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064-210-032
o w I Y } u m u 064-210.032 02.2003 WARNER, LARRY INALED /Y&. AFA]ETfECIRCLE,MA NEW SINGLE FAMILY NOTES, RESIDENTIAL PERMIT NO. 064-210-032 02-2008 ile ' 'r WARNER, LARRY 3'49$AFAYETTE CIRCLE, MAGALIA NEW SINGLE FAMILY SPECIAL. CONDITIONS t CHECKED 1 BY SRA FLOOD CERTIFICATE REQ. FIRE SPRINKLERS REQ. SPECIAL INSPECTION ITEMS' VERIFY USE PERMIT CONDITIONS SUB -STANDARD HOUSING LETTER OFFICE COPY i Address GAS , Meter By Date ELECTRI Meter By Dat7&_Z�d? JOB FINALED (Date) Signature t, r C ati 'r f c f �t ik i r k I RESIDENTIAL PERMIT NO. 064-210-032 02-2008 ile ' 'r WARNER, LARRY 3'49$AFAYETTE CIRCLE, MAGALIA NEW SINGLE FAMILY SPECIAL. CONDITIONS t CHECKED 1 BY SRA FLOOD CERTIFICATE REQ. FIRE SPRINKLERS REQ. SPECIAL INSPECTION ITEMS' VERIFY USE PERMIT CONDITIONS SUB -STANDARD HOUSING LETTER OFFICE COPY i Address GAS , Meter By Date ELECTRI Meter By Dat7&_Z�d? JOB FINALED (Date) Signature V= OK 0 = Not OK = Not Applicable = Not Ready MOBILE HOMES Date MOBILE HOME UTILITIES (Plans) OK except #'s Footings; Soils -Size -Depth -Spacing -Connectors -Steel 1. Zoning Requirements -Setbacks -Easements 4. 2. Soils; Special MH Support Sketch Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures 3. Sewer; Location -Test -Fall -C/O -Concrete 7. 4. Water; Location -Test -Easement Needed (Sketch) 5. Electricity; Location-Clearances-Grnd-/ /Amp -Concrete 6. Gas; Location -Test -Wrap;-/ /" L'ft. / /'Nat. or/ /"L"ft./ /'LPG 7. Well Clearance & Disconnect 8. Utility Clearance 1. Setbacks -Easements 2. Soils; Compaction -Structure Stability Date Pool Structure; Steel -Connections -Thickness Dead Men -Lining Card B-1 Date Card B-1 Date Elec.; Receptacles and Lighting, Distance-GFI Card B-1 Date Card B-1 Date MOBILE HOME INSTALLATION (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Footings; Size -Spacing -Marriage Line 3. Gas; MH Test -Demand -Valve -Connector 4. Electricity; MH Test -Crossovers -Breakers -Clearances 5. Drain; MH Test -Fall -Flex Connector 6. Water; MH Test -Regulator -Connector 7. Water and Sewer Connected -C/O to Grade -HD Approval 8. Gas and Electricity Tagged Date 9. Tie Downs -Type -Installation Cert. Date 10. Exits; Insp.-Sketch 11. Cen. of Occupancy 12. Permanent Foundation Only; License Decal Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 MISCELLANEOUS'- Date DECKS, COVERS, CARPORTS GARAGES (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Footings; Soils -Size -Depth -Spacing -Connectors -Steel 3. Decks; Girders and/or Joists -Decking -Bracing -Stairs -Rails 4. Wood Awn.; Posts- Bea ms- Rftrs.-Con nectors Shthg.-Frg-Bracing 5. Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures 6. Carports; Windows -Doors 7. Electric 8. Frmg.; Sills-Anchors-Studs-Rttrs-Trusses 9. Siding; Nailing -Veneer -Stucco -Mesh 10. Roof; Shthg-Rooting 11. Ext.; Steps -Doors -Landings 12. Braced Wall Panels Date Card B-1 Date Card B-1 Date Card B-1 Date \ Card B-1 Date FINAL (Plans) OK except #'s 1. Setbacks -Easements 2. Soils; Compaction -Structure Stability 3. Pool Structure; Steel -Connections -Thickness Dead Men -Lining 4. Elec.; Receptacles and Lighting, Distance-GFI 5. Elec.; Pool Lighting; 15 Volts-GFI 6. Elec.; Enclosures; Conduit Entries -Terminals -Listed 7. Elec.; Bonding; Metal w/5' -Circulating Equip. -Heater 8. Elec.; Grounding; Equip. w/5' Circulating Equip. -Pool Lghtg. Boxes- Enclosures- Pane boards- 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 INTER -DEPARTMENTAL MEMORANDUM �© " TO: BUILDING DIVISION, OROVILLE FROM: ENVIR. HEALTH, CHICO DATE: I RELEASE ENV. HEALTH HOLD ON BUILDING FINAL FOR: OWNER NAME: SEPTIC: WELL: AP#.0-&j 10 "0%,,ADDRESS/LOCATION: LC'I �• Comments: GUmemos/releasehold COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 411 Main Street • Chico, CA • (530) 891-2751 7 County Center Drive • Oroville, CA • (530) 538-7541 CORRECTION NOTICE DL -200 R PERMIT NO. A routine inspection indicates that the following violations of butte county Ordinances exist at the above address and should be corrected. Please notice this office when correction of work is completed. If you have any questions pertaining to this matter, or need additional explanation, ease,,contact this office immediately. r C)'A, C- �z-' Date - - L � Inspector REV 10/92 COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 411 Main Street - Chico, CA - (530) 891-2751 7 County Center Drive - Oroville, CA - (530) 538-7541 CORRECTION NOTICE p � OWNER PERMIT NO. A routine inspection indicates that the following violations of butte county Ordinances exist at the above address and should be corrected. Please notice this office when correction of work is completed. If you have any questions pertaining to this matter, or need additional explanation, pleas¢ contact this office immediately. P Date4 t I 1 / 1 V--) Inspector REV 10/92 AE -C GKOUF ARCHITECTURE. + ENGINEERING - CONSULTING July 10, 2003 Building Inspector Butte County Building Dept. Oroville, CA Re: Permit No. 02-2008 Lot 238 12682 Lafayette CIR. APN: 064-210-032 This letter is to clarify that it is acceptable to change the floor framing system from the I - joist and LVL girder to the following: . Floor Joists 2X6 DF @ 16 o.c. with max span of 9'-6" Floor girders 4X6 DF with 5'-0" span Pier footing 14" X 14" X 10' h deep no steel required. Sincerely,�C mac, Larry J Warner AIA LARRY J. WARNER AIA C51 10DECLAKATIONDR,5TE.D,CHICO,CA95973 F -55O-892-0392 V-530-892-8008 WWW.AF_CGKOUP.COM E-MAIL INFO@AF-CGROUF.COM AEC GROUP ARCHITECTURE. + ENGINEERING + CONSULTING July 10, 2003 Building Inspector Butte County Building Dept. Oroville, CA Re: Permit No. 02-2008 Lot 238 12682 Lafayette CIR. APN: 064-210-032 This letter is to clarify that it is acceptable to change the floor framing system from the I - joist and LVL girder to the following: Floor Joists 2X6 DF @ 16" o.c. with max span of 9'-6" Floor girders 4X6 DF with 5'-0" span Pier footing 14" X 14" X 10" deep no steel required. Sincerely, Larry J Warner AIA V V- "'7 REN. 7-31 � "cm—' T - LARRY J. WARNER AIA C51 i0 DECLARATION DK, 5TE-D,CHICO,CA95975 F -55O-892-0592 V-550-892-8008 WWW.AF_CGR0Ur-00M E-MAIL INFO@AECGROUP.COM AEC GROUP ARCHITECTURE + ENGINEERING + CONSULTING November 21, 2003 Building Inspector Butte County Building Department Oroville, CA RE: Permit 02-2008 14692 Lafayette Cir., Magalia If is acceptable to change the shear walls from the 3/8" OSB shear to three (3) coat stucco. Maximum shear load required per engineering is 93 PLF Three coat stucco shear allowed shear load is 180 PLF 92 PLF < 180 PLF three ZarryJr AIA Project Architect C19689 1 o. C19689 AIL LARRY J. WARNER AIA C51 i0 DECLARATION DR,5TF-.D>CHICO,CA 95975 F -55O-892-0592 V-550-892-8008 WWW.AF CGKOUr.COM E-MAIL 1N F0@AECG ROU F.COM CertainTeedM Builders Statement InsulSafe 4 Fiber Glass Blowing Insulation Homeowner Name / Jobsite Name Inspected By (sign if required) Date R -VALUE BAGS PER 1000 SQ. FT. MAXIMUM SQ. FT. PER BAG MINIMUM WEIGHT- POUNDS PER SQ. FT. MINIMUM THICKNESS To obtain a Thermal Resistance (R) of: Bags per 1000 sq. ft. of net area: Contents of bag should not cover more than: (sq. fL) Weight per sq. fL of installed insulation should not be less than: abs.) Should not be less than: an.) 60 36.5 27 0.986 22 49 29.6 34 0.800 181/2 44 26.4 38 0.712 163/4 38 22.8 44 0.615 143/4 30 18.0 56 0.485 12 26 15.5 65 0.418 10'k 22 13.1 76 0.353 9 19 11.1 90 0.301 73/4 13 7.7 129 1 0.209 51/2 11 6.6 151 1 0.179 43/4 THERMAL PERFORMANCE—ATTIC BLOWING APPLICATION • In accordance with the chart above, you must install the minimum number of bags per 1,000 sq. ft. of net area for each R -Value listed. • The maximum net coverage must not exceed that specified for each R -Value. • The installed insulation must be at or above the specified minimum thickness for each R -Value. • Failure to install the required minimum weight per sq. ft. of insulation at or above the minimum thickness will result in reduced R -Value. • This product should not be mixed with other blown insulations or the thermal claims will become invalid. DANGER: RECESSED LIGHT FIXTURES—TO PREVENT OVERHEATING, DO NOT INSULATE ON TOP OR WITHIN 3" OF SUCH DEVICES. DOES NOT APPLY TO TYPE IC LIGHT FIXTURES OR TO FLUORESCENT FIXTURES WITH THERMALLY PROTECTED BALLASTS. 30-24-233 Builders Statement A Saint-Gobain Company ©2002 CertainTeed Corporation 11/02 R -VALUE THICKNESS AREA (SQ. FIT.)) INSULSAFE 4 (✓) BAGS USED BATTS/ROLLS (✓) CEILINGS la tl 1 3I �✓ 1 O WALLS l ILi `3 10✓ FLOORS 1 t t V/ tLA THERMAL PERFORMANCE—ATTIC BLOWING APPLICATION • In accordance with the chart above, you must install the minimum number of bags per 1,000 sq. ft. of net area for each R -Value listed. • The maximum net coverage must not exceed that specified for each R -Value. • The installed insulation must be at or above the specified minimum thickness for each R -Value. • Failure to install the required minimum weight per sq. ft. of insulation at or above the minimum thickness will result in reduced R -Value. • This product should not be mixed with other blown insulations or the thermal claims will become invalid. DANGER: RECESSED LIGHT FIXTURES—TO PREVENT OVERHEATING, DO NOT INSULATE ON TOP OR WITHIN 3" OF SUCH DEVICES. DOES NOT APPLY TO TYPE IC LIGHT FIXTURES OR TO FLUORESCENT FIXTURES WITH THERMALLY PROTECTED BALLASTS. 30-24-233 Builders Statement A Saint-Gobain Company ©2002 CertainTeed Corporation 11/02 F 9 EA. USE ONLY 'moi P4an dttachod �v y, Floor Flan A 9d 1 Sant to S.D. TO: Building Dep tment , FROM: Environmental h SUBJECT: Sanitation Clear , caner Local AP# PI Approved, f r: Sewage Disposal star Supply: Public Private Well learance fo5l dwelling. Other \rJ i Hold final for: Final clearance O.K. f r: NOTE: Enviro mental Health Specialist Date 8/96 -_..._...._............._................................... . COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive • Oroville, California 95965 • Telephone (530) 538-7541 PERMIT O. (Rev. 12/96) APPLICATION AND`PERMIT 0A__ 2100 F ASSESSOR PARCEL NUMBER ZONING BUILDING PERMIT OWNER064 ONE 892-8008 SO. FT. OCC. BUILDING VALUATION T 14 v -� A` 80; 082. O OWNER DRE P.O. BOZX 942, MAGALIA, CA 99994 506 U 9108.00 CONTRACTOR'SNAME Q W e TELEPHONE 121 C 1573.00 CONTRACTORS MAILING ADDRESS CONSTRUCTION LENDER - Fireplace LENDER'S MAILING ADDRESS Total valuation $ 90 763.00 ARCHITECT OR ENGINEER LICENSE NO. Filing Fee $ 20.00 Permit Fee $ 5901. 0 0 ARCHITECT OR ENGINEERS MAILING ADDRESS Plan Checking Fee $ 389. 3 5 BUILDING ADDEnergy Plan Checking Fee $ 23.00 PERMIT FEE $ 1031.35 LOT NO. SUBDIVISIONS NAME PARCEL MAP PLUMBING PERMIT Filing Fee 20.00 Each Trap 9 7.00 23 • 0 USEOFSTRUCTURE SF X)Duplex ❑ Mobilehome ❑ Other SPECIFY Solar or heat pump water heater 23.00 Water piping 15.00 Q ` Each gas water heater or vent 15.00 15. 001 TYPE OF WORK New XI Addition ❑ Remodel ❑ Ufilities ❑ Installation ❑ Other ❑ Describe Work: NEW IN.-_FAM11,V W14C4R,4CF Gas piping system 1 - 5 outlets 15.00 15 • 0 Building sewer 15.00 15. U Mobile Home I S I G I W @20.00 PERMIT FEE $ ELECTRICAL PERMIT Filing Fee 20.00 Main Service zooAoass 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.POWER License Class Lic. No. OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: I, as owner of the property, army employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason Main Service TO 46.00 WEE200A CCU000A NEW CONST. DWELLING OCCUP. SO r r OR ADDNS. ( 8 ACC. BL 3.50SO .3 G • 5 2 LE pIpNEN-pO�,pT MULTI -011 U CET @7.50 U. APPARATUS a SINGLE ouTLET cIR. .00 TL EX. Occup. OUTLET OR FDRURES BAL @ I. 0 Ex. Occup. OFIxuTEL AE.S D OEA 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE $ 112.61 WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑ 1 have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier MECHANICAL PERMIT Filing Fee 20.00 Heating 15.00 Cooling 15.00 Hood 6.50 6.50 Ventilation 2 4. 5Q 9.0 Q PERMIT FEE $ 65.50 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.) I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to workers' compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of section 3700 of the Labor Code, I shall forthwi comply with those provisions. X Date Z� Z Si a of Applicant - ❑ Owner ❑ Contractor ❑ Agent An QTSHA permit is required for excavations over 60" deep and demolition or construction of structures over 3 stories in height. Mobile Home Installation Fee $ Energy Inspection Fee $ 46. Q Q R cOS/DQ�jTM°� TOTAL FEE $ 1398. 7 H% Z. D. FE / P/ FLOOD D AR GEL / POO su This permit is hereby issued under the applicable provisions of thekeCCode and/orResolutions to do work indi awhich fees have been paid. By Date �3 PERMIT EXPIRES ON (o A& 0 D to Receipt No. 360644 WHITE-D.D.S.-B.D. CANARY -ASSESSOR PINK -INS ECT GOLDEN ROD -APPLICANT COUNTY OF BUTTE -DEPARTMENT OF DE#ftMENT SERVICES -BUILDING DIVISION 7 County Center Drive, Oroville, CA 95965 Phone (530)538-7541 Fax (530)538-2140 PERMIT APPLICATION DATA SHEET OWNER: ASSESSOR PARCEL NUMBER Gb (4 ' . 16 Proposed Building Use:Qe Counter Technician: Date: Items required in order to apply for a permit. All boxes MUST be checked OR marked NA in order to apply. 1.. Plot plans, 3 or 4 sets, signed�y the preparer of the plans. 2. Complete plans, 3 or 4 sets, signed by the preparer of the plans. 3. Engineered plans, 3 or 4 sets, with wet signature on plans AND 2 sets of stamped and signed calculations. 4. Engineered truss details and layouts in duplicate. No faxes! IV�.. Energy compliance design and supporting documentation in duplicate. —Q 6. Manufactured homes: (A) Data sheets and installation instructions, (B) Marriage line information, (C) Floor Plan, (D) Tie down or foundation plans, all in duplicate. ❑ 7. Metal buildings: (A) Metal Building Plans, (B) Foundation plans and calculations in triplicate, (C) Elevation views in triplicate. (D) Floor plans in triplicate. All of these must be stamped and wet -signed by the engineer. Items required for initial plan review. If checked items have not been received, plan review cannot proceed. The.permit will be indexed and returned to the plan review line-up when required items are received. Date Received By pp�& Flood Elevation Certificate, wet -stamped and signed, in duplicate ................................ ❑ 9. Plot plan and business license approval from the City of Biggs .................................... ❑ 10. Letter of intent for non-residential buildings......................................................... ❑ 11. Detached Accessory Building Form filled out by the owner ..................................... ❑ 12. Hazardous Material Form............................................................................... _ ❑ 13. Other Remaining items needed to issue the permit. (May require additional plan review upon receipt of the following items.) W114. Fees as shown on the attached Schedule of Fees Due Sheet ....................................... 15 Statement of Intent for Non -heated and A/C Buildings ....................................... Sanitation and plot plan approval from the Environmental Health Department in 01 . City of Chico Plumbing permit............................................................... fJ" 18. California Department of Forestry plan approval aid. Sent. by: tZ - 2.O Z- 12,9. nning approval for (A) Use: ®k (B)Parking: (C) Parcel Check:- ntact Land Development about ❑ Improvements, ❑ Drainage ............................... croachment Permit for driveway from the Public Works Dept. (construction approval prior to occupancy). 0;, Pre -Inspection for required......... .....:` 23 Contractor's license information. (Number, Name Style, Classification)........ Wf-T14. Worker's Compensation Carrier and Policy Number ..............:........... b\ar.G P 5. Owner -Builder Verification (❑- iven to owner, ❑ Mailed to owner)..........':e�) ... ). S 26. Letter of Signature authorization................................................................... )J` 1:3, � 'o 27. Recorded copy of Agricultural Acknowledgment Statement .................................... f ► '� ( (J1� 28. Manufactured home utility clearance............................................................... ❑ 29. Existing violations and/or expired permits......................................................... ❑ 30. ❑ Grant Deed, ❑ M.H. Title/Statement of Facts, ❑ Letter from Legal Owner, ❑ Check to H.C.D. $ ❑ 31. Other: ,' When issued Telephone` 1 c}' i1 G and hold for pickup. I have been informed f the above items and requirements for obtaining a building permit. Applicant: Date: ��i 1. Index permit application for the above items numbered: Ka.- I" - 2. Additional items required 8jij02 DEAR, Wp44Ci2 NILL- F"VID6 4497A. tAl FW Plan Check Letter Contractor, designer, owner, was advised cf the above data by ❑ phone, ❑ mail, ❑ counter, by Date: _ Contractor, designer, owner, was advised of the above data by ❑ phone, ❑ mail, ❑ counter by Date: Plans reviewed by: Date: Plans approved by: Date: Structural reviewed by: Date: Structural approved by: Date: Note transfer by: Date: Yellnw' Ruildinu nivicinn v .63 TO: Building C FROM: Envi SUBJECitation r.tment L L I -Health ;r- t4 / Owner Lo /Plan Approve f Sewage Disposa) Cle rance forewelling. Other oId final for: C `Final clea-rance,O.K. NOTE: I E.H. uBE 0 r Piot Plan Attached Roar Pian Atte ed yW sent to a.o. _ -o AP# Supply, Public Private Well Environ 8/96 ?at�/)-- COUNTY OF BUTTE 3 v DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVIS 6 G 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965 - TELEPHONE (530) 538-7 4 SCHEDULE OF FEES DUE OWNER PROPO D BUILDING USE -N 1. BUILDING PERMIT FEES_ �) Bilance Due ..................... $ '" I Additional Fees Due ................. $ Additional Fees Due ....... ...... $ t Revised Plan Checking Fee ....... . CHOOL DISTRICT FEES % (paid at District Office) (Available after Plan Check) 3 - -(paid at Building Division) Residential ...................... x $360.00 = Units Commercial (sq. ft'.) ............... x $0.03 = $ Sq. ft. 4. URBAN AREA FEES (paid at Building Division) Residential ................... —x—=$ # Units Amt. Commercial (sq. ft.) ............ —x—=$ Sq. ft. Amt. 5. RECREATIONAL DISTRICT FEES (paid at District Office) (Available after Plan Check) 6. THERMALITO DRAINAGE DISTRICT FEES $510.00 (paid at Building Division) 7 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. # 6��'a 10 . n3� DATE —T RECEIPT # DATE REC. I 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. APPLICANTDATE Z� G� Pursuant to Govement 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 - Buiding Div. 2nd Copy - Applicant 3rd Copy - Owner ' (Rev. 6/00) C� BUTTE COUNTY SCHOOLS IMPACT FEE CERTIFICATION FORM (One form per tulldiniy School District -FA z&0 ` GE Building Department No. <�s Z — 7-6 A.P. Number ()(,If .2, ( 0 — 03 2.— Jurisdiction: = City County Property Owner / ky—p4 ft,141-- Property Location/Address I �A-r" orrT ff 9 C— (R t- LZ - M k (f 1�r-L- Subdivision SEE 1. Lot No. Z--3 ................................................................................................................... Residential Development L��j�J Sq. Footage , No of Living Mobile Home Addition/ *Supplemental to (Group R) Units Installation Conversion Permit # '(No foundation inspection): Commercial/Industrial , 1 _ y New Addition Building Ir1UVF r1dn5 reviewea Dy acnooi uisinct rersonneq Districf Identification No. School District certifies that v (Street Address (State) has complied with the requirements of Resolution No. representing square feet. School District Representative Paid by Check # � Remarks: Sq. Footage (Including Exterior Roofed Areas) Date 41 ��z -� (Phone nee Number) ;7_� (Zip`Code) by payment of $ AB 2926 $ FULL MITIGATION $ 4,7<-- Date ,7<--Date Notice: You may protest the imposition of the fees identified above by submitting a written protest to the District, in compliance with Government Code Section 66020(a), within 90 days from the date fees are paid. Failure to submit a timely written protest will prohibit you from challenging the imposition of the fees in any court action. If, subsequent to the School District Representative signing this Butte County Schools Impact Fee Certification Form, the School District is notified by the applicable Local Planning Agency that this project is being reviewed under the California Environmental Quality Act (CEQA), this project may be subject to additional school fees to fully mitigate its impact on the school district's schools. White (applicant), Yellow (building department), Pink (school district) feeform.x(s (10/98)dmm O.B.- I OWNER -BUILDER VERIFICATION Attention Property Owner: An "owner -builder" building permit has been applied for in your name and bearing your signature. Please complete and return this information at your earliest opportunity ity to avoid unnecessary delay in processing and issuing your building permit. No building permit" will be issued until this verification is received. 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement: YES C NO ❑ / 2. HAVE E1 HAVE NOT ❑ signed an application for a building permit for the proposed work. 3. I have contracted with the following person (firm) to provide the proposed construction: NAME:_ /�(Vti`/ c,✓Q�ryc ADDRESS: 14-1 1,4 cvo CT% CITY:_ HONE: j3� 'rid �% i z� CONTRACTOR:'S NO. aL3� 4. I p to provide onions of this work, but I have hire P k, d the following person to coordinate, supervi and provide the major work: / NAME: ADDRESS: PHONE: CONTRACTOR'S LICENSE NO. 5. I will provide some of a work but ve contracted (hired) the following persons to provide the work indicated: NAME ADDRESS ONE TYPE OF WORK NOTE: This Owner -Builder Verification is required by Section 19831 and 19832 of the California Health and Safety Coda This verification must be completed and returned to our office before we are permitted to issue the permit. OVER OWNER BUILDER INFORMATION Dear Property Owner: O. .-1 An application for a building permit has been submitted in your name listing yourself as the builder of property improvements specified. For your protection, you should be aware that as "owner -builder" you are the responsible party of record on such a permit Building permits are not required to be signed by property owners unless they are personally performing their own work. If your work is being performed by someone other than yourself, you may protect yourself from possible liability if that person applies for the proper permit in his or her name. Contractors are required by law to be licensed and bonded by the State of California and to have a business license from the city or county. They are also required by law to put their license number on all permits for which they apply. If you plan to do your own work, with the exception of various trades that you plan to subcontract, you should be aware of the following information for your benefit and protection: ♦ If you employ or otherwise engage any persons other than your immediate family, and the work (including materials and other costs) is '$300 or more for the. entire project, and such persons are not licensed as contractors or subcontractors; then you may be an employer. ♦ If you are an employer, you must register with the State and Federal Governments as an employer and you are - subject to several obligations including state and federal income tax withholding, federal social security taxes, workers compensation insurance, disability insurance costs, and unemployment compensation contributions. ♦ There may be financial risks for you if you do not cavy out these obligations, and these risks are especially serious with respect to worker's compensation insurance, ♦ For more specific information about your obligations under Federal Law, contract the Internal Revenue Service (and, if you wish, the U.S. Small Business Administration). For more specific information about your obligations under State Law, contact the Department of Benefit Payments and the Division of Industrial Accidents. If the structure is intended for sale, property owners who are not licensed contractors are allowed to perform their work personally or through their own employees, without a licensed contractor or subcontractor, only under limited conditions. A frequent practice of unlicensed persons professing to be contractors is to secure an "owner builder" building permit, erroneously implying that the property owner is providing his or her own labor and material personally. Building permits are not required to be signed by property owners unless they are performing their own work personally. Information about licensed contractors may be obtained by contracting the Contractors State License Board in your community or at 1020 N Street, Sacramento, CA. 95814. Please complete the "Owner Builder Verification" on the reverse side of this form so that we can confirm that you are aware of these matters. The building permit will not be issued until the verification is returned. rely, Mic el C. Vi ira, C.B.O. M ger, Building Inspection NOTE. 77ds Owner -Builder Information is required by Section 19830 of the California Health and Safety Code OVER AND WHEN RECORDED MAIL TO: BUTTE COUNTY BUILDING DIVISION 7 COUNTY CENTER DRIVE OROVILLE, CA 95965 x''002 --m'057 1 98 Recorded Official Records I CONFORM 1.00 1.00 County Of (/ 7 BUTTE I � CANDACE J. GRUBBS I ` Recorder ROSEMARY DICKSON j AGRICULTURAL STATEViENT Assistant I Carol 11:12AM 25 -Oct -2002 I Page 1 of 1 ` Olr ACICNt3Wf�lilvt�mns� — FOR RESIDENTIAL DEVELOPMENT = I Section 26-8 of the Butte County Code required this acknowledgment to be recon ¢P oF,isAuanceloWDIbilding permit. The property described herein is adjacent to land or included within an -area zoned for`agriM torat�ftrpo` bs,"' and residents of this property may be subject to inconveniences or discomfort from the use of agricultural chemicals, including, but not limited to herbicides, pesticides, and fertilizers; and from the pursuit of agricultural operations including, but not limited to cultivation, plowing, spraying, pruning, and harvesting which occasionally generate dust, smoke, noise, and odor. Butte County has established agricultural purposes and residents within said zones and on adjacent property should be prepared to accept such inconvenience or discomfort from normal, necessary farm operations. All that real property situate in the County of Butte, State of California, described as follows: LCT 'Z3>5 PAY4A'01 S F— 'P l nl l=am V tJIT 1� 1 i 4, 14'702 IA.r-AYfti i 7r. (:,1,2- Date ,12 Date10 q - C7Z State of California County ofw17"L` "4- 0,0, lo, CA. 95954 On Q�%lil 61L '9 aDD1 before me, — –7 /Yrs/ rCiT "-.' --,V7 ie 6 -191 7—,41W:. - personally appeared L7- 4tJd-A4'ufo/c i'- .T%LL- /37 • ")dlwex personally known to me (or proved to me oil the basis of satisfactory evidence) to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and that by his/her/their signature(s) on the instrument, the person(s) or the entity upon behalf of which :the person(s) acted, executed the instrument. WITNESS my hand and officia seal. Signature Seal: `.. JANET,CLARK COMM. # 1258419 NOTARY PUBLIC -CALIFORNIA r ' COUNTY OF BUTTE W A.P1(O.(�'4Z I�3 ? _ Comm. Expires March 27, 2004 OWNER -BUILDER VERIFICATION Azzencion Property Owner: An "owner -builder" building permit has been applied for in your name and bearing your siptp m Please complete and return this information at your earliest opportunity to avoid lum P;essargMay in processing and issuing your building permit. No building permit will be inied until diis verification is received. 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement: YES 22 NO O 2. I HAVE fW HAVE NOT C3 signed an application for a building permit for the proposed V M& 3. I have contracted with the following person (firm) to provide the proposed construction: NAME: ADDRESS: CITY: PHONE: CONTRACTOR'S LICENSE NO., 4. I plan to provide portions of this work, but I have hired the following person to coordinate, supervise, and provide the major work: NA�NIE: ADDRESS: PHONE: CITY: CONTRACTOR'S LICENSE NO. 5. I will provide some of the work but I have contracted (hired) the following persons to provide the work indicated: NAME ADDRESS PHONE' TYPE OF WORK SIGNED: P RO P ERTYO WNER: SOCIAL. SECURITY DATE: 2 -61a -z_ NOTE: This Owner -Builder Veri(iication is required by Section 198.31 and 198314VA# California Health and Safety Code. This verification must be eornpkMd &td returned to our office before we are permitted to issue the permit OVER r OWNER BUILDER INFORitiIATION Cel: Procercv 0w-' An application for a building permit has been submitted in your name listing yourself as the builder of property improvements specified. For your protection. you should be aware that as "owner -builder" you are the responsible party ofrecord on such a permit. Building permits are not required to be signed by property owners unless they are personally perforating dieir own work. If your work is being performed by someone other than yourself, you may protect yourself from possible liability if that person applies for the proper permit in his or her name. Contractors are required by law to be licensed and bonded by the State of California and to have a business licease Isom the city or county. They are also required by law to put their license number on all permits for which they apply. If you plan to do your own work. with the exception of various trades that you plan to subcontract. you should be aware of the following information for your benefit and protection: ♦ If you employ or otherwise engage any persons other than your immediate family, and the work (including materials and other.costs) is 5300 or more for the entire project, and such persons are not licensed as contractors or subcontractors. then you may be an employer. ♦ If you are an emplover, you must register with the State and Federal Governments as an employer and you are subject to several obligations including state and federal income tax withholding, federal social security taxes, workers compensation insurance, disability insurance costs, and unemployment compensation contributions. ♦ There may Ee financial risks for you if you do not carry out these obligations, and these risks are especially serious with respect to worker's compensation insurance. ♦ For more specific information about your obligations under Federal Law, contract the Intemal Revenue Service (and, it you wish, the U.S. Small Business Administration). For more specific information about your obligations under Sate Law, contact the Department of Benefit Payments and the Division of Industrial Accidents. if the structure is intended for sale, property owners who are not licensed contractors are allowed to perform their work personally or through their own employees, without a licensed contractor or subcontractor, only under limited conditions. A frequent practice of unlicensed persons professing to be contractors is to secure an "owner builder" building permit, erroneously implying that the property owner is providing his or her own labor and material personally. Building permits are not required to be signed by property owners unless they are performing their own work personally. Information about licensed contractors may be obtained by contracting the Contractors State License Board in your community or at 1030 N Street, Sacramento, CA. 95814. Please complete the "Owner Builder Verification" on the reverse side of this form so that we can confirm that you are aware of these matters. The building permit will not be issued until the verification is returned. I!N�,l rely. el C. Vi Ira. C.B.O. ger, Building Inspection NOTE: Tris OwnerBuilder lnjormation is required by Section 19810 of the California Health and Safidy Cods OVER I LARRY-PAIN?'ER CHICO ENV. HEALTH ❑ APPROVED F,) it #: o'2-- 200 5 Genera/Information Owners Name: Owners Address: Building Site Addre: EHS ��Ylril-c 15 � JR CONDITIONALLY APPROVED _ ❑ RESOLVE PROBLEMS PRIOR TO APPROVAL PERMIT CLEARANCE Date: eme__rtylnformalron I v Permit Type: ❑ Agriculture Building ❑ Commercial ❑ Industrial ❑ Mobile Home SFD ❑ Residential Accessory - ' ❑ 2nd Dwelling ❑ Multi -Family >2 units per parcel Septic El Well _ 11 Other Zone District: 1� — Date of Zoning Ordinance: General Plan: Development Agreement: Use Permit: Variance: Parcel Is In: Land Conservation Agreement NNo ❑ Yes, check use Minimum Acreage: Nitrate Action Plan No ❑ Yes t, Violation Area ;K No ❑ Yes Specific Plan X No ❑ Yes ❑ Chico ❑ D2N ❑ Cohasset Enterprise Zone JR No ❑ Yes, check use Floodplain jZ No ❑ Yes Zone: Panel Number: 0 7 Watershed Protection Zone No F-1 Yes Proposed Use Comolies With: ❑ General Plan ❑ Zoning Proposed Use Requires: ❑ Use Permit ❑ Minor Use Permit ❑ Administrative Permit ❑ Accessory Building Use Commercial/Industrial/Multi-Family Uses: Parking: ❑ Parking Requirements are OK as Shown ❑ Other Landscaping: ❑ Landscaping Requirements are OK as Shown ❑ Other Road and Drainage Improvements Required: ❑ No ❑ Yes Applicable Setbacks: Zoninc3 Code Street 8t Highways Fire v n ' n Subdivision Ma Front So qL- Side d ide street eareight IH M Environmental Health Issues• Septic Permit Review: Well Permit Review: Land Development Review: Parcel Created by: ❑ Deeds Agriculture Affidavit Required ❑ No ❑ Yes Designated Well Site ❑ No ❑ Yes Drainage Plan (Com/Ind/Multi) ❑ No ❑ Yes Date of Creation: Deed Reference: Parcel Frontage on Publicly Maintained Road: Complies with County Standards for Deed Creation: Comments: i Legal Access Provided: ❑ No ❑ Yes Legal Access Required: ❑ No ❑ Yes ❑ No ❑ Yes, Road Name: ❑ No ❑ Yes fAr2*41;�, JJ C S N J1 Map Date of Recording: 7'1 17— -7 / Lot: _ 23 (� Block. Book: (g Page: Conditions Conditions That Must be Met Prior to Issuance of Permit: ❑ Verify Legal Parcel ❑ Verify Legal Access ❑ Provide Creation Deed ❑ Comply with condition no. of conditions of approval for the r r" ❑ Obtain a Certificate of Compliance (See Planning Division for application). � ❑ Construction across property lines is not permitted (See Land Development for a Merger Application/Lot Line Adjustment). ❑ Comply with Old Subdivision Lot Ordinance (Maps Recorded Prior to Book 17 of Maps Page 23). ❑ Construct road to ❑ Meet parcel size required by zone ❑ Meet current EHD requirements. ❑ Other General Comments: PROJECT PROCESSING RECORD APPLICANT: OWNER• `.. PERMIT #: WORK DESCRIPTION: SC�n— DAT D—ESCREMN OF STEP . 400. - * AF -C' G KC11 F ,4RCH1TE-CTURE. -F- ENGINEERING + CONSULTING November 26, 2002 Keith Long Plans Examiner Consultant Butte County Building Division RE: Plan Check Letter Dated November 6, 2002; APN 064-210-032; Building Permit Number 02-2008 In response to the plan check letter, the following items correspond to the items on the letter. Structural Comments: 2. Attached are two additional copies of the limited structural calculations assuming an R value of 5.5. if there are any questions or concerns, please give us a- call at 892- 8008. LARRY J. WARNER AIA C51 555 )`LYING V, STE- 3, CifCO, CA 95928 1= - 5 30-892--0392 V.