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066-030-012
WARNER, LARRY < &,%2 SHAW CIRCLE, 6 • \ �� — NOME RESIDENTIAL 066-030-012' 01 220 PERMIT f' WARNER, LARRY & JILL v&vd l` Dt &5il SHAW CIRCLE, MAGALIA NSF 3BR • SPECIAL CONDITIONS w CHECKED SRA FLOOD CERTIFICATE REQ. FIRE SPRINKLERS REQ. SPECIAL INSPECTION ITEMS yY t VERIFY USE PERMIT CONDITIONS SUB -STANDARD OUSING LETTER T t yOFFICE COPY Address ✓ ' ' I GAS Meter By ELECTRIC Meter By Dat 1 t t JOB FINALED (Date) CCVJJ Signature V= OK 0 = Not OK = Not Applicable , MOBILE HOMES . = Not Ready Date MOBILE HOME UTILITIES (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Soils; Special MH Support Sketch 3. Sewer; Location -Test -Fall -C/O -Concrete 4. Water; Location -Test -Easement Needed (Sketch) 5. Electricity; Location-Clearances-Grnd-/ /Amp -Concrete 6. Gas; Location -Test -Wrap;-/ /" L'ft. / P Nat. or / /"L"ft./ /'LPG 7. Well Clearance & Disconnect 8. Utility Clearance 9. Siding; Nailing -Veneer -Stucco -Mesh 10. Roof; Shthg-Roofing Date 11. Card B-1 Date Card B-1 Date 12. Card B-1 Date Card B-1 Date MOBILE HOME INSTALLATION (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements Card B-1 Date Card B-1 2. Footings; Size -Spacing -Marriage Line Card B-1 Date Card B-1 3. Gas; MH Test -Demand -Valve -Connector FINAL (Plans) OK except #'s 4. Electricity; MH Test -Crossovers -Breakers -Clearances Setbacks -Easements 5. Drain; MH Test -Fall -Flex Connector Soils; Compaction -Structure Stability 6. Water; MH Test -Regulator -Connector Pool Structure; Steel -Connections -Thickness Dead Men -Lining 7. Water and Sewer Connected -C/O to Grade -HD Approval Elec.; Receptacles and Lighting, Distance -GR 8. Gas and Electricity Tagged Elec.; Pool Lighting; 15 Volts-GFI 9. Tie Downs -Type -Installation Cert. Elec.; Enclosures; Conduit Entries -Terminals -Listed 10. Exits; Insp.-Sketch Elec.; Bonding; Metal w/5' -Circulating Equip. -Heater 11. Cert. of Occupancy Elec.; Grounding; Equip. w/5' Circulating Equip. -Pool Lghtg. Boxes- Enclosures- Pan elboards-Ins. to Main in Conduit 12. Permanent Foundation Only; License Decal Health Department Approval 10. Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 �r MISCELLANEOUS Date DECKS, COVERS, CARPORTS GARAGES (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Footings; Soils -Size -Depth -Spacing -Connectors -Steel 3. Decks; Girders and/or Joists -Decking -Bracing -Stairs -Rails 4. Wood Awn.; Posts-Beams-Rftrs.-Connectors Shthg.-Frg-Bracing 5. Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures 6. Carports; Windows -Doors 7. Electric 8. Frmg.; Sills-Anchors-Studs-Rftrs-Trusses 9. Siding; Nailing -Veneer -Stucco -Mesh 10. Roof; Shthg-Roofing 11. Ezt.; Steps -Doors -Landings 12. Braced Wall Panels Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FINAL (Plans) OK except #'s 1. Setbacks -Easements 2. Soils; Compaction -Structure Stability 3. Pool Structure; Steel -Connections -Thickness Dead Men -Lining 4. Elec.; Receptacles and Lighting, Distance -GR 5. Elec.; Pool Lighting; 15 Volts-GFI 6. Elec.; Enclosures; Conduit Entries -Terminals -Listed 7. Elec.; Bonding; Metal w/5' -Circulating Equip. -Heater 8. Elec.; Grounding; Equip. w/5' Circulating Equip. -Pool Lghtg. Boxes- Enclosures- Pan elboards-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 V = OK 0 = Not OK t = Not Realdcyable , ;RESIDENTIAL (Single & Duplex) Date _ kWderfloor (Plans) OK except #'s I Date / FRAMING (Continued) - 9_Z lf Zon' g -Setbacks -Easements -Flood -Slope tg. ain; Soils-Elec. .-/19Z Ftg. Depth Ftg., Garage; Soils-Steel-Elec. Grnd.-/ /" Ftg. Depth 4. Ftg. Porches & Decks; Soils -Steel-/ P Ftg. Depth Stem s; Main; Steel-Blockouts-Wrapped temwalls, Garage; Steel-Blockouts-Wrapped } A old Downs and Special Anchors 8. Piers -Fireplace Ftg.-Steel W.V.; Fall" -Fitting -Test -2 Way C/O -Sewer Tes 10. OF Gas Pipe; Size Anchors - Yard Gas ing; Size Test Water Pipe; Test -Anchors -Regulator -Service Test 12. Electric Underground 13. Plenums & Ducts; Clearance -Material -Support -Ins. 14. Girders -Sills -Anchor Bolts-Joists-Vents-Crippies 15. Access & Ventilation 2I6e1S oxes & No. of Conductors Stapled . omWInstalled Close to Edge of Studs & C.J. qui round made up w/Meth Fasteners -Bond Gas & Water ppliance Circuits in Kitchen & Conductor Size GFI 29. Subfeed Wire Size/ / ga. Cu or AI-A.C. Wire Size / / ga Cu or AI 30. Range Circle/ / ga Cu or AI -Oven Circ. / / ga Cu or At " Insulated Neutral O Yes O No Service -Riser Conductors & Ground Main Disconnect 32 ip. Clearances Panels-Motors-Mech. Equip. 3 . C tKes Closet Light -Shower Light -Spa Light Smoke Detector 16. Insulation Date Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date UMBING (Permit) OK except #'s M94eg—ANICAL (Permit) OK except #'s Wa tr.; Vent -Access -Combustion Air Baffle 7 Wajp�ipe; Test & Anchor -Nail Protection Test Fittings & Anchor -Nail Protection 3 en1fi4n, Exhaust above insulation 20. Shower Pan; Test, First Floor -Tub Access �8. 21. Test T -& Shower, Second Floor -Tub Access 2�. Pipe; Sixe & Anchors 3 ur =Vent Access -Comb. Air -Return Air Vent 115 outlet Guard -Rails & Deck Construction -Post Caps Date Card B-1 Date Card B-1 'Date Card B-1 Date Card B-1 Date EL TRICAL (Permit) OK except #'s 84. 24-'fixtqxe & Transformer Clearance -Ins. Protection Date ec„Receptacles Spacing-Liqhts & Switches at Doors 2I6e1S oxes & No. of Conductors Stapled . omWInstalled Close to Edge of Studs & C.J. qui round made up w/Meth Fasteners -Bond Gas & Water ppliance Circuits in Kitchen & Conductor Size GFI 29. Subfeed Wire Size/ / ga. Cu or AI-A.C. Wire Size / / ga Cu or AI 30. Range Circle/ / ga Cu or AI -Oven Circ. / / ga Cu or At " Insulated Neutral O Yes O No Service -Riser Conductors & Ground Main Disconnect 32 ip. Clearances Panels-Motors-Mech. Equip. 3 . C tKes Closet Light -Shower Light -Spa Light Smoke Detector Date MAMING (Permit) OK except #'s Sits roper Materials & Anchors �I s Studs -Nailing Spacing & Braces -Plates -Sound QV`BeWalls over Girders & Floor Nailing aft Stop in Walls (rat proof) 07 Fire ps, Furred Ceilings -Stairs -Chasers -Tubs A,fileaders & Beams -Size & Bearing lin . oist-Rftr. Ties-Purlin-Roff Brac.-Truss-Shting.-Ring. 48-lirepk(cq, Ties or Type A Flue -Fireplace Throat Clearance Access; Size & Romex Protection -Draft Stop -Ins. Battles Bdr . Windows or Exiting Doors -Sill Ht. imensio Gar a Fire Protection Framing( V- Ir- 62t"fr9perly Line Firewall & Openings Ext. Doors -One 3' -Check Garage 3rd Story, 2 Exits y . 54. S1_44s idth-Headroom-Rise-Run-Landing-Fire Protection Plywood on Roof Overhang -Attic Vents -Rafter Outriggers 56. Sidi -Nailing Veneer Stucc Mesh -Drip Screed -Fd. Vents-Underflr: Access Glazing Area -Glass Protection -Skylights -Plastic ' . Shear Walls; Nailing -Bolts 60. Bra nterior/Exterior Wall Panels ns ion -Walls -Ceilings Infiltration -Walls -Windows 5.4 — I aeY 45 Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FINAL (Plans) OK except #'s 63. Ext. Steps -Door & Sidelight Protection -Landings Q4 oJte'6etector urnace Vents -clearance -Comb, Air -Connector-, . In Garaoe: Above Floor -Ducts -Mach. Protection Q6,45edr6om Exiting 7. & Bath Fixtures & Tub Access -Spa 60. Tfim-& Subpanel, Breaker Sizes & Labels 9 airs & Rails ' Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date M94eg—ANICAL (Permit) OK except #'s ara a Door; Swing -Landing -Closure 7 A.C/Ci COUNTY OF BUTTE - DEPARTMENT OF DEVELORMENT SERVICES - BUILDING DIVISION 7 County Center Drive Oroville, California 95965 • Telephone (530) 538-75 PERMIT NO. (Rev.12/96) APPLICATION AND.PERMIT 81-2720 ASSESSOR PARCEL NUMBER 066-030-012 ZONING BUILDING PERMIT OWNER LARRY & JILL WARNER TELEPHONE 892-8003 SO. FT. OCC. BUILDING VALUATION R @54 99,144.00 OWNERS MAILING ADDRESS 555 FLYING V SUITE 3, CHICO Vo U @18 12,060.00 CONTRACTOR'S NAME TELEPHONE CONTRACTORS MAILING ADDRESS CONSTRUCTION LENDER Fireplace 500 QQ LENDER'S MAILING ADDRESS Total Valuation $1 s 1 q 1711W W) ARCHITECT OR ENGINEER LICENSE NO. Filin Fee $ 0.00 Permit Fee $ ARCHITECT OR ENGINEERS MAILING ADDRESS 555 FLYING V, STE 3, CHIC0 Plan Checking Fee $ BUILDING ADDRESS Energy Plan Checking Fee $ $ PERMIT FEE $, LAT NO. 37 SUBDIVISIONS NAME PARADISE PINES 1 PARCEL MAP PLUMBING PERMIT I Ing Fee 20.00 Each Trap 7-00.77.00 USEOFSTRUCTURE SF ❑X Duplex ❑ Mobilehome ❑ Other SPECIFY Solar or heat pump water heater 23.00 Water piping 15.00 15.00 Each aas water heater or vent 15.00 TYPE OF WORK New T Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Describe Work: NSF 3BR Gas piping system 1 - 5 outlets 15.00 Building sewer 15.00 Mobile Home I S I G W @20.00 PERMIT FEE $ ELECTRICAL PERMIT Filing Fee 20.00 800OR LE Main Service 20 OA OR LESS 23.00 -23-00 LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. License Class Lic. No. OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: ')6 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 WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑ 1 have and will maintain workers' compensation Insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier Policy Number (The above sections need not be completed 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 forthwith mply with those provisions. X Date 10 2-3 01 Signa o Applicant - ❑ Owner ❑ Contractor ❑ Agent An O A permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height. Main Service 200A TO 1000A 46.00 NEW CONST. DW &r OCCUP. 3.5Q so 1 ORADDNS. ( MU O�iEr NON RESID. @7.50 PrIoNGLAPPARATUS 8 S LEO URET S OUTLET OR FIXTURES Ex. Occup. sn0 @ 1: 0 FIXED APPLNS. OR 5.00 Ex. Occup. oLmETs RFSID. EA Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE $ MECHANICAL PERMIT Fi ing ee 20.00 Heating 15 09 Cooling Hood 6.50 Ventilation PERMIT FE i: S50 Mobile Home Installation Fee $ Energy Inspection Fee $ occ CONST. TYPE OTAL FEE $ 1594.71 HAZ. — D. ICr,I� D � PA@� EL R `�o Is ° S This permit is hereby issued under the applicable provisions of the Butte County Code and/or Resolutions to do work indicated above for which fees have been paid. By5120111$173.1Date l t PERMIT EXPIRES ON �2_ ate 110 Receipt No. WHITE-D.D.S.-B.D. CANARY -ASSESSOR PINK -INSPECTOR GOLDENROD -APPLICANT '•�in`.G::;:: '.:�.-... .�:.�.",..,...Y ,...r -.r. �. _� yam,.. ,�•-'�*` ',�`.. ,�_...�i".,,,e- �`..,,,,4f.i..++.,;,...-..,.-•..ice-...��-.:-. �i i. -...M.•• _ 11; COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965 =TELEPHONE (530) 538-7541 hi PERMIT APPLICATION DATA SHEET OWNER: / ' ASSESSOR PARCELAU /�l(� �t / �O �V G G Proposed Building Use: Building Inspector: / late. 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................................................................... Q 4. Engineered plans and calculations, 3/4 sets, with wet signature on plans. All engineering must be shown on plans............................................................................................. ❑ 5. Engineered truss details and layout in duplicate (required prior to plan review) No faxes! ............... ❑ 6. Energy Design Compliance and supporting documentation................................................................ ❑ 7. Statement of Intent for Non -Heated and A/C Buildings...................................................................... ❑ 8. azardous Material Form.................................................................................................................... i Q anufactured Hom Data and Installation Instructions including Tie Down Specifications .............. Aso Fees of $ ra....Ia C!P/o..(...... � �.dutv.........33Impact Fees as shown on the attached schedule........s ..... ..... 11G% ............... California Department of Forestry Plan Approval/Fees...................................................................... Q13. Flood Elevation Certificate.................................................................................................................. Sanitation and Plot Plan Approval Environmental Health Department.......... et 15. City of Chico Plumbing Permit............................................................................................................ Q 16. Plot Plan and Business License Approval from the City of Biggs ....................................................... Q 17. Planning Approval for (A) Use: 0 < (B) Parking: ........... Contact Land Development about Q Improvements, Q Drainag egal Parcel......... . ............... ° N 19. Encroachment Permit for Driveway (construction approval prior to occupancy).r�l ,-y........... Pre -Inspection for required. Request to Building Inspector (Date) ❑ 21. Contractor's License Information (Number, Name Style, Classification) ........................................... ❑ 22. Workers' Compensation carrier and policy number.............................................................................. ❑ 23. w.ner-Builder Verification (❑ Given to Owner, Q Mailed to Owner) ............................................. Letter of Signature Authorization............................................../.+.y...................... ........... (W ecorded Copy of Agricultural Acknowledgment Statement....4.1�...�/�?jb�....Ua.... ......... Letter of Intent on Building Use/Detached Accessory Building Form ................................................ ❑ 27. Manufactured Home Utility Clearance................................................................................................ ❑ 28. Existing violations and/or expired permits.......................................................................................... ❑ 29. ❑ 433 A, ❑ Grant Deed, Q M.H. Title, Q Check to H.C.D. $ ..................... Q 30. Other .................... When you issue the permit, process as follows: Q Mail to Owner, Q Mail to Contractor. elephone and hold for pickup at CH JC G g office. ❑ Deliver with Inspector. ftW Applicant: ate: I Copy of Haz-Mat form sent Q Health Department, ❑ Fire Department, Q Air ollution Date: By: Copy of Plans sent ❑ Health Department, Q Fire Department, 1. Index permit Application for the above items numbered: — 2. Additional items required: By�Check � Contractor, designer, owner, was advised of the above required data by: Q phone, Q mail, ❑ Building Division counter, By: Contractor, designer, owner, was advised of the above required data by: ❑ phone, Q mail, ❑ Building Division counter, By: Contractor, designer, owner, was advised of the above required data by: ❑ phone, Q mail, Q Building Division counter, By: Contractor, designer, owner, ��, was � advised of the above required data by: Llphone, Q mail, Q Building Division counter, By: Plans reviewed by: 1��� ( I Date: JL' [5 * QI— Plans reviewed by: Date: Sets of plans on hold in Q Plan Cabinet, Q A.P. folder. Note transfer by: 1Z 0 & Date: Yellow Copy -Department of Development Services -Building Division . Date: Date: Date: Date: E.H. USE ONLY Plot Plan Attached 1 Floor Plena A ho TO: Building Department FROM: Environmental Health SUBJECT: Sanitation Clearance Owner Location AP# Plan Approved for: Sewage Disposal Water Supply: Public Y' Private Well Clearance for 3ij dwelling. Other w/AAA-Le 4tw e. of final for: .fig ��i7L Final clearance O.K. for: NOTE:` Environmental Health Specialist 8/96 Date COUNTY OF BUTTE DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965 - TELEPHONE (530) 538-7541 SCHEDULE OF FEES DUE v OWNER PROPOSED BUILDING USE c z 1. BUILDING PERMIT FEES --Balance Due ........................................................ $ --Additional Fees Due ............................................ $ --Additional Fees Due ............................................ $ --Revised Plan Checking Fee ................................. $$ < // 2. SCHOOL DISTRICT FEES /(paid at District Office) i,//3. SHERIFF FEES (paid at Building Divisio) / jj Residential .................................... x $360.00 = $ h V r Units Commercial (sq. ft.) ................... 4. URBAN AREA FEES Residential ......................... x $0.03 = $ Sq. ft. x # Units Amt. Commercial (Sq. ft.) ............. Sq. ft. 5. RECREATION DISTRICT FEES — x Amt. 6. THERMALITO DRAINAGE DISTRICT FEES $510.00 (paid at Building Division) Z7. SRA FIRE 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) 10. OTHER A.P.# �( '_ DATE eLO — G RECEIPT # DATE REC. ).o CU 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 Pursuant to Government Code Section 66020, you are hereby notified that items 2, 3, 4, 5, 6, 7, 8, 9, and 10 above may have been imposed on your project. You have 90 days from the date of approval of the project or from the imposition of the above mentioned items during which you may protest. The requirements for a protest are specified in Government Code Section 66020(a). Original - Building Div. 2nd Copy - Applicant 3rd Copy - Owner (Rev. 6/00) I[R'JIRSI��:.`;i-.�{'�i ��iSy' �7� Yl��•����]C"'��' - �•.�Twil:.r,;.�i*. ,� Jor N t COUNTY OF BUTTE` ` DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION _ 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965 - TELEPHONE (530) 538-7541 OWNER SCHEDULE OF FEES DUE 0?v PROPOSED BUILDING USE V 1. BUILDING PERMIT FEES o OZ 1 --Balance Due ........................................................ $ A.P.# 64- (3e-QLX DATE &A3-61 RECEIPT # DATE REC. --Additional Fees Due ............................................ $ -=Additional Fees Due ............................................ $ r' 7 --Revised Plan Checking Fee ................................. $ i 2" SCHOOLDISTRICT FEES aid at Di s e a ., . , P2 7 6 "A el I 3. SHE'RIFF,FEES„(paid at Building DiJisio) Residential .................................... x $360.00 = $-. 340f Units ' Commercial (sq. ft.) ...................... x ' $0.03 = $ Sq. ft. ' 4. URBAN AREA FEES � � C Residential ............................ x # Units Amt. Commercial (Sq. ft.) ............. x = $ Sq. ft. Amt. 5. RECREATION DISTRICT FEES THERMALITO DRAINAGE DISTRICT FEES `"-'k,7�€�f�i v/ $510.00 (paid at Building Division) T SRA FIRE INSPECTION AND PLAN CHECK $89.00 (paid at Building Division) 8. WATER TENDER FEES (Battalion # $200.00 (paid at Building Division) Vi��0,e,QSA 87;T�RAFF�r $2500.00 (paid at Building Division) 1 10. OTHER At time of permit application, I was advised the above fees :equirld 1o'be;paid or too fi ance of the building perm["t. Thes fee. may be changed durin kmg process. �► t •�t,'i ,''�r. �'' l,• ,; �� APPLICANT DATE Pursuant to Government Code Section 66020, you are hereby notified that items 2, 3, 4, 5, 6, 7, 8, 9, and 10 above may have been imposed on your project.ffiluhave 90 days from th4ddteofiapproval 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 Gov meet Code Secton6020(a). Original - Building Div. 2nd Copy - Applicant 3rd Copy - Owner - (Rev. 6/00) 7 AND WHEN RECORDED MAIL TO: BUTTE COUNTY BUILDING DIVISION 7 COUNTY CENTER DRIVE OROVILLE, CA 95965 i� ri /� 'ice � �►� Recorded Official Records County Of BUTTE CANDACE J. GRUBBS Recorder ROSEMARY DICKSON Assistant 10:42AM 26 -Dec -2001 I REG FEE 7.00 1 COPIES 1.00 I i I I I Myles I Page 1 of 1 i AGRICULTMIAL STATEMENT OF ACKNOWLEDGMENT FOR RESIDENTIAL DEVELOPMENT Section 26-8 of the Butte County Code required this acknowledgment to be recorded prior to issuance of a building permit. The property described herein is adjacent to land or included within an arca zoned for agricultural purposes, and residents of this property may be subject to inconveniences or discomfort from the use of agricultural chemicals, including, but not Iimited to herbicides, pesticides, and fertilizers; and from the pursuit of agricultural operations including, but not limited to cultivation, plowing, spraying, pruning, and harvesting which occasionally generate dust, smoke, noise, and odor. Butte County has established agricultural purposes and residents within said zones and on adjacent property should be prepared to accept such inconvenience or discomfort from normal, necessary farm operations. All that real property situate in the County of Butte, State of California, described as follows: LaT'3741 A5 5Nown1 _oM TI+AT- Cemj'.►tjJ MAP rr.A7T1TVr-0 �� QAIZADI SE. 91 nJrs-S C_0 U^f'12Y C..L.ug a sTa-, F_5 UNIT No• 1 "o r1 t.F-d 1,4 714#2.c)P-AJuL of—THQ. Gov"XT*7. 2.h.c.©roJ=-t or Jk5V1-r#– t o'J.Jr' y,, Or-) s q- n r rw—V5 r rL 14 ,) 9 7 .01 1,J 15010K• 35 ur r+aps, P'C'►SR.S 57, 5 5, 59 ,n^Jo (' o A)Pt4 U 66 -030 - o l 2 --ate State of California county of t3'f.'Hv On 4 personally appeared : // 4�7 z_ fhv/ Larr�> ern, I� LIv— knoma mme (or proved to me on the basis of satisfactory evidence) tc be the person(s) whose name(s) is/are subscribed to the within instrument said acknowledged to sae that hel"they executed the same in hisfkr/their authoVt7ed capacity(ies), and the by his/har/their signature(s) on the instrument, the person(s) or the entity capon behaif of which the person(s) acted, executed the instrument. WITNESS any hand and officia seat. Signature Seal; TYLER D. BAKER COMM. IF 1285437 A.P. # ; NOTARY PUSUC • CALIFORNIA ,BUTTE COUNTY Comm. Exp. NOV. 25, 2004 c -'apc >tr , f•�.-t+.�'1'1.... .i .. � • Y_ j.. .. � - . .'�I i`. r ��-l' s. s .�_', r .. .r ... .- . y . � ; • `I ., _ BUTTE. COUNTY SCHOOLS IMPACT FEE CERTIFICATION FORM ' ! (One form peO Building) School District P,�. + u Q Building Department No. W A,P: Number l : (j(� - Q (`Z-- Jurisdiction: City ®County Property Owner �.-a 1% ►i U � � 1 t , ` T�/� 10-A- rIL11%. � J* i tt ). t . I Property Location/Address f_ SubdivisionQ;�Q�L -•1 '�li .� v Lo�,Noj C � b " C; Residential Development :..........................:........................................................................................ Sq. Footage V `� No of Living a Mobile Home 9nstallation Addition/ 'Supplemental to Conversion Permit # (Group R) ,U'nits4 r i ... *(No foundation inspection)':. +' CommerciaUlndustrial{' - ` 40 } Sq. Footage _ iC: i -J New Addition (Including Exterior 7 . -A L ,_ Roofed Areas) Building Department Representative ,. Date Ir•noor rians reviewea oy ocnow vis[nci rersonneq Dis,s 'ct Identification No. 1 •, School District certifies that ( App 1i cant) (Street Address) ^ ,,(Phone Number) E0 has complied with the requirements of Resolution No. representing square feet. r . 