3-2-6 3-2-6 3-8-10 3-8-10 6-11-0 10-1-6 13-10-0 ()-1 6-11-0 2-PLYS I 2 3 4 5 lus.QuIRIsU1r 0,00 -10.00 6-2-0 4-6 10-4-13 C OC 2 BMI3STIAL ICAC aVS) : 6 7 8 04*cxt 1 -288# ibis =ZW i.s designed -111g the LHC -97 Cbde. Plates ar-829 by1044" (18 ga.) Q10-0 Bldg Etrlcsed - Yes, End zcm = No No = B Hnxicau7e/Ocean Lame = ,Y 80.00ft, Bldg 11th = 40.00ft, Bldg Iaxyth = Mean zocf height = 33.08ft, MFH = 75 frame'Plates are positioned as shown above. Classificaticn = 4, Dead Lcad = 22.0 psf ----- ----LOAD CASE #1 DESIt31 MMS ---------------- IL/M Dns L.Plf L.Lcc R.Plf R.Lcc ® IC Vert 56.0 0- 0- 0 56.0 13-10- 0 .57 BC Vert 535.0 0- 0- 0 535.0 5-10- 0 .41 BC Vert 20.0 5-10- 0 20.0 13-10- 0 .00 �Iyyppee Ike X.Lec LL/`M BC 5Te1t 2916.0 6-10- 0 .42 TC Live 16.0 psf DturFacs L=1.25 P=1.15 2916# �1 13-10-0 r M FSs9F< Qj QQ o. 45982 70 * E p. 12/31) sr- CN11. 6 7 8 3/13/2001 3-8-10 3-2-6 3-2-6_9 3-8-1010 , Plates ar-829 by1044" (18 ga.) Q10-0 Sealet 1/4" - 1' Truswal Systems ga.uA.11-0.hown "H"(16 ga.), positioned per Joint Report. Circled plates and false frame'Plates are positioned as shown above. TBF= 43.3 WT: 74 # coo: WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done cmerCASWNL Ctlet®ter Name: in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to beDsgnr fabrication. The building designer must ascertain that the loads utilized on this • #LC = 10 DA B L U SAR MFG verified by the component manufacturer and/or building designer prior to design meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally TC Live 16.0 psf DturFacs L=1.25 P=1.15 ® LLC braced by the roof or floor sheathing and the bonom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that TC Dead 12.0 psf Rep Mbr Bnd 1.00 shown will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion.. Fabricate, handle, install and brace this truss in BC Live .0 psf O.C. Spacing 2- 0- 0 TROSWAL SYSTEMS 4445 Nonbpark Dr.. Colo Springs. CO 80907 accordance with the following standards: 'JOINT DETAILS', by Tntswal, 'ANSI/TPI 1', 'WTCA I' - Wood Truss Council of America Standard Design 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 BC Dead 10.0 pef Design Spec UBC -97 Responsibilities, SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Deft R&io: L/360 'IC: 14/480 38.0 Tp5.0 Version T6.2.3 Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 70036. TOTAL pef fob Name: CASWELL EEG X -ICC FSACT SIZE FJ321D TL 2x4 DFL #1 & Btr. 1 6-11-12 288 3.50 1.50" BC 2x4 DFI, #1 & Btr. 2 13- 8- 4 343 3.50" 1.50" IEB 2x4 DFL 917*M aRD PLATE VAUES FII2 ICBD R> I FEEiia' #1607. 7C EMM AXI, BND CSI Loaded for 10 PSF rrn-con>rrent BCLL. 1-2 -80 .13 .13 F7xi verticals designed for axial loads only. .00 2-3 '-218 .00 .13 .13 End. verticals that are extended above or below the truss profile (if any) may zegaii'e BC MC X AXL 1D C3I additional design caLsidxation (by others) 4-5 160 .02 .13 .15 %t�fmcto ird or seismic I,EB PCRCE CSI 468 FAKE CSI 1-4 -82 .05 2-4 -214 .07 I*X IFFL=CN (LIVE) 14/999 INMFM 4- ( LF -.031' D= -.04" 71- -.07" - Joint Locations 1 0- 0- 0 4 0- 0- 0 2 3- 4- 9 5 7- 0- 0 3 7- 0- 0 6-2-06-1-2 Truss ID: C2 Q pIIlIatiS�McIS MITIn- 1995 rIE RE= OF ]AMPLE LCAD CRSS. BFARM R@ JIRE�WIIS shoal are based ONLY on the truss Material at each bearing. PLATIM BASED IN GEM MEER VAIM. 4 3-4-9 3-7-7 3-43-4-9 7-0-0 1 2 3 Flo .00 -1-0 2. 6-11-12 SH P 10-4-13 6-10-0 STUB J4 5 7 -a -o Truswal Systems Plates are 20 ga. unless shown by 7-980'(18 ga.) or H"(16 ga.), positioned per Joint Report. Circled plates and false 3 Drwg: LUU 1 y/ <,yOv-u LUTIFr REICTLIN(S) ' stapmt 1-IN�) s 2 -170# 7his trues is designed using, the LBC -97 Code. Bldg, Erwaosed = Yes, F2nd Trane = No H,mzc ane/0.- m Line = No , qt y B - 80.00ft, Bldg, I�+rclt1't = 4b.00ft, Clroof heigil- 32.93ft, M- 75 ass;f;catia = = 4, Dead Load = 22.0 pef �oQrCFcSS/C) M FSS,9Fyc Qj QQ �� __j o. C0 5982 _ 1-1 >+t Exp. 12/3,1/02 sr. _ CM\1. TBF: 20.7 WT: 33 # WARNING head all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for :m individual building component not miss system. It his been based on specifications provided by the component manufacturer and done Ch1c: in accordance with the current versions of TPI and AFPA design su ndards. No responsibility is assumed for dimensional accuracy. Dimensions are to be Dsgnr #LC = 10 6 L U SAR MFG verified by the component nnvmfacturer and/or building designer prior to fabrication. The building designer must ascertain that the (dads utilized on this design meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally TC Live 16.0 ps f braced by the roof or floor sheathing and the bottom chord is Literally braced by a rigid sheathing material directly attached, unless otherwise noted. Dead 12.0 p sf ® LLC Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that will rause die moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in BC Live .0 psf TRUSWAL SYSTEMSaecordwce with the following standards: 'JOINT DETAILS', by Truswal, 'ANSI/TPI 1', 'WTCA 1' - Wood Truss Council of America Standard Design JJJS Northparit Dr., ColoSpr'wga. CO 80907 Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 BC Dead 10.0 pef SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and TpS. 0 Version T6.2.3 Paper Association (AFPA) is loomed at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 38.0 psf 3/13/2001 Scale: 1/4" - 1' WO: CASWELL Customer Name: DA DurFacs L=1.25 P=1.15 Rep Mbr Bnd 1.15 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Deft Ratio: Ln/360 TC: W480 0 C . 46 e 6-2-06-1-2 Truss ID: C2 Q pIIlIatiS�McIS MITIn- 1995 rIE RE= OF ]AMPLE LCAD CRSS. BFARM R@ JIRE�WIIS shoal are based ONLY on the truss Material at each bearing. PLATIM BASED IN GEM MEER VAIM. 4 3-4-9 3-7-7 3-43-4-9 7-0-0 1 2 3 Flo .00 -1-0 2. 6-11-12 SH P 10-4-13 6-10-0 STUB J4 5 7 -a -o Truswal Systems Plates are 20 ga. unless shown by 7-980'(18 ga.) or H"(16 ga.), positioned per Joint Report. Circled plates and false 3 Drwg: LUU 1 y/ <,yOv-u LUTIFr REICTLIN(S) ' stapmt 1-IN�) s 2 -170# 7his trues is designed using, the LBC -97 Code. Bldg, Erwaosed = Yes, F2nd Trane = No H,mzc ane/0.- m Line = No , qt y B - 80.00ft, Bldg, I�+rclt1't = 4b.00ft, Clroof heigil- 32.93ft, M- 75 ass;f;catia = = 4, Dead Load = 22.0 pef �oQrCFcSS/C) M FSS,9Fyc Qj QQ �� __j o. C0 5982 _ 1-1 >+t Exp. 12/3,1/02 sr. _ CM\1. TBF: 20.7 WT: 33 # WARNING head all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for :m individual building component not miss system. It his been based on specifications provided by the component manufacturer and done Ch1c: in accordance with the current versions of TPI and AFPA design su ndards. No responsibility is assumed for dimensional accuracy. Dimensions are to be Dsgnr #LC = 10 6 L U SAR MFG verified by the component nnvmfacturer and/or building designer prior to fabrication. The building designer must ascertain that the (dads utilized on this design meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally TC Live 16.0 ps f braced by the roof or floor sheathing and the bottom chord is Literally braced by a rigid sheathing material directly attached, unless otherwise noted. Dead 12.0 p sf ® LLC Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that will rause die moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in BC Live .0 psf TRUSWAL SYSTEMSaecordwce with the following standards: 'JOINT DETAILS', by Truswal, 'ANSI/TPI 1', 'WTCA 1' - Wood Truss Council of America Standard Design JJJS Northparit Dr., ColoSpr'wga. CO 80907 Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 BC Dead 10.0 pef SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and TpS. 0 Version T6.2.3 Paper Association (AFPA) is loomed at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 38.0 psf 3/13/2001 Scale: 1/4" - 1' WO: CASWELL Customer Name: DA DurFacs L=1.25 P=1.15 Rep Mbr Bnd 1.15 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Deft Ratio: Ln/360 TC: W480 job Name: CASWELL EM X -IDC REACT SIZE RGZ�'D 1 0- 1-12 874 3.50 1.50" 2 20-10- 4 798 3.50" 1.50" TC FCPj E ' AXL END CSI 1-2 -992 .00 .22 .22 2-3 -891 .00 .22 .22 3-4 -891 .00 .22 .22 4-5 -992 .00 .22 .22 BC FUXE AXL HID CSI 6-7 758 .07 .24 .31 7-8 479 .05 .24 .29 8-9 479 .05 .24 .29 9-10 758 .07 .24 .31 V B FCRC£ CSI 4, E S FCRCE CSI 2-7 -297 .12 3-9 468 .16 3-7 468 '.16 4-9 -297 .12 M DEEIFxTICN .(span) • L/999 IN NIEM 7-8 (LIVE) Lr -.03" D= -.04" T= -.08" Joint Lxaticns -� 1 0- 0-0 6 0- 0- 0 2 5- 4-15 7 7- 1- 5 3 10- 6- 0 8 12- 0- 0 4 15- 7- 1 9 13-10-11 5 21- 0- 0 10 21- 0- 0 TC 2x4 DFL #1 & Btr. BC 2x4 EFL #1 & Btr. vm 2x4 DFL SIPNaaJO pL= VALUES FFR ICED RESZ*K I REEM #1607 Loaded fcr 10 PSF rrrt-micurrent BUY . BLUSAR MFG ® LLC TRUSWAL SYSTEMS 4445 Nortbpuk Dr.. Colo Springs. CO 80907 Tp5.0 Version T6.2.3 Truss ID: F Qty: 2 pILS I3rAMIMI - 1995 'II-Sn IS 7HE DCKpmTIE RE= OF Ni1LB'IPLE LO=RD CABS. BEARIM REl=ZEMIS stmt are lased Qay cn the truss naterial at each b.ar. . PLAM,Z BALD tN GREEN UDM VALUES. 5-4-15 5-1-1 5-1-1 54-15 5-4-15 10-6-0 15-7-1 21-0-0 10-6-010-6-0 1 2 3 4 5 F-10,00 -10.00I 4-4 . Drwrg:LUU1V/LV0V-u 1r 4# T7" is designed usim the LSC -97 011e. Bldg M=lcsed = Yes, Erld Zcre = No Flnzicare/ocean 1 u-& = No, COY = B MeanI gth 80.00ft, Bldg 4fidth = 40.00ft, root height = 34.58ft, MFH = 75 Classificatirn - 4, Dead Iaad = 22.0 pef 1 21-0-0 , r 6 7 8 9 10 7-1-5 6-9-6 7-1-5 7-1-5 13-10-11 21-0-0 Truswal Systems Plates are 20-ga. unless shown by "1811(18 ga.) or "H"(16 ga.), positioned per Joint Report. Circled plates and false frame latex are positioned as shown above. TBP: 54.7 WT: 92 # WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done No is assumed for dimensional accuracy. Dimensions are to be Chk: . = 10 in accordance with the current versions of TPI and AFPA design standards. responsibility by dne component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this Da #LC gnr- verified design meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally bottom is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. TC Live 16.0 psf braced by the roof or floor sheathing and the chord Brtcing shown is for Lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that TC Dead 12.0 psf Will cause the moisture content of the wood to exceed 1911. and/or cause connector plate corrasion. Fabricate, handle, install and brace this truss in 'JOINT DETAILS', by Truswal, 'ANSI1TPl 1', 'WTCA 1' -Wood Truss Council of America Standard Design BC Live .0 ps f accordance with tine following standards: 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 BC Dead 10.0 psf Responsibilities, SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and TOTAL 38.0 paf Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC NW6. 3/13/2001 Scale: 5/32" - 1' W0: CASWELL Customer Name: DA DurPace L=1.25 P=1.15 Rep Mbr Bnd 1.15 o.C.Spacing 2- 0- 0 Design Spec UBC -97 Ddl Ratio: L/360 TC: 14/480 TC 2x4 EFL #1 & Btr. BC 2x4 DFL #1 & Btr. D&B 2x4 DFL SI7*EARD txAaE VALL&5 PER ILEO IMSE*RQi.F&UC #1607 T cart -d fcr 10 PSF ric-n-cawirrer t RaI,. . Truss ID: F1 Q p spec : ADSI/`IPI - 1995 IIIIS I SIIN 7S TSE cc fft7617E RE5[.II.,T CF Nd.1CT'IPLE LCAD C9:SES. i3EARIM 7=111SYERIS 67r n are based ONLY ah the truss material at each bearing. P1ATRG BASED IN t3� IIIMR VA= - 5 -4-15 5-1-1 5-1-1 5-4-15 5-4-15 10-6-0 15-7-1 21-0-0 10-6-010-6-0 1 2 -'3 4 5 1F-10- -00 10.00 --1 d_d 1 BmIzalm 1 44441#) sit 2 441# 'Ibis truss is desigimd using the LBC -97 Code. Bldg Er>clesed = Yes, Er)d Zcne = No H.artc am/Coeah Lim = No , E�T C�teg=y = B 80.00ft, Bldg Width = 40.00ft, Meeh zvheigiht = 34.58ft, MPH = 75 c9assificaticn = 4, Aad Load = 22.0 psf 21-0-0----------------------------- 6 7 8 9 10 7-1-5 ' 6-9-6 7-1-5 Truswal Systems Plates are 207M unless shown b� "Ti��(18 ga.) or 21-0-0 "H"(16 ga.), positioned per Joint Report. Circled plates and false fr- plat -es are positioned .as shown above. - WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be B L U SAR MFG]Bracing verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is Laterally braced by a rigid sheathing material directly attached, unless otherwise noted. ® LLC shown is for Lateral support of components members only to reduce buckling length. This component shall not be plated in any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in TRUSN'AL SYSTEMS accordance with the following standards: 'JOINT DETAILS', by Ttuswal, 'ANSI/TPI 1', 'WTCA 1' - Wood Truss Council of America Standard Design 91 4445 Northpark Dr.. Colo Springs. CO 80907 responsibilities. 'IIANDI,INCi INCfAI-LING AND BRACING, METAL PLATE CONNEC ED WOOD TRUSSES' - (HIB -91) and 'H - St tMMAItY SI Ilili'I" by'1'1'1. The Truss I'Lue Institute (I'I'I) is Incatcd at SXa D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Tp5.0 Version T6.2.3 Paper Assuci: Linn (APPA) is located :it 1111 191h Street, NW, Sic 80(1, Washington, DC 20036. v C �QJ ESs9FG � rn -j 0. 45982 xp.� 1l02 CNk TBP: 53.3 WP: 90 # Chk: Dsgnrt #LC - 10 TC Live 16.0 pef TC Dead 12.0 pef BC Live .0 pef BC Dead 10.0 pef TOTAL 3�0 Psf 3/1312001 Scale: 3/16" - 1' W0: CASWELL Customer Name: DA DurFacs L=1.25 P-1.15 Rep Mbr Bnd 1.15 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Dafl Ratio: L/360 TC: Lt/480 fob Name: CASWELL EM X -IGC RFACf SIZE REQ'D 1 0-1-12 798 3.50" 1.50" 2 20-10- 4 798 3.50" 1.50" TC F= AXI, EM CSI 1-2 -992 .00 .22 .22 2-3 -891 .00 .22 .22, 3-4 -891 .00 .22 .22 4-5 -992 .00 .22 .22 BC FCS AXL EM CSI 6-7 758 .07 .24 .31 7-8 479 .05 .24 .29 8-9 479 .05 .24 .29 9710 758 .07 .24 .31 WEB FCIKE CSI WEB FCRCE CSI 2-7 -297 .12 3-9 468 .16 3-7 468 .16 4-9 -297 .12 MAX rEF1 CN (spats) L/999 IN MA 7-8 (LIVE) 1. -.03" D= -.0411 T-- -.08" = Joint Iaatiars = 1 0- 0- 0 6 0- 0- 0 2 5- 4-15 7 7- 1- 5 3 10- 6- 0 8 12- 0- 0 4 15- 7- 1 9 13-10-11 5 21- 0- 0 10 21- 0- 0 M q�R TC 2x4 EFL #1 & Btr. BC 2x4 DFL #1 & Btr. D&B 2x4 DFL SI7*EARD txAaE VALL&5 PER ILEO IMSE*RQi.F&UC #1607 T cart -d fcr 10 PSF ric-n-cawirrer t RaI,. . Truss ID: F1 Q p spec : ADSI/`IPI - 1995 IIIIS I SIIN 7S TSE cc fft7617E RE5[.II.,T CF Nd.1CT'IPLE LCAD C9:SES. i3EARIM 7=111SYERIS 67r n are based ONLY ah the truss material at each bearing. P1ATRG BASED IN t3� IIIMR VA= - 5 -4-15 5-1-1 5-1-1 5-4-15 5-4-15 10-6-0 15-7-1 21-0-0 10-6-010-6-0 1 2 -'3 4 5 1F-10- -00 10.00 --1 d_d 1 BmIzalm 1 44441#) sit 2 441# 'Ibis truss is desigimd using the LBC -97 Code. Bldg Er>clesed = Yes, Er)d Zcne = No H.artc am/Coeah Lim = No , E�T C�teg=y = B 80.00ft, Bldg Width = 40.00ft, Meeh zvheigiht = 34.58ft, MPH = 75 c9assificaticn = 4, Aad Load = 22.0 psf 21-0-0----------------------------- 6 7 8 9 10 7-1-5 ' 6-9-6 7-1-5 Truswal Systems Plates are 207M unless shown b� "Ti��(18 ga.) or 21-0-0 "H"(16 ga.), positioned per Joint Report. Circled plates and false fr- plat -es are positioned .as shown above. - WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be B L U SAR MFG]Bracing verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is Laterally braced by a rigid sheathing material directly attached, unless otherwise noted. ® LLC shown is for Lateral support of components members only to reduce buckling length. This component shall not be plated in any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in TRUSN'AL SYSTEMS accordance with the following standards: 'JOINT DETAILS', by Ttuswal, 'ANSI/TPI 1', 'WTCA 1' - Wood Truss Council of America Standard Design 91 4445 Northpark Dr.. Colo Springs. CO 80907 responsibilities. 'IIANDI,INCi INCfAI-LING AND BRACING, METAL PLATE CONNEC ED WOOD TRUSSES' - (HIB -91) and 'H - St tMMAItY SI Ilili'I" by'1'1'1. The Truss I'Lue Institute (I'I'I) is Incatcd at SXa D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Tp5.0 Version T6.2.3 Paper Assuci: Linn (APPA) is located :it 1111 191h Street, NW, Sic 80(1, Washington, DC 20036. v C �QJ ESs9FG � rn -j 0. 45982 xp.� 1l02 CNk TBP: 53.3 WP: 90 # Chk: Dsgnrt #LC - 10 TC Live 16.0 pef TC Dead 12.0 pef BC Live .0 pef BC Dead 10.0 pef TOTAL 3�0 Psf 3/1312001 Scale: 3/16" - 1' W0: CASWELL Customer Name: DA DurFacs L=1.25 P-1.15 Rep Mbr Bnd 1.15 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Dafl Ratio: L/360 TC: Lt/480 job Name: CASWELL. BIG X -LCC RFACf SIZE REQ'D 1 0- 1-12 798 3.50" 1.50" 2 20-10- 4 874 3.50" 1.50" TC FORM AXI, 110 CSI 1-2 -992 .00 .22 .22 2-3 -891 .00 .22 .22 3-4 -891 .00 .22 .22 4-5 -992 .00 .22 .22 BC FCRCE AXL RM CSI 6-7 758 .07 .24 .31 7-8 479 .05 .24 .29 8-9 479 .05 .24 .29 9-10 758 .07 .24 .31 4EB F= tSI 4EB KPLE (SI 2-7 -297 .12 3-9 468 .16 3-7 468 .16 4-9 -297 .12 MIX DEFL02I7QIN (span) L/999 IN M7-8 (LIVE) La -.03" D= -.04" T= -.08" Joint Locations --= 1 0- 0- 0 6 0- 0- 0 2 5- 4-15 7 7- 1- 5 3 10- 6- 0 8 12- 0- 0 4 15- 7- 1 9 13-10-11 5 21- 0- 0 10 21- 0- 0 7C 2x4 DFL #1 & Btr. BC 2x4 DFL #1 & Btr. VM 2x4 DFL Sn*VARD pLA,IE VAUES PM IC90 MMARC<-I REFC #1607 Loaded for 10 FSF nar 'tt -1 - . Truss ID: -F2 Qty: 2 Plating spec • NEI/`TPI - 1995 iAII.fPIPLE LCAD 0SES. BFARIM M shc<a't are based ONLY on the truse ttatmaal at each bear=g. PLA= BASED w CmN IIriBFR VALIES. 5-4-15 J 5-1-1 5-1-1 5-4-15 5-4-15 10-6-0 15-7-1 21-0-0 Ill C, 11 10-C,-0 1 2 �3 4 5 10.00 -10.00 d -d Drwg:L.VV1V/LV0y-u H:RI212MI L REAMCN(S) 04*a t 1 441# 2 441# 'Ihiss is designed Using t1 - LBC -97 Oode. Bldg Biclosed = Yes, End 2orie = No = B Einiicam/O�az Line = No ,. F MiI ii 80.00ft, Bldg XdtRh = 4 .00ft, t roof height = 34.58ft, 14FH = 75 Classification = 4, Dead Load = 22.0 psf 1� 21-0-0 r 6 7 8 9 10 7-1-5 6-9-6 7-1-5 7-1-5 13-10-11 21-0-0 Truswal Systems Plates are 20 ga. unless shown by "18"(18 ga.) or "H"(16 ga.),positioned per Joint Report. Circled plates and false frame plates are positioned as shown above. TBF: 54.7 WT: 92 # WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for in individual building component not truss system. It has been based on specifications provided by the component manufacturer and doneChk: No responsibility is assumed for dimensional accuracy. Dimensions are to be #LC = 10 in accord ince with the current versions of TPI and AFPA design standards. Dsgnr: by the tnvntfacmrer and/or builduig designer prior to fabrication. The building designer must ascertain that the loads utilized on this B L U SAR MFG verified component design meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally TC Live 16.0 psf ® LLC braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is fur Luctal support of components members only to reduce buckling length. This component shall not be, placed in any environment that TC Dead 12.0 psf will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in 'JOINT by Truswal, 'ANSI/TPI 1', 'WTCA 1' - Wood Truss Council of America Standard Design BC Live .0 psf TRUSWAL SYSTEMS', 4445 Nonbpark Dr., Cole Springs, CO 30907 with tine follow »g standards: DETAILS', Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 BC Dead 10.0 psf 0 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest andTOT 38.0 psf Tp5.0 Version T6.2.3 Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. 01QQJ�.• MESS`Fy\ / Nod C445982 X 30 Exp. 1 ?/731 /02 3/13/2001 Scale: 5/32" - 1' WO: CASnLL Customer Name: DA DurFacs L=1.25 Pa1.15 Rep Mbr Bnd 1.15 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Deft Ratio: W360 7C: L/480 Job Name: CASWELL M Fss9 Truss ID: F3 2 ' .Drw 0-007 ' EI. X -LOC REACT SIZE RB2'D 7C 2x4 DFL #1 & Btr. ** (1340 =PLAUE MIiTICR t=E -See Joint. Repart** LLMIFf I E=CN(S) • 1 0- 1-32 1828 3.50" 1.50" 1.50" BC 2a6 DFL #2 WiiB DFL SIPl� Plafim spec 'PD$I/m - 1995 7HIS DFSIIN LS IIIE fQ 6ilSTIE F�II,C OF - 61g7p�t 3 -44# H�2IZS7PAL RE�ICI7IN(S) 2 3 14- 6- 4 3423 3.50 20-10- 4 196 3.50" 1.50" 2x4 PLAZE VALLES FM IC90 REM*H REFCIZI' #1607. M[JLTFPLEIL�. sUFpcapcut 1 -443# 443# TC Dead 12.0 po f F= AXL END CSI L�acled for to PSF not-o==n��t Pa . Irxatim of interior bearingB shadd be BFARW shown are based CNLY3 cn the truss nvtezial at each bearing. 'Msec is designed rasing the TC 1-2 2-3 -2049 .03 -1283 .00 .16 .19 .15 .15 ele-ly narked on each truss. Fterttm�aett. ksacirz3 is .(by others) to Intericr stappmt or terperary �xJ must be in place befcre erecting this truss. -� ' Bldg Etie'lcsed = Yes, Etzi Zcre = Ib Harricane/O�a Line = No Exp Cate�y = B 3-4 -1281 .00 .13 .14 rctatirn/tgop,* See EM -91 arzi �I 1-1995; 10.3.4.5 10.3.4.6. PIATFi41 BASED IN GZEE Q LUEER VALIES. 2 -PLY! Nail w/10d BCK, staggered M-97. , Bldg 80.00ft, Bldg Width = 40.00ft, 4-5 198 .00 .13 .14 and Sect. 12) in: 7C- 2/ft BC- 4/ft 4ESS- 2/ft Maur roof height = 34.58ft, MPH = 75 BC P= AXI, EM CSI C lassi f; rar; cn = 4, Dead Lced = 22.0 psf 6-7 1667 .10 .26 .36 ----------ICAO CASE #1 IESIIN ICALS--------------- Dir L.Plf L.Icc R.Plf R.Lcc IL/'M 7-8 8-9 1657 .10 289 .29 .39 7C Vert 56.0 0- 0- 0 56.0 21- 0- 0 .57 9-10 .00 -306 .00 .29 .29 .26 .26 t BC Vert 140.0 0- 0- 0 140.0 8- 6- 0 .00 BC Vert 476.0 8- 6- 0 476.0 14- 8- 0 .40 TVM I= CSI W1 B I= CSI BC Vert 20.0 14- 8- 0 20.0 21- 0- 0 .00 2-7 969 .20 4-8 1655 .31 2-8 -1021 .11 4-9 -2244 .18 3-8 1365 .28 MVC EEFLELMCN ( (LIVE) L/999 IN MEM 6- 7 I= -.03" D=.-.04" Z` -.06" === Joint Locatians - 1 0- 0- 0 6 0- 0- 0 2 6- 5-12 7 6- 5-12 3 10- 6- 0 8 10- 6- 0 4 14- 6- 4 9 14- 6- 4 5 21- 0- 0 10 21- 0- 0 6-5-12 4-0-4 4-0-4 6-5-12 6-5-12 10-6-0 14-6-4 21-0-0 10-6-0 10-6-0 2-PLYS t 1 2 '3 4 5 ImQuIKb;Ulr 0 00 -10.001 d_d 6 7 8 9 10 6_-5``-12 74f-10_ 4��1I 4-dd��0-4 6-5-12 Truswal Systems Plates are �dl-�. unle.V-H.. by 1 l9'a(18 ga. ) or 21-0-0 OVER 3 SUPPORTS "H"(16 ga.), positioned per Joint Report. Circled plates and false M Fss9 ,n t 45982 X RE M 4g 011 in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be De #LC 12 snr DA M 0 DurFacs L=1.25 P=1.15 B L U SAR MFG design meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally ®LLC 4 TC Dead 12.0 po f 6-5-12 4-0-4 4-0-4 6-5-12 6-5-12 10-6-0 14-6-4 21-0-0 10-6-0 10-6-0 2-PLYS t 1 2 '3 4 5 ImQuIKb;Ulr 0 00 -10.001 d_d 6 7 8 9 10 6_-5``-12 74f-10_ 4��1I 4-dd��0-4 6-5-12 Truswal Systems Plates are �dl-�. unle.V-H.. by 1 l9'a(18 ga. ) or 21-0-0 OVER 3 SUPPORTS "H"(16 ga.), positioned per Joint Report. Circled plates and false M Fss9 ,n t 45982 X CO2 >k Eu6-U2/31 S'. - N1L , Zl 3/19/2001 Scale: 3/16" - 1' WARNING Read all notes on this and give a copy of it to the Erecting Contractor. TBF: 66.7 WT: 111 # W0: CASWELL ® .sheet This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done Cbk: Customer Name: in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be De #LC 12 snr DA verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this TC Live 16.0 pof DurFacs L=1.25 P=1.15 B L U SAR MFG design meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally ®LLC braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. TC Dead 12.0 po f Rep Mbr Bnd 1.00 Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion.. Fabricate, handle, install and brace this truss in BC Live .0 po f O.C. Spacing 2- 0- 0 TRUSWAL SYSTEMS 4445 Northpark Dr., Colo Springs, CO 80907 accordance with the following standards: 'JOINT DETAILS', by Truswal, 'ANSI/TPI 1', 'WTCA 1' - Wood Truss Council of America Standard Design 'HIB BC Dead 10.0 Desi c UBC -97 Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' -(HIB-91) and -91 P of ga � SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Fail Ratio: 14/360 7C: I4/480 Tp5.0 Version T6.2.3 Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 38.0 psf jobName: CASWELL BIr. X -IDC REACT SIZE R137'D 1 0- 1-12 2600 3.50" 2.77" 2 29-10- 4 2600 3.50" 2.77" TC FCFrE AXE, END CSI 1-2 -3701 .13 .16 .28 2-3 -2990 .05 .31 .36 3-4 -6823 .25 .47 .72 4-5 -6823 .25 .47 .72 5-6 -2990 .05 .31 .36 6-7 -3701 .33 .16 .28 BC F= XZ RM CSI 8-9 2814 .37 .20 .57 9-10 6717 .87 .13 1.00 10-11 8293 .62 .12 .74 11-12 8293 .62 .12 .74 32-13 6717 .87 .13 1.00 13-14 2814 .37 .20 .57 NEB FIiZCE CSI WEB F CSI 2-9 1828 .74 4-12 -1613 .82 3-9 -4125 .83 5-12 779 .32 3-10 779 .32 5-13 -4125 .80 4-10 -1613 .82 6-13 1828 .74 4-11 97 .04 MAX DEF=CN (span) L/999 IN h1FIN 10-11 (LIVE) L= -.27" D= -.37" T= -.63" = Joint Locatims - 1 0-0-0 8 0-0-0 2 3- 3- 6 9 3- 2-10 3 9- 1- 5 10 9- 1- 5 4 15- 0- 0 11 IS- 0- 0 5 20-10-11 12 20-10-11 6 26- 8-10 13 26- 9- 6 7 30- 0- 0 14 30- 0- 0 TC 2x8 DFL #2 2x4 EFL #1 & Btr. 1-2, 6-7 BC 2xg DFL #2 2x6 EFL SS 10-12 NEB 2x4 DFL SUZZARD FLT BLK 2>6 DFL #2 pint•; n spec : NZI/TPI - 1995 THIS LESIGT IS THE C1JvlPCSrIE RESLU OF Kir:T•rPLE LOAD a%SES. BEARIlT R132TIIUVENIS shonai are based CIILY on the truss material at each beari-g. permar ant bracing is r,ec� (by ethers) to prevent rctatirn/tclplurl. See HIB -91 and I I/I'PI 1-1995; 10.3.4.5 and 10.3.4.6. PLATIM BASED tN GREW IL14BER VAUES. Flat tcl? d7xd has not been designed for dxj.ftnrxg soca unless noted cthexwise. Truss ID: G Qty ®Dentes the requixetrert for lateral brac. V at each 1c atticn &n^ n. Lateral brat Mi systems a hide irrlvde del 07 x -hr J =the res�atslihilit}' oche }uildiizl cosigner. Systete TT may be used for corItiMmus ]atp�al bracing on trusses spaoe3 24".oc. Alteznatively, use scabs cr T -braces as sl'to+taz on Tris..a1 Systetr sta�rd detail C001003160. A b r� VAIIES PER Its FEM*C i IE' #1607. Loaded for 10 bPSSF rrwrn�mxxm-1t BCLL- tcp d'�d requi�ses 2x4 r.Pb nal at 48" o.c. nmc. &,fpe3 to the dr d below aryl attached with 1.b-3 min. plater cr (5)-16 ga. staples, cr adequatera;i; by ethers typical each end. 3-3-6 5-9-15 J 5-10-11 J 5-10-11 i 5-9-15� 3-3-6 9-1-5 15-0-0 20-10-11 26-8-10 12-0-0 14-3-3 t 3-8-13 ' 1 2 3 4 5 6 7 Flo ..00 6-0-0 -10.00 1 Drwg:LUUIU/LVOV-v17 des' based he faltsving one bracitr1 applied � sdigcin.&ale: t t>wc o.c. fran to 7L 24.0" 12- 0- 0 18- 0- 0 TC 24.0" 3- 3- 6 12- 0- 0 TC 24.0" 18- 0- 0 26- 8-10 : M rn 0 Mus truss is desig -ad using the C Bldg R=1013ed = Yes, &rani Zrne = No Ib F Cate9 any - B TYPICAL PLATE : 1.5-3 BlagLffpth- Mean rooE M;JM = 35.20ft, MPH = 75 TC 2x8 DFL #2 2x4 EFL #1 & Btr. 1-2, 6-7 BC 2xg DFL #2 2x6 EFL SS 10-12 NEB 2x4 DFL SUZZARD FLT BLK 2>6 DFL #2 pint•; n spec : NZI/TPI - 1995 THIS LESIGT IS THE C1JvlPCSrIE RESLU OF Kir:T•rPLE LOAD a%SES. BEARIlT R132TIIUVENIS shonai are based CIILY on the truss material at each beari-g. permar ant bracing is r,ec� (by ethers) to prevent rctatirn/tclplurl. See HIB -91 and I I/I'PI 1-1995; 10.3.4.5 and 10.3.4.6. PLATIM BASED tN GREW IL14BER VAUES. Flat tcl? d7xd has not been designed for dxj.ftnrxg soca unless noted cthexwise. Truss ID: G Qty ®Dentes the requixetrert for lateral brac. V at each 1c atticn &n^ n. Lateral brat Mi systems a hide irrlvde del 07 x -hr J =the res�atslihilit}' oche }uildiizl cosigner. Systete TT may be used for corItiMmus ]atp�al bracing on trusses spaoe3 24".oc. Alteznatively, use scabs cr T -braces as sl'to+taz on Tris..a1 Systetr sta�rd detail C001003160. A b r� VAIIES PER Its FEM*C i IE' #1607. Loaded for 10 bPSSF rrwrn�mxxm-1t BCLL- tcp d'�d requi�ses 2x4 r.Pb nal at 48" o.c. nmc. &,fpe3 to the dr d below aryl attached with 1.b-3 min. plater cr (5)-16 ga. staples, cr adequatera;i; by ethers typical each end. 3-3-6 5-9-15 J 5-10-11 J 5-10-11 i 5-9-15� 3-3-6 9-1-5 15-0-0 20-10-11 26-8-10 12-0-0 14-3-3 t 3-8-13 ' 1 2 3 4 5 6 7 Flo ..00 6-0-0 -10.00 1 Drwg:LUUIU/LVOV-v17 des' based he faltsving one bracitr1 applied � sdigcin.&ale: t t>wc o.c. fran to 7L 24.0" 12- 0- 0 18- 0- 0 TC 24.0" 3- 3- 6 12- 0- 0 TC 24.0" 18- 0- 0 26- 8-10 : 21129#)suppert Mus truss is desig -ad using the LBC -97 Code. Bldg R=1013ed = Yes, &rani Zrne = No Ib F Cate9 any - B Harzc ane/Ocean Line = , 80.00ft, S1c13 Tdth = 40.00ft, BlagLffpth- Mean rooE M;JM = 35.20ft, MPH = 75 C3assificatien = 4, lead Lid = 22.0 psf ---------LCBD CASE #1 E SICN LOAM ---------------- Dir L.Plf L.Icc R.Plf R.Loc WI , TC Vert 56.0 0- 0- 0 56.0 3- 0- 0 .57 TC Vert 108.0 3- 0- 0 218.0 15- 0- 0 TC Vert 218.0 15- 0- 0 108.0 27- 0- 0 .30 .46 7C Vert 56.0 27- 0- 0 56.0 30- 0- 0 BC Veertt 20.00- 0- 00 2DL 30- 0- 0 .57 .00 'l 0- 0 'IC {Tett 100.0 3- .42 TC Vert 100.0 27- 0- 0 .42 1� 1� 30-0-0 8 9 10 . 11 ' 12 13 14 -10= 3-2-10 5-10-11 5-105_11 ,, 510-11 5-10_11 3-2-10 9-1-5 15-0-0 2040-11 26-9-6 Truswal Systems Plates are 20 ga. unless shown by "18"(18 ga.) or "H"(16 ga.), positioned per Joint Report_- Circled plates and false ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be B LU SAR MFG verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. ® LLC Bracing shown is for Lateral support of components members only to reduce buckling length. This component shall not be platted in any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in 1•Kl1SWAL SYSTEMS accordance with the following Nt:mdards: 'JOINT DETAILS', by Ttuswal, 'ANSI/TPI t', 'W TCA r - Wood Truss Council of America Standard Design 4445 Northpark Dr.. Colo Springs, t'u 1(0907 Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 SUMMARY SHEET' by'rPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Tp5. 0 Version T6.2.3 Paper Association (AFI'A) is locoed at 111119th Street, MV, Ste 800, Washington, DC 20036. TBF: 215.3 WT:382 # Chk: Dsgnr: #LC - 10 TC Live 16.0 psf TC Dead 12.0 psf BC Live .0 psf BC Dead 10.0 psf TOTAL 38.0 psf e�y V ME, QQ *, Exp.12//31/02 Ck 3/13/2001 Scale: 1/8" - 1' wo: CASWELL Cust®ier Name: DA DurFacs L=1.25 Po1.15 Rep Mbr Bnd 1.00 O.C.Spacing 2- 0- 0 Design Spec ABC -97 Defl Ratio: LV360 TC: W480 ob Name: CASWELL CSI Truss ID: G1 14 Drw 072080-020 >W. X -IDC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. Plating spec : XZI/`M - 1995 Tf'IiS MICN LS THE SIZE RT CF FII2I2C im RFAMCN(S) 94ppart 2 1 2 0- 1-12 29-10- 4 1140 3.50" 1.50" 1216 3.50" 1.50" BC 2x4 DFL #1 & Btr. WEB` 2x4 DFL SIPN3AM �TI� LOAD �� 509# is designed using the .17 PLATE VAILES PER ICBJ 1 I REpcR #1607. i3E*mr, Rq M4ENM slx)on are based ONLY the truss tta� at wi±i bearing. This UBC -97 Oxb. IC 1-2 I= -1490 AXL HID CSI .00 .27 .28 Ioade3 for 10 PSF n71-oaxurmnt BCIL. FLATII� Hr=SED CIV (RFII4 ISNlF�R VALLES. nal Drainage trust be Provided to avoid parUng. nd 7rrre = Bldg Enclosed = Yes, ENo H.tnz�e/� Line = No , �Category = B 2-3 -1393 . 00 .27 .28 i 6-I-15 12-0-0 18-0-0 23-10-1 30-0-0 Bldg 80.00ft, Bldg Width = 40.00ft, 3-4 -822 .00 .25 .26 12-0-06-0-0{ 12-0-1) Meat height = 35.20ft, MFH = 75 4-5 -1393 .00 .27 .28 Classification = 4, Dead Lead = 22.0 psf 5-6 -1490 .00 .27 .28 3 12- 0- 0 . 9 15- 0- 0 BC F KE AXL EZZ CSI 4 18- 0- 0 10 18- 0- 0 10 -10-00 7-8 1068 .11 .26 .38 8-9 800 .09 .29 .38 5-7 5-7 9-10 800 .09 .29 .38 10-11 800 .09 .26 .35 11-12 1068 .11 .26 .38 WEB FCRCE CSI tM PCRC£ CSI 2-8 -342 .17 4-9 308 .31 3-8 543 .19 4-11 543 .19 3-9 308 .31 5-11 -342 .17 MAX MFLECIICN (span) LV999 IN MFM 10-11 (LIVE) 6-1-15 5 -II_ 1-1 6-0-0 5-10-1 6-1-15 1- -.05" D- -.07" T= -.12" i 6-I-15 12-0-0 18-0-0 23-10-1 30-0-0 Joint Loaatiate =___= 12-0-06-0-0{ 12-0-1) 1 0- 0- 0 7 0- 0- 0 t 1 2 3 4 5 6 2 6- 1-15 8 7- 7-15 3 12- 0- 0 . 