-550-892-8008 WWW.AEC_GRO( F.COM F--MALINFO@AE.CGROUP-COM 2- AEC GKOUV ARCHITECTURE r ENGINEERING - CONSULTING October 31, 2002 Keith Long Butte County Building Div. 7 County Center Drive Oroville, CA 95965 Re: APN 064-210-032 Permit No. 02-2008 We have reviewed your plan check letter dated September 11, 2002. We have listed our response below. Our response correlates to your number in your letter, Non Structural: 1. Noted 2. See site plan we have indicated the drainage swales as requested. 3. See architectural floor plan sheet Al -l. Indicated 5/8" Type "x" gyp brd with solid core / self closing door. 4. The 4010 was shown on the elevations as a horizontal slider. Have changed the SH to HS on the floor plan. 5. See floor plan sheet Al -1. Indicated VTO at dryer. 6. See foundation plan as well as the floor plan for all landings 7. See sheet Al -2 for roof plan. 8. Detail 6/55-1 was intended to be full height. Revised detail to show graphically full height. 9. Detail 2/55-1 indicated the #4 bar to be -12" o.c. max.. We have added to that note "T & B Min. 10. Attached 11. Sheet 51-2 has been revised to show the shear wall at line B, Back of garage. Note 1. see revised title 24 Structural: 1. See trapezoidal loadings these are taken up as a PLF loading. Truss A11 isnot over the suspended portion of HDR -3 in is in fact over the plate and king studs. 2. See revised lateral calculations reflecting an R of 4.5. 3. See formula on sheet 2 of MaxQuake E=CvIW/RT. Each one of these values is found on this sheet. T used in the formula on page 2 of MaxQuake is rounded off to two decimals. T actual value is 0.116666. This results in the slight variation, but please note that the "E" of 32132 is not the value used as we are able to use Formula 30-5 which has a value of 6247. F 4. Even though we have had many agencies agree with the ability to use the full value of the gyp brd shear as listed in both the older NER-272 as well as the newer ER -2403 we have run using the reduced factor that you are requesting, See revised plans and lateral analysis. 5. No stem wall we are greater than 48" to the bottom of the footing. No further design is required. 6. We have revised the shear to utilize a ply shear panel even though the actual loads on these two panels are only 46 PLF. See attached revised plans and lateral analysis 7. Based upon NER-272 most of the drywall shear walls do not required blocked at edges. We have however added within the shear wall note on sheet 51-2 that all edges shall be blocked. We have also added a note indicating the use of 3/8" OSB shear in lieu of the drywall. The Block to plate is for the eave blocking to the top plate of the shear wall line. This is for the roof diaphragm transfer to the shear wall line. Thank you for your quick response and understanding to our response as listed above. Sincerely, Larry J Warner AIA CSI Enc. Two sets of plans Two sets revised lateral calculation Two set Title 24 energy PRINCIPALARCHITECT LARRYJ WARNI=RAJA September 11, 2002 Larry Warner, Architect 555 Flying V, Ste. 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: 064-210-032 Building Permit Number: 02-2008 Thank you for submitting the plans for your building project. The plans have been reviewed, and the plan examiner's comments are listed below. Please respond in writing to each item by completing and returning the enclosed PLAN REVIEW RESPONSE FORM. Your complete and clear response will expedite the re -check and approval of this project. NON-STRUCTURAL COMMENTS: INFORMATION ONLY: neither the electrical or GO- sheets were reviewed. Please show drainage patterns away from the house on the uphill side. 3' Specify one-hour protection between the Garage and residence. The 4010 window over the tub should probably be a XO or OX as opposed to SH. .&I Please show a dryer vent to the outside. fa- Please show all exterior landings. The Roof Plan is mirrored; please correlate all plans. X. Detail 6/S5-1: show the #4 verticals full height. I' Detail 2/S5-1: show #4 horizontal top and bottom, typical. K. Please attach TPI bracing criteria for the trusses; alternately, design the bracing. Jx Sheet A1-2 does not show the shear wall at Line B, back of Garage. NOTE: the following comment applies both to this site, and to 064-210-031: Z The orientation of neither home is 0° North. Please use a correct azimuth. STRUCTURAL COMMENTS: 41 How are the reactions from trusses A11 and Al2 reflected in the HDR -3 input? The lateral calculation program assumes an R=5.5, when gypboard walls utilize a R=4.5 per UBC T 16-N. k- r . 2 R : S . >'.f .3-- What factors did the program use to calculate an E=26,289? _A- How is the .50 reduction in allowable capacity of gypboard shear walls for earthquake per UBC T 25-I fn lfactored into the program? 1 of 2 _Sr- Design all stem walls, if any, taller than 48" from bottom of footing. ,Ja! We have never seen a Garage with front wall resistance being satisfied by gypboard, even using full values for wind with blocked construction. Can you "walk me through" the analysis in this area? ,,Y. To get your maximum value for gypboard walls irrespective of item #4, specify that walls must be blocked, as in "all edges blocked". I am unclear as to the meaning of "block to plate @ 48" o.c.". If you wish to discuss any of these requirements, please call (530) 538-7541 between the hours of 1:00 p.m. and 4:00 p.m., Monday through Friday. To discuss either non-structural or structural items, ask for Keith; if after September 22'd, ask for Linda for non-structural items or Philo for structural. Please refer to your Data Sheet for remaining non -plan check items. (You received this form when you applied for your permit.) The counter staff will answer any questions concerning the Data Sheet. Keith Long, Architect Plans Examiner Consultant 2 of 2 November 6, 2002 Larry Warner, Architect 555 Flying V, Ste. 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: 064-210-032 Building Permit Number: 02-2008 Thank you for resubmitting the plans for your building project. The plans have been reviewed, } and the plans examiner's comments are listed below. Please respond in writing to each item by completing and returning the enclosed PLAN REVIEW RESPONSE FORM. Your complete and clear response will expedite the re -check and approval of this project. Please respond to the following items in italics remaining unresolved from the previous plan review: STRUCTURAL COMMENTS: 2. The lateral calculation program assumes an R=5.5, when gypboard walls utilize an R=4.5 per UBC T 16-N. The MaxQuake calculations pp. 2 and 9 are using R=5.5. If you wish to discuss any of these requirements, please call (530) 877-1908 between the hours of 1:00 p.m. and 4:00 p.m., Tuesday through Thursday. To discuss the above items, ask for Keith. Please refer to your Data Sheet for remaining non -plan check items. (You received this form when you applied for your permit.) The counter staff will answer any questions concerning the Data Sheet. Keith Long, Architect Plans Examiner Consultant 1 of 1 September 11, 2002 Larry Warner, Architect 555 Flying V, Ste. 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: 064-210-032 Building Permit Number: 02-2008 Thank you for submitting the plans for your building project. The plans have been reviewed, and the plan examiner's comments are listed below. Please respond in writing to each item by completing and returning the enclosed PLAN REVIEW RESPONSE FORM. Your complete and clear response will expedite the re -check and approval of this project. NON-STRUCTURAL COMMENTS: 1. INFORMATION ONLY: neither the electrical or GO- sheets were reviewed. 2. Please show drainage patterns away from the house on the uphill side. 3. Specify one-hour protection between the Garage and residence. 4. The 4010 window over the tub should probably be a XO or OX as opposed to SH. 5. Please show a dryer vent to the outside. 6. Please show all exterior landings. 7. The Roof Plan is mirrored; please correlate all plans. 8. Detail 6/S5-1: show the #4 verticals full height. 9. Detail 2/S5-1: show #4 horizontal top and bottom, typical. 10. Please attach TPI bracing criteria for the trusses; alternately, design the bracing. 11. Sheet Al -2 does not show the shear wall at Line B, back of Garage. NOTE: the following comment applies both to this site, and to 064-210-031: 1. The orientation of neither home is 0° North. Please use a correct azimuth. STRUCTURAL COMMENTS: 1. How are the reactions from trusses Al l and Al2 reflected in the HDR -3 input? 2. The lateral calculation program assumes an R=5.5, when gypboard walls utilize a R=4.5 per UBC T 16-N. 3. What factors did the program use to calculate an E=26,289? 4. How is the .50 reduction in allowable capacity of gypboard shear walls for earthquake per UBC T 25-I fn Ifactored into the program? 1 of 2 5. Design all stem walls, if any, taller than 48" from bottom of footing. 6. We have never seen a Garage with front wall resistance being satisfied by gypboard, even using full values for wind with blocked construction. Can you "walk me through' the analysis in this area? 7. To get your maximum value for gypboard walls irrespective of item #4, specify that walls must be blocked, as in "all edges blocked". I am unclear as to the meaning of "block to plate @ 48" o.c.". If you wish to discuss any of these requirements, please call (530) 538-7541 between the hours of 1:00 p.m. and 4:00 p.m., Monday through Friday. To discuss either non-structural or structural items, ask for Keith; if after September 22"d, ask for Linda for non-structural items or Philo for structural. Please refer to your Data Sheet for remaining non -plan check items. (You received this form when you applied for your permit.) The counter staff will answer any questions concerning the Data Sheet. Keith Long, Architect Plans Examiner Consultant 2 of 2 L-1T.1J STRUCTURAL CALCULATIONS FOR SPEC HOUSE . FOR L.,ARRYi�.JILL WARNER JOB SITE LOQ- :23S LAFAYE--rO R He cvR()up ARCHITECTURE + ENGINEERING + CONSULTING Larry 7. Warner A.I.A., ARCHITECT 555 FLYING V ST._ SUITE 3 C UCO, CALIFORNIA 95928 530-892-8008 PROJECT: SPEC HOUSE PROD. No. WAR -237 LOCATION: MAGALIA, CA DATE: 7/8/02 BY: LJW PAGE I OF CODES: Uniform building code, 1997 Edition RISC, Manual of steel construction, 9th Edition ACI, Manual of Concrete :Practice, 1988 Edition RITC, Timber Construction Manual MATERIAL: Concrete: f = 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. ASTM A53 Grade B Steel Tubing: ASTM A500 Grade A or B :Machine Bolts: ASTM A307 Grade A Anchor Bolts: ASTM A307 Grade A, unfinished Wood Connectors: Simpson Strong -Tie or equal Wood: Light Framing: Const. Grade Douglas Fir Sttuct. Lt Framing, Joists & Planless: 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 Ground Snow. Floor Live Load: 40 psf 22.2 psf w/ reduction 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, Lamy J. Warner AIA, Architect. Venfictation of the soil conditions at the project site to determine the expansive or bearing capacity is by others. AEC GROUP., Larry J. Warner AIA, 555 Flying V St, Ste -3, Chico, CA 95928, 530-892-8008 PROJECT: SPEC HOUSE .. PROD. No. WAR -237 LOCATION: MAGALZA, CA DA'Z'E: 7/8/02 ROOF DEAD LOAD CALCULATIONS CONVENTIONAL FRAMED ROOF ROOFING 3.0 PSF 1/2" CDX PLY 1,5 TJ1 @ 24" O.C. 1.1 TJI @ 24" O.C. 1.1 518" GYP BRD. 2.8 IN'SUL . 0.5 MISC 0.0 TOTAL 10.0 PSF USE 10.0 PSF. FLOOR SYSTEM 2.3 PSF ( 2x FRAMING FLOOR) 3/4" CDX PLY 2.3 PSF JOIST 2.2 INSULATION' 0.6 GYP 2.8 FLOORING 1.5 MISC 0.5 BY: LJW PAGE 2 OF TRUSSED ROOF SYSTEM ROOFING 3.0 PSI' 1/2" CDX PLY 1.5 TRUSSES @ 24" O.C. 3.5 5/8" GYP BRD. 2.8 INSUL 0.5 MISC 0.0 TOTAL 11.3 PSF USE 12.0 PSF. ( I -JOIST FRAMING FLOOR) 3/4" CDX PLY 2.3 PSF I -JOIST 1.4 5/8" GYP BIRD 2.8 MISC& INSUL 1.5 FLOORING 1.5 TOTAL 9.9 PSF TOTAL 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 05 21.3 PSF USE 21.3 PSF TOTAL 9.5 PSF USE 10.0 PSF, INTERIOR FRAMED WALLS GYP. BRD 2.2 PSF FRAMING 2.0 GYP. BRD 2.2 FINISHOES N/A INSUL NIA 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 '4A1 Eb- Proj. No Wamer--tot 237 GRID WALL SEG. LINE SEG. LGTH 1 a 11'-0 49 b n/a 49 c n/a 92 d 8'-0 92 e n/a 2 a 11'-0 b c d 8'-0 e f 3 a Na b c d e f 4 a 8'r® b c 13`-0 d e f 5 a n/a b c d e f 8 a n/a b c d e f 7 8' rw a b c d e f 8 a n/a b c d e f SHEAF: WALL SUMMARY REV -2 DATE July 8 2002 Rev 10-01-02 SHEET OF LOAD PANEL PANEL H.D. H.D. PLF TYPE No. LOAD TYPE 49 B-3 5 n/a 49 8-3 5 n/a 92 B-3 5 n/a 92 8.3 5 n/a 42 8-3 5 n/a 42 B-3 5 n/a NOTE SHEAR WALL SUMMARY Proj. No Wamer-tot 237 DATE July 8 2002 Rev 10-01-02 SHEET GRID WALL SEG. LOAD PANEL PANEL H.D. LINE SEG. LGTH PLF TYPE No. LOAD A 1 4`-6 76 8-3 5 164 2 6'-0 76 B-3 5 56 3 51-0 76 B-3 5 148 4 5 6 $ 1 15'-0 92 B-2 4 n/a 2 3 4 5 6 c 1 2 4'-0 88 B-3 5 498 3 4 5 6 D al 2 3-a 2'-6 78 B-3 5 442 3-b 7-6 78 B-3 5 442 5 6 E 1-a 2'-8 46 B-3 5 243 1-5 2'-8 46 8-3 5 243 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 REV -2 OF H.D. TYPE ria n/a n/a A. A A nia n/a NOTE SHEAR WALL SCHEDULE per, ER -2403 IJOsdated 10/01/02 SEISMIC w/ reduction PAGE PANEL PANEL LOAD 7 SHEATHING ' 1,2,5,7 EDGE 9 FIELD 9 A.B. SIZE & SILL 3,4 A=35F 6 TYPE No. PLF NOTE NAILING NAILING SPACING NAILING CLIPS ....A ..................... .. �. :::'::.......50....... 1/2" GYP BIRD ONE SIDE..(unbliackdj....2 ......5d.. �... 3/8" CDX PLY ONE SIDES 11'.2" 72"� 16d 12" 72";. O.C. 8 @ 48 518" @ 48" 2 180- THREE COAT STUCCO .............5d 2166 718".@�...6... .. .. ..16G 7/ .I.................. 8' ..................... ,........... 11`2' @ 48 ........... ....... 16d @ 8 ........... ...............,.... ... 30' O.C. B-1 B-2 3 88 5/8" GYP BRD ONE SIDE (blocked) 2 6d @ 4" 6d @ 4" 112" @ 62" 16d @ 12" 60" O.C. B-3 4 100 1/2" GYP BOTH SIDES 2 5d @ 7" 5d @ T' 112" @ 72" 16d @ 92" 48" O.C. B-4 5 6 100 3/8" CDX 2 8d @ 6" 8d @ 12" 112" @ 72" 16d @ 12" 48" O.C. 10d@4" 10d@12' 180 THREE COAT STUCCO 2 16G 718" @ 6" 16G 716'@5' 112° @ 48`' 16d @ 8" 30" O.C. ......................................................................&.1/2" GYP INTERIOR FACE :.........:..........::::.::::::.::::............I......��. 5d T' ....................... Sd @ T'............ ..........,...............................W..............,................. 12" O.C. D••2 C•7.. 165 245 "1.�2r CDX PLY 2. ..10d..S.,........ " '10d.. ..12.......... ' S1" .t.. ............. :........ , C-1 8 245 3/8" CDX PLY ONE SIDES 2 Sd @.4" @ 8d @ 12" 8 @ 48 518" @ 48" 16d @ 4 16d @ 4" 18 O.C. 18" O.C. C-2 9 165 3/8" CDX PLY EXTERIOR 2 8d @ 6" 8d @ 12" 112" @ 48'' 16d @ 8" 30" O.C. 112" GYP BRD INTERIOR 5d @ 7" 5d @ 7" C:..............::: 10 .....:::::::::...330.::::::~ . 318:: CDX PLY BOTH SIDES ........�a..�Qb.6..........,........8d..��. _................519.... .4K............ i6d 3" 16"0 .C. 1 349 9/2" PLY EXTERIOR ......... 2 10d@4" 10d@12' .......... . ............:.........r.,........::::::.....:......,...;.. 518"@36" 16d@3" 12"O.C. D-1 12' 360 7116" CDX PLY BOTH SIDES 8 8d @ 6" 8d @ 1:2" 6i8" @ 36" 16d @ 4" 12" O.C. D••2 13 165 318" PLY EXTERIOR 8 8d @ 6" 8d @ 12" 1l2" @ 48" 16d @ 8" 30" O.C. 5/8"' GYP BRD INTERIOR �td @ 4" sd @ 4" 14 ...:: D-8':.....:::' 390....:.....112" .. CDX PLY BOTH SIDES.........,...........8........Sa..f,•�...5...................8d..4.� 12".................618" ... 39°........ .......................... 16d 3" 12 O.C. EA 15 480 112 CDX PLY EXTERIOR 8 _....... 10d@3" ................ 10d@12" ...11.._................... ....................�.... 518"@36" .....:::................... ....................., . ................................. (2)16d@4" 9"O.0 E-2 16 490 318" CDX PLY BOTH SIDES 8 8d @ 4" 8d @ 12" 518" @ 36" (2) 16d @ 4" 9" O.C. 17 540 7116" CDX PLY BOTH SIDES 8 8d @ 4" 8d @ 12" 618" @ 30" (2) 16d Q 4" 9" O.C. F F-1 18 620 1/2" CDX PLY EXTERIOR 8 10d @ 2" 10d @ 12" 518" @. 24" (2) 16d @ 4" 8" O.C. 19 650 3/8" CDX BOTH SIDES 8 8d @ 3" 8d @ 12" 518" @ 24" (2) 16d @ 4" 8" O.C. -..:::G.... . BOOTTF�H...::::::::::"' ......:::................ .. ................ PLYLY ....... 8..... .. .. ..........,...... �............... ..�.1.2.,.. " .2...4 . . . ............................ .... A'22...............830..........318" 2�0' 772800 112"CCDDXX PSS..l.D... E8. .8d..��r•3,.................8 G :...... 18" ... . ' ...........8@ {2)16d �3O.0 CDX PLY .80Tht SIDES .....................$.......8d.0 �..:"G .23. :•1"oa .................... 8d..4�.12 � .............. 511.§"...�i...18il........... ��.16ci. r.........I.......� a:G:.. N, 970. '/2"CDX PLY BOThi SIDES.: ..a. @.3" .1.0d.@1,2rr: .... ::S/f�", a�..'8,�..........