1 School District Representative U Paid by Check # Remarks: (State) (Zip by payment of $ Date r 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 660201a), 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 (CEQAL 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.As 00/98)dmm a CLIMATE PRO® FIBER GLASS BLOWING WOOL Your home, has;been professionally insulated to provide a guaranteed thermal resistance. HwEowAER's NAME ADDRESS l. -Z -'C 3-1 Crrr rna4 STATE Zip NEW CONSTRUCTION I] RETROFIT RECORD OF INSTALLATION DEPTH. OF PREVIOUS INCHES BATTS AND ROLLS RNALUE THICKNESS AREA INSULATED rs.. N. 1 Q• WALLS SS IN. I� SQ. FT. IN. SQ. FT. FLOORS IN. SQ. FT. IN. SQ. FT. -'-1 CLIMATE PRO, BAG WEIGHT - 25 LB. NOMINAL r .R -'VALUE INSULATION — NUMBER OF BAGS USED to MAXIMUM NET COVERAGE /� AREAINSULATED (10y ESTIMATED R -VALUE OF SQ. FT.. = -: PREVIOUS INSULATION 1 The weight per THICKNESS OF INSULATION TYPE(S) OF PREVIOUS INCHES INSULATION IN ATTIC sq. fl. of installed resistance R -VALUE OF INSULATION V net area should not INCHES BATTS AND ROLLS RNALUE THICKNESS AREA INSULATED rs.. N. 1 Q• WALLS SS IN. I� SQ. FT. IN. SQ. FT. FLOORS IN. SQ. FT. IN. SQ. FT. -'-1 CLIMATE PRO, BAG WEIGHT - 25 LB. NOMINAL r .R -'VALUE MINIMUM THICKNESS BAGS PER 1000 SQ. FT. MAXIMUM NET COVERAGE MINIMUM WEIGHT PER SQ. FT. To obtain an ;' rinstalled The number of bags Contents of The weight per insulation 'w insulation per 1000 sq. fl. of this bag should sq. fl. of installed resistance "A"o= should not net area should not not cover insulation should (R) of be less than: be less than: more than: not be less than: 11 ?'+r 5X in. 7.0 142 sq. ft. 0.-176 lbs. 19 8% in. 12.5 79.9 sq. ft. 0.313 lbs. 22 10 in. 14.6 68.4 sq. ft. 0.365 lbs. 26 11Y2 in. 17.2 58.0 sq. ft. 0.431 lbs. 30 13 in. 20.0 50.0 sq. ft. 0.500 lbs. 38 16% in. 26.3 38.0 sq. ft. 0.659 lbs. 44 18X in. 30.5 32.8 sq. ft. 0.763 lbs. 50 20% in. 35.5 28.2 sq. ft. 0.886 lbs. 60 23% in. 43.0 23.2 sq. ft. 1.076 lbs. INSULATION CONTRACTOR SIGNATURE DATE —7 -CIL �� COMPANY_( APi ADDRESS « PHONE S Lfi �o� '1 HOME BUILDER SIGNATURE DATE COMPANY ADDRESS PHONE ��•il BLOWING WOOL IF RETROFIT: johnsManville BIC -194 7/97 m 1997Johns Manville Corporation Johns Manville Corporation, P.O. Box 5108, Denver, CO 80217-5108, Internet: http://www.jm.com. For more information call 1-800-6543103. `HIS IS FIBER GLASS BLOWING WOOL INSULATION CLIMATE PROTM BLOWING WOOL INSULATION FTC FACT SHEET Bag Weight 25 lbs. Nominal (Minimum Net Weight of Insulation in this Package is 23 lbs.) R -VALUE MINIMUM THICKNESS BAGS PER 1000 SO. FT. MAXIMUM NET COVERAGE MINIMUM WEIGHT PER SO. FT. To obtain an Installed The number of bags Contents of The weight per insulation insulation per 1000 sq. ft. of this bag should sq. fl. of installed resistance should not net area should not not cover insulation should (R) of.- be less than: be less than: more than: not be less than: 11 5% in. 7.0 142 sq. ft. 0.176 lbs. 19 8% in. 12.5 79.9 sq. ft. 0.313 lbs. 22 10 in. 14.6 68.4 sq. ft. 0.365 lbs. 26 11X in. 17.2 58.0 sq. ft. 0.431 lbs. 30 13 in. 20.0 50.0 sq. ft. 0.500 lbs. 38 16/< in. 26.3 38.0 sq. ft. 0.659 lbs. 44 18/< in. 30.5 32.8 sq. ft. 0.763 lbs. 50 20X in. 35.5 28.2 sq. ft. 0.886 lbs. 60 23% in. 43.0 23.2 sq. ft. 1.076 lbs. jr"t - Read This Before You Buy What You Should Know About R Values. The chart shows the R -value of this insulation. "R" means resistance,.to heat flow. The higher the R value, the greater the insulation power. Compare insulation R values before you buy. There are other factors to consider. The amount of insulation you need depends mainly on the climate you live in. Also, your fuel savings from insulation will depend upon the climate, the type and size of your house, the amount of insulation already in your house, and your fuel use patterns and family size. If you buy too much insulation, it will cost you more than what you'll save on fuel. To get the marked R value, it is essential that this insulation be installed properly with pneumatic equipment. J7 Johns Manville Johns Manville Corporation Insulation Group P.O. Box 5108 Denver, CO 80217-5108 Internet: http://www.jm.com BIC' 194 7/97 0 1997 Johns Manville Corporation PLAN REVIEW RESPONSE FORM , In order to expedite the review of your plans, please complete the following information and return this form with your re-submittaL If this form is not complete, as to all correction items, we will not be able to accept your re -submittal for review. There must be a valid response to every item requested in our plan correction letter. "By others" is not considered a valid response.- please indicate your response to each item and the location where the information can be found on the plandcalcs. ATTACH THIS FORM TO A CnPV AF Vn11Q 01 AM QFWI:W 1 FrrFQ shin OF 11QM WTTH ocvrccn Ann nnVonvw.......... OWNERS NAME _._ .... __._.... . _ . _._ ..._ ...__-.._ ......_..._ �n.IAr2-1 DATE:: Y 2.6 U 1 LOCATION ON PLANS/CALCS: :.. COMMENTS: Z �r -7 () ASSESSORS PARCEL NUMBER PERMIT NUMBER 06.6- 03o- 012 01-2-72-0 RESPONSE FOR PLAN CHECK LETTER DATED: PLAN CHECK ITEM # �j U� 1-- 3 sz RESPONSE BY: - - (-�- LOCATION ON PLANS/CALCS: :.. COMMENTS: Z �r -7 () PLAN CHECK REM # RESPONSE BY: LOCATION ON PLANS/CALCS: COMMENTS: PLAN CHECK REM # RESPONSE BY: LOCATION ON PLANS/CALCS: COMMENTS: —tL(.0k'j L) Fl -t- PL L PLAN CHECK REM # RESPONSE BY: LOCATION ON PLANS/CALCS: COMMENTS: PLAN CHECK REM # RESPONSE BY: LOCATION ON PLANS/CALCS: COMMENTS: RESPONSE FOR PLAN CHECK LETTER DATED: PLAN CHECK ITEM # RESPONSE BY: LOCATION ON PLANS/CALCS: COMMENTS: PLAN CHECK ITEM # RESPONSE BY: LOCATION ON PLANS/CALCS: COMMENTS: IPLAN CHECK ITEM # IRESPONSE BY: LOCATION ON PLANSICALCS: a D. AEC GROUP ARCHITECTURE. + ENGINEERING - CONSULTING November 28, 2001 Butte County Building Div. Martha Christy Philo Hunt RE: APN 066-030-012 Permit No. 01-2720 Please is our response to the plan check comments. Our numbers correlate to the plan check comments. NON STRUCTURAL X' -'We did show the mechanical unit on sheet M1-1. The FAU is located in the attic. We have also shown it on the roof plan sheet S1-3. See the attached updated truss calc's that shows the mechanical loads on truss D2B. . Attached is a revised title 24 package. Please note that fins are any fixed element that would provide shading on the window. Such items as house/garage walls that run perpendicular to the window can serve as a fin. The fins we used are these type of fins and are set the appropriate distance from the window edge.. Also we have added a note on sheet S1-2 for Tyvek or equal house wrap. /3"' We have added Cultured Stone standard installation details on sheet A3-1. STRUCTURAL 1. We have added shear walls at the garage/house wall along wall line D. We have also added a call out for detail 9/s5-2 on sheet S1-2 and S1-3 as well as added detail 9 sheet S5-2 Also attached are two revised set of plan. LARRY J. WARN F R AIA C51 555 FLYING V.5T1 3, CHICO. CA 95928 F- 530-892-0592 V-550-892-8008 WWW.Ar.CGKOUF.COM - 1=. -MAIL INFO@AECGROUF COM L-� Cultured Stone® Details over Wood Framing Installation Details �\CIAI 1 .1l'IDN C-) INSTALLATION OVER SHEATHING SCAIX As Norm) SHEAIHING WEAMER RL5151 ANI' BARRIER I,A1" MORI'AR SGIYING BED CULTURED 51 JNF. G MORI'ARIOINI ;N c1 UO WALL INSIILAIION (WHERF. OCCURS) FINISI I K..R SCHF7)UI.E. CULIURFD SI UNE � ., PRO11UC1'NU\IRER_ RIGID I.NSL'I.A IKON PAPER RAl"KIiU LA 1'41 SCRAIVICOAT WOR I All SEPTING BED c ;LrLR6U S I'ONH b MOKI'AR JOIN r u STUD %VAU. INSULATION IWI IERE OCCURS) IINISII PER SCHEDULE SCALE ON,CUI.IL'RI.USrONE I•RODL;cT NU►IRER INSTALLATION OVER RIGID INSULATION SCALE A.S. ED PAPER 15ACKIII) L II I SCRA I CH COAr \1091 AR 51 ITING BED CL'LI'URED STONC C MORTAR JOIN I 8i S I Ur1L)'AI.1. I\<UI,AA7IDN nN IfRli CK CCR51 FINISH PER SCHEDULE SCA L" E? -1•� CULTURE 510NE D PRODUCT NUMBER INSTALLATION OVER OPEN STUD FRAMING SCAM A`s NDTEu SEE SPECIFICATIONS SECTION 0.1730 FOR APPLICATION REQUIREMEN TS OF CULTURED STONE- PRODUCTS CSD -2 I/.r•# ; i•i-�; !,IIS! �)P.1a� 1.HIlC-..._...-------- ♦ f fll . '"` ` 'j �f-.. - "- - uv'1>Ir v , au ,�fr•u �: 1 3 � � ;f 1, �, � s}� � j •i {; / .✓�..4 ,i� 1 R•�r/(/3 ? �ril f-. rw 44 r �-... ....•._.� ..�. �- _..+.:..t..i .. _ ......._.. «.�. ;l.-•,• "S.I.�`.,:_.. rG-:1t`�.. -.« � , L-s'� r' µ�w yi� «ems �y f�_ '�' j .'J uc��r�•.crr .a � .•_ •� ..� , y ffJJJ Jj 'c._-`.;,,•�.�itl .f'et'. `a t..•:n v'r' R LPXn _��;-• T1 _ vtL:r' ern of 4•�J/� - — brLFeL`,w,:yrtl 1 �sro•,.,. ••r.c� I/.r•# ; i•i-�; !,IIS! �)P.1a� 1.HIlC-..._...-------- 0 PJ;Vjl9QOu DGMTTc Cr,jf--Z G(T 2}O)UGS DGfSfT2 OAGt t, OGCF L-L51VIun fll . '"` ` 'j �f-.. - "- - uv'1>Ir v , au ,�fr•u 0 PJ;Vjl9QOu DGMTTc Cr,jf--Z G(T 2}O)UGS DGfSfT2 OAGt t, OGCF L-L51VIun November 20, 2001 Larry and Jill Warner 555 Flying V Suite 3 Chico, CA 95928 Department of Development Services Building Division 7 County Center Drive Oroville, CA 95965 (530) 538-7541 (530) 538-2140 FAX Assessor Parcel Number: 066-030-012 Building Permit Number: 01-2720 This office reviewed 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 re -check and approval of this project. PART — I Provide additional information and/or make revisions to plans, specifications and calculations as follows: NON-STRUCTURAL COMMENTS: Provide location of HVAC unit. If located in the attic, please provide truss sized for the oads. Energy calculations: North, east and west orientations are incorrect for window area. Mandatory measures checklist is not filled out for all mandatory items, gypsum wallboard cannot be used for high mass design unless the thickness of the wallboard itself, not the wall assembly, exceeds t/2 inch. If high mass design is used for floor areas, you must note on the plans all area that are not to be covered with carpet or other Type 2 materials. Please see the energy manual for appropriate materials. High mass design is typically not modeled for this type of construction, but rather is meant for houses designed for passive solar. This house does not have permanent shade structures attached to the sides of windows for the purpose of shading -this would be a fin. Please revise for this condition. (Small storage area at back patio door could be considered a fin). Provide attachment detail for stone veneer. STRUCTURAL COMMENTS: 1. I added 12.8' and 5.7' shear wall panels to the plans along wall line D to reflect the requirements of the structural calculations. Please provide details depicting shear transfer to these shear walls along line D. 1 of 2 .4. PART - H The items identified below must be submitted prior to permit issuance. These items were noted at time of permit application on the PERMIT APPLICATION DATA SHEET. 1. Pay Balance of Building Permit fees in the amount of $1039.71 2. Impact fees: 2.1. Complete and return the Butte County School Impact fee certification form. 2.2. Sheriff fees = $360.00. 3. Sanitation and plot plan approval is required from the Butte County Environmental Health Department. 4. Obtain Encroachment Permit for Driveway from Butte County Public Works Department. 5. Submit a Recorded copy of your Agricultural Acknowledgement Statement. If you wish to discuss any non-structural requirements in PART - I, you may contact the Plans Examiner at (530) 538-7541 between the hours of 1:00 p.m. and 4:00 p.m., Monday through Friday. Structural questions should be directed to the Plan Check Engineer. The attached PLAN REVIEW RESPONSE FORM must accompany corrected items. Sincerely, [AU014-L4, Martha Christy Philo Hunt, P.E. Plans Examiner Plan Check Engineer i2of2 APPLICANT: OWNER: •. PERMPT 1: A. P. WORK DES( PATE I ( c(; - 01 11 Z(2 • of PRC -ECT YKv�,ra0u4 % * i 1 iti)) &UA. - -- G I - Z -7 �D ;ON: FS['�t'ION OF STEF vn LIMITED STRUCTURAL CALCULATIONS FOR SPEC HOUSE FOR 1 I� WARNER JOB SITE SHAW GIR MAGALIA, GA A•E•C GROUP ARCHITECTURE + ENGINEERING + CONSULTING Larry J. Warner A.I.A., ARCHITECT 555 FLYING V ST., SUITE 3 CHICO, CALIFORNIA 95928 530-892-8008 O/ - 2 I 2 0 i Bpm Cco1 BUILDING DEPARTMEM1 Ak p p R (z) 6/0ff 1131 V --..� T! `r.. -+r✓ '�V � i'� ��- r.f' )-+� �7�!�i?.?��✓�1i)�f=.t - 3ST�IT'�:�i tl-#7AA YI Oji )5f l� .. ; .. t • r. 7.�i?'t.r . i. ' 'i .l PROJECT: WARNER RESIDENCE PROD. No. WD -1731 LOCATION: MAGALIA, CA DATE: 9/20/01 BY: LJW PAGE 1 OF CODES: Uniform budding code, 1997 Edition AISC, Manual of steel construction, 9th Edition ACI, Manual of Concrete Practice, 1988 Edition AITC, Timber Construction Manual MATERIAL: Concrete: f c = 2,500 psi min. @ 28 days Masonry: - f c =1500 psi Mortor: f c =1800 psi, Type "S" Grout: f c = 2500 psi @ 28 days Steel Reinforcing: ASTM A-615 Grade 40 for #4 or smaller ASTM A-615 Grade 50 for #5 or larger Structural Steel: ASTM A-36 Steel Pipe: Steel Tubing: Machine Bolts: Anchor Bolts: Wood Connectors: Wood: ASTM A53 Grade B ASTM A500 Grade A or B ASTM A307 Grade A ASTM A307 Grade A, unfinished Simpson Strong -Tie or equal Light Framing: Const. Grade Douglas Fir Struct. Lt Framing, Joists & Planks: Doug, Fir No. 2 Beams & Stringers, Posts & Timbers: Doug Fir No. 1 Plywood: A.P.A. Rated sheathing, Grade CD, UBC Std.25-9 Glue -Lam Timber. ANSI / AITC A190.1-1983 Simple Spans: 24F -V4 Combination Cantilevers: 24F -V8 Combination LOADS: Roof Live Load: 37 psf Grad Snow Floor Live Load: 40 psf 25.9 psf w/ reductions Seismic Zone: 3 Wind Speed: 75 mph Exposure: B Method 2 used unless noted otherwise. Allowed Soil Bearing: 1,500 psf NOTE: Any structural or non-structural items that are not specifically addressed in the following calculations and or details are designed by others and are not the - , responsibility of AEC Group, Larry J. Warner AIA, Architect. Verification of the sod conditions at the project site to determine the expansive or bearing capacity is by others. AEC GROUP., Larry J. Wena AIA, 555 Ftying V St. Ste -3, Chico, CA 95928, 530-892-8008 k �+ i �tl�."1 .t3Tf..zE tSi�I 3J' Vi��.CITr'�A A3VL'Il;�! :TJ3I;USI AJ ,AT,AOAm :I OITA DO. -I ,f '10 i .ti)/vi vil.-i Nd rtr i J b CQE I .eboa gnibliurl mxolin� T :23(IE. ' ) rioi3ib,� ifl� tnc;iJr�UZ32iro5 ig�i2�o If,:i3rIr;IVf .�2IA x oi!M U01 .t)jilw"lq 51olwoD to Ifulahf .TDA isirisr:IJ ring iw?lana°D wJiaiT .OTIA ;lir? izq OR = . ►'i :03513nor) : TA.TSI3'TAtt ieq OR I = 39 :v,?aozmt✓z ;(;; :>ru�ltrii�ST 1391? 1TI,,4TyA1ryT^'�lr PP,A , MT?.l{ :I�532Irs?utaJ3iJ'G f( zo 1, bs-iZl (10CA tJ"T PA :gr duT low?, At ,bn-O VOU, MT?A :2AOH unitfutA, i)3rl?i:iihjij A abfi'iD 7 0EA 1'/I'T'('',t: :21106 iorl.-)[rA -to tli'I'-apo' 8 nvlgliri2 bf)OW :boo`I✓ ` xt�i zFsl�rli)CI �bs•rY.� .t,:tto�:�tiirrri;?�i trl,�i,i t. ztzint'sriirltlirT t:.Jm12 .(,lf -,i i,3i.`<iQ ;g7�rf;7rt 1 is ZJ�Q�I i'It2 9.► ?.rns.3a -.��.,�Ji .��I i ,EIJ 9�iYi? .s'!tul3s:'ri: E�:jJtS►_ .!'�.�.%:' c$tj t- f .OQ D% XJA 1 I2ViA mdrr:iT mad-5ulD J?q 1.,/ :+.):ii)_� J %t F�)!)�'i rrUiTG 11mD laq 1 G :bsod tr%{.11ooR:Pe(I A 0j rflG±jSti)iJ`.` �V/ �2r� 'p.Zr i ,zi lrz9 !tr, ,f,�siaAr �r; t ry h9eu bortt3l� Fl :mrraogx3 icq OIR,; : anhnl.�ff Iio2 b5woUA It;zill�rri*.:-rion 10 Ir:lujo ltz yril. OTOK :irft itirt ,"i t)t1�: ^J�)ir, G aliwob ,a brifr $(�rilti�IUSIrs grztr�jolio3 :�rli fait .3;9�t .111..AiA rori`iF:W .t "p--wJ .rlcrrni) O. 1 pW cu to 3 ``#o K#'ilici' €a rr:NiJo'rr �i 7ii5�ciFaSW50 'IQ *Pis:rii, �} ad) ;mirrat)t-)b (J 61i? 4,"tnYq ��r13 t zr�itif�n�t� AD ,,;f:t!': ,c-y,e .12 V nrtidll C2? ,AL',. -mnuW .L ��jr,.i ..'fiJUSI+) A I PROJECT: WARNER RESIDENCE PROJ. No. WD -1731 LOCATION: MAGALIA, CA DATE: 9/20/01 BY: LJW PAGE 2 OF ROOF DEAD LOAD CALCULATIONS CONVENTIONAL FRAMED ROOF ROOFING 2.4 PSF 1/2" CDX PLY 1.5 TJl @ 24" O.C. 1.1 TJI @ 24" O.C. 1.1 5/8" GYP BRD. 2.8 INSUL 0.3 MISC 0.0 TOTAL f 9.2 PSF USE 10.0 PSF. FLOOR SYSTEM TRUSSED ROOF SYSTEM ROOFING 2.4 PSF 1/2" CDX PLY 1.5 TRUSSES @ 24" O.C. 3.0 5/8" GYP BRD. 2.8 INSUL 0.3 MISC 0.0 (2x FRAMING FLOOR) 3/4" CDX PLY 2.3 PSF JOIST 2.2 INSULATION 0.6 GYP 2.8 FLOORING 1.5 TOTAL 10.0 PSF USE 10.0 PSF. ( I -JOIST FRAMING FLOOR) 3/4" CDX PLY 2.3 PSF I -JOIST 1.4 5/8" GYP BRD 2.8 MISC& INSUL 1.5 FLOORING 1.5 MISC 0.5 TOTAL 9.9 PSF TOTAL TOTAL 9.5 PSF USE 10.0 PSF. USE 10.0 PSF. EXTERIOR FRAMED WALLS EXT. FINISH 3.0 PSF SHEAR PLY 1.5 FRAMING 2.0 GYP BRD 2.2 INT. FINISH 0.2 INSUL 0.3 TOTAL CONCRETE FLOOR SLAB SHEATHING FRAMING INSULATION TOTAL 9.2 PSF USE 9.2 PSF. 15.0 PSF 2.3 3.5 0.5 21.3 PSF 'USE 21.3 PSF INTERIOR FRAMED WALLS GYP. BRD 2.2 PSF FRAMING 2.0 GYP. BRD 2.2 FINISHOES N/A INSUL N/A TOTAL 6.4 PSF USE 6.4 PSF. AEC GROUP., Larry J. Warner AIA, 555 Flying V St. Ste -3, Chico, CA 95928, 530-892-8008 5 l .�MtiMYwMaW.1W�Y.•�M.o�.l�wir °'^ a 1Y.Yr 2VI(}ITA J J7 Cha Qi -,()J (TAR :I '40051 113 P.UI�t ) b43 1 ?,'Q A00i l Yl ;C r;.0 %OITA,.IUMI ?. Dvq Stn•^�:I '=•U "JlIPf 72q ().OI :;C U ?>,_C5,"1 100A CJ3MASi3 tiIAKl0l'TT43VVlO3 'i!v:r,XZ U.S DIV1114, x 4 C1.54f m'i E.0 fi2I1•^►i .l�S .0 ��.� ).G" r ` •' i�r 'lI'f i.I 7.0f"L- lil t7T 0.0 NIM 113 P.UI�t ) b43 1 ?,'Q A00i l Yl ;C r;.0 %OITA,.IUMI ?. Dvq Stn•^�:I '=•U "JlIPf 72q ().OI :;C U ?JJA'N GiViA.Al SIUi.. _iiTX3 R li .9 If L) ��.. 'i!v:r,XZ U.S DIV1114, x 4 C1.54f m'i E.0 fi2I1•^►i .l�S ?JJA'N GiViA.Al SIUi.. _iiTX3 Y;;�C �; ,�-_•_ _—. I;l .).'.)_i X29 S.p _ '..,.F, l�f> C' S{(1t"_).1137 FMV1101) 729 U. It X29 I . f S J TU 7e(1 AD :,jid'J .12 V vftil{ia ��Z . lA-P=&%JV ,L-n,s.i ..T.10310 J),P, c. r YJ'll 32A.111.1 U.S DIV1114, x C1.54f m'i E.0 fi2I1•^►i .l�S .0 , IT T2r Y;;�C �; ,�-_•_ _—. I;l .).'.)_i X29 S.p _ '..,.F, l�f> C' S{(1t"_).1137 FMV1101) 729 U. It X29 I . f S J TU 7e(1 AD :,jid'J .12 V vftil{ia ��Z . lA-P=&%JV ,L-n,s.i ..T.10310 J),P, 0 µ piz-% TIP NO12. &A-4 --JF----- =191 ----� =191 v i� [� y. •ate ` � 4 1 � ' n �'. res Y., � •_. - - _ __ - — _ - - _. =_ - �_ 1� cx • � N , • Pj s i Roof Beamf 97 Uniform Building Code (91 NDS)1 Ver: 5.05 By: Lary J Warner AIA CSI , AEC Group on: 10-15-2001: 2:34:39 PM Project: 17312B213 - Location: BM -1 Summary: 3.5 IN x 9.25 IN x 14.0 FT / #2 = Douglas Fir -Lard - Dry Use Section Adequate By: 57.2° Controlling Factor. Section Modulus / Depth Deflections: Dead Load: Live Load: Total Load: Reactions (Each End): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, Support capacity not checked): Beam Data: Span: Maximum Unbraoed Span: Pitch Of Roof: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Roof Loading: Roof Live Load -Side One: Roof Dead Load -Side One: Tributary Width -Side One: Roof lave Load -Side Two: Roof Dead Load -Side Two: Tributary Width -Side Two: Roof Duration Factor: Beam Self Weight. Slope, ch Adjusted Lengths and Loads: Adjusted Beam Length: Beam Uniform Live Load: Beam Uniform Dead Load: Total Uniform Load: Properties For: #2- Douglas Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd=1.15 Cf --1.20 Fv': Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: 7.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: a At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): Required 7.38 In DLD= LLD= TLD= 0.09 IN . 0.21 IN = U798 0.31 IN = U551 LL-Rxn= 630 LB DL-Rxn= 283 LB TL-Rxn= 913 LB BL= 0.42 IN L= 14.0 FT Lu= 0.0 FT RP= 5 :12 U 240 U 180 LL1= 30:0 'PSF DLI = 10.0 PSF TW1= 2.0 FT LL2= 30.0 PSF DL2= 10.0 PSF TW2= 1.0 FT Cd= 1.15 BSW= 8 PLF Ladj= 14.0 FT wL= 90 PLF wD ad j= 40 PLF wT= 130 PLF Fb= 875 PSI Fv-- 95 PSI E= 1600000 PSI Fc_perp= 625 PSI Fb'= 1208 PSI FV= 109 PSI M= 3194 FT -LB V= 913 LB Sreq= 31.74 IN3 S= 49.91 IN3 Areq= 12.53 IN2 A= 32.38 IN2 Ireq= 75.45 IN4 1= 230.84 IN4 01 "0. ,, :3f It: 11).0r T+ GAS 160 "at : caq 6.t1! 3 Ti � 19 0 r COA av 3 2CM te) eboC pni!;iru8 myoNnU Se jnTss3100,9 M 1 au: `WN -et -Or 'no cwoi� 03A, 183. AIA vrilaW b DisJ :yf3. r- O moitsaoJ - 83.8st&Tr :toaiO,q aaf� v+d - rfo J -Tib asfAuoG+ - S# 4 Ti O.At x VII n.0 r !q! 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V Roof Beam[ 97 Uniform Building Code (91 NDS) j Ver 5.05 By: Larry J Warner AIA CSI , AEC Group on: 10-15-2001 Project 1731213213- Location: BMA Summary: 3.51N x 925 IN x 14.0 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 57.2% Controlling Factor. Section Modulus / Depth Required 7.381n SHEAR, MOMENT, AND DEFLECTION DIAGRAMS 1000 500 Sherr Qbs) 0 -500 -1000 4000 2000 Moment (it4b) 0 -2000 -4000 -.4 -.2 Deflection (in) C .i .4 Luau WtIluulauvll anuwn. vvnuumu v..�.G.,............ .. ,.._�._.. _-- __---- 9131bs @ 0 ft 913 lbs @ 14 ft �3194ft-Ibs@7ft I i �.305in@7ft Span = 14 it Controllina Load Cases: Shear. Critical shear created by combining all dead and live loads. Moment: Critical moment created by combining all dead and live loads. - --- - _... ..... - - - .._ _ —......_........._.........._._. --- ................__.._.. ..........__.._.._.._..- .....__ ._....__. 19 Span = 14 It J uA "4; 9L of gn,�:':ud rmolinU + 3rlseo juoA +; nn tf,a c `=: i , �Kt AIA noleVi i PC ; -va SIG - F?oisi- ,.I ? Qsj,3G S kk i T3 O,t . , rt >r x 141 a ._- _ - • _ - '31 &' .' fx . ��; c3 nt.•-p 18(AULcM. noftrfo? loJ�;� �(T��;T11aJ `°S.�d $ 9isu )AbA riollas2 -_ �141r5•, �', u /'Qli':��.�-t�d Cf'4A ,�f��l':.asn 5lA�HE `� _ > Df3:JMJjno3_-lworia fto(JSn_(Jmo:) baa; �r , cl.; r;oas- Pao- zticc. qVi1 bns bssb Ps Lnjn:dmow yd bale -3r) lsofl:., laziliO issda 3- 94i, bn6'cs t;:is �)mmdm j Yj C�: ,91� R r.f@'7' jscn,-j 1,,nmuM s_v,: tis bk eo :l _GpA r ootid o2frep noltoo+ eb �F�'srl;i .�a:la Ioo �M��PDAl'! ;5 tokd.J _ . Roof Beamt 97 Uniform Building Code (91 NDS)1 Ver. 5.05 31.74 IN3 BY Larry J Warner AIA CSI , AEC Group on: 10-15-2001: 2:34:58 PM 49:91 IN3 Project:17312B2B - Location: BM -2 12.53 IN2 A= Summary: 3.5 IN x 9.25 IN x 14.0 FT / #2 -Douglas Fir -Lard - Dry Use IN2 Ireq=` 75.45 Section Adequate By: 57.2°% Controlling Factor: Section Modulus ! Depth Required 7.38 in 230.84 IN4 Deflections: DLD= 0.09 IN Dead Load: LLD= 0.21 IN = Ll798 Live Load: TLD= 0.31 IN = U551 Total Load: Reactions (Each End): LL -ROM= 630 LB Live Load: Dead Load: DL-Rxn= 283 LB Total Load: Bearing Length Required (Beam only, Support meaty not checked): TL-Rxn= BL= 913 0.42 LB IN Beam Data: L= 14.0 FT Span: Maximum Unbraced Span: LU RP= =240 0.0 5 FT : 12 Pitch Of Roof: Live Load Deflect. Criteria: L/ 180 Total Load Deflect. Criteria: Roof Loading: Roof Live Load -Side One: L1.1= 30.0 PSF Roof Dead load -Side One: ' W1= TW1= 10.0 2.0 PSF FT Tributary Width -Side One: LL2= 30.0 PSF Roof Live Load -Side Two: DL2= 10.0- PSF Roof Dead Load -Side Two: TW2= 1.0 FT Tributary Width -Side Two: Cd= 1.15 Roof Duration Factor: BSW= 8 PLF Beam Self Weight: Slope/Pitch Adjusted Lengths and Loads: Ladi= 14.0 FT Adjusted Beam Length: wL= 90 PLF Beam Uniform Live Load: wD adj= 40 PLF Beam Uniform Dead Load: wT= 130 PLF Total Uniform Load:, Properties For #2- Douglas Fir -Larch Fb= 875 PSI Bending Stress: i Fv= 95 PSI Shear Stress: Modulus of Elasticity: E= 1600000 625 PSI PSI Stress Perpendicular to Grain: Fc�erp= Adjusted Properties Fb'= 1208 PSI Fb' (Tension): Adjustment Factors: Cd=1.15 Cf --1.20 Fv= 109 PSI F%': Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: 7.0 ft from left support Critical moment created by combining all dead and five loads. Controlling Shear. At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: ' Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): M= 3194 FT -LB V= 913 LB Sreq= 31.74 IN3 S= 49:91 IN3 Areq= 12.53 IN2 A= 32.38 IN2 Ireq=` 75.45 IN4 1= 230.84 IN4 !4'. 