9 15- 0- 0 -00 4 18- 0- 0 10 18- 0- 0 10 -10-00 5 23-10- 1 11 22- 4- 1 6 30- 0- 0 12 30- 0- 0 5-7 5-7 2.5-4 2.5-4 10-4-13 11-2-9 QaOF E SSto ��P�O 'HT1' �• MESS�Fyc 4 4-4 =0-4-13 =U-4-13 Ix Nr fn p � 2.5-4 2.5-4 2.5-4 S=34 -j No. 45982 0l �t Exp. 12/31/02 � s� CO. 1 Q SOF M 4; - 30-0-0xala C. 7 8 9 10 11 12 7-7-15 7-4-1 7-4-1 7-7-15 i ' 7-715 15- 0 22-4-1 30-0 3/13/2001 ruswal Systems Plates are 20 ga. unless shown by "18"(18 ga.) or Scale: 1/8" = 1' TH"(16 ga.), positioned per Joint Report. Circled plates and false frame Plates are Positioned as shown above. WARNING Read all notes oil this sheet and give a copy of it to the Erecting Contractor. TBF: e6.7 vrr:144 # WO: CASWELL ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done �; Customer Name: in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be Dsgnr: #LC - 10 DA B L U SAR MFG verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally TC Live 16.0 pef DurFaes L=1.25 P=1.15 ® LLC braced by the roof or floor sheathing and due bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. to reduce buckling length. This component shall not be placed in any environment that Dead 12.0 a f p Re Mbr Bucl 1.15 p Bracing shown is for Literal support of components members only will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in BC Live .0 pef O.C. Spacing 2- 0- 0 TRUSWAL SYSTEMS accordance witlu the following standards: 'JOINT DETAILS', by Truswal, 'ANSI/TPI 1', 'WTCA 1' - Wood Trus Council of America Standard Design 'HIB BC Dead 10.0 psf Design Spec UBC -97 4445 Northpark Dr., Colo Springs, CO 80907 Responsibilities, 'HANDLING INSTALLING. AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and -91 o SUMMARY SHEI-N- hy'rPl. The Truss PL•dc Institute CPPD is located at 593 D'Onnfrio Drive, Madison, Wisconsin 53719. The American Forest and D -El Ratio: T4/360 TC: 1,/480Tp5.0 Version T6.2.3 I'aper ANSI W61 (APPA) is loc:dcd:d 1111 I91h Strccl, NW. Sic Kill), Washinglon, UC2Ix136 TOTAL 38.0 pnf Job Name: CASWELL El. X -IOC REACT SIZE laxri 1 6- 1-12 240 3.50" 1.50" 2 12- 9-12 934 3.50 1.50" 3 29-10- 4 734 3.50" 1.50" TC FC{RCE AM ED CSI 1-2 -117 .00 .30 .30 2-3 132 .00 .24 .24 3-4 -670 .00 .29 .29 4-5 -762 .00 .29 .29 BC FCRCE AXL ED CSI 6-7 403 .04 .04 .08 7-8 292 .00 .08 .09 8-9 267 .03 .08 .12 9-10 261 .03 .03 .06 10-11 261 .03 .15 .18 1.1-12 581 .07 .15 .21 4m Fri CSI VM FCRCE CSI 1-6 -238 .11 3-8 -524 .47 1-7 162 .05 3-9 85 .03 2-7 201 .17 3-11 542 .19 2-8 -360 .264-11 -346 .17 M1 X Egan CN (1i (LIVE) T /999 IN NffM 11- IF -.04" D= -.06" 76 -.11" = Joint I ocatirns = 1 0- 0- 0 7 1- 7-15 2 6- 0- 0 8 6- 9-12 3 12- 0- 0 9 11- 2- 4 4 17-10- 1 10 12- 0- 0 5 24- 0- 0 11 16- 4- 1 6 0- 0- 0 12 24- 0- 0 TC 2x4 DFL #1 & Btr. BC 2x4 DFL #1 & Btr. WFB 2x4 S ng IANIPM Platispec : /- 1995 THIS DESIGN TS TELE Gave-7'3ITE RE[.II,T OF NIICTIPLE LLD a7SM. EEARIM SIS shzun are based CNLY cn the truss material at eadi bemirg. PLATE VAII&S PER ICBG F REQ #1607. Iocatirn of irff ric>r hearings should be clearly harked an each truss. Drainage mast be provided to avoid End vcxticals designed for axial loads arily. End vexticals Haat are exta733d above = below the truss profile (if any) may reg uxe additional design oansid✓cation (17y others) for lateral fcrces due to wind ar- seismic loads an the building. BLUSAR MFG ® LLC TRIJSWAL SYSTEMS 4445 Northpark Dr.. Cote Springs, CO 40907 Tp5.0 Version T6.2.3 Truss ID: G2 QtY: ®Derntes the rewissnait for lateral bracing at each locaknm shoo. Ial- ]song systats Quch imlude d� or x-]aac V ditV �lt�e rne' l Sytsy a the louCF-rrr may be used fcr cCntinaous ]at�'al bzacirsg on trusses spaced 24" cc. Alternatively, use scalae or T -braces as shcun ah Tnas�al system standard detail CD01003160. Tc&&d for 10 PSF rm-cctxxa ent BOIL. Into -; c r %4:pert or tetpmary Bh=i t:q trust be ,pp]a� before erecting this truss. PLATIN BFiSED IN Ci+FIIQ ILNIF�R VATSES. 6-0-0 6-0-0 i 5-10-1 6-1-15 i 6-0-0 12-0-0 17-10-1 24-0-0 6-0-0 i 6-0-0t 12-0-0 1 2 3 4 5 1�_ -10.001 4 2.� 10- 24-0-0 024-0-0 ; 6-06 -0 6 7 8 9 10 11 12 STUB 1-7-15 J 5-1-13 , 4-4-8 5-1-13 i 7-7-15 1-7-15 6-9-12 11-2-4 16-4-1 24-0-0 Truswal Systems Plates are 20 ga. unless shown by 1118"(18 ga.) or "H11(16 ga.), positioned per Joint Report. Circled plates and false frame elates are uositioned as shown above. ma=WL TiF1tCITCN(S) : 'Ilia is is desig ned using the CBC -97 Code. Bldg awaosed = Yea, a -xi Zrne = No Ilaricarn/(bear Line = No ,Category �= B Bldg Igth = 80.00ft, Bldg Width = 40.00ft, Mean roof heigi7t = 35.20ft, MPH = 75 C9assificatirn = 4, Dead Load = 22.0 psf OVER 3 SUPPORTS WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. TBF: 87.3 WT: 146 # This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and dune Chk: in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be Dsgnr: #LC = 12 verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the Inds utilized on this design meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally TC Live 16.0 psf braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that TC Dead 12.0 psf will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in BC Live .0 psf accordance with the following standards: 'JOINT DETAILS', by Tnuswal, 'ANSI/TPI 1', 'WTCA 1' - Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 BC Dead 10.0 psf SUMMARY 5111301- by'111I. The Tnrss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and o Paper Association (AFPA) Ls located at 1111 I9lh Street, NW, Ste 800, Washington, DC 20036. TOTAL 38.0 psf <�v ME .\ i C 45982 73 p Exp. 1 1/02 ft MIX - OF CALK 3/19/2001 Scale: 1/8m = 1' WO: CLSWELL Custcmrer Name: DA DurFacs L=1.25 P=1.15 Rep Mor Bnd 1.15 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Defl ratio: W360 TC: IV480 ob Name: CASWELL. Joint Locations _ 1 0- 0- 0 6 0- 0- 0 2 1- 0- 6 7 1- 0- 6 3 2- 4- 6 8 2- 4- 6 4 3- 8- 6 9 3- 8- 6 5 4- 8-12 10 4- 8-12 TYPICAL PLA'T'E : 2.5-4 BLUSAR MFG ® LLC TRUSWAL SYSTEMS 4445 Northpark Dr., Colo Springs. Co 80907 Tp5.0 Version T6.2.3 TC 2x4 DFL #1 & Btr. ITC 2x4 DFL #1 & Btr. CE, ELK 2x4 EFL S1P1 PfAM VALIpS PER ICBD l?ESFAEX3-I RE= #1607. <It is assured that one face of this truss < is dnathed with pl CSB, wood board < sidirr3 or sidiisJ. If not, < additicmi keds mast be eahside-red on < rxn-cott-iriuc beachinges. =e ad-pate staples v gable blocks. lateral See Truslals bracirrJ ah1(s) Lateral 1 in bine with the chords have Lateral IF in not been considered unless noted otherwise. Mxr.e loads aril their ozntectiazs are the responsibility of the building designer. 247 I0-4-13 Truss ID: H Qty: 1995 TitBsIpieS: TS9L-rIE 1ZES[IIII' OF NIILTIPLE ICAD t%SES. mRBJ; Fsam A'IENIS &x;,n are based C]LY Cn the truss material at each bearirg- R3ATRZ BASED CN t3 Mg IID'I VA M- 1-0-6 1.4.0 1-4-0 1-0-6� 1-01-0-6 2-4-6 3-8-6 4-8-12 2-4-6 2-4-6 1 2 3 4 5 1� _110000 U 2- 4-8-12 0- 'this truss is d 81graecl using the U3C-97 Cole. Blc13 Er1ceed = Yee, I2td lute = No Htsncate/town Line = No ,� E y = B BldgIs�th SO.00ft, B1d3 Flidth = 40.00ft, Meanrant heigk>t = 31.19ft, h1eH = 75 Cassifica+=rn = 4, Dead Load = 22.0 psf 2-6-0 SH 1P I04-13 6 7 8 9 10 t1 -0-__66h 1-4-0 1-4-0 J 1dd_-0-6 Truswal Systems Plates arb-02o ga. unlet-4#hown by .J✓� 8 ga.) bid -12 OVER CONTINUOUS SUPPORT H"(16 ga.) positioned per Joint Report. Circled plates and'false WARNING Rend all notes on this sheet and give a copy of it to the Erecting Contractor. TBF: 12.0 WT: 20 # This design is for :u, utdividiud building component nut truss system. It has been based on specifications provided by the component manufacturer and done No is assumed for dimensional accuracy. Dimensions are to be C k: 9 in accordmce with she current versions of TPI and APPA design standards. responsibility verified by the component m:nutfacturer and/or build'u,g designer prior to fabrication. The building designer must ascertain that the loads utilized on this Ds #LC 4nr design meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally bottom is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. TC Live 16.0 psf braced by the roof or floor sheathing and the chord Bracing shown is for lateml support of components members only to reduce buckling length. This component shall not be placed in any environment that TC Bead 12.0 psf will cause the moisture content of the wood to exceed 199 and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in BC Live .0 psf accordance with the following standards: 'JOINT DETAILS', by Truswal, 'ANSI/TPI 1', 'WTCA V - Wood Truss Couneil of America Standard Design 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 BC Dead 10.0 psf Responsibilities, SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and TOTAL 38.0 psf Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. O'QFOFESS/pNq! �QME Ess Fye No. C045982 p Exp. 12/31/02 �r CA 3/13/2001 Scale: 11/16" . 1' W0: CASWELL Customer Name: DA DurFacs L=1.25 P-1.15 Rep Nbr Bnd 1.15 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Defl Ratio: W360 'IC: L/480 Job Name: CASWELL EES X -IDC FokCP SIZE 1E2'D 1 0- 1-12 194 3.50" 1.50" 2 4- 7- 0 194 3.50" 1.50" TC F= AXI, EM CSI 1-2 -166 .00 .04 .04 2-3 -166 .00 .04 .04 BC FCRCE AXI, END CSI 4-5. 103 .01 .03 .04 5-6 103 .01 .03 .04 V B FUXE CSI TM FCRCE CSI 2-5 49 .02 MAX )3r1iamm MEM (6 (T�IVE) L/999 IN 5- Lr- .00" D= .00" T= .00" = Joint Lncatims 1 0- 0- 0 4 0- 0- 0 2 2- 4- 6 5 2- 4- 6 3 4- 8-12 6 4- 8-12 A BLUSAR MFG ® LLC TRUSWAL SYWEMS 4.145 Northpark Dr.. Coto Springs. CO 50907 Tp5.0 Version T6.2.3 Truss 'ID: H 1 Qty: 17 Drwg: LUU1 UILUOU-ULJ 7C 2x4 DEL #1 & Btr.Platim spec PDSI/I4I - 1995 'Ilia truss is designed using the . BC 2x4 DFL #1 & Btr. 'IBIS 13 SI(V 1S ME CUAP S1'IE RET OF LBC -97 t bde. I•&B 2x4 L&L SB AIm MICTIPLE LOAD C%SES. Bldg Enclosed = Yee, Errs Zcne = No IanTF VPIJ�S FSR IBL FZ1 I F2EE #1607. EEARim Is shao n are �'ed azy Fi-ricarue/Chet Line = No , F9 9�t= 4 = B PU T2Z BASED W C4& ILMEER VAI.IES. m the truss rmt-erial at Pada bearing • Bldg I = 80.00ft, Bldg F>idth = 40.00ft, YOM height = 31.19ft, MA = 75 C7assificatiat = 4, Dead Itad = 22.0 psf 2-4-7 IP -4-13 2-4-6 i 2-4-6 2-4-6 4-8-12 2-4-6 i 2-4-6 l2 3 1�0-0 0 10.007 0 2- 4-8-12 0 2- 2-6-0 S P I0-4-13 4 5 6 2-4-6 22_-Q4-6 Truswal Systems Plates are 20 ga. unles&-4§nown by 1118"(18 ga.) 8-12 "H"(16 ga.), positioned per Joint Report. Circled plates and false frame iDlates are Dositioned as shown above. WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. TBFt 10.7 , PTI: 16 # This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and doneCbk: in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be Dsgnz s #LC - 9 verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally TC Live 16.0 psf braced by the roof or floor sheathing and the bosom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Dead 12.0 of Bracing shown is for Lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that p will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in BC Live .0 psf accordance with the following standards: 'JOINT DETAILS', by Trtswal, 'ANSI/TPI 1', 'WTCA F - Wood Truss Council of America Standard Design BC Dead 10.0 pef Responsibilities. 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and —� Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 70036. TOTAL 38.0 psf FpFESSI MF T No. C J 982 M * Exp. 12/31/02 / s> _ CN1L 3/13/2001 Scale: 11/16" - 1' WO: CASWELL Customer Name: DA DurFacs L=1.25 P=1.15 Rep ftbr Bad 1.15 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Defl Ratio: 14/360 'IC: L/480 job Name: CASWELL EM X -LOC RE4Cf SITE FEI�'D 1 0- 1-12 194 3.50" 1.50" 2 4- 7- 0 194 3.50" 1.50" TL FCi E AXL IIID CSI 1-2 -186 .00 .01 .02 2-3 -159 .00 .06 .07 3-4 -202 .00 .02 .02 BC FCRCE AXL HID CSI 5-6 136 .02 .02 .04 6-7 136 .02 .02 .04 7-8 147 .02 .02 .04 PEB 1.li2CE CSI 4hB FCRCE CSI 2-6 36 .01 3-7 47 .02 2-7 40 .01 MAX LEFI.F)✓ CN (spars) Lc/999 INV M 6-7 (LIVE) LF .00" D= .00" T`- .00" ---== Joint Locatian> ==--- 1 0- 0- 0 5 0- 0-10 2 1- 2- 4 6 1- 0- 8 3 3- 6- 8 7 1- 6- 8 4 4- 8-12 8 4- 8-12 TC 2x4 DFL #1 & Btr. BC 2x4 M #1 & Btr. lom 2x4 DFL STAIPIM PLATE VAL PER IMO RISgtRCfi REECflZI' #1607 Drainage must be provided to avoid ponding. 1-_2_4 _._1 1-2-4 1-4-1 1 2 Flo. 00 Truss ID: H2 - Qty: I Plating EPeC • AMI/`IPI - 1995 THLS EESIW IS I ME CCIVIEiSTIE REKIIT CF M ME E LOAD CASES. BEApMr. E;;E=ZFI WM sha n are based CNLY cn the truss treterial at each bearing. PLA= BASED CN GMEQ LLMtER VAIJ - 2.4.3 1-2-4 3_G_8 4-8-12 1-4-1 1 r 3 4 r- 2`p p t Drwg:LUU1 V/LV0V-u M -as a s ui�i based on ch=d bracing applied per the f�lla,�irg ad-n&de: to nsoc O.C. from TC 24.0" 1- 4- 1 3- 4- 6 Tihi.s truss IS derigred using the LEC -97 0--&. g1c13 Errlceed = Yes, End 7aie- = Ib amricarre/Ckan , lam = lb , EP Categcry = B Blcjj 80.00ft, Bldg Width = 40.00ft, Meen I,P;g1,f = 30.76ft, MPH = 75 C9assificatica = 4, Dead Lo = 22.0 psf 0 -- 5 6 1-0-8 1-0-8 - 7 8 2-5-15 1-2-4 3-6-8 4-8-12 Truswal Systems Plates are 20 ga. unless shown by "18"(18 ga.) or "H"(16 ga.), positioned per Joint Report. Circled plates and false frame Plates are positioned as shown above. TBF: 15.3 WT: 21 # WARNING Redd all notes on this sheet and give a copy of it to the Erecting Contractor. This design is fur an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done Chk: in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be Dsgnr: #LC = 9 B LU SAR MFG verified by the comp2ment manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally TC Live 16.0 psf braced by the roof or Ooor sheathhng and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. TC Dead 12.0 pe f ® LLC Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrasion. Fabricate, handle, install and brace this thus in BC Live .0 ps f TRUSWAL SYSTEMS accordance with the following standards: 'JOINT DETAILS', byTruswal, 'ANSI/TPI 1', 'WTCA 1' -Wood Truss Council of America Standard Design BC Dead 10.0 psf 4445 NorWpuk Dr.. Colo Springs. CO 50907 Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 SUMMARY SHEET' by TPI. The Truss plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Tp5.0 Version T6.2.3 Paper Association (Al"PA) is located at 1111 191h Street, NW, Ste 800, Washington, DC 20036. TOTAL 38.0 psf / PFpFESS/pN ME m No. 82 37 Exp. 1Z/31/02 ,�,' CNIN 3/13/2001 Scale: 27/32" 1' WO: CASWELL Customer Name: DA DurFacs L=1.25 'P=1.15 Rep b1br Bnd 1.15 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Defl Ratio: W360 TC: L/480 Job Name: CASWELL EM X -IDC REACT SIZE REJ?'D 1 0- 1-12 1923 3.50" 2.05" 2 23-10- 4 2237 3.50" 2.39" TC FORCE AXL aZ CSI 1-2 -2576 .07 .28 .35 2-3 -2005 .02 .19 .21 3-4 -3939 .09 .26 .35 4-5 -4134 .10 .30 .40 5-6 -2144 .03 .22 .25 6-7 -2809 .07 .33 .40 BC F3RCE AXL EM CSI 8-9 1920 .25 .35 .60 9-10 3873 .51 .10 .60 10-11 4684 .61 .08 .69 I.1-12 4684 .61 .08 .69 12-13 4083 .54 .10 .63 13-14 2055 .27 .33 .59 VM FCRZE CSI WrB FCi2CE CSI 2-9 1219 .50 4-12 -650 .28 3-9 -2234 .97 5-12 529 .22 3-10 580 .24 5-13 -2318 1.00 4-10 -881 .38 6-13 1272 ..52 4-11 151 .06 .46 BC Vat 20.0 0- 0- 0 20.0 24- 0- 0 MAX IFFI a,i (LIVE) It/999 INh1FM 11-1212 ( LF -.13" D= -.18" T` -.31" ==== Joint Locations --- 1 0- 0- 0 8 0- 0- 0 2 3- 3- 6 9 3- 2-10 3 7- 7- 5 10 7- 7- 5 4 12- 0- 0 11 12- 0- 0 5 16- 4-11 12 16- 4-11 6 20- 8-10 13 20- 9- 6 7 24- 0- 0 14 24- 0- 0 TC 2x4 DFL #1 & Btr. 2a8 DFL #2 2-6 BC 2x4 DFL #1 & Btr. 4m 2x4 DFL SD*MAM PLT BLX 2)6 DFL #2 Traded for 10 PSP ran-ocirnzraht BaL. Permara¢tt hracirg is (bar others) to pre�aht rotati&Vtcpp� see HIB -91 Burd P I/TPI 1-1995; 10.3.4.5 and 10.3.4.6. pLATm BASED (SI G;UN IiiER VAU%S. Flat tcp d=d has rutlean designed fcs driftuh3 azar unless noted obv=wi se. C1 m� TYPICAL PLATE : 1.515 BLUSAR MFG ® LLC TRUSWAL SYSTEMS 4445 Nonhpark Dr.. Colo Springs, CO 90907 Tp5.0 Version T6.2.3 Truss ID: K Qty: Plating spec : ATSI/TPI - 1995 THIS milai IS THE t37I mim F+T OF MTLTIPIE ISD CASES. BFARIIT RBTIIIgb'lf m shoran are based CNLY cn the mass material at each bearing. BATE VAIIES PEmjzt ERS IICvBO✓�RF M*Ui hl! r ' #1607. D� tcp dh= ieq=-w 2x4 %eb ded to avoid mal at 48" o.c. ttwc.* ch:olTied to the chat/ below and attadhed with 1.5-3 train. platest r b(5)-16 staples, to aampa e ctktaha typical eacz end. 3-3-6 4-3-15 J 4-4-11 4-4-11 4-3-15 3-3-6 7-7-5 12-0-0 16-4-11 20-8-10 t 12-0-0 F K-3-3 t 3-K-13 1 2 3 4 5 6 7 1�U -10.00 1- - 1- " 24-0-0 , g 9 10 11 12 13 14 3-2-10 , 4-4-11 4-4-11 , 4-4-11 4-4-11 3-2-10 7-7-5 12-0-0 16-4-11 20-9-6 Tswal Systems Plates are 20 ga. unless shown by "18"(18 ga.) or V(16 ga.), positioned per Joint Report. Circled plates and false frame plates arepositionedas shown above. 1 This dr based rn did >m -G applied per the fallo.�u� scuttle: nwc o.c. fxvn to TC 24.0" 3- 3- 6 20- 8-10 11 -128#) 2 -128# 'Ilya truss is designed usirtg the LBC -97 Code. Bldg Enclosed = Yes, End Zcm = No Hnrlc�te/Qea1t Line = Ib , = B Width 4 80.00ft, Bldg = .00ft, height - 35.20ft, MPH = 75 Me��tIq roof Classification rat ion = 4, Dead Load = 22.0 psf ----------LCAD CASE #1 TESIG7 IDALS ---------------- Dir L.Plf L.Lcc R.P1f R.Ioc ILtM TC Vert 56.0 0- 0- 0 56.0 3- 0- 0 .57 TC Vat 108.0 3- 0- 0 193.0 15- 0- 0 .30 TC Vat 193.0 15- 0- 0 108.0 24- 0- 0 .46 BC Vat 20.0 0- 0- 0 20.0 24- 0- 0 .00 Type Ins X.Irc LLt/`M il'*Vest 3- 0- 0 100.0 .42 TC Vert 100.0 23-10- 4 .42 11-2-9 HIP =0-4-13 WARNING Read all notes on thus sheet and give a copy of it to the Erecting Contractor. This design is for nn individual building component nut truss system. It has been based on specifications provided by the component manufacturer and done in aceord:nhcc with the curruu versions of TI'I and AI+I'A design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component numufacturcr and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is literally braced by a rigid sheathing material directly attached, unless otherwise noted. Uniting shown is fur I:dctal suppon of components members only to reduee buckling length. This component sliall not be placed in any environment that will cause the muisrurc content of the wood to exceed 19% and/or cause cormector plate corrasion. Fabricate, handle, install and brace this truss in accordance with (lie following standards: 'JOINT DETAILS', by Truswal, 'ANSI/TPI 1', 'WTCA 1' - Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TBF: 121.3 WT:209 # Chk: Dsgnrt #LC a 10 TC Live 16.0 pef .TC Dead 12.0 psf BC Live .0 pef BC Dead 10.0 pef TOTAL 3�0 Psf M Es.'`Fy Qy q�c Q � 1 0. 5982 X Exp. 12J/31/02 3/13/2001 Scalet 1/8" 1' WO: CASWELL Customer Name: DA DurFacs L=1.25 P=1.15 Rep Mbr Bad 1.00 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Ddl Ratio: 14/360 TC: L/480 Job Name: CASWELL EPG X -ILC REP= SIZE iZFZ�'D 1 0- 1-12 912 3.50" 1.50" 2 23-10- 4 988 3.50" 1.50" TC FQP1E AXI, EM CSI 1-2 -1143 .01 .28 .29 2-3 -1027 .01 .28 .29 3-4 -1027 .01 .28 .29 4-5 -1143 .01 .28 .29 BC ITIXE AXE, HID CSI 6-7 871 .08 .32 .41 7-8 549 .06 .32 .38 8-9 549 .06 .32 .38 9-10 871 .08 .32 .41 F&B FCRC.E CSI TAM I= CSI 2-7 -342 .18 3-9 538 .19 3-7 538 .19 4-9 -342 .18 M4X LEFI.FDrLIN (spm • L/999 IN MEM 9-10 (LIVE) Ir= -.05" D= -.07" T= -.11" - == Joint Lccatiars 1 0- 0- 0 6 0- 0- 0 2 6- 1-15 7 8- 1- 5 3 12- 0- 0 8 14- 0- 0 4 17-10- 1 9 15-10-11 5 24- 0- 0 10 24- 0- 0 TC 2x4 DFL #1 & Btr. BC 2x4 DFL #1 & Btr. Fifa 2x4 DFL S1P11DPRD HATE Mj_ES. FM ICBJ m�RCfi MT= #1607 Loaded for 10 PSF rnr-conaatt BOLL. Truss ID: K1 Q( P]atinj spec : A15I/'IPI - 1995 'II -IIS IESICN IS 'LIE 03GXrX 12T;= OF K=PLE LCAD CASES. E@�RM ISIS sha•az are based CK X on the truss raterial at each bearIM PLA= RASED CN GUN ISMEER VALIES. 6-1-15 , 5-10-1 '5-101_ 6-1-15 6-1-15 12-0-0 17-10-1 24-0-0 12-0-0 12-0-0 1 2 3 4 5 l�Op_10 U 6 Drwg: L UUI U/Lyav-u � o(s) 2 506# 'IhiA rues is desir�ea using the LH^ -97 Cb3e. Bldg Bnalce,ed = Yes, End Zane = No awricote/Oce n Line = No ,f� Category = B Bldg = 80.0oft, Bldg�dth = 40.00ft, Mean heignt = 35.20ft, MPH = 75 Classification = 4, Dead Load = 22.0 pef 4-4 �. 2.5-4 2.5-4 10-4-13 11-2-9 O Q?,OF E S SfOIV, " HIP �c �• Mco ESS9Fcy 3-4 z0-4-13 "4 =0-4-13 Cr Q rn A ® g/� 2.5-4 S-32.5 _.-1 No. 4982 M �k Exp. 12/31/02 3t sT CNA - 24 -0-0 �P OF CM-kv, � 6 7 8-1-5 7-9-6 8 �9 8-1-5 lOJ 8-1-5 15-10-11 24-0-0 3/13/2001 Truswal Systems Plates are 20 ga. unless shown by "18"(18 ga.) or Scale: 1/8" - 1' "H"(16 ga.), positioned per Joint Report. Circled plates and false frame plates are positioned as shown above. ® WARNING Read all notes on this .sheet and give a copy of it to the Erecting Contractor. TBF: 62.7 wT=los # WO: CASWEI,I, This design is fur :u, individtud building component not Miss system. It has been based on specifications provided by the component manufacturer and done Chlc: Customer Name: in accord:mce with the current versi mrer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this s�ons of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be Ds #LC 10 DA B L u SAR MFG verified by the component'manufac design meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally TC Live 16.0 psf DurFaes L-1.25 P-1.15 braced by the roof or noor sheathing and the bottom chord is Literally braced by a rigid sheathing material directly attached, unless otherwise noted. 12.0 p p sf Re Mbr Bad 1.15 ® LLC Bracing shown is for lateral support TC Dead of components members only to reduce buckling length. This component shall not be placed in any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in BC Live 0 psf o. C. Spacing 2- 0- 0 TRUSWAL SYSTEMS accordance with the following standards: 'JOINT DETAILS', by Truswal, 'ANSI/TPI 1', 'WTCA V - Wood Truss Council of America Standard Design 4445 Northpark Dr., Colo Springs, CO 80907 Responsibilities, 'IIANDLING INSTALLING AND DRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 BC Dead 10.0 ps£ Design Spec UBC -97 SUMMARY SHEET' by'rPl. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and m Ddl Ratio: L/360 IC: L/480 TpS. 0 Version T6.2.3 Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 36.0 psf job Name: CASWELL Truss ID: M1 - 23 Drwg: CO T072080-02 BEG X -LOC RFACP SIZE IT'D 7C 2x4 17EL #1 & Btr. pla m spm AtSI/`m - 1995 UPLLLUT IE'AMCN(S)3: 1 0- 1-12 191 3.50" 1.50" BC 2x4 DFL #1 & Btr. ZHLS ]> 5It3I LS 7HE 137,IIi1S17E RE= OFthe 2 2-10- 4 85 3.50" 1.50" PLATE VAUES PER IC20 RESEARCH REF= #1607. bi7L77PLE I1'1'.D CASES • e ms us� 3 2-10- 4 41 3.50" 1.50" Laotian of interior bearirxjs should be BEARII9; IM Jn:SWT5 sham are based aLY T.BC-97 Oxb clearly marked on each truss. on the truss material at each beariM. Bldg 1]7closed =Yes, End 7nie. = Db. 7C }C%£ AXI, HID CSI shim, bearit�s (it needed) for rag. support. Tnt eric- stmt or tarperary sizazrzJ trust Hariame/ocean Line = No F mate y B 1-2 -63 .00 .06 .06 PLATIN BASED CN GZEEN IIPIEPR VA=. be in place before er Ctit� this tn:ss. Meanlog 80.0031, Eft, BldgFTidth = 4a.00ft, 2-0 -5 .00 .00 .00 Meant height = 3Dead L, MPfI = 75 . _... ClaseificaLirn = 4, Diad Load = 22.0 psf BC MKE AXL RZ CSI 3-4 70 .00 .04 .05 4-0 0 .00 .00 .00 l -PX 11%Z=CN (span) L/999 IN MEM 3-4 (LIVE) L= .00" D= .00" T= .00" = Joint Locations -- 1 1 0- 0- 0 3 0- 0- 0 2 3-0-0 4 3-0-0 300 3-0-0 t 2 1�Do o 2-10-13 2-10-13 _ 3-8-9. OQROFESS/p,�'4 s3 4 SH P Q MFn co ESS,9F'yG' 4-13 IO-�.D ® W rnm � ¢ --J No. 82 :0 9 4A > - k Exp. 1031/02 STq CN�1. P�\P OF CAL\f 1-1-0-0-� ' 3-0-0 3 3-0-0---,p 3/1`3/2001 Truswal Systems Plates are 20 ga. unless shown by "183199 ga.) or OVER 3 SUPPORTS Scale: 15/32" 1' "H"(16 ga.), positioned per Joint Report. Circled plates and false frame plates are positioned as shown above. WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. TBP: 6.7 WT: 10 # coo: CASWELL This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done �: Customer Name: in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be fabrication. The building designer must ascertain that the loads utilized on this Degnr: #LC = 9 DA TC Live 16.0 psf DurFacs L=1.25 P-1.15 B Lu SAR MFG]braced verified by the component manufacturer ind/or build'ung designer prior to design meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally ® LLC by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing is for lateral support of components members only to reduce buckling length. This component shalt not be placed in any environment that TC Dead 12.0 s f I> Re Nlor Bnd 1.15 p shown will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrasion. Fabricate, handle, install and brace this truss in BC Live .0 ps f O.C. Spacing 2- 0- 0 TRUSWAL SYSTEMS accordance with the following standards: 'JOINT DETAILS', by Truswal, 'ANSI/TPI 1', 'WTCA V - Wood Truss Council of America Standard Design 'HIB BC Dead10.0 psf Design Spec UBC -97 4445 Northpark Dr., Colo Spriogs. CO 80907 Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and -91 SUMMARY SHE'l' 1- by'TP1. The Truss 1'L•ac Institute CITI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Defl Ratio: L{/360 TC: 1.4/480 - Tp5. 0 Version T6.2.3 Paper AssucLitiun (AF!'A) is luaued at it I 1 19111 Street, NW, Ste 800, Washington, DC 20036. TOTAL 38.0 psf job Name: CASWELL Or, X -LCX; F ACP SIZE ='D 1 0- 1-12 1080 3.50" 1.50" 2 6-10- 4 784 3.50" 1.50" TC FCfd'E AXL HID CSI 1-2 -924 .01 .13 .13 2-3 -72 .00 .13 .13 BC I= AXL aV CSI 4-5 697 .09 .30 .39 5-6 678 .09 .11 .20 V B I. CSI GIES FC&2CE CSI 2-5 1034 .42 3-6 -75 .04 2-6 -980 .31 MAX DEFLECTION (e(LIVE) L/999 IN MFM • 4- IF -.0111 D= -.02" T`= -.03" -= Joint Lc at.iazs --� 1 0- 0- 0 4 0- 0- 0 2 3- 9- 2 5 3- 9- 2 3 7- 0- 0 6 7- 0- 0 BC 2x5 DFL #2 & Btr. 4&B 2x4 DFL SIS Fi A= VAI.LES PER ICED mgEA I RHFC{ZI' #1607. loaded for 10 PSF rn1-arrUrrer)t BSI . PIA= BASED ON GIZEE I LIMBER VA= - E2rF verticals designed for axial loads only. End verticals that are ester l above or bloq the truss profile (if any) stay regtru�e e additional desist oszsideratiat (by others) for lateral forces. dlue to wind or seismic I- ds an tla baildirg. BLUSAR MFG ® LLC TRUSWAL SYSTEMS 4445 Nonbpark Dr.. Colo Springs. CO 80907 Tp5.0 Version T6.2.3 6-2-13 4-4 I0-4-13 Truss ID: M3 Qri plafim epee : ADSI/1'PI - 1995 = DESIaj IS TIS QS7FCFCBI'IE RMIl T OF 111TIF E LOAD CASES. - ESTMTa FaX=4ENI5 shoran are based mU 0.1fiv the es material at each bearing. va (by cdxxs) to .6 acid i 1-1995; 10.33 4. arri 10.3.4.6. 3-9-2 3-2-14 3-9-2 7-0-0 1 2 3 1 51011 F- 7-0-0 2.5-4 6-2-13 Drwg: (;UUI U/L%)0U-UA7 RI7ILTICN(#) 1 171 2 171# 4sse stas� is designed using the UBC -97 Oxle. Bldg R=lcsed = Yes, End Zai: = No _ B alrriczm/coean Lime = No 0.00ft, Bldg FTicth = 4 .00ft, MeBldgeh 1= 94 = 32.93ft, WA = 75 Classification = 4, Dead Lad = 22.0 psf - -------ILAD CASE #1 DESICN LOADS ---------------- Dir L.Plf L.Lr c R.Plf R.Lcc ILtM TC Vert 56.0 0- 0- 0 56.0 7- 0- 0 .57 BC Vert 220.0 0- 0- 0 220.0 4- 0- 0 .38 BC Vert 20.0 4- 0- 0 20.0 7- 0- 0 .00 Type Lbs X.Loc Lit/'I1, BC Vett 510.0 4- 0- 0 .42 4 5 6 3-9-2 3-2-14 t 3-9-2 7-0-0 Truswal Systems Plates are 20 ga. unless shown by "18"(18 ga.) or "H"(16 ga.), positioned per Joint Report. Circled plates and false frame plates are-toositioned as shown above. WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. EBF: 23.3 WT: 39 # This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and doneChk: oQFOF ESSIONq Q�y RE w ss'9Fy y �+ No. 982 7J 9 * Exp. 12/31/02 oNI�Fo�,a�P 31113/2001 Scale: 1/4" - 1' in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be Dsgnr: #LC - 10 verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally TC Live 16.0 ps f braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. TC Dead 12.0 sf Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that P will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in BC Live .0 pef accordance with the following standards: 'JOINT DETAILS', by Tniswal, 'ANSI/TPI 1', 'WTCA V - Wood Truss Council of America Standard Design BC Dead 10.0 pef Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFI'A) is located at I I I 119th Street, NW, Ste 800, Washington, DC 20036. TOTAL 38.0 pef WO: CASWELL Customer Name: DA DurFacs L=1.25 P=1.15 Rep Mbr Bnd 1.00 O.C.Spacing 2- 0- 0 Design Spec 'UBC -97 Defl Ratio: L/360 TC: L/480 job Name: CASWELL >m - X -IOC REACT SIZE RM'D TC 2x4 I&L #1 & Btr. 1 0- 1-12 314 3.50 1.50" BC 2x4 EFL #1 & Btr. 2 7- 0-12 441 1.50" 1.50" PLATE VALL S PER ICED 1ZESEAR l F II' #1607 3 8- 9=15 26 3.50" 1.50" T _A -A fc>r 10 PSF rm- BC L. .4 6-10- 4 121 3.50" 1.50" Location, of intericrr bearings &xx1ld be in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to beITC Ds : #LC 10 gam' clearly narked cn each truss. TC FCRCE AXI, RD CSI PLA= EASED CN GZMN LLM2ER VALIES. 1-2 -225 .02 .37 .39 TC Live 16.0 psf DurFacs L=1.25 P=1.15 2-0 -116 .00 .37 .37 Dead 12.0 sf Re blbr End 1.15 P 0-0 -5 .00 .00 .00 BC Live .0 psf O.C. Spacing 2- 0- 0 BC FCRCE AXL LAID CSI BC Dead 10.0 sf P Design Spec UBC -97 3-4 . 219 .00 '.26 .26 38.0 f Deft Ratio: W360 TC: 14/480 4-0 0 .00 .00 .00 TOTAL ps hIAX IEFL=CN (span) 1,/999 IN h1FM 3-4 (=) I= -.06" D= -.09" T= -.15!' Joint Lccatims 1 0-0-0 3 0-0-0 2 7- 0- 0 4 7- 0- 0 7-10-91 CZ 20-4-13 BLUSAR MFG ® LLC TRUSWAL SYSTEMS 4445 Northpark Dr.. Colo Spriags. CO 80907 Tp5.0 Version T6.2.3 Truss ID: 179 Q� platim spec : XUIj`M - 1995 THIS MEN IS ME CSIRSrIE RESULT CF Mma=. I= CASES. BEARIM R 12=4ENIS d =,n are based a•W ca the truss material at each hearirs3. Irt-ericr stmt or terpcaarY J trust be in place befcre erectirxJ this truss. 7-0-0 7-07-0-0 .1 2 1-0.00 6-2-13 8-8-5 SHIP 4 Drwg: L>p= lake TCN(S) : anxrt 2 -170# ICPJ= RFACI qvs) m =t 1 - 2194 agpm 4 219# 'This is t is designed using the LBC -97 CC&. Bldg Enclosed = Yee, Eat 7rne = No Hn-rnc-re/(bean Line = No ,C at�mY = B Bldgth - 80.00ft, Bld3 4�idth = 40.00ft, Mean,road height = 32.93ft, MPH = 75 Classificatica = 4, Dead Icad = 22.0 psf Q. 9� A4,6982 GO w1 �f J o. 046982 X �*��.Exp. 12t,31:/2 CO - 3 4 0-0 3/13/2001 Truswal Systems Plates are 20 ga. unless shown by "18"(18 ga.) or OVER 4 SUPPORTS Scale: 3/16 11 "H"(16 ga.), positioned per Joint Report. Circled plates and false frame plates are positioned as shown above. WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. T 14.7 WT: 24 # coo: CASWELL This design is for an individual building component not truss system. It has been based on speerfrcations provided by the component manufacturer and doneChk: Customer Name: in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to beITC Ds : #LC 10 gam' DA verirred by the component numufacuircr and/ur building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally TC Live 16.0 psf DurFacs L=1.25 P=1.15 braced by the roof or floor sheathing and the bottom chord is Literally braced by a rigid sheathing material directly attached, unless otherwise noted. only to reduce buckling length. This component shall not be placed in any environment thatP Dead 12.0 sf Re blbr End 1.15 P Bracing shossnt is for lateral support of components members will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in BC Live .0 psf O.C. Spacing 2- 0- 0 accordance with the following standards: 'JOINT DETAILS', by Truswal, 'ANSI/TPI 1', 'WTCA V - Wood Truss Council of America Standard Design 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 BC Dead 10.0 sf P Design Spec UBC -97 Responsibilities, SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and 38.0 f Deft Ratio: W360 TC: 14/480 Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL ps LATERAL LOADS IN LINE WITH THE CHORDS HAVE NOT BEEN CONSIDERED. THESE LOADS AND THEIR REQUIRED CONNECTIONS ARE THE RESPONSIBILITY OF THE BUILDING DESIGNER. 12 ANY PITCH MAXIMUM WIND SPEED IS 85 MPH. REFER TO THE APPROPRIATE TRUSWAL DESIGNS FOR THE REQUIRED WEB CONFIGURATION FOR BOTH THE CAP TRUSS AND THE SUPPORTING BOTTOM TRUSS. SECTION CAP TRUSS 2-16d NAILS TOENAILED 1 1/2' l 2x4 BRACE \ BOTTOM TRUSS - I 2-10d !lyr a; 1 �1 '9 2x4 CONTINUOUS LATERAL BRACING APPLIED AT 24'o.c. CHORD/WES SIZE ARE 1*11, y ATTACH EACH BRACE TO THE PER THE APPROPRIATE a •q BOTTOM TRUSS WITH 2-10d TRUSWAL DESIGN. NAILS AT EACH INTERSECTION. ;.� TOE -NAIL THE CAP TRUSS TO THE BRACE WITH 1-16d NAIL -42 FROM EACH SIDE AT EACH INTERSECTION. CODE SPACING WARNING Read all notes -on this sheet and give a co / it the Erecting Contractor. This design is for an Individual building component. b hill been UBC V DC r� L4rrC.C. .