{ } 3" ......6� 2 160..... .... O.C...... H-1 24 1240 1/2" CDX PLY BOTH SIDES 8 10d (g 2" 10d @ 12" 5)'8"@ 12" (2) 200 Q,, 2" 4"O;C 1. OVER DOUGLAS FIR FRAMING 2. ALL PANEL EDGES BACKED W12ANCH NOM. OR WIDER FRAMING U.N.O. 3. STAGGER ALL SILT. NAILING 4. PRE -DRILL ALL 2W & LARGER 5.518" T41-11 SIDING MAY BE SUBSTITUTED FOR 316' CDX PLY. 6. A -35F CLIPS +440# £A. 7. All shear walls with toad plf of over 350 shall hKwe 3X min framing menber at plates and parcel edges 8. ALL EDGES BACKED W/ 3 -INCH NOM. OR WIDER 9. Nails based on folWng 6d .099 dia 2" Ig, 8d.113 dia, 2112 11;, 10d.128 dia, 3" Ig. DW Collers 5d .086 dia, 1518° Ig 6d ,092 dia,17i8' Ig, 8d .113 dia 2 318" ig FTOOTING/SLAB HOLOOWNS H.D. H.D. TYPE NAME A LSTHD8 B STHD8 C STH1)10 D STHD14 E PAI -1042 E HPAHb22 G HPAHD22-2P H PHD2-SDS3 i PHD5-8DS3 K PHD6-SDS3 L PHD8-SDS3 M HDBA N HD1OA O HD20A P HD15 NOTE 518" A307 518" A307 71&'A307 718" A307 718" A307 1" A307 1 1/4" A307 1 1/4" A307 HOLDOWN SCHEDULE ALL HOLDOVWNS ARE SIMPSON STRONG TIE U.N.O. SINGLE OR DBL POUR 2800 PSI CONCRETE A•B, STEIN NAIL / SCREW LOADS WOOD TYPE WALL BOLT REQD. CAPACTY MEMBER N/A 6" 24-16d SINKERS 1825 2-2x NIA 6" 24-16d SINKERS 2210 2-2x N/A 61' 28-16d SINKERS 2880 2-2x N/A 6" 38-16d SINKERS 4295 2-2x N/A 61° 7�16d SINKERS 960 2x N/A 6" 9;164 SINKERS 1315 2X N/A 6 12-16d SINKERS 2030 2x SSTB20 6" 10-SDS1/4.x3 3610 2-2x SSTS24 6" 13-SDS1/4.x3 4665 2-2x SSTB34 6" 18-SDS1/4x3 5860 2-2x SSTB34 6" 24-1S)DS114x3 6730 2-2x SSTB34 8' 3-7/8" 7460 4x SSTB34 8" 4-7/8" 9540 4x 11/4"x36" 8" 4-1" 13380 6x 11/4"x36" 8" 5-1" 15305 6x NOTE 518" A307 518" A307 71&'A307 718" A307 718" A307 1" A307 1 1/4" A307 1 1/4" A307 Lateral Loading: Area, Height & Weight Data Bata: June 24 2002 Rev -9-17-02 Firm: AFC Group Job: blamer Spec Layfatte, M alfa-i�..K...,,1 Warrier AIA C81 m. FLOOR PLAN AREAS & SHEAF WALL GRID SPACING -Establish Grid Sj*cingiwlo0Ww CosuratioWacumel- n Roof Roof shock Area Overall Depth 2nd FI 1 Roof Roof Block Area Floor Bf ocF; ,+area Perimeter Wail Overall laeptl1 1st Floor Flm BNO Area Perhetor Weil Overall f)epth page, : MaxQualke o 19n A.rchforms Ltd. l All Ruphts Reserved Laterat Load Analysis & -j 099.03VtIe7 - Constructielp Design So+B.ware hA �pBack f� Zx 3 1133 All 11191 d w Wali Spacing 22 16 12 Roof 2nd FURf 28.5 R R R 1st Fl 1 1 1 goof 2nd AM 5 R R R -- 1st Fl 9 1 1 Roof 2nd Fl[M 5 R R Ij d_ _.1 1 1 Roof 2nd FUR( 13 R 1st �^ i sof 2nd FURf 1st FI_ 2nd FURf 1st.F1 Roaof 2nd FURf 1sf Fl_ rot =Tj-jLkaf 4v carer# q to B 2 ._ zb We= 61.5 Overall Depth of Roof at 2nd Ff 1221 600 510 51,5 Zx 3 1133 536 .462 69.5 43.5 51.3 Z3 3.2 TYPICAL. DEAD LOADS -Establish Dead loads Pbs/sQ- fl Right Roof liaterior Wali Roof Floor Roofing 2.5 Gyp.Bd 4.4 Block No& Perim Overall Sheathing 1.5 Framing 2 Area ,Area Wall Width Framing 2 Int Finish Snow Other 1539 5p ,�..� 6 a� 6.4^ 1425 50 50 Dealing Roof at 2nd FI 50 Insulation 0.5 Exterior Wall 270 noORH Framing1Ext Finish 2.5 250 t6 CYPd2.8 Shear 1.5 Other _ _ Framing 2 190 Wroj 4.3 Insulation 0.5 170 12 hRe= Floor Gyp. Bd, 2.2 Flooring 4 Int .Finish 338 43.5 Sheathing 2 Other 286 22 hRi= Framing 3.5 � 8.7 � Insulation 0.5 159 Other _ Wl Area �10 We=-. FLOOR. HEIGHTS & WIND AREA 51.2 -Establish Floor to Floor and Roof Heights (8)- wj.r Roof Roof floor P&qh Height . Helpht 360.8 ivt2 N I L Plan wl holh Roa� 5% of Plan.Y Roof Area 4 5 266 Ftfta hRi= vRe vRi 2nd F1 Depth Roof Area 2337 Fl to F.1 Height 8 Eut raor Floor Area ,- WI Porimeter 1 st FI Dp - S it Slab S •.. .� 42 hRi= 153 vRe 1122 Ave. pill to Fl Ht asef Gtltl4wl 6 We= V't= vRi 1621 Flom Area 2131 Wind hal.@Ridge 13 SlabfFoundatioi WI Pwimetef 213 Wrnd Ht.@Gable 10.5 Ridge f to, B,- l,. to R We= 51.2 Wi= 348.8 Mean Roof Ht 10.5 Runs?T less.'than 06 of least hortz. dim. but at least 3H. w;nal Y 11 N I L Plan wl holh Roa� 5% of Plan.Y Roof Area 4 5 266 Ftfta hRi= vRe vRi 2nd F1 Depth Roof Area 2337 Fl to F.1 Height 8 Eut raor Floor Area ,- WI Porimeter 1 st FI Dp - S it Slab S •.. .� 42 hRi= 153 vRe 1122 Ave. pill to Fl Ht asef Gtltl4wl 6 We= V't= vRi 1621 Flom Area 2131 Wind hal.@Ridge 13 SlabfFoundatioi WI Pwimetef 213 Wrnd Ht.@Gable 10.5 Ridge f to, B,- l,. to R We= 51.2 Wi= 348.8 Mean Roof Ht 10.5 Runs?T less.'than 06 of least hortz. dim. but at least 3H. w;nal Y 11 .� 42 hRi= 153 vRe 1122 Ave. pill to Fl Ht asef Gtltl4wl 6 We= V't= vRi 1621 Flom Area 2131 Wind hal.@Ridge 13 SlabfFoundatioi WI Pwimetef 213 Wrnd Ht.@Gable 10.5 Ridge f to, B,- l,. to R We= 51.2 Wi= 348.8 Mean Roof Ht 10.5 Runs?T less.'than 06 of least hortz. dim. but at least 3H. w;nal Y 11 Lateral Load An June 24 21302 Rev -9-170 Firm: ASC tvroup Page 2 i Qudk4E: ©9845 ArchIf®rms Ltd. A(( Rights Reso rvea! Lat; ml Coad Malyols SEISMIC LOADS - — +Establish Dead Lo'ads- Mat. Weights 20 Fli:*r tat Floor Bare Level Ian . „tl Area DL(lbs) A�a(sf? Area tsil DI blues Wt Roof a 1,337 14022 Wt Gail 4.3 9163.3 Wt Ext VM 8.7 12.131 852 74124 Wt Int tM 10 Vit Floor 10 8ual2nd Siwe 1st `..-„ 30a97.;i' Base—*— interior interior wall ck faUlt:10 p,;iarf floor area Sum 2nd.Ist S Base. 30597.7 *Distribute Wrights to Various Levels TrM2 LWWe�ht — M Roof 2nd 0.. Cell 2nd 1f2Wt Ext N 2 Wt Int 0 2 Wt Floor 2 Wt Roof1 st Wt Cell 1 112 Wt ext V'J11 Wt Int Wl 1 Wt Floor 1 1/2M Ext Wl 8smt Wt coil PsmIt Roof 2nd FI t st FI Line I.i�ine tine 1x1022 9153.3 74112.4 Wt Sum 1404 91R3.3 7412.4 Line Sum 97.7 W:z30S 7.7 BUILDING CODE Di!igdbute Stiear ko Various Levels- We formula (30-15) *Soled Code- F6-ce at Le,uel x ..4 V (Wtx)(Htxy,';urn(Wtr)(ttti) Ft assurned = 0 96 BBA lit is measirad from plate to foundation ErEhlp (30.1) 97 SBt:Ctt :Mt x ,._.. .OVQM. F kt6 �p L to R x 97 UBC Root. 2nd Fl/Rootl 1 30598 8 244782 3576 1.00 1.00 1 st' Fib ar t.00 1,00 Sum 30;8 S 244782 357ti dDetermine Base Sihear. UBC Section 1630,2 Zone 3 F Ii -16.2 -Gamic So=eType q fable 1e -o Soil Prof SD Table 16-J Fault Distance 211 . ih kin to Seismic Source Z- 0.3 Table 16-1 Ca=].j3l!able I&.() 1 1.0 Table 16-K Cv= Tabte 1&R 7= 0.12 Formula (308) Na= 1..00 Table 16-$ R= 5.5 " Table 16-N (Tied to Pq 9) Nv= 1.00 Table 16-T tbimul;a 30- 'JA►iND LOADS "Wind Presswo- 8lBC Sec6ont626 Q'=4slv�CaCa Vto 75 Figure 9&1 Ex B Seclion 1616 Ivo=1 fable 16-K Qs 12,6 Table 16 F Ce 0.62 Table 16-G hCq 1.3 Table 16-H; #2 „ uca -0.7 Fable 1e -H,. #2 Ph= 10 l tz. Failte (pst., tl- PV-- -5.468 W. Force (psQ -Total Wind Load In Each Dirpallob At Each Level (lbs)- Trib Area F to (i 'f rb Area L to R Wind Load End Z Inter ;ic SumP•At End Z Ind z 5umF7' t F to s L to R Raaf 2 .._, .. _---_.Y _.. .— Roof 1 42 153 1,980 44 459 2,051' 2nd F1, 1,981 2.057 List f=loor-- ..�-- -._ _ . Up Roof :2 Uplift Up Roof 1 1,122 1,621, t,Iplift 15,000 15.000 -GOVERNING LAT ML LOADS -Maximum TOO Load Irl each Direction At 1-ach Level (Ibs�s Front to Bwk . Sidi to Side ROOT— _ ( -Al _ (30-0) (30-6) (80-7) E= CAN/RT but not � 250aIW/R but not < 0.11CaiW zone 4 not< 0.8ZiVvlWlli 26151 5007 1212 1:11.4= 3,570 lb.. 1=11.4='.1/ 1612.3.1 fgrrritrla (12.9) 2nd FIIRa1of'1 3,576 •,Seismic 3,b76 Selsmi; 1st Floor WOW Load bistribuflion & Overturning Moment P.Vs 5 MaxQuake A Arch -form 1,4111J. Date: June 24 2= Rev -9-17-02 firm: ArC Group All MOW Rmived L04HW Load A a. or specru fatt),JA fia, Is La I w R I .j rAl 61 Constr OnDEW)WO, Une 2 :Uno 3 Lino 4 Line 5 Une 6 Une'T. Line 8 Foroi -seis Wirwi °i6- W/01� if%V,-snmRM- Oislrii , tk Vnerfil jf�q V.gdl-- Vt 8QMV=. ftfiAJ8uftijlA ft VA Mum wlA at . . . . . . . . . . . . C—t % MNV — UMTHOLar .8UMV from ac Ln L % Vactj+ vj.. ax Som a w sfw CRU Lovell wtft �kl T� jeq�"RDA _Leo A M QTM 1� RIL..2TM M) LI AV OLM �KIL R'iA_ . % uMY 'eg Ift (M "L�_WjTfk Seq, WM RNI OTM �,L sw r r-tv Val I Vadj line I or a Vadj line 2 or 4 "WA, Vadj line 4 or 6 VO line 5 or 7 J V level Vao line 7 r-- V alcove 0.93 Frdme I= V 4we v- V above 0,88 V hrrial Vadj!iq2 Vadj ling I or 3 Vadj line P 01.14 Val, line 34 6 V 16vel Vs lino 4 ot: 6 VOO lino 5 or,? V-Jdj.lkie 6 or 8 V80 line I 2A lqve) V 2nd level V 2nd 1440. V Sum V 2nd teveIV 2nd level V bd level V 26d 1OV61 V Burn Vint V Su MV 56.1 22 % stw 9— fir' -. V—SNV '23.7— 28 % $.W 10;q 12 Su V qn % 'qNV Sum Sum V SUMV % W Level se '9 wift Q:r_tA Pq PL LAA RfA V?rh4 seg, Yffit AM $�q—Vlft �� OTM —a -fea—OAI 433 %L VVIN NA OTIA �"Leg Rho OTM 1 $9 M. RRI OTM Lw.Srtm V 1.76 ts�'Lrrt—v ------ p- siko"V+ 0'1% Sum V SUM 11 A 131 7AI 168 d 1W 4.97 3.15 d 266 7,g2 $.92 tum i V Max AbA.5) Val] llin 2 Vaq fine i al 0.-.3a val qnL. 2. or 4 Vadj jine 3 Or 5 0,49 1.00 Vadj line! 4 or -6 Vadj lihe 5 of- 7 or Vadj 11* 6 8 Vad line, 1 r= V ONVO 11-t Vabovk? r= V awve r:- V abmle 14 r- *boye r-- V above it V Above r:; V 9bove W V 0.93 0116 1St kiv v 1.39 1 sl rev V 0.65 QX.! 1st wv 0,30 11'!'1 lev V Is! lav V l6v V 1st leu v Slim V 0.1)3 s A94V 1.76 s SLIM V Sum 11188 ra-s"e� %W ��' - f. — (W Sum V sum V sum V % /W ��! $11011 seg Wift P.11 OTM % S/W Sq Vt",t T tft ML leg PRA % '. No 30 Pr B 12 Ovel Sea_AWft RM t)l-M den UJlfi RM 0 -„TK4 tfG 1q3 60 30A _R_M 2-20/ (r max AbA.5) Vato Urle 2 Vadj line I or a Vadj line 2 or 4 Vadj Upe 3 of 5 Vadj line 4 or 6 VO line 5 or 7 W4 line 6 or 4 Vao line 7 r-- V alcove 0.93 r= V aboya 1.76 I= V 4we v- V above 0,88 r:; V *qje t-- V g.WVe r1r V above rz V sbove 3.05 Bsmt V 0.211 sshil V 8smi V O.Q6 ssrot V Barnt V 8S0`11 8SMI V ftffit'v Lw.Srtm V 1.76 ts�'Lrrt—v ------ p- siko"V+ 0'1% Sum V SUM 11 suin V tum i V Y .IV :2 of M > M J'A > Cka, I M Cd7l zoz fa - 4w r Z� j co 01 73 0 US 4V CL > > c) .ted{-- - - AW E A Q E-1 > M J'A Cka, I M Cd7l zoz - 4w r Z� j co 01 73 Cal jo I 2:41 E �s 9 wIP '}> >� �E pm 0 4S W L o. cr, Z; M 3 Lt PIZ Lt to LI 0 In >1 al . — to g hear INall and Hold bo11 t18' --- c -'Ni %dules PWA '2S.O� 70e. load lhoAthfng NO Wts Noll La 9 symbol (0" 8 %"02 116d. 1/2" i GF:860 GF:140F. 0 -480 6 , NOV 140AS Note m7:i�"'—, iWil as- Wd -per s yinbol 0 or,* beGr" A6.2 .6D 1W Ply ell 4Voc 8"0o22"ac A35 GF:450 Oj( 20howl: 2 0 0 9E)"j? 1 W AEG G to -UP All MOW ResgrvW hallysls,& i I I'{LlZ ey 114"o+" CoAstruction Des, " taftwalre th a R WALL OPtIONS: Placoap in I Ix, , hf tesbact%l block. Select only prep optl(m pndei each headinp' (e�,qept s�ystsrh ween wireg fm :Ped, I zo"e rrr W,rre Mfg, PN oninq Material H $Yute6l 110 Wall shodhing teq 1% x No X simpsoo X, DOQO Fir cr saping Lor, Angples Area KO W,66- Hem Fir (V.,gray.<,49)11*01121 [_;.—I X, 6r PB S1,01-Oyp,8tuO & Ply _X_' Worllre CC 000 ply X, eo strut t. Ply i0d U8?41dl(a4t 1.* Wir 94 14.64 00w (Apx,S) Hf. HgOy Fmm O.Sh)psoti P�ajime 0,1/2. co Ply CWGB 14ga Shpia 1-�Xellv � � , Tr) CwomjZ' Ovemrite 86W. on A0. 0 0 low - Othty ($e 4?, Apx. Q -Z Flame VM, -1 MOW? P*1 Bd 10 (),the lihinoWtistoner CqW�;� r She, (See Aox 0) 1,660 2x GS16 M!-+ L7T2O A H2 zm zx M5't 4V PH1310 H02A ___.,YF . .. , . WINE) AND EARTHQUAKE OATA SH(EAR WALL SCHEDULE hporlopce Foct. I '5,0.4roy TyPe 8 Expor-urp oat. Favilt QistanO6 20 V�Ipd P r 1 es.horo, Of 1016 "'Wil profile SD -P MLE WA4 HOLO-DOWIN & STRAP $CHEDOLE 70e. load lhoAthfng NO Wts Noll La 9 symbol (0" 8 %"02 116d. 1/2" i GF:860 GF:140F. 0 -480 6 , NOV 140AS Note m7:i�"'—, iWil as- Wd -per s yinbol 0 or,* beGr" A6.2 .6D 1W Ply ell 4Voc 8"0o22"ac A35 GF:450 Oj( 20howl: Symbol Uplift Post Fl to Ff AhOor Tye' holt 4�S 4 112° Ply 49 Zftc 0a; Woo 114"o+" lbs. 'Sile Strap 411fapg HO 1)tp, it, A 3 34 .1490 1/2" Ply 211w *te 34 0!;! Note 2A NiAe 2 Nfrolrev " , - NA tl � � 4. A I ryw 1W Ply ivIdt 4.5 A 44 -700 ea SWO 1/2* Ply V 1 1,10 0 r. ?hoc 8�,ot 7*ct A HIq 1,005 2xCSPQ 20 4 PAHOO A Hib 4.6 A M 960 E'a We in- Ply 3" livoc 0404 50100: 1,660 2x GS16 M!-+ L7T2O A H2 zm zx M5't 4V PH1310 H02A Iq + 0 4.6 A !-.2,80 ea side 1/2' Ply 4"op 1 Allck: A H5 4.60 2-2x M$T V,5v I Sheathing; ANN'-N6P4120 (4 ply fth) CO. CC Ply with oil ed blockod A Ht 066 2�2x MST y2, PHOS 7/8' 2 Frafting., 2x OF lyp Q I 16�W 3x reqd ff 1Od W +145181 Ometralion, 24 or 3"0c A He 0. VX -2-2x CM$T14 $8"+ A H10 j).$40 4x CM$jj2-§a'A+ HDlQA A H14 '01/0° 41%( it Plate, qK1 pqnel odlift al: vAlls %W Sherr over 350bs, Wil min. %4 friixn + H014A J!, 6 Oftitponal ei:kjts (in or4m—lle %*s ot'wll rid stow pitile splices A HIS 1,5.30-5 HDJ5, ? A:<:iWhes tO F1 fr, r.1 Ile $fr,,ip for qV acirm jol J_Ile 6 AnthDr bolts (ASTM A-307) Min, *ri*w0emt., vy] 2WO11P Plate Vio.sher 1,StaigOer !Rgsfit3x -Li Straps. ano HOV its Mfg, lair 61i"n Wjtg-Tie Co. 0 t 0, ifidnolls 14 2x, Plates wh§n no, klfr$t >s F*(lrill T81 IvAe fc!r La.q*, Pratokle Washer, Alust I -Oh fct rpenetration itito faist. 2 Nail Hold-DoNs 1410d (2X mag,pprt.j.50) Sas Details 0 .0,11ps: Pjala� to B*Xs only reel's it no thwj**thingtontinultykam Walltf)Riot k% and WO. Onto for NOW.g, Solt and Elitarim"t ROWIfetnOnts 10 Arx-hofs ao!l OW as Mfg, by Simpson Sbvn�t-Tle CA. Cat G-99 3 it No corit lilinn joist Adij L.,(ffi of 6*10ij At o, 16d: 048T 8, fvls y 4 ftal)s a[14 bold-E)OAS frILM run continuous to Wails bej(u*, it no Wolf k,,ulow, ljo to Beams, shed f . Or 3.9ttid•lbowrl F10A Loads i6ar Wall and Hold Clown Sch(,,dules page 10 Re, ROV-9,117V F!rM: AEC: GrOUp Load �sr DIAPHRAGM OPTIOWs. Almna, — Ong mat iVDiaphroom Lei! t-0,Irs X OF or I tltxblocAed Eid Com Only Hem Fir Rf Urift, Fl Blk 0, X Bd@Rf, 1(1@Fl Blo.O.; MCorp Qnly 114ga SWle TO GUSIDMJ�C-, OVSW!tQ khPAM, of See. App, 0 L—Jot* Heigl# 7 f aft 9 ft ROONEXT. WALL UP -LIFT SCHEDULE WaxQuake- elm AtI Rotiii RviervW Areblorms'Lifil. k�*ral Load A-val],pils A COLLe-cToRtnE AND DIAPHRAGM SCHOULE type FOGO Cont. 4pla! 4 Ztrap Washer 'Solid 61wking 400,rd. 04, glia: HO losli of CU pte to liralh: 42� J0.141t. 2ORsi: 6',)6 tO to 2,3.4 N* 4 Wte 5 NOO 7 We Q01ftlorMe as ;'ape peg symbol or M, below NA am A C1 2,231 2X4 MST21 loft A C2 3,606 2X6 MST31 30' 1,79 A C3 00-6 W WOW 1j8' 2.24 A 074 5,800 2x1O MU60 1j8' 2.96 A CS 6,440 202 2. WSW 70 3.28 A 0S 8,31O 2- 2xj0 HSTS 1/8" 4.23 1 A W 1111,179 2. MO. HST6 7181 5,09 A 04 117,691 3- 2x18 7ir Ul 7 I PWde CpM, -ft JDistOaftor w Slid SIKkin at all SWAt Wall Grid Uites act asV4iCOlk!clJ)rand Tiip gehleen (06s pt tireaks in t provide strap) to b,Nintain rie conlipuity 4 RWAJI-thki ad Rod thru R(WO. l0h=Load.16hrmr(plQ. W-Ure Ohd§ W1 VtWhog q HD 6 Provide WAsN kv/ Oia. VOCNO at ond of, bloc d IV.ht Wys, Mfg. irm or 114! St. 6. Connect 0' ontio uQus Coktitoulle to sh"tt 01,11 tis requirld by Shear Mill Schtcluile 7 111) at Rod in Ohear Wall A04 WAt, M, fg, by 81.WOr, Sflftg -rW Cat C,-," A T 100 Ply Nailing or H2 K?. A v 1419 A35 H4' K? 4 V 310 011 H110 HI H2 A W 460 SP4 H7 HID Crsio A X 6QO SP2 1,40 H7 A Y 1,170 FTQ A 7- �,60) Ff AY I? 1 AndWt. #W Cjip;; as Mtq. by 8hpson StgwK 'iyie Co. Caq0_99 OillPhragm Wed 2. Hb15A 2- HW 2- HWA 2- HtW.k HOIQA 2. P�M, 2- HOIDA Djaphmmm tood Mated4l A RO ' I OD 112" KI so A RJ1 pl� V A A - F 215 3 R 314WPlj*r !'Ply A R3 112" Ply A F3 31$" Mir A It! 1120 Ply A F-2 3W Ply She�thino: FlaorW CD -A-0 Ply/088, Fikrif. IN Ql) or Ct PhyR)SB, (MWed 2.17mming: 2x typ, 3x (eqd It l0d Pen MqF4 tairill-5 , ir, nails spaced 110�s ;than p Yoc 3 Typ. 1astariers,- 86 Com. a Rnofiod Cont. (t Flw (noei . MM) field 121QRf,10'@Fl 4!Cdnflouot!�, M-ri Rafte(Molst o-.*.,cowaeq*j at porimeteriM toblwked dipphriws PagO 3 in �MIS$ Archfort*' s L td. &7t.76pe.-44 �002 RIOV4.4-17-02 I AEC Gq)vp mi k1stat-k"eiv Itw , ... . . 00 WSW Ov ijrCa�Uilaffpn Ten lb d 0 An CIOAdih(I Of encibsed BOGn jo C66 .4 gs for' QC6 vmiv VOndIbAids fo t 0 OV go ofed BiAking's H ear Tz6ntA!'W.In4 Loads for Sull,dijIgs Waiji 00P j -4 _S_ , , . UPIM, a,4 45 Qr 4K2 out- Foj4o 241 4.4 0 ZA 51„i3 .iii A;I o A,Q .110 -0-10 -8 Down 12 Load 4 or Forco 1.2 12 ij 1� , I VOI�A AOR 1,5K. EtlCto #t9 .',!o ',!or 2. SB.C(A VW00 . . . . . . . . . . A 0.4 Q Eii� � ���” 01'�� Y of Roof . . . . . . .... ... _4 0,0 10 ...:0 It to<a<O 1.4 A 1,2 41 V IOW "I'D IM Oi/arWng,.,,Gbp* iiicludo 64 m Witid,Ao a oq.O.,* 016cfwb4,VaqlA osciA Of both t re pppg lowr awme, f 3Stop# $13 < ak*45 Plus: iril, Minut'dtht, (jtWqn fG-r For- paretally OW, fted buildinp +00.p q�_d 0. 1, -GVP Minus O.A. 14 A"*p Gap 10% wfibn a 14 Fkqurp, I0A�4"Woo C;cp Iptic-01 NMI Loac 'for Monbslldpe Raoft F14,ky'a 1606,2p `3 < a c 10 3<a<30 Z ,16 11 a0 1 1 ror '"YCO C 1016 K :3 a < 5 Wind Ar& -i (oq.ft.) If a<z -0 $60 F19VTP ! 08,2() lope Roofs 10 Q a < m Ng { STRUCTURAL GALGUL,ATIONS FOR 5p� HOUSE FOR LARRY iT. JILL ;P�g JOB 51 I LOT 238, LAFAYF-TTT-= OR r- IAOALIA, GA A+E•C GROUP ARCH[; ECTURE + EN:GINEER€i C, + CONSULTING Larry I Warner A.1. A., ARCHITECT 555 FLYING V ST., LITE 3 CIRCO, CALIFORNIA 95928 530-892-8008 PROJECT: SPEC HOUSE pROJ. N. o. WARs238 LOCATION: MAGALIA, CA DATE: 7/8/02 BY: LJW PAGE 1 OF CODES: Uniform building code, 1997 Edition RISC, Manual of steel construction, 9th Edition ACI, Manual of Concrete Practice, 1988 Edition RITC, Timber Construction Manual MATERIAL: Concrete: f c = 2,500 psi min. @ 28 days Masonry: #c = 1500 ps Mortor: f c = 1800 psi, Type "S" Grout: f = 2500 psi a 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: ASTM A53 Grade B Steel Tubing: ASTM A500 Grade A or 13 Machine Bolts: ASTM A307 Grade A Anchor Bolts: ASTM A307 Grade A, 'unfinished Wood Connectors: Simpson Strong -Tie or equal Wood: 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 A 190.1-1983 Simple Spans: 24F -V4 Combination Cantilevers: 24F -V0 Combination LOADS: Roof Live Load: 37 psf Ground Snow Floor Live Load: 40 psf 22.2 psf w/ reduction Seismic Gone: 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. Veri£tcAtio,of the soil conditions at the project site to determine the expansive or bearing capacity is by others. AEC GROUP., Larry I Warner AIA, 555 Flying V St. Ste -3, Chico, CA 95928, 530-892-8008 PROJECT: SPE iIOCTSE PROD. No. WAR -238 LOCATION: MAGALI,A,, CA DATE: .7/8/02 BY: LJW PAGE 2 OF ROOF DEAD LOAD CALCULATIONS CONVENTIONAL FRAMED ROOF ROOFING 33.0 PSF 1/2" CDX PLY 1.5 TJ1 @ 24" O.C. 1.1 TJI @ 24" 0. C. 1.1 5/8" Gyp BRD. 2.8 INSUL 0.5' MISC 0.0 TOTAL 10.0 PSF USE 10.0 PSF. FLOOR SYSTEM 3.0 PSF ( 2x FRAMING FLOOR) 3/4" CDX PLY 2.3 PSF JOIST . 