120.0 8A�1= tail I's0 Cc U = w r£.0 8J ,-v rt tra12 8� }.CO Vtt S� 0 T; rtn� ckd_ i3�1 oat Ti '3..iq 10r4 )PIC, 3?�_� !8 +P,a 0 J8 0.01' Os 0 CF. 8usr 3'3,8 'W," ' (?,;16! tO) oboO unruliuO mlotinU Te #mss8100,9 'n;L, grm•0 OaA , 120 AIAvnlis"' L y118J :YH 5;_M8 :noitsaoJ->iSBSJETC 'ice?o><i �Dpil V10 - doisJ-0 861PU03 -.V41 R 03. ,r x 14! Me x Mi i;. vlsmmu? R? CiE: i Gs, ;Ls;:� d3ge(7 ; . u!ubai�t nLit�2 :'!of36� Qnil!o;fnoO dFS.Ti; :�8 sfsupsbk. noitos? 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JA betse'n imla ,14tJi17 :eno+taa2 b9'.'JPsq� t' W anoaiisgmo :(Jnemo,M) au!s.roo!v, .ioit3:3c ('uteri,) 891A (noiJoeft3(3) to 3MmOA Roof Beam[ 97 Uniform Budding Code (91 NDS) [ Ver. 5.05 By. Lary J Warner AIA CSI, AEC Group on: 10-15-2001 Project 1731213213- Location: 13M-2 Summary: 3.5 IN x 9.25 IN x 14.0 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate 13y 57.2% Controlling Factor Section Modulus / Depth Required 7.38 In SHEAR, MOMENT, AND DEFLECTION DIAGRAMS ...d .......I.:....ti.... nl.n..rn• 1 ` of nll'mn Che7rAAnmanf1nPflRr4nn niaerams 1000 500 Shear (Ibs) 0 -500 -1000 4000 2000 Moneent (ft4b) 0 -2000 -4000 -.4 -.2 Oeftection (in) 0 .2 .4 LWou WlowYNMl1V•� w1V����. VV••V V•u•. w..v-...... �... �..-�-..�-__._ -_� __.. 913 lbs @ Oft -913 lbs @ 14 ft {r— 3194 ft4bs @ 7 ft i I I i i I - -.305in@7It Span = 14 It Controlling Load Cases: Shear. Critical shear created by combining all dead and live loads. Moment Critical moment created by combining all dead and live loads. --- ..............._...... - . ..... -------.._-.. -._.._.._.__..__....._ -- ---._........_._:. ... -- -- _ ......-_------._.... A - i Span = 14 ft 2�•.,_ v t Pjv� te) 9bo) gntb+iva rmmllmU To imsse'ooR no quota D 3A . ' 2O A!A 19m,;W L rsJ -ve S -t.18 �rsc;sJu .8S8S+£�i ;ics�otp -Ytsmmu2 £eU �10 - dalGJ-!.r ZE-Igu0Q - T4 > i 9 O.At x V %S.e x Vi a & fr ..... 2?ii1AR... �DAM VtOI ii 3;3,n} �JiO Cikl.�A` ,7•V�i �vy.Unt�; �hAjci'htl yy�/� {..c ^ 1 ._._ _._... ._ J1tJ`..J.. tGl.'�1,♦ �'J:l�i. �il-! Un=JV .fvvioda g0itgni� moo UIOJ..l —rt 0@8(1, Ute } , �aa�r32 0 (adt) Jc- . 300i- fngrroi. 30R v jc L 3. 1 wbsof s,rsf bns ba9t ffe, nniradmoo �d bsis9l:, t:3srfa f�,ln� :zssi? rf rai e ra bns 069b gs gnfnfdrnt+o yd bvtsatc, trsmorrt 4s�'!it 1 :inar,tahi .&tAof 9A bns brit) !% ETA( t)sis no;Joa'isb iraifit� •.nc mllsQ �iA�r"lt;it] -- - d`ttIZ6 , W Roof Beamf 97 Uniform Building Code (91 NDS) ) Ver. 5.03 By: Larry J Warner AIA CSI , AEC Group on: 09-11-2001: 12:09:47 AM Project: 17312626 - Location: BM -3 Summary: 3.5 IN x 7.25 IN x 10.0 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 57.8% Controlling Factor: Section Modulus / Depth Required 5.771n Deflections: Dead Load: DLD= 0.06 IN Live Load: LLD= 0.15 IN- U791 Total Load: TLD= 0.21 IN = U560 Reactions (Each End): LL-Rxn= 600 LB Live Load: Dead Load: DL=Rxn= 248 LB Total Load: Bearing Length Require (Beam only, Support capacity not checked): TL-Rxn= BL= 848 0.39 LB IN Beam Data: L= 10.0 FT Span: Maximum Unbraced Span: Lu= 0.0 FT Pitch Of Roof: RP= 5 :12 Live Load Deflect. Criteria: U 240 180 Total Load Deflect. Criteria: L/ Roof Loading: Roof live Load -Side One. LL1= 30.0 PSF Roof Dead Load -Side One: DLI= 10.0 PSF Tributary Width -Side One: TW1= LL2= 3.0 30.0 FT PSF Roof live Load -Side Two: Roof Dead Load -Side Two: DL2= 10.0 PSF Tributary Width -Side Two: TW2= 1.0 FT Roof Duration Factor: Cd= BSW= 1.15 6 PLF Beam Self Weight: Slope/Pitch Adjusted Lengths and Loads: Ladj= 10.0 FT Adjusted Beam Length: Beam Uniform Live Load: wL= 120 PLF Beam Uniform Dead Load: wD_adi= wT= 50 170 PLF PLF Total Uniform Load: Properties For: #2- Douglas Fir -Larch Fb= 875 PSI Bending Stress: 95 PSI Shear Stress: Modulus of Elasticity: E= E= 1600 5 PSI Stress Perpendicular to Grain: Fc_perp= 6225 6 PSI Adjusted Properties Fb'= 1308 PSI Fb' (Tension): Adjustment Factors: Cd --1.15 CV --1.30 FV= 109 PSI Fv': . Adjustment Factors: Cd --1.15 Design Requirements: M= 2119 FT -1_13 Controlling Moment: 5.0 ft from left support Critical moment created by combining all dead and live loads. Maximum Shear V= 848 LB At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Sreq= 19.5 IN3 Section Modulus (Moment): , S= 30.6 IN3 Area (Shear): Areq= A= 11.7 25.3 IN2 IN2 Moment of Inertia (Deflection): Ireq= 1= 35.8 111.1 IN4 IN4 JI: 80.0 re7kj = VI 8 t .0 Wli = 1-1I rs.0 a.- ' 00a di ;:tt.S 0J 843 1,W ;) Ot Sf i''ltt t r f ; _? 11-, iJq ICU tj Oa M 1G, ,iv,£f f al4 1,3% 3bo'i Anii,NR miofilnU Te ?mss8100,9 :A yi~ i?t1:Sr !L'f}S f r 8C .no otro'� �A , 12� A►A ,9ntbW L {ttsJ 'v8 E -M2 .noifsaoJ - 2S6Sr£rt :fosiQt9 vismiru2 92U-tin0 - rt3isJ �f asiltuoU - S# ! 'R O.O r x MI U.c x 01 &F of � �.i; b.,,,uf•„=� :itgs0l auiut;o�41 nc,itosZ :tofas�f gnfllattr;o0 o�°8.T<” :�$'9fsupebk cioiio32 =•C.J 1 :ancia3stfie0 :bsoJ bs3:- U } :bsoJ svfJ :bsoJJ fsfoT =rvS? 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V5010399. By: Larry J Warner AIA CSI, AEC Group on: 09-11-2001 Project 17312B2B - Location: BMS Summary: 3.5 IN x 7.25 IN x 10.0 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 57.8% Controlling Factor. Section Modulus / Depth Required 5.77 In SHEAR, MOMENT, AND DEFLECTION DIAGRAMS L d b' f n shown• Controifin Shear/Moment/Deflection Diagrams 900 450, Shear (Ibs) 0 -450 -900 3000 1500 Moment (ft4b) 0 -1500 -3000 -.3 -.15 Deflection (in) 0 .15 .3 oa com Ana io 848 lbs @ 0 ft -848 lbs @ 10 It i�- 2119 ft4bs @ 5 It I I I I ' I I f i • I �.214in@5ft Spa -n---= 10 ft Controlling Load Cases: Shear. Critical shear created by combining all dead and live loads. Moment Critical moment created by combining all dead and five loads. Deflection:• Critical deflection created by combining all dead and live loads. LOADING DIAGRAM ............ _ _.._.__......._..... -..._._........._........�........ -......--.......... ........... _-........_..- -................... ........ ._......... _-.... -- -----...... _..... _ ._..._._... ......_.......--..._._......_. yy....... -....... __.............,_.-..-.-.._.--,---.-..._-_---_-..__._...__..._._... A Span = 10 It QrPt wEi WOlmL� 'e Jmgs8 loos# no !23 A'A 13-:M L'{ Er-,Va 71 bs,o±q vzmfruL , '� �r ,►otAJ `� a�! ot7 V4'. Ty x V. a L no.tsnldrnoo o , MCI& coat i 4t . Ano') :rR?` �:.;utr5 Dd9t) 1.6 :m��'�i'11Ca yC tK•r�d.� ,�4._;u' t5'1iMt:i �I35ttG" ?£i:` :w"i on_ a 5 �'� ,.R �r�:drf,J3 td t'i��c..3',J : r• '* Ali, 5a:fft. � :� •o^o',` ' =sd2 Roof Beamf 97 Uniform Building Code (91 NDS)1 Ver. 5.03 By: Larry J Warner AIA CSI , AEC Group on: 09-11-2001: 12:09:49 AM PrOW:17312B2B - Location: BM -4 LB Summary: LB 3.51N x 3.5 IN x 5.5 FT / #2 - Douglas Fir -Larch - Dry Use IN Section Adequate By: 42.9% Controlling Factor: Section Modulus / Depth Required 2.93 In Deflections: FT Dead Load: DLD= Live Load: p_ Total Load: IN2 Reactions (Each End): PSF Live Load: LL-Rxn= Dead Load: DL-Rxn= Total Load: TL-Fbm= Bearing Length Required (Beam only, Support capacity not checked): BL= Beam Data: FT Span: L= Maximum Unbraced Span: Lu-- u=Pitch PitchOf Roof: RP-- P=Live LiveLoad Deflect. Criteria: U Total Load Deflect. Criteria: U Roof Loading: PLF Roof Live Load -Side One: LL1= Roof Dead Load -Side One: DL1= Tributary Width -Side One: TW1= Roof Live Load -Side Two: LL2= Roof Dead Load -Side Two: DL2= Tributary Width -Side Two: TW2= Roof Duration Factor d= Beam Self Weight: BS Slope/Pitch Adiusted Lengths and Loads: Adjusted Beam Length: Ladi= Beam Uniform Live Load: wL= Beam Uniform Dead Load: wD adi= Total Uniform Load: WT= Properties For: #2- Douglas Fir -Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Stress Perpendicular to Grain: Fc—perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd=1.15 Cf--1.50 Fw: Fv'= Adiustment Factors: Cd=1.15 Design Requirements: Controlling Moment: 2.75 ft from lett support Critical moment created by combining all dead and live loads. Maximum Shear: At support. .Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): 0.05 IN 0.12 IN = U535 0.17 IN = L/386 1509 PSI 109 PSI M= LB 127 LB 457 LB 0.21 IN 5.5 FT 0.0 FT 5 :12 240 A= 180 IN2 30.0 PSF 10.0 PSF 3.0 FT 30.0 PSF 10.0 PSF 1.0 FT 1.15 3 PLF 5.5 FT 120 PLF 46 PLF 166 PLF 875 PSI 95 PSI 1600000 PSI 625 PSI 1509 PSI 109 PSI M= 629 FT -LB V= 457 LB Sreq= 5.0 IN3 S= 7.1 IN3 Area= 6.3 IN2 A= 12.2 IN2 Iraq= 5.9 IN4 1= 12.5 IN4 ,aq :j?a T -I :3?9 q?q T= aJq Jc qjc; 7jq 12q i2q 21.1 Icy lag I; o4 ,r r V,Oc 0 C. r 1, v csr A aryl t Ma .15 J IT {cC 4 t'i ebo;l gfull)O S MiolinU Ve imsaA loon WA e4TO:St' : ME- r r-iC -no q!jo1'c? 03A. la'j AIA 1AnrsW L k -ns! :va :noilsuOJ - SM&r %r �,�emmu8 ,18U VYQ - f{;ols-}-'ti''? asluuoQ - _3 % T9 B.d x 01 C-£ x N! U.£ �, r? 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V5010399 By: Larry J Warner AIA CSI, AEC Group on: 09-11-2001 Project 17312B26 - Location: BM -4 Summary: 3.5 IN x 3.5 IN'x 5.5 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 42.9% Controlling Factor. Section Modulus / Depth Required 2.93 In SHEAR, MOMENT, AND DEFLECTION DIAGRAMS L d mbination shown* Controlfin Shear/Moment/Deflection Diagrams 500- 250 - Shear (Ibs) 0 -250 -500 700 350 Moment (ft4b) 0 -350 -700 -.3 -.15 Deflection (in) 0 .15 .3 oa co 457 lbs @ 0 ft -458 lbs @ 6 ft 629 ft4bs @ 3 t i i t t i I x—.171 in@2.8ft Span = 5.5 ft Controfiina Load Cases: Shear. Critical shear created by combining all dead and five loads. Moment Critical moment created by combining all dead and live loads. ncAcr}inn• rritinai dAfiAr ion created by combinina all dead and live loa ..._...... - - .:..._._....._.._._....._..............___........_._......_......_..._.__..__,.. _ : _..__ ....- .:.�_...__...._.__...._.._ ___..__...-_-____._._._.-.-----.._.__.___._.__..---.....:_.._...._._........__.__.__._yy.................._..___.........._...___.........,___..__.__.......__..--.---..__...___._....—.-- B Span = 5.5 ft t?CIY4 P?1 9boo grobiwe rrnofiinu ,A;msss looR C', r r-RO :*a woIc) �3A IV AA vmsVy C yioI -V8 t -Ms noi;saoa 898CMN'r 7J91,019 .yIsrnfoue s2'J • 1n1s.J-7i� zs, eUCI l - Sit 1 Ti a.e A ve e Ex .11 b £ hum noiio9$'12ios3 r�nitlgtno:3 °eSi► £� osar�t�A no ta�2 si`.J n�.ito�' QL'n� nut'bFs�i2 os,!foItto3 :nwor'a iodsrtidmm broj- � __- OS noe. oa£ inemom c t Dee. 2; at �nnliasfloCi ;..: ��---�_� .—.__..__ —.... _._. _�. __......__ _....._.._ .—__.. .�— ✓._�.. l{its% ksgJ En .Masa ed br;s bleb i'B orur`drnoo yd b94'solo tssoe Isoith") 7sari2 euro: M bns bust) tls prnnrdmoo Yo b�-lssu insrrzGm la'oifi� insr oM -.tgol tvg, bna tsob Rs grtinidmuaUd b9;ss*13 nc, sSieb Iso fn :nc sPen MA-90AIC1OHIOAdj— - w -_A Multi -Loaded Beamf 97 Uniform Building Code (91 NDS) I Ver 5.03 By: Larry J Warner AIA CSI , AEC Group on: 09-11-2001 : 12:09:53 AM Project: 17312B213 - Location: BM -5 Summary: 3.5 IN x 9.25 IN. x 5.0 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 4.4% Controlling Factor: Area / Depth Required 8.86 In Center Span Deflections: Dead Load: Live Load: Total Load: Center Span Left End Reactions (Support A): Live Load: Dead Load: Total Load:. Bearing Length Required (Beam only, Support capacity not checked): Center -Son Right End Reactions (Support B): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, Support capacity not checked): Beam Data: Center Span Length: Center Span Unbraced Length -Top of Beam: Center Span Unbraced Length -Bottom of Beam: Live Load Duration Factor: Live Load. Deflect. Criteria: Total Load. Deflect. Criteria: Center Span Loading: Uniform Load: y Live Load: Dead Load: Beam Self Weight: Total Load: } Point Load 1 Live Load: Dead Load: Location (From left end of span): Trapezoidal Load 1 Left Live Load: Left Dead Load: Right Live Load: Right Dead Load: Load Start: Load End: Load Length: Properties For. #2- Douglas Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: ' Adjusted Properties Fb' (Tension): Ad)ustment Factors: Cd=1.00 Cf --1.20 DLD-Center— 0.00 IN LLD -Center= 0.01 IN= U9200 TLD -Center= 0.01 IN = U5952 LL-Rxn-A= 1297 LB DL-Rxn-A= 668 LB TL-Rxn-A= 1965 LB BL -A= 0.90 IN LL-Rxn-B= 353 LB DL-Rxn-B= 196 LB TL-Rxn-B= 550 LB BL -B= 0.25 IN L2= 5.0 FT Lu2-Top= 0.0 FT Lu2-Bottom= 5.0 FT Cd= 1.00 U 360 U 240 wL-2= 0 PLF wD-2= 0 PLF BSW= 8 PLF wT-2= 8 PLF PL1-2= 1080 LB PD1 -2= 540 LB X1-2= 0.25 FT TRL-Left-1-2= 120 PLF TRD-Left-1-2= 60 PLF TRL-Right-1-2= 120 PLF TRD-Right-4-2= 60 PLF A-1-2= 0.25 FT B-1-2= 5.0 FT C-1-2= 4.75 FT Fb= 875 PSI Fv= 95 PSI E= 1600000 PSI Fc_perp= 625 PSI Fv': Adjustment Factors: Cd=1.00 Design Requirements: i Controlling Moment: 2.05 Ft from Left Support of Span 2 (Center Span) Critical moment created by combining all dead loads and live loads Maximum Shear: At left support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): Fb'= 1050 PSI Fv'= 95 PSI M= 804 FT -LB on span(s) 2 V= span(s) 2 1965 LB Sreq= 9.2 IN3 S= 49.9 IN3 Areq= 31.1 IN2 A= 32.3 IN2 Ireq= 9.4 IN4 1= 230.8 IN4 0 a . isV 1 '201,01 PO 9W) pnitAU8 M101inU V? imsoS bebsOJ-iJJu I 4 AAA "-eb .no gl.,,OiE) )3A, l 'J AtA isnisW G ylisJ :v8 a-!~ a :noifSOOJ BROSrUr :JMIDIq. _ ismrrtUa Gay! 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V5010399 By: Lary J Warner AIA CSI, AEC Group on: 09-11-2001 Project 173112121213 - Location: BM -5 Summary. 3.5 IN x 9.25 IN x 5.0 FT 1 #2 - Douglas Fir -Larch - Dry Use Section Adequate By 4.4% Controlling Factor. Area I Depth Required 8.86 in SHEAR, MOMENT, AND DEFLECTION DIAGRAMS 2000 1000 Shear (Ibs) 0 -1000 -2000 900 450 Moment (ftdb) 0 -450 -900 -.02 -.01 DeRectlor (in) 0 .01 .02 Controlfina Load Cases: Shear. Critical shear created by combining all dead loads and live loads on span(s) 2 Moment Critical moment created by combining all dead loads and live loads on span(s) 2 Deflection: Critical deflection created by combining all dead loads and live loads on span(s) 2 LOADING DIAGRAM P1 A _...........__........_...._._:......_............_......... ....._....._..............._.__..._...._.... ....._.._..._..........._......----........_......_.....------- _....._.._...... __._.._.. -- -.....__...__.....................___......._.__ .....�............. ...__._._.._....._._._........... _ - ......__._......__..._.._.._ Center Span = 5 ft ?CeOf W, ,Vi ;fGbi ,e) EAXO gnibliu6 rmollnU ii? jms98 b9bsoJ4uM eo -no ouc7;1 03A • 120 AIA 1smsW i, vtrsJ :Y8 'crlAB :noire, �a - aS''9StF.s� ;rosjoiq :11,E mmu? saU ('0 - sEaiGr z;? 2slpuo,3 - S,' 1 TI 02 x W; Me x V. c £ fl' '13 '' ba,tuouq IIt sQ' ssrA'1ot�6� ri'Eodnc- op it N n r kA __ sJovcnp . narrljs.� _ f,!'APOAiC!+ 40tT )3JASCI GHA,TA3MOM,AA3H8 z7iFlr.,6'Ci ,sr;jt�c� t� �'ur19rf10Yli�o ;�� �niNO'';InOJ :ftS;'Gf�d n0stidmoo bsoi vV 10 g ads e-3P.v=-r+ woQ ,, i 1 r (E l - i GO01 ,tssdia C (adi) OOor- We _ aaC 4 snsrlotn nno- Ic�.- ru- nottoerfaCi 0 (nil re. "0 S r )nsqr no r,osci suit t•ns 2b6o1 bssb Ns QrlinidmCo y:i batssn7ssr42 Isatno '1Gsri2 ,, tz)'aga na i:bsd svl; bars absol bssb til; pnmidmoo yd bate na 3n9r om isa iilJ AnerY-oM no absel_avit bnG absai brab Us gnins'dm ti d b ;sago nol;;,G !; Esaiiii:�_ nots�nttst7 I I r, I } '��.,...__ � __ �- -•r. _. _... _. _ ..T.f .----r.-....`_�T ;—�'T_-� r _'_r--�-�--� T i't'i"T--•-r-r---�- -�-r-.r---^--� —� , w t A - ;]CO ,9,119.. MuWLoaded Beamf 97 Uniform Building Code (91 NDS)1 Ver. 5.05 By: Larry J Warner AIA CSI , AEC Group on: 1015-2001 :2:25:49 PM Project: 17312626 - Location: GDH-1 Summary: 5.25 IN'x 11.25 IN x 16.5 FT / 2.0E Parallam - Trus Joist -MacMillan Section Adequate By 10 6% Controlling Factor. Moment of Inertia / Depth Required 10.88 In Center Span Deflections: Dead Load: Live Load: Total Load: Center Span Left End Reactions (Support A): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, Support capacity not checked): Center Span Right End Reactions (Support B): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, Support capacity not checked): Beam Data: Center Span Length: Center Span Unbraoed Length -Top of Beam: Center Span Unbraced Length -Bottom of Beam: Live Load Duration Factor: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Center Span Loading: Uniform Load: Live Load: Dead Load: Beam Self Weight: Total Load: Point Load 1 Live Load: Dead Load: Location (From left end of span): Trapezoidal Load 1 Left Live Load: Left Dead Load: Right Live Load: Right Dead Load: Load Start: Load End: Load length: Properties For: 2.0E Parallam- Trus Joist -MacMillan Bending Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd=1.00 Cf=1.01 FV: Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: rt f n 2 (Center Span) DLD-Center= 0.27 IN LLD -Center= 0.48 IN = U412 TLD -Center= 0.75 IN = U265 LL-RwrA= 2560 LB - DL-Rxn-A= 1442 LB TL4bm-A= 4003 LB BL -A= 1.02 IN LL-Rxn-B= 2787 LB , DL-Rxn-B= 1548 LB TL-Rxn-6= 4335 LB BL -B= 1.10 IN L2= 16.5 FT Lu2-Top= 0.0 FT Lu2-Bottom= 16.5 FT Cd= 1.00 U 360 U 240 wL-2= 0 PLF wD-2= 0 PLF BSW= 18 PLF wT-2= 18 PLF PL1-2= 1506 LB PD1 -2= 765 LB X1-2= 3.33 FT TRL-Left-1-2= 360 PLF TRD-Left-1-2= 180 PLF TRL-Right-1-2= 360 PLF TRD-Right-1-2= 180 PLF A-1-2= 5.33 FT B-1-2= 16.0 FT C-1-2= 10.67 FT Fb= 2900 PSI Fv= 290 PSI E= 2000000 PSI Fc,_perp= 750 PSI Fb'= 2921 PSI FV= 290 PSI M= 18917 FT -LB 8.25 Ft from left SUM o spa Critical moment created by combining all dead loads and live loads on span(s) 2 4335 LB V= Controlling Shear: At right support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Sreq= 77.72 IN3 Section Modulus (Moment): S= 110.74 IN3 Area= 22.42 IN2 Area (Shear): A= 59.06 IN2 Ire= Moment of Inertia (Deflection): 1= 563.42 622.92 IN4 IN4 C 9v i l :-^l�( ca) eooa ,polbti118 maoiinl) V? ims98 babsrJ-ifljjM r-HCt� :F�oitsJo� ;f3SSSt;Cf ;foaioz9 r:ellilVlJ,3iLi-f2ioL auiSi - rnsitsis9 30.S 1 Tl 8.8r x of ?S. f t x V.1 8vYlStrlrilu2 it t,t,iir tr,��l!t_, �( nfU;+f�. se`19rat io fn9maM .iobsl gnilloifnoo o\oa.O, :v,191suos6A noiloga V. ti:�•Q ��ir1�aJ 'JCl antilstrs:] nsct8 39in4C 9.j :7L.� A :,'A Siogqu8) ztioinst-q t4 fi9j nscIa is!nsv c? , '- -344-1 --A r1XS1 'bsol nvil %J i i};'i' _lire - A-.,ixq- f t :Ger,.J both; °A 18 fo 1 viasgs, finggL'�'G ,vtno mssEl) bsiiups.2 (lfrnz + fln(jeg3 M _ :( _m'gqu2) anoitosoR bnEl friil nrga 2sinsJ .I1 -A, VV 'frX5.{-A, t7Epi OJ MYAt/_�t I T :bw! bfi9G :bsa.1 ls!,,iT ,Yfflo mc993) b3tiunsA nitlogJ nhae6 :rifGn9J nw? iein93 :MESS to qoT-ri*,PnSJ b9asod,;U nsga tafneo :ms9810 moff08'•01903J b9oaidni ra�r', J L :,otap ; nc,fs,00 t;so.i 9vU wt�C ! j :bi29tli�� .1:,9t}.'!�j�BJ.t t3Vt..t :F11911l7 JuerlaQ bwJ IrloT :Odibf.L'J vGOP, :osoJ mtoiinu G n 'ice .quo! (sftb-r r t s4 J Inio9 Si i Gr sroJ '- i % bfi3L! :(nE qa 1C bit) fel fvc :.T ,-loilsan.4 (ll vat' = a '.Po I•"1i1 ",sof 1C�frt,�90B1( broJ 9viJ tlsl :bsoJjbsaCft- I :br_o4bVr.: fripill ! -bso ! yu tripii3 : 3fj-6 coo- + ihn3 aro- A. nsll)I�taWA-faio,. zmT-rrisllsircl n J bf;tiJ iog U9 EG3 nS pp2si`.,Agcjq, / T!nlbnt U tc4 t�Gll( 1�� 28:31? ip ar►tubo"-., :nista of 22aTt"' .9rh8t101c, b9l2LfibA 1 ro. r=t� uC r =b) ani D C ,; :aicbs? in •,• ,t;,; v=2, +!o r=b3 :alntai;q tn9rlttapji6 Vii.+- �" c` t f( 5rt3,411Uy3tl ngi89C , �. :in9 got' ( wrga '3flfn93) S ns1;8 10 ho( aua :tat rno-;" i a nlliottnoO S.F 3.i ta3rir- ,,i 'hf; 2 ice. (�� }( n�,F ol L^.bb Its gninidrnc,* yd b9iiz9l".) inomc, ( :!<) dk17 nns abco( blob Illi pninidrna3 std bFrtsar le9r12 Ifs" 5311 :enoboap, bmiupt)}l HIM) enoahs.'•jnio7 Com' aS.i!t r -(Smrrohi' dSJtllt)Otc( r14.,'.i9c aY, ii.(?c fl t f laml?) Boll; Ing,,CiJ _ Multkoaded Beam[ 97 Uniform Budding Code (91 NDS) ] Ver. 5.05 By: Larry J Warner AIA CSI, AEC Group on: 10-15-2001 Project: 1731262B - Location: GDH-1 Summary: 5.25 IN x 11.25 IN x 16.5 FT / 2.0E Parallam - Trus Joist -MacMillan Section Adequate By 10.6% Controlling Factor. Moment of Inertia / Depth Required 10.88 In SHEAR, MOMENT, AND DEFLECTION DIAGRAMS a—W-- ni—me 5000- 2500- Shear 000•2500'Shear (lbs) 0 -2500 -5000 20000 10000 Moment (ft -Ib) 0 -10000 -20000 -.8 -.4 Deflection on) Q A .f LYGY WIIIY111Q1IV 11 VIIV ��11. vV..�v..... v•.v........�...-..___..____._ --_ __.. 4003 lbs @ 0 It -4335 lbs @ 17 ft ft4bs@8ft i I { 1 I i I I 8.3 It 1 Center Span =16.5 ft Controlling Load Cases: Shear. Critical shear created by combining all dead loads and live loads on span(s) 2 Moment Critical moment created by combining all dead loads and We loads on span(s) 2 P1 — _— ..._---....�.._..._.......... _ _.__._.............. _...r.._ _ _.. _.__.. __._� _..__...__.._.._..._..._._._....._..__._.-----_...__.......-.---- A Center Span = 16.5 ft � _ . •', aC•„ �, ut' R.tf,',n1.1 ;�;rE�� bsGoJat!.r`: r:)4;c tq t rv,',w11h� t }i3OI Pt,'T IT V T- cc •fi7f3 �v.3 1 1 7l ",1 1�� X !'•• ..t a Ji t, GOA ,tw x,7,06, f ,F;A-,PSE— b_fiAA_Q.! OCOU - � fiQ��931�3ii #1 ielf+eia�c Ph brTQ �f`SOi b."4bt.s �'WR.Isb'Oo �4 �:���;: i1J'S'3(!,:'f.J:illi ir'sn2 �', dmoo Yd � 7��r,,p �IhcJ�Jl�:,:r•' 'tr�^rs��4' 'b40_1 be9b'ii 0,':tiallif�{C'J Y� 'a'�4i9t;, r�01JJ51?" bv'+1.. ',wxl.lgc FA.Ai v ar1l_A0J YY, Roof Beams 97 Uniform Building Code (91 NDS)1 Ver. 5.03 By: Larry J Warner AIA CSI , AEC Group on: 09-11-2001 :12:09:50 AM Project: 173121326 - Location: HDR -1 TYP HDR 2282 Summary: 3:5 IN x 9.25 IN x 6.5 FT / #2 - Douglas Fir -Larch - Dry Use Sreq= Section Adequate By: 3.3% Controlling Factor. Area / Depth Required 8.95 In IN3 Deflections: DLD= Dead Load: LLD= Live Load: TLD -- Total Load: 32.3 Reactions (Each End): LL-Rxn= Live Load: Dead Load: DL -Rai -- Total Load:-_' Bearing Length Required (Beam only, Support capacity not checked): BL= Beam Data: L= Span: Maximum Unbraced Span: Lu= RP= Pitch Of Roof: U Live Load Deflect. Criteria: U Total Load Deflect. Criteria: Roof Loading: Roof Live Load -Side One: LL1= Roof Dead Load -Side One: DLI= = Tributary Width -Side One: LL2= Roof Live Load -Side Two: Dom= Roof Dead Load -Side Two: T = Tributary Width -Side Two: C= C d Roof Duration Factor. BSW= Beam Self Weight: Slope/Pitch Adjusted Lengths and Loads: Ladi= Adjusted Beam Length: wL= Beam Uniform Live Load: wD adi= Beam Uniform Dead Load: —WT= Total Uniform Load: Properties For. #2- Douglas Fir -Larch Fb= Bending Stress: Fv= Shear Stress: E= Modulus of Elasticity: Stress Perpendicular to Grain: Fc -perp= Adjusted Properties Fb,= FU (Tension): Adjustment Factors:.Cd=1.15 Cf --1.20 FV= FV:. Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: 3.25 ft from left support Critical moment seated by combining all dead and live loads. Maximum Shear At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): 0.02 IN 0.06 IN = U1407 0.08 IN= U1022 1658 LB 624 LB 2282 LB 1.04 IN 6.5 FT 0.0 FT 5 :12 240 180 30.0 PSF 10.0 PSF 16.0 FT 30.0 PSF 10.0 PSF 1.0 FT 1.15 8 PLF 6.5 FT 510 PLF 192 PLF 702 PLF 875 PSI 95 PSI 1600000 PSI 625 PSI 1208 PSI 109 PSI M= 3708 FT -LB V= 2282 LB Sreq= 36.9 IN3 S= 49.9 . IN3 Areq= 31.4 IN2 A= 32.3 IN2 lreq= 40.7 IN4 1= 230.8 IN4 U<'.:���:"" �20bS t::l ;abo a pn'b!iA mlolinU Te 1mso8 looq MAOc;�t3.ir rJc�S r r 30 :r!o q' o10 03A , !2O AIA ismssJ1J t. v.isJ :, sWH qY7 t-S OH :rioiis^;,J • �:S StECt :.'�sicr9 OeU +nQ : r:)i&j-iiq astpuoa - N 1 Tq a.,4 x in- as. i? x VII 2.EnGmmu2 +7: X8.8 `S5iiuF9S1 fitqgCjt 6s A notas9 gnil!oltno0 J\Q&,E :y8 4tr,sjpgbA noito92 !f i SO.0 -C'JG i :artoi; lt9C3 COAtU = I,'l 3?.^ -CJJ hso. bss�: SS(i t l3 = 0! SO G : bsoJ 9vii uoJ irt;uT u3� • = n rS :(cm3 dor.3) anoitwq'R .i.4 :bGoj evil S$S:: =nx3"r- , :bsal bsa4 fit 0. t =.18 rr; �c :btioJ IstoT :, 3�03f!.3 ,ter, vtior3gs;, ttogqu8 , Ino mss$} ber'upgA dfgneJ Lni�G i$ Ta c I :fair O mssfi Cai �11 :nso? treosionU mumiXG11A uAS :1o6q 10 rtatiq t)r of oviJ :GhethD .lasltsG bsoJ !sjoT -rJJ I -i mbsoJ tooA 7c,, 0.G1 t JG :sn0 sbii?- iso 1 O-Aj loos Tq 0 8D` =ri,1'i :snO 4bi3-bsoJ bsoG toosi :9nO sbl2-dIbiVV Y,sludilT -SJQ :awT sbi2-bsoit favi)1oa;q :oviT sbi2-boo.! bagO looq �i-�`t :owT ebi8-r0biVJ visiudiiT nohryu0 too�1 8 -lN2fJ .iot;,;rq !rit:ieVV,tlg2 mse8 T -j%v e soJ .bn;; ari)pneJ t�slauib'A r1ohTggoia qJ�i t,r� -Je•� :r!lwisJ m P bsteuibA � -iJq c� ..�t =ib5_Q.y 'bsoJ gviJ r11141inU msec r.l�: �;f)t �l,N :hsoJ bs>30 lino rrsst :bsoJ mgiinU !Wo'T i?F CC8 �d:3 fb1sJ-ii9 WvuoC! -SA .1oq asihegol9 tom;; a:3 _,�� :219'>tG 7nftJn9+� ' 1 uSc, =g1sc�_o; Yitia 3zJ;f3 o auluboM :••ris;a of ,aluoibn96-Y39 amra l*'c• fiv'St ::`0+� Ici Q()! • t=}a Ct. t=b.7 :3101�r':::-9srijurkat,t-hO im,1911fuz-ap, :zWor�t tnetuibA 80 Jnar,,rWAI AniHo ulneQ hociqua A91 nicnt tt 25.8 6hGOt �;�ii bnS, bs9b IIs oninidmo.-, yd bstem jvismom 1801i10 - nsed:8 murnixGM .nogqu2 !A .absai evi!'nns bseb Its gnNdmoo yd ber9'so issf!a !j�)iti1j :•�"• c7 ee .,vnoito-3u7 I,tioOupsR Ci,,1W anoah6q.Stoo p �¢ :(t.l3traM1 aufubtAM nob3i3a GqA 6i; ;.0c 1k, m-4mot'A Roof Beam[ 97 Uniform Building Code (91 NDS) ]Ver. V5010399 By: Larry J Warner AIA CSI, AEC Group on: 09-11-2001 Project 11731219213 - Location: HDR -1 TYP HDR Summary. 3.5 IN x 9.25 IN x 6.5 FT / #2 - Douglas Firm -Larch - Dry Use Section Adequate By: 33% Controlling Factor. Area /Depth Required 8.95 In --- 3000 1500 Shear (Ibs) 0 -1500 -3000 4000 2000 Moment (ft4b) 0 -2000 4000 -.09 -.045 Deflectioi (in) C .04E .0� Contmifina Load Caw, Shear Critical shear created by combining all dead and rive loads. Moment Critical moment created by combining all dead and live loads. ........ . ......... .......... .. .. ........... . ........ . . ..... ......... .... ..... ..... ..... ...... .......... w . ............. . ......... ....... . .... .. ..................................... ..... ........ ... . Span = 6.5 ft IN-\ ey (200t8)0030pbnJu8m101inUTQ 5;cFiqYTt-HCH nuJ0001'8�E?CyCTr�n��9 �sr, ~ryngw 'o��aNO. n!poNy0.�d8onR m±ZNE C0a r --- - -------- -- -- --- --~-----'--'--------------- O /��� �' �a. 000C' —'-'-- ----- ' -- -- - ----'---- — 04*i) �OODS- | ' 00' L �� -^�-� — ------- [ (n8 � -_--_' f�8= nuo8 ' ` nosdmv! bnr, tz9b 06 ~—� A Mufti -Loaded Beam( 97 Uniform Building Code (91 NDS) ) Ver: 5.05 By: Lary J Warner AIA CSI , AEC Group on: 10-15-2001 : 2:30:51 PM Proiect- 17312B213 - Location: HDR -GT Summary: 5.5 IN x 9.5 IN x 5.0 FT / #2 - Douglas Fir -Larch Section Adequate By: 9.4°A Controlling Factor: Center Span Deflections: Dead Load: Live Load: Total Load: Center Span Left End Reactions (SupportA): Live Load: Dead Load: Tot I Load• - Dry Use Area / Depth Required 8.68 In a Bearing Length Required (Beam only, Support capacity not checked): Center Span Right End Reactions (Support B): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, Support capacity not checked): Beam Data: Center Span Length: Center Span Unbraced Length -Top of Beam: Center Span Unbraced Length -Bottom of Beam: Live Load Duration Factor: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Center Span Loading: . Uniform Load: Live Load: Dead Load: Beam Self Weight: Total Load: Point Load 1 Live Load: Dead Load: Location (From left end of span): Trapezoidal Load 1 Left Lire Load: Left Dead Load: Right Live Load: Right Dead Load: Load Start: Load End: Load Length: Properties For. #2- Douglas Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd=1.00 Cf=1.00 DLD-Center= 0.01 IN LLD -Center= 0.02 IN = L/2584 TLD -Center= 0.04 IN = U1698 LL-Rxn-A= 1274 LB DL-Rxn-A= 677 LB TL-Rxn-A= 1951 LB BL -A= 0.57 IN LL-Rxn-B= 1778 LB DL-Rxn-B= 929 LB TL-Rxn-B= 2707 LB BL -B= 0.79 IN L2= 5.0 FT Lu2-Top= 0.0 FT Lu2-Bottom= 5.0 FT Cd= 1.00 U 360 U 240 wL-2= 0 PLF wD-2= 0 PLF BSW= 13 PLF wT-2= 13 PLF PL1-2= 2331 LB PD1 -2= 1183 LB X1-2= 2.5 FT TRL-Left-1-2= 480 PLF TRD-Left-1-2= 240 PLF TRL-Right-1-2= 480 PLF TRD-Right-1-2= 240 PLF A-1-2= 3.5 FT B-1-2= 5.0 FT C-1-2= 1.5 FT, Fb= 875 PSI Fv= 85 PSI E= 1300000 PSI Fc_perp= 625 PSI Fb= 875 PSI Fv': Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: 2.5 Ft from left support of stun 2 (Center Span) Critical moment created by combining all dead loads and live loads on spans Controlling Shear. At right support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): Fv'= 85 PSI M= 4837 FT -LB )2 V= 2707 LB Sreq= 66.34 IN3 S= 82.73 IN3 , Are4= 47.77 IN2 A= 52.25 IN2 Ireq= 55.53 IN4 1= 392.96 IN4 "•:j d lsv i (2i7✓ fU) gbo3 Rnst'►�,id m1dinJ T8 tmss8 bebroJ-i11u11A quo i;) ODA, 183 AIA isrllsW L V118.1 :V8 T�-Si+1Ft'r3ilrar�J , `3SSSls�t :tuelcny • ViBfinrrJ2 sg I ir.e iii z.a ni ea b.,1,uo:;q rllgt�Q ; A -w sl pnira m°Oo0 a%.e �Jr;u Y plA noEJr2 :enobeftQ m q? istnao i+sa;�� =int St1A �;errl3; C}J� 'bsc, l :18aa 'bcu-i:1 ul, :bsoJ istoT rogqu8) 2noilar sq 03 flat nsgG ieingO £a 7;4=r� nr"t-JCl bcoj aviJ 8J fr;a bac.l bsa0 V, C (b5haar,3 ion +{f"rorgsn ;loggij8 .vino msa8`, bajiuusp fttpngJropn ss8 18 hogqu?) enoil3a9A bn3 tlg03 ns42 iotnya �Q bsOJ evu 8.1 D OTS =9-657, -bs3J bee-0 C+8.18 bsoJ islo T :(hsAo,�rt3 lcr y;iosg4-j hogqua ,vino Ms98) boliuP953 rtipnsJ pollb'3fl r =: it GoT-c. , . �,J •rlRnerJ n�Qc 151r19� :ms98 to ooT-ritrfW baoeidnU nrgc^, ioln90 rnottoF -CU t mage to rnotfa8-rifgrioJ b936xin'J n8p;? lgj'S i 0 U'l :IobO r*ilEl1jOleoJ twU �' '-1 GhSj -Inellso bgw aviJ :Mlatil0 .1391#,0 bsoJ Ic'.oT 'L►riibeo.l nsa8 ?ains3 l.» O - S. t :bsoj miol;nLl iJ" t• :osoJ 3viJ 3Jta 8 'hso.! bF:w(l =S-Tw ldcieW ba mss„ :beo.f tela f 8i i c:ES ;, r J'? i bsoJ lnioq 8J :bso.1 evil T3 ? S ::R-! X baso.) bsac /nsg2 lo bn5 Pal maz'i) nCilS3oJ l ra ;i$fs -; • r.flyJ-;:; t t br,o_I isbiosggsl7 :bGoJ gviJ 1191 j..,9 S-t-triptr ;;?T bso.J bcs0 jla.J 32C 'S -Jri� 1 •Q�iT :bsoJ iviJ ir{piq T'l �.� -1 -A :haoJbpgJlrtpifi Ta4.c ^S t sl bsoJ 'r i i r •Q :�in bsoJ :riipin.�J bsoJ i q a g �. ria�sJ-�i3 er.1pucAQ ,iib .161 !NhSgo19 .aafn 2 nnibr*8 101 zuiuboNll :nIMO of lsiuoibnszitq eaeil2 i�9 z� s,; -•¢ ; z�,ll5go19 t>ste;1(bi, laci •{noiarlaT)'d i 00.1=;0 00 f=b3 .-mobil-? lmumlaw.*A ©�.i'=bJ :21oJ3s3 tnornlau,bl� iJ.i=r3 ;EBr ,n :zrn maliupas{rrpiea0 Jn9moh1 aniliolfna;i {nsg8 >g;n9Q) S nsGa to ho0qu3 P-0 moil, I� Z S (2j +gin,' bseb Its gninidrnn3 yd befwto ir;,mom Ih3i111�-'i 16'5r42 pnliiolloo3 6hs ,i Ovid bns abwl brag) Its enintdrT;co j bets m �art2 Isailijo wo Ae dc"; :N4►?. :8noii92 bmiupeA tt iW 3rozizsgn;o� f;✓ii U.SB .(SnsmOM) euiiwom, noit-3e 5tt, .q -Ocyrl2) 6nlA '✓i+ L' �G ^iiCt' :{rtoilo4Itor} .p�+i i.,, ;pr _+ t;it7gri'a'irremo'�� Mufti -loaded Beam[ 97 Uniform Building Code (91 NDS) ) Ver. 5.05 By. Larry J Warner AIA CSI, AEC Group on: 10-15-2001 Project 173121326 - Location: HDR -GT Summary: .5.5 IN x 9.5 IN x 5.0 FT / #2 - Douglas Fir -Larch - Dry Use Section- Adequate By: 9.4% ControA'mg Factor. Area/ Depth Required 6.68 in SHEAR, MOMENT, AND DEFLECTION DIAGRAMS QI... AAA.. .41r%Ml—1 nn nienrornc 3000 1500 Shear (lbs) 0 -1500 -3000 5000 2500 Moment (fit4b) 0 -2500 -5000 -.05 -.025 Deflection (in) 0 .025 01 VV4Y 1951 lbs @ 0 It -27071bs @ 5 ft 4837 ft -15s @ 3 ft I I I i r I 1 i .035 in @ 2.6 ft Center Span = 5 ft Contypilina Load Cases: Shear. Cri ical shear created by combining all dead loads and live loads on span(s) 2 Moment Critical moment created by combining all dead loads and live loads on span(s) 2 naflarfinn- critical deflection created by combining all dead loads and five loads on span(i P1 Center Span = 5 It T - -- 30 d ;ab *P; :)bo, L. -;::�t,3 mloiinU re jr,f:38 oobsoJ-000 01, :no JUO• O 03A 183 AA 19nlsV., r?rJ i(S T@ -Anti •nodsaai-8S8StGij ra!4�9 fLns.t-vl Wp!joQ - 941 Tj (j,8 x 0 a B x 0. c.8 __ _ r' •`<} b ,lup9A dlq J , so~A .iOuG1 Atri;,-vnoD 0 t%.Q vEl etsupobA no;roo� rriQJ_ f'wO& rldlar*.'+moab6oj i?QCsi -d! ti r CGIC %, '.soda t_ _- __ .. __ _ _.� _�__. __ ____---_-•- 1 c (Pdl) t We 1 - coot• ! _- _ •• N ^art', .,,:P:- r,_ --- -- -- --- -- __ ._ __ _-- _ rC;O,? tnomoM 1 y vuc�S- 'Cf)d.. nouaono(3 •-.._ Mfr;........_ • J► � S (F r. dEe ! -r Li ) tisJ .,-rlOi l.: ;zyne x n.. �.tisc. has a,ho' losab us enin;drnoo laniAiO :tsert? "'?,,�C'2 "0s.i►£^!'3Vt Gts abso' b�.sb ti.i t?�il`dmaa.Yd t"i'f651J tnatrlflt;i i3;�tti!.1 !n3:Tt0i,� no :-b601 'A" wf'6 Pbad b3sb An pTr mdmg,n +Ld• balrslo nO,! ,sRsb lsa:fiO n&,WaQ rq w A Multi -Loaded Beam( 97 Uniform Building Code (91 NDS) ) Ver. 5.05 By: Larry J Warner AIA CSI , AEC Group on: 10-15-2001:2:33:43 PM Proied: 1731262B - Location: HDR -GT -E8 Summary: ( 2 )1.75 IN x 7.251N x 6.0 FT / 1.8E StrucLam -Willamette Industries Section Adequate By: 14.1% Controlling Factor. Section Modulus / Depth Required 6.79 In * Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: DLD-Center= 0.06 IN Dead Load: LLD -Center= 0.12 IN = U576 live Load: TLD -Center= 0.19 IN = L/381 Total Load: Center Span Left End Reactions (Support A): LL-Rxn-A= 2745 LB Live Load: DL_Rxn-A= 1413 LB Dead Load: TL-Rxn-A= 4159 LB Total Load: Bearing Length Required (Beam only, Support capacity not checked): BL -A= 1.70 IN Center Span Right End Reactions (Support B): LL-Rxn-B= 1942 LB Live Load: DL Rxn-B= 1000 LB Dead Load: TL-Rxn-B= 2942 LB Total Load: Bearing Length Required (Beam only, Support capacity not checked): BL -B-- 1.20 IN Beam Data: L2= 6.0 FT Center Span Length: Center Span Unbraced Length -Top of Beam: Lug -Top= 0:0 6.0 Fl FT Center Span Unbraced Length -Bottom of Beam: Lu2-Bottom= �= =360 1 .00 Live Load Duration Factor. Live Load Defied. Criteria: U 240 Total Load Deflect. Criteria: Center Span Loading: Uniform Load: v&-2= 0 PLF Live Load: wD-2= 0 PLF Dead Load: BSW= 8 PLF Beam Self Weight: wT-2= 8 PLF Total Load: Point Load 1 PL1-2= 3007 LB Live Load: PD1_2= 1526 LB Dead Load: Location (From left end of span): X1-2= 1.5 FT Trapezoidal Load 1 TRL-Left-1-2= 480 PLF Left Live Load: TRD-Left-1-2= 240 PLF Left Dead Load: TRL-Right-1-2= 480 PCF Right Live Load: TRD-Right-1-2= 240 PLF Right Dead Load: A-1-2= 2.5 FT Load Start: &1.2= 6.0 FT Load End: C-1-2= 3.5 FT Load Length: Properties For. 1.8E Strucl-am- Willamette Industries Fb = 2600 PSI Bending Stress: Fv= 285 PSI Shear Stress: E= 1800000 PSI Modulus of Elasticity: Fc_perp= 700 PSI Stress Perpendicular to Grain: Adjusted Properties FW= 2781 PSI Fb' (Tension): Adjustment Factors: Cd=1.00 Cf --1.07 FV= 285 PSI Fv: Adiustment Factors: Cd=1.00 Design Requirements: 6229 FT -LB Controlling Moment: 1.5 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 4159 LB Controlling Shear. V- At left support of span 2 (Center Span) dead loads and live loads on span(s) 2 Critical shear created by combining all Comparisons With Required Sections: Sroq= 26.88 IN3. Section Modulus (Moment): S= 30.66 IN3 Area (Shear): Areq= A= 21.89 25.38 IN2 IN2 Moment of Inertia (Deflection): Ireq= 1= 70.09 111.15 IN4 IN4 c0.8 lav 1 1C Q,1 i r) a:;n;, prsibfwd mlolinL7 W Ims.96 bsbcoJ•itluM t�iz; � �.EI''; ' r (i�S ,; r-s✓ t .:10 qu01U 03A f20 AIA ismrW L YnisJ 'Y8 a3-T�-A�?>~i :rci;saoJ - d��?St�i t ;:yicty irk R o "i112ui4i 10� 9- t;ti>•A W - aisJLouli8 -8.i 1 T4 flax V1 asN x Ihi u.t (� }sarrsmu2 c;oitva2 :10136-1 rif�T9L1 't a1.uklubSc:. pn1o11no3 Not .0t :va eirup9bA noitae2 mloliu obisjoiq 01 bciignnoo yllut sd o) 9is anpiiFnirnslalsr.1rn;,;m t.c 0; z;y v11 8tl 0 =191no,' 110:zrtnr3:19 i9 nsct2 1SW30 accil =1�I .1 t; =1rttn,O,-tLi :baeJ bsofi tnp, J - V, Rt.rl bso.) evsJ :bso-I WoT ;1 ! ;1, (A t;ogqu2) ?n0ilosgFi bn8 19J n6n21911190 8.1 f,! A, b;;Oj avi i 81 U; ..1 :1 -f+-nx;i- 1T :bsoJ htm,-, X11 0C ! A-Jf;r :bsoJ IsioT :isrl�loyr o ian ytioegso hogqu2 ,vino mLs8) bsliiupaR dtpris.! RniTss& 0.1 S�efi 's :(8 tyogqu2) znoiiaaoA bn3 idniA ncg2-jotnao =a-nxll -.11' :bfia..l bfaBQ V c?S.t :brrU IEtoT `0i.: 6W) h0gqu? ,vino m6c)S) beiiup9Si rit2r,3 t gniis98 T :Ws(I fnn98 i-=i C.�1 cqp'{..!;,,; :f11 fi9.i tlraLi8191n9:3 r t c �1 =t110iJ0 f-r;, i mr S to aoT-rlipnoJ boosldnU jvia3'i9fn4O r :lTtEi9a �0 ftly^ji08-(1tI�JfF+J k'i�7Cs1{�fl1i tTFi4Gry 13tn3�1 n1aF, i :1000 nells1ur0 nsoJ f302 Gt• ' :051113 t:nVWI t,GQJ qVU :siiet< .10911! .l b6fjJ IstoT .61ibsoJ n5a21G1neo =G'a bso-} beeU � -i 1 =c 7�v :1rl�ielllj ti0c mres I:b6oJ lata T JsaJ T:4 ;hsej :(nsga lo ben 1191 moil) no;..W,J 1J, 0",4. broJ 1,;t ri9gh1T 1 ?a = S broi 3viJ 1133 !R -' 081% -:S-tp :rtG SI �ytl beo�1 bs Q fls i �Q D?� `S•t `li1)}}, ^� I -h�n:l `avi-1 liial�. '1Ts12 bsoJ 3 :bn 5 bsoJ r6 ;oJ bsrd =d; asi112ubn1 a;tr3msltiW-ms.iaintc �33.r ;c-, 2E1s116pgi? !p—`'4 abs :'2eP"t8 pnibnscEI 0`JCrJ^Fi:2@3111✓ lssri2 r.' CK.A YiiOl12A1� 10 ?r,iilbOM :nista 171 iriltl. tons199 22912 =dl l ?•9111,9=17 balau{bA of na 0 ,u1 "; 8S TO.I =10 00.t=bO :aioios-! In-)AaujbA OO.P=b� :alolas� rn oibR Nq -,':4 rnslrt3rutis�+ n0ia»Q n�t �!tillU11ri0: (nsii2 iatnsO) S nsga 10 howua its! rmoll1a U.t 't6 el so! lrsob its Unintumon yd bete-910 u:amom 19ai1nJ iirt3 i. pnil'oifno,) . a,> e.:, ie! tA n,- r cOf .,Y t a: is ebaal blab Ila gninidincz ydnb5mor 1serula IE}91;11,3 CO, 86A31, -Polk-, :2noi1:1a8 b:miutraf•i MIN arioahsgmo,► 1,t ^, 83.r F =? :(ifisrrioh�) au'ubo1F nni;aa2 ceiA 40, cif .1 r �I :('1ui:asifi�Q} silToni 1c. ttsamoM Multi -Loaded Beam[ 97 Uniform Building Code (91 NDS) ) Ver. 5.05 By: Larry J Wamer AIA CSI, AEC Group on: 10-15-2001 Project 1731282B - Location: HDR -GT -E8 Summary- ( ummary( 2 )1.75 IN x 7.25 IN x 6.0 FT / 1.8E StrucLam - Willamette Industries Section Adequate By 14.1 % Controlling Factor. Section Modulus / Depth Required 6.79 In SHEAR, MOMENT, AND DEFLECTION DIAGRAMS 5000 2500 Shear (Ibis) 0 -2500 -5000 7000 3500 Moment (ft4b) 0 -3500 -7000 -.3 -.15 Deftectior (in) C .1� LvGU W111WH1AUv11 a71vwY11. vvvmn v..vaa.....v.........��..�__--• --- ------ 4159lbs @Oft r -2943 lbs @ 6 ft I� 6229 ft4bs @ 2 ft I I .I. I` I ' r - I I r— .189 in@2.8ft I Center Span = 6 ft Controlling Load Cases: Shear. Critical shear created by combining all dead loads and five loads on span(s) 2 Moment: Critical moment created by combining all dead loads and live loads on span(s) 2 P1 1 __._._..... .. _.,....._._.... n._.. .. _..........___...��_..._ ._.. _._.....--._..._...-.—...._.._._..._..._...._._...___.._�_...r_. _.._— ............._..._._ _......._....-..-._.....................—__...._._._.._.._...__1.........__—..._........_._ .. Center Span = 6 ft i t%:!V' re) -:bc)," pnitOW8 (mol;nU Te lmn,38 taboo-I-itsuto E y-nGj :y? ^, C• `lLi�11t~. �)=rn j.'�i0NIA 7Aii15'�t"ro - 8�-Tv^^-f1Q�i :ncitson � . F ;aSrit'r toy+;n4 4^C,,nrilLI z�ta:tbn! OtgMSI N - Ma1 tnt2 3$. t 1 Tq 0,8 ?. W aS .: x Ott cC , r (S ; 2:+1i�`J�S� rrt��t7�2f'll;;o� na#as2;3oros�pnt(Iozino� �,°t.trr.;Y�? s�au stsA nnik��2 r'..tv!k:;�114Q ; rABN1110M a^_siu 'G Yi9+ L'rrsrr*W g9ti� pniUmtnoa gwori2 �jiOltsrnd!n(*bsc!_ ft U � `` a,= a 00Oa L COZS_ P' CIOPIE - - 3norrtoP,A t - j ooeE- t j i t p (nti) Tt est. 13a t0ls-,8 rlu:?bias sett bns absos bssb Os prualdmoo yd bste= w3rtz Istiji-i J l:..^. ;,e n atr;i avis Gnr atsol bosb Hs pninidmna yd t otimi tnsimom Is.NIho jz ru ebS0` tviI , a as_soi t;ssbl!G ?rrirxamcx�yd bssgTa no;M9tiyIs,-�J. ftsC] t9 I VI :1T Column( 97 Uniform Building Code (91 NDS) ) Ver: 5.05 By: Lang J Warner AIA CSI , AEC Group on: 10-15-2001: 2:48:47 PM Proiect: 17312828 - Location: C-BM-1 ummary. Summary. 1.5 IN x 3.5 IN x 8 FT / Stud - Douglas Fir-Lard - Dry Use Section Adequate By: 79.7% Vertical Reactions: Vert-LL-Rxn= 630 LB Live: Dead: Vert-DL-Rxn= Vert TL-Fbm= 295 925 LB LB Total: Axial Loads: PL= 630 LB Live Loads: PD= 283 LB Dead Loads: Column Self Weight: CSW= PT= 12 925 LB LB Total Loads: Ecoentric itty (X-X A)is): ex= 0.00 0.00 IN IN Eccentricity (Y-Y A)ds): eV= Cd-Axial= 1.00 Axial Duration Factor Column Data: L= 8.0 FT Length:0.0 Maximum Unbraced Length (X-X Axis): LY-- LY-- 0.0 FT FT Ma)dmum Unbraced Length (Y-Y Axis): 1.0 Column End Condition: Calculated Properties: dx= 3.50 IN Column Section (X-X A)is): dy= 1.50 IN Column Section (Y-Y A)ds): A= 5:25 IN2 Area: Section Modulus (X-X A)is): Sx= Sy_ 3.06 1.31 IN3 IN3 Section Modulus (Y-Y A)is): Lex/dx= 0.00 Slenderness Ratio: Ley/dy= 0.0 Properties For. Stud- Douglas Fir-Larch Fo= 825 PSI Compresswe Stress: E= 1400000 PSI Modulus of Elasticity: Fbx= 675 PSI Bending Stress (X-X A)ds): Fby= 675 PSI Bending Stress (Y-Y A)is): Adjusted Properties: Fc'= 866 PSI Fc': Adjustment Factors: Cd=1.00 Cf--1 .05 Column Calculations (Controlling Case Onlv): Controlling Load Case: Axial Total Load Only (L + D) fc= 176 PSI Compressive Stress: Fc!= 866 PSI Allowable Compressive Stress: ilto%AsPle CoulbLczzpL s 2grm: Cowb:.922tA6 Cotrp.ofl[iuii rn9q CU2r,. tWsl lolslf`osq pu;A ;r + o) �,olnu�u Csicc !sr!bue (Coultollpa Cosa OulA): V(;jn;lweul 69CIOLP. flq=.t eC GI-3'0? VIInL,fGT.p bLobrippe- LO .= g6Ugfucl �Ls22 (),-A, vx[e): F3r2uq!utl I- Pi y3Q4nln:! Oz EMPjt`.;f3A: L.PXz ter. bet t;`osunto3aln6 :dC"lUu L321 bioi�Wr-a kot: 21nc3- poi dlx, l 11. rstcu t.c= tts� a2+ 2p►[CI^v1L!,622 bJitO: 2c:.jfou It�{Otrnln2 (A'A X12)= „ •� 1'6X`,.,a - (;'gat} 2ectiau;yo,nlna (: X �Xt2): ;?A=L 1'?? fi�3 V[ss: C,-qnU)u 26CitOU (A-A VA21: H15 ,otnwu Z-oci u ()(-X vx±z): Cslcnlst�o htGt"6 !6� : qx'= v49xrt,:n;u i3upme6q rau$w ih-A :� ,): 'A= 1p;5xitunw (lup-uc64 t"p_WOtu (X-)( SL,): 0 LL rsuor«►: �rx 0'n c i COlruau 7936: i = t? ^ 's- L v+9f Untsx�ou L.scso[; cEu+t.fcy31� (A-1k VX!2): Gct�suiuC (X-X dxizj: F"''- i, p� fbt 10191 f'os;r2: t', - C Cif; fv! pa9q rogg2: r AG r-usg2: b0= s83 irnp1 rfisge: A64iCS1 bGSC:tOw-: t1 d 1, Mxu= 12?o '"}3 2fx4fou Vgrdnsra 4'? 10 x 3"2 to x 8 lu \.eP'q - pcn8(sa LL-rstcp - L)a rias anwu[sW 6101M. W453359 - Focsrlou: G�C3W-7 ex rsuA i answm viv cal ' b'rC C'tonb uu: !4-l2 5110! • �> eta �'v' Colowuj 33j nuftotw grrrpod Coge (3! OD2) 1 Ar-C 0� Columnf 97 Uniform Building Code (91 NDS)1 Ver: 5.05 By: Larry J Warner AIA CSI , AEC Group on: 10-15-2001:2:49:16 PM - . Project: 173121326 - Location: C=BM-2 Summary: 1.5 IN x 3.5 IN x 7 FT / Stud - Douglas Fir-Lard - Dry Use Section Adequate By: 79.7° Vertical Reactions: Live: Vert-LL-Rxn= 630 LB Dead: Vert-DL-Rbm= 293 LB Total: Vert-TL-Rxn= 923 LB Axial Loads: Live Loads: PL= 630 LB Dead Loads: PD= 283 LB Column Self Weight: CSW= 10 LB Total Loads: PT= 923 LB Eccentricity (X-X Axis): ex= 0.00 IN Ec oentricity (Y-Y Axis):. ey= 0.00 IN Axial Duration Factor. i Cd-Axial= 1.00 Column Data: Length: L= 7.0 FT Maximum Unbraced Length (X-X Axis): Lx= 0.0 FT . Maximum Unbraced Length (Y-Y Axis): Ly= 0.0 FT Column End Condition: Ke= 1.0 Calculated Properties: Column Section (X-X Axis): dx= 3.50 IN Column Section (Y-Y Axis): dy= 1.50 IN Area: A= 5.25 IN2 Section Modulus (X X Axis): SX-_ 3.06 IN3 Section Modulus (Y-Y Axis): Sy= 1.31 IN3 Slenderness Ratio: Lex/dx= 0.00 Ley/dy= 0.0 Properties For: Stud- Douglas Fir-Larch Compressive Stress: Fc= 825 PSI Modulus of Elasticity: E= 1400000 PSI Sending Stress (X-X Axis): Fbx= 675 PSI Bending Stress (Y-Y Axis): Fby= 675 PSI Adjusted Properties: Fc': Fc'= 866 PSI Adjustment Factors: Cd=1.00 Cf--1.05 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Compressive Stress: fc= Fc'= 176 866 PSI PSI Allowable Compressive Stress: t I rp),)boo pnibliup_ rmobnU Te InmuloO -It 'no u.uoiiD33;,,. 18OA1A1smsWLyiisJ:v8 es:ssrMl 11--giolci sat! vO - rf3,,eJ-Ii9 ZzIpooO - buf8 k Ti Y x til at x 141 a r cXlT.eT V8 ofsupsbA nodcn_8 he", :i:.nodos?39 m3ltisV :Svii b tlpd :bsea a3 Z&e JsJcT `J Pbajoj lrbefi. 4absoi evu 91 r8 *abeoJ b&90 F', : () � 1198 f1muloo .,J -amq l II)GO-41 ISJOT L41 00.0. =X9 -(eixA X P vP-);rm_.m3 1';; OO.G =v3 .(Pw, Y•yi wrolenwO 00.11 nokml noitcW IsixA T -- () s :sign 11MU103 7i A 110 mxj :f,,pm:lJ (aixA X -X) dtp tws,&W murqNsm T 5 U VJ ,no.J :(;�IxA Y -Y) dipmJ bew.MIJ mumlysM 0. Z's X :Podibno,) bn3 nrriulo,) ,geilio=9 bslskmlsJ zyb :(zixA X -X) noilase8qmulco =,,b (eixA Y -Y) nmulcD ssiA F11Y 1 0 a0J, :(awk X -X) aullubofA no . 4Dqz I I F,4i ,(aixA Y -Y) culuboM nQifos8 =xbVg.,, o,irA �qms'bnolP, rfxr,,J4R zrApunC3,-but2 ,-jai 897,j19qolq cro GAS qVi2p"910mon VioilacI4 to WOW T - kV NxA Y,..X) easit? nibneG inc, (Cl :(B!xA Y -Y) azsv3;)ribnq6 c:N b-:- 80. t --fO 00. tbD :ziojosl ingmtouibA :fvlfiO szsO onilloilnoO), at milsluolso f1muloo (0 J) yInO bsoJ lWoT IsixAms') bsoj pnilloifnoO I 'Pas!!P, iviamQM03 o ZM12 OvIansirimbO sidsviollA Column[ 97 Uniform Building Code (91 NDS)1 Ver: 5.03 By: Lary J Warner AIA CSI , AEC Group on: 09-19.2001 : 3:55:02 PM - Proiec t:17312B2B - Location: C-BM-3 Summary: 1.51N x 3.5 IN x 7 FT / Stud - Douglas Fir-Larch - Dry Use Section Adequate By: 81.1% Vertical Reactions: Live: Vert-LL-Rxn= 600 LB , Dead: - Vert-DL-Rxn= 258 LB Total: Vert-TL-Rxn= 858 LB Axial Loads: Live `Loads: PL= 600 LB Dead Loads: PD= 248 LB Column Self Weight: CSW= 10 LB Total Loads: PT= 858 LB Eccentricity (X-X A)ds): ex= 0.00 0.00 IN IN Eccentricity (Y-Y Axis): Axial Duration Factor: ev= Cd-Axial= 1.00 Column Data: Length: L= 7.0 FT Maximum Unbraced Length (X-X A)is): Lx= 0.0 FT Maximum Unbraced Length (Y-Y A)is): Lv= 0.0 FT Column End Condition: Ke= 1.0 Calculated Properties: Column Section (X-X A)is): dx= 3.50 IN Column Section (Y-Y A)is): dy= A= 1.50 5.25 IN 1N2 Area: Secfion Modulus (X-X A)is): Sx= 3.06 IN3 Section Modulus (Y-Y A)is): Sv= 1.31 IN3 Slenderness Ratio: LeWdx= 0.00 Ley/dy= 0.0 Properties For: Stud- Douglas Fir-Larch Fc= 825 PSI Compressive Stress: Modulus of Elasticity: E= 1400000 PSI Bending Stress (X-X A)is): Fbx= 675 PSI Bending Stress (Y-Y A)is): Fby= 675 PSI Adjusted Properties: Fd:Fc'= 866 'PSI Adjustment Factors: Cd=1.00 Cf--1.05 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Compressive Stress: fc= 163 PSI Allowable Compressive Stress: Fc'= 866 PSI ,n r 14V I iZOV! t8) ObOD pibl:10 m olinU YQ jnmoloO ' �? S4::a�:+✓ . ? %_•i1S-P. � •CO :no ut ��� :)3�. , !20 AIR �sniaW L �is.t :Y8 E -Ma -3 :rroiJsao; - MSI t 7 tt3si r.9 •�n�;mmuf X2.3 '(:Q - ri)"U-Iii 2Efeu00 - but21 T9 C x of a.