- based an Specifications d accordance with 1110 Current versions of TPI and AFPA design standards. No res f>roweae Me compplpll Inararfactllrer pfd cone In urned � M aceuraq OYnertsefna a •. to.be vuilied by the component m0nufatYurer erMlor budding ^ i MIUSKAL designer Prior Iopfa�bNutbn, int building utilized on this design meet Or exceed the loading IMPmee by Me lo=p MAW 9 � sham a4"Way,scwlgln brat IM loads root or Poor sheathing arta the bottom chord N laterallyMacetl csde. 11 u assumed tl1u IM lop ll by IM CAP CONNECTION DETAIL \�.►�,II��/ less lvA 0 ad shown Is for 410181 sat on of coin by a ckl ahpalgInp material directly stented, unbss d in "e noted eraWlg f members only W reduce bucklingnne length. This componem snail not be placed in arty erlwarrnelo Ihtl PP he wood wet cause the mdslure content of the woos eatee0 19x and/ar csufe - - IRLISWAL SYSTEMS CORPORATION Connector plate COrrOwn• Fabricate. MMM• inftaa 04 blocs Iles truss 1n WOOOAnce wish the Idlowlnp elandardf: 'TRUSCOM MANUAL' by Truswat, 'OUALITy CGNTROL STANDARD FOR METAI PLATE CONNECTED WOOD N1ussE5' - (OS1`99). 'HANDLINO INSTALUNO AND 9RACINO CO _ • METAL PLATE CONNECTED WOOD TRUSSES'. (H19.91) fne'N19.91 SUMMAIIy SHEEP by TPI. The Truss P1810 InslilNe (TPI) Is located p 597 Dona oMe, MaOlson, Wifconfn 53I19. 1iN MNrtJn Fpesl and 'Paper Association (AFPA) b located at 1250 Connecticut Ave. NW, Ste 200• Was"On, DC 20979. FLAK PIA 1E. 3.4 (7x1) b•b 12X1;1 66123"1 Be srI Iat 6'412114} 6.6 12>t61 6.6121M A MAMMM 40 PW LIVE 1 CAD. 0 MPH Wow E)IP'osm C. 4ES6 THAN 20'•0' WAzLLT'-I�10011M. RnA INF n TAR S 6'•0' MAXIMUM GRACE SPACING 2X4 12 MINIMUM CON!INl10US BTRONO"ACK RRACEO TO ROOF 67RUCTUME AT 6'•0' MAXIMUM. CONTINUOUS BrARINO WAtI. MAXIMUM 1'•0' EAVE WITH BLOCKS Qe 37'o.c. OR 2'•0' [AVE. MAXIMIIM• WITII 4X2 12 OR 0IN. OUTLOOKERS CUT INTO GAME 0 32.0.0. STRONOBACK AT. 41.10' CLEASPAN. 70 MMI 4••1.b'CLEARSPAN. 00 M111 2X4 STRONOBACK BRACED AT EVER► 6'-0' MAXIMUM MINIMUM GRADE CLIORDS AND STUDS 2x4 STUDfSTANDARO. STUDS TO RE MAXIMUM 24'o.c. HEEL PLATE: 3.4121141 6.6 12x61 6.612X"1 OAULE END FRAMING CONNECTION OETAfLS (MRI. NAIL REOUxIEMENTS SIIOWN) 2x4 SOLID OLOCK WITH 3•164 NAILS • Od AT W o.e. SHEATHING TO OARI E TRUSS. 64 AT W o.o. EA. END AND Bd NAILS FROM 31fEA71IING TO RLOCK AT Wo.c. / . 1 Y.' NOTC11 Q 17' o.o. SOLID BLOCK WITtl 2•164 TAE- l • �:• 1 7•ifld NA11 FO EA. END 7X4 BRACE wAu. WtAClx"3 ". m ' ' WITH 4.10d MARS MODEL 20 ,'IUBC CONTINUOUS GABLED i AILS IN.1 h T__...sysrEm 11tt1SWAL SWEN6 COFJ/OnAfUN CO 1.164 r' WARN.NC hood Ott Wee en MH thief and gM • eepy e! 1f M lila l+e�10 ��'I"S 4' - FpAp7w���M..X./O✓•../MOcww+w •wN �M M4ii „xM�Lr��.��.MXMMp�n.x/A�rAA�A �..�A.i...M,lr hwHX.wMdt/t Mx Y/11�MM1Mx1.YMfrAM►A1�.41M��M�MIx��\�r��� i' MM...�.•�ti MI.XY�wM �..Ar�ir WwwlM.y btrwM/�Mf11X.F/rX 111xtX1lXeeN�XlttYn xx!'XxXt� WAi1M�rwr��I Y.�.xM WMx�x�XxxI XllMrf�X.IMe r� ■rXr.�eX.OXUN.M./wrX�/XwrMX�wx W M �r M. rl.rt 4,q M.r,M. . ..be 6.6xr.* wr.x.rr�xw�x► Ir �rr�rXrrwtXNrxxerr��� . .�fJM�X1�Iti.�I�dx.�.. �..+Y KA/.A MM.f/q�lMMl.�/Ir��� �d���~�� • wX�r..c..r.rrr.w..w.•X.�+ twin4/rY�wW'MX.w�'WM.ttCOitlKRe/rerM101tt>rtlt�AMalllr/a11w rOOo tw,►!<SxX• . pl1M 7.nO..4e NSFYU04 AND x1MOtA rx1K NA" amoacllewow 11M01011a'.Ax07tAwxlxaM Xw.l•1otl.xlrMtA/MGw.A1.NMMMIfw1.X�MArlx70OirX�e�•X.w+Kwrrixtwfit'IL1MAx.wx.tiXw�• Iyxr Aur.Mw W rW • br�.r r the Ca.wtex A.4 Mw !W SM. waft"ll»+cc 71xx1X .-. a+ • �:• 1 wAu. WtAClx"3 ". m ' ' sI6NE11. _ C M CONT/It1011s tACK*10 i WTT11 16Q NAILS A'! W 6.a To THE WALL PIA' . SECTION A ' GABLE STUD 4 !� AT 2t• � led AT . • '2.164 `I .� . WARN.NC hood Ott Wee en MH thief and gM • eepy e! 1f M lila l+e�10 ��'I"S 4' - FpAp7w���M..X./O✓•../MOcww+w •wN �M M4ii „xM�Lr��.��.MXMMp�n.x/A�rAA�A �..�A.i...M,lr hwHX.wMdt/t Mx Y/11�MM1Mx1.YMfrAM►A1�.41M��M�MIx��\�r��� i' MM...�.•�ti MI.XY�wM �..Ar�ir WwwlM.y btrwM/�Mf11X.F/rX 111xtX1lXeeN�XlttYn xx!'XxXt� WAi1M�rwr��I Y.�.xM WMx�x�XxxI XllMrf�X.IMe r� ■rXr.�eX.OXUN.M./wrX�/XwrMX�wx W M �r M. rl.rt 4,q M.r,M. . ..be 6.6xr.* wr.x.rr�xw�x► Ir �rr�rXrrwtXNrxxerr��� . .�fJM�X1�Iti.�I�dx.�.. �..+Y KA/.A MM.f/q�lMMl.�/Ir��� �d���~�� • wX�r..c..r.rrr.w..w.•X.�+ twin4/rY�wW'MX.w�'WM.ttCOitlKRe/rerM101tt>rtlt�AMalllr/a11w rOOo tw,►!<SxX• . pl1M 7.nO..4e NSFYU04 AND x1MOtA rx1K NA" amoacllewow 11M01011a'.Ax07tAwxlxaM Xw.l•1otl.xlrMtA/MGw.A1.NMMMIfw1.X�MArlx70OirX�e�•X.w+Kwrrixtwfit'IL1MAx.wx.tiXw�• Iyxr Aur.Mw W rW • br�.r r the Ca.wtex A.4 Mw !W SM. waft"ll»+cc 71xx1X .-. CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 1 CF -1R P-roj*ect Ti.t.le.......... The .Caswell Residence Dat.e:.03/07/00 18:28:16 Project Address....... ******* Chico *v5.10* Documentation Author... Marty Runnells *.****** Energy Calculation Services 1907 Mangrove Avenue, Suite E Chico, CA 95926 530-894-8466 Climate Zone........... 11 Compliance Method...... MICROPAS5 v5.10 for 1998 Standards Buiiai Permit 4 ' Z. 3 * oma Plan Check Date Field Check/,Date-- by ec Date= by Enercomp, Inc. MICROPAS5 v5.10 File -00075S Wth-CTZ11S92 Program -FORM CF• -1R. User#-MP1333 User -Energy Calculation Servic,; Run -3070 SF Res:r=:Submittal 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.... Average Glazing SHGC....... Average Ceiling Height..... 3070 sf, Single Family Detached New Front Facing 225 deg (SW) 1 2 Raised Floor 21.8 a of floor area 0.53 Btu/hr-sf-F 0.65 9.3 ft FENESTRATION Over - BUILDING SHELL INSULATION Area Component Frame Cavity Sheathing Total Assembly Type Type R -value R -value R -value U -value Location/Comments Wall n/a R-19 R-n/a R-19 0.065 PLAN FRONT Yes Window Front (SW) 15.0 0.520 FRONT LEFT Standard Standard Yes Window Front (SW) FRONT RIGHT, LEFT 0.520 0.650 Standard Standard -Yes Window BACK, BACK LEFT (SW) 30.0 0.520 0.650 Standard Standard BACK RIGHT, RIGHT Wall n/a R-13 R-n/a R-13 0.088 TO GARAGE, KNEE WALL Roof n/a R-38 R-n/a R-38 0.025 TO ATTIC Floor n/a R-19 R-n/a R-19 0.037 RAISED FLOOR FENESTRATION Over - Area U- Interior Exterior hang/ Orientation (sf) -Value SHGC Shading Shading Fins Window Front (SW) 15.0 0.520 0.650 Standard Standard Yes Window Front (SW) 15.0 0.520 0.650 Standard Standard Yes Window Front (SW) 8.0 0.520 0.650 Standard Standard -Yes Window Front (SW) 30.0 0.520 0.650 Standard Standard Yes Window Front (SW) 6.0 0.510 0.670.Standard Standard Yes Door Front (SW) 20.0 0.550 0.650 Standard Standard;;.,. .Yes Window Front (SW) 6.0 0.510 0.670 Standard Standard°-;'",,• --,---:Yes Window Right (S) 15.0 0.520 0.650 Standard Sta��443_6; 00, Yes Window Front (SW) 15.0 0.510 0.670 Standard , - Standard U�11Yes Window Front (W) 15.0 0.510 0.670 StandardFS r.�- r d - Yes Window Front (SW) 45.0 0.520 0.650 Standard Stan X01-jkjNo�ne Window Front (SW) 4.0 0.510 0.670 Standard None CERTIFICATE OF COMPLIANCE :RESIDENTIAL ProiPr-r m; Pam- ................. am- "......•.•. The Caswell Residence 7`MICR`OPASS�.10 File -000755 Wth-CTZ11S92 User#-MP1333 User -Energy Calculation Servic Equipment Type ------------- Gas AirCond Minimum Efficiency 0.800 AFUE 11.00 SEER Duct Location Attic Attic CF -1R Date 03/07/;QO 18:28:16 Program -FORM CF71R Run -3070 SF Res. -Submittal Exterior: 'Ov.e r - hang/ Shading.., w F.i n -s ; Standard- "'�'- FENESTRATION Orientation es Area (sf) U- Interior ,.Yes.. Standard Yes Standard Value SHGC ,Shading Window W Window Right (S) Front Front (SW) 18.0 �- 0152,0 -- -,-_ 0.650 Standard window Front (W) 18.0 18.0 0.51.0" 0.670_Standard• ai ndow . Window . Left Left (NW) 15.0 0.520 0. 510 0.650 Standard 0.670•Standard 0indow Left (NW) (NW) 18.0 0.520 0.650 Standard ,indow lindow Left ( 40.0 18.0 0..550 0.520 0.650 Standard indow Left Left W) (NW) (NW) 18.0 0.510 0.650 Standard 0.670 Standard 'indow indow Left (NW) 18.0 0 40. 0.510 0.550 0.670 Standard indow Left Back (N) (NE) 1�.0 0.520 0.650 Standard' 0.650 Standard indow indow Back (NE) 12.5 0.520 0.520 0.650 Standard indow Left Back (N) 10.0 0.510 0.650 Standard 0.670 Standard. indow indow Back (EE) 25.0 0.520 0.520 0.650 Standard. indow Back Left (NE) (N) 24.0 0.520 0.650 Standard 0.650 Standard _ndow Left (N) 18.0 0.520 0.520 0.650 Standard _ndow .ndow Back Back (NE) (E) 20:0 0.510 0.650 Standard 0.670 Standard ndow ndow Back (NE) 8.0 7.5 0.520 0.520 0.650 Standard or Back Right (NE) 24.0 0.520 0.650 Standard 0.650 Standard ndow Right (SE) 4 0.0 0.550 0.550 0.650 Standard 0.650 Standard HVAC SYSTEMS Equipment Type ------------- Gas AirCond Minimum Efficiency 0.800 AFUE 11.00 SEER Duct Location Attic Attic CF -1R Date 03/07/;QO 18:28:16 Program -FORM CF71R Run -3070 SF Res. -Submittal Exterior: 'Ov.e r - hang/ Shading.., w F.i n -s ; Standard- "'�'- ' Standard a:. Standard' es Standard YesYes Standard `, ..,:...�.; ,.Yes.. Standard Yes Standard Yes Standard Yes Standard Yes Standard Yes Standard Yes Standard Yes Standard Yes Standard None Standard None - Standard None Standard Yes Standard Yes Standard Yes Standard Yes Standard Yes Standard None Standard Yes Standard Yes Standard Yes Duct Tested Duct ACCA Thermostat R -value Leakage..Manual ' TPe`,.f. . R-4.2 No R-4.2 No No Setback WATER HEATING SYSTEMS NO Setbk ac Tank T Number Tank External YPe Heater Type Distribution T in Energy Size Type System Factor Insulation Storage Gas (gal) R -value PipeInsulation -- -- 1 .60 50 R_ n/a. REMARKS rurn A _ 0 CERTIFICATE OF COMPLIANCE: 9ESIDENTIAL Page 3 CF -1R Project Title.;....,. , ._._...,.. The. Caswell. Residence Date..03/07/00 .18:28:_16_, MI.CROPAS5 v5.10--File-000755 Wth-CTZ11S92 Program -FORM CF -1R;:' User#-MP1333 User -Energy Calculation Servic Run -3070 SF Res.-Sumittal REMARKS COMPLIANCE STATEMENT This certificate of compliance lists the building' features and pe',rf'or mance. specifications needed to comply. with. Title -24•,, Parts :1 and of'..;;; California Code of Regulation's,' and the administrative regulation•s :-o:•, implement them. This certificate has been signed by the individual..w1t,h: overall design responsibility. When this certificate of complaric`e"a"is submitted for a single building plan to be built in multiple,orieritations-, any • shading 'feature that As varied is, indicated in the Special Feat'tires '' Modeling Assumptions section. DESIGNER or OWNER Name.... Gregory A. Peitz Company. Architect Address. 383 Rio Lindo Avenue Chico, CA 95926 Phone... '530.894.5719 License. Signed.. m o ate ENFORCEMENT AGENCY Name.... Title... Agency.. Phone... Signed.. date DOCUMENTATION AUTHOR Name.... Marty Runnells Company. Energy Calculation Services Address. 1907.Mangrove Avenue, Suite E Chico, CA 95926 Phone ... 530-894-8466 Signed— 3 -14,ate MANDATORY MEASURES CHECKLIST': RESIDENTIAL Page 1 MF -1R Project Title............ The Caswell Residence Date..03/07/00.18:28:16 P t Add ******* rojec Jess........ �y. --Chico *v5.10* Documentation Author... Marty Runnells ******* Bui ing Permit Energy Calculation Services 1907 Mangrove Avenue, Suite E Plan Check Date Chico, CA 95926 530-894-8466 Field Check/ Date_ Climate Zone........... 11 Compliance Method...... MICROPAS5 v5.10 for 1998 Standards by Enercomp, Inc. MICROPAS5 v5.10 File -00075S Wth-CTZ11S92 Program -FORM MF -IR. User#-MP1333 User -Energy Calculation Servic Run -3070 SF Res...Subm.ittal Note: Lowrise residential buildings subject to the, Standards must 66n'tain"these measures regardless of the compliance' approach used. Items marked`�w th' an asterisk (*) may be superseded by more stringent compliance requirements listed on the Certificate of Compliance. When this checklist is incorpora,ed into"ithe permit documents, the features noted shall be considered by all ,parties as 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 manufacturer's labeled R -Value. *150(c): Minimum R-13 wall insulation in wood framed walls or equivalent U -value in metal frame walls (does not apply to exterior mass walls). *150(d): Minimum R-13 raised floor insulation in framed 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. 118: Insulation specified or installed meets CEC quality standards. Indicate type and form. 116-17: Fenestration Products, Exterior Doors and Infiltration/ exfiltration controls 1. Doors and windows between conditioned and unconditioned spaces designed to limit air leakage. 2. Fenestration products (except field fabricated) have label with certified U -value, certified'solar heat gain coefficient, and infiltration certification. 3. Exterior doors and windows weatherstripped; all joints and penetrations caulked and sealed. 150(8): Vapor barriers mandatory in Climate Zones 14 and 16 only. 150(f): Special infiltration barrier installed Sec. 151 meets Commission quality standards. 150(e): Installation of Fireplaces, Decorative and Gas Logs 1. Masonry and factory -built fireplaces have: a. Closeable metal or glass door - to comply with Gas Appliances b. Outside air intake with damper and control c. Flue damper and control 2. No continuous burning gas pilots allowed. v V W_ Ouvo �; 4 ® V8 1) MANDATORY MEASURES CHECKLIST': RESIDENTIAL Page 2 MF -1R Project Title ........... The Caswell Residence Date..03/07/00 18:28:16 MICROPAS5 v5.10 -File-00075S Wth-CTZ11S92 Program -FORM MF -1R' User#-MP1333 User -Energy Calculation Servic Run -3070 SF Res. -Submittal SPACE CONDITIONING, WATER.HEATING AND PLUMBING SYSTEM MEASURES Design- Enforce- '- er . ment 110-113: HVAC equipment, water heaters, showerheads and faucets certified by the Commission. 150(h): Heating and/or cooling loads calculated in accordance with ASHRAE, SMACNA or ACCA! ., : 150(1): Setback thermostat on all applicable heating and/or cooling systems. 150(j): Pipe and Tank insulation 1. Storage gas water heaters rated with an Energy Factor of less than 0.58 must be externally wrapped with insulation having an installed thermal resistance of R-12 or greater. 2. First 5 feet of pipes closest to water heater tank, non - recirculating systems, insulated (R-4 or greater). 3. Back-up tanks for solar systems, unfired storage tanks, or other indirect hot water tanks have R-12 external insulation or R-16 combined internal/external insulation. 4. All buried or exposed piping insulated in recirculating sections of hot water system. 5. Cooling system piping below 55 degrees insulated. 6. Piping insulated between heating source and indirect hot water tank. *150(m): Ducts and Fans 1. All ducts and plenums constructed, installed, in- sulated, fastened, and sealed to comply with the ICBO 1997 UMC sections 601 and 603; ducts insulated to a minimum installed R-4.2 or ducts enclosed entirely within conditioned space. Openings shall be sealed with mastic, tape, aerosol sealant or other duct closure system that meets the applicable requirements of UL181, UL181A, or UL181B and other applicable specified tests for longevity given in Sec. 150(m). 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 78% thermal efficiency, on-off switch, weatherproof operating instructions, no electric resistance heating and no pilot light. 2. System is installed with: a. At least 36 inches of pipe between filter and heater for future solar heating. b. Cover for outdoor pools or outdoor spas. 3. Pool system has directional inlets and a circulation pump time switch. 115: Gas-fired central furnaces, pool heaters, spa heaters or household cooking appliances.have no continuously burning pilot light (Exception: Non -electrical cooking appliances ✓' A: with pilot < 150 Btu/hr). QJA to _ Sy ` A. ASO ppza E 6; MANDATORY MEASURES CHECKLIST: RESIDENTIAL - Project.. Title. .page .3 The CMF-1R aswell Residence MICROPASS v5.10File-0Date..03/07/00 18:28:16 User#-MP1333 00755 Wth-CTZ11S92 User -Energy Calculation Servic Run -3070 SF MF -1R un -3070 SF Res. -Submittal LIGHTING MEAgTTPVo - _. 150(k)l: Luminaires for Desi' n_ have lamps with an efficacy Sign-- in kitchens,shall er ment for general lighting y of 40 lumens/watt or, shall be controlledgbin kitchens. This_ greater lightingy a switch on a readilraa lighting control panel at an entrance to the kitche'�. 150(k)2:' Rooms with a at !or bathtub must either have at least ore luminaire with lam a _ lumens ps with /Watt or greater switched an efficacy of 40 room or one of the alternatives at the entrance to the allowed in Sec. 150(rement k)2.. to this re are IC (insulation ' and recessed ceiling fix-tures" cover) approved. g fixtures i �`� AIG COMPUTER METHOD SUMMARY Page 1 C -2R rvjecL •ritie..-R Project"-Addres.s=.�. , , , , The ,Caswell esidence., r:;� Da-te: -03/07/00 18:28:16 Compliance —C ico Design n s Documentation Author... *v5. TO Marty Runnells 15.83 15.07 0.76 ******* Energy Calculation Services -bulluing Permit 15.71 -2.01 1907 Mangrove Avenue,_Suite E P 7.71 1.57 Chico, CA 95926 an Check Date Climate Zone ...•,,, ii0-894-8466 --lu Check/ Date Compliance Method...... MICROPAS5 v5.10 for 1998 Standards by'Enercoinp, - - Inc. MICROPAS5 v5.10 File -000755 Wth-CTZ11S92 Program -FORM C -2R. User#-MP1333 User -Energy Calculation Servic Run; '3070 SF Res.- ;Suoi r 1 MICROPAS5 ENERGY USE SUMMARY F��__ Zone Type HOUSE Residence Energy Use (kBtu/sf-yr) Standard Proposed Compliance Design n Design Margin Space Heating........ Space Cooling•• 15.83 15.07 0.76 Water Heating•••• ...-.-... 13.70 9.28 15.71 -2.01 7.71 1.57 Total 38.81 38.49 0.32 *** Building complies lies with Computer Performance P *** 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......... Slab-On-Grade.Area:......,.. Glazing Percentage......... Average Glazing U -value.... Average Glazing SHGC....... Average Ceiling Height..... 3070 sf Single Family Detached New Front Facing 225 deg (SW) 1 2 ReducedYear Raised Floor 1 28560 c.f 0 ST 21.8 0 of floor area 0.53 Btu/hr-sf-F 0.65 9.3 ft BUILDING ZONE INFORMATION Floor # of Area Volume Dwell Cond- Thermostat (sf) (cf) Units itioned Type 3070 28560 1.00 Yes Setback a,l „ Vent " Vent Air Height Area Leakage (ft) (sf) Credit 8. 0 S a r_�d No 0ep,� COMPUTER METHOD SUMMARY Page 2 C -2R Project Title.......... The Caswell Residence Date..03/07/00..18:28:16 MICROPAS5 v5.10 -File-00075S Wth-CTZ11S92 Program -FORM C -2R User#-MP1333 User -Energy Calculation Servic Run -3070 SF Res. -Submittal ^rientation HOUSE 1 Window 2 Window 3 Window 4 Window 5 Window 6 Door 7 .Window 8 Window 9 Window 10 Window 11 Window 12 Window 13 Window 14 Window 15 Window 16 Window 17 Window 18 Window 19 Window 20 Window 21 Window 22 Window 23 Window 24 Window 25 Window 26 Window 27 Window 28 Window 29 Window Area U- Act Exterior Shade Interior. Shade (Sf; Value SHGC Azm Tilt Type/SHGC Type/SHGC Front -SW) 15.0 0.520 OPAQUE SURFACES 90 Front Surface Area (sf) U- value Insul R-val Act Azm Tilt Solar Gains Form 3 Reference Location/ 0.520 0.650 225 90 Front (SW) 30.0 0.520 0.650 Comments HOUSE Front (SW) 6.0 0.510 0.670 225 90 Front 1 2 Wall Wall 603 0.065 19 225 '90 Yes None PLAN FRONT 3 Wall 57 57 0.065 19, 180 90 Yes ''None -None FRONT LEFT 4 Wall 357 0.065 0.065 19 19 270 315 90 Yes (W) FRONT RIGHT 5 Wall 18 0.088 13 315 90 90 Yes No None None LEFT 6 Wall 615 0.065 19 45 90 Yes None TO GARAGE BACK. 7 8 Wall Wall 66 0.065 19 0 90 Yes None BACK LEFT 9 Wali 9 270 0.065 0.088 19 13 90 9C Yes None BACK RIGHT 10 Wall 16 0.088 13 45 45 90 90 Yes Yes None None TO GARAGE 11 Wall 397 0.065 19 135 90 Yes None KNEE WALL RIGHT 12 13 Wall Roof 77 0.088 13 135 90 No None TO GARAGE 14 Floor 1956 1956 0.025 0.037 38 19 n/a n/a 0 Yes None TO ATTIC 90 Left (NW) 40.0 0.550 0.650 0 No None RAISED FLOOR 15.0 0.520 0.650 0 FENESTRATION SURFACES Back ^rientation HOUSE 1 Window 2 Window 3 Window 4 Window 5 Window 6 Door 7 .Window 8 Window 9 Window 10 Window 11 Window 12 Window 13 Window 14 Window 15 Window 16 Window 17 Window 18 Window 19 Window 20 Window 21 Window 22 Window 23 Window 24 Window 25 Window 26 Window 27 Window 28 Window 29 Window Area U- Act Exterior Shade Interior. Shade (Sf; Value SHGC Azm Tilt Type/SHGC Type/SHGC Front -SW) 15.0 0.520 0.650 225 90 Front (SW) 15.0 0.520 0.650 225 90 Front (SW) 8.0 0.520 0.650 225 90 Front (SW) 30.0 0.520 0.650 225 90 Front (SW) 6.0 0.510 0.670 225 90 Front (SW) 20.0 0.550 0.650 225 90 Front (SW) 6.0 0.510 0.670 225 90 Right (S) 15.0 0.520 0.650 180 90 Front (SW) 15.0 0.510 0.670 225 90 Front (W) 15.0 0.510 0.670 270 90 Front ;SW) 45.0 0.520 0.650 225 90 Front (SW) 4.0 0.510 0.670 225 90 Right (S) 18.0 0.520 0.650 180 90 Front (SW) 18.0 0.510 0.670 225 90 Front (W) 18.0 0.520 0.650 270 90 Left (NW) 15.0 0.510 0.670 315 90 Left (NW) 18.0 0.520 0.650 315 90 Left (NW) 40.0 0.550 0.650 315 90 Left (NW) 18.0 0.520 0.650 315 90 Left (NW) 18.0 0.510 0.670 315 90 Left (NW) 18.0 0.510 0.670 315 90 Left (NW) 40.0 0.550 0.650 315 90 Left (N) 15.0 0.520 0.650 0 90 Back (NE) 12.5 0.520 0.650 45 90 Back (NE) 12.5 0.520 0.650 45 90 Left (N) 10.0 0.510 0.670 0 90 Back (NE) 25.0 0.520 0.650 45 90 Back (E) 10.0 0.520 0.650 90 90 Back (NE) 24.0 0.520 0.650 45 90 Standard/0.76 Standard/0.68 Standard/0.76 Standard/0.68 Standard/0.76 Standard/0.68 Standard/0.76 Standard/0.68 Standard/0.76 Standard/0.68 Standard/0.76 Standard/0.68 Standard/0.76 Standard/0.68 Standard/0.76 Standard/0.68 Standard/0.76 Standard/0.68 Standard/0.76 Standard/0.68 Standard,/0.76 Standat'd/0.68 Standard/0.76 Standard/0.68 Standard/0.76 Standard/0.68 Standard/0.76 Standard/0.68 Standard/0.76 Standard/0.68 Standard/0.76 Standard/0.68 Standard/0.76 Standard/0.68 Standard/0.76 Standard/0.68 Standard/0.76 Standard/0.68 Standard/0.76 Standard/0.68 Standard/0.76 Standard/0.68 Standard/0.76 Standard/0.68 Standard/0.76 Standard/0.68 Standard/0.76 Standard/0.68 Standard/0.76 Standard/0.68 Standard/0.76U S,t.andard/0.68 Standard/0 . 76 �St�ardard/�.p 68 Standard/,Q$x,74,6-! Standard%0168 Standard/0 . 76� St;ari:dard/0 . 68 YVY ven Page 3 C -2R COMPUTER METHOD SUMMARY _ Project Title.....::... The Caswell -Residence Date .. 03/07/00. 18,:28:16 MICROPAS5 v5.10 File -00075S Wth-CTZ11S92 Program -FORM C -2R User#-MP1333 User -Energy Calculation Servic Run -3070 SF Res. -Submittal FENESTRATION SURFACES Area U- Act Exterior Shade Interior Shade Orientation (sf) Value SHGC Azm Tilt Type/SHGC Type/SHGC 30 Window Left (N) 18.0 0.520 0.650 0 90 Standard/0.76 Standard/0.68 31 Window Left (N) 8.0 0.520 0.650 0 90 Standard/0.76 Standard/0.68 32 Window Back (NE) 20.0 0.510 0.670 45 90,Standard/0.76 Standard/0•;.68 68 33 Window Back (E) 8.0 0.520 0.650 90 90 Standard/0.76 Standard/0 34 Window Back (NE) 7.5 0,520 0.65045 90 'Standard/0.76 Standard/0.68 35 Window Back (NE) 24.0 0.520 0.650 45 90 Standard/0.76 Standard/0.68 36 Door Right (SE) 20.0 0.550 0.650 135 90 Standard/0.76 Standard/0.68 37 Window Right (SE) 40.0 0.550 0.650 135 90 Standard/0.76 Standard/0.68 OVERHANGS AND SIDE FINS Window- Overhang Left Fin Right Fin - Area Left Rght Surface (sf) Wdth Hgth Dpth Hght Ext Ext Ext Dpth Hght Ext Dpth Hght HOUSE n/a n/a n/a n/a n/a n/a n/a n/a 1 Window 15.0 n/a 5 1 1 2 Window 15.0 n/a 5 1 , 1 n/a n/a n/a n/a n/a n/a n/a n/a 3 Window 8.0 n/a 4 1 • 1 n/a n/a n/a n/a n/a n/a n/a. n/a 4 Window 30.0 n/a 5 6 1 n/a n/a. n/a n/a n/a n/a n/a n/a 5 Window 6.0 n/a 6 6 1 n/a n/a n/a n/a n/a n/a n/a n/a 6 Door 20.0 n/a. 6.67 6 1 n/a n/a n/a n/a n/a n/a n/a n/a 7 Window 6.0 n/a. 6 6 1 n/a n/a n/a n/a n/a n/a n/a n/a 8 Window 15.0 n/a 5 6 1 n/a n/a n/a n/a n/a n/a n/a n/a 9 Window 15.0 n/a 5 6 1 n/a n/a n/a n/a n/a n/a n/a n/a 10 Window 15.0 n/a 5 6 1 n/a n/a n/a n/a n/a n/a n/a n/a i3 Window 18.0 n/a 6 1 .5 n/a n/a n/a n/a n/a n/a n/a n/a 14 Window 18.0 n/a 6 1 .5 n/a n/a n/a n/a n/a n/a n/a n/a 15 Window 18.0 n/a 6 1 .5 n/a n/a n/a n/a n/a n/a n/a n/a 16 Window 15.0 n/a 5 6 1 n/a n/a n/a n/a n/a n/a n/a n/a 17 Window 18.0 3 6 14 2.5 1 12.5 n/a n/a n/a n/a n/a n/a 18 Window 40.0 6 6.67 14 2.5. 4 4, n/a n/a n/a n/a n/a n/a o 19 Window 18.0 3 6 14 2.5 12.51 n/a n/a n/a n/a n� /a�••,'n/a 20 Window 18.0 12 1.5 14 .5 1 1 n/a n/a n/a n/a n/a n/a 21 Window 18.0 n/a 6 1 ,5 n/a n/a n/a n/a n/a n/a n/a n/a 22 Window 40.0 n/a 6.67 1 .5 n/a n/a n/a n/a n/a n/a n/a n/a 23 Window 15.0 n/a 5 6 1 n/a n/a n/a n/a n/a n/a n/a n/a 24 Window 12.5 n/a 5 1 1 n/a n/a n/a n/a n/a n/a n/a n/a 25 Window 12.5 n/a 5 1 1 n/a n/a n/a n/a n/a n/a n/a n/a 29 Window 24.0 n/a 4 1 1 n/a n/a n/a n/a. n/a n/a n/a n/a 30 Window 18.0 n/a 6 1 •.5 n/a n/a n/a n/a n/a n/a n/a n/a 31 Window 8.0 n/a 4 1 .5 n/a n/a n/a n/a n/a n/a n/a n/a 32 Window 20.0 n/a 4 1 .5 n/a n/a n/a n/a n/a n/a n/a n/a 33 Window 8.0 n/a 4 1 .5 n/a n/a n/a n/a n/a n/a n/a n/a 35 Window 24.0 n/a 4 1 .5 n/a n/a n/a n/a n/a n/a n/.a n/a 36.Door 20.0 n/a 6.67 1 1 n/a n/a n/a n/a n/a n/a n/a n/a 37 Window 40.0 n/a6.67 1 1 n./a n/a n/a n/a arm/�ajn/a n/a n/a oep PIPPRO VSI-) COMPUTER' METHOD SUMMARY r �, Pr - • - o�ect T'tle.: h C Page 4. i swel'i Residence -MICROPAS5v5:10 Date..03/07/,00 18:28:16 User#-MP1333 User-EnerWth-CTZ11S92 Program-FORM C-2R • gy Calculation Servi'c 'Run-3070 SFRes.-Submittal HVAC SYSTEMS' System 'Type Minimum Duct Efficiency LocationDuct Tested Duct ACCA -.R-value Leaka e -Manual. Duct HOUSE g Manual :ID Eff Gs AirCon.d 0 800 AFUE Attic 1.0 R-4,%2 tic _ No 11.00-SEER, At No R-4.`2 ;No. No 9 767 ` WATER HEATING SYSTEMS 6;69 Tank Type Number i Tank p Heater Type Distribution T in Ener External Ype System Factor- Size Tnsulation 1. Storage Gas (gal) R-value PipeInsulation 1 .60 REMARKS 50 R- ' n/a i IPPP,6. �; i HVAC SIZING - Page 1. HVAC _-P,roj.e.ca:Ti .le.:..:.......... •The. -.=.Caswell Residence=-•� Date.; 03°/07/00 18:28:16° Project Address..... Chico *v5.10* Documentation Author... Marty Runnells ******* Energy Calculation Services 1907 Mangrove Avenue, Suite E Chico, CA .95926 530-894-8466 Climate Zone-........... Compliance Method...:.. MICROPAS5 v5.10 for 1998 Standards by Enercomn. Tnr- MICROPAS5 v5.10 File -00075S Wth-CTZllS92 Program -HVAC SIZING User#-MP1333 User -Energy jCalculation Servic.. Run:3070 SF Res.," -Submittal GENERAL INFORMATION i Floor Area ................. 3070 sf Volume.. ................. 28560 cf Front Orientation .......... Front Facing 225 deg (SW) Sizing Location;...:....,.. CHICO EXP STA Latitude..... 39.7 degrees Winter Outside Design...... 27 F Winter Inside Design....... 70 F Summer Outside Design...... 102 F Summer Inside Design....... 78 F Summer Range...... ........ 37 F' Interior Shading Used....... Yes Exterior Shading Used...... Yes Overhang Shading Used...... Yes Latent Load Fraction....... 0.20 HEATING AND COOLING LOAD SUMMARY Heating Cooling Description (Btuh) (Btuh) Opaque Conduction and Solar...... 12693 5962 Glazing Conduction.. ...:......... 15114 8436 Glazing Solar... n/a 20300 Infiltration. 18060 5935 Internal Gain..... n/a 2100 Ducts.............., 458.7 4273. Sensible Load .................... 50454 47005 Latent Load............ ....... n/a 94'01 Minimum Total Load 50454 -56406 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, outside air, 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. 17i� co ♦ Gl pp�?6 r� ! ONGFELLOW UMBERCO. NC. Quality Truss- Deslgn I I V. ._ ■ Roof &-Floor Systems'. (530).893-0112 FAX (530) 893-0140 89 Loren Avenue Chico, 'CA 95928=7434 - Pje_rZ U f-71 ON Customer: Ci. -%D CFF- C'I &0 Cc Job No: wcL L 140CksE 5'�zar Address: OGS S7"AG �D . Alpine Engineered Products, Inc. Christian W Cha e11 7>C7°7° c VA LZ_ y AN: 8351 Roxana Circle Sacramento, CA 95828-2522 (916)387- 0116 _ Timber. Products Inspection, Inc. P.O. Box 20455 dAJ rTE WLKI Portland, OR 97220 (503) 254-0204 - e -DIN DPia ` ® ,0, Q ffax� r*% ` LONGFELLOW LUMBER CO. INC. Quality Truss Design • Roof & Floor Systems (800) 678-0112 (530) 893-0112 • FAX (530) 893-0140 _ 89 Loren Avenue Chico, CA 95928-7434 FFF���1111111111111111LL1 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 tho 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. Cl 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. ❑ 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 sequences and end -for -end orientation are correct. GJ Co rm co7 �T �. M. '7 �. M. } y .. F R2 �. M. } y GABLt ENO DETAIL SIRONGBACK (NAIL TO LEDGE) (BRACED AT 55' LEDGER (NAIL TO VERTICAL W/2 -10d NAILS) (K) SPACING FBI REFER. TO S PRODUCT AT A35 IN FI I THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 6 DIMENSIONS) SNaHIIIFI) RY IRHSS MFR (SI ) (M) 2X4 F.L. OR H.F. 82 OR / BTR, SIP,ONGBACK BRACE -, I KUNUUALr, BRACED AT 55' O.C. (C) IX4 (ONIINUMIS LATERAL BRACING FOR BRACE I STRONGBACK ) MEMBER LONGER THAN 72'. ATTACH AT MIDPOINT Of- EACH BRACE W/2-Bd CCOMMON NAILS. 24' MAX '>, / GAOLS (PI) PEAK PLATE 10 MATCH CWIDN TRUSSES. NOTE: CHORDS TO BE 2X4 FIR -LARCH 02 MIH. ( SI ) SPLICE PLATE TO 14ATCII COMMON TRUSSES. NOTE: TMS DETAIL MAY BE USED FOR FHT) FEEL PLATE TO MATCH COMMON TRUSSES. TRUSSES WITH PITCHED D.C. ALSO. (0) OPTION 10 WEB PLATING: USE (3)-2' WIRE STAPLES (0.012 DIA./15 GA.) l0ENA1LE0 114RU CHORD INTO WEB 6 1HRU WEB INTO CHORD.ON ONE FACE FOR A TOTAL OF 6 STAPLES. (PI), ISI ) 6 (III ) MUST BE PLATED, (G) GABLE END DESIGN BASED ON 75MPH WIND LOAD EXPOSURE 'B' AT 0-25 FT MEAN PLATE MAX. WEB LENGTH 1X3•. 2-0-0 2X4- B-1-0 3X4• 13-6-0 OUILOOKER HE 104T. , PLT TYP. Wave TPI -95 R Design Criteria: TPI -95 O O O O ••WARNING•- TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING. INSTALLING AND BRACING. REFER TO RIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY IPI (IRUSS PLAT[ O O INSTITUTE. SB7 O'ONOF10 D4., SUITE 100, MADISON, WI 611111), FOR SAFETY llACIlC[S P0.1G0. 10 PINFORMING THESE FUNCTIONS. UNLESS OIHE0.WISE IN tCAIEO, TOP CHORD SHALL HAYS PROPfALY ATTACHED Q O STRUCTURAL PANELS, BOTTOM CHORD SNAIL HAVE A PROPIRLY ATTACHED RIGID CIELING. ••1HPORTANT-4 FURNISH A COPY OF THIS DESIGN 10 THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED T'J�-777--�� PNODUCIS. INC. SMALL NOI BE RESPONSIBLE FOR ANY. DEVIATION FROM THIS DESIGN: ANY FAILURE 10 OZ�TRU�SS �1O BUIIO IN[ TRUSSES IN CONFORMANCE WITH 1P1: OR FABRICATING, HANDLING, SHIPPING, INSTALLATION OR 1 BRACING OF TRUSSES. INIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF MDS (NATIONAL DESIGN SPCCIF ItAIIDN ►BBI ISHED BY Ip[ AMERICAN FORESI GAL,ANDS. PAPER ASSOCIATION) AND IPI. ALPIIII EACN[FACE SOF NINUSS[ ANDTOGA UNLESSIN A663 OTHERWISE ILOCAIEO ONE THIS[ Dt S IGNASPUSI.ION CONNEC TOR:IC(pRS 10 DRAWINGS 110, ISO AND 160 A•F. AN [NGINE(R'S SEAL ON THIS DRAWING APPLIES ONLY 10 THE DESIGN OF IN( IRUSS D(PICI(D HIRE AND SHALT NOT 01 RELIED UPON IN ANY OTHER WAY. OUTLOOKER CRITERIA 3.5' MAX. TVP, MICH a 24' 0.C. 1.5' MAX." 12' MIN 24' MAX . 2X4 F.L. LUMBER GRADES MAX. LENGTH WITIIGUT BRACING 00 MAX. LENGTH W/ STRONGBACK BRACE (S) STANDARD 5 -II -0 11-10-0 15.0 PSF 8C DL PSF 8C LL 0.0 pt 7-9-0 15-6-0 01 6 BETTER. 7-9-0 15-6-0 SS 7-9-0 15-6-0 Isst TC LL 30.0 PSF � W. 9,0 tic TC DL 15.0 PSF 8C DL PSF 8C LL 0.0 PSF * TOT.LD. 50.0 PSF fll ��P ,Al%i DUR.FAC. 1.15 SPACING REF R992 DATE 03/19/98 )RW CD112 SEON - 25458 FROM PDC -.CLB WEB BRACE SUBSTITUTION THIS DETAIL IS TO BE USED WHEN CONTINUOUS LATERAL BRACING (CLB) IS SPECIFIED ON AN ALPINE TRUSS DESIGN BUT AN ALTERNATIVE WEB BRACING METHOD 1S DESIRED. NOTES: THIS DETAIL IS ONLY APPLICABLE FOR CHANGING THE SPECIFIED CLB SHOWN ON SINGLE PLY SEALED DESIGNS TO T -BRACING OR SCAB BRACING. ALTERNATIVE BRACING SPECIFIED IN CHART BELOW MAY BE CONSERVATIVE. FOR MINIMUM ALTERNATIVE BRACING, RE -RUN DESIGN WITH APPROPRIATE BRACING. WEB MEMBER SIZE SPECIFIED CLD BRACING ALTERNATIVE' BRACING T OR L -BRACE SCAB BRACE 2X3 OR 2X4 I ROW 2X4 1-2X4 2X3 OR 2X4 2 ROWS 2X8 2-2X4 2X8 2X6 1 ROW 2 ROWS 2X4 2X6 I -2X6 . 2-2X4(+) 2X8 2X8 1 ROW 2 ROWS 2X8' 2X8 � .. 