2.2 INSULATION' 0.6 GYP 2.8 FLOORING 1.5 NIISC 0.5 TOTAL 9.9 PSF TOTAL 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 PS.F, 1.5.0 PSF 2.3 3.5 0.5 21.3 PSF USE 21.3 PSF TRUSSED ROOF SYSTEM ROOFING 3.0 PSF 1/2" CDX PLY 1.5 TRUSSES @ 24" O.C. 3.5 5/8" GYP BRD, 2.8 INSUL 0.5 MISC 0.0 TOTAL 11.3 PSF USE 12.0 PSF. ( I -JOIST FRAMING FLOOR) 3/4" CDX PLY 2.3 PSF I -JOIST 1.4 Sr'8" GYP BRD 2.8 MISC& INSUL 1.5 FLOORING 1.5 TOTAL 9.5 PSF USE 10.0 PSF. ANTERIOR 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. Stc-3, Chico, CA 95928, 530-892-8008 �r � 5 v �' 44 0 �• a 7 m �� 44 Roof Beamf 97 Uniform Building Code (91 NDS) j Ver. 5.01b Bw Larry J Warner AIA, AEC Group on: 07-08-2002,.10-24-47 AQP Proiect: WAR -238 - Location: G014-1 V= Summary: LB 3.5 IN x 7.25 IN x 16.5 FT / #2 - Douglas Fir -Larch - Dry Use 24.2 Section Adequate By: 26.8% Controlling Factor Section Modulus ! Depth Required 6.44 In Deflections: 30.6 Dead_ Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): Live Load: LL-Rxn= Dead Load: DL-Rxn= Total Load: TL-Rxn= Bearing Length Required (Beam only, Support capacity not checked): BL= Beam Data: Span: L= Maximum Unbraced Span; Lu= Pitch Of Roof: RP= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: U Roof Loading: Roof Live Load -Side One: LL1= Roof Dead Load -Side One. Du1= 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: Cd= Beam Self Weight: SSW= Slope Adiusted Beam Loading: Beam Uniform Live Load: wL= Beam Uniform Dead Load Adjusted for Rafter Pitch: wD adf= Total Uniform Load:—WT= Properties For: #2- Douglas Fir -Larch Bending Stress: Fb= Shear Stress: - Fv= Modulus of Elasticity: E= Stress Perpendicular to Grain: Fe perp= Adjusted Properties Fb- (i ension): Fb'= Adjustment Adjustment Factors: Cd=1.15 Cf=1.30 FV: Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: 8:25 ft from left 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"t . Required Sections: Section Modulus: Area: Moment of Inertia: 0.30 IN. 0.43 IN = U459 0.73 IN = L/273 $80 LB 260 LB 639'. LB 0.29 IN 16.5 FT 0.0 FT 4 :12 240 180 23 PSF 12 PSF 1.0 FT 23 PSF 12 PSF 1.0 FT 1.15 6 PLF 46 PLF 31 PLF 77 PLF 875 PSI 95 1 PSI 1600000 PSI 625 PSI 1308 PSI 109 PSI I ,& 2636 FT -LB V= 639 LB Sreq= 24.2 IN3 S= 30.6 IN3 Areq= 8.8 IN2 A= 25.3 IN2 73.4 IN4 1= 111.1 IN4 - Roof Beam( 97 Uniform Building Code (91 NDS)1 Ver: 5.01b By: Larry J Warner AIA, AEC Group on: 07-0-8-20,02, 10'24:48 A.M Project: WAR -238 - Location: HDR -1 2404 Summary: Sreq= 3.5.IN x 11.25 IN x 7.0 FT / #2 - Dou0Ias Fir -Larch - Dry Use IN3 Section Adequate By: 19.3% Controlling Factor: Area / Depth Required 9.43 In Deflections: Areq= Dead Load: DLD= Llve Load: LLD= Total Load: TLD= Reactions (Each End): IN4 Live Load: LL-Rxn= Dead Load: DL-Rxn= Total Load: TL-Rxn= Bearing Length Required (Beam only, Support capacity not checked): BL= Beam Data: Span: .Maximum Unbraced Span: L u-. Pitch Of Roof.. RP= Live Load Deflect. Criteria: L/ Total Load Deflect. Criteria: L/ Roof Loading: Roof Live Load -Side One: LL1= Roof Dead Load-Seide One: DLI= Tributary Width -Side One: TW1- Roof Live Load -Side Two: LL2= Roof bead Load -Side Two: DL2= Tribut6ry Width -Side Two: TW2= Roof Duration Factor: Cd= Beam Self Weight: SSW= Slope Adjusted Beam Loading: Beam Uniform Live Load: WL= Beam Uniform Dead Load Adjusted for Rafter Pitch: wD adi= Total Uniform Load: -WT= Properties For: #2- bouglas Fir -Larch Bending Stress: Fb= Shear Stress: Fv=. Modulus of Elasticity: E= Stress Perpendicular to Grain: Fc_perp= Adjusted Properties FoVension): Fb'= Adjustment Factors: Cd=1.15 Cf--1.10 Fv':. Fv'= Adlustment Factors: Cd=1.15 Design Requirements: Controlling. Moment: 3.5 ft from left 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: Area: Moment of Inertia: 0:02 IN 0.04 IN = L/2365 0.06 IN = U1504 i 1530 LS 875 LB 2404 LB 1.10' IN 7.0 FT 0.0 FT 4.: :12 24.0 180. 23 PSF 12 PSF 17.0 FT -23' PSF 12 PSF 2:0 FT 1.15 1.0 PLF 437 PLF 250 PLF 687 PLF 875 PSI 95 PSI 1600000 PSI 625 PSI 1107 PSI 109 PSI M= 4207 FT -LS V= 2404 LB Sreq= 45.7 IN3 S= 73.8 IN3 Areq= 33.1 IN2 A= 39.3 IN2 lFeq= 49.7 IN4 1= 415.2 IN4 Multi -Loaded Beamr 97 Uniform Building Code (91 NDS) ) Ver: 5.01b By: Larry J Warner AIA , AEC Group on: 07-23-2032: 2:18:50 PM Project: WAR -238 - Location: HDR -2 Summary: IN 3,5 IN x 11.25 IN x 6.5 FT 12.0E Parallam - Trus Joist -MacMillan IN = U7450 Section Adequate By: 84.0% Controlling Factor: Area/ Depth Required 6.11 In Center Span Deflections: 291 Dead Load: lave Load: OLD -Center - Total Load: LLD -Center= Center Span Left End Reactions (Support A): TLD -Center= Live Load., Dead mag.,: LL-Rxn-A= Total Load: DL-Rxn-A= Bearing Length Required (Beam only, Support capacity not checked): Center Span Right End Reactions (Support By TL-Rxn-A= BL -q= Live Load: 1.58 Dead Load: LL-Rxn-B = Total Load: L-Rxn-B= D 'Bearing Length Required (Beam only, Support capacity not checked): Beam -Data: TL-Rxn-B= BL -B= 'Center Span Length: Center Span Unbraced Length -Top of Beam: L2= Center Spar: Unbraced Length -Bottom of Beam: Live Load Duration Factor: Lu2-Top = Lug -Bottom= Live Load Deflect. Criteria: Cd= Total Load Deflect. Criteria: U Center Span Loadin U Uniform Load; g Live Load: Dead Load: Beam Self Weight: Total Load: Point Load 1 Live Load: Dead Load: Location (From left end of span): _ Properties For: 2.0E Parallam- Trus Joist -MacMillan Bending Stress: Shear Stress; Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb' (Tension): Fw: Adjustment Factors: Cd=1.00 Cf=1.01 wL-2= wD-2= SSW= WT -2= 0.01 IN 0.01 IN = U7450 0.02 IN = U4243 291 LS 244 LB 534 LB 0.20 IN 2409 LB i727 LB 4137 LB 1.58 IN 6.5 FT 0.0 FT 6.5 FT 1.00 360 240 0 PLF 0 PLF 12 PLF 12 PLF PL1-2= 2700 LB PD1 -2= 1891 LB X1-2= 5.8 FT Fb= 2900 PSI FV__ 290 PSI E= 2000000 PSI Fc perp= 750 PSI Fb'= Adiustment Factors: Cd=1.00 Fv = Design Requirements: Controlling Moment: 5.785 Ft from Left Support of Span 2 (Center Span) M= Critical moment created by combining all dead loads and live loads on span(s) 2 Maximum Shear At Right Support of Span 2 (Center Span) V= Critical shear created by combining all dead loads and live loads on spans) 2 Comparisons With Required Sections: Section Modulus: Area: Moment of inertia: 2921 PSI 290 PSI 2886 FT -L8 4137 LB Sreg= 11.9 lN_3 S= 73.8 IN3 meq= 21.4 IN2 A= Ireq= 39.3 23.5 IN2 IN4 1= 415.2 IN4 Multi -Loaded Beam(, 97 Uniform Building Code (91 NDS) I Ver: 5.01b By: Larry J Warner AIA, AEC Group on: 07-23-2002; 2,19:11 PM Proiect: WAR -238 - Location: HDR -3 Summary: 3.5 IN x 11.25 IN x 6.5 FT / 2.0E Parallam - Trus Joist -MacMillan e%-4— Section Adequate By: 129.71/6 Controlling Factor. Area / Depth Required 7.22 In Span Deflections. Dead Load: Live Load: TotalLoad: Center Span Lett 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: T otal 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 Lett 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): FV:Adjustment Factors: Cd=1.00 Cf=1.01 Adiustment Factors: Cd=1.00 Design Requirements: Controlling Moment.' 4.225 Ft from Left Support of Span 2 (Center Span) DLD-Center- 0.03: IN LLD -Center= 0.04 IN= 112223 TLD -Center= .0.06 IN = L/1295 LL-Rxn-A= 1 864 LB DL-Rxn-A= 1346 LB TL-Rxn-A= 3209 LB BL -A= 4.22 IN LL-Rxn-B= 1925 LB DL -Rxn-l3= 1388 LB TL-Rxn-B= 3313 LB BL -B= 1.26. IN L2= 6.5 FT Lu2-Top= 0.0 FT U2-Bottorn= 5.5 r Cd= 1.00 U 360 L/ 240 wL-2= 0 PLF wD-2= 0_ PLF BSW= 12.. PLF wT-2= 12 PLF PL1-2= 2464 8 PD1 -2= 1739: LB X1-2= 4.25 FT TRL-Left-1-2= 435 PLF TRD-Left-1-2= 305 PLF TRL-Right-1-2= 435 PLF TRO -Right -1-2= 305 PLF A-1-2= .0:0 FT B-1-2= 3.0 FT C-1-2= 3.0 FT Fb= 2900 PSI Fv= 290 PSI E= 2000000 PSI Fc_perp= 750 PSI Fb`= 2921 PSI Fv'= 290 PSI M= 7401 FT4L8 Crltical moment created by combining all dead loads and live loads on span(s) 2 Maximum Shear: V= At Right Support of Span 2 (Center Span) 3313 LB Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus: Sreq= 30.5 IN3 Area: S= 73.8 IN3 Areq= 17.2 IN2 Moment of Inertia: A= 39.3 1N2 Ireq= 77.0 !N4 1= 415.2 IN4 Column( 97 Uniform Building Code (91 NDS)1 Ver. 5.01b By' Larry J Warner AIA, AEC Group on: 07-23-2002: 2:19:66 PM Proiect: WAR -238 - Location: C-1-11311-2 Summary: 1.5 IN x 5.5 IN x 7 FT / Stud - Douglas Fir -Larch - Dry Use Section Adequate By: 30.7% Vertical Reactions,• Live: Dead: Vert-LL-Rxn= 2409 LB Total: Vert-DL-Rxn= 1743 LB Axial"Loads: Vert-TL-Rxn= 4152 LB Live.Loads: PL= 2409 LB Dead Loads: PD= 1727 LB Column Self Weight: CSW= . 16 LB Total Loads: PT= 4152. LB Eccentricity (X=X Axis): ex= 0.00 IN Eccentricity (Y -;Y Axis): ey= 0.00 IN Axial Duration Factor: Cd-Axiaiz 1.00 Column Data: Length: L= 7.0 FT Maximum Unbraced Length (X -X Axis): Lx= 7.0 FT Maximum Unbraced Length (Y -Y Axis): LV__ 0.0 FT Column End Condition: Ke= 1.0 Calculated Properties: Column Section (X -X Axis): dx= 5.50 IN Column Section (Y -Y Axis): dy= 1.50 IN Area: Section Modulus (X -X Axis): A= SX-- 8.25 7.6 IN2 IN3 Section :Modulus (Y -Y Axis): Sv= 2.1 1N3 Slenderness Ratio: Lex/dx= 15.3 Properties For: Stud- Douglas Fir -Larch Ley/dy= 0.0 Compressive Stress: 'of Fc= 825 PSI Modulus Elasticity: E= 1400000 PSI Sending Stress (X -X Anis): Fbx= 675 PSI Bending Stress (Y -Y Axis): Fby= 675 PSI Adjusted Properties: Fc': Adiustment Factors: Cd=1.00 CP=0.88 Fc'= 727 PSI Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Compressive Stress: fc= 503 PSI Allowable Compressive Stress: Fc'= 727 PSI Column( 97 Uniform Building Code (91 NOS)1 Ver. 5.01b. Bv: Larry S Warner AIA . AEC Group on: 07-23-2002: 2:20:09 PM Proiect: WAR -238 - Location: C -HDR -3-L Summary: 1.5 INx 5.5 IN x 7 FT / Stud - Douglas Section Adequate By: 46.2% Vertical Reactions-, Live: Dead: Total: Axial Loads: Live toads: Lead Loads: Column Self Weight: Total Loads: Eccentricitv (X -X Axis): Eccentricitv (Y -Y Axis): Axial Duration Factor: Column Data: Length: Maximum Unbraced Length (X -X Axis): Maxiriium Unbraced Length (Y -Y A)ds): Column End Condition: G21cadated Proper:ie4: Column Section (X -X Axis): Column Section (Y -Y Axis): Area: Section Modulus (X -X Axis): Section Modulus (Y -Y Axis): Slenderness Ratio: Properties For. Stud- Douglas Fir -Larch Compressive Stress: ,Modulus of Elasticity: L3andinp Stress (X -X Axls); Bending Stress (Y -Y Axis): Adjusted Properties: Fc': Fir -Larch - Dry Use Adiustment Factors: Cd=1.00 Cp=0.88 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Compressive Stress: Allowable Compressive Stress: Vert-LL=Rxn= 1864 113 Vert-DL-Rxn= 1362. LB Vert-TL-Rxn= 3226 LB PL= 1864 LB rD= 1346 LB CSW= 16 LB PT= 3226 LB ex= 0.00 IN ev= 0.00 IN Cd Axial= 1.00 L= •7.0 FT Lx= . 7.0 , FT Lv= 0.0 FT Ke= 1.0 dx= dv= A= Sx= Sv= Lextdx= Leyldy= Fc= E_ Fbx= Fby= Fc'= fc= Fc'= 5.50. IN 1.50 IN 8.25 IN2 7.6 IN3 2.1 IN3 15.3 0.0 . . . 825 PSI 1400000.;. PSI oIs PSI' 675 PSI 727 PSI 391 PSI 727 PSI Column( 97 Uniform Building Cade (91 NDS) ) Ver: 5.01b By: Larry J Warner AIA, AEC Group on: 07-23-2002: 2:20:32 PM Proiect: WAIS-238 - Location: C-HDR-3-R Summary: 1.5 IN x-5.5 IN x 7 FT / Stud - Douglas Fir-Larch - Dry Use Section Adequate By: 35.8% Vertiml Reactions: Live: Vert-LL-Rxn= 1925. LB Dead: Vert-DL-Rxn= 1404 L8 Total: Vert-TL-Rzn= 3329 LB Axial' Loads: L ve Loads: PL= 1925. LB Dead Loads: PD= 13.x.88 LB Column Self Weight: CSW__ 16 LB Total Loads: PT= 3329. LB Eccentricity (X-X A)is): ex= 0.00 IN Eccentricity (Y-Y Axis): ev= 0.00 IN Arial Duration Factor: Cd-Axial= 1.00 . Column Data: Length: L= 7.0. FT Maximum Unbraced Length (X-X Axis): Lx= 7.0:- Maximum Unbraced Length (Y-Y Axis): Ly= '0.0.. FT Column End Condition: Ke= 1.0 Calculated Properties; Column Section (X-X Axis): dx= 5.50" IN. Column Section (Y-Y Axis): dy= 1.50. 'IN Area: Section Modulus (X-X Axis): A= Sx= 8.25 7.6 IN2 IN3' Section Modulus (Y Y Axis): Sy= 2.1 IN3 Slenderness Ratio: Lex/dx= 15.3 Properties For: Stud- Douglas Fir-Larch Ley/dy= 0.0 Compressive Stress: Fc= PSI Modulus of Elasticity: E= .825 :140Q000:- PSI Bending-Stress (X-X Axis): €bxm 67s, Pel Bending Stress (Y-Y Axis): Fby= 675- PSI Adjusted Properties: Fc'' Adiustrnent Factors: Cd=1.00 Cp=0.90 Ci=0.85 Fc'= 628 PSI' Column Calculations (Controllinq Case Only): Controllinq Load Case: Axial Total Load Only (L + 13) Compressive Stress: fc= 404, PSI: Allowable Compressive Stress: Fc'= 628 PSI Roof Beamf 97 Uniform Building Code (91 NDS) ) Ver 5.01b By: Larry J Warner AIA; AEC Group ori: 07-08-200-9:'10:24.46 AM Project: WAR -238 - Location: BMA IN = U1517 Summary: -IN = U957 5.5 IN x 11.5 IN x 9.0 FT / #2 - Douglas. Fir -Larch - Dry Use LB Section Adequate By: 32.2% Controlling Factor. Area / Depth Required 9.55 In Deflections; LB Dead Load: QLD= Live. Load: LLD= Total Load: TLD= Reactions (Each End): . :-1 2 .. . Live Load: LL Rxn= Dead Lord: DL-Rxn= Total Load: TL-Rxn= Searing Length Required (Beam only, Support capacity not checked): BL= Beam Data: FT Span: L= Maximum Unbraced Span: Lu= Pitch Of Roof. RP= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: U Roof Loading: Roof Live Load -Side One: LL4= ,: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: 2= Roof Duration. Factor: Cd= Beam Self Weight: BSW= Slope Adjusted Beam Loading: Beam Uniform Live Load: wL= Beam Uniform Dead Load Adjusted for Rafter Pitch: wD adj= Total Uniform Load` . wT= Properties For:' #2- Douglas Fir -Larch Bending. Stress: Fb= :Shear Stress: Fv= Modulus of Elasticity: E- .-Stress Perpendicular to Grain: Feperp= Adjusted Properties Fb` (Tension): Fb'= Adjustment Factors: Cd=1.15 Cf=1.00 Fv': Fv'= Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: 4:5 ft from left 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: Area: Moment of Inertia: M= V= 0:04 .. IN 0.07 IN = U1517 0:11 -IN = U957 19$7 LB 1151 LB 3117 LB 0.91 IN 9.0 FT 0-0 F -r 4 :-1 2 240 ' 180. 23 ' .. PSF• 12. PSF 17.6. FT 23;.. PSF 12 -PSF 2.0 FT 1.15. 15' :. PLF 437_ PLF .256.. "PLF 693 PLF . 875 PSI 85 PS1 1300000 PSI 625 PSI 1006 . PSI 98 PSI 7014 FT -LB 3117 LB Sreq= 83.7 IN3 S= 121.2 IN3 Areq= 47.9 IN2 A= 63.2 IN2 Ira,,-*= 131.1 1N4 1= 697.0 IN4 Roof Beam[ 97 Uniform Building Code (91 NDS) )'Ver 5.01b BY: Larry J Warnar AIA , AEC'Group on; 07-08-2002: 10:24:46 AM Proiect: WAR -238 - Location: BM -2 . IN = L/3624 Summary: . .IN. _ U2235. C2 1:.5 IN x 11.25 IN x 9.0 FT / #2 - Douglas Fir -Larch'- Dry Use LB Section Adequate By. 181.1% Controlling Factor: Section Modulus / Depth Required 6.71 In Laminations ars to be fifty connected to provide uniform trnsfer offloads to at, members Deflections: LB . Dead Load: OLD= Live Load. LLD= Total Load: . TLD= Reactions (Each End): -.12. Live<LoaS` .. ' LL-Rxn= Dead Load: OL�Rxn= Total Load: TL-Rxn= Bearing Length Required (Beam only, Support capacity not checked): BL= Beam Data. ' FT Span;. L= Maximum Unbraced Span: Lu= 'Pitch Of Roof: RP-- p=Live LiveLoad Deflect. Criteria: L/**: Total .Load Deflect. Criteria: U Raaf. Loading: Ri' of 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: Cd= Beam Self Weight: Slope Adiusted Beam Loading: BSW= Beam Uniform Live Load: wL= Beam Uniform Dead Load Adjusted for Rafter Pitch. Ir wD adl'= Uniform Load: v,T=. Properties For:: #2- Douglas Fir -Larch Bending Stress: F= b= Sh4ar.Stres's: F Modulus of Elasticity: E= :Stress Perpendicular to Grain: Adjusted Properties Fc perp= Fb' (Tension): Fb'= . Adjustment Factors: Cd=1.15 Cf=1.00 FV: FY= . Adjustment Factors: Cd=1.15 Design; Requiremems: Controlling Moment: 4.5 ft from left 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: Area: Moment of Inertia: M= V= 0.02 IN 0.03 . IN = L/3624 0.05 .., .IN. _ U2235. 518 LB 322 LB' 839 LB . 0.45 IN.- o 0 � .. 0.0 FT 4: -.12. .24.0. .:..:.: 180 23: PSF. 12 PSF 3.0. FT 23 P8F. 12 PSF 2.0 FT: 1.1:6 8.. PLF 115 PLF 71 PLF 186 PLF 875. PSI 95 PSI. 1600000 PSI.' ., 625. . .PSI. 1006 PSI 109 PSI 1888 FT -LB 839 LB Sreq= 22.6 IN3 S= 63.2 IN3 Areq= 11.6 IN2 A= 33.7 iN2 Iraq= 28.7 IN4 I= 355.9 IN4 Column( 97 Uniform Building Code (91 NDS) ) Ver: 5.01b By: Larry J Warner AIA, AEC Group on: 07-08-2002: 10:24:50 AM Proiect: WAR-238 - Location: C-BM-1-2 Summary: 3:5 IN x 5.5 IN x 8 FT / #2 - Douglas Fir-Larch - Dry Use Section Adequate By: 63.2% Vertical. Reecti6ns Live: Vert-LL-Rxn= 2485:'L'B Dead: VemDL-Rxn= 1516 L8 Total: Vert-TL-Rxn= 4001. LB Axial Loads: Live Loads: PL= 2485 LS Dead Loads: PD= 1473. LB' Column Self Weight: CSW= '43 LB' Total Loads:.. PT= 4001 LB Eccentricity (X X Axis): ex= 0.00.. IN"' Eccentricity (Y-Y A)is): ey= 0100.. 'IN Axial OuraWn Factor. Cd-Axial= 1.00 Column-Data: Length: L= 8.0 FT Maximum Unbraced Length (X-X Axis): Lx= 8.0 ' FT` Maximum Unbraced Length (Y-Y Axis): Ly= 8.0 FT Column End Condition: Ke= 1.0 Calculated Propeliies: Column Section (X-X Axis): dx= 5.50 IN Column Section (Y-Y Axis): dy= 3.50- IN Area: A= 19.25 IN2. Section Modulus (X-X Axis): SX-_ 17.6 IN3 Sectiori Modulus (Y-Y Axis): SV- 11.2 W3 Slenderness Ratio: Lex/dx= 17.5 Ley/dy= 27.4' Properties For: #2- Douglas Fir-Larch Compressive Stress: Fc= 1300: PSI Modulus of Elasticity: E_ 1600000 PSI Bending Stress (X-X Axis):Fbx= 8' Pg) Bendinq Stress (Y-Y Axis): Fby= 875 PSI Adjusted.-Properties: Fc': Fc'= 564 PSI Adiustment Factors: Cd=1.00 Cf-1.10 Cp=0.39 Column Calculations (Controlling Case Only): Controiiing Load Case: Axial Total Load Only (L + 0) Compressive Stress: fc= 208 PSI Allowable Compressive Stress: Fc'= 564 PSI Column( 97 Uniform Buildinq Code (91.NDS) ) Ver: 5.01b By; Larry J Warner AIA . AEC Group on: 07-23-2002: 2:19:36 PM Project: WAR -238 - Location: GGT -B-1 Summarv: 1.510.x-5.5 IN x.7.75 FT / Stud -:Douglas Fir -Larch - Dry Use Section' Adequate By: 20.6% Verti�l R�atians: Live: Vert-LL-Rxn= 2692 LB Dead: Vert-DL-Rxn= 1904:. LB. Total: Vert-TL-Rxn= 4596.. LB Axial. Loads: Live Loads:.. PL= .2692'. LB.. Dead Loads: PD= 1 oa366: LB Column Self Weight: CSW= 18'. LB . . Total. Loads: PT= . .4596.. LB Eccentricity (X X Axis): ex=.0.00; IN Eccentricity (Y -Y Axis): ev.= 0;00 IN:! Rel Duration- Factor: Cd=Axial= 1.00 Column Data: Le n4th: L—..7.75-:.,: FT Maximum Unbraced Lenqth (X -X Axis): Lx= 0.0- . FT Maximum Unbraced Length (Y -Y Axis): Lv= 0.0 FT. Column End Condition: Ke= 1.0 Calculated Properties: Column Section (X -X Axis): dx=. 5.50 IN- Co'luinn Section (Y -Y Axis): dy= 1.50.. .IN Area:.. A= 8:25 :' 1N2 Section Modulus (X -X Axis): Sx=' . 7.6 .. IN3. :Section Modulus (Y -Y Axis): Sv= . 2;1". IM Slenderness Ratio: Le)ddx= 0.0... Ley/dy= 0.0 Properties For: Stud= Douglas Fir -Larch Compressive Stress: Fc= -825 PSl Modulus of Elasticity: E= 1400000 PSI Beridinq Strom (X -X Axis): FLS' . 