£ f Vtl a. r dPt. t8 :Y2 e3sit�ba noitos2 ,-V :zr!4ito��� Isoit;sV U_i �x S -c,,.. ^xF#-.1u rtslf :bsg'! :IwoT 9 J ;'(Dty :2bsoJ Ir:�ixA :2bsU_i bL: Cl ldgG%A tier, nrntjWl (aixA X -X) vti;siilnr3a3 ,10 t w'F `` -(2ik:A Y -Y) vSioWn9o73 `'� :IatoUa noitsiuQ lsixA l a a T z:.3 nrrrulo c'iJl?r�,J (ab(A X -X) dfpnuJ boos��n4t rtiu:rtfxriM JaixA Y• l bsas,�:nU rriumixsM '� ritgn- ' :noitibnoO bRl nmuto:3 D tS!uais� . :(elxA X -X) no ,)pe rtri� noir: ;','*tuluO r,✓, i f * :(zixA X -X) au!ubOM rzoitos8 pn I' �:: =r rbs.i ;(21xA Y -Y) 2ulubb%l noftcs2 oOE;R 2xsstmbris; i` t ,_ `a'' ,� rtars.l-�f� zslpuo�� -brt2 ;4,)-, 2sitlsgolq _qty az�it2 evl22sinmtla vha!t2a13 to au!ubotA I2� r•U+=l`J'� ' l :(eixA f.Y) 22sii2 onlb'pos ;2"j!t?8t}oz9 belau(bA CO.t=t 1 OO =b3 :ziot,s3 tn'.-M 2LllUA :(vino Wso Rnl!loitna-,) tnodsluolso nmuloC (C J) �rin0 bso3 sJOT is+xll:sz&:) i ;t♦c�t; llrntiroa 1-119 ;�1-1 tat 8v& -;t z2y;f2 oiri2arorrrcJ 'esolle 8vlavAl rmp-3idswoffA Column( 97 Uniform Building Code (91 NDS)1 Ver: 5.03 By: Larry J Warner AIA CSI , AEC Group on: 09-19-2001:3:55:35 PM - Proiect:17312B2B - Location: C -BM -4 Summary: 1.5 IN x 3.5 IN x 7 FT / Stud - Douglas Fir -Larch - Dry Use Section Adequate By: 89.7% Vertical Reac ions: r Live: Vert-LL-Rxn= 330 LB Dead: Vert-DL-Rxn= 137 LB Total: Vert-TL-Rxn= 467 LB Axial Loads: Live Loads: PL= 330 LB Dead Loads: PD= CSW= 127 10 LB LB Column Self Weight: PT= 467 LB Total Loads: Eccentricity (X -X A)is): ex= . 0.00 iN Eccentricity (Y -Y A)is): ey= Cd-Abal= a 0.00 1.00 IN Axial Duration Factor: Column Data: L = 7.0 FT Length: Maximum Unbraced Length 0(-X A)is): Lx= 0.0 FT Maximum Unbraced Length (Y -Y Axis): Ly= 0.0 FT Column End Condition: Ke= 1.0 Calculated Properties: Column Section (X -X A)is): dx= 3.50 IN Column Section (Y -Y A)is): dV= A= 1.50 5.25 IN IN2 Area: Section Modulus 0(-X Axis): + Sx= Sy-- 3.06 1.31 IN3 IN3 Section Modulus (Y -Y A)is): Lex/dx= 0.00 Slenderness Ratio: ► Ley/dy= 0.0 Properties For: Stud- Douglas Fir -Lardy , 825 PSI Compressive Stress: E= E= 1400000 PSI Modulus of Elasticity: Bending Stress (X -X A)is): Fbx= 675 PSI Bending Stress (Y -Y A)is): Fby= 675 PSI Adjusted Properties: Fc'= 866 PSI Fc': Adiustment Factors: Cd=1.00 Cf --1.05 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) f gg PSI Compressive Stress: Allowable Compressive Stress: Fc'= 866 PSI CO -O (20✓1 Ml f3bo-O vnibiiuS mlobnU'M lnmtjioO 4,_Ma_o :nojjs,-)r,.j - 8S8S t EE C :josiolq :mrnmuP, *\*T.eB :Yb ojsup9M noib 38 ej V4 =fIX53 :enci,1363P Imfilsv 0-i yet U90 =J ya� 7wfv 8_1 Ucc -jq 8-1 Crt ;_(i.q :a; )f;oj ovij si =W2.) :absoJ bwO NpicsVI 102 f1muloo z*j, q ;abiioj IsIoT VII 1100 71XA X,14 vIioilmqoo_i :(,,,!,<A, VIII :iobiril noUG)uO Isix.A 7-1 =j '$Is(] omuloo T� :(zixA X -X) rf."J be.:;s)dnU mumixW T:I0 4 XVJ :(?ixA Y -Y) ftrW bs:)SldriU mumtaki :nolibnoO briS nmul.o' ) 'Z&i,hsQoiq belsimts.) :(EixA X' -X) 110i ' P -IMIJ100 IV! 6/4'. =Vb =A :(a!xA X -X) auluv6NI as)A not C, =/Mx!�J (e!xA Y -Y) eaulubbIM 18CI 8KB dmsJ-11:3 esimirAl -bullioq zeirm.oiq 30C-00 A r well?, S\AnqIqmoo NI OL , �BsO to auluboN, 9 law� Y, -X) 2a9'd2 priibrt*j .(eLYA Y -Y) ukre pnIbciE48 12.<;,,a-ihgqc.tq bgtpAjibA .103 80. r 40 OG. t --bO 'W, mfoLibA :(VInO 92SO V041011'rlof)) aioilslw!!O ninutoO 0 + J) yInO broJ IstoT IrjxA :Opso L'GOJ �niliolfnoo 1?9 DaF q\&,zqlqmo:) :229IJ8 svi2t?9-IQrrTo* sidswo,'IA Column( 97 Uniform Building Code (91 NDS)1 Ver. 5.03 By: Larry J Warner AIA CSI , AEC Group on: 09-19-2001 : 3:56:25 PM - Project: 1731213213- Location: C-BM-5 Summary: 1.5 IN x 3.5 IN x 7 FT / Stud - Douglas Fir-Larch - Dry Use Section Adequate By: 57.4% Vertical Reactions: Vert-LL-Rxn= Live: Dead: Vert-DL-Rxn= Total: Vert-TL-Rxn= Axial Loads: PL= Live Loads: PD= Dead Loads: Column Self Weight: C SW= Total Loads: Pt= Eccentricity (X-X A)ds): ex-- x=Eccentricity Eccentricity(Y-Y A)is): ev= Cd-Axial= Axial Duration Factor. Column Data: L= Length: Maximum Unbraoed Length (X-X A)is): Maximum Unbraced Length (Y Y A)is): LY-- y=Column ColumnEnd Condition: Ke= Calculated Properties: dx= Column Section (X-X A)is): dy= Column Section (Y-Y A)is): A-- =Section Area: SectionModulus (X-X A)ds): t Sx= Section Modulus (Y-Y A)is): SV= Lex/dx= Slenderness Ratio: Ley/dy= Properties For Stud- Douglas Fir-Larch Fc= Compressive Stress: E= Modulus of Elasticity: Fbx= Bending Stress (X-X A)is): Fby= Bending Stns (Y-Y A)is): Adjusted Properties: Fc'= Fc': Adjustment Factors: Cd--1.00 Cf--1.05 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Compressive Stress: fc— Fc'= Allowable Compressive Stress: 1257 LB 678 LB 1935 LB 1257 LB 668 LB 10 LB 1935 . LB 0.00 IN 0.00 IN 1.00 7.0 FT 0.0 FT 0.0 'FT 1.0 3.50 IN 1.50 IN 5.25 IN2 3.06 IN3 1.31 IN3 0.00 0.0 825 PSI 1400000. PSI 675 PSI 675 PSI 866 PSI 369 PSI 866 PSI �(? v t (i;cm rB) ob,)L) pnibl►ue MIOI''nU W )nmuloO 10S-p .rjo r;o quo,C 'JA , 23 AIA 1smsW 1, YttsJ :Y3 c' T"&0 :nUit�oJ BS SIr:�t :fa9iojq .Y7smnn.2 '12J Y-,(3 - d-DISJIN eslpooO - bu121 71 T x Vu r',.i; x gi dPA.78 :y2 slsupubA ncd-.gc? �ccr -r,yf!-J.J ,� �� �noirass5i 160ij-.6V . a. bssO }'� °£p: - : �'i-J i -r Ott 16)07 �VSr o i )s:X/ al 883 .;`i =�J9 E1) U,� 9!/~J 51, 'ebso.) bE•s 7 J`'3`) V109W 1192 rim. 000 .1aixA X-' lr ,o , )cA-b .+2:xA Y-Y) Yr7fn':'?aU 1Cfa$� '!OitsiuQ ;ciyAn aJOU nmuloO T' rifpn3J (2rxA X-X) rifpno.J b9omdnU'miumixGM -� -(eixA Y-Y) wgr� i bwmidr iJ.mE;mrfbPA :nWibnoO orl? nrnuio:) F841h9!�019 =x., nefnhia:a.% .(aixA X.-X) noijoEe 11mu100 c .(?NA Vo mijo* n,muio:) t Vii . E, r ,2 :(EixA .X-X) Sulu` rki :(eixA Y-Y) nluuoM mvtoe u � =tit;,vsJ onsP zaenwbnoi2 r"c� c'SS =J? t1o�sJai� zrti)P+:oU -oprz io*q z94s9ry),q IGS ��jOQ��^r =� :c2411r✓ 3VIZZ6�Qn10.. 129 DC7 (2GCA X-X) +?'cam 2Ji:lDO!4i :(EbA Y-Y) 8F9jJ nibnt�S 1P19 gin& -, �3,rsgw(I bsfeujbA co. i =JJ �o. -b4 :E7dJJS� file(-leigbA :(Yln7 Hasa Rrniioltnoo) Erj0.1s+u3{s0 nmIJ100 ,dq Tat (CJ i) y1pO bnoJ :sJoT IsixA ,har,D bso.! pp,11o7fnna 2'-f a3b .a91J2 sv+4ee1gmGo -ez3112 9vizewiqMoD oldrvoilA Column( 97 Uniform Building Code (91 NDS) I Ver. 5.03 By: Lang J Warner AIA CSI , AEC Group on: 09-19-2001 : 3:52:24 PM Project: 173121326 - Location: C-GDH Summary: ( 2 )1.5 IN x 3.5 IN x 7.0 FT / Stud - Douglas Fir -Larch - Dry Use Section Adequate By: 17.6% ' Laminations to be nailed together per National Design Specifications for Wood Construction Section 15.3.3.1 Vertical Reactions: Live: Vert-LL-Rxn= 2881 LB Dead: Vert-DL-Fbm 1613 LB Total: Vert-TL-Rxn= 4494 LB Axial Loads: Live Loads: PL= 2881 LB Dead Loads: PD= 1593 L8 Column Self Weight: CSW= 20 LB Total Loads: PT= 4494 LB Eccentricity (X -X A)is): ex= 0.00 IN Eccentricity (Y -Y A)is): ey= 0.00 IN Axial Duration Factor. Cd -Axial= 1.00 Column Data: Length: L= 7.0 FT Maximum Unbraced Length (X -X A)is): Lx= 7.0 FT Maximum Unbrac ed Length (Y -Y A)is): Ly= 0.0 FT Column End Condition: Ke= 1.0 Calculated Properties: Column Section (X -X A)ds): dx= 3.50 IN Column Section (Y -Y A)is): dy= 3.00 IN Area: A= 10.50 IN2 Section Modulus (X -X A)is): Sx= 6.13 IN3 Section Modulus (Y -Y A)is): Sy= 5.25 IN3 Slenderness Ratio: Lex/d)= 24.00 Ley/dy= 0.0 Properties For: Stud- Douglas Fir -Larch Fc;= 825 PSI Compressive Stress: Modulus of Elasticity: E= 1400000 PSI Bending Stress (X -X A)is): Fbx= 675 PSI Bending Stress (Y -Y A)is): Fby= 675 PSI ,Adjusted Properties: Fc'= 520 PSI Fc': Adjustment Factors: Cd=1.00 Cf --1.05 Cp--0.60 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Compressive Stress: fo= 428 PSI Allowable Compressive Stress: Fc'= 520 PSI Vl!o#%%tiwi�,uuJb;ei�-,no2gsae: (;CUltit9?2 AS 211622: - C:ouiloli!u I U:Jq Cszo= V%u1 lois! roaq Ou!A (t" (;o!nLUU C5ju Slit"42 (CoujLG!j!Ua (;928 QUID): Vg'-'--tW)sa( tSMM Ca=.1'04 C€=:'02 Vq!nzteq Lc = gAuq,ud 2�tee2 (),-A 1yfe). ti'X •F .S2 x•21 BWC!u5 2ric-ea (X`;� tme): wogn►n2 !? �132i3t.!l,i' 621 CCWbLG2QjAf9 PIL622: blobslf(So bou ,;Intl. Lpfidlse F111-sicp - 2ieuQe;.L162E �st!o: j'it1+ti+:I `Vxl4�=- 'i1'(h: a--ci!:,u Iy0gr!na (A-A Mf!a): ? 2cc:!oo:ou L",borr;na (X-X "e): LA C,olnuni 2sai; �lj (A n Vr..e): ^ :4:2f� ►s :: Corrrllio -6cliov (X-X Y"iv)' Cslcnlsi6q W064!63: C01"MAJ ELaq CocJTW)u: (h►s)quinu, fluPtscsq rsU1aI;J iA'A 7Xt) ''�,= U'ft l ►Iyu;p,uJfYLU nupit�c eqf-GMAJ lX`X yxt2): j'i.-. v() ...� rslltllls: _ 1 1 f! l Ccl4tu u psis. 'VAIV1 DnLgilCLi �sricL: CC T!Clfn tk k VX1a�. ; F Too ?'Ov !Vt C-CCar•tJil!C!IIt (1-.X we^): � • ia•JC '!! 1Liz- (;olnwu 2olt Atmai-'t• • M EJssq !"osga� Eto'= 5 E� t r,is rosga: [iF+BCj: /�6tj!r,91 B8�3C1!AU2: re r Vsu iusv01:t to p; u.4ije4 10%mL bVL W[4110119! ()W:� t1 r278Ct1 `9{IGL"' j"n J\/ ";Ua C Je'l'pc;10b P6C!!Oii 29Q011 yqG'lr,sls Bn• ( t) 1.2 ;y X 3 ? 114 X S'0 bl \ ^chip - cor'r$132 I`tL-rst IJ €;.?. rr28 QntL1J1}JL+1: bLo;ccf:.j.' ns l5N roc3j!ou. C-eDH SA: rS(a 1 fv19tueL VjV C2! Coin lu( 8i rlur{omi r11u Ju cutis Na, wx,, Column( 97 Uniform Building Code (91 NDS)1 Ver: 5.05 By: Larry J Wamer AIA CSI , AEC Group on: 10-15-2001 :2:44:25 PM Proiect: 173121328 - Location: C-GDH Summary: ( 2 ) 1.5 IN x 3.5 IN x 7.0 FT / Stud - Douglas Fir -Larch - Dry Use Section Adequate By: 22.1 % • Laminations to be nailed together per National Design Specifications for Wood Construction Section 15.3.3.1 Vertical Reactions: Vert-LL-Fbm= 2787 LB Live: Vert-DL-Rxn= 1462 LB Dead: Vert-TL-Rxn= 4249 LB Total: Axial Loads: PL= 2787 LB Live Loads: PD= 1442 LB Dead Loads: CSW= 20 LB Column Self Weight: PT= 4249 LB Total Loads: Eccentricity (X -X A)is): ex= 0.00 0.00 IN IN Eccentricity (Y -Y Axis): �_ Cd A'°aI— 1'00 Axial Duration Factor. Column Data: L= 7.0 FT Length:�= Maximum Unbraoed Length (X -X A)is): LY-- 7.0 0.0 FT FT Maximum Unbraced Length (Y -Y A)is): Ke` 1.0 Column End Condition: Calculated Properties: dx= 3.50 IN Column Section (X -X A)ds): dY= 3.00 IN Column Section (Y -Y A)is): A= 10.50 IN2 Area: Section Modulus (X -X A)is): Sx= 6.13 5.25 IN3 IN3 Section Modulus (Y -Y Axis): Le)/d)= 24.00 Slenderness Ratio: Ley/dy= 0.0 Properties For: Stud- Douglas Fir -Larch Fcz� 825 PSI Compressive Stress: E= 1400000 PSI Modulus of Elasticity: Fbx= 675 PSI Bending Stress (X -X A)is): Fby= 675 PSI Bending Stress (Y -Y A)is): Adjusted Properties: Fc!= 520 PSI Fc': Adiustment Factors: Cd=1.00 Cf --1.05 Cp=0.60 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) fc= 405 PSI Compressive Stress: Fc'= 520 PSI Allowable Compressive Stress: ")V i (8(J'I h9) 9bfK) pr,ibtiu8 4mobfiU iB )nmuloa M'1 dS:aA•� fC�.iS•�•t'-Ui •n4 euc;i,� :i�A , 1i1� AIA'u3rr;rW L �(tts.l :y8 HCI-E)-:D :noi3saal - BSQSt Ct :i��ot�l BEiJ - 1�,1 :YiGfrirnua t' 6.!-tiq Es,guou - L'u,8 k 19 OA x !I, U x b", it f ( S ) .F; `, <? j r7Qi1',,<r itvi �vltat u7 bac;'�V 1p' oRtSi d1iQ!tE �iif 7<3aa 11LtiZ9i1 lsnoitsVl tfir `3ritf? Ot tisS : 9d Ot Btt noitkD9a -nxA-J l-t,et. ' woitossS? Incl tiev F3 e?A �rixS -1 i -tzn; bevl :lstcT �i. &b", =(,if; :ZbE;oJ svii d..; GS =W101 ,s abso.1 bs3a ti-, OPSA _ Fq J('QigW flea nmuif)o "Ii 0110 'aback,, Isto i 00 0 `Y :(eixA X-X) yifohtnwoq L J. ( =lr..ixA t::a :(aixA Y-Y) vAiontnswD iotJ6� nark1uQ tslx,4 .rtipnej :(ZiYA X-X) rirgno-I t3'16ZU; U mi uir' 0 r _ ' >, ..WA .(aix:4 Y-Y) titQn9J ;.-sorit7t;J mumixem muitibooJ bn3 rimuloo 08.F =xli h :au)ttgoot9 bstsfuNso tai OU _yt; :(aixA X.-X) noil39a rtmuloo Sfrti Oa.0t =A (aixA Y-Y) nmvoO CV., Li'l r,1 a-�� c�-C noiA :{zixA X-1 i 21pubolY nodose C�+�., =rka',xn•� (aixA Y-Y) zulubm'O noitosa •tkt&5: azymi�hrs!c I2q rblsj-1i9 asl!luco •13Wr •1014 ZgLh-140lq i81 unOQJ#�f :_ aa�tt2 sai�,gm�? 'c,; �i ? Li) �X':'j •V110J261� 1E3 2ll1E;b0)yt "70 ,J1 :(eixA X-X) aw to unibmS :(eixA Y-Y,) zatilta anibrisE3 '%`i OW :azti;tsctora betauibA Ck3.4 =y� aO.f=i:) 00, f=b3 :2zolai;I JMIfteuibA ~~ .(Ylno 0E80 pniiEtnlnno) nmuioo (0 + J) eine) bsoJ istoT 1s1xA :9as3 bsoi pni'1lrntnoa 2q ip :erstl2 svi�rytam7:J w9ttGry 9'JI??5t!1f110�};�l(ig':r:1i,4 , Columnf 97 Uniform Building Code (91 NDS) ] Ver. 5.05 By: Larry J Warner AIA CSI , AEC Group on: 10-15-2001: 2:46:04 PM - Project: 17312626 - Location: C -HDR -GT 675 Summary. 1.5 IN x 3.5 IN x 7 FT / Stud - Douglas Fir -Larch - Dry Use 675 Section Adequate By: 5.0% 545 Vertical Reactions: Vert-LL-Rxn= Live: Dead: Vert-DL-Rxn= Total: Vert-TL-Rxn= Axial Loads: PL= Live Loads: PD= Dead Loads: Column Self Weight: CSW= Total Loads: PT= Ecentricity (X X Axis): c ex= ev= Eccentricity (Y -Y A)is): Cd-Awal= Axial Duration Factor: Column Data: L= Length: Maximum Unbrac ed Length (X -X Axis): Lx= Maximum Unbraced Length (Y -Y A)is): Ly - Ke= Column End Condition: Calculated Properties: dr -- Column Section (X -X Axis): dv' Column Section (Y -Y A)is): A= Area: Section Modulus (X -X Axis): 'Section Sx= Sv= Modulus (Y -Y Axis): Lex/dx= Slenderness Ratio: Properties For. Stud- Douglas Fir -Larch Compressive Stress: Modulus of Elasticity: Bending Stress (X -X A)is): Bending Stress (Y -Y A)ds): Adjusted Properties: Fc': ' Adjustment Factors: Cd=1.00 Cf --1.05 Cp=0.63 Column Calculations (Controlling Case Only): Controlling Load Case: Andal Total Load Only (L + D) Compressive Stress: Allowable Compressive Stress: I Ley/dy= Fc= E= Fbx= Fby= Fc'= fc-- Fc'= 1778 LB 939 LB 2717 LB 1778 LB 919 LB 0 LB 2717 LB 0.00 IN 0.00 IN 1.00 7.0 FT 7.0 FT 0.0 FT 1.0 3.50 IN 1.50 IN 5.25 IN2 3.06 IN3 1.31 IN3 24.00 0.0 825 PSI 1400000 PSI 675 PSI 675 PSI 545 PSI 518 PSI ' 545 PSI k 8� 'raa�� Ot no lv9 lstl z 0001WD 33A , 20 Alkism�,W vn,-j ye TiD-,9(]H-C):noitsaoJ - n3f3Rt£Tt toaiUY9 081_! VC! - 0016J-V1 aslovoCI - W2 I T1 ; x W1 a.£ x At ;�% ty1solmu2 dP�.y :4� efrup9bA rsn;tas2 fJ-1 97, =:n.cF : �_.,, anoitossp .60bov Ci. fir;O ._ - ;X: --d ,cj\/ :svlJ :tr�trT �_ ! pct ( - ►q 4r,snJ 1s4xA 81 pKe =C9 :zbsaJ evij all =ti,r2:? BbsoJ bwo qj I ; :; _ ra :ff1pigv1/ lbs nmuloO Nl j :abboJ 161,oT :(ajxA X X) j(f brttnwo3 , • =ls'rxk.-i?:3 ::(Pi.-,A Y-Y) vftontssj' -3 10toh? nolVAJ(? IsikA T-; U.0 f :GJSG nmuloo T Q.T= x ! -YJ :Mvne.J �(aixA X-X) dtPn'aJ bors,CtgU murnixeM .(aixA Y-Y) rffCrtel bso cInU mumix%�'.", :noorhno':,yn3 nmuloo Y; ,ll, "1 c: _ -gyp ;2pih9Qoi9 beisiuolsa :(aixA X-X) no'k-pi? n:ruloo Si ll Uz cs ,, vo _r� :(eb(A 4-Y) no,to62 mu!oo ovi ao :so, A :(eix.A A X) zuvjbk v, nofte2 Q:) S --OiM Y-Y) 2uiubblvi no{f�? 0.0 - n1�r� a oifsrJ z2sr�sbr+el2 i4q cSd =z) rlolsJ-tib aslpuoQ .82011a 9Vic?31CIM03 � ,q y� -X� V4311ES1310 euiuboM i?14 Zia rvdi .(etxA X-X) ses,68 DrmbnBS .(zixA. Y-Y) 2-91fc rnibnoa :esjnegol9 bst?u(bA 7 £e.ozgz) ao.t=?o 00J=t3 :zrofasy MefnfetiloA :(Vlno gzro pr,1lfotfno3) dnoifainf„r3 nrnuloD VJ .i J) �JnO bsoJ IsfoT lcSxA :easO bsoJ pnklImMoa icy ? -'off aigigsno�t W9112 evj 9de rjklA Columnf 97 Uniform Building Code (91 NOS)1 Ver: 5.05 By: Larry J Warner AIA CSI , AEC Group on: 10-15-2001: 2:46:47 PM Proiect: 17312626 - Location: C_HDR-GT-E8 Summary: ( 2 )1.6 IN x 3.5 IN x 7.0 FT / Stud - Douglas Fir -Larch - Dry Use Section Adequate By: 23.4% Specifications Design for Wood Construction Section 15.3.3.1 • Laminations to be nailed together per National Vertical Reactions: Vert -LL -PW= 2745 LB Live: Vert-DL-Rxn= 1433 LB Dead: Vert-TL-Fb(n= 4178 LB Total: Axial Loads: PL= 2745 LB Live Loads: PD= 1413 LB Dead Loads: CSW= 20 LB Column Self Weight: PT= 4178 LB Total Loads: ex= 0.00 IN Eccentricity (X -X A)is): ey= 0.00 IN Eccentricity (Y -Y A)ds): Cd-A)dal= 1.00 Axial Duration Factor: Column'Data: L= 7.0 FT Length: Maximum Unbraced Length (X -X A)is): L)r- LV__ 7.0 0.0 FT FT Ma)dmum Unbraced Length (Y -Y A)ds): Ke= 1.0 Column End Condition: Calculated Properties: : dx= 3.50 IN Column Section (X -X A)is): dy= 3.00 IN Column Section (Y -Y A)ds): A= 10.50 IN2 Area: Sx= 6.13 IN3 Section Modulus (X -X A)ds): Sy—_ 5.25 IN3 Section Modulus (Y -Y A)ds): Lex/dx= 24.00 Slenderness Ratio: Ley/dy= 0.0 Properties For. Stud- Douglas Fir -Larch Fc= 825 PSI Compressive Stress: E= 1400000 PSI Modulus of Elasticity: Fbx= 675 PSI Bending Stress (X -X A)is): ; Fby= 675 PSI Bending Stress (Y -Y A)is): Adjusted Properties: Fc!= 520 PSI Fc': Adiustment Factors: C&1.00 Cf --1.05 Cp=0.60 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) fa= 398 PSI Compressive Stress: Fc!= 520 PSI Allowable Compressive Stress: i:C E. aNT Eli F;c .t 81 3St1� sl-c.�.:' art+bl;u8 mlotinu W Irimutoo S �r Qt 'f1b CiuQ',c ��r1, 1,0 AIA 1sfJlsl'V L VPGJ :Y$ S;1-T�-�pH-� :noiisoo.! • E?S�SP£i' •rasa'+'� - .w:� e4XS: . V8 at•sumbA ;ioii:o2 Q . �o ItinoiJsl� lyQ jorl bot bsiisn ed o} ano," y-nifnc3.i " Jst^T t7� di+ -_,q�.2t3soJ jstxA Fi;•( ...Clq ablc_oy rivi t.l 'absaj b690 'llpl9vv il�a r.R+tsiao 1~t e") o r; a soJ istoT YU ') c ,; :(2ixA X -)it Yfbntna:k,-j :(aixA Y -Y) vtiat,tnsw—j :1rfiQ'SA nottslui3 1w"A r = i :C3 . l nmulo.) 10 :(aixA X -X) dips -1 byacldnt) mumixsAA, :(zixA Y -Y`, ftipasJ beoGidnu mumixsm :RQt7ibrQ� bfL nmtJlQ� ift r C F <)� 240'i;71Q ,4s- 4s i v,. ;/'1 60 F (2fxA X -X) nooss mruto") it �A :(aixA Y - Y} nci!as2 cimu103 xeiA (aixA X -X) atmi rol}os2. (2irA Y -Y) 32 YID asamv*noj�,' IF j ?^s; - - fM!BS-its MIQU7r! . bvjP, noq ::9iilayol9 ,c ti ciy =xv ! �'i.7iigEl�'to 2ulubom :WXA X -X) a;mf? tsnibne9 :(aixA 'i -Y) c,RibneS c u _ , . :29irlsuol� bstaujbA Od-Q= i) CO. t=+�D 00. t=b:) asotasl lnsmtauibA nrnuloJ .� Gi + J) � IRQ bwj is uT :$ikA s��, J Dr;G)J ahillolinoo 17ct ,�:G�'� �'-.9UG� sviut)laf'mo:) 'a231f2 $v18z9sgmc3 o:dcv,*IVA Footing Design f 97 Uniform Building Code (91 NDS)1 Ver: 5.03 ; By: tarry J Warner AIA CSI , AEC Group on: 09-19-2001: 4:01:46 PM Proiect: 1731213213- Location: FTG -C -BM -1 Summary: - Footing Size: 2.0 FT x 2.0 FT x 12.00 IN • Footing has been designed without reinforcement Footing Loads:. irve load: PL= 3570 LB Dead Load: PD= 1418 LB Total Load: PT= 4988 LB Ultimate Factored Load: Pu= 8054. LB Footing Properties: Allowable Soil Bearing Pressure: Qs= 1500 PSF Concrete Compressive Strength: PC= 2500 PSI Footing Size. Width: W= 2.0 FT Length: L= 2.0 FT Depth: Depth= 12.00 IN Effective Concrete Depth: d= 10.00 IN Column and Baseplate Size: Column Type: (Concrete) Width: m- Column IN Column Depth: n= 3.50 IN Bearing Calculations: Ultimate Bearing Pressure: Qu= 1247 PSF Effective Allowable Soil Bearing Pressure:(W'dh Increase) Qe= 1620 PSF Required Footing Area: Area= 3.08 SF Area Provided: A= 4.0 SF Baseplate Bearing: Bearing Required: Bearing= 8054 LB Allowable Bearing: Bearing -Allow= 33841 LB Beam Shear Calculations (One Way Shear): Beam Shear. Allowable Beam Shear Vu1= vc1= 84 10400 LB LB . Punching Shear Calculations (Two way shear): Critical Perimeter: Bo= 54.00 IN Punching Shear: Vu2= 5506 LB Allowable Punching Shear: vc2= 46683 LB Bending Calculations: Factored Moment: Mu= 17629 IN -LB Nominal Moment Strength: Mn= 65000 IN -LB 11 I Me t-ms-D-D.ri :floilwo-1 - aKeS PICT r 336iolcl :�Primmua wi GOV x 1*9 0.S x T9 0S p pitool Irmfmaialnie't tuoritiv) lYinple-ob ased asH gnitool a=jq e1 it :zbsoJ enitoo� eviJ 31 91 F11i 88elb, =rtq =T9 �bsoJ bmO 191 :bsoJ IsloT :broJ bqida�-1 9tamiRU -;aq o0a t -blueeAkiq pniisgEl ROF, d4swollA :e,08 pnij-ool :dJbj!N 7= i�il� 0 v A -) O.S' Ztpfus.l Atogo A I ur.l. 0, r =b (9 le, io n o.) Ni; (IF— C Oa. :dlbM' rimulloO 'rita,ell nrlu;.,()D 9?.q Stgt onilsoe star =Plq Mar dJi":ma.-jiq enlisse liop, 91dewollA ftif� to 18 a 8 0. F, C.. ---A :seiA piiitodl boltupgR :bs6ivol9 sgiA :pniisq3 etslqqasS si :bqlluv'�s xlilsqE! W wolA Ez=;_' $0DI5O .(IsadR, Isere mass 'ISlip' Ir'sq's ;16808 meafl oldswoliA .(Isgdp, yAw oviT) anoilelmAD is -3Q, pniftnuq . 1, .1alle J9 -ml :16qri8 pni-'jnv9 6902, onidofjA'.41di' swoliA :q I noilsfuolsO pnibneS .:Inq(noM bqlW3S'i Footing Design ( 97 Uniform Building Code (91 NDS)1 Ver: 5.03 By: Larry J Warner AIA CSI , AEC Group on: 09-19-2001: 4:02:30 PM Project: 1731282B - Location: FTG -GBM -2 Summary.: Footing Size: 1.83 FT x 1.83 FT x 12.00. IN • Footing has been designed without reinforcement Footing Loads: Live Load: PL= 3173 LB Dead Load: PD = PT= 1727 4900 LB LB Total Load: Ultimate Factored Load: Pu= 7812 LB Footing Properties: Allowable Soil Bearing Pressure: Qs= 1500 PSF Concrete Compressive Strength:, F'c= 2500 PSI Footing Size' W= 1.83 FT Width: Length: L= 1.83 FT Depth: Depth= 12.00 IN Effective Concrete Depth: d= 10.00 IN Column and Baseplate Size: (Concrete) Column Type: Column Width: m= 3.50 IN Column Depth: n= 3.50 IN Bearing Calculations: Ultimate Bearing Pressure: Qu= 1463 PSF Effective Allowable Soil Bearing Pressure:(Wdh Increase) Qe= 1574 PSF. Required Footing Area: Areq= A= 3.11 3.35 SF 'SF Area Provided: Baseplate Bearing: Bearing Required: Bearing= 7812 LB Allowable Bearing: Bearing -Allow= 33841 LB Beam Shear Calculations (One Way Shear): Vu1= LB Beam Shear: Allowable Beam Shear: vc1= 95166 LB Punching Shear Calculations (Two way shear): Bo= 54.00 IN Critical Perimeter: Punching Shear. Vu2= 4860 LB Allowable Punching Shead vc2= 46683 LB Bending Calculations: Factored Moment: Mu= 15153 IN -LB Nominal Moment Strength: i Mn= 59475 IN -LB F 0 is `z4 V* i Ir, IA 'E) 9boO pnib tuff mloiinu W I npie80 Qfaioo3 •fc ter SC a . r; .,,. , .i:0 :Pio quc'.;_ C13A , (PO AIA 19nlr0l i, Y'18! :ye lasso,9 tirm .,uc Of 00.9t x Tq E8.f x T4 E8 r .si,Z onifao9 lnafnaolotn[ei worifry bsnplasb :lend a sO 0(uloG ; + :Zbco! RritGGa y. =u4 broj evil :bsoJ bss{] 8-J, �r� _�,� . :bac�l bAl�tlol3a a,omlyU 1G`l onilsea iloa 9 dfmollA f`dOU� ic�bi =.^' i fil�(191Y'G JVtZ251t�f 1A:� EmoanoO to s mi2 2ndool F-1 B • -. t+lbiW (! = rkpU ' A090 sis.onoo :lvtl3s"� esi? 9isigsasS bns nmuW nraulaD i.taea ilmuleo enobs'.whs"l ofu,s -go :att,a et9 Rnr!r.68 s1s„siilU (9cGAI t!1 diib OT-1x8-;lr1 gnhsr9, iiO2 9ldsw4IA svilx"il lC :t =fi :wA Prl;t,)o4 YJ'J11Loe.q A3bl' Clq 691A Anrnxc8 5lsigeasa :b51i1.1�F]SI pnl?s3Zr3 Eli ' ��} F• �wolfr.-r,- �,t;:., :Rrlilssa oldswo? A --ruv 9 :u6sr12 yaW enO) anoii6luolso 1s@Pia ,nss.2. =t 'v mas ,5363 rnrmi WdsviolkA :(159rla yswG.-J)-nc,t,s,uolsD,ssnc, prt,ronu9 :, i ��8,� 13t3mi�ey lc�ith VnwqNa :1GJf18 2rK:+j-iu; 5if�6VlGIkf1 !_y F °c' 14 i -u;•R 4. 