1-2X8 2-2X8(+) ` T -BRACING OR L -BRACING: APPLY TO EITHER SIDE OF WED OR T -BRACE NARROW FACE + R - L -BRACE ATTACH WITH 16d NAILS AT 8" O,C. ' BRACE IS A MINIMUM 80% OF WEB MEMBER LENGTH r T -BRACE L -BRACE SCAB BRACING: APPLY SCAB(S) TO WIDE FACE OF WEB. .NO MORE THAN (1) SCAB PER FACE. • ATTACII WITH 10d NAILS AT .8" O.C. SCAB BRACE BRACE IS A MINIMUM 80% OF WEB MEMBER LENGTH L , QROFESS/D,y IS DRAWING REPLACES DRAWING 579,640 ANDABRACING. TREFERSTOEHID-91 (HANDLINGCARE INSTALLING AND BRACING). PUBLISHEDBY INSTALLING (TRUSS �� Q�\' ' •7� LL PSF REF CLD SUBST. PLATE INSTITUTE, 593 D'ONOFRIO DR., SUITE 200, MADISON, WI. 53719) FOR SAFETY PRACTICES ` DL PSF DATE 06�25�99 PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERVISE INDICATED, TOP CHORD SHALL HAVE PR(IPCRLT ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACIIED RIGID ' W DL PSF DRWG BRCLBSUH0699 • CCILING. ■+IMPORTANT-- )URNISII A COPY Of THIS DESIGN TO TIIE INSTALLATION CONTRACTOR, %i0.ri rJ ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE.FOR ANY DEVIATION FROM THIS DESIGN/ ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE VITH TPI, OR FABRICATING, -ENG MLH KAR HANDLING, SHIPPING, INSTALLING AND BRACING Of TRUSSES. DESIGN CONFORMS VITH APPLICABLE LL PSF PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION' PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL f 'C P T.L.D. PSF OTED. APPLY CONNECIORS TO EACH ACCEPTANCCNOrOPROFESSION LC ENGINEERING RESPONSIBI160 LITYCE OF T RSOLELY FOR -Z. THE SEAL M TIICI TRU«VING COMPONCNTTCS USS AND, UNLESS OTIfERVISC-LnCATED ON lgIF OF Cp�\ DUR.FAC. DESIGN SIIOVN. THE SUIIABILITY AND USE Of THIS COMPONENT FOR ANY PARTICI• WILDING SPACING IS Hlf RCSPONSI@N y L1f THC BUILDING DESIGNER PER ANSI/TPI 1-1995 SECII( nrr T -BRACE, L -BRACE AND SCAB BRACE TO BE y SAME' SPECIES AND GRADE OR BE'1`fER THAN WEB MEMBER UNLESS SPECIFIED OTHERWISE ON . ENGINEER'S SEALED DESIGN:' (t) CENTER SCAB ON WIDE FACE OF WED. APPLY (1) SCAB TO EACH FACE OF WEB. ` T -BRACING OR L -BRACING: APPLY TO EITHER SIDE OF WED OR T -BRACE NARROW FACE + R - L -BRACE ATTACH WITH 16d NAILS AT 8" O,C. ' BRACE IS A MINIMUM 80% OF WEB MEMBER LENGTH r T -BRACE L -BRACE SCAB BRACING: APPLY SCAB(S) TO WIDE FACE OF WEB. .NO MORE THAN (1) SCAB PER FACE. • ATTACII WITH 10d NAILS AT .8" O.C. SCAB BRACE BRACE IS A MINIMUM 80% OF WEB MEMBER LENGTH L , QROFESS/D,y IS DRAWING REPLACES DRAWING 579,640 ANDABRACING. TREFERSTOEHID-91 (HANDLINGCARE INSTALLING AND BRACING). PUBLISHEDBY INSTALLING (TRUSS �� Q�\' ' •7� LL PSF REF CLD SUBST. PLATE INSTITUTE, 593 D'ONOFRIO DR., SUITE 200, MADISON, WI. 53719) FOR SAFETY PRACTICES ` DL PSF DATE 06�25�99 PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERVISE INDICATED, TOP CHORD SHALL HAVE PR(IPCRLT ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACIIED RIGID ' W DL PSF DRWG BRCLBSUH0699 • CCILING. ■+IMPORTANT-- )URNISII A COPY Of THIS DESIGN TO TIIE INSTALLATION CONTRACTOR, %i0.ri rJ ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE.FOR ANY DEVIATION FROM THIS DESIGN/ ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE VITH TPI, OR FABRICATING, -ENG MLH KAR HANDLING, SHIPPING, INSTALLING AND BRACING Of TRUSSES. DESIGN CONFORMS VITH APPLICABLE LL PSF PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION' PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL f 'C P T.L.D. PSF OTED. APPLY CONNECIORS TO EACH ACCEPTANCCNOrOPROFESSION LC ENGINEERING RESPONSIBI160 LITYCE OF T RSOLELY FOR -Z. THE SEAL M TIICI TRU«VING COMPONCNTTCS USS AND, UNLESS OTIfERVISC-LnCATED ON lgIF OF Cp�\ DUR.FAC. DESIGN SIIOVN. THE SUIIABILITY AND USE Of THIS COMPONENT FOR ANY PARTICI• WILDING SPACING IS Hlf RCSPONSI@N y L1f THC BUILDING DESIGNER PER ANSI/TPI 1-1995 SECII( nrr )RUSS'DRACINGInI(ICKING IIIIAIL THIS DHG•PREPARED IRON conruitR INPUI (t UADS I DIHr HSIoHsl SHntlllttn 1r toilet urn IIMS BIIACINO/tILOCKING DETAIL (AT 6UIMt) NOTEI BRACING DESIGId:O TO STABILIZE MIMES, AMT HAS NOf BEEN DESIGNED TO RESIST LITERAL SHEAR LOADS, `— (A) 2X4 13 IIEN-FIR OR BETTER CONTINUOUS LATERAL OWING TO BE EQUALLY SPACED. ATTACH WI111 (2)•16d NAILS. BRACIM 14ATERIAL TO BE SUPPLIED AND ATTACHED AT 00111 EIDS TO A SUITABLE SUPPORT BY ERECT1011 CONTRACIOR. (N) IIEIGNT OF TRUSS AT SUPPORT. a - W—RIIIIIIIIIIIIIII VERTICAL WEB 41 AL A- AL IL SECTION S -S (0) 2X4 II.F. 13 OR BETTER DIAGORA DR _ L ACE. APPLY 111 PAIRS AT Iti-0-0 (T) TRUSSES O.C. ATTACII 10 EACII OVERLAPPING IRUSS USING (2)-16d NAILS AS SIIOWN. BRACE NAY BE LOCATED ON EIT1IE6 FACE OF VERTICAL. (P) GIIEA711ING APPLIED TO TOP CHORD. (L) LOADS AS INUICAIED ON TRUSS DESIGN. (M) 1F TRUSS NEIGIIT AT SUPPORT IS 10.011 OR LESS, DIAGOIIALS NOT RE/QUIREO. B ■ APPROX. 45' (BB) BLOCKING TO BOTTOM CIrI;u OVER SUPPORT, II.F. 13 OR BETTER 2X SIZE OF DOTTOM CIIORD. PLT TYP. Have TPI -95 Design Criteria: TPI-95(STD 18.2c3 O O O Q •'YAIAINO•• 1113311 1(OYIA( 11111 M1 CAI[ 11 lAINICAIIOA. NAIDI IMO, CAf. 1 = - R - 0 fNIfIINO. INSIAll INC AND @ACING, NIFIA 10 Mn•@ INAMOl110 IIIlAttlAO AMO @ACIN01, fV1UfMID or 1►I IlAuss ►ult' IIf11101I. M O'OIOrl0 01., sunt too, MADISON, Y1 un/1. row TC LL REF R421 O slrnr ►NAtlu(s ►1101 to Q�Qi[SSIO Fy f11rOtNIAO IN($' 1YN(IIOtf. "ITIS 0111i IS[ IA01CAIt0, lop CNOND SHAtt NAT( ►AO►UIT AIIACN(D _4CVO , c O !IAOCIYAAt ►A1(lf. 1011011 CM0A0 INAll MAT( A ►AO/IAIt AIIACN(0 AIOID C11l IMO. '•IM►OAIAMI•• TC, OL _ DATE 1/12/94 O IYN0I3N A CO►Y 01 TNI$ Olt1CM 10 IM( INSIM AII01 CONIAACION. AMIC INOIM(t1(0 T1t011101 111(f►ON11@( ►01ANY0[tINIIONROM y Be 6L 1` J IYIIO IMIIANfIACOATOAMAMli YIIN 1►1; ON IATA ILAIIMC. MAMOItNOSNIT/1M0,INf 1All AIION OM Itl(ING Of Illftf f. INIfOff1GoCON10AM1VIINA/flICA1l( p�C �1 LL ►IOIIf101f 01 IOf IMAITONAL OIfICN 1►(cIf1CAl1o' FVSIISXIP Of IM( ANIUCAN 101131 AND ►AM ASSOCIN11011 AND Ill. AIfINI * !. COn(C1011 111 11101 Of,106111 M A11) CNSl OAII, $lift.I1CI/IAI101(0.A/fir �SS TOT.LD.'DRN 3,048,634 O COMAICIO1f 10 (ICN 111( Of INY11. AID 001St OIM(AVIf( tOCAIIO 01 1013 D(SIGN. ►Of1110N COMNICIONI ►(1" ��l elv� �QQ� O O (� OItT1101 ISO. 110 ANO 110 A'1. AA TNG @III-$ f1Al 01 IRIS % OUR J AC • C A -ENG / CNC ,J 1J DIAVING Af►ll(f DAU 10 INS 015101 011111.1; ux( E ?• oss oI►Icl(D 11 "a 1141' to, It IllBf C lto Y►o1 a ANY oil@ NAr. SPACING SEE - ABOVE CAL11.1'ORN 1A HIP 1.:11�RM PERMANENT BRACING ST'AR'T' OF TOP CHORD I IAT TOP CHORD. PURIANS. AR'I' OI TOP (:MORD L;X'I'ENSIUNS. (SL.UI'ING (TYPICAI, (CON'T'INUOUS) L;X'I'ENSIONS. (SLOPING 10 I' LA 1) � � / / ,To FLAT) y1 HIP * SET A BACK I BAY )V PATHING. . x I PERMANENT DIAGONALS FORM BRACED BAY. REPEAT AT AL1, HIP ENDS, MAXIMUM IN'T'ERVAL EQUALS' 20'. (NOTE: THE IST BAY OF' PERMANENT DIAGONALS FORMING BRACED BAY AT TME ql HIP CAN BE EXCLUDED WHEN ALL OF THE FOLLOWING CONDITIONS ARE MET: 1) THE: CONTINUOUS TOP CHORD PURLINS ARE ATTACHED TO THE VLAT 'TOP CHORD OF' THE al HIP. 2) THE: END JACKS ARE SHEATHED WITH PROPERLY A'I"I'ACIIED STRUCTURAL PANELS.) SECTION A -A . FIELD APPLIED OR BUILT-IN CRIPPLES 'CRIPPLE IN PLANE — CRIPPLE OF TRUSSES SPACING COMMON SE'I'UACK /- * (D) (B) (B) (B) (D) (B) (D) (� (B) PURLINS SPACED 24"O.C. TYP. (CONTINUOUS 2X4) (C) CRIPPLES SPACED 48" O.C. TYP. (D) BUILT' -IN FILL CRIPPLES (HORI'ZON'TAL MEMUER OP'T'IONAL) lF BRACING. REFER 10 HIB -91 (HAN 'E INSIITUTE. 5113 D'ONUFRIO ON., 14 1f1 1'LRIIIRMING 11 IL SL I(INC I ILI 'LRLY ATTACHED SIRUCIVIIAL PAN TNG •'IMPORIANT- IURNISH A NE L'NGINELRCD F'RT10UC1S. INC. SI GNI ANY FAILURE TO BUILD THE 1 (LING, SIIII'1'ING. INSTALLING AND IISIONS UI NDS (NAIIONAL DCSIGF R ASSOCIATION) AND TI'L ALI'INL PT AS NOTLD. APPLY CONNLCIOR ANENT BRACING DETAIL CRIPPLE SUPPORT LAYOUT SE'T'BACK i tZVI'AAry * SET BACK m COMMON TRUSSES -I- CALIF'ORNIA HIP SYS'T'EM TRUSSES PITCHED AND SHEATHED B ` CHORD AREA. o -CRIPPLE (C), SUPPORT LOCATIONS. SUPPORTS EX'T'ENDED MEMBERS TO FLAT TOP CHORD (4' O.C. CRIPPLE SPACING SHOWN.) CONNECT CRIPPLE TO PLAT TOP CHORD AND EXTENDED TOP CHORD, USING 3 — Bd COMMON TOE NAILS OR 2 — IOd COMMON NAILS 'THROUGH FACE. SECTION 13-B BUH_:I'-IN CRIPPLES OR FIELD CRIPPLE SPACING REFER TO ORIGINAL DRAWING -i F'OR CRIPPLE SPACING. - j W) CHORD EX'T'ENSION ('TYPICAL) #1#2 3#4 5y0 #1 HIP GIRDER SE� 1'BACIH'SEE CA -HIP ENGINEERING / F'OR JACK 'TYPE USED. NOTE: CONVEN'T'IONAL FRAMING AND/OR CRIPPLES ARE NOT THE RESPONSIBILITY OF THE 'TRUSS DESIGNER PLA'T'E MANUFACTURER, NOR TRUSS F'ABRICA'TOR. PERSONS ERECTING T'11E TRUSSES ARE CAUTIONED 'TO SEEK ADVICE OF' A LOCAL PROFESSIONAL ENGINEER REGARDING CONVENTIONAL F'RAM1 G. *NOTE: SEE ORIGINAL DESIGN FOR SETBACK, LUMBER, PLA'T'ING, LOADING AND DURATION FAC'T'OR REQUIRED. 'PHIS DRAWING REPLACES DRAWING CDI10 IL 20D. MADISON, WI. 53719) FOR SAFETY PRACTICES UNLESS 0111CRWISE INDICAILD, TOP CHORD SHALL HAb AND BUTTON CHORD SIIALL HAVE A PUCII'LRLY AITACIIE Y 01' IVIS DESIGN lO iHL INSTALLATION CONTRACIOR. NOT BE RLSPONSIBLL FOR ANY DEVIATION FRUM THIS ;L'S IN CLINEORMANCC WITH 71111 0R FABRICATING, 1NG OF TRUSSES. DESIGN CONIORMS WITH APPLICABL CIFICAIION PUBLISHED BY TIIE AMLRICAN FOREST AND IECTURS ARE MADL Of 20GA ASIR A653 GR40 GALV. S' EACH FACE 01 TRUSS AND, UNLESS 011ILRWISL I.00AI RAVINGS 160 A-2. THE SEAL LIN THIS DRAWING INDICA' RLSPONSIBILITY SOLELY FOR THL TRIISS COMI431IENT _Of' THIS LUH'ONLNi FOR ANY PARTICULAR BUILDING s * TC LL PSF TC DL VSF BC DL PSF BC LL PSF TUTU). * PSF REF I.ALIF. DnAI C, DATE 06/2579-9 DRWG ORCALIIIP0699 -ENG DUR.FAC. SPACING 0 rd ON I BAY )V PATHING. . x I PERMANENT DIAGONALS FORM BRACED BAY. REPEAT AT AL1, HIP ENDS, MAXIMUM IN'T'ERVAL EQUALS' 20'. (NOTE: THE IST BAY OF' PERMANENT DIAGONALS FORMING BRACED BAY AT TME ql HIP CAN BE EXCLUDED WHEN ALL OF THE FOLLOWING CONDITIONS ARE MET: 1) THE: CONTINUOUS TOP CHORD PURLINS ARE ATTACHED TO THE VLAT 'TOP CHORD OF' THE al HIP. 2) THE: END JACKS ARE SHEATHED WITH PROPERLY A'I"I'ACIIED STRUCTURAL PANELS.) SECTION A -A . FIELD APPLIED OR BUILT-IN CRIPPLES 'CRIPPLE IN PLANE — CRIPPLE OF TRUSSES SPACING COMMON SE'I'UACK /- * (D) (B) (B) (B) (D) (B) (D) (� (B) PURLINS SPACED 24"O.C. TYP. (CONTINUOUS 2X4) (C) CRIPPLES SPACED 48" O.C. TYP. (D) BUILT' -IN FILL CRIPPLES (HORI'ZON'TAL MEMUER OP'T'IONAL) lF BRACING. REFER 10 HIB -91 (HAN 'E INSIITUTE. 5113 D'ONUFRIO ON., 14 1f1 1'LRIIIRMING 11 IL SL I(INC I ILI 'LRLY ATTACHED SIRUCIVIIAL PAN TNG •'IMPORIANT- IURNISH A NE L'NGINELRCD F'RT10UC1S. INC. SI GNI ANY FAILURE TO BUILD THE 1 (LING, SIIII'1'ING. INSTALLING AND IISIONS UI NDS (NAIIONAL DCSIGF R ASSOCIATION) AND TI'L ALI'INL PT AS NOTLD. APPLY CONNLCIOR ANENT BRACING DETAIL CRIPPLE SUPPORT LAYOUT SE'T'BACK i tZVI'AAry * SET BACK m COMMON TRUSSES -I- CALIF'ORNIA HIP SYS'T'EM TRUSSES PITCHED AND SHEATHED B ` CHORD AREA. o -CRIPPLE (C), SUPPORT LOCATIONS. SUPPORTS EX'T'ENDED MEMBERS TO FLAT TOP CHORD (4' O.C. CRIPPLE SPACING SHOWN.) CONNECT CRIPPLE TO PLAT TOP CHORD AND EXTENDED TOP CHORD, USING 3 — Bd COMMON TOE NAILS OR 2 — IOd COMMON NAILS 'THROUGH FACE. SECTION 13-B BUH_:I'-IN CRIPPLES OR FIELD CRIPPLE SPACING REFER TO ORIGINAL DRAWING -i F'OR CRIPPLE SPACING. - j W) CHORD EX'T'ENSION ('TYPICAL) #1#2 3#4 5y0 #1 HIP GIRDER SE� 1'BACIH'SEE CA -HIP ENGINEERING / F'OR JACK 'TYPE USED. NOTE: CONVEN'T'IONAL FRAMING AND/OR CRIPPLES ARE NOT THE RESPONSIBILITY OF THE 'TRUSS DESIGNER PLA'T'E MANUFACTURER, NOR TRUSS F'ABRICA'TOR. PERSONS ERECTING T'11E TRUSSES ARE CAUTIONED 'TO SEEK ADVICE OF' A LOCAL PROFESSIONAL ENGINEER REGARDING CONVENTIONAL F'RAM1 G. *NOTE: SEE ORIGINAL DESIGN FOR SETBACK, LUMBER, PLA'T'ING, LOADING AND DURATION FAC'T'OR REQUIRED. 'PHIS DRAWING REPLACES DRAWING CDI10 IL 20D. MADISON, WI. 53719) FOR SAFETY PRACTICES UNLESS 0111CRWISE INDICAILD, TOP CHORD SHALL HAb AND BUTTON CHORD SIIALL HAVE A PUCII'LRLY AITACIIE Y 01' IVIS DESIGN lO iHL INSTALLATION CONTRACIOR. NOT BE RLSPONSIBLL FOR ANY DEVIATION FRUM THIS ;L'S IN CLINEORMANCC WITH 71111 0R FABRICATING, 1NG OF TRUSSES. DESIGN CONIORMS WITH APPLICABL CIFICAIION PUBLISHED BY TIIE AMLRICAN FOREST AND IECTURS ARE MADL Of 20GA ASIR A653 GR40 GALV. S' EACH FACE 01 TRUSS AND, UNLESS 011ILRWISL I.00AI RAVINGS 160 A-2. THE SEAL LIN THIS DRAWING INDICA' RLSPONSIBILITY SOLELY FOR THL TRIISS COMI431IENT _Of' THIS LUH'ONLNi FOR ANY PARTICULAR BUILDING s * TC LL PSF TC DL VSF BC DL PSF BC LL PSF TUTU). * PSF REF I.ALIF. DnAI C, DATE 06/2579-9 DRWG ORCALIIIP0699 -ENG DUR.FAC. SPACING t PIGGYBACK DETAIL THE DETAILS BELOW ARE ACCEPTABLE FOR THE FOLLOWING WIND CONDITIONS: 80 MPH WIND, 30.00 FT MEAN HGT, ASCE 7-93, CLOSED BLDG, 80 MPH WIND, 30.00 FT MEAN HGT, SBC, SEE IIIB-91 SECTION 13.2.1 FOR DIAGONAL LOCATED ANYWHERE IN ROOF. 100 MI FROM COAST, ENCLOSED BLDG. LOCATED ANYWHERE IN ROOF BRACING. CAT 1, EXP C, WIND TC DL=5.0 PSF,, WIND BC DL=5.0-PSF. WIND TC DL=5.0 PSF, WIND BC DL=5.0 PSF. DETAIL A FLAT TOP CHORD < OR = 12' — — PIGGYBACK CAP TRUSS TOENAILED TO ALL TOP CHORD BRACING WITH (2) 10d COMMON NAILS. • • 12" MIN RIGID SHEATHING OVERLAP WITH 8d COMMON VESSID,y�� OR GUN NAILS IN OVERLAP ZONE SPACED AT 4' O.C. Q�� LO W Fy FLAT TC BRACING No. C 5 PER DESIGN 2 DETAIL B (rT9l CIV1� FLAT TOP CHORD < OR = 20' O���p f OF C A�\E PIGGYBACK CAP TRUSS CHORD BRACING WITH 4 2 4 SECURED TOENAILED TO ALL TOP (2) 10d COMMON NAILS AND GRADE SCAB ONLY) AT 2' ATTACHEDWITH WITH210d#3 COMMON NAILS 4" O.0 4FL;T 2' ATC BRACING \ ER DESIGN CAP TRUSS TOENAILED TO TOP CHORD BRACING AND SECURED WITH DETAIL C 3X8 TRULOX 1. PLATES EACH END AND LPOINTS., ALPINE 62PB PIGGYBACK CKCONNECTOR PLATES OR 8x8 PAT CIRCLED NUMBER INDICATES REQUIRED NUMBER GUSSETS MAY BE USED IN LIEU OF TRULOX PLATES.FIAT TOP CHORD < OR = 30' OF 0.120" X 1.375' NAILS, OR EQUAL. PER FACE PER PLY. SEE DRAWING 180 TL FOR TRULAX INFORMATION. Al4TERNATE CONNECTION 4 4 4 (4) 6d COMMON NAILS EACH FACE ------'--- 8" X 8" X 1/2" PLYWOOD OR OSB SPAN RATED I 24/0 GUSSETS EACH FACE. ATTACH WITH (8) rF�ATTCACING COMMONER GUSSET. BC ESICN (q� AND (4)) INILS SE TRUSS FLAT TC. ••VARNING-■ TRUSSES REOUIRC EXTREME CARE IN FABRICATING. HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY IPI (TRUSS PLATE INS71TU1E. TC LL PSF REF 583 VONUFRIO DR., SUITE 200. MADISON. WI. 53719) FOR SAFETY PRACTICES PRIOR TO PCRFURHING MESE FUNCTIONS. UNLESS OT14ERVISE INDICATED. TOP CHORD SHALL' HAVE TC DL PSF 3/5/99 PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID DATE - CEILING. ••IMPORTANT-- FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. AENGINEERED INEERED PRODUCTS. INC. SMALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS BC DL PSF DRWG 581,6%0 DESIGNi FAILURE To BUILD TRUSSESINOR ? IOF CTRUSSES.NCE VITH )CONFORMS -ENG SJP/KAR HANDLING,NY SHIPPINGC INSSTALLINGTHE AND DESIGN WITHAPPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND - BC LL PSF PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 2DGA ASTM A653 GR40 GALV. STEEL EXCEPT AS NOICD. APPLY CONNECTORS TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON TOT.L D. MAX 60 PSF DUR.FAC. 1.15 THIS DESIGN, POSITION CIINNECTORS PER DRAWINGS 160 A -Z. 714E SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN( 1HE VUITIABIIIT 9l AND USE OS COMPONENT FOR ANY PARI;CULAR BUILDING SPACING 2.1.0" T GTHIS 5 ' (CASWE02-CASWEtL / 1ST STORY - A 14'5"8 Common Girder) TOP CHORD 2x4 DF -L #1 BOT CHORD 2x8 DF -L #1 d, WEBS 20 DF -L Standard :W3 20 DF -L #1: �,_-)oITIONAL ATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. LOADS PER TRUSS FABRICATOR N From 573 PLF at 0.00 to 573 PLF at 14.46 o N LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: z10 BRACE TC m 24.00. OC. BC m 72.00" OC. WM sa W1.5X4 I V C=) w A w x w w z c� WE z - w w PHIS DWG PREPARED FROM COMPUTER INPUT (LOADS 8 DIMENSIONS) SUBMITTED BY TRUSS MFR. 2 Complete Trusses,Required NAILING SCHEDULE: (16d box_nails). TOP CHORD: 1 ROH a 12. O.C. BOT CHORD: 1 ROW. @ 5" O.c. WEBS : 1 ROW @ 4" D.C. USE EQUAL SPACING BETWEEN ROWS AND STAGGER NAILS 1N EACH ROW TO AVOID SPLITTING. (A)—CONTINUOUS-LATERAL BRACING EQUALLY SPACED ON MEMBER., DEFLECTION MEETS L/240.OD LIVE AND L/180.00 TOTAL LOAD. to PSF BC LIVE LOAD PER UBC. RECOMMENDED CONNECTION FOR TRUSSES FRAMING TO THE BOTTOM CHORD O 24" O.C.: SIMPSON LUS28: SEE SIMPSON CATALOG C-2000. SPRINKLER LOADS PER TRUSS FABRICATOR TC - 75 LB Conc...Load at 2.00,'12.50 ; THIS TRUSS DESIGNED FOR SPRINKLER LOADS WITH DEAD WEIGHT APPLIED TO MEMBER(S) WHERE`INDICATED. AT EACH LOCATION OF SPRINKLER SUPPORT, LOAD HAS BEEN INCREASED FOR AN ADDITIONAL 250_AS REOUIRED.BY UBC -94, TABLE 16-8 CATEGORY 13.' 0-6-14 -0-0 i(B11 - 4-2-0 I 10-3-8 „I ----14-5-8 Over 2 Supports --____Bii R-4813 W-3.5' R-5011 W-3.5' PLT TYP. Wave TPI -95 R Design Criteria: TPI(STE O ••WARMING•• TRESSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING. TPI. INSTALL lfl6 AND O 9RACIIG. REFER TO Mlo•91 (MANGLING INSTALLING AND BRACING), PUBO SMEO BY TPI (TRUSS PLATE O INSTITUTE. SOI O'ONOFRIO DR.. SUITE ZOO. MADISON, WI 52719). FOR SAFlTY PRACTICES PRIOR TO N PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE IRDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS. BOTTOM CtlORD SHALL HAVE A PROPERLY ATTACHED RIGID CE11116. L --IMPORTANT" IURNIStl A COPY OF THIS DESIGN 70 THE INSTALLATION COBTRACTOR. ALPINE ENGINEERED PRODUCTS. INC. SHALL ROT BE RESPONSIBLE /OR ANT DEVIATION Fit" THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE U1711 TPI: OR FABRICATING. NANOL IND• SNIPPING. INSTALLING AE 63 . GRACING Of TRUSSES. THIS DESIGN CORFORNS WITH APPLICABLE PROVISIONS OF IDS (RATIONAL DESI C=3 A L P I N E SP[CIilCA7ION POBLISNED By THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CA CONNECTORS ARE NAD[ OF E06A ASTM A653 6810 GALV. STEEL. IN AS NOTED. APPLY CONNECTORS TO i EACH PACE OF TRUSS, AND UNLESS OTNERYISE LOCATED 01 THIS DESIGN, POSITION CONNECTORS Pfl DRAWINGS 160 A.Z. THE SEAL ON TN1S DRAWING INDICATES ACCT TAIHE Of PROFESSIONAL ENGINEERING PIOt]UICiF:. IRU '�..,�,! ' RF SPONSINIIITT SOLELY FOR TNI TROSS COMPONENT DESIGN SHOWN. TM! SUI TAB ILl7Y AND USE OF TM1S AIPI Fjl&= CA 95829 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DES I6IER. PER ARS117P1 1.1995 SECTION E. CA - 1 - E - 0,1 W& A TC LL 16.0 PSF TC OL 10.0 PSF b8006 8C DL 7.0 PSF BC LL 0.0 PSF ep 07 2000 * TOT. LD. 33.0 PSF ? CIV& �OUR.FAC. 1.25��C)pACING 24.ON Scale —.25'/Ft. REF R427--22463 DATE 09/07/00 DR W CAUSR427 00251009 CA -ENG TSB/GWH SEAN - 45343 FROM KD (CASWE02-CASWELL /.1ST STORY Al 20-9'8 COmmOn) TOP CHORD 2x4 OF -L #1 :T2 2x4 DF -L #16Bet.: BOT CHDRD 2x4.DF-L #1' C-•, WEBS 2x4 DF -L Standard �'- ATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. L"RIKKLER LOADS PER TRUSS FABRICATOR Lc''C - 75 LB Cone. Load at 2.00. 12.00, 18.79 N o HIS~TRUSS DESIGNED FOR SPRINKLER-LOADS-WITH•DEAD-WEIGHT zAPPLIED TO MEMBER(S)'WHERE INDICATED. AT EACH-LOCATION,OF SPRINKLER SUPPORT, -LOAD HAS BEEN INCREASED FOR AN ADDITIONAL 250# AS REQUIRED BY UBC -94, TABLE -16-B CATEGORY 13. H U ,a Ll O a a THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 6 DIMENSIONS) SUBMITTED BY TRUSS MFR. IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING -USE PURLINS: TO BRACE TC 0 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. W4X4- C__13 W3X4(B1)'- z w W3X4- • �I 0-6-14 h..9-0 0 �- IM 10�r► � �f 10-6-0 1 10-3-8 _�sl. ,,�td571`'�t'y 20-9-8 Over 2 Supports �� �_RM -n• R-1023 W-3.5 R-1083 N ' ' Desi n Criteria: TPI STD CA - 1 - E Scale —.25' Ft. o PLT TVP. Have TPI -95 R TC LL 16.0 PSF REF $427--22462 . ••WARMING•• TRUSSES REQUIRE EXTREME CARE IN FABRICATIOA. RAROLIMO. SNIPPIY6, INSTALLING An C� R -ACING. REFER TO NIO.9l (MMDLINGINfTAILiRG AND BRACING). PUBLISHED BY TPI (TRUST PLA Tt (O�Wy TC DL - 10.0 PSF GATE D9/07/DD O IISTITIITL, SES TO $06-10 OR.. SUITE t00. NAOt SDR. NI 53719). TOR SAffTY PRACTICES PRICK TO GV P[RFOANIN6 TAMES[ PtlECTIORS. UALESS OTHIRRISE IEDLCATID, TOP CHORD SHALL HAVE PROPIRLY ATTACHED_ PERFORMINGUCTURAL IHEELS. BOTTOM CHORD SMALL MAY[ A ►IOPERLV ATTACHED RIGID CEILING. 7.0 PSF DRW CAUSR427 00251008 - ••1MPORTANT-- FU0.NI58 A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR- ALPINE EILUREEItO B C D L PRODOCTS. INC..SNALL NOT BE RESPONSIBLE FDA ANY DEVIATION FION THIS DESIGN: MY FAILURE i BC LL 0.0 PSF CA -ENG TSB/GWH Q.. BUILD THE TIDSSE9 IN CONFORMANCE VITA TPI: 09 FABRICATING. HANDLING, SNIPPING, INSTALLING AN w ALPINE BRACING Of 1IUSSES. TRIS DESIGN COO WITH APPLICABLE piLOVISIDIASSOCIATION) AND YDS (RATIONAL 01616 t Sep -.07 2000 - TOT. LD. ' 33.0 PSF SEQN - 45325 SPECIFICATION PUBLISHED By THE AMERICAN FORIST MO PAPE0. ASfOCIATIDB) ARD TPI. ALPINE I CONRECTO-S ARE MADE OF IOGA AST% ROSS GRAD GALT. STEEL. EXCEPT AS NOTED. APPLY COIRECTDRS TO . IACD FACE OF TRUSS, AND UNLESS OTHER III LOCATED 01 THIS OLSl6M. POSITION CORRECTORS PER •h� DIIAYIWi 150 A•L. THE SEAL ON THIS DRAWING INDICATES ACCEPTAAACCE OFIMIDD 13SIOMD EIGIUSE DIETHIS Y� CMI- �P DUR.FAC. 1.25 FROM KD •e1n���" COMPONENT 90►ELT FOR THE TRUSS BUILDING IS THE DESIGN SMOYR. a'C�P�LI SPACING 24.0% �•,C 6""""`." RESPONSIBILITY FDALIT ART PAATICR TH TRUSSCIS THE RESPONSIBILITY OF THE IUILDIR6 DtSL6REE, PER sEJIe2 n CA 9 828 ANSIIT►L 1.1995 SECTION t.. (C6SWE02-CASWELL / 1ST STORY - A2 21' Common) TOP CHORD 20 DF -L $1 :T2 2x4 DF -L #18Bet.: BOT CHORD 2x4 DF -L #1 WEBS 2x4 OF -L Standard N - q-- ATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. I'RINKLERLOADS PER TRUSS FABRICATOR N C - 75 LB Conc. Load at 2.00, 12.00, 19.00 o HIS TRUSS DESIGNED FOR SPRINKLER LOADS WITH DEAD-WEIGHT, APPLIED -10 MEMBER(S) WHERE INDICATED. AT EACH LOCATION.OF SPRINKLER SUPPORT, LOAD HAS BEEN INCREEASEDcFORR ANiADDITIONAL ehwriv i- 250# AS REQUIRED BY UBC -94, TABLE 1 E-• V Ll O a w w a W z W3X4(B1) Ea THIS DWG PREPARED'FRON"COMPUTER INPUT (LOADS d DIMENSIONS) SUBMITTED.BY TRUS$ MFR. IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE YUKLIIYa: TO BRACE TC @ 24.00" OC, BC @ 72.00' OC. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 1D PSF BC LIVE LOAD PER UBC. W4X4 Em c.5 z W W3X4 W 1+r-0• z 1y cL. 10-6-0 1 10-6-0 —I E0 0 0 O N C- 936.; C=3 .1 C/3 21-0-0 Over 2 Supports R-1081 Wn3.6' R-1092 W-3.5' A2- * 9-0-0 *9-0-0 rTE iOILDI G DEP VALkb^ Ap"TRO+V['i CA - Desi n Criteria: TPI (STO PLT TYP. Nave TPI -95 R •�NARNINO" TRUSSES REQUIRE FITREME CARL IN FABRICATION. HANDLING, SHIPPING, 1FSTAl.31. AND INS?ALLINSOR1,0NiNAC6]119).PCIT IPI CESUPRIOR ATO SSAFETY Q� W n TC LL 16.0 PSF P S F iciii.E RESF] 10 HIO-91FOR PRACTISID DRNANSOITS PROPERLY ATTACHED TC DL 10.0 INTE PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SMALL HAVE CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. BC DL 7.0 PSF 3i0.UCTU0.Al PANELS. FOITOM IMPORTANT SFALLtN0.ABEORESPf THIS FOICNANY to THEY INSTALLATIONAIION FROM TtlISTDE5I6H; AANTNLfAllU0.EENGINEERED AN B 05 BC LL 0. 0 P S F BUILD INE TRISSEf U CONFORMANCE WITH T►1; oa FABRICATING, tlAR0UN6, SHEPPIHO, INSTALLING WITH APPLICABLE PROTISIONS OF ND] (HALIONEI O[SIG C ALPINE .&RACING OF TRISSES. THIS DE SIDN CONFORMS SPECI/ICATIOF PU$LISNED BV THE AMERICAN FOREST.ARD PAPER ASS AND TIL• AIPItlE APPLY CONNECTORS TO Sep 07 200 Tt TOT. LD. 33.0 PSF CONNECTORS ARE NAOE Of LOCA ASTM A63] GR40 GALT. STEEL. EICEPT AS NOTED. EACH FACE OF TRUSS. AND UNLESS OTHEIRISE LOCATED ON THIS DESIGN, POS IT CH COHIIECTORS FLA THE SEAL ON THIS DRAWING INDICATES ACC PTAHCE OF PROFESSIOIAL (161tlEERING THIS �/6 P DUR .FAC. 1.25 ORAYllRS 160 A -L. AlpineEDgillodedPc aB,lat RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DES ISN SBOYR. THE BUILDING DE AHD USE OF $lRakh!mai CA 5828 COMPONENT FORANY PTIOICiLAR BUILDING IS THE RESPOISIBILITT Of TN! BUILDING DESIGNER. PER o. pl s . �CCM� SPACING 24.0.' Scale-.25'/Ft. REF 8427--22461 DATE 09/07/00 D R W CAUSR427 00251007 CA -ENG TS9/GWH SEQN -.45328 FROM KD (CASWE02-CASWELL / IST STORY - [OGE] 81) TOP CHORD 2x4 DF -L J1 :T2 2x6 OF -L f2: BOT CHORD 2x6 DF -L #2 o, WEBS 2x4 DF -L Standard Fs:•-ATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3.• L,RINKLER LOADS PER TRUSS FABRICATOR N : - 75 LB Conc. Load at 2.00. 12.00 ,22.00 o HIS TRUSS DESIGNED FOR -SPRINKLER -LOADS -WITH -DEAD WEIGHT �hPP0 0 TO MEMBER(S) WHERE INDICATED., AT EACH LOCATION OF SPRINKLER SUPPORT;_LOAD HAS BEEN INCREASED FOR AN_ADDITIONAL 250# AS REQUIRED BY UBC -94, TABLE 164 CATEGORY 13.. BOSTON HIP SUPPORTS 370-0 JACKS WITH NO WEBS. TC SUPPORTS 12- OUTLOOKERS AND JOIPSF.GABLE FACE MATERIAL ABOVE JACKS.,' AX W W _ z - . THIS.UWG PREPARED FROM COMPUTER INPUT (LOADS 6 DIMENSIONS) SUBMITTED BY TRUSS MFR. CALCULATED HORIZONTAL DEFLECTION IS 0.16 DUE TO LIVE LOAD AND 0.13" DUE TO DEAD LOAD. SEE DWG GBLLETIN0699 FOR MORE REQUIREMENTS. (A) -CONTINUOUS LATERAL;BRACING•EQUALLY-•SPACED-ON MEMBER. I� w IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: TO BRACE TC 0 24.00. OC, BC 0 72,00" OC. DEFLECTION MEETS L/240;00 LIVE AND L/180.00,TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. 8i (B3) - W3XB (83) W3X8 ,. - W3X8 (B3) - W3XB (83) W3X8 ,. - W3X8 W W3X14Lk I 8-8-15 3-3-5 a ) 11-11-12 LL 24-0-0 Over 2 Supports- 11 ) R-1811 R-1866 W-3.5' p , L 'Note: All Plates Are W1.5X4 Except As Shown. Design Criteria: TPI STD CAI -L1 E - - Scale -.25"/Ft. 0.427--22468 O_ PLT TYP. Wave TPI -95 R ••YARNING'• TRUSSES REQUIRE 1170.1"1 CARE IN fABRICATION, HANDLING, SHIPPING. INSTALLING AND INSTALLING81 TPI UPRIORATO f1 W TC LL 16.0 PSF 1D.0 PSF REF DATE 09/.07/00 O NFERFORMING IRACITUTE.NIBB7 O'o MID -91 OHOfR10 DRwSUITE 100NADISOtl.DYiR�SS119),POFORSSAFETY PRACTIC SHED THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP Cfl0R0 SNAIL RATE PROPERLY ATTACNID SMALL HAVE A PROPERLY ATTACHED RIGID CEILING. _p�OT•r CJ• ` TC DL g(. DL 7.0 PSF DRW CAUSR427 00251014 C� STRUCTURAL PANELS. IOTTON CHORD --IMPORTANT-' F1RliSH A C01V OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. API FAILURE ENGINEERED NOi BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY TO gC LL 0.0 PSF CA -ENG TSB_/GWH PRODUCTS. INC. SRAM ALtIUNE BUILD THE TRUSSES iN CDXFORNAMCE YTTN TPI', OR FABRICATING. HANDLING. SNIPPING, ItlSTAII LIG AND OF NOS ("ALPINE D[SI6N AND PAPER ASSOCI ATIDN) ACID TPI. ALPINE BRACING OF TROSSES. THIS DESIGN CONFORMS Win APPLICABLE ASSOCIATION) t P 07 2000 � TOT.LD. 33.0 PSF SEAN 45330 W c� ALPINE SPECIFICATIOR PUBLISHED BY THE AMERICAN FOREST CONNECTORS ASE MADE Of FOGA ASTM A65R 60.40 GALE. STEEL, EICEPT AS NOTED. APPLY CORUPCTORS i0 EACH FACE OF TRUSS. AND UNLESS OTHERWISE LOCATED OR THIS DESIGN. POSITION CONNECTORS PER 160 Ad. INE SEAL ON THIS ORANI NG INDICATES ACC[FTATHE OF PROFESSIONAL ENGINEERING THIS ' IGD USE OF THIS .A CrvI� P D UR ,FAC . 1.25 FROM KD DRAMINCS SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY OF THE BUILDING DESIGNER, PER T -SPACING 24.0" D Inc.ESPONSIBILITY AIpiI1e E i&eg1Ed COM►ORENT FOR ANY PARTICULAR BUILDING IS THE. RESPONSIBILITY g�DleDtq,CA 95B2B ANSIFTPI 1.1995 SECTION 2. COMPUTER INPUT (TOADS b DIMENSIONS) SUBMITTED BY TRUSS MFR. (CASWE02-CASWELIL / 1ST STORY -_82 24 " Coro) THIS DWG PREPAREW FROH IN LIEU OF STRUCTURAL PANELS OR RIGID -CEILING USE PURLINS: TOP CHORD 2x4 Df L1 TO BRACE TC ® 24.00" DC, BC (0 72.00" OC. BOT CHORD 2x4 DF -L #1 LC DEFLECTION WEBS 2x4 DF L Standard DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. Fx:_ATES DESIGNED,FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. 10 PSF BC LIVE LOAD PER UBC. L� ^RINKLER LOADS PER TRUSS FABRICATOR � = 75 LB Conc. Load at 2.00, 12.00, 22.00 - ` CV ' ' o TIS TRUSS DESIGNED FOR SPRINKLER LOADS WITH DEAD^WEIGHT W4X4E=- �A?PLIED TO MEMBER(S)-WHERE-INDICATED:--AT-EACH LOCATION Of SPRINKLER -SPORT, LOAD HAS BEEN INCREASED FOR,AN ADDITIONAL UP _ • i „250# AS REQUIRED BY UBC -94; -TABLE 16=B CATEGORY 13--'x, , W1.5X4.0/ - W1.5X4 —1 10 -. 10 r . - 0 , . w-0-0 w. W2.5X4 ® W2.5X4 la W4X4 (A ) W4X4 (A2) m W3X4 m C-0 �+3G Y z 1-0-0 c� ...r ... 12-0-0 . , 12 0 0 —1 _ PRTME N, 24-0-0 Over 2,Supports— 1 R=1190 W=3.5" R=1135 WSROVED Desicin Criteria: TPI STD CA/ -/l/ -/E/-/- Scale -.25" Ft. PLT TYP. Wave TPI -95 R O ••YARMINO" TR05SIS REON10.[•Ei TiIENE WEE IR FABRICATION, IUADLIM6. SNlPPIN6. INSTAlLINB AND RT TPI QRDLL PLATE Q� W'N TC LL' 16.0 PSF REF R427--22464 p - O BRACING. 'RE/t0. TO NIB•91 (HANDLING INSTALLING AND BRACING), POBIISSAD INSTITUTE. SOS O'ONDFRIO DR., SUITE 200. MADISON. WE S3119). FOR SAFETY PRACTICES PRIOfl TO INDICATED. TOP CYORD SHALL NAVE PROPERLY ATTACHED ' �� VY TC DL iD.O PSF DATE G9/07/DD N PERFORMING THESE FUNCTIONS. UNLESS OtNEVISE STRUCTURAL PARELS. BOTTOM CNORO SMALL IAIE A PROPERLY ATTACHED RIGID CEILING. TO THE IRSTALLATION CONTRACTOR, ALPINE EN6LREIRED BC DL 7.0 PSF DRW CAUSR427 00251010 C_ -IMPORTANT" FURNISH A COPY OF 7019 DESIGN PRODUCTS. INC. SMALL NOT BE RESPONSIBLE FOR ANY DEVIATION f0.0N THIS DESIGN; ANY FAll00.E TD IN CONFORMANCE WITH TP 1: OR FABRICATING. HANDLING. SHIPPING. IISTAlll16 AND • C 0 BC LL 0.0 PSF CA -ENG TSB/GWH _ W ALP -I NE BUIlO THE iRUSd[f IPICIFICATIOHUPUBLISHEDTITSTHESAMERICAN fORES7 AND PAP. ASSOCIATION)IGN IONFO NS WITH APPLICABLE SAND TPI,OF M INALPINE ATIORAL DESIGN CONNECTORS To eP 07 2000 it TOT.LD. 33.0 PSF SEQN - 45332 ' Cl] ' CONIICToil ARE MADE Of TOGA ASTM A653 GAND GALV. STEEL, EICEPT AS NOTED. APPLY EACH FAC[ OF TRUSS. AID OtIESS OTH[0.WISE LOCATED ON TNLS DESIGN. POSITION CONNECTORS PER D0.AYI NGS 160 A•I. TME SEAL OH THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIORAL ENGINEERING THE SUITABILITY AND USE Of THIS ,p CMS �/` .OUR, FAC. 1.25 FROM KD Aipina Enginea'Bd pjOdOCb, IESPDOSIBILITY SOLELY FOt TRE TRUSS CON DESIGN SHOWN. COMPONENT FOB ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUll0IN6 OESI6tEfl. PER CAU SPACING 24. 0 " Sacrim islo,CA95829 ANSIFTPI 1.1995 SECTION t. (CASWE02-CASWELL / IST STORY -03 PIGGY BASE) TOP CHORD 20 DF -L #1 BOT CHORD 2x4 DF -L 41 CAO WEBS 20 DF -L Standard Tz:.ATES DESIGNED FOR GREEN LUMBER PER NDS197 TABLE 7.3.3. IA9DITIONAL LOADS PER TRUSS FABRICATOR Lr'>c - From . 6 PLF at 12.00 to 6 PLF at 18.00 cNJ o PRINKLE ADS PER TRUSS FABRICATOR zlC. 75 LB Cone. Load at 2.00, 12.00, 22.00 ` THIS_TRUSS DESIGNED FOR SPRINKLER LOADS WITH=DEAD=WEIGHT APPLIED TO MEMBERS) WHERE INDICATED. AT EACH LOCATION OF SPRINKLER SUPPORT, LOAD HAS BEEN INCREASED FOR AN ADDITIONAL 250# AS REQUIRED BY UBC -94, TABLE 16=8''CATEGORY-13.x, WU4 0 10 r, V A D w w K"7 W1.5X4 UI c5 W4X4(A2) m z w THIS'DWG PREPARED FROM COMPUTER INPUT (LOADS 8 DIMENSIONS) SUBHITTED @Y TRUSS MFR. ' (A) CONTINUOUS LATERAL BRACING'EQUALLY,SPACED ON MEMBER, DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 10-PSF BC LIVE LOAD PER UBC. IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: TO BRACE FLAT TC @ 24.00" OC, BC @ 72.00' OC. W3X4.0 W7X6(R)'* W3X6 ll�l- �� 10 W3X4 Ga. W2.5X4 Ea z 11.0-0 ¢ I 12-0-7 I_ 6-1 24-0-0 Over 2 Supports- R -1215.W=3.5" PLT 7YP. Wave TP11*9 I-T.%M—lLRERDesi n Criteria: TPI STD C� RUSSES REQUIRE EXME CARE IN FABRICATION. NANOLING. SHIPPiN6. 1NSTALLl— ARO OING. lEftR TO N10.91 (NAMDI N6 1MSTAlLt16 ANO ORACIN6). PUBIIStlEO BT TPI (TRUSS PLATEILTIITE. SBDD'OIOfNIO OR.. GUITE 200, MADISON. Y/ 33719), 100. SAfETY PAACTICES PRIOR TON fppMIN6 TMES[ FURCTIORS. UNLESS OT tl:RYISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS. BOTTOM CHORD SHALL NAVE A PROPERLY ATTACHED RIGID CEILING. ••IMPDRTAYT•' FUNNISR A COPY OF THIS DESIGN TO THEVI CONTRACTOR. ALPINE EN6IREETO 0 PR UCTS. INC. SHALL ROT BE RESPONSIBLE DESIGN ANY DEVIATION FROM THIS DESIGN; ANY fAllORt TO P-. BU IID THE TRUSSES IN CONFORMANCE WITH TPI; 0R FABRICATING. HANDLING. SHIPPING, INSTALLING AND -�+Jy w ALPINE BRACIYG OF TRUSSES. THIS DESIGN CONFORMS MIT" APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN * SC c/] fPECIfICA1lON PUBLISHED By TA[ AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. Al/INE CONNECTORS ANE MADE Of 20GA ASTM A6S3 SR40 QALY. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS. AND UILE3S OTHERWISE LOCATED 01 THIS DESIGN. POSITION CONNECTORS PER ,,Cl�� a RAVINGS 160 A•1. THE SEAL OR THIS DRAVIHG INDICATES ACCEPTANCE OF PROFESSIONAL ENGIR[ERIIS % a RESPOIABILIfY SOLELY F00. THE TNUSS COMPONENT DESIGN SHOWN. THE SUITABIL17Y AND USE OF THIS I %jSpIDC y�..+•+�� 9 COMPDNCMY FOR ANY PARTICULAR. BUILDING 13 THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI ITPI 1.1995 SECTION 1. )w.� 07 2000 W1.5X4 UI 5-4-13. -0-0 W2.5X4(R) M i I Y. 5-9-14 J J11LOM DEPARW R-1143 APPROVE CAI -/I/ -/E/-/- Scale TC LL 16.0 PSF REF R427--22465 TC DL 10.0 PSF DATE 09/07/00 BC DL 7.0 PSF' DRW CAUSR427 00251011 BC LL 0.0 PSF CA -ENG TSB/GWH TOT.LD. •33.0 PSF. SEAN - 45339 DUR.FAC. 1.25 FROM KD SPACING 24.0° (r,ASWE02-CASWELL / 1ST STORY -184 PIGGY BASE) TOP CHORD 2x4 OF -L #1 :Tl 2x4 DF -L #1&8et.: BOT CHORD 20 DF -L #1 _ WEBS 20 DF -L Standard ,;.ATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE .7.3.3. IADDITIONAL LOADS PER TRUSS FABRICATOR Lc : - From 6 PLF at 12.00 to 6 PLF at 18.00 N C5 PRINKLER LOADS PER TRUSS FABRICATOR z,C 75 LB Cone. Load at 2.00, 12.00..22.00, 28.00 THIS TRUSS DESIGNED FOR SPRINKLER LOADS WITH DEAD WEIGHT APPLIED TO MEMBER(S) WHERE INDICATED. AT EACH LOCATION OF SPRINKLER SUPPORT, LOAD HAS BEEN INCREASED FOR AN ADDITIONAL" 250# AS REQUIRED BY UBC -94, TABLE 16-B CATEGORY 13. W3X4 0 Tl " W3X40' F 10 (' (A) V 44/ .A . A O , a A W a W W THIS ONG PREPARED FROM COMPUTER' INPUT (LOADS•& DIMEHSSONS).SUBMIITED BY TRUSS MFR. (A) CONTINUOUS LATERAL BRACING EQUALLY -SPACED-ON MEMULR. 1. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 1D PSF BC LIVE LOAD PER UBC. , IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: TO BRACE ALL TC 0 24.00' OC, BC 0 72.00' OC. W7X6 (R) W3X40 - 10 z W1.5X4 to W3X8 a W3X4 to c5 z W5X4 (A2) W2.5X4 0 LI W1.SX4 of Y W5X4(A2) w w .__. 10-,0 ¢ 7 ) 6-1-11 I 11-9-14 —) ( 12 0 J $L - U LpE� 30-0-0 Over 2 Support -iF*VED W-3.5' cnR-1456 R-1435 W-3.5' Apt __. Desi n Criteria: TPI STD CA - 1 - E - - Scale —.1875"/Ft. PLT TYP. Wave TPI -95 R ••YARNING'• TRUSSES REQUIRE EXTREME CME ]N FABRICATION.- MAtlOLINO, SBIPPIR6, INSTALLING ANO PIAT! Q� w ti TC LL 16.0 PSF REF R427--22466 p O BRACING. REFER TO HIG•01 (NA1DL116 INSTALLING AND BRACING), PUBLISHED BT 7P1 (TRUSS $BS D'ONOFRIO OR.. SUITE L00. MADISON, YI 6....I. EOR SAFETY PRACTICES PRIOR to - - T C DL 1 0 . 0 PSF DATE 09107/00 p n. IRST1TtlTE. PEA F01NI16 THESE FUNCTIONS. 91L[SS OTMERIISE INDICATED, TOP CHORD SHALL NATE PROfERIT ATTACHED NOTTON CHOIR SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. Q� TTT BC DL 7.0 PSF DRW CAUSR427 00251012 L� STRUCTURAL PANELS. STRUCTURALPA FUR NI SN A COPY OF THIS DESIGN TO TIE INSTALLATION CONTRACTOR. ALPINE ENGINEERED •• IRODUCTS, INC. SHALL NOT BE RESPONSIBLE f6a AMY DFT IAT IDR FROM THIS DESIGN; ART FA T INSTALLING A B C L L O 0 PSF CA -ENG TSB / GW H F1. BOILD THE TRUSSES 11 CONFORMANCE WITH TPI: 02 FABRICATING. OANDLItl6, SNIPPING, BRA Of TRUSSES. TDI$ DESIGN CONFORMS VITO APPLICABLE PROVISIONS Of NOS (NATIONAL OE51 FOREST AND PAPER ASSOCIATION) AND TPI. AIPINE . Se O7 2000 P TOT. LD. . 33.0 PSF _ SEAN - � 45345 W c.n ALPINE SPECTf ICAT1OR PUBLISHED BY THE AM.CAN "IC CONNECTORS ARE MADE OF FOGA ASTM A6S3 GRAB DALY. STEEL, ESCEP7 AS BOTEO. APPLY CONNECTORS TO [ACM FACE OF TRUSS, ANO UNLESS OTMERNISE LOCATED OH THIS DESIGN. POSITION CONNECTORS P[0. 01 THIS CRANING INDICATES ACCEPTANCE OF PROFESSIONAL CNGINEERIB6 * .A �� p %' q7� D UR . FAC . 1.25 FROM K D I CRAVINGS 160 A•1. THE SEAL 0.ISPONSIB IL ITT FOR THE TRUSS CONPDBEIT 0LSI6R SH INTHI SUITABILITY AND USE OF TRIS PER �CAlli SPACING 24.0' . . AIP10C ��ed Product% 1w• AS COMP ONE N7 FOR ANC PARTICULAR BUILDING IS THE RESPONSIBILITY OF TIE BOILDINB DESIGNER. ,f�BmCDID, CA 95829 ANSI/T►1 1.1995 SECTION E.' - (CASWEOZ-CASWELL / IST STORY - [DGE) 85) TOP CHORD 2x6 DF -L #2 :71; T5 2x4 OF -L #1: BOT CHORD 2x6 DF -L #2 o WEBS 20 DF -L Standard _t Wedge 2x4 DF -L Standard::Rt Wedge 20 DF -L Standard: (PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. M N OSTON HIP SUPPORTS 4-0-0 JACKS WITH NO WEBS. -PC SUPPORTS 12' OUTLOOKERS. GABLE FACE MATERIAL: 10 PSF MAX. 0 z W3X8 2 V`AAdAwIzcxx7 t Tl W3X6 010=r W3X8 W4 • W5X4(C3) w W4X6(C3) w z o. 0 0 O 0 N X— ct: w C/] W3X8 1k4 ". m W2.5 X4 - THIS OUG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. SEE DWG GBLLETIN0699 FOR MORE REQUIREMENTS. IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: TO BRACE TC 0 24.00' OC, BC 0 72.00' OC. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. T..SPRINKLER"LOADS PER TRUSS FABRICATOR TC - 75 LB ConC. Load at 2.00, 12,00 22.00, 28.00 THIS TRUSS DESIGNED FOR SPRINKLER LOADS WITH DEAD WEIGHT,.-__ APPLIED TO,MEMBER(S)`WHERE INDICATED. AT EACH LOCATION OF SPRINKLER SUPPORT, LOAD HAS BEEN INCREASED FOR AN -ADDITIONAL ' 250# AS REQUIRED BY UBC -94, TABLE 16-B CATEGORY 3; W5X4(C3) - W4X6(C3) 10- 1-0-D I 12-0-0 L 13-8-11 I 4-3-5 J J 30-0-0 Over 2 Supports I R-2531 W-3.5" R-2552 W-3.5' Note: All Plates Are W1.5X4 Except As Shown. Desi n Criteria• TPI STC PLT TYP. Wave TPI -95 R ••YARBIR6•• TRUSSES REQUIRE EXTREME CARE 11 PANN]CATION. HANDLING. SRIPPISA, iNSTAl 1116 AND BRACING. REFER TO R1.•91 (HANDLING KG IA STALLING A1D BRACING). PUBl151ED BT .TPI (TRUSS PLATED INSTITUTE. I. D'OA0f0.10 OR.. SUITE 500. MADISON, WI $3719), f0A tAfETY PRACTICES PRIOR TO PERFO0.NIt6 THESE FUNCTIONS. UNLESS OiXFAS ISE INDICATED, TOP CHORD ]BAIL HAVE PROPERTY ATTACKED STRUCTURAL PANELS. HUTTON CHORD SHALL R►IE A PROPERLY ATTACHED RIGID CEILING. -IMPORTANT** tORN.GM A COPY Of TNI. DESIGN TO THE, [NSTALIATIOS CONTRACTOR. ALPINE ENCIREEREO PROOtlt13, INC. SMALL NOT BE R[SP0ISIBLE FOR AII1' OEfAiION CHUM TNS] OE SIGN: AAT FAIL i0 BUILD TSE TtYstES IN COSFORHAACE NSTH TP1: OR FABRICATIR6, HANDLING. SNIPPING, ItSTALLIN6 AN ALPINE BRACING OF TRUSSES. TNS] D[516N CDRFORNS NITM APPLICABLE PROVISIONS OF IDSIII (1ALPINE OESIG - SPECIE ICATSOR PUBLISHED BY THE AMERICAN FOREST AND PAPER AStOC1AT10N) AND TP1. ALPINE CONNECTORS ARE MADE OF 20GA ASTX A553 GR40 GALY. STEEL, EXCEPT AS NOTED., APPLY CORRECTORS TO EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED 01 THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A•I. TRY Sf4l ON THIS CRANING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELT FOR THE TRUSS COMPONENT 015102 SHOWN' THE SOITABIL I TT AND USE Of THIS Alpale EltgiaoLyed �. COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUIlDI1G DESIGNER. PER $BQBmIt'A(O, CA 82B A151/TPI 1 -1995 -SECTION 2. T 3-9I-12 8-0-0 W. TC LL 16.0 PSF TC DL 10.0 PSF 06 BC DL 7.0 PSF BC LL 0.0 PSF p 07 2000 * TOT.LD. 33.0 PSF CMl- P DUR,FAC. 1,25 1r= SPACING 24.0' Scale -.1875' EL REF 'R427--22467 DATE 09/07/00 DRW CAUSR427 00251013 CA -ENG TSB/GWH SEAN - 45347 FROM KD KASWE02'CASWELL / 1ST STORY - H1 HAT) THIS DHG PREPARED FROM COMPUTER INPUT (LOADS A DIMENSIONS) SUBMITTED BY TRUSS MFR. ; TOP CHORD 2x4 OF-L #1 OT CHORD 2x4 'DF-L #1 t IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINSr� TO BRACE TC ® 24.00" OC, BC @ 72.00. OC. o WEBS 2x4 DF-L Standard � ` .--,LAT ES DESIGNED FOR GREEN LUMBER PER NDS 91 TABLE 7.3.3. DEFLECTION MEETS•L/240.00.LIVE AND L/180.00 TOTAL L 1zOAD. : IFOR PIGGYBACK DETAILS REFER TO DRAWING'PIGBACKA0699 y - - 0 W4X4 m Ha h7 10, 30 Val Li w-O_D. z W1.5X4 II 1 z W2X4 (B1) E� W2X4 (B1) z 0-2-4 0-2-4 2-9-12 I 2-9-12 I • .. 4�kj &COUT Ix -7-8 Over 2 Supports: R-195 ,W-3.5' i�)RAJI.2DNI DEPARTMISa v,.. a R-195 W-3.5' ` `"). PLT TYP. Wave TPI-95 R ` Desi n Criteria: TPI STD 19 CA- p ••YARNING-• T0.USSE7 REQUIRE EXTREME CARE IN FADRICATION, NADOUN6. StlIPP[N8, INSTAII[N6 ADD - Scale �, 375' Ft. o GRACING. .RLFER$03 TO NIB•91 (HANDLING..SUTE 200. INSTALLING AND BRACING) POBLISMED Or TPI (TRUSS PLATE+ E .TC LL . 16.0 PSF REF R427--22045 p IESTO"11, SDS O-DIOTRIO dl.. ESS OTHERWISE HERW MADTSOtl, WI 63]19), FOR SAFETY PRACTICES PRIOR TO - N - STRUCTURAL MIEISjUDOTTOMSCHORD ESMALL tltlA/ESA PROPER LTO ATTACKED RIGID CEILING,VE P0.0►EAL1 ATTACKED TC DL 10.0 PSF- "P DATE 06/07/00 L •BUILD TSANI US SNALLIROTSO ABEMAKE WITH T I; FOX OR COPY Of THIS NY DEVTO THE IATION FROM THIS LATION DES GN; ANYNEFAILONEETo ,DD � BC DL � 7.0 PSF DRW CAUSR42T00159032 A L P I N E GRACING TAE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, DANDLING, SHIPPING, INSTALLING AND VAN BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF RDS (NATIONAL DESIGN SPEC IFICA7I01 ►BILISNID BY TME AMERICAN FOIST AND PAPER ASSOCIATION) AND TPI. ALPINE BC LL O.0 PSF ` CA-ENG AEB/CWC CONNECTORS ARE MADE OF 206A ASTM A660 0440 &ALN. STEEL, EXCEPT AS NDTEA APPLY LPINECFOES TO EACN FAC! Of TIOSS, AND UNLESS OTHERWISE LOCATED ON ]NIS DESI61, POSITION CONNECTORS PER - TOT. LD. 33.0 PSF SEQN 30535 A1�pimq9Ue=qmdPrp&sm I= OIIAf11NG5 160 A•2. THE SEAL ON THIS DRAWING INDICATES ACOE►TAMCE OF PROFESSIONAL ENGINEERING 4 COMP ONENTI►OI,Alr PARTLITY SOLELY ICULAR BUILDING IS THE, RESPONSIBILITY OF TIE BUILDINTHE TRUSS COMPONENT DESIGN SHOWN. THE G DIS161[ITY AND SFPE! THIS �.Ns OUR. FAC. 1.25 FROM- SECTION SUCI&Amb, CA 9M8 AtlS1/T►I 1.1995. StCT101 t. iN� - ' SPACING 24.00 12 -� 4 or greater Bottom chord diagonal bracing repeated at each end of the building and at same spacing as top chord diagonal bracing. I� II WERM EMBPLANE' DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir "- All lateral braces lapped at least 2 trusses. BOTTOM CHORD PLANE WARNING: Failure to follow these recommendations could result in severe personal injury or damage to trusses or buildings. A .� _`-��_ v�Cross bracing repeatedat each en&of the �,_� �1 �►�.��building and at 20' — !0 Permanent 111'1!0_ 1'o. s continuous �, lateral bracing °•O as specified by the truss engineering. =45° Frame 4 ; o Top chords that are laterally braced can buckle togetherand cause collapse itthere is no diago- 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. 12 4 or greater =45° Over 32' - 48' 4/12 6' 10 7 11 Over 48'- 60' 4/12 5' 6 1 4 11 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< �eg5 92 / WARNING: Failure to follow these recommendations could result in severe personal injury or damage to trusses or buildings. A Up to 28' 1 2.5 1 7' 1 17 1 12 Over 28' - 42' 3.0 1 6' 1 9 1 6 Over 42'- 60' 3.0 1 5' 1 5 1 3 Over 60' See a registered professional engineer DF -Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir Continuous ToPe Chord Lateral BracAll lateral braces Requiredlapped at least 2 trusses. 10° or GAttachmen Required \SS / =450 Frame 3 12 sr— ie o 4' ao0� cry Top chords that are laterally braced can buckle . togetherandcause collapse ifthere isnodiago- nal bracing. Diagonal bracing should be nailed X11, to the underside of the top chord when purlins are attached to the topside of the top chord. AWARNING: Do not attach cables, chains, or u WARNING: Do not lift single trusses with spans, hooks to the web members. A greater than 30' by the peak. MECHANICAL 60, , or less or less INSTALLATION Tag Approximately Approximately Tag Llne '/=truss length '/:truss length Line Truss spans less than 30'. Lifting devices should be connected to the truss top chord with a closed-loop Strongback/ attachment utilizing materials such as Spreader Bar SpreaderBar slings, chains; cables, nylon strapping, "Toe In etc. of sufficient, strength to carry the Toe Inweight of the truss. Each truss should be set in proper position per thebuilding designer's framing plan and held with n Typical horizontal tie member with multiple stakes (HT) Frame 2 Approximately Atrusses the lifting device until the ends of the A Approximately i '/z to i'i truss len th Trusses, DSB-89, and in some cases determine that a wider spacing is possible. truss are securely fastened and tempo- 7/3 to 3/4 truss length . Less than or equal to 60' rary bracing is installed. Greater than 60' Tag ° ' Line Tag Line 4 Strongback/ Spreader Bar SpreaderBar t0' 10' Toe In Toe In At or above mid -height o Approximately Approximately I 1/3 to'/3 truss len th 3 i5 to /,truss length Tag Tag Less than or equal to 60' Line Lie Greater than 60' n Typical horizontal tie member with multiple stakes (HT) Frame 2 CAUTION: Temporary bracing shown in this summary sheet is adequate for the Installation of 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 A 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. n Typical horizontal tie member with multiple stakes (HT) Frame 2 . . . . . ... . . . . . .. ... Continuous CHORD ,TRUSS; � TOP CHORD '"� Lateral Bracl TOP' CHORD DIAGONAL BRACE' MINIMUM iLATERAL BRACE SPACING (DBs)il'' SPAN DEPTH S,Bs"#trusses 10" nal bracing. Diagonal bracing should be nailed SP/DF F.: U to 32' up 30 8' 16 10 Over 32'- 48' 42" 6' 6 4 Over 48'- 60' 48" 1 5' 4 2 Over 60' 1 See a registered professional engineer DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir 0 L The end diagonal brace for cantilevered trusses must be placed on vertical webs in line with the support. 2x4/2x6 PARALLEL ; Continuous CHORD ,TRUSS; � Top Chord .. Lateral Bracl Required Top chords that are laterally braced can buckle togetherand cause collapse if there 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 lop chord. All laterals braces lapped / at least two trusses. End diagonals are- sMtial for stability and must be duplicates both ends of the truss system. =450 Attachmer Required f0 20YA& ".1 SPp� IP 2' AWARNING: Failure to follow these recommendations could result in severe personal injury or damage to trusses or buildings. ecce. ct/ 9 30" or greater End diagonals are essential for stability and must be dupl�Mte� both ends of the truss system Frame 5 Required WON 0 This safety alert symbol is used to attract your attention) PERSONAL SAFETY ISINVOLVEDI When you see this symbol - BECOME ALERT - HEED ITS MESSAGE. ACAUTION: A CAUTION identifies safe operating 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 responsibilitvofthe installer!builder. building contractorlicensedcontractor. erector or erection contractor to properly receive, unload, store, handle, install and brace metal plate connected wood trusses to protect life and nrooertv. 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 DANGER: A DANGER designates a condition Awhere failure to follow Instructions or heed wam- ing will most likely result in serious personal injury or death or damage to structures. AWARNING: A WARN14G describes a condition where failure to follow instructions could result in severe personal injury or damage to structures. LL TRUSS°PLATE INSTITUTE 583 D'Onofrio Dr.. Suite 200 Madison, Wisconsin 53719 (608) 833-5`300 truss industry, but must, due to the nature of responsibilities involved, be presented as a guide for the use of a qualified building designer or installer. Thus, the Truss Plate Institute, Inc. expressly disc aims 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 © by Truss Plate Institute, Inc. All rights reserved. This document or any part thereof must not be reproduced in any fom without written permission of the based upon the collective experience of leading technical personnel in the wood publisher. Printed in the United States of America. CAUTION: The builder, building contractor, licensed contractor, erector orerection contractor is advised Ato obtain and read the entire booklet "Commentary and Recommendations for Handling, Installing S Bracing Metal Plate Connected Wood Trusses, HIB - 91" from the Truss Plate Institute. CAUTION: All temporary bracing should be no less than 2x4 grade market] 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. �., f,TrRUSS STORAGE" CAUTION: Trusses should not be unloaded on rough terrain or un- even surfaces which could cause damage to the truss. ACAUTION: Trusses stored horizontally should be supported on blocking to prevent excessive lateral bending and lessen moisture gain. A WARNING: Do not break banding until installation begins. Care should be exercised in banding re- Jto avoid shifting of individual trusses. A WARNING: Do not lift bundled trusses by the Jbands. Do not use damaged trusses. JA CAUTION: Trusses stored vertically should be braced to prevent toppl ng or tipping. ADANGER: Do not store bundles upright unless properly braced. Do not break bands until bundles are placed in a stable horizontal position. A DANGER: Walking on trusses which are lying flat is extremely dangerous and should be strictly Jprohibited. Frame 1 nr - nem-rir srr - spruce-rine-rtr `.) R0'2y@Q 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 topside of the top chord. PLUMB t I Truss Depth D(in) 2��esS -45° 12 ' 13 or e greater � a All lateral braces lapped at least 2 trusses. Continuous Ton Chord Lateral Brace Required 10° or Gr( Attachml Requirec 0 WARNING: Failure to follow these recommendations could result In severe personal injury or damage to trusses or buildings. A II Lesser of D/50 or 2" Maximum �- Plumb Misplacement Line 12" 1/4" 1 1' TOP f.HORD 1 2" 2' TOP ;CHORD; DIAGONAL!BRACE 3' MINIMUM LATERAL BRACE ACING (DBS) ! SPii SPAN PITCH SPACING(LBS) [# trusses] 1-1/2" 6' 84" 1 SP' DF SPF HF ..d Up to 24' 3/12 8' 17 12 Over 24' - 42' 1 3/12 7' 10 6 Over 42' - 54' 3/12 6' 6 4 Over 54' See a re istered professional engineer nr - nem-rir srr - spruce-rine-rtr `.) R0'2y@Q 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 topside of the top chord. PLUMB t I Truss Depth D(in) 2��esS -45° 12 ' 13 or e greater � a All lateral braces lapped at least 2 trusses. Continuous Ton Chord Lateral Brace Required 10° or Gr( Attachml Requirec 0 WARNING: Failure to follow these recommendations could result In severe personal injury or damage to trusses or buildings. A II Lesser of D/50 or 2" Maximum �- Plumb Misplacement Line 12" 1/4" 1 1' 24" 1 2" 2' 36" 3/4" 3' 48" 11. 4' 60" 1-1/4" 5' 72" 1-1/2" 6' 84" 1 1-3/411 7' 96" 1 2" 1 8' 108" 1 2" 1 9' 1 T ±'/4" L(in) L(In) U200 L(ft) 50" 1/4" 4.2' 100" 1/2" 8.3' 150" 3/4" 12.5' L(in) Lesser of U200 or 2" L(inj U200 L(ft) .; 200" 1" 116.7- 250" 1-1/4" 20.8' 300" 1-1/2" 25.0' 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 6� LONGFELLOW LUMBER -CO..INC. ■ Q ualitY g Truss Desi n ■ Roof & Floor S stems (800) , 678-01y12 (530) 893-0112 • FAX (530) 893-0140. 89 Loren Avenue Chico, CA95928-7434 �_ Customer: i }' EFF �iQS w EL L Job No: �As AJ Lo cR E' Address: ,3rrc ' VA'u- y , AP#: Alpine Engineered Products, Inc. Christian W. Chappell 8351 Rovana Circle Sacramento, CA 95828-2522 (916) 387-0116 Timber Products Inspection, Inc. P.O. Box 20455 Portland, OR 97220 (503) 254-0204 LONGFELLOW LUMBER CO. INC. Quality Truss Design - Roof & Floor Systems (800) 678-0112 (530) 893-0112 - FAX (530) 893-0140 _ 89 Loren Avenue Chico, CA 95928-7434 ������III III 111JJJ111 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. ❑ 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 sequences and end -for -end orientation are correct. CLB WEB BRAC. SUBSTITUTION THIS DETAIL IS TO BE USED -WHEN CONTINUOUS LATERAL BRACING (CLB) IS SPECIFIED ON AN ALPINE TRUSS DESIGN BUT AN ALTERNATIVE WEB BRACING METHOD IS DESIRED. NOTES::. . THIS DETAIL IS ONLY APPLICABLE FOR CHANGING THE SPECIFIED CLB SHOWN ON SINGLE PLY SEALED DESICNS,TO T—BRACING OR SCAB BRACING. ALTERNATIVE BRACING SPECIFIED IN CHART BELOW MAY BE -CONSERVATIVE. FOR MINIMUM ALTERNATIVE BRACING, RE—RUN DESIGN WITH APPROPRIATE BRACING. .WEB MEMBER SPECIFIED CLD -ALTERNATIVE BRACING ` SIZE BRACING TOR .L—BRACE SCAR DRACE 2X3 OR 2X4 I ROW 2X4 1-2X4 2X3 OR 2X4 2 ROWS 2X8 2-2X4 2X6 1 ROW 2X4 1-2X6 . 2X8 2 ROWS 2X8 2-2X4(*) 2X8 1 ROW 2X8 1-2X8 2X6 2 ROWS 2X8 2-2X6(*) T—BRACE, L—BRACE AND SCAB BRACE TO BE,SAME SPECIES AND GRADE OR BETTER THAN WEB MEMBER UNLESS SPECIFIED OTHERWISE ON ENGINEER'S SEALED DESIGN. (*) CENTER SCAB ON WIDE FACE OF WED. APPLY (1) SCAB TO EACH FACE OF WEB. PLATE INSTITUTE, 503 D'ONOFRIO DR., SUITE 200, M. PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS I PRfIP[RLY ATTACHED STRUCTURAL PANELS AND BOTT CCILING. --IMPORTANT-- FURNISH A COPY OF Tm ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE DESIGNI ANY FAILURE TO BUILD THE TRUSSES IN CC HANDLING, SHIPPING, INSTALLING AND BRACING OF T PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATII PAPER ASSOCIATION) AND TPI. ALPINE CONNCCTORS EXCEPT AS NOTED. APPLY CONNECTORS 10 EACH F/ 11115 DESIGN, POSITION CONNECTORS PER DRAWINGS ACCEPTANCE OF PROFESSIONAL ENGINEERING RCSPON DESIGN SIIOWN. INC SIIITADILITY AND USE OF THIS IS THE RESPONSIBILITY LIF HIF DUI) niNG Drsinpirg T—BRACE OR L—BRACE SCAB BRACING: APPLY SCAB(S) TO WIDE FACE. OF'WEB. NO - MORE THAN (1) SCAB PER FACE. ATTACH WITH 10d NAILS AT V O.C. SCAB. BRACE" IS A MINIMUM 80% OF WEB MEMBER LENGTH 719) FOR SAFETY PRACTICES ICATED, TOP CIIORO SMALL HAVE L HAVE A PROPERLY ATTACIIED RIGI TIC INSTALLATION CONTRACTOR. OR ANY DEVIATION FROH THIS III TP4 OR FABRICATING, IGN CONFORMS WITH APPLICABLE BY THE AMERICAN FOREST AND !0GA ASTM A653 GR40 GALV. STEEL AND. UNLESS OTIICRVISE LOCATCO ON SEAL ON THIS DRAWING INDICATES LY FOR TNC TRUSc COHPONCNT. 3R ANY PARTICI' 9UILDING 1-1995 SCCTIf QtOFt5810*7MIS DRAWING REPLACES DRAWING 579,640 FO�u FV.. LL PSF REF CLB SUBST. DL PSF DATE 06/25/99 No.0 5 DL PSF DRWG BRCLBSUB0699 LL PSF —ENG 'MLH KAR CIV1�. PSF . O\P OF C pllf DUR.FAC. SPACING !nUSS ORACIUG/RIOCKIIn; 1111AIt 1111S UNG rn[PAn[n rRUR CUIIPUmt IIIPUt imnt l tllru"tlnut. ........... 11tliGS INIACIIJU/I11.00KIM VE -FAIL ' (AT MA11111r) IME 1 1111 1143 DESIGNED 10 OrhILIZE ItHISSES, AIA) IIAS NOT GIUEEII IICSIED 10 neS15_j I.ATEjiAL SIIEA11 LOADS. (A) 2X4 Il IIEII-Fill 011 IIETIEII C014111MOt1S LAIMIAL UIIACIIA 10 nE EQUALLY SPALED. AIIACII NIM (2)•164 IIAILS. DIIAC114U HATERIAL 10 M SUPPLIED AIA MIM10- AT 00111 EMS 10 A SUITABLE SUPPOnT nY ERECTIO11 C011TIIACIOR. , IA I to Immir OF tmes lillPPOl1T. �l. SECTION 8-8 1 , TRUSS (D) 2X4 II.F..13 O.C. ATTACII On DET1En IAOOR7 L BRACE. APPLY III PA11IS AT 16-0-0 (T) - TRUSSES . 10 EACII OVEIILAPPIIp TRUSS US11q (2)-164 11A:ILS AS SIIowli. BRACE HAY BE LOCAIEU 011 EI71IEn FACE OF VEI)TICAL. (Ir) 6IIEA7111N0 APPLIED 10 IOP COMM. (L) LOADS AS IMICAIED ON TRUSS DESIGII..' (FI) IF TRUSS IIEIGIIr AT SUPPORT IS 10.011 011 LESS, DIAGOIIALS 1101 REQUIRED. 9 ■ APPROX. 45' (BB) BLOCKING TO 0011014 arra OVEn SUPPORT, II.N 17 On BETTER 2X SIZE OF BOTIC14 C110110. PLT TTP. Nave TPI -95 Resign Criteria: TPI -95 STD 10.20- Q ••r$4A Aa•- 11 1 ler @1114011[ 2 ,A c ea. u21Ci#t, a i►Ti[ lililiTiiTo (�• p ;` 1411111@. 11►IA L .II•►1 lnt.IL@ L/1111 n. A.11.4n@,. /.[ILMI. @r 1►1 1111#11 /IA1t OfLSS10 1@111..1.. ,11 1 1Aerfe 101.. ,.114 n.. "111111@..1 111111.104 MISS, ►lacLc11 1@112 1. 0, try rune"ut nut Tc LL nEf n4z� �.t nAcrlotl. r1lLl 14141#41( IAe1tAL@. 10► (1021 ,MAII Out ►AMAIT ALAt.f1 �r.0 / C . Q 112#tnsll ►411(1. (111.4 [10U ,1A11 MAII A /10►Lll 1IIA(1t1 Alol1 (11111@. TC UL OAIE •1/12/94 �I ALPINE, ••In/nIAAI•• (#41114 a tot or tri/ 1111(1 "S IMI 14110141144 1.41"(114. AM 1 (10141111• o too" CIS. I#t, nut fol of wr41Lut loo Air 11#IAl1os non 1111 11110@1 ur 'No Irl11 nc OL ( L ) to 111 1171111 L 1.4101"4111 x111 1x11 SA IUUulht. until@. 411#11@@. nI11llAlle@ 111 Int ho o► 1111,11. 1111 11112@ colics", 11110 AIII1(AL( • k LL c( n/lltlol, of n, pAllolAl @Ute@ ,►IIIrItAtlot /.Illi#l1 of lot A"121(Ao /041,1 Am n►/A AllocLllea, A11 IFI. At►111. n41f111n 041 pilot of Sett All"All) cell till. ,1111, lo(Irl 67QyA1 * ! 101.114. ORN 3,048,6]4 U f=1 (=1 n At @@111. Atilt cnattleil le . IACD nit of 04#11. 104 Same /1aLrltl fe011e 111 141 111114, ►olltlol toMeltloll ►1@ ,J',, �I�f� I-1 .41en11 1f.. 11.111. If. A.I. aA loel4L•I $JAI �q DI1n.TAC• CA -0111 14 fell Mello A/►lits tole le IMI e111n ��for C��� . 111 1.1 LH Q!!!1 AI!1_!n _Som ILA1111e V►o„! ►of eo!Atl / CNC lAt. . - _ _ srAclnr/ 511 Anov[ CA]..I.I'C).L�'N 1A 1-J:1J.�' J:'J�1�'1VTA1 PERMANL.N'I' LIRACINC; START OI' TOP CIIOI?D FLAT TOP CHORD,PLIRI,INS. ST'AR'T' OF 'POP (1101111. EXTENSIONS. (SLOPING ('T'YPICAL (CONTINUOUS) •EX'T'ENSIONS. (SLOPING -- TO1' ��1�)'1-0 FLAT) - DRACED DAY * 5L'I' DACIC A N'11 J3 RACIN C:DE'I'AJ.L C:RIPPL.L Sl.11''f'(.1NT LAYOUT SL'I'LIAC:IC U SETBACK _I- , COMMON TRUSSES CALIFORNIA IIIP SYSTEM TRUSSES #1111p �`. ROOI, t4 SIILA'I'IIINC. 'PI'T'CHED AND SIIEATIIED P-ERMANEN'T' DIAGONALS FORM BRACED DAY. REPEAT AT ALI, HIP ENDS, MAXIMUM B ,L. CIIORU ARLA. INTERVAL EQUALS 20'. ((NO'T'E: TIIE IST DAY OF PERMANENT DIAGONALS FORMING o -CRIPPLE (C), SUPPORT LOCATIONS. SUPPOR'T'S EX'T'ENDED MEMBERS '1'0 FLAT TOP. BRACED -BAY AT 1.110 p1 HIP CAN BE EXCLUDED WHEN -ALL OF THE VOLLOWINU CHORD (4' O.C. CRIPPLE SPACING SHOWN.) CONNECT CRIPPLE 1'0 FLAT TOP CHORD CONDI'T'IONS ARE1 MF:1': I) TIIFI CON'I'INUOVS TOP CHORD PURLINS ARE ATTACHED '1'O AND EXPENDED TOP. CHORD, USING 3 - Od COMMON TOE NAILS OR 2 - IOd THE LAT TOP C:IIOIID OF TIIE I IIIP. 2) THE: END JACKS ARE SHEATHED WITH COMMON NAZIS 'TOP. CHO FACE.. PROPERLY ATTACHED STRUC'T UAL PANELS.) ' SECTION A—A SEC'T'ION 8-0 1`1f1Ll1 APPLIED OR BUILT' -IN CRIPPLES ~- CRIPPLE - �-- IN PLANE - B JII:P-IN CRIPPLES OR OF TRUSSES FIELD CRIPPLE SPACING CRIPPLE REFER TO ORIGINAL DRAWING SPACING I COMMON ICOR CRIPPLE SPACING. �j �% CHORD L)LNSION 1 , ro 1 (D) ACK--j/r // 1 y2 #3 y4 5 /JO (B)I (B) (U) (B) (D) (B) (D) (U)� yl THP GIRDER SE1E1AC1(� SEE CA-IIIP ENCINEERINC • v(D) (CONPURLIT NLIUIIS 2X4SPACED ) 4•:O.C.,'I'YP. (C) CRIPPLES SPACED 48" O.C. '17P. (D) BUILT' -IN FILL CRIPPLES (11ORI'LONTAL 41EMUER OP'T'IONAL) •-VARNI Nfi-• IRUSSLS NL AND BRACING. REFER lO I'I.AIE INSTITUTE. 3113 0'1 1'ItIlU7 ll) I'I.M I1tHI11G tlB I'IIl1'LRLY AITACRIED S1RL CL'ILING ■•IHI'[IIt1AN1•� ' JAL I!INL ENGINEEREDI'RIIOt SIGN) ANY"FAILURE IU IANULING, 1111111'ING. INS1, ' ,+nVIS INS IN NDS UTAII 'I'AI'LR ASSUf.IAIILINI AND LXCLI't AS NUILD. A1411 IIIIS OLSIM, POSITION Cr] ACCIPtnflCl IM PRUILSSII IISIGH SHOVN. FIR SUIT a- FOR JACK 'TYPE USED. NNO'T'E: CONVENTIONALFRAMING pAND/OR CRIPPLES ARE NOT THE ' ItORPTRUSSI ABRIG YU� IPERJFCINgy O R. AL )PRO �SIGVIR�S IONAfUSLy NGFACTI� ER IITTRvvvvEC�121hR1I�C CON�EE 'IU''N''A�L F-RAMINC. *NOTE: SEE ORIGINAL DESIGN FOR SETBACK, LUMBER, PLA'T'ING, LOADING AND DURATION FAC'T'OR REQUIRED. TIIIS DRAWING REPLACES DRAWING CDII0 RIME LXIREHL CARL IN FABRICATING. HANnI.M. SHII'I'ING, INSIALLIIrr- CA K BRACE UB -91 (HANDLING INSIALL114G AND BRACING), 14JBLISIIL'D BY 11'1 (TRUSS TC LL I SF RLF NI1'RIU K. SUITE 200, HADISHN, VI. 33719) /OR SAIEIY I'RACIICLS +' � SI. IIINCIn1NS. IIQCSS UIICItVISE INDICAILO. IWI CIKIID SIIALI. NAV(a--- TC UI_ I'SF UAIE (TR �5 R9 .IWAI. I'ANLLS AND UUIIIIH CIIIAID SIMM. IIAVL A 11011ILY AITACIILD RIGIURNISII A COI1Y Of IVIS DESIGN lU IRR IIISIAI.LA110N CUNIRACIUR.! DC DL I'$f DT2WG URCALIIIP0699 CIS. INC SHALL NOT OL RLSI'DNSIOLL fIIR ANY OLVIAIION INUH 11115 ?.iUILD TIC TRUSSES IN CI1/LIINANCC VIII) Il'1R M IAIUIICAITNG,' A�� BC LL PSF -ENG LLING AND UIZACING Of' TRUSSES. DESIGN CONK URNS VIM APPLICABLE REAL DESIGN SI'LCRICAIION 1'UULISIIED UY 114 AHLRICAN IFIRCST ANDrPI. ALVINL CONNLCIl1+S AI& HADL CO 20GA ASIN A633 GR40 GALV. STEL TOT.LD. * 1)SF CnNNLCIORS 10 EACII )ACI: 01 TRUSS ANR, UNLESS OINLRVISL' I.IICAILD ,,,," N L LNGINLLRING RL'SVIIINSIBI IIY SU.CI.YA�ORHTIIIC1miss DRAWING qp+ * DUR.FAC. UILIIY AND USE TB 11115 EOHI'ONLNI 1914 ANY 1'ARTICULNI BUILDING -i • BUILDING DESIGIII.H. VLR ANSI/Il'i- FYI SPACING k mown _I- , COMMON TRUSSES CALIFORNIA IIIP SYSTEM TRUSSES #1111p �`. ROOI, t4 SIILA'I'IIINC. 'PI'T'CHED AND SIIEATIIED P-ERMANEN'T' DIAGONALS FORM BRACED DAY. REPEAT AT ALI, HIP ENDS, MAXIMUM B ,L. CIIORU ARLA. INTERVAL EQUALS 20'. ((NO'T'E: TIIE IST DAY OF PERMANENT DIAGONALS FORMING o -CRIPPLE (C), SUPPORT LOCATIONS. SUPPOR'T'S EX'T'ENDED MEMBERS '1'0 FLAT TOP. BRACED -BAY AT 1.110 p1 HIP CAN BE EXCLUDED WHEN -ALL OF THE VOLLOWINU CHORD (4' O.C. CRIPPLE SPACING SHOWN.) CONNECT CRIPPLE 1'0 FLAT TOP CHORD CONDI'T'IONS ARE1 MF:1': I) TIIFI CON'I'INUOVS TOP CHORD PURLINS ARE ATTACHED '1'O AND EXPENDED TOP. CHORD, USING 3 - Od COMMON TOE NAILS OR 2 - IOd THE LAT TOP C:IIOIID OF TIIE I IIIP. 2) THE: END JACKS ARE SHEATHED WITH COMMON NAZIS 'TOP. CHO FACE.. PROPERLY ATTACHED STRUC'T UAL PANELS.) ' SECTION A—A SEC'T'ION 8-0 1`1f1Ll1 APPLIED OR BUILT' -IN CRIPPLES ~- CRIPPLE - �-- IN PLANE - B JII:P-IN CRIPPLES OR OF TRUSSES FIELD CRIPPLE SPACING CRIPPLE REFER TO ORIGINAL DRAWING SPACING I COMMON ICOR CRIPPLE SPACING. �j �% CHORD L)LNSION 1 , ro 1 (D) ACK--j/r // 1 y2 #3 y4 5 /JO (B)I (B) (U) (B) (D) (B) (D) (U)� yl THP GIRDER SE1E1AC1(� SEE CA-IIIP ENCINEERINC • v(D) (CONPURLIT NLIUIIS 2X4SPACED ) 4•:O.C.,'I'YP. (C) CRIPPLES SPACED 48" O.C. '17P. (D) BUILT' -IN FILL CRIPPLES (11ORI'LONTAL 41EMUER OP'T'IONAL) •-VARNI Nfi-• IRUSSLS NL AND BRACING. REFER lO I'I.AIE INSTITUTE. 3113 0'1 1'ItIlU7 ll) I'I.M I1tHI11G tlB I'IIl1'LRLY AITACRIED S1RL CL'ILING ■•IHI'[IIt1AN1•� ' JAL I!INL ENGINEEREDI'RIIOt SIGN) ANY"FAILURE IU IANULING, 1111111'ING. INS1, ' ,+nVIS INS IN NDS UTAII 'I'AI'LR ASSUf.IAIILINI AND LXCLI't AS NUILD. A1411 IIIIS OLSIM, POSITION Cr] ACCIPtnflCl IM PRUILSSII IISIGH SHOVN. FIR SUIT a- FOR JACK 'TYPE USED. NNO'T'E: CONVENTIONALFRAMING pAND/OR CRIPPLES ARE NOT THE ' ItORPTRUSSI ABRIG YU� IPERJFCINgy O R. AL )PRO �SIGVIR�S IONAfUSLy NGFACTI� ER IITTRvvvvEC�121hR1I�C CON�EE 'IU''N''A�L F-RAMINC. *NOTE: SEE ORIGINAL DESIGN FOR SETBACK, LUMBER, PLA'T'ING, LOADING AND DURATION FAC'T'OR REQUIRED. TIIIS DRAWING REPLACES DRAWING CDII0 RIME LXIREHL CARL IN FABRICATING. HANnI.M. SHII'I'ING, INSIALLIIrr- CA K BRACE UB -91 (HANDLING INSIALL114G AND BRACING), 14JBLISIIL'D BY 11'1 (TRUSS TC LL I SF RLF NI1'RIU K. SUITE 200, HADISHN, VI. 33719) /OR SAIEIY I'RACIICLS +' � SI. IIINCIn1NS. IIQCSS UIICItVISE INDICAILO. IWI CIKIID SIIALI. NAV(a--- TC UI_ I'SF UAIE (TR �5 R9 .IWAI. I'ANLLS AND UUIIIIH CIIIAID SIMM. IIAVL A 11011ILY AITACIILD RIGIURNISII A COI1Y Of IVIS DESIGN lU IRR IIISIAI.LA110N CUNIRACIUR.! DC DL I'$f DT2WG URCALIIIP0699 CIS. INC SHALL NOT OL RLSI'DNSIOLL fIIR ANY OLVIAIION INUH 11115 ?.iUILD TIC TRUSSES IN CI1/LIINANCC VIII) Il'1R M IAIUIICAITNG,' A�� BC LL PSF -ENG LLING AND UIZACING Of' TRUSSES. DESIGN CONK URNS VIM APPLICABLE REAL DESIGN SI'LCRICAIION 1'UULISIIED UY 114 AHLRICAN IFIRCST ANDrPI. ALVINL CONNLCIl1+S AI& HADL CO 20GA ASIN A633 GR40 GALV. STEL TOT.LD. * 1)SF CnNNLCIORS 10 EACII )ACI: 01 TRUSS ANR, UNLESS OINLRVISL' I.IICAILD ,,,," N L LNGINLLRING RL'SVIIINSIBI IIY SU.CI.YA�ORHTIIIC1miss DRAWING qp+ * DUR.FAC. UILIIY AND USE TB 11115 EOHI'ONLNI 1914 ANY 1'ARTICULNI BUILDING -i • BUILDING DESIGIII.H. VLR ANSI/Il'i- FYI SPACING k LIVE LOAD (PSF) DEAD LOAD (PSF) DURAT IOIJ FACTOR SIZE GnAUE 2X4 11 FL -2X4 SS FL 2X6 11 FL 2X6 SS FL nAFTEn SLOPE_4: 12 nAFTE11 SLOPC > 4: I2 OUT - ? ;�? CEILING JOIST 16 16 30 30 16 16 30 30 10 15 10 15 .10 15 1U 1ri 5 25% 25% 15% 15% 25% 25X 15% 15X 1.00 --MAXIMUM CLEM SIIAIJ-- _ 9_2.0 U-7+0-- 7-11_0_ 7-_5-0 - -- 0-11-0 0-4-0_7_IO 0 7_g_U.__.. 9-6-0 _0 -1I -O~ -0-5_0 0-0-0- _ - 9_3-00_� 0 7-0 __ _0_2-0 7. -L4 -4L. _ -- 9�0 13-4-0 12-6-0 - 10-9-0 10-2-0— 12-3-U II -6-0 _ 10-9-0_ 10-3-0 -- - -_ 13-1110 13-11-0 13 -1 -0 -II -10-0 -11-4-0 - -. 12-8-00 11-11-0 II -4.0 —10.10_0 I7 -II -0 DESIGN CRIT 'IInC atmink nnv 17 n1, O O O O STANUA110 JACK DETAIL `7 a WARNING'Ansts ltouult trintle c SPACINGc 24. 0. C. tn rJ J O UGFI_ECTION CnITEIIIA: ' slglt Ifni M Itsl•uMllltt till All otlllllot rroN fills utt1FN all 01151 ill IIAIf1t1110. 