8�5 PSI Bendinq Stress (Y -Y Axis): Fby= 675 PSI Adjusted. Properties: Fc';`. Fc'= 709 PSI Adiustment-Factors: Cd=1.00 Cp=1.00 Ci=0.85 Column Calculations (Controlling Case Only): GoiYiroiiinq Load Case: Axial Total Load Only (L + i3) Compressive Stress: fc= $57 P$I Allowable Compressive Stress: Fc'= .701 PSI Floor Joists 97 Uniform Building Code (91 NDS) ) Ver: 5.01b By: Larfy J Warner AIA, AEC Group on: 07-08-2002, 10:24A9 AM ' Project: WAR -238 - Location: FJ -1 Summery: TJI PRO 150 / 9.5 - Trus Joist -MacMillan x 13.75 FT a 16 O.C: Section. Adequate By: 16:0% Controlling Factor: Allowable Deflection 1 -joists %vara dasigned for simple spans using the ,hist manufacturers published values. -.If the design does not match the actual joist loading or span conditions in any way, contact the joist manufacturer for design verification. Joist Span Deflections: Dead Load: OLD -Center 0.07 -.IN- Live Load: LLD -Center= 0.30: IN. = U557. T.otai Load: TLD -Center 0.37 IN.= U445. Joist Span Left End Reactions (Support A): . Live Load: LL-Rxn-A= 367 LB.. Dead Load: DL-Rxn-A= 92. LB Total -Load:- TL-Rxn-A= 458 LB. -.Bearlriq Length. Required (Beam only, Support capacity not checked): BL -A.= 1:.75 IN-,' Joist Span Riqht End Reactions (Support B): . Live Load: LL-Rxn-B= 367 LB Dead Load: DL-Rxn-B= -92 LB Total Load: TL-Rxn-B= 458 LB Bearing Length Required (Beam only, Support capacity not checked): BL -B= 1.75 IN Joist Date: Jojst.Span Length: L2= 13.75 FT Floor sheathing applied to top of joists -top of joists fully braced. Live Load Duration Factor: Cd= 1.00 Live Load. Deflect. Criteria: U 480 Total Load Deflect. Criteria: L/ 360. Joist SpanLoadinq: . Uniform Floor Loading: Live Load: LL -2= 40 PSF Dead Load: DL -2= 10 PSF Total Load: PSF Total Load Adjued for Joist SRacing: T -2= st o7 PLF Properties For: TJI PRO 150 / 9.5- Trus Joist -MacMillan Depth: D= 9.5 IN Moment Capacity: Mcap= 2730. FT -LB - Shear Capacity: veep= 1120 LB EI: E1= 160000000 LBAN2 End Reaction Capacity:. Rcap= 945 -..LB.- Comparisons With Required Sections: Maximum Moment: M= 1576'. FT -LB Adjusted Moment Capacity: Mcap-adi= 2730 FT -LB Maximum Shear.458 Adjusted Shear Capacity: Vcap-ad;= 1120 LB • El Required: EI -req= 137950992 LB-IN2 El: El= 160000000 LB-IN2 Maximum End Reaction: Rmax= 458 LB Adjusted Reaction Capacity: Rcap-adj= 945 LB Uniformly Loaded Floor Beam[ 97 Uniform Buildinq Code (91 NDS)1 Ver: 5.01b By: Larry J Warner AIA, AEC Group on: 07-08-2002 : 10:24:45 AM Proiect: WAR -238 - Location: FG -1 Summary: BS,1lId= ( 2 ) 1.75 IN x 5.5 IN x 6.0 FT / 1.9E Microllam - Trus Joist -MacMillan PLF Section Adequate By: 14.9% Controlling Factor: Moment of Inertia / Depth Required 5.25 In Deflections: 144 Dead Load: DLD= Live Load: LLD= Total, Load: TLD= Reactions (Each End): Live Load: LL-Rxn= Dead Load: DL-Rxn= Total Load: TL-Rxn= Bearing Length Required (Beam only, Support capacity not checked): BL= Beam Data: Modulus of Elasticity: Span: L= Unbraced Lenqth-Top of Beam:Lu.= Stress Perpendicular to Grain: Live Load Deflect. Criteria: U Total Load Deflect. Criteria: U Floor Loadinq: Floor Live Load -Side One: LL1= Floor Dead Load -Side One: DL1= Tributery :'VidM—Side One: - AlIz Floor. Live Load -Side Two: LL2= Floor Dead Load -Side Two: DL2= Tributary Width -Side Two: TW2= Live Load Duration Factor: Cd= Wall Load: WALL -- Beam Loadinq: Design Requirements: 0.05 IN 0.17 IN = U414 0.22 IN = U328 1651 LB 431 LB 2082 LB 0.79 IN 6.0 FT 0.0 FT 360 240 40 PSF 10 PSF 6.88 FT . 40 PSF 10 PSF 6.88 FT 1..00 0 PLF " = _Beam:.Total,LivLoad: wL-:.., ie aelf: We,ciht: ' ; Bere .S BS,1lId= 6 PLF Beam Total Dead Load: wt}m 144 PLF Total Maximum Load: WT= 694 PLF Properties For: 1.9E Micrallar r- Trus Moist -MacMillan Bending Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb' (Tension): Fb'= 2891 PSI Adjustment Factors: Cd=1.00 Cf=1.11 FV: Fv'= 285 PSI Adiustment Factors: Cd=1.00 Design Requirements: Controllina Moment: M= 3123 FT -LB 3.0 ft from left support Critical moment created by combining all dead and live loads. Maximum Shear: V= 2082 LB At support. Critical shear created by combining all dead and live loads. Corriparisons With Required Sections: Section Modulus: Sreq= 13.0 IN3 S= 17.6 IN3 Area: Areq= 11.0 IN2 A= 19.2 IN2 Moment of Inertia: Irega $2.3 1N4 I= 48.5 IN4 Footing Design f 97 Uniform Building Code (91 NDS)1 Ver: 5.01 b Bv: Larry J Warner AIA, AEC Group on: 07-08-2002: 10:24:45 AM Proiect: WAR -238 - Location: FTG -C -BM -1-2 Summary: Footing Size: 1.67 FT x 1.67 FT x 12.00 IN Reinforcement: #4 BARS @ 6.00 IN. O.C. EIW 1(3) min. Fob ing Loads, Live Load: Dead Load: Total Load: Ultimate Factored Load: Footing Properties: Allowable Soil Bearing Pressure: Concrete Compressive Strength: Reinforcing Steel Yield Strength: Concrete Reinforcement Cover: Footing Size: Width: Length: Depth: Effective Depth .to Top Layer of Steel: Column: and Baseplate Size: Column Tvpe: Coiunin 'idth: Column Depth: Bearing Calculations: Required Footing Area: Area Provided: Ultimate Bearinp Pressure: Effective Allowable Soil Bearing Pressure:(With Increase) Baseplate Bearing: . PL= 2485 LB PD= 1516 LB PT= 4001 LB Pu= 6347 LB Qs= F'c= Fv= C= W= L= Depth= d= M= n= Area= A= Qu= Qe= Bearing Required: Bearing= Allowable Bearing: Bearing-Allow-- Beam earing-Allow=Beam Shear. Calculations (One Way Shear): Ream Shear Allowable Beam Shear: Punching Shear Calculations (Two way shear): Critical Perimeter: Punching Shear: Allowable Punching Shear (ACI 11-35): Allowable Punching Shear (ACI 11-36): Allowable Punching Shear (ACI 11-37): .Controlling Allowable Punching Shear: Bending Calculations: Factored Moment. Nominal Moment Strength: Reinforcement Calculations: 1500 2500 40000 3.00 1.67 1.67 12.00 8.50 (Wood) 3.50 5.50 2.61 2.79 1435 1531 6347 57269 PSF PSI PSI IN FT FT IN IN IN IN SF SF PSF PSF LB LB Vu1= 48-1 LB vc1= 14479 LB Bo= 52.00 IN Vu2= 3676 LB vc2-a= 112710 LB vc2-b= 160395 LB vc2-c= 75140 LB vc2= 75140 LB Mu= 15899 IN -LB Mn= 174297 IN -LB Concrete Compressive Block Depth: a= Steel Required Based on Moment: As(1)= Minimum Code Required Reinforcement (Shrinkage/Temperature ACi-10.5.4): As(2)= Controllinq Reinforcing Steel: As-reqd= Selected Reinforcement: (3) #4 BARS @ 6:00 IN, O.C. Reinforcement Area Provided: As= 0.55 IN 0.05 IN2 0.48 IN2 0.48 IN2 E1iiv 0.59 IN2 Development Length Calculations: Development Length Required: Ld= 15.00 IN Development Length Supplied: Ld-sup= 7.02 IN Note: Plain concrete adequate for bending, therefore adequate development length not required, Footing Design ( 97 Uniform Building Code (91 NDS) ) Ver: 5.01 b By: Larry J Warner AIA, AEC Group on: 07-23-2002: 2:17:16 PM Proiect: WAR -236 - Location: FTG -C -GT -B-1 Summary: Footing Size: 1.75 FT x 1.75 FT x 12.00 IN * Footing has been designed without reinforcement MM } Live Load: PL= 2692 LB Dead Load: PD= 1904 LB Total Load: PT= 4596 LB Ultimate Factored Load: Pu= 7242 LB Footing Properties: Allowable Soil Bearing Pressure: GIs= 1500 PsF Concrete Compressive Strength: F'c= 2500. PSI Footing Size: Width: W= 1.75 FT .Length: L= 1.75 FT Depth: Depth= 12.00 IN Effective Concrete Depth: d= 10.00 IN Column and Baseplate Size: Column Type: (Wood) Column Width: m= 5.50 IN Column Depth: n= 5.50 IN Bearing Calculations: Required Footing Area. Areq= 2.96. SF Area Provided: A= 3.06'- SF Ultimate Bearing Pressure: Qu= 1501. PSF Effective Allowable Soil Bearing Pressure:(With Increase) Qe= 1553 PSF Baseplate Bearing: Bearing Required: Hearing= 7242 LB Allowable Bearing: Bearing -Allow= 83566 LB Beam Shear Calculations (One Way Shear): Beam Shear: Vu1= 172 LB Allowable Beam Shear: vc1= 9100. LB Punching. Shear Calculations (Two way shear): Critical Perimeter: Bo= 62.00 IN Punching Shear: Vu2= 3297 LB Allowable Punching Shear: vc2= 53599 LB Bending Calculations: Factored_ Moment: Mu= 19010. IWLS Norrunai Morrient Strength: Min= 56875 IN -LB Footing Design f 97 Uniform Building Code (91 NDS) ) Ver. 5.01 b By. Larry J Warner AIA, AEC Group on: 07-23-2002: 2:17:41 PM Project: WAR -238 _ Location: FTG -C -HDR -2 Summary: Footinq Size: 1.67 FT x 1.67 FT x 12.00 IN * Footing has been designed without reinforcement Footing Loads- Live Load: PL= 2409 LB Dead Load: PD= 1743 LB Total Load: PT= 4152. LB Ultimate Factored Load: Pu= 6536 LB Footing Properties: Aiiowable Soil Bearing Pressure: Qs= 1500 PSF `Concrete Compressive Strength: F'c= 2500 PSI Footing Size: Width: W= 1.67 FT Lenqth: L= 1.67 FT Depth: Depth= 12.00 IN Effective Concrete Depth: d= 10.00: IN Column and Baseplate Size: Column Type: (Wood) Column Width: m= 5.50 IN Column Depth: n= 5.50 IN Bearing Calci flat ti Required Footing Area: Areq= .2.71. SF Area Provided: A= 2.79 SF Ultimate Bearinq Pressure: Qu= 1489 PSF Effective Allowable Soil Bearing Pressure:(With Increase) Qe= 1531 PSF Baseplate Bearinv: Bearinq Required: Bearing= 6536 LB Allowable Bearing: Bearing -Allow= 83566 LB Beam Shear Calculations (One Way Shear): Beam Shear. Vu1= 7 LB Allowable Beam Shear vc1= 8684 LB Punching Shear Calculations (Two way shear): Critical. Perimeter: Bo= 62.00 IN Punchinq Shear'- Vu2= 2626 LB Allowable Punching Shear: vc2= 53599 LB Bending Calculations: Factored Moment:. Mu= 16371 IN -LB Nominal Moment Strength: jinn= 54275 IN -Les Footing Design f 97 Uniform Building Code (91 NOS)1 Ver: 5.01b By: Larry J Warner AIA, AEC Group on: 07-23-2002: 2:18:01 PM Project: WAR-238 - Location: FTG-C-HDR-3-L Summary: Footing Size: 1.5 FT x 1.5 FT x 12.00 IN " Footing has been designed without reinforcement Footing Loads: Live Load: PL= 1864. LB Dead-Load: PD=. 1362 LB `total Load: PT= 3226 LB Ultimate Factored Load: Pu= 5076 LB Footing Properties: . Allowable Soil Bearing Pressure: Qs= 1560 PSF . Concrete Compressive Strength: F'c= 2500 PSI Footing Size: . Width: W= 1.5 FT Length: L= 1.5 .FT Depth: Depth= 12.00 IN Effective Concrete Depth: d= 10.00 IN Column and Baseplate Size: Column Type: (Wood) Column Width: m= 5.50 IN. Column Depth: n= 5,50' IN Searing Calculations: Required:Footing Area: Areq= 2:1'7 SF Asea Provided: A= 2.25. SF Ultimate Bearing Pressure: Qu= 1434 PSF Effective Allowable Soil Bearing Pressure:(With Increase) Qe= 1485 PSF Baseplate Bearing:- Bearing Required: Bearing= 5076 LB Allowable Bearing: Bearing-Allow= 83566 LB Beam Shear Calculations (One Way Shear): Beam Shear. Vul= 0 LB Allowable Beam Shear: vc1= 7800 LB Punching Shear Calculations (Tula way shear): Critical Perimeter. Bo= 62.00.,: IN Punching Shear. Vu2= 1312 LB Allowable Punching Shear: vc2= 53599 LB Bending. Calcufations: Factored Moment: Mu= 11420 IN-LS Nominal Moment Strength: Mn= 48750 IN-LB Footing pesign ( 97 Uniform Building Code (91 NDS) ) Ver: 5;01b By: Larry J Warner AIA ,'AEC Group on: 07-232002: 2:18;21 PM Proiect: WAR -238 - Location: FTG -C -HDR -3-R Summary: Footing Size: 1.5 FT x 1.5 FT x 12.00 IN " Footing has been designed without reinforcement Foftir4g Loads: Live Load: Dead Load: Total Load: Ultimate Factored Load: Footing Properties: Allowable Soil Bearing Pressure:' Concrete Compressive Strength: Footing Size: Width: Length: Depth: Effective Concrete Depth: Column and Baseplate Size: Column Type: Column Width: Column Depth: Searing.Calculations: Required Footing Area: Area Provided: Ultimate -Bearing Pressure: Effective Allowable Soil Bearing Pressure:(With Increase) Baseplate Bearing: Bearing Required: .Allowable Bearing: Beam Shear Calculations (One Way Shear): Beam Shear. Allowable Beam Shear: Punching Shear Calculations (Two way shearl: Critical Perimeter: Punching Shear: 'Allowable Punching Shear. Bending Calculations: Factored Moment: Nominal Mornent Strength: PL= 1925 LB PD= 1404 L6 PT= 3329 LB Pu= 5238 LB Os= 1500. .PSF F'c= 2500. PSI: W= 1:5 FT L= 1.5 FT Depth= 'I2.00 IN d= 10.00 IN (Wood) m= 5.50 IN n= 5.50 IN Areq= 2.24 SF A= 2.25 SF Glu= 1480 PSF' 08=:. 1485-.:, PSF Bearing= Bearing Allow= Vu1= vc'I= Bo= Vu2= vc2= 5238 LB 83566 LB 0 LB 7800 LB 62.00 IN 1354 . LB 53599. LB Mu= 11786 IN -LB Mn= 48750 ' IN -LB. Footing Design 197 Uniform Building Code (91 NOS)1 Ver: 5.01b By: Larry J Warner AIA, AEC Group on: 07-08-2002; 10:24:44 AM Project: WAR -238 - Location: FTG -1 Summary: Footing Size: 1.67 FT x 1.67 FT x 12.00 IN -Reinforcement: #4 BARS @ 6.00 IN. O.C. E/W / (3) min. Footin j Loads: PL= 3302 LB. Live Load: Dead Load: PD= . PT= 86 4164'4' LB,. LB Total Load: Ultimate Factored Load: Pu= .' LB Footing Properties: Allowable Soil Bearinq Pressure: Os= 1500 PSF ' Concrete Compressive Strength: F'c= Fy= 2500 40000_... PSI PSI Reinforcing Steel Yield Strength: c= 3.00 IN. Concrete Reinforcement Cover: Footing Size: W= 1.67 FT .: Width: Length: L=- =Depth: Depth: Depth= 12.00:7 JN .Effective Depth to Top Layer of Steel: d= 8:50 IN Column and Baseplate Size: (Masonry) Column Type: m= 3.50 IN Column Width'. n= 3.50 IN .Column Depth: Bearing Calculations: Ar = 2.72. SF Required Footing Area: A A 2.79 SF Area Provided: Ultimate Bearing Pressure: Qu= 1493 153-0 PSF P -SF Effective Allowable Soil Bearing Pressure:(With Increase) Oe= Baseplate Bearinq: Bearing Required: Bearing= 6820 LB Allowable Bearing: Bearing -Allow= 36444 LB 'Beam Shear Calculations (One Way Shear): Vu1= 0 Le' - Beam Shear Allowable Beam Shear: vc1= 14479 LB Punching Shear Calculations (Two way shear): Bo= 48.00 IN Critical Perimeter, Vu2= 4375 LB Punching Shear: Allowable Punching Shear (ACI 11-35): vc2-a= 104040 LB Allowable Punching Shear (ACI 11-36): vc2=b= vc2-c= 19360 6 69360 LB LB' Allowable Punching Shear (ACI 11-37): vc2= 69380 LB Controlling Allowable Punching Shear: Bending Calculations: Mu= 14231 IN -LB Factored Moment: Mn= 174297 IN -LB Nominal Moment Strength: Reinforcement Calculations: a= 0.55 IN Concrete Compressive Block Depth: As(1)= 0:05 IN2 Steel Required Based on Moment: Minimum Code Required Reinforcement (Shrinkage/Temperature ACIA0.5.4): As(2)= 0.48 IN2 Controlling Reinforcing Steel: As-reqd= 0.48 (3) #1 BARS @ 1N. 4:C- IN2 Selected Reinforcement: As= 0.59 IN2 Reinforcement Area Provided: Development Length Calculations: Ld= 15.00 IN Development Length Required: Ld-sup= 6.15 IN Development Length Supplied: therefore development length not required. "tote: Plain concrete adequate for bending, adequate t 4 ALL HOLDOWNS AIRE SIMPSON STRONG TIE 1U.N.O. FTOO'1'iNG1SLAB HOLDOWNS SINGLE OR DIAL POUR 2500 F SI C;ON H.D. H.D. A.B, STEM NAIL: l SCREW LOAD WOOD NOTE TYPE NAME. TYPE WALL BOLT REOD. CAPACTY MEM$ER A LSTHD8 NlA 6" 24-16d SINKERS 1625 2-2x 8 STH08 N/A 6" 24-164 SINKERS 2210 2-2x C STHD10 MA 6" 28-16d SINKERS 2880 2-2,x D STHD14 NIA 6" 38 -16d -SINKERS 4295 2-2x E PAHD42 NIA 6" 7-16d SINKERS 960 2x F HPAH022 N7A 6" 9-16d SINKERS 1315 2X G HPAHD22-2P NIA 6 12-16d SINKERS 2030 2x H PHD2-SDS3 SSTB20 6" 10-•SDS'S14x3 3610 2-2x 518" A307 J PHD5-SDS3 ESST624 6" 13-SDS114x3 4665 2-2x 5[8"A307 K PHD6-SDS3 SSTB34 6" 18-SDS1/4x3 5860 2-2x 7/8" A307 L PHD8-SDS3 GST834 6" 24•.SDSI/4x.3 67"0 2-2x 718!'A307 .. M HD8A SSTB34 $' 3-718" 7460 4x 718" A307 N HD10A SSTS34 8" 4-7/8" 9540 4x 1" A307 O HD20A 1 1!4"X36" 8" 4-1" 13384 0x 1 114"A301 P HD15 11/4'hc;56" 8" 5-1" 15305 ,6x ..11/4"A30.7 SHEAR WALL SCHEDULE -per NEIL -272 U"dated 11127/01 MAGE 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.12:5 1f2" GYP 9RD SIDE ........ ...... .......5d.� 7,�........... 5�.�..r� 1f2...(�.72,'............ 1�?d.�r�.,12° , 42 O:C;. .., ..,,.. - �" _... :q. .ONE ..................... _�........................... ..............18A : TRAd AT STUCGO ......... .... .............. :1EG i/8" @ 6 : 16G 716"�6;l'~ 112 48" 16d @6 30 O.C. B_1 3 170 FOME- COR PER 1CBO # 3335 ICBO REPORT' #3335 112" @ 48` 16d a@ 6' 30" O.G. 53.24 200 112" GYP BOTH SIDES 5d 7" 6d @ T' 112" @ 48" 16d @ 4" 24' O.C. B-3 ',i 165 318" CDX 8d ( 6" 8d @ 12° iP,2" @ 48" 16d @ 6" 30"O.C. BA 6 250 THREE COAT STUCCO 16G 718" @ 6" 16G 718"06" 5l•B" @ 48" 16d @ 4" 18" O.C. 8 112 ,GYP' INTERIOR FACE—,. ................._.......... .. `?d.( T. ..... -......,..............,,.............. .:.'�::..............., - ..�.. .n. .,.......................:...............�............ ..,..... 245 ..........,,..,........,............................. .......... ....,..,.,........ _112" CDX PLY 10d @ 6 _ ................ 10d @ 12 - .... ..........,.... 5M cQ 48 �16d @ 4 18 O.C. C-1 8 245 318" CDX PLY ONE SIDES Bd Q 4': 8d @ 12" 518' @ 48" i6d c@ 4" 18" O.C. C-2 9 250 3/8" CDX PLY EXTERIOR 8d @ 6" 8d @ '12° 6f&'@ 48" 16d @ a" 18" O.C. 1/2" GYP BRD INTERIOR 5d @ 7" 5d @ 7" C-3 10 330 318" CDX PLY 30TH SIDES ....................._.. ..... , ..... 8d,tt'.,�......................�..'�..12' .............61B,..�D...'��.�,...,....... �6d.@.P....; . .16'.O:C. ,... ..... ............._._.._...................................... : : ..... ........ .:11 ....._....... . ....... ,.:::::.....,.,.................... P€.Y EXTERIOR � 10d @,V' 10d @ 12" 518' � 36' ;.`, _ 16d @ d 12" O.C. D-1 '12 360 7116" CDX PLY BOTH SIDES 8d @ E;' 8d @ 12" 518" @ 36" 16d @ 4" 12" O.C. D-2 13 350 3/8" PLY EXTERIOR 8d @ 6" 8d @ 32' 518" @ 36" i6d @ 4" 12" O.C. 518"" GYP ORD INTERIOR 6d @ 4" 6d @ 4" D-3 14 391? 112 CDX PLY BOTH SIDE a . .8d,@ ��......._...... 8d q.12'.............. $�. . _.. 18d..�d 3"............ 2`, O.C. 15 480'........... ......................... - .1 GbX PLY EXTERIOR 10d @ 3" 10d @ 12 _ 5!8" 36" {2J i6d @,4" g O. C, E-1 16 490 3f8" CDX PLY BOTH SIDES 8d 0,V 8d @ 12" 518" @' 36" (2)16d @ 4" 9" O.C, E-2 17 540 7116' CDX PLY BOTH SIDES 8d @ 4" 8d @ 12" 51B" a@ 30" (2) 16d @ 4" Sr O.C. F 18 620 112" GDX PLY EXTERIOR 10d. @ 2" iOd @:12" 618" c@ 24" (2) 16d @ 4'" 8" O.C. F-1 19 6:0 3f8" CDX BOTH SIDES 8d (c 3" 8d @ 12" 5W 24" (2) 16d @ 4" 8" O.C. F••2 20 720 7/16" COX PLY BOTH SIDES.....,.... 8d;.@.,�..3��...._ ..._.....8 .. .� �... lg' . .?4 ... .. ,.� �.1$d � : ............ 6'.C).C:.,::I G ................_................._... _.......................,............................