101it3lfnW,) gnibns8 inemofA beloiosa :fi3gnaU11f1 moYl Irnimol/, Footing Design f 97 Uniform Building Code (91 NDS)1 Ver: 5.03 By: Larry J Warner AIA CSI , AEC Group on: 09-19-2001: 4:03:55 PM Prolect: 17312B26 - Location: FTG -C -BM -5 1935 Summary: 3086 Footing Size: 1.0 FT x 1.5 FT x 12.00 IN 1500. Footing has been designed without reinforcement 2500 Footing Loads: PL= Live Load: PD= Dead Load: PT= Total Load: Pu-- u=Footing Ultimate Factored Load: (Wood) FootingProperties: as= Allowable Soil Bearing Pressure: • F�c= Concrete Compressive Strength: 1290 Footing Size: W= Width: L= Length: Depth: Depth= Effective Concrete Depth: d= Column and Baseplate Size: 33841 Column Type: 0 Column Width: m= Column Depth: n= Bearing Calculations: Qu= Ultimate Bearing Pressure: Effective Allowable Soil Bearing Pressure:(With Increase) Qe= Required Footing Area: Areq=. Area Provided: A= Baseplate Bearing: Bearing Required: Bearing= Allowable Bearing: Bearing-Allow-- earing-Allow=Beam BeamShear Calculations (One Way Shear): IN -LB Beam Shear: Vu1= Allowable Beam Shear: vc1= Punching Shear Calculations (Two way shear): Critical Perimeter Bo-- o=Punching Vu2= PunchingShear. vc2= Allowable Punching Shear. Bending Calculations (Long Direction): Mu -long= Factored Moment: Nominal Moment Strength: Mn -long= Bending Calculations (Short Direction): Mu -short= Factored Moment: Nominal Moment Strength: Mn -short= 1257 LB 678 LB 1935 LB 3086 LB 1500. PSF 2500 PSI 1.0 FT 1.5 FT 12.00 IN 10.00 IN. (Wood) 3.50 IN 3.50 IN 1290 PSF 1350 PSF 1.43 SF 1.5 SF 3086 LB 33841 LB 0 LB 5200 LB 24.00 IN 772 LB 20748 LB 6944 IN -LB 32500 IN -LB 4629 IN -LB 48750 IN -LB frnotinU i8 j nRiz�C3 pnboo'i Yz1r �-MB,�-�T i :noitsaa.l - >3S9Sri;; i :tasiota 'pommij2 tnsmsolotniot tuerUiw bonpleeb rl--A ead gmtoa •' ; } absU-I gnucs l =tIq Ir oj ovu :bsoJ bsoO ?8(?£ =T9 -1-)9 :+ f3nt"U :bkloj vjlot;,s e 0. l iu 9� a2sx! I1QJ` e olonuo T= =j !trbl1l10 ! 0 t t r1t r qU. tttRfi9.) �flcisr :fitgaCi ttts+anoJ evilQ9tt3 ';1-o` `^1, oci� stalwas8 boa omuicZ) e r,= �cjv1' nrr ule3 FI u =uC)noii6<uats� enrlss8 pnilssa rjjrml "u (E+c'.s!irnl eifA'v):--iut29i9 igniiP98 Hoc sidswoIIA avitti3tt� �? f :A i691A 2n4o62 r}31it1pJ�' i.,awlvol9 sstA _'111886 ststQ90.68 belmooP y�: ; =1y0liA. tjni I� ,t6 :UnrssF 9ldswoILA :(IGGMP, r('sw 91-10) :n0ilsiwIsO iwo? mree c1_1 ltt�'a . �fJV 1 9fi2 mcos 'lsefic,' msoS 9ldsvioifA (m9r1a ys%v ow T) ls9da Dhlri;,nuq 6" s15 -;JV 'S sv 1;3ft'G pnif%flu9 veri8 prrifronu'9 sidsw.)IIA I:)..I.ir� *:dC:p '=C1Ct-lY{tli ;fnSilw' i pno.ii enortG!U.)IeD onibro8 vtl r'� a"u - 1101 n►; 'inamoM boloml :1-i±pn31t2 trl`3fitiR4 lsrT:rna�l a1- ;(noi lib 11('1-181 znoitsitatsO pnibnsb t�) i t ( Qty t •: ; - t 0111' 'mA tn9mo�A baw'os9 A Ansi - Sn9!Yl W! tBnir70✓I Footing Design ( 97 Uniform Building Code (91 NDS)1 Ver. 5.05 By: Larry J Warner AIA CSI, AEC Group on: 10-15-20,01:2:52:23 PM Project: 17312626 - Location: FTG-C-GDH Summary: Footing Size: 1.67 FT x 1.67 FT x 12.00 IN Footing has been designed without reinforcement Footing Loads: PL= 2787 LB Live Load: PD= 1462 LB Dead Load: PT= 4249 LB Total Load: Pu= 6785 LB Ultimate Factored Load: Footing Properties: Qs= 1500 PSF Allowable Soil Bearing Pressure: FC= 2500 PSI Concrete Compressive Strength: Footing Size: W= 1.67 FT Width: L= 1.67 FT Length: Depth= 12.00 IN Depth: Effective Concrete Depth: d= 10.00 IN Column and Baseplate Size: (Wood) Column Type: m= 3.50 IN Column Width: n= 3.50 IN Column Depth: Bearing Calculations: Qu= 1524 PSF Ultimate Bearing Pressure: Qe= Effective Allowable Soil Bearing Pressure:(With Increase) 1531 PSF Required Footing Area: Areq= A= 2.78 2.79 SF SF Area Provided: Baseplate Bearing: Bearing Required: Bearing= 6785 33841 LB LB Allowable Bearing: Bearing -Allow= Beam Shear Calculations (One Way Shear): Vu1= 7 LB Beam Shear: Allowable Beam. Shear. vC1= 8684 LB Punching Shear Calculations (Two way shear): Bp„ 54.00 IN Critical Perimeter: Vu2= 3706 LB Punching Shear. Allowable Punching Shear: •vc2= 46683 LB Bending Calculations: Mu= 16996 IN -LB Factored Moment: Nominal Moment Strength: Mn-- 54275 IN -LB i rp io'iillU aO--' :1e k/ iC-CJV, N)) sbc3 pnibliUF Z-40 oncoIrSn Uj 0:3A, 183AIA-wmaW I. vlisj'.yr3 HOO-O.OT9 nsmmua Vil DO-V X T=1V8.t x Ti TS. .8siF, ► poijool 3r'9n19010)n191 ti.-oMiw "Gant?laeb ri93d aarl onl1t0oi * :abeoj �Oci bso.) LVH P.." -%T9 bqoj bsso ai :bfoJ IsloT :bsoJ.b4iotovl sirfrijlU i89 CK"i2 ofilicoi :61118wil1 vila,!fs IiU8 elldswol!A Alpraft?, 9vizal5lqMoo '00=00 :Osip, pnitool T .1 ANN 1/11 (ftQnqj A: ;10 rip :fjtctg(l eb1=00 wit-riTO bna nm11I03 M :eovT (IMIAD ItIf1w muloo A149(1ilmiuloo =UD :e'nolJOLIOLSO gnilese (,-iaogmw r9iW),qjuz2gjq pni prmr,68 q1Rmjj;U .1808 oldv.vol(A evitfAlq oiA 90ifo6"� L)4-iluosR .b9bivoiq G9,A %3 . ejslqserB t UV vioO tic :06 v gnu) anollefuz)IGO loode rrwa :is-arPR !nrsEi nsedP, mseE tild%wILA 01 (isort yew ove T) armijrlujiso -,-,3tp gnidmi9 Pi-, Itzilil.,) 9.1 mod? 13nid.,)fluq :IRSti?, pnlilonofl aldswotIA � tiil r -:Ijm :4.f?(WS,'u3iGO omboe-S =rM ApnoV?, Inerni%i'A l"A !cninioM Footing Design 197 Uniform Building Code (91 NDS)1 Ver: 5.05 By: Lams J Wamer AIA CSI , AEC Group on: 10-15-2001:2:50:56 PM Proiect: 1731213213- Location: FTG-"DR-GT 2717 Summary: 4337 Footing Size: 1.0 FT x 2.25 FT x 12.00 IN 1500 ' Footing has been designed without reinforcement 2500 Footing Loads: PL= Live Load: PD= Dead Load: PT_ Total Load: Pu= Ultimate Factored Load: (Wood) Footing Properties:'Qs= 3.50 Allowable Soil Bearing Pressure: F, Concrete Compressive Strength: 1208 Footing Size: W= Width: L= Length: Depth: Depth= Effective Concrete Depth: d= Column and Baseplate Size: 33841 Column Type: 562 Column Width: m= Column Depth: n= Bearing Calculations: Qu= Ultimate Bearing Pressure: Effective Allowable Soil Bearing Pressure:(With Increase) Qe= Required Footing Area: Areq= A= Area Provided: IN -LB Baseplate Bearing: Bearing Required: Bearing= Allowable Bearing: Bearing-Allow-- earing-Allow=Beam BeamShear Calculations (One Way Shear): Vu1= Beam Shear: vc1= Allowable Beam Shear: Punching Shear Calculations (Two way shear): Bo= Critical Perimeter 2= Punching Shear v vim= Allowable Punching Shear: Bending Calculations (Long Direction): Mu-lonq= Factored Moment: Nominal Moment Strength: Mn-long= Bending Calculations (Short Direction): Mu-short-- Factored Moment: Nominal Moment Strength: Mn-short= 1778 LB 939 LB 2717 LB 4337 LB 1500 PSF 2500 PSI 1.0 FT 2.25 FT 12.00 IN 10.00 IN (Wood) 3.50 IN 3.50 IN 1208 PSF 1350 PSF 2.01 SF 2.25 SF 4337 LB 33841 LB 562 LB 5200 LB 24.00 IN 2169 LB 20748 LB 14638 IN -LB 32500 IN -LB 6506 IN -LB 73125 IN -LB P) yboO i;nibi un m•tolinU Te I ngipecl tmitooa ,ACI c na S . rQ~7S 3t-fit no duo: ; OJA , f20 AtA lanlsW L trl;sJ ;Y8 l�-fiQW-�-�T9 :nattr�oJ - 88.5, I;; r :tasrol9 :F ,smmu2 Al OO.St x T:1 SSS x TI 0. r :9xt2 anitoo i Mgmaxoin,ssi fuo-114v bsnpit ob reed cart gnitoo9 " 21)t-,OJ prtfiool :baoJ SJ tS r nTq broJ bssQ :booJ istoT atsmittU '4-, : , Coit r - =asr �ittggo t9 gniioo? :S'uzz`3lq pi!ilPs8 1iOP,, sldevvollA .fftpmlp, tlltiaeolarwo ,t9':)rioo '9ii3 uni100-1 T;1 =-f dlbiW r.l '�U �'� -'i.rj9Lt :fftpn3_i ✓°+ (�C f.!s :"� .dtge'J w4oi.,noo 9vit09jtD (boovl+� si2 stol :�.�t�8 fins nmujo, lit. Oc' i' -nr :egvT nmOoD ! £ _.c- 'ti?b{W amuloJ MOOG iloJ r� ,nm .41nof;sitlafsO pnttEg8 15 oat = �o:BItJ�?e9�Q ilnila+�8 4r8rr�i3"J ;th:synnf riHW):s,uaeoi9 pnhseS lfo2 oldswollA svrtoolU :soiA prlitodl bmiupsR 'betnvoiq scPA yLc� :nnilr,9E3 9tslgsase Fl ppwg�tl i; i iA;jC� d:�JUr� rrri,r�u}j t 1 :prttl� s desvo IA �xw Rde .(l&.$da VsW en(D) 2noit luniso lssc`2 +rts38 rl J� a lv ,zed?,'nseS eldsvioliA :(zseda yrw ovaT) anotts'rlr0163 issft2 prir+onu9 tBtS,r =.aJt 8.. s� Cr; .)v "t59�'12 f�:lii.;ntl� :ts.4di2 pnirf•.lu;9 o;c►fuvollA 19 t K3L , r , . =.P..= ,; r .(rloiW)IO pnoJ) 4no,16I -lisa pr•,ibn98 ,f'37 r �y� c :1119me.1 bglot0r3:i C+ :fU�?nst12 :rn: rngti Isnffrcra r � -t-��; �. � _ � �_ + :(noifoOliQ tioflGl �nottSla>air:l pntbno8 plJ•✓f' 3 S r£� =n;�r;.• r=,� 9nomo l b-.,o*s9 .ritgn,08 "mfM fsnimoo Footing Design ( 97 Uniform Building Code (91 NDS)1 Ver. 5.05 Bv: Larry J Warner AIA CSI ; AEC Group on: 10-15-2001: 3:02:40 PM Proiect: 1731213213- Location: FTG -C -HDR -GT -EB Summary, : Footing.S'¢e:1.67 FT x 1.67 FT x 12.00 IN Footing has been designed without reinforcement Footing Loads: PL= 2745 LB Live Load: PD= 1433 LB Dead Load: PT= 4178 LB Total Load: Ultimate Factored Load: Pu= 6673 LB Footing Properties: Allowable Soil Bearing Pressure: as= F'c= 1500 2500 PSF PSI Concrete Compressive Strength: Footing Size: W= 1.67 FT Width: -L= 1.67 FT Length: Depth: Depth= 12.00 IN Effective Concrete Depth: d= 10.00 IN Column and Baseplate Size: (Wood) Column Type: Column Width: m= 3.50 3.50 IN IN Column Depth: n= Bearing Calculations: qu= 1498 PSF Ultimate Bearing Pressure:. q� Effective Allowable Soil Bearing Pressure:(With Increase) 1531 PSF Required Footing Area: Ate= A= 2.73 2.79, SF SF Area Provided: . Baseplate Bearing: Bearing Required: Bearing= Bearing -Allow= 6673 33841 LB LB Allowable Bearing: Beam Shear Calculations (One Way Shear): Vu1= 7 LB Beam Shear: Allowable Beam Shear: vc1= 8684 LB Punching Shear Calculations (Two way shear): Bo= 54.00 IN Critical Perimeter: Vu2= 3645 LB Punching Shear: vc2= 46683 LB Allowable Punching Shear. Bending Calculations: Mu= 16715 IN -LB Factored Moment: + Nominal Moment Strength: Mn= 54275 IN -LB z4' i %2(10 ti:: aLs� ,^rl'C�•; m;Ofbou %) nPle-ja �+niFoni 'no qLL-J "IIIA , 1?a A1A zsnzsU`1 L msJ :Y8 i~;8Srer t W.' COSI X Ta i$.!` x. 7zi w :yxl2 pflilooi :vlBinrlU4 t`0m-;.^."1gM01 fuOd w b9tipi29b nood dsff tai*i,10pa' q .. ^ '; 1R L31b1>01J gni?ro �E u.J svj bso.J bs9O jo,, :bracJ lclo- :bs(A b: `101,11155�i eibfniilt) 9tU3297q Qnit696 hoa eldsmI A :ttJ�nstt2 =_+v'r4E91gfrto� �tst��") to STP pnijoo i r" .,t ; fffb1i'V IS �ryi.i 1 e)gGC) Ag3a 9m3lio") svif-u t-1 9MIq_+268 bnki ilfnuiLoi Ytl � -• .ii)M ^irjfm-j �2�i }��' ' ^Ui>,'EitOi►&hs91a„s ganob3 •:81112o^`31q atihf,33 SISM11110 - J FT -tj9,A (f�2f;9T?ft{ ClVm:s1IJU 14 Pni'COS jiod efdswolfA 9Va,-*Pj i S n - _ 69iA pfi;0 ;j b'a' tiupsf) bqbwmq sa,A �i j •`'ids xnnj-Ig;c; :iinit6�$ ,1SI;j82GF1 .ftssit? YEWenoj anodsh"")lsO tr^.sli2 mr,98 R 48(ib friM9 :lEafiB nlFi8l:f k;idev.oi)A 'i: iw Nac.8 iIssue ysw owT) anolsumInO -seri?, pnirlonu9 .i ;+�,;r, . :z9Jsmhd�; raoiri 0 -�3� 49..a t)nida,,jur ts9ii2 vifbriu`; kidswolIA I';C. �uA� 2nOrlciu�s's;�gnibrt=8 !�a-t+ii ,�3�,, =n°�i tnemeMjfl9toF�s� at em"'? in9momfammo 1 3 C:5 Y �1 • r. a• annw:z. +,rs...w.c.%r.. •+uYr«ti. � i C?. f•i � � ;'. -` - �. • ..J./ .i sem..- � , . ., •'.'ice}.r-. r+.r.r11Rw.�.. �.r. Z'���:I�'�� ' l � � � •C.-'�, ' ' - Po?x�iww,a: yr. _ - - _ .. _ - ' V+aai�+aii — �� , . t - _ _ _ _-#. .�•` �r---i� -. icy SHEAR WALL SUMMARY Proj. No WARNER -SHAW -1731 DATE GRID WALL SEG. LOAD LINE SEG. LGTH PLF 1 a-1 81-0 106 A a-2 8'-0 106 A b-1 6'-6 106 A b-2 8'-0 106 A e 100 N/A f. 2 a N/A b c d e f 3 a b-1 b-2 8'-8 136 b-3 91-0 136 b-4 f 4 a N/A b c d e f 5 a WA b c d e f 6 a WA b c d e f 7 a WA b c d e f 8 a N/A b c d e 'f SEPT 19 2001 SHEET OF PANEL PANEL H.D. H.D. TYPE No. LOAD TYPE A 1 102 N/A A 1 102 N/A A 1 246 N/A A 1 100 N/A B-3 5 167 N/A B-3 5 160 N/A NOTE SHEAR WALL SCHEDULE per NER-272 Upadated 9!16/01 PAGE PANEL PANEL LOAD 7 SHEATHING 1,2,5,7 EDGE 8 FIELD 8 A.B. SIZE & SILL 3,4 A -35F 6 TYPE No. PLF NAILING NAILING SPACING NAILING CLIPS A 1 125 1/2" GYP BRD ONE SIDE.....-----•-------• 5d(d� 7'________-__5d 7';______ 1/2'_ (� 77'------ 16d 12 ---- 42'_O=C. __------ B 2 180 ---•-THREE COAT STUCCO - - ------���•16G 719'@ 6" 16G 7%8"@6" ---� 1/2" @ 48"�•_�-� 16d @ 6" ��-� 30" O.C. B-1 3 170 FOME- COR PER ICBO # 3335 ICBO REPORT #3335 1/2" @ 72" 16d @ 6" 30" O.C. B-2 4 200 1/2" GYP BOTH SIDES 5d @ T' 5d @ 7" 1/2" @ 48" 16d @ 4" 18" O.C. B-3 5 165 3/8" CDX 8d @ 6" 6d @ 12" 1/2'@ 48" 16d @6" 30" O.C. B4 6 280 THREE COAT STUCCO 16G 7/8" @ 6" 16G 7/8"@6" 5/8" @ 48" 16d @ 4" 18" O.C. & 1/2" GYP INTERIOR FACE 5d T.....----- '-- -C ------- -7 ------ '2201/2" -•------------- _ CDX PLY ------------=---•------------'10d @ 6��.......10d @ 12"....... 5/8" @ 48"-----•'16d @ 4 ... 24" O.C. C-1 8 250 3/8" CDX PLY ONE SIDES 8d @ 4" 8d @ 12" 5/8" @ 48" 16d @ 4" 18" O.C. C-2 9 180 3/8" CDX PLY EXTERIOR 8d @ 6" 8d @ 12" 1/2" @ 48" 16d @ 6" 30" O.C. 112" GYP BRD INTERIOR 5d @ 7" 5d @ 7" C-3 10 330 3/8" CDX PLY BOTH SIDES 8d.Q 6° 8d @ 12°-___ 5/8" (%4? ° 16d_ o 3.' 16" O.C. ----------------------- -- D -----• 11::::::-.•325 - .1/2" PLY EXTERIOR 10d @ 4" ------ 10d @ 12' ------ 5/8" @ 42"------ 16d @3" -.. 16" O.0 -, D=1 12 360 7/16" CDX PLY BOTH SIDES 8d @ 6" 8d @ 12" 5/8" @ 36" 16d @ 4" 12" O.C. D-2 13 420 1/2" PLY EXTERIOR 8d @ 4" 8d @ 12" 5/8" @ 36" 16d @ 3" 12" O.C. ' 1/2" GYP BRD INTERIOR 5d @ T' 6d @ 7" D-3 390 1/2" CDX PLY BOTH SIDES 8d 6'________ 8d dpi 12" _._ 5/8° 36° 16d_0 3° 12, O.C._- -- �E-��-.- _14 15435-���-1%2"CDX PLY EXTERIOFt���-��10d @ 3"���---��10d @12"������• 5%8"@ 35' -- (2) 16d @ 4" 12" O.C.-� E-1 16 490 3/8" CDX PLY BOTH SIDES 8d @ 4" 8d @ 1'2" 5/8" @ 36" (2) 16d @ 4" 9" O.C. E-2 17 540 7/16" CDX PLY BOTH SIDES 8d @ 4" 8d @ 12" 5/8" @ 30" (2) 16d @ 4" 9" O.C. F 18 545 1/2" CDX PLY EXTERIOR 10d @ 2" 10d @ 12' 5/8" @ 30" (2) 16d @ 4" 9" O.C. F-1 19 650 3/8" CDX BOTH SIDES 8d @ 3" 8d @ 12" 5/8" @ 24" (2) 16d @ 4" 8" O.C. F-2 20 720 7/16" CDX PLY BOTH SIDES 8d (da)_3'_______-__8d @ 12"_____-___ 5/8`_ 0 24" (2) 16d_Q_3"_____6':O.C;_ . ..:':G 21�------.-780-----1/2" CDX PLY BOTH SIDES -------------- _•___-_ �8d @3" --- 8d @ 12"-------- 5/8" @ 18"'--- (2) 16d @ 3" ---6" O.C. G-1 22 830 3/8" CDX PLY BOTH SIDES ..........._____ 8d_((� 2.:__-______ 8d @ 12_'______--• 5/8'_( 18"_____ �2) 16d_(c�_3°-_•__6°_O_C:__ ................................................................... H 23 870 1/2 COX PLY BOTH SIDES 10d @ T' 10d @ 12" 5/8" @ 18" (2) 16d @ 3" 6" O.C. H-1 24 1110 1/2" CDX PLY BOTH SIDES 10d @ 2" 10d @ 12" 5/8"@ 12" (2) 20d @ 3" 4"O.C. 1. OVER DOUGLAS FIR FRAMING 2. ALL PANEL EDGES BACKED W/2 -INCH NOM. OR WIDER FRAMING U.N.O. 3. STAGGER ALL SILL NAILING 4. PRE -DRILL ALL 20d 9 LARGER 5.58'T-1-1 I SIDING MAY BE SUBSTITUTED FOR 318' CDX PLY. 6. A35F CLIPS +440!/ EA. 7. All shear walls with load pif of over 350 shall have 3X min framing menber at plates and panel edges 8. Nails based on following 6d .099 dia 2" Ig, 8d .113 dla, 21/2" Ig, 10d.128dia, 71g. DW Cdlers 5d .086 dia, 1 518" lg 6d .092 dia, 1718" Ig, 8d .113 dia 23/8" Ig _ ca '�� �V � '., �)::U _ :'' �' .0 t) c,c;i � U U i}•u Ut':.� N c' `:41 0::o� O 7 0: b O O G b:: C) 7 :: . .7 I :7 r . i]7 l-. r(, T,f • : L'7 bi ' lU 0 fk1 '�' • W Co 4' S J • : L7 L' 1. a3 :'�' ti o5 v a 4:rr ti r`:: _- .= L., -•,; '. -s �; ; Q '� 7' tS'.. �' C' LT.: Gr Cf � t7' [T; . t... � n, •� •y - - - .• �- �-.' •'r' .., a _ `/�•�'.� , � l X50 .. V3 -r r _. _ -1�:t� tr <') I� I� ^^, t• r W ' ✓J�:v7 03 M (0_0; r; •`�. V p ; q -1 CO. -W, r..1.: :� t.-•: ,'�is' r�.Qi � ��: ��l0 �' < ifs p ft; sl cJ J Ca , a. rl�i coo C�r'terZ, ca, ;kv a r•, c,, :u C7; ;c,A cm 2 ;i,•:CL n J Cv , r La J r ; CT cr: or cl r <..' :.� .. 'v. ''>' :.n C`{ '' b ��i' '..� 'i F 'J•1 Y�1' �1 t �� (+j' �•fes: (../ tl"+ •�� /C�� �1�'t::-�'1) 4v I:.J V IO : ; o k*! :1�•?t ?� �� 'r T W r.. `') C. r.r C . S Op .3.,* (�'� 'T : ' Lr 0S cr CT Sr pj tl 00 (� CL i; . ♦ - 1, ' lLl .. :.l I'� 71 Jy W L'1 <J:: n� Lu UJ a, ` t: :'SI _.. a; Jri N v; J �, .i; CI Lu Q ; S, W o-+: ' C' = 7 .. w, .� .ti' s X , % ...;' it :i", n ; X t,i, , u/ J ) l Sl : pp♦ tt1 p ;�: ,rn; 1 u LO " �.• -• rj x h •% 1. �•-C".: •, .'C.l: .�' } t_ + : Ci C) Q O: ; !U D :..:r1.1:C7C)CICi;7WUQ) ;�W'. C) (L �' •�:� , r :: � a= .-i � : V' I'' : ` �"' , � ; � nCi � r» oo y�:: -� Z c6 L'� � : ;17 .G t) ('y�i _•' __ -'f t -. -• '.. !� -• -. -r:: -n 13 C7 :V --4 M -s .11 —, IJ -,. r`yi.:i7 ` 'u r .*:':w ^ % ;c q C) V:;' CO QI Lu u w• LU f :.'::',:::�,:,.t.:.......'... ,,....... _. PAGE ROOF/FLOOR DI_APHRAM SCHEDULE (UN -BLOCKED) per NER-272 PANEL ::;PANEL LOAD :.::SHEATHING 1,2.5 EDGE FIELD RIM JOIST RFTR JOIST NAILING NAILING BLOCKING SPACING SPACING TYPE;.No. PLF ... o ROOF DIAPHRAMS R-1- 1 110j-�- 1/2" CDX OR OSB 6d @ V, 6d @ 12" SOLID 2x R-2 2 13� 1/2" CDX OR OSB � X66" 1 12" SOLID 2x R-3 3 150 12" CDX OR OSB d @ 12" SOLID 2x R-4 4 215 12" CDX OR OSB 18d @ 8" 16d @ 12" SOLID 2x R-5 5 155 12" CDX OR OSB 14G STPI @ 6" 14G stpl @ 12" SOLID 2x. . 6 R_ 6 • 15G STPL @ W ISG STPL @ W SOLID 2x - R.7 7 105 1/2" CDX OR OSB 16G STPL @ 6" 16G STPL @ 12" SOLID 2x FLOORDIAPHRAM ..........................._ .. ............-------_.._..._------------::::::-..------•-:...:_.::::::----.::::::::::..::� •SOLID �• -��•-•-_1----.••. 10 ���-� 21U.. 3%4"T&G•COi►APLY OFt CDX•--••-•-•--•-•••10d-@ 6"- - • • 10d @ 'IV' 2x F-1 F-2 2 280 3/4" T&G COMPLY OR CDX 10d @ 4" .10d @ 10" SOLID 2x F-3 3 420 3/4" T&G COMPLY OR CDX 10d @ 212" 10d @ 10" SOLID 2x F-4 4 480 3/4" T&G COMPLY OR CDX 10d @ 2" 10d @ 10" SOLID 2x F-5 5 340 3/4" T&G COMPLY OR CDX 16d @ 6" 10d @ 10" SOLID 2x F-6. 6_ 380 3/4" T&G COMPLY OR CDX 16d @ 4" 10d @ 10" SOLID 2x F_7 7 460 3l4" T&G COMPLY OR CDX 16d @ 212" 10d @ 10" SOLID 2x F-8 8 508 1 1/8'0' T&G COMPLY OR CDX 10d @ 6': 10d @ 19' SOLID 2x F-9. 9 540 1 1/8"" T&G COMPLY OR CDX 10d @ 4" 10d @ 10" SOLID 2x ' F-10 10 590 1 1/8'"' T&G COMPLY OR CDX 1 O @ 212" 10d @ 10" SOLID 3x F-11 11 600 1 1/8'"' T&G COMPLY OR CDX 10d @ 2" 10d @ 10" SOLID 2x F_12 12 640 1 118'"' T&G COMPLY OR CDX 16d @ 6" 1 O @ 10" SOLID 2x F-13 13 700 - 1 1/8'"' T&G COMPLY OR CDX .. .-- --- -16d 4°----:::: 10d.(p 10"_--:::'• SOLID 3x___:':::::::::.:.::.....:...:.:..: .... .. . -•................................ -------------------- ............................................................... -• ............................. - EDGES ARE UN -BLOCKED 3. STAGGER ALL SILL NAILING 1. OVER DOUGLAS FIR FRAMING 4. PRE -DRILL ALL 20d & LARGER 2. ALL PANEL 5.518" T-1-11 SIDING MAY BE SUBSTITUTED FOR 3/8" CDX PLY. 6. A -35F CLIPS +440# EA - A7. 7.AN nada are as follms 6d.099 dia, 2"Ig, 8d .113 dia, 2112" Ig, 10d .128 dia Vg 16d .148 31/4"Ig • 1 > S; •' 1 + i( v x .0 ;+i Y. x tic }�, )a y, � x , � LU c5 .. ca rn � ' `r CJ '� del � CJ �:`�� �' ��• C� �• ry p0: Liu y; JC_l �C](;7 La C: O a G • / , �• :F 5+ tS. �o ire iS4/ 1 . �` G• p CSC Com.• C+;; ^1 -'{ "'f —1 —1 —'{ '•i; {4 LQ .. .1 1 • 1 r4. 'i ? cj �� • 1 1 i >^ 0 .0^^, C - =000000 4V I C: L L. c c t. l.. 0 >II X 1�;= A CV �r V) V) V) Y) S✓1 V) =000000 I C: L L. c c t. l.. tiiucOu�i(Quca� 1�;= �r n -0 -0 H 4-4-. CV CJ' g w � @ f3i Qi CU n N C'p• Ogp W Cl W (p cu SIJ Lil r� j c ") c/ ••.r 1 :0 M M ca m M: co 0000000 � 1.11 --S ,w. :A -'0 W ]n mm o 0000000X a LUx ' � UUUnaVv j W +� .Lt Ce. y ;1 Baa n. �s.r� ya PLATE SPLICE NAILING SCHEDULE ! CAPACITY DOWLAS FIR PLATES 2x4 MIN EA 48" LAP MIN. No. SPLICE LENGTH NAIL No. OF ROWS SPACING TOTAL NAIL S-1 48" SPLICE 16d 2 : - 6" O.C. '17 - ` S-2 48" SPLICE 16d 2 4" O.C. 25 S-3 48" SPLICE 16d 2 3" O.C. 32 CAPACITY 2057 # 3025 # 3872 # 4 7 (ti -0 ti r 1!, C.) L. Sli L.. O U v U S b O O U 11 Q N -i . U C � Lu LuC7 VI) 0 �-- L r -- c, txi'--� s v � > LU a � s w w w W �` v u L LU N N N U `i1 co co G N C1? Lu cti tP 7 6 � N 0) w s 0 .0 :......... HOLDOWN SCHEDULE = ALL HOLDOWNS ARE SIMPSON STRONG TIE U.N.O. ` FTOOTING/SLAB HOLDOWNS SINGLE OR DBL POUR .2500 PSI CONCRETE H.D. H.D. A.B. STEM NAIL/ SCREW ...:;. LOAD WOOD NOTE TYPE- NAME TYPE WALL • -BOLT READ. CAPACTY MEMBER A LSTH68 WA 6" 24-164 SINKERS 1825 2-2x B STHD8 N/A 6" 24-16d SINKERS 2210 2-2x C STHD10 N/A 6" 28-16d SINKERS 2880 2-2x D STHD14 WA 6" 38-16d SINKERS 4295 2-2x E PAHD42 WA 6" 7-16d SINKERS 960 2x F HPAHD22 WA 6" 9-16d SINKERS 1315 2X G HPAHD22-2P WA 6 12-16d SINKERS 2030 2x H PHD2-SDS3 SSTB20 6" 10-SDS1/4x3 3610 2-2x 5/8"A307 PHD5-SDS3 SSTB24 6" 13-SDS1/4x3 4665 2-2x 5/8" A307 • K PHD6-SDS3 SSTB34 6" 18-SDS1/4x3 5860 2-2x 7/8" A307 L PHD8-SD83 SSTB34 6" 24-SDS1/4x3 6730 2-2x 7/8" A307 M HD8A SSTB34 8' 3-7/8" 7460 4x 7/8"A307 N HD10A SSTB34 8" 4-7/8" 9540 4x 1" A307 O HD20A 1 1/4"x3V" 8" 4-1" 13380 6x 1 1/4" A307 P HD15 1 1/4"x36" 8" 5-1" 15305 6x 1 1/4" A307 - 7e3G,: ex i brig.; i('? ^2 x.r53 # t , : , ..� _ � , � Y'' .. fly ,' `� .ili-:.. •G'3�-}_i P+, �`',c'v^:?litit~ �L:':c S' cit ; �lfi..1�3Q.� • i.�'{LiJ C�G �C;.2..i.)�� Q�, ?r WX7i L- !:,' i ; �:1.�K'.-ii? ilia:+ 5x d-Jeg 21oKLl&2 3J SX E btfEiG�lS Vilb., '_-J Q 21.HD•11 Vi1b e„ 38-JPq �!IMEK2 X58 S-Sx C 21HDJC1 L3„ 38-40q 21A1✓4 Np o S-C x c� 2114DS my 8f, 51-4e1 i 114KEL2 s5aa S-$x v ralHDS wiv C„ 514-4eq PIRIKE82 LAbE-. ;-1d�Ni= LI+,E MVrr k3rJr1 ;_:cCii+' C:VbVD.LA &NEWBE 13 H'D' H Y V.S. 21.EV! Vot” .i MOOD 0011- Ulmaarva Homo;.Or[-:-Og car b0ints s�aa b2 i CO!4%- GIC vT-r Homo1'ma wr- embeom 2.E<7owe. l.ir-- n-w- - H(..',rDO M 2.CHEDnrE SHEAR WALL SUMMARY Proj. No WARNER -SHAW -1731 DATE SEPT 19 2001 SHEET GRID WALL SEG. 'LOAD PANEL PANEL H.D. LINE SEG. 'LGTH PLF TYPE No. -LOAD A 1-a 41-0 56 A 1 100 1-b 4'-0 56 A 1 100 1-c 4'-0 56 A 1 100 1-d 4'-0 56 A 1 100 5 6 B 1 14'-0 102 A 1 N/A 2-a 3'-0 102 A 1 222 2-b 3'•0 102 A 1 222 2-c 4'-0 102 A 1 24 2-d 4'-0 102 A 1 24 6 C 1-a 3'-0 136 B-3 5 795 1-b T-8 136 B-3 5 804 2-a 2'-8 136 B-3 5 804 2-b 3'-2 136 B-3 5 727 2-c 3'-2 136 B-3 5 727 6 D, 1 N/A 2 3 4 5 6 E 1 N/A 2 3 4 5 6 F 1 N/A 2 3 4 5 6 G 1 N/A 2 3 4 5 6 H 1 N/A 2 3 4 5 6 D H.D. TYPE N/A N/A N/A N/A N/A N/A N/A N/A A A A A NOTE Y,'O,-,AiMl1f! V 8 JJ!`1W 8'338 10 ' 33H2 LCOS e t T9--12 3TAO tM-WAHP--SRVfRAw oA .io,9 :�TOV n H C! H -1:-i!AA'1 .1ENA CIAOJ a3F, JJAw (11,90 39VT OAOj -00 3ciYT 3Jq HT JJ .011 3011 Alo Jvr A a� 0=A-1 A Alp` ; {, • t A as 0-1- ��' A da 0-14 o- r Ali 8c U-'1; • f 8 d A S4 r O E a -S Rid S 1 r A SQ .' VE d :a A1Vit A aOi 0-,t, o -S A IA f S A Sot 04 b -S a A E-6 d- r lk 8 c. b S A C -a ✓;r S'� rS A\O fi 0 c t a E All r 3 1; a s� A\A r a s 7 a A XA r H c A c c3 WOOD MEMBER 2x ; 2x 4x 2-2x 2-2x 2-2x 2-2x 4x 4x 4x NOTE i 0 HOLDOWN SCHEDULE • FLOOR TO FLOOR H.D. H.D. TYPE NAME LOAD TIE 1 CS18 2 CS16. 3 CMST14 4 LFTA 5 FTA2 6 FTA5 7- ST6224 8 MST37 9 MST60 10 ST6236 WOOD MEMBER 2x ; 2x 4x 2-2x 2-2x 2-2x 2-2x 4x 4x 4x NOTE i 0 HOLDOWN SCHEDULE • ALL HOLDOWNS ARE SIMPSON STRONG TIE U.N.O. ANCHOR END NAIL / SCREW LOAD TIE SPAN BOLT READ. CAPACTY N/A Y' 18-10d SINKERS 1066 NIA 11" 22-10d SINKERS - 1386 N/A 34" 74-16d SINKERS 5707 N/A N/A 16-10d SINKERS 1012 NIA NIA 4-5/6' 2820 N/A 12" 4-3/4" 3725 N/A 19" 28-16d SINKERS 2116 WA 30" 22-16d SINKERS 1764 NIA 14" 48-16d SINKERS 4019 NIA 18" 40-16d SINKERS 2881 WOOD MEMBER 2x ; 2x 4x 2-2x 2-2x 2-2x 2-2x 4x 4x 4x NOTE i 0 G ' X 7t LUvl Q .. w 'f f co �} Lu y U.) N iJ � CSD (11 l i t L"I LJLV s s IS u3 Lij v (v C? Cd c� rl a'U ul 10 •:ri i/? CO � � fl7 co ui .: _u �l r rJ: t t3J 04 DESIGN AND NAIL VALUES FOR ANCHOR BOLTS AND SILL NAILS SILL NAILING NAIL SPACING CAP. PLF 16d.148 6" O.C. 240 PLF 16d.148 4" O.C. 360 PLF 16d.148 3" O.C. 484 PLF 16d.148 (2) ROWS 6" O.C. 480 PLF 16d.148 (2) ROWS 4" O.C. 720 PLF 16d.148 (2) ROWS 3" O.C. 968 PLF 20d .162 6" O.C. 284 PLF 20d .162 4" O.C. 426.PLF 20d .162 3" O.C. 568 PLF 20d .162 (2) ROWS 6" O.C. 568 PLF 20d .162 (2) ROWS 4" O.C. 852 PLF 20d .162 (2) ROWS 3" O.C. 1136 PLF ABCHOR BOLTS 1/2" A.B. 72" O.C. 140 PLF 1/2" A.B. 48" O.C. 206 PLF 1/2" A.B. 42" O.C. 235 PLF 1/2" A.B. 36" O.C.' 275 PLF 1/2" A.B. 30" O.C. 330 PLF 1/2" A.B. 24" O.C. 485 PLF 1/2" A.B. 18" O.C. 646 PLF 1/2" A.B. 12" O.C. 970 PLF 5/8" A.B. 48" O.C. 296 PLF 5/8" A.B. 42" O.C. 338 PLF 5/8" A.B. 36" O.C. 505 PLF 5/8" A.B. 30" O.C. 606 PLF 5/8" A.B. 24" O.C. 758 PLF 5/8" A.B. 18" O.C. 1010 PLF y 5/8" A.B. 12" O.C. 1516 PLF A• NAILS: .16d SINKERS OR P -NAILS (.148) 93x1.30= 121# / NAIL :NAILS 2pd. SINKERS OR P -NAILS (.162) 109x1.30= 142# / NAIL BOLT 1/2" A.B. CAP @ 2x PLATE 620x1.33= 825# / A.B. .:ANCHOR ANCHOR BOLT 1/2" A.B. CAP @ 3x PLATE 730x1.33= 970# / A.B. :,"AMIGHOR BOLT 5/8" A.B. CAP @ 2x PLATE 890x1.33= 1184# / A.B. BOLT 5/8" A.B. CAP@ 3x PLATE 1140x1:33 1516# / A. . G ,A ?