1111CIllal � 1.!3X3 1LIVL LUAU) OAALPINE to O RAFTI-I1 SLOPES < 4: 12 a L/240 to t^ •' DATE 02/17/93 fIAFTEII SLOPES > 4: 12 < 12: 12 - L/100 ^f Io 11111,11 flit IM199 W Ca►OIwA11tt Ville Oslal or 11.1. Atrlftt tarcCIOps Alk NApt O/ RICA oA11. 111Ul Killion ASIN CEILING JOIST - L/240 1 fIAFTEn 1 OO IT IS T•IIE nESP01JSI0lLITY OF 1111: 11UILUII4G DESIGNER AIJO \� allllll(gls. Galls n11rIN15t 11111111.1 Ij! a1N0 fllAll Ot Uttlul,l/ Oluun 17Q ••'111USS FA011ICATO11 TU nEVIEVO TIIIS DIMING PRIOR TO CIIfTING D11H C 101 _ JACK DETAIL LUMOEII TO VEIIIFY MAT ALL DATA. 114CLUUING DIMENSIONS 'puss leo uetss lnanwfst off III I `,� sRCa1tCIOns AND LOADS, CUNFOnM 10 •111F: AIICIIITECTUnAL SPECIFICA11ONS AND FADnICATUfI'S TRUSS LAYOUT. 1oc14n a1 Inn "Istat Pos171a1 2X4 I I .. CA -ENG JS _C_� r1r allrpl0s 170• n1 s:1n1A•r. OLfIGI s11111sl111 CarOf11 s/Aro%lCAmt rv11/lslals or IAIs Irl. sn 01111 rv1w't1t/ AIIA17c0 "Inlll C111,11A1t� / - MAXIMUM CLEAfI SPAIJ'.. 1`• I.GX3 - _--� 2X4 HEM-FIII STANUAM aUr11t ArH.I CAlilrl.Ia1111A1Atic•1 Xr -molllnFfl IF nAFTEn I•lo•r CEILING .JOIST or leu SUPPUR•fEU AT ENO Or Ci1�1 LIVE LOAD (PSF) DEAD LOAD (PSF) DURAT IOIJ FACTOR SIZE GnAUE 2X4 11 FL -2X4 SS FL 2X6 11 FL 2X6 SS FL nAFTEn SLOPE_4: 12 nAFTE11 SLOPC > 4: I2 OUT - ? ;�? CEILING JOIST 16 16 30 30 16 16 30 30 10 15 10 15 .10 15 1U 1ri 5 25% 25% 15% 15% 25% 25X 15% 15X 1.00 --MAXIMUM CLEM SIIAIJ-- _ 9_2.0 U-7+0-- 7-11_0_ 7-_5-0 - -- 0-11-0 0-4-0_7_IO 0 7_g_U.__.. 9-6-0 _0 -1I -O~ -0-5_0 0-0-0- _ - 9_3-00_� 0 7-0 __ _0_2-0 7. -L4 -4L. _ -- 9�0 13-4-0 12-6-0 - 10-9-0 10-2-0— 12-3-U II -6-0 _ 10-9-0_ 10-3-0 -- - -_ 13-1110 13-11-0 13 -1 -0 -II -10-0 -11-4-0 - -. 12-8-00 11-11-0 II -4.0 —10.10_0 I7 -II -0 DESIGN CRIT 'IInC atmink nnv 17 n1, O O O O cm,O HHIMPORTANTHNA1rnt utcurr►tu rv.11n1n. 'or. WARNING'Ansts ltouult trintle c REF n992--90913 C rJ J O O ' slglt Ifni M Itsl•uMllltt till All otlllllot rroN fills utt1FN all 01151 ill IIAIf1t1110. 1111CIllal � y1,^ OAALPINE O sitrllr11ro9. us All, I'Altat auClltl. 1st 11111.01 Of Irl. tit Isles P t^ •' DATE 02/17/93 O1,—J Io 11111,11 flit IM199 W Ca►OIwA11tt Ville Oslal or 11.1. Atrlftt tarcCIOps Alk NApt O/ RICA oA11. 111Ul Killion ASIN tai Algllluul 11ICIAI. 11.1114111111 nr4c �yj - OO Am cn 1 UUr1 b 141[0. ,rvaf talNClln! 10 IACII IAtt or allllll(gls. Galls n11rIN15t 11111111.1 Ij! a1N0 fllAll Ot Uttlul,l/ Oluun 17Q I . ,wA� D11H C 101 _ JACK DETAIL 'puss leo uetss lnanwfst off III I `,� sRCa1tCIOns 63D1lp1,' U•. 1oc14n a1 Inn "Istat Pos171a1 t A111CIf.nrtlrarlB1;A11111Ai. OOIIaI n. .. CA -ENG JS _C_� r1r allrpl0s 170• n1 s:1n1A•r. OLfIGI s11111sl111 CarOf11 s/Aro%lCAmt rv11/lslals or IAIs Irl. sn 01111 rv1w't1t/ AIIA17c0 "Inlll C111,11A1t� • c IO� slq al IIID 11n1w114 Amts 10 UK Ca171ru1 11lrlClta lilt aUr11t ArH.I CAlilrl.Ia1111A1Atic•1 Xr Iw a41. Ale shit 1.11 of fiction form slit or leu Or Ci1�1 Gi 111 OIICn MAI. 11111cot 111 let Ilntu 11n C11111 t11IIIIACIful. •••11.1 - IMC/ rl Alf IIKf 111111. 1115 - 1771 11%IIIn1Al 17}11;11 •J•it-, lr.11lpll•IIII rutin tur.11+IClllrl . • 1 (CASWEL02-CASWELL / RES - Al HIP GIRD) TOP CHORD 2x4 DF -L #1.:T2 2x6 DF -L #2: .29T CHORD 2x8 DF -L #1 coo WEBS 20 DF -L Standard a:.ATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. IAODITIONAL LOADS PER TRUSS FABRICATOR c" -'v C - From 656 PLF at 0.00 to 656•PLF at 9.73 ,--;I HIP SUPPORTS -3-2-13 JACKSWITHNO WEBS. z.ARNER.SETS ARE.CONVENTIONALLY FRAMED. RECOMMENDED`CONNECTION FOR TRUSSES FRAMING TO THE BOTTOM- —F CHORD @ 24' o.c.: SIMPSON HUS26. SEE SIMPSOy N CATALOG .C�ZOOjO. )• CHORD C16 - - W5X8 10� W5X8 f W3X10 0 6.25 —1 6.25 a a.133 A w w w _ R y W5X8 m W3X10 01 W5X8 o W3X8 (A3) w W3X8 3(0) WIN W3X8 (A3) a I_ 3-2-13 I 3-8-13 I 2c:c-9-2 _I -8-12 Over 2 Supports 84 W-3 5" THIS DRG PREPARED FROM COMPUTER iNPUT•(LOADS & DIMENSIONS) SUBMI.TTEp BY TRUSS MFR. BEARING BLOCKS: NAIL TYPE: 0.131x3.0_g_na11s BRG X -LOC #BLOCKS LENGTH/BLK #NAILS/BLK 0 0.000' 1 12` 3 , 1 9.438' 1 12" 3 BEARING BLOCK TO -BE SAME SPECIES. SIZE & GRADE AS BOTTOM CHORD. REFER TO DRAWING CNBRGBLK1299 FOR ADDITIONAL INFORMATION. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: TO BRACE ALL TC @ 24.00° OC, BC @ 72.00' OC. .�}8-0-0 R-35 R-3584 W-3.5 . o , PLT TYP. Wave TPI -95 R Desi n Criteria: TPI. STI p ••YMNIY6•• TRUSSES REQUIRE E.... NI CARC IN FABRICATION. HANDLING, SNIPPING. INSTALLING AND p NAACIN6. REFER TO HIB•91 (HANDLING INSTALL IAD AND BRACING). PUBLISHED NT TPI (TRUSS PLATE o INSTITUTE. SB3 D'OIO►RIO DR., SOI TE 200. MADISON. YI S371P). FOR SAFETY PRACTICES PRION TD N "STITMING THESE FUNCTIONS. UNLESS OTHERWISE IBOICATED. TOP CHORD SHALLFORNAYS PROPERLY ATTACHED STRUCTUNAL PANED. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. [� •'IMPORTANT •• (DANISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS. INC. SNAIL NOT BE RESPONSIBLE FOR All DEYIATION FROM THIS DESIGN; Ali FAILURE i SUILO THE TRUSSES fB CONFORMANCE WITH TPI;- OR FABRICATING, NABDL LIG. SHIPPING. INSTALLING A ALPINE BRACING OF TRUSSES. iM14 DESIGN COtl►04N5 YT A APPLICABLE ASSOCIATION) DF YDS (NATIONAL DE SI W SPECIFICATIOS PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AAD TPI. ALPINE �C!] CONNECTORS ARE MADE OF 2OGA ASTM A653 GRAD GALY. STEEL. [L CEPS AS NOTED. APPLY CORRECTORS TO EACH FACE OF TRUSS. AND UNLESS OTMERYISE LOCATED OR THIS DESIGN. POSITION CONNECTORS PE0. "'WINGS 160 A-2. THE SEAL 01 THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING A RESPONSIBILITY SOLELY FOR THE TAUSS COMPDNEMT DESIGN SHOWN. THE so AND OSE Df THIS Yimi8IieyEO•CO PwdwtCir COMPONENT FOR ANY SECT PARTICULAR BUILDING IS THE RESPOKSIBIL17T OF THE BUILOIN ry6 OESIGIEN. PER 16U rTE CoL ly ��Q Lu D PS APPROVED CA - 1 - E -L_ ;20100 TC LL 16.0 PSF TC DL 10.0 PSF BC DL 7.0 PSF BC LL 0.0 P.SF TOT.LD. 33.0 PSF DUR.FAC. 1.25 SPACING 24.0" Scale –.375"/Ft. REF R427--22473 DATE 09/07/00 DRW CAUSR427 00251005 CA -ENG TSB/GWH SEON - 45373 FROM* KD. (CASWELO2-CASWELL / RES - 81 13'10" Common Girder) TOP CHORD 2x4 DF -L #1 T CHORD 2x6 DF -L $2 LC'),WEBS 2x4 DF -L Standard :W3 20 DF -L #1: ATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. [InDITIONAL LOADS PER TRUSS FABRICATOR c"'.1; - From • 693 PLF at 6.00 to 693 PLF at 13.83 2118 LB Conc. Load at 6.00 o' zucFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. RECOMMENDED CONNECTION -FOR TRUSSES FRAMING TO THE BOTTOM CHORD: SIMPSON_HUS26.-SEE_SIMPSON CATALOG -C-2000: - H , v A O W C1. A W a W � W z - 0 THIS OWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 2 Complete Trusses Required ===_4 NAILING SCHEDULE: (0.131x3.0_g_na11s) TOP CHORD: 1 ROW @ 12" o.c. BOT CHORD: 2 ROWS @ 6' o.c. (EACH ROW) WEBS : 1 ROW @ 4' o.c. USE EQUAL SPACING BETWEEN ROWS AND STAGGER NAILS IN EACH ROW TO AVOID SPLITTING. IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: TO BRACE TC @ 24.00" OC. BC @ 72.00' OC. 10 PSF BC LIVE LOAD PER UBC. W4X6(R) W 6- 1.0-0 13-10-0 Over 2 Suppor R-3202 N=3.5' o N • PLT TYP. Wave TPI -95 R De51 n Criteria: TPI STD O ••YARNING•• TRUSSES REQUIRE EXTREME CARE IN FABRICATION, NANDlIM6. SHIPPING. INSTALL IMO AND 1 O RACING- IF FER TO MI B•91 (HANDLING INSTALLING AND BRACING), PUBLISHED BT TP! (i0.OST PLATE O INSTtTtlT[, $B7 D'ONOFRIO DR.. SUITE 200. MAOI SON. VI T3119). FOA SAFLTT PRAttICt3 Fp10p TO N PERFORMING TH[S! FUNCTIONS. UNLESS OTNERYISE 1MDICATCO, TOP CHORD SNALL NAYS PROPERLY ATTACHED STRUCTURAL PANELS. BOTTOM CHORD SRALL NAY( A P0.0PEIILT ATTACHED I[61D CEILING. —IMPORTANT— PROOOCTS. INC. SMALLSH NOTABECOPY I(SPONSIBLE TH TPEFORGNTO ANY IDEVIATIONL FROM THISATION iDESIGNI ANYNF/A[l U0.EET0 S7r BUILD BRAC INNNG ANCf CN OfTTIUSSES1N TBI SNOESI6NARCE ICOp ONMSTH TPI; �YITNABRICATINt. HANDLING. APPLICABLE PROPISIONSSOFP NOS 6(NATIONAL IOESI W A L P I N E SPIC lfICAT70Y PUBLISHED BT TB[ AN[.ICA11 FOREfT AND PAPER ASSOCIATION) AND TPI. ALPINE t/] CONNECTORS ARE MADE Of 206A ASTM AGS3 GRAD GALY. STEEL. EXCEPT AS NOTED APPLY CONNECTORS TO EACH fACI OF TRUSS• AND IN LESS OTHERWISE Lo 01 THIS DESIGN, POSIiIONC01 HECtO0.5 PER DRAWINGS 160 A•l. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING Ctg�I11G RESPONSIBILITY L[TT SoIELY F0I THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF TNI S, %�j1IE F'11g CoIO'OIENT FOR ANY (ARTICULAR BUILDING IS TME RESPOSSIRILITY OF THE BUILOIRG DESIGMtIt. PER $NT26ytt�0. CA 9MA ANSI/7P1 1.1995 SECTION I. E3 u rTE UN IT I W A OILDING —RR -53053099W -3.5A Scale -.375"/Ft. REF R427--22472 DATE 09/07/00 O R W CAOSR427 00251004 CA -ENG TSB/GWH SEON - 45364 FROM KD CA - I,yyyy TC LL 16.0 PSF TC DL ' 10.0 PSF /j BC'DL 7.0 PSF IN 8C LL 0.0 PSF p 07 2000 t TOT.LD. 33.0 PSF CM►- OUR.FAC. 1.25 v�►1 SPACING 24.0" Scale -.375"/Ft. REF R427--22472 DATE 09/07/00 O R W CAOSR427 00251004 CA -ENG TSB/GWH SEON - 45364 FROM KD CASHEL02-CASWELL' RES - F1 27' CALIFORNIA MONO ~HIP Girder)" THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 8 DIMENSIONS)' SUBMITTED BY TRUSS MFR. ( ,�-.. - TOP LHORD 2x6 DF -L2 :T1 2x4 DF -L #1&Bet.: (A) -SCAB 80X_LENGTH OF WEB MEMBER. SAME SIZE,, - 0 ` SPECIES &GRADE OR�BETTER:_ATTACH:WITH._10d.NAILS ®<6, OC. �•T CHORD 2x4 DF -L �1 r WEBS 2x4 DF -L Standard DEFLECTION MEETS -L/240.00 LIYEAAND L/180.00 TOTAL LOAD.. cx:.ATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABIE•7:3.3. 10 PSF BC LIVE LOAD PER UBC. ._ iRYT HIP SUPPORTS 6-0-0 JACKS WITH NO WEBS. IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: c"->)RNER SETS ARE CONVENTIONALLY FRAMED.' TO BRACE ALL TC @ 24.00' OC, BC @ 72,00" OC. - li b•R_ o PR[NKCER'COADS-PER"TRUSS"FABRICATOR ' , •• _ • • X2.5 75 L8 Conc.. Load at ..2.00 12.00. 22.00, 25:00 s TH15 TRUSS DESIG END FOR SPRINKLER LOADS WITH DEAD WE1� GH J APPLIED TO MEMBER(S) WHERE INDICATED. AT EACH LOCATIONiOf SPRINKLER SUPPORT, LOAD HAS BEEN INCREASED FOR AN ADDITIONAL ' 250 AS REQUIRED BY UBC -94, TABLE 16-B CATEGORY W3X6 0 W3X10 a W5X6 s W1.5X4 11 W4X48 Tl H 10 5-D-1 A (A) (A) (A ate.' 8-0-0 m Y W4X4 B W1.5X4 le W3X4 s W5X6 in , W4X12 (83) NOS . ` c7 W4X6= z 1.0-0hU tl.9' P1. rr 6-0-7 1 20-11-9 .J ¢. Lso���,�(���-si 27=0-0 Over 2 Supports— a?'���eLe�p,rd�� �� � �;. R-2087 W-3.5' R-2118 APPROVEU, Desi n Criteria: TPI STD CA 1 - E - - Scale --25° Ft, PLT TYP. Wave TPI -95 R TC LL 16.0 PSF REF 8427--22471 O ••YARNING`• TRUSSIS TEOUTAI E;TRENE CARE 11 FABRICATION, HANDLING. SNIPPING. INSTALLING AND C=D- B0.ACINB. T[F!R TO 819.91 (HANDLING IISTALLIYG AND BTACITG), PUBl15YE0 BY TPl (TTOSS PLATE TC DL 10.0 PSF DATE 09/07/00 O INSIITY7E. !0] D'OYOFA IO DR., SUIT( t00. NADt SON. YE S]IIP): FOR SAFETY PRACTICES PRIOR TO , N PERFORMING, THESE 'ONCTIOIS. OtIESS DTNF0.Y15[ INDICATED, TO► CHORD SNAIL HAVE PROPERLY ATTACHED _ STRUCTURAL PANELS. BOTTOM CHORD SHALL'NATE A PROPERLT ATTACNEO RIGID CEILING. [� , ••IMPORTANT•• FURNISH A COPY OF THIS DESIGN TO THE II STALLATION CONTRACTOR. ALPINE AILUREETED BC DL 7 .0 PSF DRW CAUSR421 00251003 -IKPOTS,N INC, SMALL 10T 0[ IESPOESIBLE FOR ANY DEVIATION FROM THIS DISIGN: ANY FAILURE 70 Ci D BC LL 0.0 PSF CA -ENG TSB/GWH PRODUCB011O THE T0.U5f[S IN CONFORMANCE Y1TM TPI: 02 FABRICATING, HANOLINO, StliPPIN6. ITSTALLING AND Q. ALPINE BTACIT6 OF TRUSSES. TIES DESIGN CONFORMS 9118 APPLICABLE PROVISIONS OF YDS (MA110HAL DESIGN D7 2DDD W SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIA710N) D. TPI. ALPINE ,. cn CONNECTORS ARE MADE OF E06A ASTN A65] GRAD 6AlV. STEEL. EICEPT AS NOTED. APPLY CONNECTORS TO * P TOT. LD . 33.0 PSF SEON - 45359 EACH FACE OF TRUSS- AND UNLESS OTMERYISI LOCATED ON THIS DESIGN. POSITION CONNECTORS PE0. ,C� CRAVINGS 160 A•1. THE SEAL ON THIS OWING INDICATES ACCEPTANCE OF PRO►ESSIONAL ENGIBF THIS • diDUN. FAC: 1.25 FROM KD . Aw.P�O�''• RESPON]IOIIITY SOLELY FOR THE TRUSS COMPONENT DESEGR SNOYN. THE SOITAB I(ETY AM USE OF THIS SPACING 24.UN ^'Y"•" (:A SSSiB COMPONENT FOA ANY PARTICULAR. BUILDING If THE RESPONSIBILITY OF TBF BOI IDI NG OETIGRFA, PE0. .$Ol76IDm10. ANSI/TPI 1.19,SMSECTION 2. - I' ,THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 6 DIMENSIONS) SUBMITTED BY TRUSS MFR. ' - ' (CASWEL02-CASWELL / RES - F2 27' HIPSETB' SB) y, (A)^.CONTINUOUS LAT ERAL-'BRACING'EQUALLY SPACED'ON MEMBER. TOP CHORD 2x4 OF $1 P AND L/180.00 TOTAL LOAD. � T CHORD 2x4 DF -L #1 u DEFLECTION MEE75 L/240.00 LIVE WEBS 2x4 DF -L Standard - E_ 10 PSF BC LIVE LOAD PER UBC. COATES DESIGNED FOR GREEN LUMBER PER No TABLE 7.3.3. - - �, . STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: fl�•`E IHSS DESIGN FOR COMMON HIP TRUSSES @ 24.0" OC. 'IN OF TO -BRACE ALL TC @t 24.00" OC, BC @ 72.00" OC. -LIEU TEND SLOPING TC -OF TRUSS AND JACKS TO HIP RAFTER. N EVERY 4.00 FT TO FLAT TC. ATTACH a „ d•IPPORT EXTENSIONS o :4 LATERAL BRACING TO FLAT TC @ 24:00" OC WITH 2-16d NAILS niD DIAGONALLY BRACE PER HIB -91 13.2.1(FIG.33), OR DNG: BRCALHIP0699..SUPPORT•HIP RAFTER WITH CRIPPLES AT 5-7.14 OC. SPR-INKLER-LOADS-PER-TRUSS-FABRICATOR -k ,- TC - 75 LB Conc..Load at 2.00, 22.00,-25.00 THIS TRUSS DESIGNED FOR SPRINKLER -LOADS WITH DEAD WEIGHT ^P APPLIED TO MEMBERS) WHERE INDICATED: AT EACH LOCATION'OF SPRINKLER SUPPORT, LOAD HAS BEEN INCREASEO FOR AN ADDITIONAL W4X4 WU 6 O - -- W3XB "I 250#,AS`REQUIREp BY UBC -94. TABLE 16-B CATEGORY 13.- -� '- �•---.---- W 1.5X4 4P ' = W1.5X4 @ `. `1 10•. V• i v 10 r, • • . (A)- �(A)__ , .. -.. • - --- •• - - =0-0 � � •. .L • � - w W3X8; W1.5X4 M W3X8 � _ W5X4 (A2) k+' - z W5X4(A2).a '• W3X4an .__3 -- - •1-0-7 ¢ •.I - 2 N= I—Surts �a1 ` X 405 R�138 ..s gyp® ,� .tB• q�LL-,�c'AgIDp �ipQ,RaWgaljgp ' - Cli. CA/- 1'^- ' b, DeS1 n Criteria. TPI STD PLT T.YP. Wave TPI -95 R TC LL •'NARKING•• TRUSSES REOUTAE EITREME CARE iM FABRICATION, HWIDLING. SHIPPlf6, IRMLLIB6 AID O AAD BRACING). PUBLISHED BY TPI (TAU39 PIAT[ W. �(� '10.0 �q - J F2 1 16.0 PSF REF 8427- 22474 DATE 09/07/00 _ O BRACING. REFER TO MID -91 (HANDLING IISTALLING 900. MADISON, NI 53719). FOR SAFETY PRACTICES PRIOR TO Y TC DL' PSF. O INSTITUTE SBS D'OBOFRIO OR.. SUITE N PERFORMING TIES[ FUNCTIONS. UILESS OTNERNISE INDICATED. TOP C90RD SMALL HAVE PROPERLY ATTACHED A PROPERLY ATTACHED A16(D fFIL1I6. D�O� BC DL 7.O PSF DRW CAUSR127 00251006 STRUCTURAL PANELS. BOTTOM CHORD SHALL NAVE �• - FURBISH A COPT OF THIS DESIGN TO TME INSTALLATION CONTRACTOR. AA.IAE A.L.MEETo -PRODUCTS. INC: SMALL NOT BE RESPONSIBLE FOR AMT DEVIATION FROM THIS DESIGN; AIT INSTALLING AND ATION LiDE ASID BC LL 0.0 PSF CA -ENG TSB/GWP PRODUCTS, a BUILD TNf TROSSES IN CONFORMARCE WITH TPI; OR FABRICICABLE PROVISION SOF NOS6, a n T R1 C BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (RATIONAL DESi6tl FOREST AND PAPER ASSDCIATI ON) AND TPI. ALPINE * ep 07 2000 * TOT.LD. 33.0 PSF SEON - 20440 ' - r^� CX3 N f 1 (Y C _ SPECIFICATION PUBLISHED BY THE AMERICAN CONNECTORS TO CONVECTORS ARE MADE OF 90GA ASTM A653 BRAG GALV. STEEL. EICEPT AS TOTED. CONNEPLYCTORS - EACH FACE DF TRUSS. AND OILESS OTHERWISE LOCATED OR THIS DESIGN•POSI710B CONRECT00.5 PFA' THIS DRAWING IBVICATES ACCEPTANCE OF FROFISSIDBAL ENGINEERING �/q��CP D UR .FAC . 1.25 FROM K ' 00.AV1N65 160 A•1. THE SEAL ON R[SPONSIBILItT fOIFIT FOR THE TRUSS COMPONENT DESIG1 SHOWN. THE SUITABILITY AND USE OF 7X15 ' OF IRE SUILDIB6 DESIGNER. PER '.SPACING 24.0" - �PIOC Z'il ProdDctB, ''- CONPOIINT FOR ANY PAR7I CULAR BUILOIB6 IS THE 0.ESPOBSIBILITV SuTimcdo,CA91118 11SI11,1 1.1995 SICTION I. 02-CASWELL / RES - CASWELO2--CASWELL CHORD 2x4 DF -L #1 CHORD 2x4 DFIL #1 WEBS 2x4 DF -L Standard 27- C*) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS i DIMENSIONS) SUBMITTED BY TRUSS HFR. IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: TO BRACE TC 0 24.00. OC, BC @ 72.00" OC. DEFLECTION MEETS :L/240.00 LIVE AND L/180.00 TOTAL LOAD. �_ATES DESIGNED FOR GREEN LUMBER PER NDS-97.TABLE 7.3.3. 10 PSF BC LIVE LOAD PER UBC. ADDITIONAL SPRINKLER LOADING PER TRUSS FABRICkT0R -------------------------------------- ------------------- ---- -- - A-73 - 75 LB Conc: Load at 2.00. 12.00,. 22.00, 25.00 T PIIS TRUSS-DESIGNED-FOR—SPRINKL WLOADS-WITH' DEADWEIGHT LIEO TO MEMBERS) WHERE INDICATED. .AT EACH LOCATION OF 3PRINKLER.SUPP0RT, LOAD HAS BEEN INCREASED FOR AN ADDITIONAL 256j'AS REQUIRED . BY- UBC -94', TABLE, 16-8- CATEGORY— 13. TRUSS SUPPORTS 240# MECH UNIT; UNIT CENTERED AT 9-10-4; SUPPORTED BY TC; UNIT WIDTH 1-8-6; SUPPORTED;BY 3 TRUSSES. cn H V G O OG W4X4 o W4X6 G F 3 CM3 W4X4 (A2) s= w _ W3X4- 8-0-0 W5X4(A2) w 1-0-0' z 1-0-0 11-6-0 I- 4-0-0 _I_ 11-6-071 _I z 27-0-0 Over 2 Supports. - - -' zJU ITE OWN - =6, I R-1421 W-3.5' o - :PLT' TYP. Wave TPI -95 R Desi n Criteria: TPUSTD 1 •NAilaIna— T15SUS 190111 [111[1[ CASE If FASRICUTON.. GAMING. SHIPPING. INSTALLING AND IRACIIG. AUER To 110•91" (1ANOLt64 AN A1RACiRq:, wOLIf110-IT »! MUSS PLATE C� INITITDTE.. SOS 0.010iat0. OA...SUITE. too. WISON. Ni $1119). FOR•SAIETT NACTIUT PRIOR TO G P[UONRIIG TUSE F[NCTIOSS. 91ttSS OTRIMU INDICATEO., TOP CMI, SIALL NATE PUPERLT'ATTACIIED 0.v: t _-.r�,..�,. •� STINCTU4L PAGE S. IOTT64 CIORO SNALL $Aft A. P101ERLY ATTACt[D RIGID CEILING.. IIIDORTANT— IlRgfr=A:etmaF*i1lTKST1i-TG-TIE'INSTAluTt0i CMiRKTOt AL/11R'.tNUNIL[1tO:r PROWTS.. IRC. S UL NOT. It USPON3IRU FOR ANF OEIIATIOS1101I THS 013164; ANY. FAILUE: TO ^. IS ILO TNI UOMS 11.COUOSSAM NTTN TPI: 641 FAUICATING. DANDLING. SNIFFING. INSTALLING AND 8.: ALPINE ISACI64 Of TROSS[S.. -ISIS OESIGS:00UDNIR 11MAPPLICARLI PIOIISION3 Of NOV (RAnom DESIGN. SrCCIFICAT10DItI1WfNfi/ I-M,ARt•ICY. rDRtffr ARO PAPER`: AS30CIATION)-ASO, TPI. AVINI AN COUECTUS AR4 NADIR Or. took toASTMP ARNNAN SALI..STEEL. EECEM AT NOTED. APPLY CORRECTORS TO "EAU FAU Of TROTS.,, AAR RILE1t. OTSIUM LOCATED. 64- TNIR MISS. MITION COMUCTORS PQ- _ - 'SWINGS 160•A•I... _,TIC SELL..OS THIS OWING INDICATES ACC[►TASU Or'rRN[If10NAl ENGINEERING i[»OSSINLR1 fOltlT:'f64.tIE�TtOfT.0011P0RNSOtS(GS�ft10Nt1' T11 SIITAIILITT•AND OSE -OF T11f" AlpiaeEagnea6dpT- =0tE1T•r01 ART PUTICNLAR' 691LOING IS T1E' ItSPOHDILITT or TN[ NURSING Oman. PER 80CSRm0OgG� Y11/»1 1•I»f T[cTIO! t.. - DEP` MD AV WE CA/ -/I/ -/E/ -/- TC LL 16.0 PSF TC DL 10.0 PSF 1 BC DL - -Te 01'_- PSV i° BC LL-- 0.0: PSF- * : •TOT'.LD.. 33.0 PSF DUR.FAC'... 1.25: SPACING: 24.0' Scale -.1875"/Ft. REF -R427--53190 BATE 10/11/00•. DRW; • CAUSR427:.' 00285012... ' CA -ENG TSB/CWC SEON -'47491. FROM KD' (CASWELO2-CASWELL / RES - F4 27' California Hip Girder) TOP CHORD 2x4 DF Ll :T2 2x6 DF -L J2: 1T CHORD 20 DF -L #2 N WEBS 2x4 DF -L Standard -t Wedge 2x4 DF -L Standard::Rt Wedge 20 DF. -L Standard: (PLATES DESIGNED FOR GREEN LUMBER PER NOS -97 TABLE 7.3.3. N DDITIONAL LOADS PER TRUSS FABRICATOR C - 370 LB Cone. Load at 4•.00 I "C - 425 LB Cone. Load at 7.00 SPRINKLER.LOADS PER TRUSS FABRICATORt -. TC - 75 LB Cone. Load at 2.00, 12 00. 22.00. 25.00 THIS TRUSS DESIGNED FOR SPRINKLER 'L0AD5`WITH-DEADWEIGHT" -( APPLIED=70-MEMBER(S) WHERE INDICATED. AT EACH LOCATION OF SPRINKLER -SUPPORT, -LOAD HAS BEEN INCREASED FOR AN ADDITIONAL 250"AS REQUIRED BY_UBC_94.,_TABLE_16-B-CATEGORY 13.-' W3X10 41 W1.5X4 414, la 1 r (A 0 0 a /z.. ca w - a - w' w � z W5X8 W6X4(C3) a W4X6 (C3) Em ,J, (N1) A.. W a THIS DWG PREPARED FROM COMPUTER INPUT (LOADS ,& DIMENSI.ONS)_SUBMITT ( CONTINUOUS LATERAL BRACING EOUALLY_SPACED_ON_MEMBER. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD - D BY TRUSS MFR. 10 PSF BC LIVE LOAD PER UBC, #I -HIP SUPPORTS 7-0.0 JACKS WITH NO WEBS. CORNER SETS ARE CONVENTIONALLY FRAMED. (H1) RECOMMENDED CONNECTION FOR TRUSS FRAMING TO THE BOTTOM 1 ., CHORD: SIMPSON LUS26. SEE SIMPSON CATALOG C-2000. f _ W3X8 � T2 W3X10 = W1.5X4 41 +8-0-0 W1:5X4 III W5%6 9 W3X10 la W5%4(C3) � W4X6 (C3) is ' 1-0-0. ttr+ 13-2-14 F- 7-0-7 Supports 1 ' o 27-0-0 Over 2 _ . R 2605 W-3:5" !Ft R3043 W-3.5' CAI -11L- E - - Scale -.25" • PLT TYP. Wave TPI -95 R Desi n Criteria: TPI STD TNOSSES REQUIRE [lTN[NE ARE IN FABRICAT101. HANDLING, All PP LNG, llSTAII IMG AND PLATE •• Cn� L W7 TC LL 16.0 PSF REF R427--22469 ••YARYI N6•• BRACING. REFER TO 618•91 (HANDLING INSTALLING AID BRACING). PUBLISHED BY TPI (TRUSS 5B3 O'ONOfR10 OR., SUITE 200. NADISO I. WE 53119), FOR SAFETY PRACTICES PRIOR TO ATTACHE(( QW YY%% TC DL 10.0 PSF DATE 09/07/00 (HSI ITUTE. FROPERLtOAT(ACNCDORD RIOIDALL HAVE CCIlIN6,P0.0PERlY B C D L 7.0 PSF DRW CAUSR427 00251001 STAULTUNAL fAl[lS'UBOTTONSCHUN�LESSUAOiNKATESA DESIGN; ANYALPINE DEVIATIONIFROM THISCONTRACTOR. RESPONSIBLE FORCHANY THE FAILURE ETOD •PRODUCTSA, RI/C. FURNISHpy of THIS STAlIIRC AND BC LL 0.0 PSF CA -ENG TSB/GWH BUILD To[ TRUSSES IR CONFORMML! YITN TPI : DR FMRICATIN6, NA1DlIlG, SHIPPING. 1N "ACING OF TRUSSES. TN IS OE5161 CONFORMS WITH AP/((CABLE PROVISIONS of YDS (NATIOHAI DESIGN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE E e.50. 2 { Sep 07 2000 * TOT. LD. 33.0 PSF $EON - 45375 ALPINE SPECIFICATION PUBLJSRED BY THE AMERICAN CONNECTORS ARE MME Of FOGA ASTM A653 6140 6ALI. STEEL, EICEPT AS NOTED. APPLY C019ECTORS TO EACH FACE OF TRUSS. AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER ACCEPTANCE OF PROFESSIONAL ENGINEERING CNIL• P q DUR. FAC. 1 .25 FROM KD DRAWINGS 160 A•2. THE SIAL 01 THIS ORANINB INDICATES TRUSS COMPONENT 0ESI81 SHOWN. THE SUITABILITY AID USE OF THIS �� L 24 ��51,�, ��� 9%ICY:. AMi$HCt&l7fD, PT RESPONSIBILITY SOLELY FOI THE COMPONENTANY BUILDING IS. THE RES StBIIITY OF THE BUILDING DESIGNER. PER VM+ SPACING •0" SECTi0ICULAR (CASWEL02-CASWELL RES H1 6'11"15 Mono Girder) THIS.OWG PREPARED FRON'COMPUTER INPUT (LOADS d DIMENSIONS) SUBMITTED BY TRUSS MFR: TOP CHORD 2 4 DF ' - 4 • ,ALPINE •- ��TT,,,, p.,,,�..,, �. "'A' "�"'"•` � ,^' CA 93828 x -L $1 OiE ETC 7 ao * IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS:, o3OT DRW CAUSR427 00159D13 CHORD 2x6 DF -L J2 SEON - .37893 TO•BRACE TC @ 24.00' OC, 8C 0 72.00' OC. ' SPACING 24.0" WEBS 20 DF -L Standard •, `•= N u. DEFLECTION MEETS L%240.00 LIVE AND L/180.00 •TOTAL LOAD.' 'LATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3,', p' RIGHT END VERTICAL MAY NOT BE EXPOSED TO WIND PRESSURE. w (ADDITIONAL LOADS - _ . ^,9C - .'369 LB Conc..Load at 4.00 10 PSF BC LIVE -LOAD PER UBC ' �- o W1.5X4 W F .. 10.� ' W1.5X4.0 6-2-13 CIO W2.5X4'!m r . r -..I- W2X4(Al) ® ' z d&J ffl&00 —7-0-0 Over 2 Supports— _ f I R=406 M-3.5' - a �a Via, ''d'In9DL. MNG-DEPA Ek(. a R-425 a it - `'' PLT TYP. Wave.TPI-95 R Design Criteria: TPI STD 19 R. CA - 1 - - R = Scale -.375' Ft. ' - 4 • ,ALPINE •- ��TT,,,, p.,,,�..,, �. "'A' "�"'"•` � ,^' CA 93828 '*WAANING-- TRUSSESBRACING. 41FER TO BIB 911R(HANDLI BE INSTALLING AND NAMING). PUBLISHED BY TPI CARE IN FABRICATION. HANDLING. SHIPPING.II(MUSS PLATE 11ITITOTI. $NS O'ONOFRIO OR.. SUITE 200. MADISON, NI 65110). FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTIMMISE .INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SHALL NATE A PROPERLY ATTACHED RIGID CEILING. -IMPORTANT- ' FURNISH A COPY OF THIS 013161 TO THE INSTALLATION CONTRACTOR. ALPINE INGINEEREOl PIODOCTS. INC. MALL NOT BE-RESPOI{IBLE FON ANT DEVIATION FROM THIS DESIGN: MY FAILURE TO .B01LD THE TROSSIS IN CONFORMANCE WITH TPI: OR FABRICATING. HANDLING. Sq PPIlG. INSTALLING AND BRACING OF TRUSSES. THIS Df SIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (RATIONAL DESIGN PUNL15Mf0Z BY THE AMERICAN FOREST AID PAPER ASSOCIATIQQRTE ANO TPI• ALPINE CONNECTOR$ ARE C011[CTORS ARf MAOf Of f06A ASTM AGS] GRlO GAIN. STEEL, EXCEPT AS ROVED. APPLY CONNECTORS TO EACH FACE OF TRUSS. AID UNLESS OTHERWISE LOCATED 01 THIS DESIGN, POSITION CONNECTORS PEN CRAVINGS IND A -I. THE SEAL 01 THIS DRAWING 1101CATES ACCEPTANCE OF PlOFESSIONAL ENGINEERING COMPONENTRESPONSIB(LITY FOR ANYLELY PARTIOIARETRUSS BUILDING COMPONEDESIGN SHOVR. THE SUITABILITY AND,USE Of NT OF TWE NUILDINS DESIGN . PER /S 'Alit/TP[ t•1P9B SECTION I. OiE ETC 7 ao * TC LL 16.0 PSF DL 10.0 PSF BC, DL. - 7.O PSF BC LL 0.0 PSF TOT. LD. 33.0 .PSF REF R427--22086 DATE 06/07/00 DRW CAUSR427 00159D13 CA -ENG AEB/CNC SEON - .37893 DUR.FAC.. 1.25 FROM KD . SPACING 24.0" 12 -�, 4 or greater BOTTOM CHORD BOTTOM CHORD 'DIAGONAL BRACE;f .,, / j o. oss �O� Pmt si Bottom chord diagonal bracing repeated at each end of the building and at same spacing as top chord diagonal bracing. — rto 32' 4/12 15' 20 15 r32'-48' 4/12 15' 10 7 r48'-60' 4/12 15' 6 4 r 60' See a registered professional engineer DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir All lateral braces lapped at least 2 trusses. �yy p Lys i s \ fy BOTTOM CHORD PLANE AWARNING: Failure to follow these recommendations could result in severe personal injury or damage to trusses or buildings. A WEB MEMBER..PLANE._: jo Permanent oSSP `'o, s continuous?, lateral bracing qo as specified by the truss engineering. Frame 4 45° L�5 0 Cross bracing repeated at each en&of the building and at 20' Intervals. Top chords that are laterally braced can buckle togetherand cause collapse ilthere isno diago- 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. 12 4 or greater =45° I Up to 32' 1 4 12 8' 20 15 Over 32' - 48' 4/12 6' 10 7 1 Over 48' - 60' 4/12 5' 6 1 4 1 Over 60' 1 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 txeya 32 0 / WARNING: Failure to follow these recommendations could result In severe personal injury or damage to trusses or buildings. A DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir TOP CHORD Continuous Top Chord MINIMUM TOP CHORD DIAGONALBRACE.. i SPAN PITCH DIFFERENCE LATERAL hA t1iSPACING ING(L SPACBS) (DBS: #trusses] �— trusses. Sf? DF SPF HF .. U to 28' 2.5 7' 17 12 Over 28'- 42' 3.0 6' 9 6 Over 42'- 60' 3.0 5' S 3 Over 60' 1 See a registered professional engineer DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir Continuous Top Chord Lateral Brace —� All lateral braces Required nal bracing. Diagonal bracing should be nailed lapped at least 2 �— trusses. 10° or Greater Attachmen Required 2@• Frame 3 �. 00� ti . p\ �i Top laterally chords that are braced ran buckle togetherandcause collapse ifthereisnodiago- nal bracing. Diagonal bracing should be nailed �ry to the underside of the top chord when purlins are attached to the topside of the top chord. Tag Approximately Approximately Tag Line '/=truss length '/=truss length Line ° Truss spans less than 30'. Spreader Bar Toe In Toe In ' Approximately '/2 to l/3 truss length Less than or equal to 60' Tag Spreader Bar Toe In Approximately L '/= to V3 truss length r Less than or equal to 60' Line Toe In AWARNING: Do not lift single trusses with spans greater than 30' by the peak. • Lifting devices should be connected to the truss top chord with a closed-loop attachment utilizing materials such as slings, chains, cables, nylon strapping, 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 truss are securely fastened and tempo- rary bracing Is installed. Strongback/ SpreaderBar i INNNVAVIII[A I k Approximately ,I '✓3 to 3/,truss length E Greater than 60' a Tag / Line Strongback/ • SpreaderBar, t0' 10' At or above mid -height Approximately J 7Y3 to 3/, truss length Tag Tag Line Line Greater than 60' CAUTION: Temporary bracing shown in this summary sheet is adequate for the Installation of Atrusses rWARNING: A Do not attach cables, chains, or Recommended Design Specification for Temporary Bracing of Metal Plate Connected Wood hooks to the web members. ` soo or less 0 �6L ss ME( Tag Approximately Approximately Tag Line '/=truss length '/=truss length Line ° Truss spans less than 30'. Spreader Bar Toe In Toe In ' Approximately '/2 to l/3 truss length Less than or equal to 60' Tag Spreader Bar Toe In Approximately L '/= to V3 truss length r Less than or equal to 60' Line Toe In AWARNING: Do not lift single trusses with spans greater than 30' by the peak. • Lifting devices should be connected to the truss top chord with a closed-loop attachment utilizing materials such as slings, chains, cables, nylon strapping, 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 truss are securely fastened and tempo- rary bracing Is installed. Strongback/ SpreaderBar i INNNVAVIII[A I k Approximately ,I '✓3 to 3/,truss length E Greater than 60' a Tag / Line Strongback/ • SpreaderBar, t0' 10' At or above mid -height Approximately J 7Y3 to 3/, truss length Tag Tag Line Line Greater than 60' GROUND BRACING BUILDING INTERIOR Typical horizontal tie member with multiple stakes (HT) CAUTION: Ground bracing required for all installations. Frame 2 CAUTION: Temporary bracing shown in this summary sheet is adequate for the Installation of 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 A 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. GROUND BRACING BUILDING INTERIOR Typical horizontal tie member with multiple stakes (HT) CAUTION: Ground bracing required for all installations. Frame 2 � Continuous CHORD TRUSS TOP CHORD :.:.; i Lateral Brad TOP CHORD DIAGONAL BRACE MINIMUM' LATERAL BRACE' SPACING (DB� SPAN DEPTH SPACING(LBs) #trusses nal bracing. Diagonal bracing should be nailed Up to 32' 30" 8' 16 1 10 Over 32'- 48' 42" 6' 6 1 4 Over 48'- 60' 48" 5' 4 1 2 Over 60' 1 See a registered professional engineer DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir t3 J7` 0c L The end diagonal brace for cantilevered trusses must be placed on vertical webs in line with the support. 2x4/2x6 PARAI.�EL Continuous CHORD TRUSS Top Chord :.:.; i Lateral Brad Required Top chords that are laterally braced can buckle togetherand cause collapse if there 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 laterals braces lapped / at least two trusses. End diagonals are, six%tial for stability and must be dupplicate4 both ends of the truss system. X450 f0tr 2p'(DQS) Sp 2, 2' O. AWARNING: Failure to follow these recommendations could result in severe personal injury or damage to trusses or buildings. Topchords thatare laterally braced can buckle togetherand cause collapse inhere 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. 0 All lateral braces lapped at least two End diagonals are essw al for stability and must be dupli on both ends of the truss system � =450 Frame 5 30" or greater • eag ,L o<� 9 Continuous Top Chord —\ Lateral Brace Required 10' or Greater Attachment Required - 31/2" Trusses must have lum- ber oriented in the hori- zontal direction to use this brace spacing. Up to 24' 1 3/12 1 8'1 17 V 12 Over 24'- 42' • 3/12 7' 1 10 6 Over 42' - 54' 3/12 6' 1 • 6 4 Over 54' See a registered professional engineer nr - nem-rlr Dt• r- - Jpruce-rine-rlr 4 V 0 � ec,@F Diagonal brace also required on end verticals. Top chords that are laterally braced can buckle together and cause collapse if there is no diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlins 11 are attached to the topside of the lop chord. 2 4 or/egs -45° 12 m—j3or•z+ greater 9' ;� � pT B• 6 . S/ All lateral braces lapped at least 2 trusses. Continuous Top Chord Lateral Brace Required 10' or Greater Attachment Required a PLUMB ci li 1 I Truss Depth WARNING: Failure to follow these recommendations could result in severe personal injury or damage to trusses or buildings. A INSTALLATION'TOLE'RANCES 48" 1"1 4, 60" 1-1/4" 5' 72" 1-1/2" 6' 84" 1-3/4" 7' 96" 2" 8' 108" 2" 9' BOW {� L(in) �� L(in) i ..........:::..... :::::::::5::::::::::::::::::...... T ... D(in) i Lesser of i U200 or 2" I Lesser of 50 or 2' Maximum Plumb Misplacement Line L(In) L/200 L(ft) so..1 4 4.2' 100" 1142- 8.3' 150" 3/4" 12.5' L(in) U200 ; L(ft) 200" V 16.7' 250" A-1 /4" 20.8' 300" 1-1 /2" 25.0' OUT -OF -PLUMB INSTALLATION TOLERANCES. OUT -OF -PLANE INSTALLATION TOLERANCES. DANGER: Under no circumstances should A WARNING: Do not cut trusses. construction loads of any description be placed on unbraced trusses. Frame 6 to 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 Jresult 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 resoonsibilityof the installerlbuilder. building contractorr, licensed contractor erector or erection contractor to properly receive, unload, store, handle. install and brace metal Plate connected wood trusses to protect life and prone &. 