_.._„ ....7130...,.... 112" GDX flY B(ATM St�IES 21 ... _.. 8d 0, S" 8d @ .1z;.. ........ .............................. :.1a�..QGj.1.$; - "(2� 1sd3 6' O.C. G-1 22 830 318" CDX PLY BOTH SIDES ........,... ......... "' 8d,.@ z•.......... .... .. .ad..9�... � .... ::: .......... ` g., fie: .8,..., .,�2�.16 .. .......................6� :C ; . •...... .K.._....... 23 .............:.970........112" ..............._ ...............» : ........... CDX BOTH SIDES , : ........... :10d @7 3" 1Od @ 12` ....... ......'t' 516 � 18" (2)16d @•3 6 O.C. H-1 24 1240 112" CDX PLY BOTH SIDES 10d @ 2 10d Ch 12" 518"Q.12 (2) 2.0d.@_ 4 1, OVER DOUGLAS FIR FRAMING 2. ALL PANEL. EDGES BACKED W? 2- NOPA. ORWiDER FRAMING U.N.O. .3. STAGGtft ALL SILL NAILING • 4. PRE -DRILL ALL 20d & LARGER 5. SIT T-iA l SIDING MAYBE SUBSTITUTED FOR 3f8' CDX PLY. 6. A -35F CLIPS +4400 Eh - 7. All shearwats with load plf of ober 350 shall have 3X min naming inenber at plates and pahel edges 6. Nails cased On toflo•wing 6d.099 dia 2" Ig, 8ed .113 dia, 211:2' tg, i0d .128 dia, Wo. DW Collem 5d .08to dla, i 5>>3 Ig 6d .092 dia, 17'!8' Ig, W .i i3 4la 2 318" ig Lateral Loading: Area, Height &Leight Dana Date: June 24 2002 From: AEC Group Job: 4„ Warner Spec -f a. ette aiia B nLarry Warner AIA CS1 ■�� IYI1��q FLOOR PLAN AREAS & SHEAR WALL GRID SPACING ICetnwink nrw QrwA n e.A C1— 01— w4, Cwwk. 1 -.–k. Page 1 MaxQuake 019% All Rights Reserved 1%.ront Roof Roof Block Area Overall Depth 2nd Fl i Roof Roof Block Area Floor Block Area Perimeter Well Overall Depth 1st Door Floor Block Area Perimeter Wall Overall Depth i 17gca I „Overhang F to B 2 Z= hRe= 51.5 Overall Depth of Roof at 2nd FI 1221 600 510 51.5 Z= 3 1 s 42 We= 1131 536 462 69.5 43.5 51.5 Z= 3.2 We= 51.2 wiz dim. or 40% of ht. but not less than 49 hRi= hRi= 153 Wi= Archforms W. Lateral Load Analysis & ear Wall Spacing 22 16 12 ack Roof •Establish Dead Loads (lbs/4, 2nd Fl/Rf 28.5 R R R I Right 1st Fl 1 1 1 Interior Wali Roof Floor Roofing 2.5 Gyp.Bd 4.4 3look Block Perin 2nd FURf 5 R R R 4rea Area Wall Width Framing 1 sf FI f 1 1 Snow Other ` Roof 50 6 6.4 1425 50 2nd FURf 5 R R Roof at 2nd FI 50; Insulation 1atFl 1 270TypOH 1 Framing 1.5 Ext Finish 2 Roof 250 16 L bo R Gyp. Bd. 2.$ Sty 1.5 2nd FI/FJ 13 R Framing 2 190 Hzprol R,lot FI 1 170 12 hRe= Floor Gyp, Bd. 2.2 �l Roof Flooring 4 Int .Finish 338 2nd Fl/Rf Sheathing 2 Other 286 22 hRi= Framing 1st Fl 8.2 insulation 0.5 Roof 159 Other 2nd FURf 14 Wer - .. �.— 1st Fl FLOOR HEIGHTS & WIND AREA R f 51.2 +Establish Floor to Floor. and Roof Heights (ft), Wi= Roof Roof Floor 2nd Fl/W 300A Pitch Helaht Height 1Lt FI , w/ L Plan both 1%.ront Roof Roof Block Area Overall Depth 2nd Fl i Roof Roof Block Area Floor Block Area Perimeter Well Overall Depth 1st Door Floor Block Area Perimeter Wall Overall Depth i 17gca I „Overhang F to B 2 Z= hRe= 51.5 Overall Depth of Roof at 2nd FI 1221 600 510 51.5 Z= 3 1 s 42 We= 1131 536 462 69.5 43.5 51.5 Z= 3.2 We= 51.2 wiz dim. or 40% of ht. but not less than 49 hRi= hRi= 153 Wi= Archforms W. Lateral Load Analysis & Wi= 348.8 st hor'rz. dim. IxA TYPICAL DEAD LOADS •Establish Dead Loads (lbs/4, I Right Roof Interior Wali Roof Floor Roofing 2.5 Gyp.Bd 4.4 3look Block Perin Overall Sheathing 1.5 Framing 2 4rea Area Wall Width Framing 2 Int. Finish Snow Other ` 1539 50 6 6.4 1425 50 50 Ceiling Roof at 2nd FI 50; Insulation 0.5 Exterior Wall 270TypOH Framing 1.5 Ext Finish 2 250 16 L bo R Gyp. Bd. 2.$ Sty 1.5 2 Other Framing 2 190 Hzprol _ 4.8 Insulation 0.5 170 12 hRe= Floor Gyp, Bd. 2.2 Flooring 4 Int .Finish 338 43.5 Sheathing 2 Other 286 22 hRi= Framing 3.5 8.2 insulation 0.5 159 Other W Area 14 Wer - FLOOR HEIGHTS & WIND AREA 51.2 +Establish Floor to Floor. and Roof Heights (ft), Wi= Roof Roof Floor 300A Pitch Helaht Height X/12 w/ L Plan both RoofX15% FLeoN of Plan -Y) Roof Area 4 5 2fid FI/Roo We vRi 2nd A Depth Roof Area 2317 FI to FI Height 8 1st Fbor Floor Area �- 1M Perimeter 1st A Op - S If Slab S TaseJ7-GKrwtjp Ae 1122 Ave. Sill to FI Ht A Floor Area 1621 2131 Wnd Ht.@Ridge SlablFotsndatic r 13 WI Perimeter 213 Wmd lit@Gable 10.5 Ridge F to B L to R Mean Roof Ht. 10.5 Runs? y y Wi= 348.8 st hor'rz. dim. IxA Lateral Load .Analysis Page 2 MaxQuake @1995 ArChformS ltd. Date: June 24 2002. No: ' AEC Group All Rights Reserved Lateral Load Analysis & � ua,�..,or AIA rci Chi9 e3wp7 Construction Desion Software SEISMIC LOADS •Establish Dead Oads• Mat. Weights 2nd Floor 1s1 Floor Base Level Item lX Area fsa DL(lbsZ An'a(s0 QL(Ibsl_ Area(sf� Dl@bs) Wt Roof 6 2337 14022 Wt Ceil 4.8 2131 10228.8 Wt Ext WI 8.2 B52 6986A Wt Int N 10 Wt Roof 1st 14022 Wt Floa 10 Olt Cell 1 _. Sum 2nd Sum 1st 31237.2 Base interior wall default 10 psf of floor area Sum 2nd,lst t£ Base 31237.2 -Distribute Weights to Various Levels Uplift Wt Floor 1 Roof 2nd A 1st F1 Wt Tributary Wei t Line Line Line Sum BUILDING CODE •Select Code - 96 BOCA 97 SBCCI X 97 UBC Wt Roof 2nd UBC formula owl 5) Tr8 Area L to R Wt Ceil 2nd Ftassumed = 0 End Z Inter Z UM Ext N 2 E=Eh°p (30-1) Roof a Wt Int WI 2 p F to B .g L to R Roof 2 Ott Floor 2 42 153 2nd FVRoof 1 Wt Roof 1st 14022 14022 Olt Cell 1 10228:8 10228.8 V2 Wt Ext W11 6986A 69886.4 Wt int N 1 Uplift Wt Floor 1 Up Roof 1 1,122 1,6.21 1/2Wt Ext N Bsmt 15,000 15,000 Gift Ceil Bsmt Line Sura 31237.2 W= 31237.2 •Determine Base Shear - UBC Section 1630.2 Zone 3 Fig.% -2 Seismic Source Type B Table 16-U Sal Prof SD Table 16-J Fault Distance 20 in km to Seismic Source Z= 0.3 Table 16-1 Ca= 0.36 Table 164 1= 1.0 Table 16-K Cv=n10D Table 16-R T= 0.12 Formula (30-8) Na =Table 16-S R= 5.5 Table 16-N (Tied to Pg 9) Nv=Table 0-T Oslribute Shear to Various Levels UBC formula owl 5) Tr8 Area L to R Force at Level x = V (Wbc}(FlbcySum(UVG)(Hd} Ftassumed = 0 End Z Inter Z Ht is measured from plate to foundation E=Eh°p (30-1) Roof a Wt x Ht x MM Fx; p F to B .g L to R Roof 2 _ 42 153 2nd FVRoof 1 31237 8 249898 3651 1.00 1.00 1st Floor1.00 1.00 Sum 31237 8 249898 3651_ WIND LOADS -Wind Pressure - UBC Section1620 P=gslwCeCg Vp 75 Figure t6 -t Ex B Section 1616 IwF— —1-ITable 16-K qs 12.6 Table 16-F Ce 0.62 Table 16-G hCq 1.3 Table 16-H, #2 vCa -0.7 Table 16-H, #2 Ph= 10 Hz. Force (psi) Pv:s 5.468 Vt. Force (psi} •Total Wind Load In Each Direction At Each Level {lbs)• GOVERNING LATERAL LOADS Maximum Total Load In Each Direction At Each Level (lbs) - Front to Back Side to Side Roof 2 formula (30.4) (30.5) (30-0) 1 1 (34.7) E= Cv1W/RT but not > 2.5CalWIR but not < 0.11Ca1W zone 4 not< 0.8ZN [W/R 26289 5112 1237 E/1 A= 3,651 lbs EA A=V 1612.3.1 formula (12.9) 21 2nd FIlRoof 1 3,651 Seismic lot Floor 3,651 Seismic Trib Area F to B Tr8 Area L to R Wind Load End Z Inter Z SumP'A( End Z Inter Z SumP'At F to B L to R Roof a Roof 1 42 153 1,980 44 159 2,057 2nd FI 1.980 2,057 1st Floor Up Roof 2 Uplift Up Roof 1 1,122 1,6.21 Uplift 15,000 15,000 GOVERNING LATERAL LOADS Maximum Total Load In Each Direction At Each Level (lbs) - Front to Back Side to Side Roof 2 formula (30.4) (30.5) (30-0) 1 1 (34.7) E= Cv1W/RT but not > 2.5CalWIR but not < 0.11Ca1W zone 4 not< 0.8ZN [W/R 26289 5112 1237 E/1 A= 3,651 lbs EA A=V 1612.3.1 formula (12.9) 21 2nd FIlRoof 1 3,651 Seismic lot Floor 3,651 Seismic Shear Wall Segments Data, Unes.1.8 Page3 Ma.xQuake 0105 Archfo>rms. Ltd. Dane: June 24 2002 Flrm: AEC Group All Ftighb Reserved Lateral load Analysis & Jok Wamer La ette Maelis B :: Lar Wamer AIA CSI 099.03We7 Construction 6Desi n Softwam Line 1 Line 2 Line 3 Line 4 Line 5. l Line 6 Line 7 Line 8 Segment (Seg) names a -g appear to straw possible quadrants (q). Remove Segs not used. Move and add 1,2...to denote multiple (m) segs in a quadiant, ie., W. Variahles L : Se I HWht !ram 1 . B: Bearin Wall? �=Y_ es Ell Ext. or Int. Wat?.. E=Ext 1=1nt. S: S above�same rosy,g&m�& s L . 2nd Seg Wal Variables Set" Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Waall Variables Seg Wall Variables. Level agm In Ht B Ell Lg Ht B E/lLg Flt B Ell Ht B EA q&m LIj HB Ell Lg Ht F3 EA q&m LO Ht B E11 m�& Lg .Ht !3 EA 1,2,3.. Wan Lines Run From Front in sum Syst sum Syst sum Syst sum Syst sum ^� Syst sura ` Syst sun ~ Syst sum Syst Back 1st Seg Wal Variables Seg Wall Variables Seg Wa8 Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables . Seg Wall Variables Seg Wall Variables Level q&m Lq Ht B Ell S Lg H! B FJI S q&m Lg, t B Ell S lg Ht B EA S q&m Lc Ht B Ell S q8m Lg Ht B Ell S q&m IHt B E11 S g_&m Lg ft.B EJI S a 11 8 B E a 11 8 B E a 8 a 8 8 B E b 8 b 8 b 8 b 8 C 8 c 8 c 8 c 13 8 B. E d 8 8 B E d 8 8 B E sum 19 Syst SW sum 19 Syst SW sum Syst sine 21 Syst SW 'sum so sum Syst sum ^ Syst sunSyst load trans to au; line Base Seg Wal! Variables Seg Wall Variables Seg Wall Variables Seg Wali Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Level m Lg_ Ht B Ell S Q&m La Ftt B Ell S m L Ht B Ell S ql&m Lg Fit B Ell S L Ht 8 EA S L Ht B Ell .S Ht B Ella m Ht. B Ell S 53 BE 39. BE 23 B E sum 53 Syst SW sum 23 Syst SW sum Syst stent. 39 Syst SW. sum �.Syst sum Syst sun Syst sum Syst load trans to adl line Shear Se hent Heig4ength ratio is limited to 2l1 for edge blockedpwaeL OHYLg >2 filnit_appears if exceeded. See Dode Ch.16 for HI/Lq limits for other assemblies. ShearWall Segments Data, Lines A -H Page 4 MaxQualke '0 19.95 Archf6rrus Lied.. Date.: June 24 2002 Firrrr: AEC Group All Riq*.Resea�d Lateral :Load Analysls 8 Job: Wamer -La ette Wade Law WarnerAIA CS1 Q" .03W Construction Desi tofturafe Line A Line 8 Line G Line D Line. Lane F jUn G Line H Segment TSeg) names 1-7 appear to shag possible quadrants (q), Remove Segs not used. Move and add a,b... to denote multiple 0) segs in a quadrant, ie., 2b. Se Variables' L : S kith. Ht: Seq hdht from 1). B: Bearin Wail u- B=�es.E/l: Exl. or Int. Wall? - E-Exl I=Int.` : Stacked above same ro4v, m air 5 L . 2nd Seg Wall Variables Seg Wail Variables Seg Wa 1 Variables tneg Wall Variables Seg i 11a11 Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Levet 8m L Ht S Ell Om Lg Ht BEA q&m q Ht B Ellq�m Lg Ht B E11 L Ht B E/i g8m Lg Ht 'B El! m L� Ht 8 Ell L Ht B Ell A,B,C., Wall Lines Run From Side to sum Syst sum Syst sum _ Syst sum Syst sum Syst sum ^ so sure � Syst sum SO Side 1st Seg Wall Variables Seg Wall Variables Seg Wall Variables SegSeg 'Nall VariaVariables Seg Wail Variables Seg Wall Variables Seg Wall Variables ; Seg, Wall VarMles Levelm Lg Ht B Ell S Lg Ht_ B.EII S L Ht B Ell S Orn L Ht B Ell S Lg Ht B Ell S; q8m Lg Ht .B Ell. S Lg Ht B' E/I , m L Ht B E71 S 1 4.5 8 B E 1 15 8 B 1 1 8 1 8 1-a 2;8 8 B E 2 6 8 6 E 2 8 2 4 8 B E 1'-b 2.8 B S E 3 5 8 8 E 3 8 3 8 3-a 2.6 8 11 E 3 b 2.6 8 B E seen 16 - Syst SW sum 15 Syst SW sum 4- Syst SW surn 5.2 Sysl SW sum 5.6 Syst SW sum Syst sum Syst sum Syst Base Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables , Seg Wall Variables Seg .Wali Variables Lerre!C Ht B Ell S �&m Lg Ht 8 Ell S m L Ht B E71 S lg Ht B Ell S Lp Ht B Ell S; m Ht B Ell S . m. Sig Ht B Ell $ L Ht B E/I S sum y Syst sum Syst sum ` Syst sum, Syst sum , Syst suns Syst sum Syst sum Syst load trarr> to adj line Iosd trans to adj 1 rre load trans toadj line load trans to adj: One load trans to adj line Shear Se, ent Heioht/Lenath ratio is limited to 2/1 fol ed blocked panel.'dVLa >2 li4 appears if exceeded. See Code Ch.16 for' HU limits for other assemblies.. If���b�lY�1�lY����IM�l1r� Lateral Load Distribution & Overturning Moment F'age 5 1��I��Yr1Y1�O1lY�1�1�1��1 MaxQ uake 01995 Archforms Ltd. All Rights Reserved Lateral Load Analysis $ Date: June 24 2002 F"trm: AEC Group. Job: blamer Spec4-ayfette, hA alta Larry blamer AlA CSl 099.03We7 construcdo Design Software Lateral Line 1 Line 2 Line 3 Line 4 Line 5 Line 6 Line! 7 Line 8 Force Seis %= Wind %= W1ft= it W, -snow RM= if'v ,67 "9°.85 OTM= if Stk VnePht Vadj= V= SumV= Distrib ht fl AISum M bb M A/Sun w% `- Sum lev. w Mb area WfNt� L� SumV"HrL L SumV from af Ln Ln%'Vmax SorW . Va +Vabv+V 2nd % S/W %' SM % So . % Sw % S/W % SMS % S N % S/W Level Seg Wift , RM OTM Seg Wift RM OTM Seg Wtlt RM OTM Seg Wift RM OTM Seq Wlft RM OTM SN Wift RM OTM Seq_W>ft RM OTM Seg Wlft RM OTM SV1i` r=V wall *10/lw I V level France V barne/ Vadj line 2 Vadj line 1 or 3 Vadj line 2 or 4 Vadj line 3 or 5 Vad line 4 or 6 Vadj line 5 or 7 Vadj line 6 or 8 W4 line 7 V level 2nd level V 2nd level V 2nd level V 2nd level V 2nd level V 2nd level V 2nd level V 2nd level V Sum V Sum V Sum V Sum V Sum V Sum V Sum V Sunt V 1St % S/W 26.1 22 %--SM 39 38 % S/W 23.7 28 % S/W 10.9 12 % SM % SM % SMV % SMI LeveL Seg Wift RM OTM Seg Wfft RM OTM Seg Wilt RM OTM Seg Witt RM OTM Seq Wift RM OTM Seg Wlft RM OTM Seg Wlft RM OTM Seq Wift RM OTM Seismic a 184 9.48 4.42 a 271 13.9 8.31 a 130 2.78 2.23 3,651 c 130 7.35 3.63 d 184 5.02 3.21 d 271 7.37 6.04 V 2-201 (r rmw W.5) Vadj line 2 Vadj line 1 or 3 0.37 Vadj tine 2 or 4 Vadj fine 3 or 5 0.5 Vadj line 4 or 6 Vadj line 5 or 7 Vadj line 6 or 8 Vadj line 7 1.00 r- V above r-, V above r- V above r= V above r- V above r= V above r- V above r= V above 0.14 1st lev V 0.95 0.26 1st lev V 1.42 1st lev V 0.87 0.12 1st lev V 0.4 1st lev V 1st lev V 1st lev V 1st lev V S Sum V 0.95 s Sum V 1.79 s Sum V s Sum V 0.89 Sum V Sum V Sum V Sum V Base % S/W 26.6 22 % SM 39.2 38 % S/W 23.4 28, % S/W 10.8 12 % SN' % SAN % SAN % S/W Level_ Seg Wift RM OTM Seg Wilt RM OTM Seg Wilt RM OTM Seg W/ft RM OTM Seq W/ff RM OTM Seg Wift RM OTM Seg Wift RM O11A Seg W/ft RPA OTM 110 103 60 30.4 V M 33.5 P= 2-20r (r max Ab^.5) Vadj line 2 Vadj line 1 or 3 Vadj line 2 or 4 Vadj line 3 or 5 Vadj line 4 or 6 Vadj line 5 or 7 Vadj line 6 or 8 Vadj line 7 r- V above 0.95 r V above 1.79 r- V above r= V above 0.89 r- V above r= V above r= V above r- V above 0.05 Bsmt V 0.2:1 Bsmt V Bsmt V 0,06 Bsmt V Bsmt V Bsmt V BsmtV Bsmt V W Sum V 0.95 wSum V U91 w . Sum V I W Sum V 0.89 Sum VSum V Sum V Sum V _ P�1MI�i�11�1Y1���10�1�� Lateral Load Distribution & Overturning Moment Page 6 ... IYIYI�IUIIIAI����IIIMY11��� MagQuake 01995 Archforms. Ltd. All Rights Reserved Lateral Load Analysis & Date. June 24 2002 Firm: AEC Group Job: WarnerSpec-La elle Ma is B . to Warner AlA CSI MAW Consirucilon Design Software LaterZWbfl Line B Line C Une D line E ' Line F� Line G Line H Force Wind %= Wlft= if W, -now RM= It %%P.67,"e.85 OTM= if St'k Vnerht: Vacg= _ V= SumV= Distrim flA Crib W A1Surn YAA Sum lev. W'Wb area WVft"L 2/2k SUmV'Hrl L SumV from ad' Ln Ln%Vmax SorW Vad'+Vabv+V 2nd % S/W % SNV % S/W % SJ1+V % SJW %SAN % S1W Level) S W/ft RM OTM SPA W/ft RM OTM W/ft RM OTM Seg W1ft RM OTM S WM RM OTM S W/ft RM OTM S Wlft RM OTM SeqW/ft RM OTM SW r=V wall `1011w / V level Frame V frame/ Vadj Ane B Vadj line AorC Vadj fine BOO Vadj line Goff. Vadj lege DorF Vad; line EorG Vadj line ForH Vad; fine G V level 2nd levet V/ft 2nd level V 2nd level V 2nd level V 2nd level V 2nd level'V 2nd levet V 2nd levet V Sum V Sum V Sum V Sum V Sum V Sum V Sum V Sum V 1st % SM 32.9 27.7 % S/W 38.7 32.5 % SM 9.84 9.71 % SNV 11.3 17.5 % SM 7.23 12.6 % SM % SAN % S/W ite-ve L Seg W/ft RM OTM Sq Wfft RM OTM Seq 1NNt RM OTM S W/ft RM OTM Se -q WM RM OTM Seg Wlft RM OTM Seg Wltt RM OTM Sq Wlft RM OTM Seismic 1 220 1.89 2.79 1 232 22.2 11.3 1-a 136 0.36 1.04 3,651 2 220 3.36 3.72 2 120 0.81 2.87 1-b 1:36 0.36 1.04 3 220 2.33 3.1 3•a 163 0.47 1.65 3•b 163 0.47 1.65 P= 2-2(W (r max Ab -.5) Vadj line B Vadj line AorC Vadj lime BorO Vad; line CorE Vadj line DoiF Vadj fine EorG Vadj line ForH Vad; ting G 1.00 r- V above r- V above r- V above r V above r= V above r= V above r- V above r- V above 0.21 1st lei V 1.2 0.28 1st lev V 1.41 0.25 1st lev V 0.36 0.22 1st lev V 0.41 0.13 1st lev V 0.26 1st lev V ist lev V lstleq V S Sum V 1.2 s Sum V 1.41 s Sum V 0.36 s Sum V 0.41 s Sum V 0.26 Sum V Sum V Sum V Base % S/W 33.4 27.7 % SM 39.3 32.5 % SJW 9.85 9.71 % S/W t0.7 17.5 % SM 6.71 12.6 % SM % SAN % SM Level Sqg W/ft RM OTM Se,_ W!ft ftM OTM Seg W/it RM OTM Seg W/ft RM OTM S iNlft RM OTM Seq WJH RM OTT Seq WJff RM OTM Sed W/ft F!� OTM P=' 2-201 (r rn<3x Ab".5) Vadj line B Vadj line AoiC Vadj line BorD Vadj line Cat: Vadj line DorF Vacs line Eora Vaclj line ForH Vadj line G P V above 1.2 r= V above 1 Al r- V above 0.36 r= V above, 0.41 r= V above 0.26 r= V above r- V above r- V above Bunt V Bsmt V Bsmt V Bsmt V Bsmt V Bsmt V BsmtV Bsm1 V w Sum V w Sum V �, w Sum V yr Sum V � Sum W Sum V .rte Sum V V ,�, Sum Shear Wall and Hold Down Requirements Page 7 9e NtaxQuake m 1 95 Archforms'.Ltd. All Rights Reserved, Lateral Load Analysis & Date: June 24 2002 Firm: AEC Group Job. Wang §gEl_ayfetle, eta alta By: Larr y.WarnerAIA CSm......1._._ MOW Construcl�on Design Software Line 1 ine 2 ;Line 3 Line 4 Line 5 Line 6 Line 7 Line 8 Uplift= Overturning Moment (OTR - Resisting Moment (2M) ! Segnent length (Seg Lgo. Minimum uired Hold Down H� D Tie selected from Hold doom and WalfSchedule on aae 9. 2nd HD HD D HD HD HD Level SW U lift Type Seg Upllft T uplift T Seg Uplift Type S Uplift Type 8 , Uplift TyN Sq Uplift Type U lift Type 1,2,3.. Wall Lines Run From Front: to Shear(plf) Shear(pli) Shear(plQ Shear(plf) Shear(plQ Shear(plf) Shear(plf) Shear(plQ Bade Wall T Wall Type Walt Type Wall Type Wall Type Wall Type Wall Type Wall Type Roof Uplift from Side to Side resisted Left and Ri ht Ext Walls up lift 1 Rf 2 Ext Wl Uplift Detail Rf 2 & Ext WI NA 1st HD HD HD HD HDHD HD HD Level Se Uplift Type Seg Uplift T e S Uplift Type Seg Uplift T S Upllflt Type S Uplift T _§q. Uplift Type S U it Type a a a C d d Shear(plf) 50 Shear(plQ 94 Shear(pIQ Shear(pIQ 43 Shear(plQ Shear(plt) Shear(plQ Shear(pll) Wall Ty 0 6 Wall Type tl 6_ I Wall T Wall Type A 6 1 Wall I& Walt Type I Wall Type I Wail T e Roof Uplift from Side to Safe resisted by left and Right Ext Walls Uplift (pIQ Rf 1 @ Ext WB 35 Uplift Detail @ Rf 1 & Ext WI A T Stra old-De<vns must run continuous clown throw h the Wall below to the Foundation; If no Wall below. tie to Beams, sized for Hold -Down Point Loads. Base HD HD HD HD HD HD HD HD Levu S Uplift Type Ssg U lif_T SN Uplift T Seg Uplift Type Seg Uplift Type Seq Uplift Typeeq Upllft Typr Uplift Type Shear(pI4 18 Shear(pIQ 78 Shear(pIQ Shear(plQ 23 Shear(plt) Shear(pIQ Shear(plf) Shear(ptl) A 6 Wall T A 6 Wall T Wall Type A 6 Wall T Wall Type, Wall Type Wall T a inear Foot (Shawof)) = Sum of Shear at that; Line & Level (Sum 1) / Linear Feet of Shear Wall at that Line& Level (Sum Beg Lyth) [MEinimum juired Shear WallConstruction or Shear Frame for Wall Type Symbol is selected tom Shear Wall Schedule on Page 9. n Shear Wall and Hold Down Requirements. Q�s�8. 