`..JOS r`- 0HOMA ,933UJAV JIMA (IMA 001,830 DOUTAM AJI�- 1 .alp -')MIDA98 JIM W. b8t W ba r .0.0 IT nt. bar 35'WGA {(.,) 84 t. b81 o ,, ..F pmoA sir. b8 C,O 118 SBP. bM Sar. boy 3.0 "£ SBt. bOS, � q J G "a 2'1 OlIq {S; Sat. hos {S; Sad. bQS ZT.lGB S�or=�8.4 .10.0 "SS .8,A "S\, :rJc: L, 21 0.0,"s; S.A"S1; .3.011oz .8.A "SV � I J9 RL% D.0 "Si .8.h "$\a 1Ci ac"a .B.A "Ma F; j :10 "oe ,s.A "8\a I :4 ,q 6;.,- i ,ii f.lr e. u.� St n r - .S.A 81v I E.A"8\c r ►i;''v; ' PSt ' 1L.I X. � (bAt,) Z.JIAVi-� AG�?Fla??t�?}4' b$r ?,!IAV, J Ate . 5j . t -0c, -xtC r (&at.) SJIAt4.9 Sjo :Bg3;4Vjt boS ?JIAO t.. +#i'Si =zc "" , xt7', ? ? 9AO.8.A I TjOH AOHJNA '=' S AJ xSG ' s �, ' N :' e= E.' x o E 3 a AJ9 A CO) W.8 A N T s 'S. f Jc�JHOWA BTAJq x8 Ojj qA3 3.A'T�? TJOE AOH00A Fi.a, �. a s c t u . i ;.G : ; TAJ9 x£ 9A8 AA "8\a TJ63 S 0HOWA I STRAP TIE SCHEDULE OCT 23 2000 REV 11/28/00 No. STRAP / TIE NAILS / BOLTS QTY OF TYPE NAILS / BOLTS 1 LSTA18 10-d SINKERS 14 2 ST6224 16-d SINKERS 28 3 MST27 16d -SINKERS 30 4 MST37 16d -SINKERS 42 5 MST48 16d -SINKERS 48 6 MST60 16d -SINKERS 56 7 MST72 16d -SINKERS 60 8 HST3 3/4" BOLTS 6 9 HST6 3/4" BOLTS 12 10 MST172 10d X 1.1/2" 72 LOAD REDUCED TO 0.84 OF THE RECORDED VALUES IN THE SIMPSON CATALOG COLLECTOR SCHEDULE . No. COLLECTOR CAPACITY C-1 2 x 4 2231 C-2 2 x 6 3506 C-3 2 x 8 4405 C-4 2 x 10 5800 C-5 2 x 12 i 6440 C-6 (2) 2 x 4 3125 C-7 (2) 2 x 6 4900 C-8 (2) 2 x 8 6160 C-9 (2) 2 x 10 8310 C-10 (2) 2 x 12 11170 C-11 9 1/2" 1 -JOIST 2150 C-12 117/8" 1- JOIST 3480 C-13 14" I - JOIST 5140 C-14 91/4" LVL' 6880 C-15 11 1/2" LVL 7645 C-16 14" LVL 8650 C-17 14" 350 -1 -JOIST 6052 CAPACITY 885 2115 2315 3204 4460 4870 5800 6195 12465 4415 • 1 • ` r - K Lig TOO 3..1UC13HO2 31T � iA34Tv ic) Y?o a T JOA M a/JIAI'I P iT l'9AfiT'c cvI 31 J09 JiAV, 3yYT ` 8R3XVic, b-& I�.ri�Li�C s 011 - v`:g ��� �s� ��II -bar gaTPM a rye � r �IVII ni3r STTPW a r: ?,TJ06 r-W CTPH aTJOS `AAC ..: 6T8H y i Y�y S i "S, r r. iC,b{} S SCITM e r v'U' @gN!i3 3H T Eli a3tiJA�! 6-90 -0.939 BHT "1C 4£3,0 OT'03OUC139 OAO J YPDA9A3 5g6T3.9JJ0v ort rrr�,y .x S r-3 f 1 aO�ri • `g x 1-� 008a 0 r x x • �JO@A a x S �S) C- � • r .. 03ra , 8'X S(S) t oris orxsts> L�irrr St S(Si 0r-; Og rS m6L'- I `Sire r r-3 n$�E 721OL - I "8\T r r t-0 We T210L - ! I,, EI � ` ut3Qi JVJ''A1r 0 Ar-� Ct►8C JvJ°S1r-r11 a1-3 HEM JVJ ,'4► ar-3 r t a oa TBIOW-oac 4 t . Lateral Loading: Area, Height & Weight Data Date: Sept 4 2001 Firm: AEC Group Job: 6 6pet4 W 0.1131 By: Larry J Tamer AIA CSI . FLOOR PLAN AREAS & SHEAR WALL GRID SPACING *Establish Grid spacing �n� 'C1` y^{-��^_ rati • 1 .4 r.7\ f.41r��F Page 1 MaxQuake All Rights Reserved Q99.03We7 T g Right Roof Floor Block Block Perim Overall Area Area Wall Width !ar Wall Spacing T22 29 T T T T Gyp. Bd, ack Other 0.5 Gyp. Bd. 4.8 Floor Pitch Height Roof 4 Sheathing 2 Framing 3.5 Insulation 2nd FI/Rf 30. R NL Plan w/ both 10 1st FI 1 Roof Area 3 Roof [;d Fl/Roo vRe yiZ Roof Area 2628 2nd A Depth FI to Fl Height 2nd FIIRf 36 R R Floor Area- S 1st FI 1 1 1st Fl Dp - S ff Slab Roof vRe 1284 Ave. Sill to Fl Ht 2nd FURf 1578 slab/Foundaticr Floor Area WI Perimeter 1st FI Wind Ht@Ridge Wind Ht.@Gable 16 12 Ridge F to B . L to R Mean Roof Ht. y Roof Runs? Y Y 2nd FURf 1st FI 51 Roof 2nd FURf 1st F1 Roof 2nd FI/Rf 1 st FI Roof 2nd FURf 1st FI rant Roof Roof Block Area Overall Depth 2nd FI l Roof Roof Block Area Floor Block Area Perimeter Wall Overall Depth 1st Floor Floor Block Area Perimeter Wall Overall Depth Z=less of10% of Typical Overhang F to BIL 1 I Z= hRe= hRi= 66 Overall Depth of Roof at 2nd FI 1496 1102 66 Z= 3 hRe= 51.25 Mr- 219.15 we= wi= 1452 1044 96 36 66 Z= 3.2 We= 51.2 WP 356.8 horiz. dim. or 40% of ht. but not less than 4% of least horiz. dim. 720 51 660 22 51 Roof at 2nd FI 51 1908 TypOH 1836 80 L to R 1 HzProj hRe= 70 hRi= 320.4 WI Area We= 01995 Archforms Ltd. Lateral Load Analysis & Construction Design Software TYPICAL DEAD LOADS •Establish Dead Loads (lbs/sfp Roof Interior Wall Roofing 3 Gyp.Bd 4.4 Sheathing 1.5 Framing 4 Framing 2 Int. Finish Snow Other 6.5 8.4 Ceiling Insulation 0.5 Framing 1.5 Gyp. Bd, 2.8 Other 0.5 Gyp. Bd. 4.8 Floor Pitch Height Flooring 4 Sheathing 2 Framing 3.5 Insulation 0.5 Other NL Plan w/ both 10 Exterior Wall Ext Finish 7 Shear •Establish Floor to Floor and Roof Heights (ftp Framing 2 Insulation 0.5 Gyp. Bd. 2.2 Int .Finish Pitch Height Other 11.7 X U FLOOR HEIGHTS & WIND AREA 51.2 •Establish Floor to Floor and Roof Heights (ftp V& Roof Roof Floor Pitch Height Height 476.8 X/12 Roof NL Plan w/ both >15% of Plan.Y? Roof Area 5 8 [;d Fl/Roo vRe yiZ Roof Area 2628 2nd A Depth FI to Fl Height 8 1St Floor Floor Area- S WI Perimeter 1st Fl Dp - S ff Slab TBa�!-Grqwl F vRe 1284 Ave. Sill to Fl Ht vRl 1578 slab/Foundaticr Floor Area WI Perimeter 2496 234 Wind Ht@Ridge Wind Ht.@Gable 16 12 Ridge F to B . L to R Mean Roof Ht. 12 Runs? Y Y X U W, D•( rK4 rsa2 �r Ire (UWr9301i 0 i`s�atrwl6t �.1°;i u(? 3P Fimp►0 5 Okh 0q• 5 8 2P IRI Rd1 `,w Ppol lit'1 fi('?(''E' #S tS -TWO r (r U pHPRVO , o , ��0 ; ln• . 1j� '-tUii- C.; t.,: �." rc,U(tWON ' J r w 2.! 140 boot '�i � i A.11Z $ Nom= .• ;r ai? •Fti�pti2it-e-fa eb--c;UB ,, t t - f 5!• VOW b€'VW t+KEV2 ff 2W—PvjS Mali rCHID 2bVCIIA. r '1°p r J? f �: •; NISLUSL alp+ C i Dulo. aebt d Sth?j _ E!(u+: V C Gftmb " as s r -o qtua: t LG"-, 14srapf'r maja ; ryp w Ire (UWr9301i 0 HNi5Lq Fimp►0 5 Okh 0q• 5 8 2P IRI Rd1 `,w Ppol lit'1 fi('?(''E' #S tS -TWO r (r U pHPRVO , ht ::i?=.i(i. • ell w 2.! 140 boot '�i � i � �� tr• r JQ �.rtc�h i�f/oc El Ubt i � r t t i bt 4,11 ._ 1�jj Ll Lr ►j4'c:( hi6 ,ju�A s;l r! yr c�".. 1 � ., €'adD2 3�` AR, (+••biw j 3j kt j 1 •- -U4 LAW 7e Boot i 12S EI X1 4 � SIR RM 30 � �Jt;Cli ►�6ti)U.(_ _ ';uStOjJ� .'�.i '—......_ 1v/ t X00€ t'4 -ENu PU EW io uUm vuo dtxq s L jg511tJ9Ctt1B 33 is Lro, : `� a � s , a r mi, 4D ,jgE r f sti �'1F= •Fti�pti2it-e-fa eb--c;UB ,, t t - f 5!• VOW b€'VW t+KEV2 ff 2W—PvjS Mali rCHID 2bVCIIA. r '1°p r J? f �: •; NISLUSL alp+ C i Dulo. aebt d Sth?j _ E!(u+: V C Gftmb " as s r -o qtua: t LG"-, 14srapf'r maja ; ryp w QaaMMiIs1 yn illaw }, ns,,6ti bsas ; Vi `lx(5fIuIm .� Ire (UWr9301i 0 HNi5Lq Fimp►0 5 Okh 0q• 5 8 2P IRI Rd1 `,w Ppol lit'1 fi('?(''E' #S tS -TWO r (r U pHPRVO , ht ::i?=.i(i. • ell w 2.! 140 '�i td 24i (U 0 P' �•� ;--- RPCY SKCK bt 4,11 OAWJii Lr ►j4'c:( hi6 ,ju�A s;l r! yr c�".. 1 � ., €'adD2 trDUPtL17Cjifl1J �62;•,U "�t►+�;i�fg AR, (+••biw 5Va �-(kWol X1 4 � �Jt;Cli ►�6ti)U.(_ _ ';uStOjJ� .'�.i '—......_ 1v/ t t'4 -ENu PU EW io uUm vuo dtxq s Lro, : `� a � s , a r mi, 4D ,jgE r �'1F= A"J %.,Lc,S _f.. � i�ljl= rt3UAit? 7 CiC Jt*EPW QaaMMiIs1 yn illaw }, ns,,6ti bsas ; Vi `lx(5fIuIm .� Ire (UWr9301i 0 HNi5Lq Fimp►0 5 Okh 0q• 5 8 2P IRI SCJ •f ,o b 1104NIft TP E484M MM pHPRVO , ell w 2.! 140 td 2Sj6riet!i•'a �•� ►_S9fUjUa r RPCY SKCK bt 4,11 OAWJii w� g Uom 15101 €'adD2 QaaMMiIs1 yn illaw }, ns,,6ti bsas ; Vi `lx(5fIuIm .� Ire (UWr9301i 0 Ojos'. Fimp►0 5 Okh 0q• 5 8 2P towfud 1•2 EN HtLQ21l I 1104NIft TP E484M MM Ccolua ell ' !=n 1a 2Sj6riet!i•'a �•� ►_S9fUjUa r }Soot (UtELIOL M311 J-kb!CVr DEVD €'adD2 trDUPtL17Cjifl1J �62;•,U "�t►+�;i�fg YLGIRi UILI2 UPI : Lateral Load Analysis Date: Sept 4 2001 Firm: - AEC Group -Inh• AWYOW- • WII) 1I 3l BY: Larry J War Page 2 MazQuake O 1995 Archforms Ltd. All Rights Reserved Lateral Load Analysis & SEISMIC LOADS •Establish Dead Loads* Mat Weights 2nd Floor 1st Floor Base Level Item DL(psf) Area (sf) DOW Area(sf) DL(Ibs) Area(so DL(Ibs) Wt Roof 6.5 2628 17082 Wt cell 4.8 2496 11980.8 Wt Ext WI 11.7 936 10951.2 Wt Int WI 10 Wt Floor 10 Sum 2nd Sum 1st40014 Base interior wall default: 10 psf of floor area Sum 2nd,1st & Base 40014 •Distribute Welahts to Various Levels• Tdbutart Weight Wt Roof 2nd Wt Cell 2nd 1/2Wt Ext WI 2 Wt int WI 2 Wt Floor 2 Wt Roof 1st Wt Ceil 1 112 Wt Ext WI 1 Wt Int Wi 1 Wt Floor 1 112Wt Ext WI Bsmt Wt Cell Bsmt Line Sum 40014 Roof 2nd FI 1st Fl Line Line Une 17082 11980.8 10951.2 Wt Sum BUILDING CODE •Select Code, 96 SOCA 97 SBCCI x 97 UBC 17082 11980.8 10951.2 W= 40014 *Determine Base Shear UBC Section 1630.2 Zone 3 Fig.16.2 Seismic Source Type A Table 16-U Soil Prof SD Table 16,1 Fault Distance 15 In km to Seismic Source Z= 0.3 . Table 16.1 Ca= 0.36 Table 16-0 1= 1.0 Table 16-K Cv= 0.54 Table 16-R T= 0.13 Formula (30.8) Na= 1.00 Table 16-S R- AA Table 16-N (Tied to Pg 9) Nv= 1.00 Table WT *Distribute Shear to Various Levels, UBC formula (30.15) Force at Level x = V (W XI-Itx)1Sum(Wtf}(Hti) Ft assumed = 0 Ht is measured from plate to foundation E=Eh'p (30-1) Wt x Ht x (M)(Ht) Fx p F to B p L to R Roof 2 2nd FI/Roof 1 40014 8 320112 5716 1.00 1.00 1st Floor 1.00 1.00 Sum 40014 8 320112 5716 WIND LOADS - -Wind Pressure-. UBC Section1620 r P=gslw cecq Vp 75 Figure 16-1 Ex B Section 1616 Iw=Table 16-K qs 12.6 Table 16-F Ce 0.62 Table 16-G hCq 1.3 Table 16-H, #2 vCq -0.7 Table 16-H, #2 - Ph:: 10 Hz. Force W Pv-- -5.468 VL Force (psf) -Total Wind Load In Each Direction At Each Levet (Ibsp Tdb Area F to B Trib Area L to R Wind Load End Z Inter Z SumP•At End Z Inter Z SumP'At F to B Ltolk Roof 2 Roof 1 51 219 2,746 70 320 3,965 2nd FI 2,746 3,965 1st Floor Up Roof 2 Uplift Up Roof 1 1,284 1,578 Uplift 15,651 15,651 GOVERNING LATERAL LOADS •Maximum Total Load in Each Direction At Each Level pbsp Front to Back Side to Side Roof 2 formula (304) (30 5) (30-6) (30-7) E= CAWIRT but not > 2.5CalW1R but Trot < 0.11CaIW zone 4 not< 0.8ZNvIWIR 37237 8003 1585 E/1.4= 5,716 lbs E/1.4 --V 1612.3.1 formula (12-9) 7-1.1_ f - -4 by mayrhinL-A cae Cede Sections cited or Appendix A (below) 2nd FIIRoof 1 5,716 Seismic ' 5,716 Seismic 1st Floor 40: C 1�R;� � cures r^sq 6G t�+7 6 ai36 a ?a f o x ,: pcpwv E?1 i- 2'`.1s' 1.n2 E�1 �=!t :t?!53 1 Icuur•;-3{,;; a? < VC:sfi R ilC�r �'T: `T'tt�t4i _1 'DMOPIN JAVP1117;a AW0,32 f - MJ •]_' i Gil- + Li!":.� �1 - loo TOO ;'moi cSc��t: 1� /H(klDOIAN J0() J tX1 1 =Y, 31rBc lui M 40 �v^I W EAt N JJ 1 83E (7324 S ... •2si`t.�cp Sit r I iav 0•a `A b_ fill: -10-01111G' tiM ±ac�� t, gpaiL cn As�.,,,� <.rtL. .?3C iryL►jj�ts f ?() a;:} a[}6}EIW!U6 V9-1 g)1fr9'L., rL6Y 2410 �Z v L —cJ VI �t5u9S P75y Y;10a D W a rc• t ,ppjjjlap Oooq resya. Ce US 11w Q -e 202M.C., rovDa t:a 1�:•f? 1rrr jP,i EX 8 2eq!clu jeje Ab 12 LOM -S ExT T UGtaA�E�u -r_ _..._ ._._.3 C1ac ec--,PouI�ti �yyY �iJ LtJ2 •l4!uq btesansc. — #I ,Vc U(.".ti 71S.VJ; CXF Al. S CrM AAt L(Wt Suq _ j�Ul� 1j��6 $IL (liki'M f ILS t'fliti � Lni)(u'"' boot vq L-1 J z: in "At 'DMOPIN JAVP1117;a AW0,32 f1Ullil !� t?r i C Ltt :1010108 l0�fV-% t�6t9l1(; JO NZI (I � L: silra >f4.1 .)L i� � LjLcfi gw4j loo TOO ;'moi cSc��t: 1� /H(klDOIAN J0() J tX1 1 =Y, 31rBc lui M 40 �v^I W EAt N JJ 1 83E (7324 S Mi ,`s!i IR •2si`t.�cp Sit r I iav 0•a `A b_ fill: -10-01111G' tiM ±ac�� t, gpaiL cn As�.,,,� <.rtL. .?3C iryL►jj�ts f ?() a;:} ttsuj - Dt )✓�; rL6Y 2410 �Z v L —cJ VI �t5u9S P75y Y;10a D W rc• t ,ppjjjlap Oooq resya. Ce US 11w Q -e 202M.C., rovDa t:a 1�:•f? 1rrr jP,i pop' 4 t 3 i Bl: r su `l t.v�, E ujiVEC' Clcno f smsi Fogg vusi . I?I L.tnci ji;fsj t rAq to L 3,41 t:6Cp?OU .'t '.•r j 6f fit`iln:i. (it) ENO'r 4J �iC ! .] f1Ullil !� t?r i C Ltt om loo TOO ;'moi cSc��t: tom; 2 3m1J 21110 J0() J tX1 1 =Y, 31rBc �v^I 't [3 R 1, 40 ;_ilii •: r:E3 !. ;:' h. ' 1':t :9:1 ,ri •2si`t.�cp 10:=144 f trJf;; C-S:6f:liC{i {. E3' -'IJ r• -,AGI (ip-,. t=om s: ; ;p z : A G!?{xiiiia?12+xjNr+�tlhtUt) L€ R --Aum � 0 fill: -10-01111G' tiM ±ac�� t, gpaiL cn As�.,,,� <.rtL. .?3C iryL►jj�ts f ?() a;:} PCO I; f i "Tic- ti H . r Ce US 11w Q -e t:a 1�:•f? 1rrr jP,i EX 8 2eq!clu jeje Ab 12 LOM -S T UGtaA�E�u -r_ _..._ ._._.3 C1ac ec--,PouI�ti �yyY �iJ LtJ2 •l4!uq btesansc. — #I 03�'t13hf�a------- rGltitine�o� 10110^s >: ?��-..•>'r"" ss.� eros.7t om loo TOO ;'moi cSc��t: tom; 2 3m1J 21110 J0() J tX1 1 =Y, 31rBc MCI •2si`t.�cp t=om s: ; ;p z : A G!?{xiiiia?12+xjNr+�tlhtUt) L€ R --Aum � 0 fill: -10-01111G' tiM ±ac�� t, gpaiL cn As�.,,,� <.rtL. .?3C iryL►jj�ts f ?() a;:} 03�'t13hf�a------- rGltitine�o� 10110^s >: ?��-..•>'r"" ss.� PC • •6 Rl m INA iv to c a O Q ^^ J J IS OJc WI Lo O w •0 E w 4115 Edco m Vti l CD c & 1. J J 5 roCY 40 u� D m o 0 7 j J 4i � J�mv�i'a�f cis a�3 v s—�63m amC W c gn > Q m C J — Or IOD m a p sit, A Q � �ml�i CL E m > O �m3J r C In u7 W N gEE Cb O m O CM C !� C W� O J Nt C > J L -C al)0 J w w w m m to m mmcoas J c -A222 �w mm ao co II w w W W m m m m m = co ao co co Co Co Co A Shear (Nall Segments Data, Lines A-H Page 4 Ma%Quake 01995 Archforms Ltd. Date: Sept 4 2001 Firm: AEC Group All Rights Reserved Lateral Load Analysis & Job: W 4 V131 By: La J Warner AIA CSI Q99.03WeT Construction Desi n Software Line A Line B Line C Line D Line E Line F Line G Line H Segment (Seg) names 1-7 appear to show possible quadrants (q). Remove Segs not used. Move and add a,b... to denote multiple (m) seg's in a quadrant, Is., 2b. S Variables: L : . Ht: from 1). B: BeariWall? - B=yes. Ell: Ext. or Int. Wail? - E=Ext 1=1M. S: Stacked above same row, &m & $ L . 2n Seg all Variables Seg Wall Variables Sag Wall Variables Seg Wall Variables Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Level1q&m L Ht B Ell &m L Ht 8 EJI &m L Ht B Ell &m L Ht 8 Ell &m L Ht B Ell &m L Ht 8 Ell &m L Ht 8 Ell q&m L Ht B EJt A,BIC.. Wall Lines Run From Side to sum Syst _ sum Syst sum Syst sum Syst sum Syst sum Syst sum Syst sum Syst Side s Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wail Variables Seg Wall Variables Lg Ht B EA S Levet q&m LHt B Ell S q&m Lg Ht B Ell S q&m Lg Ht_B Eli S q&mL Ht 8 Ell S q&m Lg Ht B Ell S q&m Ht B E11 S q&m L9 Ht B Ell S Q&m 1a 4 8 8E 1 14 8 BE 1a 3 8 BE 14) 4 86E 2a 3 8 B E 1-b 2.7 .8 BE 1-c 4 8 8 E 2-b 3 8 8 E 2a 2.7 8 B E 1-d 4 8 B E 2-c 4 8 B E 2-b 3.3 8 B E 2s! 4 8 B E 2-c 3.3 8 B E sum 16 Syst SW sum 28 Syst SW sum 15 Syst SW sum Syst sum Syst sum Syst sum Syst sum Syst Base Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wali Variables Seg Wall Variables Seg Wail Variables Ht B Ell S Seg Wall Variables Ht 8 Ell S Level Q&m Lg Ht B Ell S q&m L9 Ht B EA S q&m Ht B Ell S q&m Lg Ht B EAS q&m Lg Ht 8 Ell 8 q&m Lg Ht B Ell S q&m L q&m sum Syst sum Syst sum Syst sum Syst sum Syst sum Syst sum Syst sum Syst load trans to adj line load trans to o line load trans to adj Une Shear meet Hei UL ratio is limited to 211 for ed blocked anel. °HU >2 timir if exceeded. See Code Ch.16 for HU limits for other assemblies. Cu T j L C CtY 9 u) .3) Lu U, C � ' u.- iv ;w1 ✓'i N � N Ilk_S .CL :r Ell ul ji �. a) •v M a � �-i c; ,z �1 ca P uli ` K ' 1. �' '.j (Vi 1 j° C Cu T j L C CtY 9 u) .3) Lu U, i A iv f ✓'i N � N Ilk_S to :r Ell ji Cu T j L C CtY 9 u) .3) Lu U, i 1 ✓'i N � N tll LL LL '-,., tll i 1 C ..w CD rj 1 Lr V. i-3 J i� C /LU Fc� 3 i t � j { CQjj4 179 , ca �]' g co ••�y�t��' Vj! �r i� C- ni N lo °d O 0 "*�0 m �� g t`>> 9 ti >> mE � �>> �_E3 p••i + _�m� Coll 0' o _3 co >o m �� L E m �� >lii,� v c�'n `D� E 3>�a) to > CO o N p O QLa > .� 1� d oil �� > co :5A C 0 E d m E 3 N« CD wg>mm v Q fn c Er N o >L >L �0N aX`c � 0 Fog �? >> my L >> my 79 �> co J m Q •a ip �[ N d; N � N E � pCj � ND �w N D "11:°' "�'>CD o -g E E C �. f� o> ENS �� N tDh N �y N mN �> L•p� M M >/J iC � CC >� .� > � 3s to E�' v) � 0 • f- 0 N O m M > > $ai o E`�ip �,� g E Ea' `mmv L >yN>mN O Cipa� � m� � L ,�� >� L 3 N M N N co co U* co Cif N 0 a'i EN C-q S4$ m E E E g a m 0 =1-IiA Vt» rnmcomm o>� to >> N ! 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A w F SqI M- IAO Oe I PR"Un X1%1 tivi U Lt'ti(! ?•� he 4 VYV ^..E Am 2 Ew bt-N 1 CN 2r3 PAIS' iSVV OIN ^G PM f � ..:ice ! _U' n"AA .n rn.e Lo UMP I rte" 0 ViZMU lf>? I '4P M!�f,.?tuu ta[y T� crau M �77; K T� 5! Lotof, � :o �;'= nuo si �r-u ?4P "► lJ J I RX:j 9►1 j 'y'}'+ sfsl VIb C2! P9110, L!av: r9f6L21 rogq D1a,[t,1ppli St OA6t,fflLUjU6 ©�IlrI3; 5sdo ?PUTAMUL'.�f i. I ?hiIJA }' til Stl; ('.i 01.W= ti 2i K ; .dtl AM!.= ri t3�'U3fJts1 Vtt w4:2ljsac:As4 W'1TX6fJ*IJFMI Qj,-4,-Q F viv„-,Jufv ?,SCM A= gyrus � 2FY h',`,tt KW 6 L!, a %1N4 2a1O A SU4 Wq A A4, Stip I tl^+ P3 K 14 iav -1 rim S -c:uetLncjrvu f)U?Ja i ?OVM4ir, rviswi r•osq ya*t,,, j` r } O O O O > O > > a�w�'n 01; � > N > i1.1 op c� L �� L Q � c = co > o N wuy a p O O >> >> g >> cV E li m c— c> .y N 0> m N L o L 0 0 0 .8�' >> m N pw �O1 oil JENj 1 L ` o,J > Ola o � o 0 0 99 cma 2 E o 9 E �� 3 c m 7m Hf >N :t y co C > LU JON m O 0 �+ » CL � N d A E S N J c o ln. 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' A A K 'JJ+�`i.` , A5 -i! u= # l I «nSi t•"` fv�!S }`5 'JtYi�xi� rvtiE i .11:1Q t 6r i auiL MNf �iy 'il bp ?(' �ttc 7 A j'f a 1T �. t r r i, D iri ! i`r A is fi ''I Se jf A Jt, 70P /.. i r .C' i ili} t- r 3jitblf% t, `� 0.r. r.c t r r1 i- r i% j J t vt' .A•5 P t n i f • t 1 J1 : i?i:io [? j '> , ;t'.iGi t'� f; `4 i. i •L' t ,1`Mi rt ��,J Ei A9,: MU i 2: !� J•F S 3 ;" f a 5 s de; 18 SQ l .1-p �?:;ta„n;: !•tr �`s : � _ :�R �t?1 30'L �'c�,s f 1-� 3t3? _J 5 <'_� _ tJ14'i 2t i1iti} is ti 03n 2' �ff 6 lfi', U.ii't! ?Ga Fi W ts}tl 01Ni� 2� Msµ LYS O.LWt 2�i' M'u ISA F)1Vd ?G wlif ost' 21hA 1s .S$ 111ff Io 2'L� t �"C dP 2;;vt 3P'3 ai�3 J 3c 2'UY+o�` 2VJt -140 2''r.1 o° 2`irtil ZnUJ A OW A enw A s 211u A Zstas h 4ata A� 2ntn A mut SL9 i�•9f Al}f A �� tai A Stf4 r���� A S� ISS n yj4 t i+ Sfq EEAGI A51 -'q ts++e( r, A Inca s ,i � n►tA ycnc ACJ? PO WILDA5 ist-ts G+kE !sgi riue [ � t1s�' 'e Ea.C' I As4t Ilt;ti Er•.H Ltsu'F; t A (ens; `AMM Ei r; E{f FN es�.j ; ^ WAC,1t'�� < ' ;v;t w%ly A, IMM w' FA3 21Ph PfPP it'A µ X12" uH }yp -W, V'.2 ut AV r;�J • rust has d If -!el(; 8 G s r, Lm'- O.IV4-- lop; C +►t MID t J 7 , — g : ryci ,, Mstust bib' cel 29m: ?oi)} j 5cy;?j ULU). VEE Clicub rgff,Lsi iosq D!eAIPnfjOU g OAG4muma wows tf i,�a s C :.Uj A f tifiuiwoi 2Rtu A Mzt) rw c, �1 t fU,;°,''�l tj?J( "3t('� � f,�l*/t`:3F•�"•`1k IA - 11 , A-11, NO, t�38'0313tte� �;n:,ai",ncti�u �:Pi ►} ?oZ;rts�6 bf; ttJ#�►x (j62et1t3ti rsicasi rosy vusi'waia g ,, J , Shear Wall and Hold Down Requirements Page 7 MaxQuake ° 1995 Archforms Ltd. All Rights Reserved Lateral Load Analysis & Date: Sept 4 2001 Firm: AEC Group Job: GeepeP4 WQ 17 311 By: Laffy J Warner AIA CSI 099.03We7 Construction Design Software Line 1 JUne 2 Line 3 1 Line 4 Line 5 Line 6 Line 7 Line 8 Uplift = Overturning Moment (OTM) - Resisting Moment (RM) I Segment Length (Seg Lg). Minimum reoulred Hold Down D T selected from Hold-down and Wall Strap Schedule on P 9. HD D Ind Level HD HD HD Seg Uplift Type Seg Uplift Type Seg Uplift jWe Seq Uplift D HD Type Seg Uplift Type Seg Uplift HD TSao Uplift T Uplift T 1,2,3.. Wall Unes 'Run From Front to Shear(plf) Shear(plf) Shar(plf) Shear(plf) Shear(pif) Shear(plf) Shear(plf) Shear(plf) Wall T Back Wall T Wail T Wali T Wall T Roof Uplift from Side to Side resisted by Left and ROM Ext. Wa1is Wall T Wall T U lift Rf 2 Q Ext WI Wall T Uplift Detail itf 2 & Ext WI NA 1st HD HD HD Type Seg Uplift Type Segplift HD HD Type SegUplift 1pe Seq Uplift HD HD HD Type Seg Uplift T Uplift T Level SegUplHt Type Seg UpItft a.1 102 a NA a-2 102 & NA b•2 187 a NA b-1 246 A NA b-3 160 A NA b-2 100 A NA Shear(pif) 106 Shear(p#) Shear(plf) 136 Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Wali T Wall T Wall Type e STU I WWI Type Wall Type e STU Wall Type Roof Uplift from Side to Side resisted by Left and Right Ext. Wallis Wall Type Wall TYPO Uplift (plfl Rf 1 @ Ext WI 32 Uplift Detall a In 1 & Ext M NA Straps/Hold-Downs must fun continuous down rough the Wall below to the Foundation. If no Wail below; tte to Beams sized for Hold-Down Point Loads. HD aseHD Level HD HD UpliftT lift T Uplift T Uplift HD HD T S Uplift T Seg Uplift HO HD T S Uplift T Seg Uplift TYR Shear(pif) Shear(plf) Shear(plf) Shar(pif) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Wall Type Wail Type Wall Two Wall Wall T Wali Type Wall Toe I Wall Type I Shear per Linear Foot (Shear(plt)) = Sum of Shear at that Line & Level (Sum V) I Linear Feet of Shear Wall at that Line & Level (Sum Seg Lgth) Minimum required Shear Wali Construction or Shear Frame for Wall Type Symbol is selected from Shear Wall Schedule on Pap 9. Shear Wall and Hold Down Requirements Page 8 MaxQuake ©1995 Archforms Ltd. All Rights Reserved Lateral Load Analysis & Date: Sept 4 2001 Firm: AEC Group Job: Geoperml 1.401)3 t BY: Larnf J Warner AIA CSI 099.03We7 Construction Design Software Line A Line B I Line C Line D Line E Line F Line G Line H Uplift = Overturning Moment (OTM) - Resisting Moment (RM) I Segment length (Seg Lg). Minimum rerjuired Hold Down D T selected from Hold-down and Wall StraD Schedule on P 9. 2nd HD HD HD HD D D H D Level Seg Uplift Type Sag Uplift Type Sag Uplift Type Seg Uplift Type Seg Uplift Typ Seg Uplift Type Seg Uplift Type Seg Uplift T A,B,C.. Wall Lines Run From Side to Shear(pIQ Shear(plf) Shear(pff) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Side Wali Type Wall Type Wall Type Wall Type Wall Type Wall Type Wall Type Wall Type Roof U lift from Front to Back resisted by Front and Back Ext. Walls U i Rf 2 0 Ext Wf Uplift t?efall Rf 2 & Ext WI NA st HD HD HD HD HD HD HD HD Level Seg UpliftType Seg Uplift Type Seg Upliflftt T Seg Uplift Type S Uplift Type Sag Uplift Type Seg Uplift Type Sag Uplift T 1-a 100 A NA 1 1-a 765 A H1a 1-b 100 A NA 2-a 222 A NA 1-b 804 A Hie 1-c 100 A NA . 