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 wood 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. IAIVGER: 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. AWARNING: A WARNING describes a condition where failure to follow instructions could result in severe personal injury or damage to structures. 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 for the use of a qualified building designer or 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 O 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. 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. { f,.TRUSSSTORAGE `. CAUTION: Trusses should not be unloaded on rough terrain or un- even surfaces which could cause damage to the truss. 0 CAUTION: 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. 9 9 WARNING: Do not break banding unt6 installation DANGER: Do not store bundles upright unless JA begins. Care should be exercised in banding re- A properly braced. Do not break bands until bundles moval to avoid shifting of individual trusses. are placed in a stable horizontal position. WARNING: Do not lift bundled trusses by the DANGER: Walking on trusses which are lying flat JA bands. Do not use damaged trusses. ® is extremely dangerous and should be strictly prohibited. Frame 1 GREGORY A. PEITZ ARCHITECT 383 RIO UNDO AVE., CHICO CA 95926 (916) 894-5719 Structural Ca*lculations-Fo-r: AR 01ky'A. No. C *2 . 12,83 REN. .: . F bU'I-rL CCUN I T GUILDING"DEPARTMGM A, P D POVF=D tnLnt ��I.- W W W W W W xxx tAtnvi 000 Lna0 �n -,C4 I* aaa M N CI N N N Q • / . ___.__.__ _._._ ...ice... ( ,?. E - � �.4 t..,7��,'". y.a•r, CY 22-141 50 SHEETS AMP4A 22-142 100 SHEETS ' 22-144 200 SHEETS rlz �. ` c -i- ,� /-� O ALJ - � ^' ✓ � � ro � I V. E I coo 1 W W W W W W xxx U1 1n V) 000 LM 00 N C4 14 aaa M C A N N N 5HEAR.I ALL 50HEDUL - . 5YNB0 GAGITY.RwAi A55 NAILING'BOLTSf' D125 PLF I/Z" GYP. 817. 'W/ 5dS Ibd ® 12" O:G: ?2° O.G. o, -i° O.G. ®; ALL . `'PORTS, 5L.OGK D �2 150 PLF 5/8" GYP. 8D: K/ bd'S Ibd ® 10" Oz.-' '12' O.G. 36° OL. ® T O.G.. ® "ALL:" © I80 PLF 54 -OAT PL.,pSTER Ibd-® q" .Oz. 60" Oz. 32" O.G. -' PH2 UBG TABL.E:25-1 Q4 16 PLF, 5/80 GDX PLY Av. kr/ 16d ® 9,0 O.G. b0' O.G.. 32_° O.G. • Q ' 270 PL W/ ... P 3/8° GDX PLYWD Ibd .G... ®6° O. O .G. 22° O G :8d's ® 4--12- O.G. PLF 54W 'GDX PL.YND: K/,. -Ibd ® 4": O.G. 34" O.G. : • 16' O.G. 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E _ 's -+ 'e � � T - - 22-141 50 SHEETS 7 22-142 100 SHEETS • - aneaao 22-144 200 SHEETS 71v- s 70 °°- _. W:NoT� A NP Al 1 Y ✓ -• O r� Vic-- x ^ -- -- -- • � - � . � � � � _- �... �� ; + � >• 1, - { � d _ � - � __-,. • --� ri t p F 1-3 i 22-141 ti SO.SHEETS , 22-142 100 SHEETS__ -� 22-144 200 SHEETS L .09 v 1 a•.. i i,. 41 NIJ Multi -Loaded Beamf 97 UBC (91; NDS)1 StruCalc 4.06 j By: Greg Peitz,,Gregory A. Peitz Architect on: 03-16-2000 Proiect: CASWELL -.Location: SECOND FLOOR FLUSH BEAM AT REAR Summary: 3:50 IN x 14.00' 1N x 10.0 FT / Versa -Lam 2800 Fb - BOISE CASCADE Section Adequate By: 172.5% Controlling Factor:- Section Modulus i Depth Required 8.79In Deflections: .-Dead_Load: DLD= 0.05 IN Live Load: LLD= 0.08 IN = L/1581 Total Load: TLD= 0.12 IN = U969 End Reactions(Left Side): - Live. Load: - RL1= 2700LB. - Dead Load: RDI = 1705' , LB Total Load:. RT1= 4405 ILB End Reactions(Right Side): J Live Load: RL2= 2700 1B Dead Load: _ RD2= 1705 LB . Total Load:RT2=k.� 4405 LB ' . ... Bearing Length Regd,.(Left) : BL1= 1.40 IN Bearing. Length.Regd.(Right):- BL2= 1:40- •IN, Beam Data: ,__.-.. Span: L= ..10.0 iFT Maximum Unbraced Span: ".... Lu= 1.3 IFT ,. Live Load Duration Factor: - - . " Cd= 1.15 1 Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: - L/ 240 i Uniform Load: Live Load: wL= 540 PLF Dead Load: wD= 329 �PLF Beam Self Weight: BSW= 12 1!PLF Total Load: wT= 881 PLF - Properties For: Versa -Lam 2800 F.b- BOISE CASCADE Bending. Stress: Fb= 2800 , ''PSI Shear Stress: Fv= 285, PSI Modulus of Elasticity";, E=. 2000000 PSI Stress Perpendicular,to Grain:,. .. ` Fc_perp= "900 'SI Adjusted Properties: MPSI Fb' (Tension): Fb'= ...... 3149 Adjustment Factors:-.Cd=1.15 C1=0.99 00.98 Fv: Fv'=---:: 328 Adiustment Factors Cd- 1.15 ISI Design. Requirements: ` Maximum Moment: M= 11011- FT -LB 5.0 FT From Left Support Shear'(0) d from beam end): V= 3377 B Comparisons With Required Sections: Section Modulus: Sreq= 42.0 IN3 S= 114.3 IN3 Area:Areq= 15.5 IN2 A= 49.0. IN2, Moment of Inertia: Ireq= 198.3 IN4` I= 800.3 _ IN4 i . 4 • Multi-Loaded Bearn' (-97,UBC (91 NDS)1 StruCalc'4:06 Bv: Greg Peitz, Gregory A. Peitz Architeot•6n: 03-16 2000 Project: CASWELL - Location: SECOND FLOOR FLUSH BEAM AT REAR Summary:. 5.25 IN x 18.00-IN x 20:5 FT / Versa-Lam 280.0 Fb - BOISE CASCADE - Section Adequate By: 47.6% Controlling Factor: Moment of Inertia /.Depth Required 15.81 In _... . Deflections: Dead Load:DLD= 0.27, IN Live Load:,-,- _ ..LLD= . ...., 0.42 IN = L/585, Total Load: TLD=:- ..... 0.69 IN = L/354 . End Reactions(Left Side): . Live Load: RLI="' ' 5535 ; LB Dead Load:.;.: ' RD1= 3608 LB Total Load: RTI= 9143 j LB: End Reactions(Right Side): i Live Load: RL2= 5535 LB Dead Load: RD2= 3608 'LB Total Load: RT2= 9143 , ! LB Bearing Length Regd.(Left) : BL1.�� 1.93 IN_ Bearing Length Regd.(Right): BL2= 1.93 IN Beam Data: Span: L= 20.5 FT Maximum Unbraced Span:- Lu= 1.3 FT Live Load Duration Factor: Cd= 1.15 Live Load Deflect. Criteria: L/ .; .--....360 ; Total Load Deflect. Criteria: L/ 240 Uniform Load: Live Load: wL= 540 ; PLF Dead Load: wD-....: 329 PLF . Beam Self Weight: BSW= 23 PLF Total Load: _ wT= 892 E PLF Properties For: Versa-Lam 2800 Fb- BOISE CASCADE ' . Bending Stress:Fb= 2800 PSI Shear- Stress: Fv= 285 ; PSI Modulus of Elasticity: E_ 2000000 ;PSI Stress Perpendicular to Grain: Fc_perp= .900 fPSI Adjusted Properties: ; Fb' (Tension): Fb'= 3070 `PSI Adjustment Factors: Cd=1.15 C1=1.00 Cf--0.96 Fv'; Fv'= 328 `PSI Adjustment Factors: Cd=1.15 Design Requirements: Maximum Moment: M= 46856 FT-LB 10.25 FT From Left Support Shear (0) d from beam end): V= 7805 LB Comparisons With Required Sections: Section Modulus:.. ----= ... _ .._ . _._._.. -... .....:-....-. Sreq= ... = =183.2.. •1N3 ... ' . S= 283.5 IN3 Area: Areq=, 35.8 -::,' IN2. A= 94:5. IN2 Moment of Inertia: Ireg= 1729.0 IN4 1= 2551.5 IN4 Uniformly Loaded Floor Beam( 97 UBC (91 NDS) 1 StruCalc 4.06 By: Greg Peitz, Gregory A.. Peitz Architect on: 03-16-2000.. - Proiect: CASWELL - Location:�EXTERIOR DECK HEADER. • Summary: , 3.50 IN x 14.00 IN x• 16.0 FT Versa -Lam 2800 Fba- BOISE CASCADE , ,/ Section Adequate By: 65.9% Controlling Factor: Section Modulus / Depth Required 11.58 In , Deflections: ' Dead Load: DLD=` 0:16 IN Live Load:LLD= 0.29 SIN = L/651 - Total Load: I, TLD= 0.45 'IN = L/424 Reactions (Each End): Live Load: _ , " RL=, 2560 LB Dead Load: , x' RD= 1375 .LB Total Load: RT= 3935 LB Bearing Length Regd:: 'BL= .. ' 1.25 IN Beam Data: _ Span::... c :. „ 16.0 FT - Maximum Unbraced Span: '' Lu= 1.3 FT Live -Load Deflect. Criteria: L/ .360 ' Total Load Deflect. Criteria: s L/ 240 Floor Loading: ' Floor' Dead Load: DL= 20 PSF - • Side One:Live Load: LL1= 40 PSF ,Floor Tributary Load Stian(Side One): - .. TW I= 8.0 FT Side Two: Floor Live Load: LL2= 0 ,PSF ' Tributary Load Span(Side Two): z TW2=, -0.0 FT Live -Load Duration Factor: ,. Cd= 1.00 Wall Load: .... + i. WALL= .0 PLF r Average Uniform Live Load: , '' LLave= '- - 40 PSF Beam Loading: Beam Total Live Load: wL= 320 PLF ' Beam Self Weight: ; ` BSW= 12 PLF' Beam Total Dead Load: `` t wD=' 172 PLF, .., Total Maximum Load: wT= 492 PLF Controlling Total Design Load:` - '• V wTcont= 492-. PLF ' 'Properties For: Versa -Lam 2800 Fb- BOISE CASCADE Bending Stress: Fb= ' 2800 PSI' Shear Stress: �» , , FL' '285 '' PSI Modulus'of Elasticity: - E= 2000000 PSI 4 Stress Perpendicular to' Grain: Fc_perp= .. 900.- PSI Adjusted Properties: Fb' (Tension): ` rF' Fb'= 2740 PSI Adjustment Factors: Cd=1.00 C1=1.00 C1=0.98 FV':r Fv'= 285 PSI Adjustment Factors: Cd=1.00. ' Design Requirements: ' Maximum Moment: ;. = M= 15741 FT -LB Shear ((a, d from beam end): y. V_=; ___. 3361 LB Comparisons With Required Sections: ' b Section Modulus: 1 ' "Sreq= 69.0 IN3 S= 114.3 IN3 Area: ' Areq= 17.7 IN2 ; A= 49.0 IN2 Moment of Inertia: : - . :. ' ' Ireq= 453.4 N4 �; I= 800.3 IN4 Uniformly Loaded Floor Beam( 97 UBC ,(91 NDS)1 StruCalc 4.06 By: Greg Peitz, Gregory A: Peitz, Architect on: 03-16-2000 Proiect: CASWELL -Location: SECOND FLOOR FLUSH BEAM @ CENTER Summary: " 5.25 IN x 14.00 IN x 17.5 FT / Ver'sa-Lam 2800 Fb - BOISE CASCADE Section Adequate By: 27.6% Controlling Factor: Moment of Inertia / Depth Required 12.91 In Deflections: -Dead Load: DLD= 0.13 IN Live Load: LLD= 0.46 IN = L/459 Total Load: TLD = 0.59 IN = L/358 Reactions (Each End): LiveLoad: RL= " 4550 LB Dead Load: RD= 1294 LB Total Load: RT= 5844 LB Bearing Length Regd.: BL= 1.24 IN Beam Data: Span: Maximum Unbraced Span: - Lu= - "1.3 FT ' Live Load Deflect. Criteria: L/ 360 - Total Load Deflect. Criteria: L/ 240 Floor Loading: Floor Dead Load: DL= .- 10 PSF Side One: Floor Live Load: LL1= .,_.. 40 PSF Tributary Load Span(Side One): TW1= 6.75 FT Side Two: Floor Live Load: °' LL2= 40 PSF . Tributary Load Span(Side Two): TW2= 6.25 FT"` " Live Load Duration Factor:. Cd= 1.00 Wall Load: WALL- 0, PLF Average Uniform Live Load: LLave= 40 PSF Beam Loading: Beam Total Live Load: wL= 520 , .' PLF Beam Self Weight: BSW= ` 18 PLF Beam Total Dead Load: wD= 148 PLF , Total Maximum Load: wT= 668 PLF Controlling Total Design Load: wTcont= 668 PLF Properties For: Versa -Lam 2800 Fb- BOISE CASCADE Bending Stress: - F6=., 2800 PSI Shear Stress: Fv= 285` PSI Modulus of Elasticity: E_ 2000000 _ PSI ` Stress Perpendicular to Grain: Fc—Perp= 900 PSI Adjusted Properties: Fb' (Tension): Fb'= .2747 PSI Adjustment Factors: Cd=1.00 C1=1.00 00.98 Fv':: Fv'= 285 PSI Adiustment Factors: Cd=1.00 Design Requirements: Maximum Moment: M= 25567 FT -LB Shear ((a, d from beam end): V= 5065 LB Comparisons With Required Sections: Section_ Modulus: Sreq= 111.7 IN3 S= " 171.5 IN3 4rea: Areq= 26.7 1N2 ' A=_ 73.5 IN2 Moment of Inertia:" 'Ireq=' 940.6 IN4 I=. - 1200.5 IN4 4 a APPROVEtI Butte County Environmental Health Date ignatune -- 7d W, FO. .X,. Company 3995 Olive ffighway,.OrovilieCA'95966 -916-5332730/916-5I3-18,),qrA, Lic. #305365 C-10, 046, C-2% C-363, C-43 Residential Fire Sprinkler with Pump & Holding Tank. 1.. Sprinkler Head 2. Spring Loaded Check Valve 3. Gate Valve .4. 3 -Way Globe Valve 5. 3001b Gauge 6. 2 Pole Flow Switch 7. Alarm Bell 8. Drain Baft Valve .9. Spare Head Cabinet 10... Booster Pump 11. Pressure Switch 12.- Pump Control 13. Holding Tank M Model -LF Low Flow Residential Fast Response Pendent and Recessed Pendent Glass Bulb Automatic Sprinklers for Smooth, Flat, Horizontal & Sloped Ceilings Manufactured by: Central Sprinkler Company 451 North Cannon Avenue, Lansdale, Pennsylvania 19446 Product Description The Central Model LF Residential Pendent and Recessed Pendent Sprinklers have the ability to cover large areas with very low flow and pressure requirements. This, combined with the aesthetics of the recessed glass bulb design, provide a sprinkler that is. attractive and cost effective. The Model LF is U.L. Listed for use in sloped ceilings with pitches up to 8:12. Refer to the Sprinkler. Design Requirements Table on Page 3 for specific flows and pressures for sloped ceilings, and Page 2 of this Data Sheet for further sloped ceiling design guidelines. The Model LF is Listed for both 1550F/680C and 175°F/79°C. The 1750F/791C Listing can accommodate ambient temperatures up to 150°F/ 68°C. This is an advantage in areas where high ambient temperature is expected. The Model LF is Listed for up to 8" (203.2 mm) below the ceiling which can provide a significant advantage when encountering ceiling obstructions. Please note the flow changes slightly for installations over 4"(101.6 mm) up to 8" (203.2 mm) below the ceiling and for the 1750F/790C temperature. The Central Model LF Automatic Sprinklers incorporate the latest in glass bulb technology, which results in a much smaller more attractive sprinkler. The operating mechanism consists of a liquid -filled quick response frangible capsule that is only 20 mm in length. The Model LF Automatic Sprinklers are intended for residential applications in accordance with current NFPA 13, NFPA 13D and NFPA 13R Standards and Central's Residential Installation Guide. Operation: The glass bulb capsule operating mechanism contains a heat -sensitive liquid that expands upon application of heat. Upon reaching the rated temperature, the frangible capsule ruptures thereby releasing the orifice seal. The sprinkler then discharges water in a pre -designed spray pattern to control or extinguish the fire. . ht::1 i Model: LF Style: Pendent and Recessed Standard Finishes: Sprinkler: brass, chrome plated, white and off-white painted Escutcheon: brass plated, chrome plated, white and off- white painted Pendent Length: 21/8" (53.9 mm) Escutcheon: Model GB Res./QR Width: 13/18" (30.2 mm) Wrench: GB -20 (Part #1125) Weight: 21/2 oz. (70 grams) Orifice Size: .%" (9.5 mm) K -Factor: 3.0 (43.3 metric) Thread Size: 1/2" N.P.T. (15 mm) Temp. Ratings: 155017/680C 1750F/79°C Approvals: U.L., cUL Maximum Working Pressure: 175 psi (12.1 bar) Factory Hydro Test: 100% at 500 psi (34.5 bar) No. 4.1.0 Old Cat. No. 4-4.0 LF Sloped Ceiling Design Guidelines ..UM SLOPE 8:12 (33.70) Pendents Located Along Multiple Slopes • Spacing is measured along the slope. • Maximum number of sprinklers located in a compartment is unlimited. • Number of heads to be hydraulically calcu- lated shall conform to the appropriate NFPA standard being designed to. • See notes below if loft condition exists. • Cathedral ceiling applications: An 8" minimum beam or lintel is required. • a: minimum: 4"(101.6 mm) maximum: one-half the maximum calculated spacing • b: minimum: 8'-0" (2.4 m) maximum: 20'-0" (6.1 m) NOTES: • The above design guidelines are based on actual testing performed at U.L. for slopes up to and including 8:12 pitch (33.70). For slopes greater than 8:12 pitch, refer to Central Sprinkler Company's "Residential Installation Guide" for proper placement and spacing criteria. • One row of sprinklers shown on the sloping ceiling for clarity. Actual number of sprinklers within a compartment is unlimited. • If a loft adjoins the sloped ceiling compartment, a minimum 8" deep lintel is required. • For ceilings with lofts, calculate a minimum of three sprinklers. All other hydraulic requirements shall conform to be appropriate NFPA standard being used for design. All Central Model LF Automatic Sprinklers must be installed according to current NFPA 13, NFPA 13D and NFPA 13R requirements and Central's Residential Installation Guide. Deviations from these requirements and standards or any alteration to the sprinkler itself will void any warranty made by Central Sprinkler Company. In addition, installation must also meet local government provisions, codes, and standards as applicable. The system piping must be properly sized to ensure the minimum required flow rate at the sprinkler. Check for the proper model, style, orifice size, and temperature rating. prior to installation. Install sprinklers after the piping is in place to avoid mechanical damage; replace any damaged units. Wet pipe systems must be protected from freezing. Upon completion of installation, the system must be tested per recognized standards. In the event of a thread leak, remove the unit, apply new pipe joint compound or tape, and reinstall. Installation Sequence Step 1. The unit must be installed in the Pendent position. Step 2. Use only a non -hardening pipe joint compound or Teflon' tape. Apply only to male threads. ' Teflon is a trademark of the DuPont Corp. Step 3. Install the sprinkler according to the dimensions shown in the installation diagrams on page two. Install the escutcheon skirt onto the sprinkler prior to its engagement into the reducing fitting. For recessed applications, do not use the push -on escutcheon plate to hold the unit in position. The sprinkler will only function properly when anchored to the building structure. GB -20 Sprinkler Wrench (Part #1125) Figure 1 Model LF Pendent (bottom view) 1 1 1 1 1 / 1 I r � I t Face of Reducing j Coupling (-Ir i I 2 1/8' (54 mm) 111/16' � I � (42.9 mm) ' Ref. Jj �IA_u:]' 1 3/16' (30.2 mm) Diameter Note: Central's Model 65 or 401 escutcheons may be used. When using Central's Model 65 ceiling escutcheon, the face of the reducing coupling should be'/e" t'/1s" below ceiling line. LF 3/e" Residential Pendent and Recessed Pendent Sprinkler Design Requirements 155°F Deflector distance from recessed up to 4"(101.6 mm) below ceiling. LF 3/8" Residential Pendent and Recessed Pendent Sprinkler Design Requirements 175°F Minimum Design Flow Part# Two or More Coverage Area One Sprinkler Sprinklers 12'x 12' 10 GPM (11.1 psi) 8 GPM (7.1 psi) (3.7 x 3.7m) 37.91pm (0.8 bar) 30.3 Ipm (0.5 bar) (Horiz. 8 Sloped Ceilings) 12 GPM (16.0 psi) 8.5 GPM (8.0 psi) 14'x 14' 10 GPM (11.1 psi) 8 GPM (7.1 psi)' (4.3 x 4.3m) ' 37.9 Ipm (0.8 bar) 30.3 Ipm (0.5 bar) (Horizontal Ceilings) 45.51pm (1.1 bar) 32.21pm (0.6 bar) . 14'x 14' 12 GPM (16.0 psi) 8 GPM (7.1 psi) (4.3 x 4.3m) 45.5 torn (1.1 bar)' 30.3 Ipm (0.5 bar) (Sloped Ceilings) 16 GPM (28.4 psi) 13.5 GPM (20:3 psi) 16' x 16' 10 GPM (11.1 psi) 8 GPM (7.1 psi) (4.9 x 4.9m) 37.9 Ipm (0:8 bar) 30.3 Ipm (0.5 bar) (Horizontal Ceilings) 16' x 16' 12 GPM (16.0 psi) 6 GPM (7.1 psi) (4.9 x 4.9m) 45.51pm (1.1 bar) 30.31pm (0.5 bar) (Sloped Ceilings) . 18'x 18' 14 GPM (21.8 psi) 10.5 GPM (12.3 psi) (5.5 x 5.5m) 53.1 Ipm (1.5 bar) 39.8 Ipm (0.8 bar) (Horizontal Ceilings) 18'x 18' 18 GPM (36 psi) 13 GPM (18.8 ps) (5.5 x 5.5m) 68.2 Ipm (2.5 bar) 49.3 Ipm (1.3 bar) (Sloped Ceilings) 20'x 20' 16 GPM (28.4 psi) 13.5 GPM (20.3 psi) (6.1 x 6. im) 60.6 Ipm (2.0 bar) 51.2 Ipm (1.4 bar) (Horizontal Ceilings) 20'x 20' 20 GPM (44.4 psi) 16 GPM (28.4 psi) (6.1 x 6.1m) 75.6 Ipm (3.1 bar) 60.61pm (2.0 bar) (Sloped Ceilings) Deflector distance from recessed up to 4"(101.6 mm) below ceiling. LF 3/8" Residential Pendent and Recessed Pendent Sprinkler Design Requirements 175°F Deflector distance from recessed up to 4'(101.6 mm) below ceiling. Figure 2 Model LF Recessed Pendent Model GB Res1DR Recessed Esiutcheo� It 2•(50.emm) 1 1 Mirvmum Diameter 1 t 2 1/4' (572mm) 1 1 Maximum Diameter / i t 1 1 I 1 1 rt 1� r � Face of Reducing 2 718'(73.0 mm) Note: Only the Model GB Res./OR Recessed Escutcheon may be used. Substitution of other "recessed" escutcheons may impair the operating sensitivity and distribution pattern. Figure 3 Model LF Extended Pendent 3 1/2' (e9.9..) Max. 2 1/4'(57.2mm) Min. I-1 Finished Ceiling Line 399 Escutcheon 399 Escutcheon Minimum Design Flow Part# Two or More Coverage Area One Sprinkler Sprinklers 12'x 12' 10 GPM (11.1 psi) 8 GPM (7.1 psi) (3.7 x 3.7m) 37.9 Ipm (0.8 bar) 30.3 Ipm (0.5 bar) 14'x 14' 12 GPM (16.0 psi) 8.5 GPM (8.0 psi) ,(4.3 x 4.3m) 45.5 Ipm (1.1 bar) 32.21pm (0.6 bar) 16'x 16' 12 GPM (16.0 psi) 8.5 GPM (8.0 psi), (4.9 x 4.9m) 45.51pm (1.1 bar) 32.21pm (0.6 bar) . 18'x 18' 15 GPM (25.0 psi) 12 GPM (12.3 psi) (5.5 x 5.5m) 56.9 fpm (1.7 bar) 39.8 Ipm (0.8 bar) 20'x 20' 16 GPM (28.4 psi) 13.5 GPM (20:3 psi) (6.1 x 6.1m) 1 60.6 Ipm (2.0 bar) 51.2 fpm (1.4 bar) Deflector distance from recessed up to 4'(101.6 mm) below ceiling. Figure 2 Model LF Recessed Pendent Model GB Res1DR Recessed Esiutcheo� It 2•(50.emm) 1 1 Mirvmum Diameter 1 t 2 1/4' (572mm) 1 1 Maximum Diameter / i t 1 1 I 1 1 rt 1� r � Face of Reducing 2 718'(73.0 mm) Note: Only the Model GB Res./OR Recessed Escutcheon may be used. Substitution of other "recessed" escutcheons may impair the operating sensitivity and distribution pattern. Figure 3 Model LF Extended Pendent 3 1/2' (e9.9..) Max. 2 1/4'(57.2mm) Min. I-1 Finished Ceiling Line 399 Escutcheon 399 Escutcheon Finish Part# Brass 1287 Chrome 1286 White 1288 Off -White 1290 6'(152.4mm) Max. 3 3/4'(95.3mm) Min. Face of Reducing Coupling i 1 11/16' (42.9mm) I LF 3/s" Residential Extended Pendent Sprinkler Design Requirements 155°F and 175°F Deflector distance extended 4' to 8' below ceiling. Minimum Design Flow Two or More Coverage Area One Sprinkler Sprinklers 12'x 12' 11 GPM (13.4 psi) 8 GPM (7.1 psi) (3.7 x 3.7m) 41.7lpm (0.9 bar) 30.3 Ipm (0.5 bar) 14'x 14' 12 GPM (16.0 psi) 9 GPM (9.0 psi) (4.3 x 4.3m) 45.5 Ipm (1.1 bar) 34.1 Ipm (0.6 bar) 16'x 16' 14 GPM (21.8 psi) 10.5 GPM (12.3 psi) (4.9 x 4.9m) 53.1 Ipm (1.5 bar) 39.81pm (0.8 bar) 18'x 18' 14 GPM (21.8 psi) 12 GPM (1.6.0 psi) (5.5 x 5.5m) 53.1 Ipm (1.5 bar) 45.5 Ipm (1.1 bar) 20'x 20' 16 GPM (28.4 psi) 15 GPM (25.0 psi) (6.1 x 6.1m) 60.6 Ipm (2.0 bar) 56.9 Ipm (1.7 bar) Deflector distance extended 4' to 8' below ceiling. Step 4. Hand tighten the sprinkler into the fitting. Then use a Central GB -20 Wrench to tighten the unit intothe fitting. A leak -tight joint requires only 7 to 14 ft.-Ibs.(9.5 to 19.0 Nm) of torque; a tangential force of 14 to 28 Ibs.(62.3 to 124.5 N) delivered through a 6"(150 mm) handle will deliver adequate torque. Torque levels over 21 ftAbs.(28.6 Nm) may distort the orifice seal, resulting in leakage. Caution: Special care must be taken when installing sprinklers with a CPVC system. Sprinklers must be installed after the manufacturer's recommended setting time for the primer and cement to ensure that neither accumulate within the sprinkler. Special care must be taken when installing with a copper system. Sprinklers must be installed only after the inside of the sprinkler drop and associated fittings have been wire brushed to remove any flux. Residual flux can cause corrosion and in extreme cases can impair proper sprinkler operation. r] bare GE a!ntenance; Sprinklers must be handled care- fully. They must not be transported or stored where ambient temperature may exceed 100°F/380C. For best results, store them in a cool, dry location in the original shipping package. Do not install sprinklers that have been dropped or visibly damaged. Sprinklers should never be painted, coated, plated, or altered in any other way from manufactured condition or they may not function properly. Any sprinklers altered in such manner must be replaced. The owner is responsible for the proper operating condition of all fire protection devices and accessories. The NFPA standard 25 entitled, `Inspection, Testing and Maintenance of Water -Based Fire Protection Systems", contains guidelines and ©1998 Central Sprinkler Company Printed in U.S.A. minimum maintenance requirements. Furthermore, the local Authority Having Jurisdiction may have addi- tional regulations and requirements for maintenance, testing, and inspec- tion that must be obeyed. It is recommended that sprinkler systems be inspected regularly by a qualified inspection service. Length of time between such inspections can vary due to accessibility, ambient atmosphere, water supply, and site activity. Do not attempt to reassemble or otherwise reuse a sprinkler that has operated. Replace any sprinkler exhibiting corrosion or damage; always use new sprinklers of the same type and temperature rating as replacements. Because the discharge pattern is critical to protection of life and property, nothing should be hung or attached to the sprinkler unit that would disrupt the pattern. Such obstructions must be removed. In the event that construction has altered the original configuration, additional sprinklers may need to be installed to maintain the protection level. Do not attempt to replace sprinklers without first removing the fire protection system from service. Be certain to secure permission from all Authorities Having Jurisdiction, and notify all personnel who may be affected during system shutdown. A fire watch during maintenance periods is a recommended precaution. To remove the system from service mode, first refer to the system operating guide and valve instruction. Drain water and relieve pressure in the pipes. Remove the existing unit and install the replacement, using EEINTRAEL. Central Sprinkler Company 451 North Cannon Avenue, Lansdale, PA 19446 PHONE (215) 362-0700 FAX (215) 362-5385 only the special sprinkler wrench. Be certain to match model, style, orifice, and temperature rating. A fire protection system that has been shut off after an activation should be returned to service immediately. Inspect the entire system for damage and replace or repair as necessary. Sprinklers that did not operate but were subjected to corrosive elements of combustion or excessive temperatures should be inspected, and replaced if need be. The Authority Having Jurisdiction will detail minimum replacement requirements and regulations. Guarantee: Central Sprinkler Company will repair and/or replace any products found to be defective in material or workmanship within a period of one year from the date of shipment. Please refer to the current Price List for further details of the warranty. r1d%wing inf®rmati®n Ordering Information: When placing an order, indicate the full product name. Please specify the quantity, model, style, orifice size, temperature rating, type of finish or coating, and sprinkler wrench. Availability and Service: Central sprinklers, valves, accessories, and other products are available through- out the U.S. and Canada, and internationally, through a network of Central Sprinkler distribution centers. You may write directly to Central Sprinkler Company, or call (215) 362- 0700 for the distributor nearest you. Patents: Patents are pending. Conversion Table: 1 inch = 25.400 mm 1 foot = 0.3048 M 1 pound = 0.4536 kg 1 foot pound = 1.36 Nm 1 psi = 6.895 kpa = 0.0689 bar = 0.0703 kg/cm'- 1 U.S. gallon = 3.785 dm3 = 3.785 liters Conversions are approximate. LF PENDA Grumell rVr., N Z M Bronze Spring Loaded Check Valve %"-2" Figure No. 3600 w/Teflon Disc. Figure No. 3600SJ w/Teflon Disc Figure No. 3615 w/Buna-N Disc Figure No. 3615SJ w/Bunn-N Disc 125 PSI Saturated Steam, with TFE Disc Buna-N Disc Rated at 2501)SI 250 PSI Non -Shock Cold Water, 011, or Gas Fluid Pressure, Non -Shock W.O.G. 25 lure No. 3600 lure No. 3615 Threaded Grinnell check valves may be installed in vertical lines with upward flow or in any intermediate position. Do Not Use For Reciprocating Air Compressor Service. Do Not Use as a Footvaive. Q) Figure No. 3600SJ Figure No. 3615SJ Copper to Copper ._•/ •���,�r��i}JY`Y,.•1 •A1 ..�1:.<'i-'a li!.n`�.l .,�� y��.: �+'�,�� ��(������ � hr.�.�.� .1.: {:.r_`i/{I 'f:fyti.'x�R• ia.��?:?'�.3�-.t,� .c: :1.��}�'i`�'�7t��};�F'..S��ti�ACR{�[@0..;���r_`�5.%!. �x__.; .. .."' .. :i�::tia:�ru- ..�:, _. ...... .- �,:�� :;�:;•- ...-.- .... ..- . � Ditnen§lolls —Weights Nominal Size Part Specification 1. Body -Bronze ASTM B-584 Alloy C84400 2. Stem Stainless Steel ASTM A-582 Alloy S30300 3. Spring 316 Stainless Steel 4. Disc Holder Stainless Steel Type 301 S. Disc Teflon. Fig. 3600 5A. Disc Buna-N, Fig. 3615 6. Seat Ring Teflon 7. 8. Seat Screw Body End Stainless Steel ASTM A-276 Alloy S43000 Bronze ASTM B-584 Alloy C84400 Nominal Size Dimensions Approx. Net Wt. Fig. 3600 Approx. Net Wt. Fig. 3600SJ A B 2/8 2 13/9 17/+6 .4 .4 '12 2+h6 13/a 13/+6 .4 .4 2/4 2+/4 15/0 1 S .5 .5 1 25/a 2 1+1, .8 .9 11/4 21 a 1"lea 1.2 1.3 1'/2 35h6 2�/4 2 1.6 1.9 2 33/4 33/8 251+6 2.4 2 7 Central Sprinkler Company 451 North Cannon Avenue. Lansdale, Pennsylvania 19446 Pr®d�C� Descripffilon The Central Model F17 3 -Way Bronze Globe Valves are designed for general service as shut-off. throttling, or drain valves. The Central Model F17 3 -Way Bronze Giobe Valves provide positive shut-off under normal operating conditions. They are recommended for water service only. The Central Model F17 3 -Way Bronze Globe Valves are of cast bronze construction in strict accordance with ASTM B-62 specifications 85-5-5-5 for superior A j 2.45 i corrosion resistance. The hand wheel is manufactured from cast iron materials to meet or exceed the requirements of Underwriters Laboratories, Inc., Factory Mutual, The American Water Works Association C-509 and ASTM A-126, Class B Standards. The Central Model F17 3 -Way Bronze Globe Valves are rated with cold water at 200 psi, non -shock for cold water service, and are tested twice. air under water for consistent quality. The Central Model F17 3 -Way Bronze Globe Valves have a soft rubber seat for tight shut-off under all operating conditions. (Mfg. Source: Non -Domestic) •� 1.69.—► Bill of Materials Item Description Material Specification 1 Body Bronze ASTM B-62 2 Hand Wheel Cast Iron ASTM A -126-B 3 Hand Wheel Nut Steel Commercial 4 Packing Non -Asbestos Commercial 5 Packing Gland Brass ASTM B-16 6 Packing Nut Brass ASTM B-16 7I Stem Brass ASTM B-16 No. 27.3.0 h::'s\n..i '.f:•�M'1:a--;:C{i:F�:':'��§'t.\.`A. Y!"eMYr:-'•Ir.t..!i ^fil?�:. N.�iY'.:h.G'Y•.h'l.sr US. G V A G ice, AMETEK Use on wet or dry sprinkler systems! Solid brass backed! o '/," A .NTP -LM brass fitting; 3'/a" diameter e 300 lb./sq. In. Capacity 4 1 800 854-1015 ao ZQo y5 Pti 22S" 50 250 ,2S 0 115. &LISTED r a� APPROV& VSa-SF (2)POTTER VANE TYPE WATERFLOW A POR SMALL PIPE ALARM SWITCH WITH RETARD Potter► Bieatric $ignai Company Potter Electric Signal & Mfg. LTD 2081 Craig Road a P.O. Box 28480 1987 Leslie Street St. Louis, MO 63146 4161 Don Mills, Ontario, CohmM M3132M3 (314) 87843216 (800) 325.3936 (416) 441.1833 STK. NO. 1113000 U.S. PAT. NO, 3921989, CANADIAN PAT. NO. 1009680 OTHER PATENTS PENDING;. The Modal V8171-817 Is a vane type waterflow switch for use on wet epfinkler systems that use I", 1 1/44, or 1 1/2' pipe Size. The unit may also bo used as a sectional waterflow detector on large systems. The unit contains two single pole double throw snap aoffon awftchee and an ad)uatable pneumatic retard. The switches are actuated when a flow of 10 gallons par minute or more occurs downstream of the devloo. The flow condition must exist for a perlod of time necessary to overoome the selected felard period. I I INSTALLATION: These devices may be mounted In horizontal or vertical pipe. On horizontal pipe they ahould be Installed on the top Aide of the plpe' where they will be accessible. The units should not be Installed within e' of a valve, drain or fitting which changes the direction of the waterflow. The unit has a 1" NPT bushing for threading Into a nohcorroehre TEE. See Fig - 2 for proper TEE size, type and Installation. Screw the device Into the TI=E fitting as shown In Fig. 2. Care muatbetaken to properly orient the device for the direction of waterflow. UL. ULC, CSFM LIaTEb and NYMEA ACCEPTED 8ervioe Preeeure: Up to 250 PSI Minimum Plow Rate for Alarm: 10 QPM Maximum Surge: 18 FPS Enclosure: Die-cast, red enamel finish. Cover held In place with tamper resistant wows Contact Ratings: Two seta of SPDT (Form C) 15.0 Amps at 125/250 VAC 2.0 Amps at 0.30 VDC Condult Entrsnoea: Two Knockouts provided for 1/2' conduit Usage: Usted Plastic, Copper and Schedule 40 Iron Pipe Fits pipe sizes - 1". 