11�[axQu tlt a 0.t� ArC�N.forms Ltd. All Rights Reserved Laterai.load'Analysis Date: June 24 2002Fmn AEC Group ..' Jab: blamer ette f�ia is Wainer AIA CSI Q99.O3We7 .:. Constractian Desi 'n"So- trvare ::- Line A Lino Line C �.ine Q. l,1ne; Llne F Lina G Line'H Uplift .= Ovatuming Moment (OTM) - Resisting Moment (I4a1}'1 Segment Length (Seg Lgl Minimum r ired Hold Down D. T :�electsd from tinld�own and all S Schedule on 9. ad HD H D HDA HD HD HD HD Leve! Seg U i1t T e Sag Uplift Thr S Uplift T Beg Uplift T S Uplift Type Se Uplift T S Uplift Thu S U lift T B,C... Wall Lines Run From Side to Shear(144 Shear(pill) Shear(ph) ShearVQ Shear(plQ Shear(plQ Shear(plQ Shear(plQ Side Wall T Wall Type WalI Type Wall Type Wall Type Wall T e Wail Tyge . Wall T e Roof Wift from Front to Beck resisted by Front and Back Fad. Walls Up IIft Rf 2 @ Ext WI Uplift Detail 0 Rf 2 & ESA VA NA 1st HD HD HD HD HD HD HD HD Level Up liftTy Seg Uplift I S ift T Seg Uplift T Se Uplfft Type S Uplift T S Uplift Type Iift Type 1 2011 A NA -1 1a 244 A NA 2 611 A NA 2 515 A H1a 1-b 244 A NA 3 154 A NA 3a 455 A H1a 3-b 455 0, H1a Shear(plf) 78 Shear(plQ 94 Shear(pIQ 90 Shear(plf) 7.9 Shear(pif) 47 Shear(plf) Shear(plQ Shear(plfj Wall Ty A 6 Wall Type A 8 I Wall Type A 6 IWall Type 6 1 Walllpe A 6 Wall Type Wall Type I Wait Type Roof Uplift from Front to Back resisted by Front and Back Ext. Walls Up1ift(pIQ Rf 1 Ext WI 56 Uplift Detail @ Rf 1 &,Ext WI AT Stra olcl-Dors must nun continuous down roua0h the Wall below to the Foundation. If no .. Wail below, to to Beams sized for Holt -Down Point Lmids . Base HD HD HD .HD HD . HD. HD HD Level Seg Up lift Type Seg. Uplift Type Seg Uplift Type Seg Uplift T Seg Uplift Type Se'g UPIM T S Uplift ..TypeUg Uplift T e Shear(plQ Shear(plQ Sheartp Shea hear(ph) .Shear(MQ Shear(Ptf). Wall T Wali Type Wall T Wel{ T Wall Type : < Wall Waft T Wai! T Shear per Linear Foot (Shear(ph)) = Sum of Shear at that Line .& Levet (Sum V) Y Linear Feet of Shear Wall at that Line & Level (Sum Seg LgLgth) Minimum reyui�red Sh Y!falt,� or S�i� f rilVali Tie bol is setd�from Shur Wali Src^! ons Pag9. Shear Wall and Hold Down Schedules Page 9 MaxQuake ©1995 Archforms Ltd. Date: June 24 2002 Firm: AEC Group All Rightse Reserved Lateral Load Analysis & Job: Wamer Spec ette, Magalia By: LaN Warner AIA CSI 099.03We7 Constructlon.. Design Software SHEAR WALL OPTIONS: Place an W in tate appropriate shaded block. Select only one option under each heading (except System Wien using frames) 5' ectal tone Hardware Mfg. Wall Framing Material Shear Wall System PI !PB Wall Shea�fing Fa tenets X No DSimpsori X Doug Fir or 8D.Pine X SW-AII Ply A or PB X 3r8'orl/2" CC ar CD Ply X 8d Los Angeles AreaKC Metals Hem Fir (s.grav <.49) SW-Gyp,Stuc or Ply VB'orl/'Y Struc I Ply 10d USP-SiturlKant 3112" Metal Studs HF -Hardy Frame 318"or117 CD Ply o/GB 149a Staple 94 UBC Other (Apx.C) SF -Simpson Frame 1/2'Ext M.SIM-2 Prtcl Bd 1' Screw To Customize, Overwrite Schell. on Apx. C below Other (See Apx, C) ZF -Z Frame Other Sheathinlpastener Combo (See Apx. q, WIND AND EARTHQUAKE DATA 97 IUBC 1Nirtd Speed mph 75 Seismic Zone 3 Importance Fact. 1 Source Type B Exposure Cat. B Fault Distance 20 WindPres.honz. psf 10.16 Soil Profile SD WALL HOLD-DOWN & STRAP SCHEDULE Symbol Uplift Post Fl to FI Anchor Type Bolt lbs. Size Strap Straps HD Dia. Note 3.4 Note 2 Note 2.4 Note 2 NA up to 300 use the hold -don across or bellow req d tA* Shear Wall Edge A H1a 1,005 2x CS202011+ PAHD42 Type Load Sheathing A H1b 1,650 2x C$1630"+ LTT20 1)2" Symbol A H2 2,775 2-2x MST 48" STHD10 HD2A 51W 518"x12 16d 112" A35 A H5 4,685 2-2x MST 60r PHD5 518" A H6 5,800 2.2x MST 77 PHD6 718' Note 1,2 A H8 6,730 2-2x CMST1468'+ PHD8 718' NA A H10 9,540 4x CMST12 90'+ HD10A 718' A H14 11,080 4x HD14A 1' A H15 15,305 6x HD15 1-114" ? Add= inches to A to FI Tie Strap for gElp across Joist I Straps and HD's as Mfg. by Simpson Strong -Tie Co. Call C-99 2 Nail Straps & Hold -Downs w11 Od (2x max.pen.15181 See Details and Mfg. Data for Nailing, Bolt and Emtednnent Requirements 3 If No Cont. Rin Joist Addlgth Of Gap.10d at CS, 16d. CMST & MST 4 Straps and Hold -Downs must run continuous to Walls below, t no Wall below, he to Beams, sized for Hold -Down Point Loads SHEAR WALL SCHEDULE Wall Shear Wall Edge Anchor Plate to FI. Plate Type Load Sheathing Nall Bolts Nail Lag Clips Symbol (ph) Material ad 518"x12 16d 112" A35 GF:880 GF:140 GF:480 GF:450 Note 1,2 dote 3 Noie 6 Nole 7 NVe 6,8 Note 9,10 NA construct wall as speed per symbol or any below A 6 260 117 Ply 6" 401oc 6"oc 22000 4 A 4 380 1/2" Ply 4' 27'oc 4"oc 15"oc 4 A 3 490 112' Ply 3' 21'oc 11"oc 4 A 2 640 117 Ply 2' 1:6`oc 9"oc 4,5 A 44 760 ea side 112" Pty 4' 44"oc 7"oc 4,5 A 33 980 ea side 172" Ply 3" 10400 60oc 4,5 A 22 1260 ea side 1/2' Ply 2" 8"oc 40oc 1 Sheathing: 3/8"-117 (4 ply min) CD, CC Ply with all edges blocked 2 Framing: 2x OF typ @ Vro0., 3x req'd if 10d w1 +1518' penetration, 2' or 3'oc 3 Typical Fasteners: 8d Common or GaN. Box nails (no sinkers), nail field @12" 4 3x at plate and panel edges at walls wl Shear over 3501bs, nail min. 1/2' from edge 5 Offset panel edges on opposite sides of wall and stagger plate splices 6 Anchor Bolts (ASTM A307) Min. 7' intbedment, wl 2`x2'x3116' Plate Washer 7 Stagger 16d nails in 2x, lags at 3x plates when no sheathing continuity to F*n Joist 8 Pre -drill 318' hole for Lag. Provide Washer. Acliust 0 for Z' penetration into Joist. 9 Clips: Plate to Blocks only rect'd if no shear sheathing' continuity from Wall to Blocks 10 Anchors and Clips as Mfg. by Simpson Strang -Tie Co. Cat C-99 20"oc 14"o0 11"00 8400 7"o0 5'oc 4'oc Shear Wall and Hold down Schedules Page 10 Date: June 24 2002 Firm: AEC Group Job: Warner SMLayfette, Magalia ft: rr� �,rrrri "r� rrr.rr� Larry�Warner AIA CSI urrurr�„s DIAPHRAGM OPTIONS: All Rights Reserved R1/Fl Framing Mat. RIO D' phragm X DF or So.Pine X All Unblocked Fasteners 8d Com Only Henn Fir Rf UnBlk, FI Blit X 8d@Rf,10@Fl Other Block All Edges 10d Com Only SPI 14 ga Staple To Customize, Overwrite Schedule or See Apx. C Other Frame Model Numbers and Height 7 ft 8 ft . 4 . 9 ft ROOFIEXT. WALL UP -LIFT SCHEDULE NIA 300 A C1 2,231 2x4 MST27 A C2 3,506 2x6 MST37 314" 1.79 2-HD5A loft a C3 4,405 2x:8 MST48 718" 2.24 2-HD6A A C4 5,800 200 MST60 718" 2.96 2-HD8A A C5 6,440 202 2- MST37 718" 3.28 2- HD6A A C6 8,310 2- 2X10 HST5 718" 4.23 H010A A C7 11,170 2- 2x10 HST6 7180 5.69 2-PHD6 A C8 17,691 3- 2x10 718' 9.01 2-HD1DA o . ? 1 Provide Cont. Rim Joist/Rafter or Solid Blocking at all Shear Wall Grid Linea 2 A properly sized oontinuous 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 RbtlJst, Igth=LoWShear{plQ. secure ends w! Washer or HD 6 Provide Washer vol Dia. (inches) at end of blocked RfVJst trays, Mal. iron or 114" St, 6 Connect Continuous Collectcr/Tie to shear Hull as requred by Shear Wall Schedule 7 HD at Rod to Shear Wali andrtor RtVJst. Mfg. by Sampson Strong -Tie Cat VIM Stud to Plate Plate to Rafter Stud to F at 16' oc at 24"cc at 16' at 16' oc A T 100 Ply Nailing or MaxQgake ©1x95 Archforms Ltd. A U All Rights Reserved A35 Lateral Load Analysis & H2 299,03We7 A Y Construdon Mign Software SPI H10 H1 H2 A W 460 COLLECIVRME AND DIAPHRAGM SCHEDULE H10 LTS10 CfT Max.CollectorlTle 600 Tie Tie Rod A R3 112" Ply 2.112" "H10 Type Force Cont. Joist or Strap Washer ]HDless R2 1/2" Ply 2" a F2 Symbol fibs) Solid Blocking or Cont Dia, Dla. 2,560 of C&T par to grain: 425 Joist 20ksi 625 FTA7 1 Sheathing: Floor CD -AC PWOSB, Roof 112 CD or CC Ply/OSB, Unbloctked Note 1,2,6 Note7 3,4 . Note 4 Note 5 T Framing: 2x typ, 3x recd bf 10d pen more thanl-518', or molls spaoed.lesis than 31o6 1 Anchors and Clips as Mfg. by Simpson Use Collector/Tie as spedd per symbol or any below (no sinkers) field.l2' j4Rf,10'@Flo NIA 300 A C1 2,231 2x4 MST27 A C2 3,506 2x6 MST37 314" 1.79 2-HD5A loft a C3 4,405 2x:8 MST48 718" 2.24 2-HD6A A C4 5,800 200 MST60 718" 2.96 2-HD8A A C5 6,440 202 2- MST37 718" 3.28 2- HD6A A C6 8,310 2- 2X10 HST5 718" 4.23 H010A A C7 11,170 2- 2x10 HST6 7180 5.69 2-PHD6 A C8 17,691 3- 2x10 718' 9.01 2-HD1DA o . ? 1 Provide Cont. Rim Joist/Rafter or Solid Blocking at all Shear Wall Grid Linea 2 A properly sized oontinuous 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 RbtlJst, Igth=LoWShear{plQ. secure ends w! Washer or HD 6 Provide Washer vol Dia. (inches) at end of blocked RfVJst trays, Mal. iron or 114" St, 6 Connect Continuous Collectcr/Tie to shear Hull as requred by Shear Wall Schedule 7 HD at Rod to Shear Wali andrtor RtVJst. Mfg. by Sampson Strong -Tie Cat VIM Stud to Plate Plate to Rafter Stud to F at 16' oc at 24"cc at 16' at 16' oc A T 100 Ply Nailing or H2 H2 A U 480 A35 H4 H2 A Y 310 SPI H10 H1 H2 A W 460 SK H7 H10 LTS10 A X 600 SP2 A R3 112" Ply 2.112" "H10 H7 A Y 1;170 R2 1/2" Ply 2" a F2 314" Pty FTA2 A Z 2,560 FTA7 1 Sheathing: Floor CD -AC PWOSB, Roof 112 CD or CC Ply/OSB, Unbloctked T Framing: 2x typ, 3x recd bf 10d pen more thanl-518', or molls spaoed.lesis than 31o6 1 Anchors and Clips as Mfg. by Simpson Strong -Tie Co. Cat C-99 (no sinkers) field.l2' j4Rf,10'@Flo r Diaphragm Load Material Nall Diaphragm Load Material Symbol (pl,� Note 1,2,4 Note 3 Symbol (plQ Nde 1,2,4 8d Nall • 1Dd all A R6 180 112" Ply 6" a F6 215 VC My A R4 1/2" Ply 4" a F4 314" Pty A R3 112" Ply 2.112" a F3 3/a" Pty R2 1/2" Ply 2" a F2 314" Pty 7 1 Sheathing: Floor CD -AC PWOSB, Roof 112 CD or CC Ply/OSB, Unbloctked T Framing: 2x typ, 3x recd bf 10d pen more thanl-518', or molls spaoed.lesis than 31o6 3 TyP. Fasteners: 8d Com. @ Roof,10d Coin, [,1a Floor (no sinkers) field.l2' j4Rf,10'@Flo 4 Continuous flim Rafter/Joist recommended at perimeter of unblocked dtaphragyis C 14��Ius��1��Y�IM11��1�1Y`Y�IY�� +�YY�I�I�INw1��1��lYYI�YYY�Y�� CollectorMe & Diaphragm Lows, Lines 1-6 Page 11 MaxQuake. ©1995 Arch -forms Ltd. Date: June 24 2002 Firm: AEC Group All Rights Reserved Lateral Load Analysis & Job: Warner Spec-Layfefte, Magalllla 113y: La blamer A!A �CS1 C199.63M Col ons tnuction Desi n Software Line 1 Line 2 Line 3�Line 4 Line's Line 6_.7,717 Line 7 n.,e 8 Seg C/T Load (back) - max. load on the Collector Me bebareen this and Seg above. CfT Type - min. adequate CollectDaTie. ' Seg beg - feet Seg begins front of Quad Line. front - C/T load at front sidle of the liront�most S ant. Shear -the avgracae Dia a Shear alon the Line. 'fF'Ga�' acorwect Line C/T ckscontinui . 2nd1 CIT Load CIT Seg CR Load CIT Seg CIT Load CIT Seg C Load CIT Seg CIT Load CIT . Seg CIT Load CIT SICIT Load CITSeg'CIT Loa CfT Seg Roof S bade T Sed back T S backTy Seg back Type S back T Sed back T e Seg back Type Se back Ti Wall Lines Run From Front to front front front front front front front front Back Shear(plf) ' Shear(plf) Shear(plq Shear(plf) Shear(plo Shear(plf) Shear(plf) Shear(plQ Rf Diaph Rf,Diaph Rf Diaph Rf Diaph Rf Diaph Rf Dlaph RI.Diag Rf Diaph TW— CIT Load CIT Sq CIT Load CIT Sec CIT Load CIT CIT Load CIT S CIT Load CIT CIT Load CIT SeC CIT Load CIT Seg CIT Load CIT Seg 2 Fl S back T be Seg back Type S bark T e Sem back Typu S back T be Sep back Type Se back Tape be S hack 7 a a a c 437 A C1 d 348 A C1 d 655 A C9 tient 93 NA front 174 NA front front 186 NIA front front front front Shear(ph) W Shear(plf) 35 Shear(pl� Shear(ptf) 23 Shear(plf) Shear(plf) Shealpff) Shear(plo Rf Diaph A R6 RI Diaph A R6 Rf Diaph Rt Diaph A R6 Rf Diaph Rf Diaph Rf Dlaph Rf Diaph FI Diaph A FS FI Dla h A F6 FI Dla Fl Dia A F6 FI Dia FI Diaph FI Dia h FI Diaph 1st CIT Load C/T SeSe CIT Load CIT Set CIT Load CIT Seg Glf toad CIT Sej CIT Load CIT SeCVT Load CR Sec CIT Load CIT CIT Load CIT Seg Flaw S back Type S back T Sed back j Seg back Type S back T e be 'Seg back Type b S Lack T pe beSeg back Tpe #WA #### #N/A ON #NIA NO front 1 front lfront front front front front front Shear(pIQ 19 Shear(plf) 35 Shear(plf) ftear(plf) . 23 Shear(pff) iFi Shear(plt) Shear(plf) Shear(plo FI Diaph A F6 IFI Diaph A FS FI Diaph. Diaph, AFS FI Diaph Ff Mao FI Dlaph FI Diaph If Rf or FI Ol return 'block?, load values are. higher than the ciaptra9ln c aacli . Chanpe to blocked ctaphreM or YYIYYY�Y�YYIYYI�lYYYYYYI�IYYY�� fastener Option 10or add Shear Wall 3or4) Y� 1 Collector/Tie & Diaphragm Loads, Lines J0. -H Page 12 MaxQuake ©1995 Arch -forms Ltd. All Rights Reserved Lateral Load Analysis & Date: June 24 2002 Firm: AEC Group . Job: Wamer &oec-Layfatte. Magalla By: Lanj Warner AIA CSI Q99.03We7-.`_ Construction Design Software .Line A I Line B I Line C I Line D Line E Line F 13 Line H Seg C/T Load (left} - max. bad on the Collector Ire behym this and Seg to left. C/r Type - min. adequate Coflectorfrie. , Seg beg - feet Seg begins rW of Quad LUine. right Cfr load at riqht sada of the ri4ht most Semient Shear the amen a Di hra Shear of the Line. If awears correct Line CIT discoonntinuut 2nd C1T Load u CIF°Load CR CR Laad CIT S Load C/T S Cfr Load CIT ' S Load CR Sec, CR Load 5f�_Sq CIT Load CfT Seg Rog Seg left hp bec Seg left Type beg Sag left T Seg teat Type beK §N Tyim bq Seg felt Tie beg Se left Type beA, Seg left DM beg af3,c.. Wall Lines Run; From Side to ri hq t_ ri ht _ right right right ri t ri ht right Side Shear(plfl Shear(plo Shear(pl� Shear(plf) Shear(ph) Shear(plt Shear(plfl Shear(plo Rf Diaph Rf Diaph Rf Mph Rf Diaph Rf Diaph R1 Diapth Rf Diaph Rf Diaph 1 Rf Cfr Load CfT S C/T Load C/T Sec. CfT Load CIT Sq CIT Load CfT Sec CIT Load, CIT Sec VT Load CR CIT Load CIT Sef CIT Load CIT Seg 2 FI Seg left Typ SeuJ IefE Tie beg Seg le1ITpe bg Seg lett T ; Seg left T left Type beg Seg te€t Type left 1,1!! txe 1 1 1-a 2 241 NA 2 156 NA 1•b 132 NA 3 141 NA 3•a 267 NA 3-b 92 NA ri hg t 168 NA riclht 989 A Ct ri hg t 17 NA right 114 NA ri ht 230 NA ri right n ht Shear(plq 24 Stwar(plfl 26 Shear(pti) 7 Shearfplfj 12 Shear(piQ 12 Shear(plf) Shear(pIQ Shear(plo Rf Dlaph A R6 Rf Diaph A R6 Rf Diaph A R6 R( Diaph ARS Rf Diaph Q R6 Rf Diaph Rf Diaph Rf Diaph Ft Dla h 6F6 Fl Diaph A F6 Fl Dia h A F6 FI Diaph A F6 A Dia ,i A F6 FI DiaphFI Diaph 1st CIT Load CIT Sec CIT Load CIr S CIT Load CfT S M Load CIT Sec Cfr Load CfT S UT toad Cfr S Ctr Load CIT Sec CIT Load CIT Seg Floor Seg left .7ype Se. left Type bq Seg lej, T Seg left Tie beg Seg left Ty b Seg Jeft_T�e Ise ep0 ri right right rht _ ^ ht ri t ri ht ri ht Shear(plFj Sfiear(plfl Shear(plf, Shear(plfj Shear(plf) ; 51>ear(plfl Shear(plfl Shear(plfl FI Diaph FI Diaph FI Dfaph Fl Dlaph FI Diaph FI Diaph FI Diaph FI Diaph If Rf or A Diaph, r bla°rk�7�u rs are h� han Mee dapt p canaa� Chan tom kedu dapiva_gm r We erO�rbo° n 14 or add Shear Wall 3or4l . nd Pressure for Components & Cladding Page 13 Max Quake ©1995 Archforms Ltd. x Jul 24 2002 Firm: AEC Group All Rights Reserved Lateral Load Analysis & • Uik,..«... c...:.. I .-.s-u- A ^- - .... .. - --• Wind Pressure for M Uplift or out - Force Down Load or In- Force -3.4 -3.2 -3.0 -2.8 -2.6 -2,4 -2.2 -2.0 -1.8 -1.6 -1.4 -1.2 -1.0 -0.8 -0.6 -0.4 =0.2 0.0 0.2 0.4 0.6 0.8 1,0 1.2 1.4 1.6 -37 -35 -32 -30 -28 -26 -24 _2 -20 -18 -16 -14 -12 -10 -8 -6 -4 -2 0 2 4 6 8 10 12 14 16 j1. Values aw for I! enclosed ®uiidings- 2. SBCCI Values for GGp are equivalent to U13C Table 16•H Wind Pressure P and Wind 'Coefficients GCp for Components and Cladding of enclosed Buildings Vertical Wind Loads for Gable or Hip Roofed Buildings GCp • GOD 14 14 IZI -2.4 -2.2 -2.0 -1.4 -1.2. qtr ttt■Il 4a):ty Yl' • ..��. Gn.1�:lL'.ti Sw; 0 20 'too 1000 Ei 0<a<10 10<a<45 FIIIIIIIIIIIIIIII1 MT s:offtodf ri S `'' 0<a<10 10<a<46 1:8 -1.6 -1.2 -0.6 0.8 1.0 ' 0 20 100 1000 Overhang GCp include effect Effective Wind Area sq.$, Effective Wind Area sq.ft. of both upper & lower surface Figure1606.21E GCp for Root Slope 30'< a < 45 Degrees 1 -ill■�f��.'p/all - �! YIt• • �. �..t•tr �- �f�� O 1.ag ,,,.E3 Reduce GCp 10%when a., 10 Figure 1606.2C Walt GCp Vertical Wind Loads for Monoslope Roof. Figure 1606.2F 3 < a < 10 IZM= in ■w ■ '::� �: llm� �r..r.aw ■mow w ===== t�.:■ai.• r�rw 3<a<30 S LL '.{ xs .. ..9fu+^- •ivrY .. ir... .. ..f'e . T.. a 'A" .. v...,. :. .. � .. r. �., . • �. ....... t.' .. . i ,: .... s _ .. . � ..... .. '^� R*M�"£. K ,^Yk t .1 . e. .. .. .. :r. .. � ,. r.. + .. ... _ ... .... R .{ �.. ':. ....: .. v. � .. -. ..� ... _ :.. ... ✓... ,. _ .,.. .. .. ,.... 4..., ,_ h; .... v. r � r 11 41, t ;xAqQi, . I 1� .e , I , . > r , i.. „ : I . , „ , , » „ , IX --- -- �M b ; , k .. s w , y t 6 , rq r 1 ; , < • , , , x t" V CL J i : ,e t- , e„ V A , , „ - r o , , �Y u ti t , , , r " , s t i'1, _. y. �-u.,---- ...----^.+.—.-- .,-..,..-.----"---_"'-^'.'--r- -----w.....w.....-. ' ,A's... .. .v -., .n.._w�.<. -.. is .ii„ » '. . uu4.=,,:: ..,,. ".: ,,... � •,.,s .. ,±,, Y ,f ,-.�.:+:.y+..-- I --'•---..—r-.— r I -�-•...-..--9 1 S _4C-+-,.�,.�...y...n.f.--- , "?r^^�..,'*s. - .eS'3t ,_.::.,.,,...,_,..,,gyp._. , is CONSULTANTS;" PROJECT,,, : ;s SPEC HOUSE " >x No. Dare DescWion v` > r i.. CONSULTANTS;" PROJECT,,, : ;s SPEC HOUSE " >x No. Dare DescWion