2-b 222 A NA 2-a 804 A Hie 1-1 100 A NA 2-c 24 A NA 2-b 727 A Hie 2-d 24 A NA 2-c 727 A Hie Shear(plf) 56 Shear(plf) 102 Shear(plf) 136 Shear(plf) Shear(plf) Shear(plf) Shear(pif) Shear(plf) Wall Type A DW Wall Type A STU Wall Type & 4TU Wail Type Wall Type Wall Type Wall Type Wall Type Uplift from Front to Back resisted by Front and Back Ext. Walls Upilft(plf) Rf I @ Ext WI 42 Uplift Detail @ Rf 1 & Ext WI NA iRoof Straps/Hold-Downs must run continuous down hrouqh the Wab below to the Foundation. If no Wall below; be to Beams, sized for Hold -Down Point Loads. EHIDLev Base HD HD HD HD HD HO HD I Seg U ift T e U lift S U lift T S U lift T U lift T e U lift T U lift T Upli t Shear(plf) Shear(plf) Shear(plf) Shear(ptf) 911,0841110 Shear(pil) Shear(plo Shear(plf) Wall Type Wall Type Wall Type Wali Type Wall Type Wall T Wali Type Wall Type Shear per Linear Foot (Shear(plf)) = Sum of Shear at that Line & Level (Sum V) I Linear Feet of Shear Wall at that Line & Level (Sum Seg Lgth) Minimum reaullred Shear Wali Construction or Shear Frame for Wall Type Symbol Is selected from Shear Wali Schedule on Paw 9. .bU amol &' A 3ACuQ-,am swq alnsmsiiupefi nwo(3 bIoH +bns IM issd S eiesyfanA bsoJ S5T9feJ S1smzsi 8irirniA IIA PGG ,. _ .,i��i✓ J..tA :rrni� r f�^� .c�f�Q s3� c+ si i?g--Q �'�...�._.�..T.... � TOWCONO 18O AIA t9itfbVV L km&,j :X8 ) CCf lit "l r-,seca-J :dat. 3 4ni r Q onia 3 sni.jI El eniji A snit _ 8) f4'>`- • (i.! tn:xt `C-} t.•9rrnt"�'. tr.:^�'JL*vt . ,,b ,.. —I--- ------------- - - �' a rrr sR;,k 9ri;2 !1sn� i4sti+! >�u rr.•r.x: L�� !i mc�� tris >519= larvT CfM m+rc,CS t iN tnn_rr"n MIR Pi §A IMgti L -IR SssgyT OiigSJ p9,8_jggvT th!gq g.??, jsq�T r IqU �2 fIi!gU esi �egYT ffirr,U 89c^ � }yT RS}gSl �ipZ tW 3li}qG �Ss2 etc ( kIlsodz I— ON)rssti2 I OIq)r-,Od2 Ififq)tsss:2 t (1!q)Iwrf2(t!q>> n.18 1 (t1gpage2 I Oiq)7E9c1G _ T OgXj Ifalt _ agvT SisW ogYT IIsW_ _ , T paW 1 sq~tT S1�t1V _ GgtisT SSs�.L I` sqy IIsW _I age T [I W UH� _ 113x3 t8_. 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Date: Sept 4 2001 Firm: AEC Group All Rights Reserved Lateral Load Analysis & ob: 6meet wo 11$1 By: Larry J Warner AIA CSI Q99.03We7 Construction Design Software SHEAR WALL OPTIONS: Place an'X" in the appropriate shaded block. Select only one option under each heading (except System when using frames) SDecial Zone Hardware Mfg. Wall Framing Material Shear Wall System PI !PB Wall Sheathing Fasteners D94No X Simpson X Doug Fir or So.Pine SW -Ail Piywd or PBX 318"ort/2" CC or CD Pty X 8d Los Angeles Area KC Metals Hem Fir (s.gray.<.49) X SW-Gyp,Stuc or Ply 318'orl/2" Struc I Ply 10d USP-Sitvr/Kant 3-112" Metal Studs HF- Hardy Frame 3/8"ort/2CD Ply o/GB 14ga Staple UBC Other (Apx.C) SF -Simpson Frame 112'Ext M,S/M-2 Prtcl Bd 1" Screw To Customize, Overwrite Schad. on Apx. C ter I Other (See Apx. C) ZF -Z Frame I other Sheathing/Fastener Combo (See Apx. C) WIND AND EARTHQUAKE DATA 97 UBC Wind Speed mph 75 Seismic Zone 3 Importance Fact. 1 Source Type A Exposure Cat. B Fault Distance 15 Wind Pres.hodz. psf 10.16 Sou Profile SD WALL HOLD-DOWN & STRAP SCHEDULE Symbol Uplift Post FI to FI Anchor Type Boit lbs. Size Strap Straps HD DI& Note 3,4 Note 2 Note 2,4 Note 2 NA up to 300 use the hold-down across or below req'd type e His 1,005 2x CS20 20"+ PAHD42 A H1b 1,650 2x CS16 3r+ LTT20 A H2 2,775 2-2x MST 48" STHD10 HD2A A H5 4,685 2-2x MST 60" PHD5 A H6 5,800 2-2x MST 72" PHD6 A H8 6,730 2-2x CMST14 6r+ PHD8 A H10 9,540 4x CMST12 90"+ HD10A A H14 11,080 4x HD14A A H15 15 305 6x HD15 ? Addinches to FI to FI Tie Strap for gap across Joist 1 Straps and HD's as Mfg. by Simpson Strong -Tie Co. Cat C-99 2 Nail Straps & Hold -Downs w110d (2x max.pen.1-5/81 See Details and Mfg. Data for Nailing, Bolt and Embedment Requirements 3 If No Cont. Rim Joist Add Lgth Of Gap.10d at CS. 16d: CMST & MST 4 Straps and Hold -Downs must run continuous to Walls below; If no Wali below, tie to Beams, sized for Hold -Down Point Loads 1/2" 5/8" 5/8' 718" 718" 7/8' 1' 1-114" SHEAR WALL SCHEDULE Type Symbol Load (pit) Sheathing Material Note 1,2 NA construct wall as spy A DW 100 Drywall A STU 180 Stucco A 6 260 112" Ply 4,& 4 380 112" Ply 4,& 3 490 1/2' Ply 4 A 2 640 1/2' Pty ,5 A 44 760 ea side 1/2' Ply ,5 A 33 980 ea side 117' Ply ,5 A 22 1280 ea side 1/2" Pty 9"oc roc Nall 8d Note 3 Bolts 518"x12 GF:880 Note 6 Nail Lag Clips 16d 112" A35 GF:140 GF:480 GF:450 Note 7 Note 6,8 Note 9,10 per symbol or any below 5d@r' 7roc 16"oc 56"oc 54"oc wllath 58"oc 9"oc 32"oc 30"oc r 40"oc 6"oc 2roc 20"oc 4" 27"oc 4"oc 15"oc 14"oc r 210oc 1100C 1100c r 18"oc 9"oc roc 4" 14"oc roc roc r 10" oc roc Voc r roc 4"oc 4"oc 1 Sheathing: Stucco, or 1/2" Gyp Bd, CD or CC Ply with Wedges blocked 2 Framing: 2x DF typ @ 16'0c., 3x req'd if 10d w/ +1518" penetration, 2" or 3'00 3 Typical Fasteners: 8d Common or Gaiv. Box nails (no sinkers), nail field a@12' 4 3x at plate and panel edges at walls w/ Shear over 350lbs, nail min. 1/2" from edge 5 Offset panel edges on opposite sides of wall and stagger plate splices 6 Anchor Botts (ASTM A-307) Min. T' embedment, w/ 2'x2"x3/16" Plate Washer 7 Stag 16d nails In 2x, lags at 3x plates when no sheathing continuity to Rim Joist 8 Predatl 318" hole for Lag. Provide Washer. Adjust kith for 2" penetration into Joist 9 Clips: Plate to Blocks only req'd if no shear sheathing continuity from Wall to Blocks 10 Anchors and Clips as Mfg. by Simpson Strong -Tie Co. Cat C-99 r I +b2m-to3 D-1la © P-91ab90,a8, rlwotoib H bng UW)sed?, 9 eieylcaA hso.; IsialI'z.i bsvtaasSt a3t#g'tR HA — q=D 03A :mid -~ P= A Inez :00 szswflac n i J rtilitots alto: �9aYEQ.��l3 — -- - 123 AIA io,,m "1 t, yns J :it8 { C4 a W :aoL new rret2y8, tgaoli9) P111ccA jtDss tribrtu jtr4v Otto ttktr+ U--NWR r�srg6lzs t pnift9ne iicW 89_'1 fq _ m5,Ey8116101 TssrlV t>t?f tY i yl9 tt;� iO �� •S tto'8`,£� X 8-i -,o b; y , IA W2 -! fait yiq i x;tt?. "4t; tda�t: Yl^ to oill?,qja-vVS XLj vn 't 1;9 i', 9 S 0.%2,.rv' txy--&�[ r -AS11; O?gmi2-�2 (v .kLgA ice; odttso� &3`Qn�!tsgri2 t3J1J0 9mm? S hyl 3JUC13H JJAW AASH2 ti-sigq .K3 nt 009 -r tt ox 1,03 HIM w3e, eg1t� psJ ItsN z9!og3 11:.5{ ojtlrii�rr2 bsoJ at. -N *W #yah StAIM 0 fbq�tatis �i1g) W.k*-4^v QBA::n ok-3@ e88.30 ♦3?3fJi S 9�O�i 3. SIG V, wctf d kjts tc t r.itinta L'aai as iw;j j"loo ya, :a"a �o"�r x`s � 'm W wet : c,, c£ ro"e :1<,"82 itte�� u� x1;2 c�sr au"CS 0o"SS xi'$ Oo"E11 ", v1q •S;r Dos ac+"fah V,af ,.r.. ilq ';,r ao"tr Do"'; WtS �19 ",�r Gpt Viii `Celt N-3 001 `o,1 no"A t "i► t;q "Sit Dirk 69 tJ 1 ::a�tr[ ber>� tz �isn:;o><;gs 9ttt r�i ";e• nr s t.,l9 :8001NO - 1AW A A3H;B 1>ihsir.M gnimsti 11rW .gtM 0.16.wbuH anoS tsia 8 eni�i.o2 o n r wo X rozgmi2iX� nr! X {(?a.= vstE a) iR mr)P, *JAP ADX � s9 -1A eok Ur A POJl fD xqa. 81 tsj Cr wr..yd 0 - no .f arm?, aimvvO ,osimWauO 03' Oa u Te ATAQ_3NAUGHTf9A3 GAA QV.W rrsw E a wS nhaiv, al t!rlm zG2 wnW O qYT A sT;T s:m a i tsS t s; trehc7 ttl io tnl� vP 901WO] Yi 3 f" JsO smogx9 Q2 shkt�q 1i�2 Bi.Q. ?aq Si3O {.2819 :r'tt�9i AN V40 t, UTZ !i is .•. #•r,a £E r; 2.A 3E �.4e ,) !d eq�4,:.w 'JlC -k) X': tl.i hS .1Yt,., S,t f) •`(jig .! ♦ 'w tW fl 4W11 i;r O .izis:iniP 0111 tl'xs+t X08 .vka vc riccruno3 B8 :zts s%g3 isnw,j C }J►n m ll ir.' ,ttinI L,iiWc 91"1., k ell4zw M 9 19<'$0wim Qtdx4 If, ii t 12 bi iG -otu, 911 ".�,C^,-L` ,1.) aftio s iwiEq- t�it?Rt:i(?S Jr*trt,;`i i M1? n.-%? FOS - A tl le; j'! 2[',)1,7' f0- t rilL M.." rf #t;. `!ti1U:1 �;t':I rjd ;;�j 2"lfii;g YE, t8 i<'r , •�' °v alit :i C"- J?i, L 7'i .. ' A,:ti ?'a ': 7i. r ?tLj't f3L,!bA o,Al (rig, t. 1•i t.t u dh:1,iR{7 !?t ifaS.l`f ftK.lrt sir:liili'!'J jM`4'fisi'+fi? ?,^ffc^. GYi k L p, iwr� 0' tt r�X1i8 0] stct9 :2n11� ISD %c,'ri V.X-1 Fr . zgit3:41,6 or -,.i 5• Q., 3JUQ3H38 WTZ $ i4wo 7-a ioH .jjAw x`3!06 rl116:=itro? �_ tis-1tVA! XEM i oC-M-aN 'lea 3gyT of#anA 13 of R 1 -.Qq iigtgv tctdm� 8 .&K1 CH pgeri2 rA6ds szia .?di S alar, A,S e!OW S st,vi 1.,E 0"0", 9gVI Wpu, vxk?o kt r.2oix mob-b,'ad SCati;Aq +"Gi ASOH Ji 0#'t! "f.3= 7i'tt? XS'; . -i,:, N /`• a` ?zil q "pri TeA3 x.-<_ F n "81S 8Qii9 +"Ea XS S i1€S,it gk L ARCM +,Oe it TZIM, 111.1{"1[{ �'.�- 1:!�Z,i f N.,9 �. to f, ? :(:loA wt tv! gvMP, :'..'? !'r o; I'; {3P. , ;:) :+tet rJtl-iKIGLiG ' n.?t!l1ti� Y(: ali8t9£7 os.? f'bir: t rw;{,xsrr. xSj �crw' .,'xtrJ b'vH ;fi t 2 . aif S at; r.+irt9t�a,iy;� !: �tRiL'J�1-!iJ F'.rn t!u8 .!?�tri�Y? root w'�t� Eak,4 :xk. ?tet+1 TPM3 :hrl' ,, 0 is -r-U r(,? _i ohAtLm,L nr 4 1vK- a { tl it ;Aidad do W st 2t1iSUttili;7:t il:Ir tPun+ -� ztxw.t S+fic , rrmiJ #t�H 1 t,aa ,enr�eg o! -44 ,4v +hid i!hvv ji I Shear Wall and Hold Down Schedules Page 10 MaxQuake 01995 Archforms Ltd. All Rights Reserved Lateral Load Analysis & Date: Sept 4 2001 Firm: AEC Group Job: 1400 51 By: Larry J Warner AIA CSI Q99.03We? Construction Design Software DIAPHRAGM OPTIONS: RON Framing Mat. RUN Diaphragm Fasteners COLLECTORITIE AND DIAPHRAGM SCHEDULE X DF or So.PineX All Unblocked 8d Com Only Hem Fir Rf UnBlk, A Blk X 8d@Rf, 10@Fi CIT Max. Collectorme Tie Tie Rod Other Block All Edges 10d Com Only Type Force Cont Joist or Strap Washer 14 ga Staple Symbol (lbs) Solid Blocking or Cont Dfa Dia HD To Customize, Overwrite Schedule or See Apx. C Other less of C&T par to grain: 425 Joist 20ksi 625 Note 1,2,6 Note 2,3,4 Note 4 Note 5 Note 7 Use CollectorMe as speed per symbol or any below NA 300 . e Cl 2,231 2x4 MST27 a C2 3,506 2x6 MST37 314" 1.79 2- HD5A Frame Model Numbers and Unit Shear Capacities (lbs) Height 7 it 8 ft 9 ft loft a C3 4,405 2x8 MST48 7/8" 2.24 2- HD6A Lgth A C4 5,800 2X10 MST60 718" 2.96 2- HD8A e C5 6,440 202 2- MST37 718" 3.28 2- HD8A e e e C6 8,310 2- 200 HST-5 71W 4.23 H010A A e C? 11,170 2- 2x10 HST6 718" 5.69 2- PHD6 e e C6 17,691 3- 2X10 718' 9.01 2- HD10A e ? ? ? ? ? 1 Provide Cont Rim Joist/Rafter or Solid Blocking at all Shear Wall Grid Lines 2 A properly sized continuous Rafter or Joist can act as both Collector and Tie 3 Between Blocks or breaks in Rafters/Joists provide straps to maintain Tie continuity 4 Run All-thread Rod thru RftlJst, Igth=Load/Shear(plf), secure ends w/ Washer or HD 5 Provide Washer w/ Dia. Qnches) at end of blocked Rft/Jst bays, Mal. iron or 1/4" St 6 Connect Continuous Collector/Tie to shear wall as required by Shear Wall Schedule 7 HD at Rod to Shear Wall and/or RWJst. Mfg. by Simpson Strong-Tie Cat C-99 ROOF/EXT. WALL UP-LIFT SCHEDULE Roof Shear Diaphragm Edge Floor Shear Diaph. Diaphragm Load Material Nail Diaphragm Load Material Wall Uplift Stud to Plate Plate to Rafter Stud to Rafter T at 16" oc at 24"oc at 16" at 16" oc Symbol (plQ Note 1,2,4 Note 3 Symbol Note 1,2,4 50 8d Nail 10d Nail A T 100 Ply Nailing or H2 H2 a R6 180 112" Ply 6" a F6 215 314" Ply A U 180 A35 H4 H2 a R4 112" Ply 4" a F4 314" Ply A V 310 SP1 H10 H1 H2 a R3 112" Ply 2.112" a F3 31C Ply A W 460 SK H7 H10 LTS10 a R2 112" Ply 2" a F2 314" Ply A X 600 SP2 H10 H7 A Y 1,170 FTA2 ? ? 1 Sheathing: Floor 3/4 CD-AC Ply10SB, Roof 1/2 CD or CC Ply/OSB, Unblocked A Z 2560 FTA? 2 Framing: 2x typ, 3x Wd if 10d pen more than1-518", or nails spaced less-than 3"oc ? 3 Typ. Fasteners: 8d Com. @ Roof,10d Com. @ Floor (no sinkers) field 12"@Rf,10"@FI 1 Anchors and Clips as Mfg. by Simpson Strong-Tie Co. Cat C-99 4 Continuous Rim Rafter/Joist recommended at perimeter of unblocked diaphragms i;;lb2 +!^ tj%d j,.+ zsu -,— t i -,i -0 `J ce J1'Saa 3- SxJO Its. Li, '� 11 �:.. :' �3 3tz. bit- 44'410 7 Jt► ;K'(t 3 tJ`t !31 1444 ri+0 ✓ r f F S� Jeti.• bid `3!+ 11514 40400 C2 2'TJ10 Sx J S -(wry{ lli:. 3,419 ,ut Fit •�f l r L*`.�:{ rov't'�{ iii -`!t j}14iSUL u.; j'J! 36it v; ,�-jJ { - - ' jiS�L JhJfi n. -o - - - --ti4ce - - - -tient._apf•9L r)4�. it 1x8' Wal" 118. 551 Qh'� CS �v+�riv,•.. Ywesar• rar+ aIf 40(f LMwfi "J,qs. y4tuup6La 5u:} 1 to Cf?Z:OUIIT ' OAGW449 2--W4t4e a aw rbx' C C:t'St PpcK VII ER' s'' HM.» Ul Hi nu6re?' U BW 14110 Pou lud Wur kSt!k{ Clgbpodw DfvbHi3 eVJ vbLlCq42: CAS I L)q COi.'.: octA X RQ§W' JCl}:J cow ov x i7 b- LJ-MIJtse: t �nr r Ht'�l'Jt (:'k J' .. > {c><x;un IY u C cxf, Fj.rg:; i•i'..��' Ut U.,:i?. rill:?!":r� �F., :•2 ��,i'i:, ?.C:+: < Ifs', Fi:•!K `•,' • t� . J t'Yl'. .'.j CO�.,' n. rf� x:20 F� b _ k,��l; 3 `. {iii i]' Fs 2lj,-"s l2F t` r� i;,, ?iys;T$ti,t {174-8-1 `v fl -l-;7 P2w-- p r C :gA,:tC hiS'(?r.'Y+t Df: (p4"1412) �.: c t ol ^ YN^ CU94'1 ;n} Arly?tcap6L .^t Iio j U -IMS +' ejllc !2 a W a IXOA1t{c i {ode ;0 t.J,'!J{:nts -{.c <aJi;ur IA :f Not t r=yA $R its ! (,i7Ut# !! 2 Lj${ .. ^n -sF ';_n : '1 3% w .JJ (" ylE {d 9Uq !n 1. . a;Arit{6 (\:; , KT..+ 'Sr�i��» .: �f.0 GC �^�(� al„�;;'i+-j •.;, `'i; �}1v`Y. `1:Lf;; � IIC� i lUr-2 `J ce J1'Saa 3- SxJO Its. Li, '� 11 �:.. :' �3 3tz. bit- 44'410 at5, b +i. l.h'. 31q., tsiD. ? Jvo J;s.. bi' r f F S� Jeti.• bid `3!+ 11514 40400 C2 2'TJ10 Sx J S -(wry{ lli:. 3,419 ,ut Fit •�f l r L*`.�:{ rov't'�{ iii -`!t j}14iSUL u.; j'J! 36it v; ,�-jJ { - - ' jiS�L JhJfi n. -o - - - --ti4ce - - - -tient._apf•9L r)4�. it `. {iii i]' Fs 2lj,-"s l2F t` r� i;,, ?iys;T$ti,t {174-8-1 `v fl -l-;7 P2w-- p r C :gA,:tC hiS'(?r.'Y+t Df: (p4"1412) �.: c t ol ^ YN^ CU94'1 ;n} Arly?tcap6L .^t Iio j U -IMS +' ejllc !2 a W a IXOA1t{c i {ode ;0 t.J,'!J{:nts -{.c <aJi;ur IA :f Not t r=yA $R its ! (,i7Ut# !! 2 Lj${ .. ^n -sF ';_n : '1 3% w .JJ (" ylE {d 9Uq !n 1. . a;Arit{6 (\:; , KT..+ 'Sr�i��» .: �f.0 GC �^�(� al„�;;'i+-j •.;, `'i; �}1v`Y. `1:Lf;; � IIC� i lUr-2 .pp: 7 7�ae.� ? ( SA: ! 9LLA 1 M90uet v;v C21 €"UID3.Mel Date: cwt 1 WO4 k�ii�u:: EC ewnb M VII Lla�'n` �b&ae!+eq 2i���','�i9il 9Uq Natq DOW P.Cff'' s/�{� y j SfvCSj j"OSk') �U9j�2J2 is V ILCROLM? `J ce J1'Saa 3- SxJO Stft v L) �• t340v o Ll 44'410 S• SX40 tme l.h'. 2W 5• bMD9 v Cp 9+340 3• SXJO 442:2 S13.: 11514 40400 C2 2'TJ10 Sx J S S- 6#211 lli:. 3,419 S. HDTV cl 12'800 SX40 traeo 118. Sae s- r wsv v C8 1102 1x8' Wal" 118. 551 S- HOQV CS 3'1M' VB ::2.131 J ;8 S• 1AD2y tf CJ Z 5$J 3x1 W2131 my 300 nae Ce`.,tcfo G <w, zbm.q ba RAWP, of SUA oc;OHt 4{o:e 4'S`e 17aa 5-3-4 iie« t 14014 r 4Jnts S �" It'd ot CB! b:;' to &v: 152 loRl AM 2sp 2?wF^� ilP�� 2�i!e'siacK=uB oa.Cevr. qn DW ND fAbe k«Lcs CorJr joist oL gtL9� M"- IM _ Ctl r;ux' C^`iouo<uw 1, lis Kaq coFrECIOi3WE V14D DlVbHIIVLJW SCHEDnrr .pp: 7 7�ae.� ? ( SA: ! 9LLA 1 M90uet v;v C21 €"UID3.Mel Date: cwt 1 WO4 k�ii�u:: EC ewnb M VII Lla�'n` �b&ae!+eq 2i���','�i9il 9Uq Natq DOW P.Cff'' s/�{� y j SfvCSj j"OSk') �U9j�2J2 is V ILCROLM? c 3 r Coiiectorfrie & Diaphragm Loads, Lines 1-8 Page 11 MaxQuake ©1995 Archforms Ltd. All Rights Reserved Lateral Load Analysis & Date: Sept 4 2001 Firm: AEC Group Job: W01113% B : La J Warner AIA CSI 099.03We7 Construction Design Software Line 1 Line 2 Line 3 Line 4 Line 5 Line 6 Line T Line 8 Seg CIT Load (back) - max. load on the Collector Me between this and Seg above. CIT Type - min. adequate CollectorMe. Seg beg - feet Seg begins front of Quad Line. front - CIT load at front side of the front most ment. Shear - the av Dia r m Shear at the Line. I F " correct Line CIT discontin . n C/i CR Load CR Load C CR Load CIT Load CR S CR CR Loa S Seg Roof Son back Type bog Sag back Type beg Seg back hfp beg Seg back Tbegback Ty back T back Type $ back 1,2,3.. Wall Lines Run From Front to front front front front front front front front Bads Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shearjplt) Shear(plf) Rf Olaph Rf Dlaph Rf Di Rf Dlaph Rf Diaph Rf Diaph Rf Dlaph Fd Diaph I Rf CIT Load CfT CIT Load C/r S CIT Load CIT CIT Load CIT S CIT Load CIT S CIT Load CR CIT Load CR SeE CIT Load CIT Seg 2 FI Seg back Type Seg back Type be back Type bec, S% bark T Seg bads T back T back T Seg back Type a-1 8-2 849 A C1 b-2 W 1304 A CI b-3 1188 A C1 b-2 915 A C1 front 1370 A C1 front front 1810 A C1 front front front front front Shear(plf) 49 Shear(plf) Shear(plf) 67 Shear(plf) Shear(plf) She"If) Shear(plf) Shear(plf) Rf Diaph A R6 Rf Diaph Rf Diaph A R6 Rf Diaph Rf Dlaph Rf Diaph Rf Dlaph Rf Diaph Fl Diaph A F6 FI Dlaph Fl Diaph A F6 FI Dlaph FI Diaph Fl Dlaph FI Diaph FI Diaph tat Crr Load C/r Sec, CIT Load CR CIT Load CIT CIT Load CIT SeE CIT Load CIT Sec CIT Load CIT S CIT Load W Sec CIT Load UT Seg Floor ft back Type beg Seg back Type beg Seg back Type beg Seg back Type beg Seg back Type beg Seg back Type beg Seg back Type beg Seg back Type beg front front front front front front front front Shear(plf) Shear(plf) Shear(plf) Shea o" Shear(plQ Shear(plf) Shear(plf) Shear(plf) Fl Diaph Fl Dlaph I Fl Diaph IFI Diaph IR Diaph IFI Diaph Fl Diaph Fl Diaph If Rf or FI Dlaph return "block?" load values are hi her than the fthragm, capacity. Change to blocked diaphragm or fastener Option 10 or add Shear Wali 3or4 1'V 26 IIi � j Zi •y !n -• n 7 yL a '.. !n -• n 7 yL rD uta�c�u.�. j F !v a '.. Collector/Tie & Diaphragm Loads, Lines A -H Page 12 MaxQuake 01995 Archforms Ltd. All Rights Reserved Lateral Load Analysis $ Date: Sept 4 2001 Firm: AEC Group Job: 17 173) By: Larry J Warner AIA CSI 099.03We7 Construction Design Software Line A I Line B I Line C I Line D Line E I Line F Line G I Line H Seg CIT Load (left) - max. load on the Collector ITIe between this and Seg to left Cfr Type - min. adequate CollectorMe. Seg beg - feet Seg begins right of Quad Line. right - CIT load at daht side of the rich most ment. Shear - the Qlaohracim Shear ahm the Line. If'Ga ' awears correct Line CIT discontinuity. n CIT Load Cf T Sec UT Load CIT Sei CIT Load CfT CIT Load CIT S Load Crr S CIT Load CIT Sei CIT Load CIT Load UT Seg Roof Seg left Type b Seg left T Seg left Type bego Seg left Type Seg left Type bec Seg left Type beg 899 left Type Seg left Type beg A,%C.. Wall Lines Run From Side to right right right right right right Side Shear(plf) IPJ Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(ptf) Diaph RF Diaph Rf Diaph Rf Dlah Rf Diaph WIDIaph Rf Olaph Rf Diaph I Rf CIT Load CR SeE CIT Load CIT Sec. CR Load CIT S CIT Load CR Sec CIT Load CIT Sq CIT Load CIT S CIr Load CR ft. Crr Load CfT Seg 2 FI Seg left Type Seg left Type beg Seg left T left T Seg left Type bec Seg left T Sag left T left Type beg 1-a 1 1-a 1-b 225 NA 2-a 644 A C1 1-b 416 a C1 1-c 451 a C1 2-b 502 a C1 2-a 678 a C1 1-d 676 a C1 2-c 809 a C1 2-b 268 NA 2-d 1217 A C1 2-c 724 A C1 7 A C1 t 1401 a C1 t 1044 a C1 t ht right ht ff) 41 rDEBIP)h Shear(plf) 56 Shear(plf) 41 Shear(plf) Shear(pif) Shear(pif) ShearW Shear(plf) A R6 Ri Olaph A R6 Rf Diaph A R6 Rf Diaph Rf Olaph Rf Dlaph Rf Diaph Rf Diaph A F6 R Diaph A F6 Fl DIaPh A F6 Fl 01 Fl Olaph Fl Dlaph Fl Dlaph Ft Diaph St lCfr Load CIT Sec CIT Load CIT Sec CIT Load CR Sec, CIT Load CIT S CIT Load UT CIT Load CIT Sec CIr Load Cfr Sec CIT load CIT Seg Floor ISeg left Type beg Seg left Type beg Seg left Type beg Seg left Type beg Seg left Type beg Seg left Type beg Seg left Type beg Seg left Type beg riot right right d t right right right right Shear(plf) Shear(plf) Shear" Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) F1 Diaph IR Diaph IFI Diaph Fl Dlaph Fl Diaph Fl Diaph I Fl Dlaph JFI Diaph If Rf or FI Diaph return "block?" toad values are higher than ft (Ha . Chanae to blocked diaphragm or fastener Option 10 or add Shear Wall. 3or4 r of p X � t'f + r� N /••i k1c+m` .•c• c+ c• � � �� v cv c: � � c E tits ro -•• ii ( i t ri15t 6 1J--•.�._....�.._�.. ..�..�.. & r �s ca r rr is IT 1 �� .il d1i � LJ JJ � Rte. J' • � � ry N + Cd t 4{i t„i t'x LN) �^ L �... '0) { 1 ' PON faEi �Q CSS! i N C,7r'. LS iN •4t4� ..L7 (ti) a• N +Itca N - • tU! N;` Q�7a�^�!^^^:a: wi ..� ^• `� i♦�i jfK `I{ %T M >.�} + "'{ +•,�5 `. fir, ff,A .tS ;3a. i �.. ..1 v: Ol •i. �. � 1 � xS Z., IST. (`> (ii '.$2 iil' N "v -.1 �1 3 WW11 �•Jx Q] ai �5} r_ vl p 4 }ta • !� 1(J r tD' 4? 1 lb I h, ,. ;`� � '� _i ..,� � .�• �'� T !may t'.Li .%, -� "� L .I.•., �s Y r r-{J[p� lJ IZ c 1 mr1 u Ni=p' _C4 sJ1 `J� Aa i� WJ �4 � J Cit t `rw (..tb r Cr3' •�V � � r Q Ca . Cl' N t? ...,�... _ -41 J ]U Cv�J "' "' V . M c ............. ago (Yc YO AiJl 1ct4vU�'CV (... i tt i.7 l.� 00 G� w. .ai �i 1 Li ..�....,........wsw.....+. r N CU -L; 1C—..: •�L �.�3i N r.n..u... ! Ll Pressure for Components & Cladding Page13 I Ma%Quake 41995 Archforms Ltd. Sept 4 2001 Firm: AEC Group All Rights Reserved Lateral Load Analysis & Wind Pressure for GCp Uplift - -3.4 -35 or -3.2 -32 Out -3.0 -30 Force -2,8 -28 -2,6 -26 -2.4 -24 -2.2 -22 -2.0 -2i) -1.8 -18 -1.6 -16 -1.4 -14 -1.2 -12 -1.0 -10 -0.8 -8 -0.6 -6 -0.4 -4 -0.2 -2 0.0 0 Dom 0.2 2 Load 0.4 4 or 0.6 6 In- 0.8 8 Force 1.0 10 1.2 12 1.4 14 1.6 16 1. Values are for enclosed Buildings. 2. SBCCI Values for GCp are equivalent to UBC Table 16-1-1 for values of Qq, d Pressure P and Wind Coefficients GCp for Components and Cladding of enclosed Buildings Vertical Wind Loads for Gable or Hip Roofed Buildings GCp GCe —��ra7 Mr"M , �w�rnw-r.cir.rr 0<a<10 10<a<45 iww.w_1-wrn Figure 1606.2F 3 < a < 10 0<a<10 10<a<45 Effective Wind Area sq.ft. Effective Wind Area sq.ft. Flgure1606.2E GCp for Roof Slope 30 < a < 45 Degrees Overhang GCp include effect of both upper & lower surface 3<a<30 ReduceC1O%H3<a<5 Effective Wind Area (sq.ft.) If a< 3 see Figure 1606.2D Figure 1606.213 Monoslope Roofs 10 < a < 30 Degrees .y> .. Lt-�` 6 .... l1 51> L l c 77 e o M ivo IT SOA p ONO :Parma >AuxuaMXkM adeU" Pue PeOa Sao ❑ uMotIS se )lo aie sluauaWgva 6u!del p :6uldexpun JaLap p uMotfS se )10 aie s4uawarnb3a buWed ❑ :6unPed ww asn 6upma Am=N p *wad ameAslupw p llulad asn joulw ❑ vwiad -sn ❑ is &*IOZ veld I"u10 ® d SaA p ONS auoZ UORX?ad Pa4sMeM —�y� L LJQ`v r 1� .�agwnN hued .auoZ ill ❑ ON u!eldPool4 M VO4P ,�A ❑ ON auoZ asud�alu3 lasse40J ❑ NZO ❑ W D ❑ SaA p ON ueld 3l1padS SaA p ON ® ¢aly uogelOA SRA p ON 93 Ueld uOPV ale•41N :a6eany ujnwMW asn *mp 'saA ❑ ON 9 4uauma6v WAMAsucO Wn d MOMWA :l!wJad asn avausa,6v wa UdOPAa0 Q-7 :veld IejawO :lPuls!0 auOZ ;,;� 0 �! i� Aa s*m i< tiwe&JMw p a+PM0 PUZ p ommy mwappv ❑ ° stum qww Fmapa ❑ leper ❑ 6u**v ❑ ' is . • . 1 It • :ssajppv a0S 6ulPllna .Ssajppv siaumo t :a6eanv pared aweN s»uenp C/ :aje0 r 0--LL-L ( (o :A IiwJad ,otiddV 01 VOW SWFSOad aAVM ❑ 0anOM& 9WA� _ 03nobddv ❑ — SOW Permit Review: AgrkuRtn A I0* Regtrked O NO ❑ Yes ted Well Site C] NO ❑ Yes WeU Parut Review: Oeslgna Land Development Review: "rage Plan (C*y0nd/MtA) ❑ No ❑ Yes Parcel C eated_byi ❑ ° Dace of Cmedon: Law Aooess ProWea: ❑ No ❑rtes Oced Refiererrce: Legd AooW ❑ No pYOS' Pard Fiarwpe an Publicly Maintained Rosa: O No ❑ Yep, Road name. Compft with County Stardards fbr Deed Owdon: ❑ NO O Yes Comments» 'moi. �. C� V. I .i .t; '��� �•K. .I.il. ij• l.�r n'��}�•:':*A! �h � Map Date of Reoxck : C) -14 - 7)1 ..57� ,. . Lot �im —7 B_ Booker Pagm_ Con fig That Must be Met Pmfx to r«+wice of P nmt Cl Ve * Legal Parc, a Ve* Leel Aom ❑ Provide Oudw Deed ❑ Comply with oondibon no. of conditions of approval fcr the ❑ Obtain a CertlAtate of Complance (See Planning Division for appfkatlon). ❑ Cbnstructlarm aam property lines is not permitted (See Land Devdopment for a Merger ApplkattOn/IOt Line Adjustrnent). ❑ Comply with Old Subdivfslw Lot Or&wlce (Maps Recorded Prior to Book 17 of Maps Page 23)• ❑ Cronstrucf road to ❑ Meet parod size requbed by mm ❑ Meet current EHD req<irerne ❑ Odw _ General Comments: S N O IrJ ��izL 5�2� Si✓�rICS Oy7-Sr De TNS- 2EQyl2�� S�'r3AGKS _ (-DL-0 T PL> -cam WIT" S��'� �. �► L� - 4 IV 'Lf a