1 1/4', and 1 1/2' Note: 8 paddles are furnished with each unit one for each pipe size of threaded or sweat TEE, one for V CPVC, and one for 1 1/2' polybutylene (CTS -Copper tubing size) Environnwritel Specifications: Suitable for Indoor or outdoor use with factory Installed gasket and die -c" housing NEMA 4 Rated Enclosure • use with appropriate conduit fitting temperature Range: 40° F/120° F (4.5' 0/48° C) Caution: This device Is not Intended for applk:all" In eXPk*Ne environments Service Use: Automatic Sprinkler NFPA-13 One or two family dwelling NFPA-13D Residential occupancy up to four stories NFPA•13R National Fire Alarm Code NFPA-72 Optional: Cover Tamper Switch, order Stk. No. Oo90o18 The vane must not rub the Inside of the TI=E or bind In any way. The stern should move freely when operated by hand. The devise can also be used In copper or plastic pip* kwtaflatksna with the proper adapters so that the specified TEE fitttng may be Installed on the pipe run. 1149PECTION AND TESTINQ: Check the operation of the unit by opening the inspector' test valve at the end o1 the eprinlder tine or the drain and test connection, If an Inspector's test valve is not provided. If theta are no provisions for tesOw the operation of the flow detection device on the system, eppllcatlon of the V8R-9F le not retomrnended or advisable The frequency of the Inspection and testing and Its associated protective monitortng system should be In aowdanoe with om appwcable NFPA Codes and Standards and/or authority havitg jurisdiction (manufacturer recommends quarterly or more frequantfy), CAUTION: There are 8 paddles furnished with each unit. These paddles have raised lettering that shows the pipe size and type of TEE that they are to be used with. The proper paddle m1W be used. The screw that holds the paddle must be securely tightened. WINNOW PRINTED IN USA MKT. #600000:1 • REV I PAQE 1 CF 2 Miro. 66100602.3106 P _QELLS ® PBA AC & PBD DC Potter Electric Signal Company Potter Electric Signal & Mfg. LTD 2081 Craig Rd.,/P.O. Box 28480 1967 Leslie Street St. Louis, MO 63146 Don Mills, Ontario, Canada M3B2M3 (314)878-4321 / (800) 325-3936 (416) 441-1833 UL LISTED, FM APPROVED 6" BELL SHOWN Sizes Available: 6", 8", and 10" Voltages Available: 24VAC 120VAC 12VDC (10.2 to 15.6) Polarized 24VDC (20.4 to 31.2) Polarized Service Use: Fire Alarm General Signaling Burglar Alarm Environment: Indoor or Outdoor Use (See Note 1) -400 to 150°F (outdoor use require weatherproof backbox) Termination: 4 No. 18 AWG stranded wires Finish: Red powder coating Optional: Model BBK-1 weatherproof backbox These vibrating type bells are designed for use as fire, burglar, or general signaling devices. They have low power consumption and high decibel ratings. The unit mounts on a standard 4" square electrical box for indoor use, or on a model BBK-1 weatherproof backbox for outdoor applications. ALL DC BELLS ARE POLARIZED AND HAVE BUILT-IN TRANSIENT PROTECTION: SIZE VOLTAGE MODEL NO. STOCK NO. CURRENT (MAX) TYPICAL dB 10 FT. MINIMUM dB ® 10 FT. 6 12VDC PBD126 1706012. .12A 85 75 8 12VDC PBD128 1708012 .12A 90 75 10 12VDC PBD1210 1710012 .12A 92 75 6 24VDC PBD246 1706024 .06A 87 75 8 24VDC PBD248 1708024 .06A 91 79 10 24VDC PBD2410 1710024 .06A 94 79 6 24VAC PBA246 1806024 .17A 91 75 8 24VAC PBA248 1808024 .17A 94 75 10 24VAC PBA2410 1810024 .17A 94 75 6 120VAC PBA1206 1806120 .05A 92 82 8 120VAC PBA1208. 1808120 .05A 99 82 10 120VAC PBA12010 1810120 .05A 99 85 Weatherproof backbox model BBK-1 Stk. No. 1500001. Notes: 1. Minimum dB ratings are calculated from integrated sound pressure measurements made at Underwriters Laboratories as specified in UL Standard 464. UL temperature range is -30° to 150°F. 2. Typical dB ratings are calculated from measurements made with a conventional sound level meter and are indicative of output levels in an actual installation PRINTED IN USA MKT. #8850001- REV K PAGE 1 OF 2 MFG. #5400776 - 4/94 _ is ::°•�::: � -.-:�. '.,-- �;�:,�..:.. .. Central Sprinkler Company 451 North Cannon Avenue, Lansdale, Pennsylvania 19446 Product Technical Description Data Central Sprinkler Head Cabinets are constructed bf a metal enclosure with a triple -hinged cover designed to provide on-site storage of an emergency supply of sprinkler heads and a sprinkler head wrench. NFPA 13 requires a representative number of each type of sprinkler t head used in a sprinkler system to be _ stored in a cabinet on-site to allow for immediate removal and replacement of sprinklers which may have operated or become damaged. _ _Central Sprinkler -Head Cabinets are manufactured of heavy gauge steel. with knock -outs to accommodate either 1/2" or 3/4' N.P.T. threaded sprinkler heads and are painted an attractive red enamel. They are available in six (6) or twelve (12) head capacity. Model: Sprinkler Head Cabinet Style: 6 head or 12 head Standard Finish: Red enamel Mfgr. Source: Non-domestic Capacity: 6 sprinkler heads 12 sprinkler heads Dimensions: -6 head - 5" high x.14" long x 31/4" deep 12 head - 5" high x 14" long z — — 4" deep Weight: 6 head - 2.3 lbs. 12 head - 3.5 lbs. APPLICATIONS Specifically designed:for•the following uses: !p1awn sprinkling °• Irrigation ` . • Air conditioning systems • Heat -pumps • Water transfer • Dewatering SPECIFICATIONS Pump: • Pipe connections: 1'/2" suction 1'/2" discharge • Capacities: to 110 GPM:at 5 foot suction lift. • Heads: to 128 feet. • Reprime capabilities: to 25 foot suction lift. • Maximum working pressure: 125 PSIG. . • Maximum water temperature: 160°F (710Q). • Rotation: right hand ie; clockwise when viewed from motor end. Motor: • NEMA standard open drip proof. • 60 Hz, 3500 RPM. • Stainless steel shaft. • Single phase: a/-2 HP, 115/230 V; 3 HP, 230 V only. Built-in over -load with automatic reset. • Three phase: 230/460 V. Overload protection must be provided in starter unit. Starter and heaters (3) must be ordered separately. ® 1997:Goulds Pumps Goulds IRRI-GATOR TM FEATURES- m Powered for Continuous m Self -Priming Design: Operation: Pump ratings . When pump is.primed it are within the motor manu- 'neverneeds. priming again 'facturer's recommended everr--if water,level drops working limits. Can be below end of the foot Valve. .operated continuously It resumes pumping as soon without damage. as water level rises again. m Mechanical Seal: Gas or air in the water will Carbon/ceramic faces, BUNA not airbind the pump. elastomers. 300 series m Serviceable: stainless steel metal parts. • Back pullout design allows Exclusive casing design disassembly of pump for prevents the seal from service without disturbing running dry. piping. • Two compartment motor SELF -PRIMING for easy access to motor wiring and replaceable o ° components. „" m Diffuser (Guide Vane): o o °moo Bolt down diffuser provides o positive alignment with impeller. Diffuser also has -. stainless wear ring for 0 Water recirculates, but during re -priming extended performance in operation only. abrasive conditions. F.D.A. Air is exhausted from compliant, injection molded, p � suction line through discharge pipe. food grade, glass filled I Lexan® for durability and , abrasion resistance. ® Impeller: F.D.A. compli- ant, glass filled Noryl®. Corrosion and abrasion resistant. ® Corrosion Resistant: Electro -coated paint process is applied inside and out, then baked on. m Casing: Cast iron construction. 4 bolt, back pull-out design. Tapped openings provided for vacuum gauge and casing . drain. C� MODELS AVAILABLE Model HP Phase GT07 '/4 1 GT10 1 GT15 1%2 GT20 2 GT30 3 GT073. 3/4 3 _ GT103 1 GT153 1'h GT203 2 GT303 3 j 1 Arrows show flow of water after all air has been exhausted from suction line. Effective October, 1997 BGT COMPONENTS, .. ;DIMENSIONS ANO.WEIGHTS7.. ItemiNo. Descri tion•.:. ": 4-1 GT15 GT20 GT30 �3`''' � �Seal'r'ing=diffusl3rv':: "s 4 Diaphragm 5 Machine screw ` .:` 6 Diffuser 7 Impeller 8 Mechanical seal ... 9 Foot 10 Bolt – foot to adapter 11 1 Motor adapter 12 Bolt – casing to adapter 13 Bolt–adapter to motor. 14 Deflector Goulds IRRI-GATOR TM GT - 10 C6 .Modes..° GT07 . GT10 : GT15 GT20 GT30 GT073 GT103 GT153 GT203 GT303 44 41 36 31 24 GT07/ GT073 30 2 3 '/ 1 1'/z 2 3 GT10/ GT103 30 20% 21'%n I 19 1193%20M 20'%e 213/e GT153 30 60 55151 46 37 GT153 8% 40 45 38133 201141 Height 20 86 77170 59 46 GT20 GT203 9A 80 7-2167 57 44 40 65 60157 50 43` Wt. (lbs.) 48 52 60 1 65 1 76 49 52 55 1 69 71 Phase I Single Three (All dimensions are in inches and weights in•lbs. Do not use for construction purposes.) 1'/i NPT DISCHARGE 1'/2* SUCTION RM 3 PERFORMANCE RATINGS PERFORMANCE CURVE METERS I 'FEET 40 Ir 30 10 -0' Performance ratings arE in GPM. HGOULDS PUMPS ITT; Industries. 120 100 80 60 40 20 9 00 10 20 30 40 50 60 70 80 90 100 110 120 U.S. GPM .Y 0 5 10 15 20 25 m3/hr. GALLONS PER MINUTE (0) Single and three phase have same performance. Water Technologies Seneca Falls, NY 13148 SPECIFICATIONS ARE SUBJECT TO CHANGE WITHOUT NOTICE. PRINTED IN U.S.A. PSI Suction Lift Model Disch. in Feet Pressure 5 10 15 20 25 20 44 41 36 31 24 GT07/ GT073 30 34 31 26-22 14 40 10 4 '0 0 0 20 53 51 49 46 41 GT10/ GT103 30 43 41 38 36 32 40 29 22 16 8 0 20 63159154 49 39 GT153 30 60 55151 46 37 GT153 40 45 38133 201141 20 86 77170 59 46 GT20 GT203 30 80 7-2167 57 44 40 65 60157 50 43` 20 05 10088 76 60. GT30/-361- - 92 90 84 75 57 GT303.: , 40 73 67 62 55 50 METERS I 'FEET 40 Ir 30 10 -0' Performance ratings arE in GPM. HGOULDS PUMPS ITT; Industries. 120 100 80 60 40 20 9 00 10 20 30 40 50 60 70 80 90 100 110 120 U.S. GPM .Y 0 5 10 15 20 25 m3/hr. GALLONS PER MINUTE (0) Single and three phase have same performance. Water Technologies Seneca Falls, NY 13148 SPECIFICATIONS ARE SUBJECT TO CHANGE WITHOUT NOTICE. PRINTED IN U.S.A. JUNE, 1980 Supersedes page P3 PUMPTROL® PRESSURE SWITCHES Dated 3176 TYPE FSG ' �• MORE ABOUT THE'PUMPTROL PRESSURE SWITCH WITH FORM M4 LOW PRESSURE CUT-OFF. The Class 9013 type FSG Form M4 switch includes all the features of the standard type FSG Pumptrol pressure switch. in addition, the Form M4 low pressure cut-off feature aids in preserving the life of the pump. When pressure in the system drops to approximately 10 P.S.I. below the set cut -in point for any reason, such as a low water condition, the switch will open to turnoff the pump.* When the condition has been relieved, the manual lever is turned to the start position and, if pressure �; is restored while holding there,_ the .switch resumes normal operation.. � a:.• :: =°• The Form M4 manual lever also has an off position for corn- ' plete pump shutdown. IMPORTANT: The cut -in point must not be set lower than '19 P.S.L. consequently, the cut-out point on rising pressure must not be lower than 30 P.S.I. ` Electrical Ratings — See preceding page. -=- N r. -- NOTE: Form M4 is not available on FYG types. *Example: Switch set 20-40• low water cut-out = 10 a rox. PP Type FSG. Form G5 K44 (Snw• ono Como nation of Pitot Ughl entl Pressure Switch set 30-50, low water cut-out ='2O approx Low Gut•on Mwittcauarts) Switch set 40-60. low water cut -cwt = l(t apprus FOR PRICES ARID ORDERING INFORMATION SEE PRECEDING PAGES _IN 3.93 0 100' O ()D (D E -- z Z o W z G p 1 + Ni 1.19 a -'-C28 . _ 2.34 1.59 SWING RADIUS IS 225 CN., TyP* FSG-2•r-orm M4 UNDERWRITERSLABORATORIES LISTED 2.78 71 Te; I I 2.05 0i 1.3- 9 52 .35 Dual Di wrrt-c _ memo:•:: - ❑ S URR 13 COMPRgY Mechanically -activated switch designed to directly control pumps and activate pump control panels, alarms, solenoids, and relays. ca—data P*W l Oef etlt L l,14�t0i c...at® saw Y.o" Applications SJE PumpMasterO pump/control switch provides automatic control of pumps in water and sewage applications: Because this switch is not sensitive to rotation or turbulence, it can be used in both calm and turbulent applications. The SJE PumpMastcrl can also be used as a pilot duty control switch to reliably monitor liquid levels in sewage and water applications. Contact SJE regarding specific intrinsically safe applications. Cables flexible 16 gauge, 2 conductor SJOW A (UL), SJOW (CSA), water-resistant, neoprene (CPB) Floats 3.05 inch diameter x 3.56 inch long (7.75 cm x 9.07 cm), impact resistant, non -corrosive, PVC plastic for use in liquids up to 140°F (60"C). Pump Switch Illectricalt Voltage 6OHz, %Ia Llmum Pump Locked Rotor$ Recommended Single Phase Running Current Amps Pump HP 120 VAC 13 amps 85 amps 112 kill or less M VAC: 13 RmM 85 crops I ftp or lc» -11011W sir V4309 InJustrial Canwl Eyvipmeot Control Switch Blectri4ais Mnxlmurn rairrenv 13 Ampa Lower Limit: 12 VAC 130 milliamps Notes This switch must be used with pumps that provide integral thermal overload protection. 0.SJE 273/ Features • Heavy-duty contacts m UL Listed for use in water and sewage ® CSA Certified • 'Ivo -year limited warranty Pump Switch! ® Controls pumps up to 1/2 HP at 120 V and 1 HP at 230 V e Adjustable pumping range of 7 to 36 inches Central Swltahs a Provides pilot duty action with on-off differential as low as 3..5 inches above or below horizontal Options This switch is available: e in standard cable lengths of 10, 15, 20, or 30 feet Pump Sw Itchs e for pump down or pump up applications . with a 120 V or 230 V piggy -back plug ® without a plug for direct wiring in I20 V or 230 V applications ® with standard mounting strap Central Sadtehs (order without plug option) ss for normally open or normally closed applications ® with two mounting options (mounting strap or cable weight) Pump Down / Normally Open / OFF position contacts open Pomp Up / Normally Open / ON position contacts closed .0.1ball .' stcelbaIl ..:1. 51>',I�..IS +• •fir.•. �j,.<.'��.IJ1�;;,Attjof[ramp 41 Pomp Up / Normally Open / ON position contacts closed .0.1ball .' . , onaa E.M. 'SE ONLY Woe Wan Attached Floor Wan A eh Sant to B. / TO: Building Department FROM: Environmental Health SUBJECT: Sanitation Clearance Owner Location AP# Plan Approved for: Sewage Disposal Water Supply: Public Private Well Clearance for dwelling. Other ly/Yv� �jcj �LL'1 /�� Hold final for: ' Final clearance O.K. for: NOTE: , Environmental Health Specialist 8/96 F�s Date ❑ APPROVED OND1 RONALLY APPROVED _ .: :' ❑ RESOLVE PROBLEMS PRIOR TO APPROVAL PERMIT CLEARANCE rr Permit 9: O O — D L y S Date: Genera/Information APS: 0 L.-} 1-1.00 ©: L J Owners Name:�L.� ��.; n [�Parcel Acreage: Owners Address: , RAT-:1OX %% Building Site Address: ProvertVInformation Permit Type: ` ❑ Agriculture Building ❑ Commercial ❑ Industrial ❑ Mobile Home SFD ❑Residential Accessory ❑ 2nd Dwelling ❑ Multi -Family >2 units per parcel ❑ Septic ❑ Well ❑ Other Zone District: L Date of Zoning Ordinance: General Plan:. , - ClT�'% (_ Development Agreement: Use Permit: Variance: ` Parcel Is In: Land Conservation Agreement No ❑ Yes, check use Minimum Acreage: Nitrate Action Plan No ❑ Yes Violation Area &No ❑ Yes Specific Plan ® No ❑ Yes ❑ Chico ❑ D2N Enterprise Zone, NO ❑ Yes, check use No ❑ Yes t x Floodplain Zone: ❑ Watershed Protection Zone No' yes Pr000sed Use Complies With: ®-General Plan. Zoning Proposed Use Reauires: ❑ Use Permit ❑ Minor Use Permit ❑ Administrative Permit Commercial/Industrial/Multi-Family Uses- Parking: ❑ Parking Requirements are OK as Shown Landscaping: ❑ Landscaping Requirements are OK as Shown Road and Drainage Improvements Required: - ❑ No - ❑ Yes . Aoolicable Setbacks: Other F—i Other , ❑ Cohasset , Panel Number: 1�i SO ❑ Accessory Building Use Zoning Code Street & Highways Fre Prevention Subdivision Ma Front © �-- Side 3� Side street Rear `—'--� v Height --� • r.Pill�l r Septic Permit Review: Well Permit Review: Land Development Review: ?arcel Created by: ❑ Deeds Aen"At C'ieara�ce Agriculture Affidavit Required ❑ No ❑ Yes Designated Well Site ❑ No ❑ Yes Drainage Plan (ConVInd/Multi) ❑ No ❑ Yes Date of Creation: Legal Access Provided ❑ No ❑ Yes Deed Reference: Legal Access Required: ❑ No ❑ Yes_ Parcel Frontage on Publicly Maintained Road: ❑ No ❑ Yes, Road Name: Complies with County Standards for Deed Creation: ❑ No ❑ Yes Comments: - .Map Date of Recording: Lot: Block: Book: Page: =onditions That Must be tig Prior to Issuance of Permit: ❑ Verify Legal Parcel ❑ Verify Legal Access ❑ Provide Creation Deed ❑ Comply with condition no. of conditions of approval for the ❑ Obtain a Certificate of Compliance (See Planning Division for application). ❑ Construction across property lines is not permitted (See Land Development for a Merger Application/Lot Line Adjustment). ❑ Comply with Old Subdivision Lot Ordinance (Maps Recorded Prior to Book 17 of Maps Page 23). ❑ Construct road to ❑ Meet parcel sizer required � by zone El Meet current EHD requirements. ❑ Other :eneral Comments: 1-:�>I 1•Y10 ST �L= C- i --S N rz_ IrP.F>t _� I A Q -SG ��� �' r c L4 -Li P GENERAL NOTES I. ENGINEERING DESIGN LOADS ROOF LIVE LOAD: MINIMUMS PER GBG TABLE 1601A.1 WIND LOADING BASED ON: 85 MPH/EXPOSURE "C" SEISMIC DESIGN: SITE CATEGORY: D SEI5MIC IMPORTANCE FACTOR: 1.0 Se = Obl 51=023 SDS = OB335 SDI 2915 SDG NA PER CBC SECTION 1613.1, EXCEPTION 03 SFRS = OSMF/O5C5F BASE SHEAR- SEE BUTLER CALCULATIONS Ce = 0.1524 / 0.1642 ANALYSES BY EQUIVALENT LATERAL FORCE METHOD 2. CONSTRUCTION SHALL CONFORM TO THESE PLANS AND ALL APPLICABLE CODES AND LOCAL ORDINANCES INCLUDING THE FOLLOWING: 2010 CALIFORNIA STATE BUILDING CODE, TITLE 24, PART 2 2010 CALIFORNIA STATE ELECTRICAL,CODE,TITLE 24, PART 3 2010 CALIFORNIA STATE MECHANICAL CODE, TITLE 24, PART 4 2010 CALIFORNIA STATE PLUMBING CODE, TITLE 24, PART 5 2010 CALIFORNIA STATE ENERGY CODE, TITLE 24, PART 6 2010 CALIFORNIA STATE FIRE CODE, TITLE 24, PART 9 3. STEEL BUILDING SHALL BE DESIGNED BY OTHERS TO CBG AND MBMA REQUIREMENTS. MANUFACTURER SHALL PROVIDE SHOP DRAWINGS AND CALCULATIONS AS REQUIRED BY LOCAL BUILDING DEPARTMENT. 4. EACH SUBCONTRACTOR SHALL EXAMINE THE PLANS CAREFULLY WITH RESPECT TO ADJOINING WORK ANY CONFLICTS SHALL BE REPORTED TO THE ENGINEER PRIOR TO THE BEGINNING OF WORK 5. THE SEAL AND SIGNATURE FOR THESE PLANS APPLIES ONLY TO THE DESIGN ON THE BUILDING COMPONENTS AND FEATURES SHOWN AND SPECIFICALLY DETAILED ON THESE PLANS AND 15 NOT INTENDED AS THE SEAL OF THE ENGINEER OF RECORD FOR THE ENTIRE PROJECT. CONCRETE NOTES I. CONCRETE SHALL BE A COMMERCIALLY AVAILABLE TRANSIT- MIX PROPERLY PROPORTIONED AND DELIVERED TO THE SITE IN READY -MIX TRUCKS. AGGREGATE SIZE SHALL BE A MAXIMUM OF 1-1/2" IN FOUNDATIONS AND 3/4" AT ALL OTHER LOCATIONS. SLUMP SHALL NOT EXCEED 4". CURING COMPOUND SHALL BE SPRAYED ON ALL EXPOSED SURFACES IMMEDIATELY AFTER FINAL TOWELING. 2. ALL CEMENT SHALL CONFORM TO ASTM STANDARD C-150. ALL AGGREGATES SHALL CONFORM TO ASTM STANDARD C-33. 3. CONCRETE USED FOR FOUNDATIONS AND SLABS ON GRADE SHALL HAVE A MINIMUM 28 -DAY COMPRESSIVE STRENGTH OF 2500 PSI. AND SHALL NOT CONTAIN LESS THAN 5 SACKS OF CEMENT PER CUBIC YARD. 4. ALL REINFORCING BARS SHALL BE GRADE 40 (FY=40,000 PSI) EXCEPT WHERE NOTED OTHERWISE. REINFORCING SHALL CONFORM TO ASTM STANDARD A4015 EXCEPT WHERE WELDING OF REBAR IS REQUIRED WHERE REINFORCING CONFORMING TO ASTM A1O6 SHALL BE USED. 5. REINFORCING MAY BE WELDED ONLY AS SHOWN ON THESE PLANS. TACK WELDING TO HOLD FOR ALIGNMENT SHALL NOT BE ALLOWED UNLESS APPROVED BY THE ENGINEER PREHEAT ALL 01 AND LARGER BAR PER AWS 014-92. PREHEAT NOT REQUIRED FOR BAR SIZES 06 AND SMALLER 6. REINFORCING SHALL BE LAID OUT TO MINIMIZE THE NUMBER OF SPLICES. SPLICES IN CONTINUOUS REINFORCEMENT FOR BAR SIZES 03 THROUGH 08, SHALL LAP AS NOTED ON THE PLANS OR AS FOLLOWS: GRADE 40 REINFORCING BARS: MINIMUM OF 32 BAR DIAMETERS. GRADE 60 REINFORCING BARS: MINIMUM OF 48 BAR DIAMETERS. WIRE MESH: 12" OR 2 -WIRE SPACES, WHICHEVER IS GREATER WHERE ALL BARS IN A MAT OR SECTION OF A BEAM ARE SPLICED AT THE SAME LOCATION OR MORE THAN 12" OF FRESH CONCRETE 15 TO BE PLACED BELOW THE BARS, THE ABOVE DISTANCES SHALL BE INCREASED AN ADDITIONAL 30%. SPLICES IN BARS LARGER THAN 09 SHALL BE ONLY AS SHOWN ON THE PLANS. 1. UNLESS SHOWN OTHERWISE, THE MINIMUM CONCRETE COVER FOR REINFORCING SHALL BE 2" EXCEPT WHEN CONCRETE IS TO BE PLACED DIRECTLY AGAINST EARTH WHERE IT SHALL BE 3" S. ALL ANCHOR BOLTS SHALL CONFORM WITH ASTM A-301. SPECIAL INSPECTIONS NO SPECIAL INSPECTIONS ARE REQUIRED FOR THIS PROJECT PER GBG SECTION 1104, EXCEPTION 3. SOIL NOTES FOUNDATION DESIGN 15 BASED ON NATIONAL COOPERATIVE SOIL SURVEY CLASSIFICATION AS "DOEMILL-JOKERST-ULTIC HAPLOXERALFS", UNIFIED SOIL CLASSIFICATION TYPES CL OR ML. SOIL CONFORMS WITH LASS 5 MATERIAL PER GBG TABLE 1804. SOIL BEARING CAPACITY: 1500 PSF LATERAL BEARING: 150 PCF SLIDING RESISTANCE: 130 PCF (LESS THAN 509'- DLJ I. THE PROPOSED BUILDING SITE 15 LEVEL AND EXCAVATION WILL BE LIMITED TO REMOVAL EXISTING PAVING AND STRIPPING THE 51TE OF ALL LOOSE MATERIAL. NO FILLS ARE ANTICIPATED AND ANY MINOR FILLS REQUIRED TO REPLACE OVEREXCAVATION REQUIRED AT SOFT SPOTS 15 TO CONSIST OF CLEAN GRAVEL. 2. REQUIREMENTS NOTED ABOVE ARE BASED ON RECORD INFORMATION AND SITE INSPECTION OF SURFACE CONDITIONS AND EXCAVATIONS IN THE GENERAL VICINITY. IF SOIL CONDITIONS ARE ENCOUNTERED DURING CONSTRUCTION THAT DIFFER FROM THOSE DESCRIBED, THE ENGINEER SHOULD BE NOTIFIED IMMEDIATELY AND MEASURES TAKEN AS DIRECTED. CONCRETE SLAB CONSTRUCTION CONCRETE SLAB AS SHOWN ON THE PLANS IS THE MINIMUM THICKNESS AND REINFORCING REQUIRED FOR STABILITY OF STEEL BUILDING AND 15 ADEQUATE FOR NORMAL COMMERCIAL USE INCLUDING PNEUMATIC TIRED VEHICULAR TRAFFIC. IF HEAVY LOADING FROM STORED MATERIALS, RACKS, FORKLIFTS OR STATIONARY EQUIPMENT 15 ANTICIPATED, THE ENGINSER SHOULD BE NOTIFIED. AND SLAB THICKNESS AND .REINFORCING MAY BE ADJUSTED. 2. GRAVEL BASE SHOWN IS TO PROVIDE STRUCTURAL BASE FOR SLAB ONLY. NO PROVISIONS FOR PREVENTING GROUNDWATER INFILTRATION OR DAMPNESS OF THE SLAB ARE INCLUDED. IF BUILDING USE WILL BE SUCH THAT SLAB MUST BE DRY AT ALL TIMES, DAMP -PROOFING WITH PEA GRAVEL BASE, VISQUEEN AND 2" SAND TOPPING IS RECOMMENDED. 3. CRACK CONTROL JOINTING SHOWN MAY BE ALTERED AT THE CONTRACTOR'S OPTION PROVIDED THE JOINTS ARE SPACED AT APPROXIMATELY 12' INTERVALS IN BOTH DIRECTIONS. THE MAXIMUM SPACING SHALL IN NO CASE EXCEED 20'. 4. CRACK CONTROL JOINTS MAY BE MADE BY EITHER EMBEDDING AN APPROVED INSERT SUCH AS ZIP -STRIP OR KEY-KOLD IN THE CONCRETE OR BY SAW -CUTTING THE CONCRETE AS SOON AS PRACTICABLE AFTER PLACING, IF SAWCUTTING IS TO BE USED, AND NO SPECIAL JOINT DETAILS ARE SHOWN ON THE PLAN, CARE MUST BE EXERCISED SO AS NOT TO CUT HAIRPINS, FRAME TIES OR OTHER STRUCTURAL REINFORCING. 5. UNLESS SPECIFIED OTHERWISE, REINFORCING SHALL BE CONTINUOUS THROUGH THE CRACK -CONTROL JOINTS. BUILDING DATA - 2010 CS.C. OCCUPANCY GROUP: U (AGRICULTURAL STORAGE) TYPE OF CONSTRUCTION: V B (NO SPRINKLERS) LOCATION ON PROPERTY: NORTH: 430't TO PL EAST: 1500'1 TO PL SOUTH: 11't TO EXISTING BUILDING WEST: 180't TO PL FLOOR AREA: PROPOSED FLOOR AREA EXISTING BUILDING: 4,500 SF. PROPOSED ADDITION: IA25 SF. TOTAL ■ 6,025 S.F. ALLOWABLE AREA BASE AREA ■ IS,000 S.F. MAXIMUM ALLOWABLE AREA = UNLIMITED (GBG C1022) HEIGHT : PROPOSED HEIGHT ■ 11,4' (MEAN ROOF) ALLOWABLE HEIGHT ■ 40' NUMBER OF STORIES: PROPOSED: SINGLE STORY ALLOWABLE: SINGLE STORY OCCUPANT LOAD: 13 OCCUPANTS (TOTAL) AT I PER 500 S.F. (WAREHOUSE) 4 OCCUPANTS (ADDITION) EXITS: I EXIT REQUIRED FOR LESS THAN 41B OCCUPANTS I EXIT PROVIDED FROM ADDITION, NO CHANGE IN EXISTING EXIT TRAVEL DISTANCE MAXIMUM DISTANCE a 30' IN ADDITION (NO CHANGE IN EXISTING) MAXIMUM ALLOWABLE DISTANCE ■ 300' 4/21/2011 udg m5EE NORTH VALLEY BUILDING SYSTEMS TITLE: ADDITION TO ACs. STORACsE BUILDING FDR JEFF CASIUELL 3612 OLD STAGE ROAD. BUTTE VALLEY (BUTTE CO), CA NOTES Revisions: SCALE: SHEET �� OF 6 00 PC E\Users\owner\ Desktop\11015 CASWELL\015—c2.dwg CRANDALL ENGINEERING LJ 4068 POfIDER08A WAY P.O. Box 124 ----48" FAX, 200-968-4744 lN9P1:E% CA 96846kk ■30 SEVILLE CT. C H I C O, CA 9 5 9 2 9 PHONE 1 5 3 0 1 3 4 5. 7 2 9 9 JOB: 11015 1 PROPO°vED ADDITION EXISTINCs CONSTRUCTION I IN 12 II • BUTLER GABLE TRIM COLOR "LAVA'1/2'IN 12 , 1/2 IN 12 A. WILSON FOLDING BUTLERIB 11 WALL.PANELING DOOR WITH FACTORY APPLIED FINISH . COLOR "BIRCH WHITE" '' II j (�OU 1 ST4 ELE Y AT(O . CONTINUOUS. GUTTER. • FIELD LOCATE D.S. BUTLERIB COLOR 'LAVA' II ROOF.PANELING _ AL-ZN FINISH i i ESSION ` - � � ; , 1 �� OSE • I rn rn 32934 - • ' • I • I I EXP.. 6/30/12 9rF CIVIL ( I OF' C \ w I" Yr�pl WEST 1.O l �l BUTL£RIB .II .WALL.:PANELING. FINISH - WITH'FACTORY APPLIED COLOR "BIRCH WHITE" EXISTING CONSTWCTION PROPOSED ADDITION BUTLER GABLE TRIM -- � '" .. '_ .. . COLOR "LAVA' • _ - • �� .� ,' .� �' � _ .. • r _ N O� 1 H, E L E Y Y4T (®N BU 6 11{ WALL PANELING WITH FAGTORY.APPLIED FINISH CCO • COLOR "BIRCH WHITE" - BUTLERIB II ROOF PANELING - AL-ZN FINISH GUTTER BUTLERIB PREFINISHED STEEL SIDING FF STEEL FRAME BY BUTLER \ Z-GIRTS BY BUTLER 3" VINYL FACED FIBERGLASS WALL INSULATION PROPOSED ADDITION EXISTING CONSTRUCTION 6"CLEAR LAP NEW ROOFING UNDER 1/2" „ EXISTING FOR WEATHERTIGHT } I/2, IN " SEAL 3" VINYL FACED FIBERGLASS ROOF INSULATION (RIO) Z- PURLINS BY BUTLER AT 51t O.G. HIGH -SIDE FRAME COLUMN EXISTING STEEL SIDING TO REMAIN (810) ILJ 6" CONCRETE SLAB — WITH m4 s 18" O.G. E.W. — LL ----------------------------- -- --- t �1 1-- i UNDISTURBED EARTH 4"1 GLEAN GRAVEL ,ECTION rA Hre SEE FOR TYPICAL WALL SI REINFORCING \ O4 - 3/4"0 ANCHOR BOLTS WITH 10" EMBEDMENT 4 - 3/4'40 ANCHOR BOLTS WITH 10", EMBEDMENT REINFORCING FROM SI PERIMETER FOOTING /04 HAIRPIN WHERE SHOWN 04 HAIRPIN WHERE SHOWN CONTINUOUS THROUGH CONST, JOINT „ CONCRETE SLAB FRAME FOOTING W • � L/ WITH 04 A 6 18" D.G. E.W. " CONCRETE SLAB CONST. JOINT s _ o WITH 04 6 18" O.G. E.W. _ _._.__ _ ._ _....._ _.._- ---._. .----•--._ .__..-__; �— .._--•-.--,.,..,--.�.....,,.�_._—_.___._---- ---.. ---_.. .mom®®®®®®®��•o 1-! 5 I jNlf El 1 i -- 4"t CLEAN GRAVEL I 11—� 4"1 GLEAN GRAVEL _( --� •.- • e o e _I 1- I-1 _?_I I_I-1 I i =1 I !— 11 1—_) 11•-1 (I 04 X 2(0" TOTAL 5 r U I I (—I ..... i....f I I ..... ' (-- EQ. SPACING 4 X 26n TOTAL 5 EQ. SPACING • 4 - 04 X 42" 4" 2'-4" UNDISTURBED EARTH UNDISTURBED EARTH y_y TOP e BOTTOM 2'-8" 2'- SECT'ION SECTION NTS NTS J N I.. i I ,Ii OPTION M _I i` '' i i— SLAB AND PERIMETER FOOTING POURED MONOLITHICALLY, TOP BAR TIED TO CONSTRUCTION BEND AS SHOWN JOINT' J J 04 > ®32" O.G. LOCATE ONE BAR I 1 ! WITHIN 6" OF EA AB. OPTION "Z SLAB AND PERIMETER FOOTING POURED SEPARATELY. CONTRACTOR MAY CHOOSE EITHER OPTION FOR • CONSTRUCTIONOF BUILDING PERIMETER FOOTINGS - SECTIONS . NTS 6 • EXISTING BUILDING /FOOTING AND SLAB I� J U 4 - 04X42" TOP d BOTTOM EXISTING 30'-f 2" TYP ALL CORNERS • v 3 • I i 0 3/4"0 ANCHOR BOLTS WHERE REQUIRED. PROVIDE 10" MINIMUM EMBEDMENT 2 6" CONCRETE SLAB /WITH 04 ® 18" O.G. E W. 4°s GLEAN GRAVEL i REIINFTOR ENG UNDISTURBED EARTH . B SEE DETAIL:D/A3 FOR CONSTRUCTION JOINT DETAILS SECTION $ C D TOP REINFORCING BOTTOM REINFORCING A I' -O" 6" MIN I' -O" 1 - 04 CONTINUOUS 1 : 04 CONTINUOUS B 1'-4" 12" MIN. 2'-0" 2 - 04 CONTINUOUS 2 - 04 CONTINUOUS C 2'-0" 12" MIN. 2'-0" 2 - 04 CONTINUOUS 2 - 04 CONTINUOUS SEGTIOi�Is ,4 8 C Revisions: SCALE' 3/32" -I' -O" SHEET Isl OF 6 OD 5 X 10" DOWEL OT 32" O.C. DRIVEN INTO m CRANDALL ENGINEERING Lj 4988 PolMi08A WAY P.O. BOX 124 .CA 953" PHONE 209-068-4814 FAX: 209-960.4744 6„ 5/8"OX 5" DEEP HOLE IN EXISTING CONCRETE. (NO ADHESIVE REQ'D) 2- 04 CONTINUOUS 3„ EXISTING BUILDING 24" ADD 14 = ONLY WHERE B, ,;I .DISCONTINUOUS AT CORNERS =•�O J PERIMETER REINFORCING CONTINUOUS AROUND CORNER AS SHOWN WITH NO SPLICES ' WITHIN 24" OF CORNER � � I I � ANCHOR BOLTS LOCATED INSIDE OF REINFORCING SECTIONS E NTS HOOK BARS THAT TERMINATE AT CORNER W uiei i ea aunurill /FOOTING AND SLAB / ! h 04 CONCRETE SLAB Aj WITH 04 IS" O.C. E.W. CONST JOINT I-- ANCHOR I�© BOLTS AS • / REQ'D BY BUILDING FRAME/POST BASE MANUFACTURER POURED WITH FOOTING ' 04 HAIRPIN AS SHOWN ON FOUNDATION PLAN SLAB POURED ON TOP .%GONSTRUGTION JOINT, OF FOOTING WITH CONST. JOINT'- BOTTOM SLAB- : CRACK CONTROL JOINT DETAIL NTS GJ°, 4"t GLEAN GRAVEL' ' Iii ' I I 1=1 i 1--w I= 04 CONTINUOUS top 4 BOTTOM 12" - UNDISTURBED EARTH REF.�� Ov �O SEE DETAIL D/A3 r(.^ CONSTRUCTION JOINT DETAILS a SECTIONS D FOUNDATION PLAN: 3/3211 NTS CJl CONTRACTOR SHALL VERIFY ALL ANCHOR BOLT SIZES, ANCHOR BOLT LOCATIONS AND DIMENSIONS WITH PLANS BY BUILDING MANUFACTURER PRIOR TO CONSTRUCTION. FOUNDATION DESIGN IS BASED ON INFORMATION PROVIDED BY BUTLER MANUFACTURING COMPANY FOR BUILDING NUMBER "i89214 4/22/2011 YTL<N NORTH VALLEY BUILDING SYSTEMS TITLE: ADDITION TO AG. STORAGE IBUILDING FOR JEFF CASIIELL 3612 OLD STAGE ROAD. BUTTE VALLEY (BUTTE CO), CA FOUNDATION PLAN Revisions: SCALE' 3/32" -I' -O" SHEET Isl OF 6 Fl\ Users\owner\ Desktop\11015 CASWELL\015—st.dwg m CRANDALL ENGINEERING Lj 4988 PolMi08A WAY P.O. BOX 124 .CA 953" PHONE 209-068-4814 FAX: 209-960.4744 •30 SEVILLE CT. CNICO, CA 98848 PHONE 1 5 8 01 345-7 2 8 8 JOB: 11015 1 1 J 1 L. f 'D�. E l SNDP I GENERAL SPECIFICATIONS r /Ji LEI O� w I'� SIZE 20. 40 AREA, 7r6o'cDEPTH 3�TO 7 8 C SHAPE CUSTOM PERIMETER I I S TEMPLATE N0..CUSTOM1�. TILE SIZE 6 ... x 6. .. TILE COLOR O T S COPING N 0 °• � 1350 0 I SEPTIC COPING COLOR N O. POOL CAPACITY 31 obo GALS. �� PUMP CAPACITY 1 G.P.M. ACCEN BOLDS T P �q+ MOTOR H.P. 1112 H.P. H Q 1 FILTER 48 SO. FT. IRS RENCH W00 DECK ROCK— ' N FILTER RATE 110 G.P.M. 210" W F 4 SALT i $ TURNOVER 5 I HRS. VACUUM LINE & SKIMMER 2`r V 41 JUMP ROCK ��� RETURN LINE 21i WATER F�LL I MAIN DRAIN CC E N T' IB SKIMMER -MODEL 2 U-3 v ER BENCH 0 ..% •�0 BACKWASH TO. DIS LIME -. - - - 40_01 ' I _3_0' OF h" FILL LINE ' BONDING - .r I ANTI -SYPHON VALVE AUTO (LL CEC 680.26 B p LI GH T' N 0 slzE N 0 BTU �4 BENCH r HEATER N } / GASLINE BY: NO � � VENTED BY: N O SHALL BE INSTALLED AS DESCRTSRWIT IBEHIND B Vjl I — r �o, 2007 CEC. FIXEDMETALLPA OFPOOLSHALL \�j b-- - LIGHT SOO W FEET OF PART THE INSIDE WA 100 i WILLIAM'S QD / CLOCK 2 2 V BE BONDED TO COMMA N POOL BONDING / • / y//l 1 ELECTRIC BY: C •F P Is GRI 31 1 I 40 ACRE PARCEL' ELECTRICAL BONDING BY: C F P - . O l POOL CLEANER PO -IOL -VAC STEPS I I- I BENCH o I CHLORINATOR BOARD -SIZE N 0 COLOR NO !' COEMPLY-WITH 2O0 PATIO cE) _ _ _ _ I BOARDSUPPOflTS• NO _ _-0 LADDER-A:odel NO• CALIFORNIA ELECTRICAL 2675 SLIDE.N GAL•• N CODE ARTICLE .680 tio' . STUB PLUMB o ves�D - TILE & COPING . ASAP RESIDENCEOL DECK BY: C F P Q D OWNER•TREES. ETC. N O AP^ROVED PLANS AN�ITE ' PERMIT OFFICE CONCRETE REMOVAL BY: NO r TO DETERMINE APPROXIMATE ELEVATION SCALE 1/B" = 1'0• SALES OFFICE NAISED BONDBEAM:/IT SHALL BE ONOF POOL ON DAY OF EXCAVATION. IES o NDQYHEIGHTWIDTH PERM CTIONS T GRE PHONE NO. MGR. FOR ALL INSPECTIONS OWNER: J0B N0. SALESMAN POOL AREA TO BE FENCED, PER COUNTY SS B PEBBLE TEC MAP BOOK No. ' " SWIMMING POOL OR CITY ORDINANCE. GATES TO BE SELF CLOSING AND SELF LATCHING. LEGAL DESCRIPTION NAME J E FF A C CAS LL BY OWNER � , OWNER: AP 0 41-100-074 •. ADDRESS- 3672 OLD STAGE RD p!,NNING VISION . SUILpING PLAN APPROVAL BUTTE VALLEY ;i b • 1� WET DOWN CONCRETE SHELL AT LEAST R Date; �o I ` TWICE DAILY FOR 7 DAYS. LOT NO: ,U.Se7 -DO NOT TURN ON POOL, LIGHT WHEN POOL ° • CROSS STREETS `. Landscaping;-------------- --! Is EMPTY. TRACT No. r. parking' - POOL NOT USE RUBBER NOSE WHEN FILLING cM1 RES. PHONE 345 886$ BUS: PHONE- - } BUTTE C tN POOL AS L AST BOOK _ PA -BLOCK_ • @ 8 \J�.d LING ADDRESS �.. IT WILL MARK PLASTER. GE : Other; :, �q %1 �y� F , - to� �l DIVIS MAI DDR CARE REE POOLS #9 ssum Wa ' Signa r LD Chico, California 95928 ey °^di.: � ° �-)VED C� Bill Bell 0 I (/7�y� Contr. Lic. #380826 Phone 342-4639 N090202 1 77."�T *f%77W777-7Vr, "�Flr_l r7n If'r1l" I*Iqw11v.1_wTrr11. s ION A M SYP 6d 6d5 i-'R5d 10' i 7 oz Vc �T 41L . . ........ 7V '0 As `12 1v 6d 0 '46 j6d it 14 128 6d 10"71 04 44v 2. 12 'or MA yp HAIL.5 MAY Im ST, %�f §Arhr, � k, � CLjA' fV ot L -77 fo -T t 7 + 4 1, Z Z67 AbW4' F. L L JF )fATE 0 ICA M A" 'LA� AP IL'7 7- 7,z -7-7