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Home My WebLink About064-210-031l9 L IN LED 064.210-031 02.20 �b WARNER, LARRY yrjp� LAFAYEITE CIRCLE, MA LiA NEW SINGLE FAMILY 0l t 1�lOTES RESIDENTIAL A PERMIT NO. _ 064-210x031. 02-/MAALIA WARNER, LARRY 1470-z- LAFAYETTE CIRCLE, ' NEW SINGLE FAMILY 3 1• 1 ' G SPECIAL CONDITIONS CHECKED BY -- SRA FLOOD CERTIFICATE REQ. FIRE SPRINKLERS REQ. SPECIAL INSPECTION ITEMS VERIFY USE PERMIT CONDITIONS SUB -STANDARD HOUSING LETTER ,OFFICE COPY 0 i Address GAS Meter By_ ELECTRIC 9� Meter By ` � pat ' t I _3 ti t` JOB FINALED (Date) t Signature -u xg q n!'N V= OK 0 = Not OK = Not Applicable = Not Ready MOBILE HOMES Date ' MOBILE HOME UTILITIES (Plans) OK except #'s Zoning Requirements -Setbacks -Easements I. 1. Zoning Requirements -Setbacks -Easements Footings; Soils -Size -Depth -Spacing -Connectors -Steel 2. Soils; Special MH Support Sketch Decks; Girders and/or Joists -Decking -Bracing -Stairs -Rails 3. Sewer; Location -Test -Fall -C/O -Concrete i Wood Awn.; Posts-Beams-Rftrs.-Connectors Shthg.-Frg-Bracing 4. Water; Location -Test -Easement Needed (Sketch) Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures 5. Electricity; Location-Clearances-Grnd-/ /Amp -Concrete Carports; Windows -Doors 6. Gas; Location -Test -Wrap;-/ /" L'ft. / P Nat. or / /"L"ft./ /'LPG Electric 7. Well Clearance 8 Disconnect Frmg.; Sills -Anchors- Studs- Rftrs-Trusses 8. Utility Clearance Siding; Nailing -Veneer -Stucco -Mesh 10. Roof; Shthg-Roofing 11. Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MOBILE HOME INSTALLATION (Plans) OK except.#'s 1. Zoning Requirements -Setbacks -Easements 2. Footings; Size -Spacing -Marriage Line 3. Gas; MH Test -Demand -Valve -Connector 1. 4. Electricity; MH Test -Crossovers -Breakers -Clearances 2. 5. Drain; MH Test -Fall -Flex Connector 3. 6. Water; MH Test -Regulator -Connector 4. 7. Water and Sewer Connected -C/O to Grade -HD Approval 5. 8. Gas and Electricity Tagged 6. 9. Tie Downs -Type -Installation Cert. 7. 10. Exits; Insp.-Sketch 8. 11. Cert. of Occupancy 9. 12. Permanent Foundation Only; License Decal 10. Plumb.; Cir. Test -Water Supply Test Date Light Niche 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 I. 2. Footings; Soils -Size -Depth -Spacing -Connectors -Steel 3. Decks; Girders and/or Joists -Decking -Bracing -Stairs -Rails 4. Wood Awn.; Posts-Beams-Rftrs.-Connectors Shthg.-Frg-Bracing 5. Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures 6. Carports; Windows -Doors 7. Electric 8. Frmg.; Sills -Anchors- Studs- Rftrs-Trusses 9. Siding; Nailing -Veneer -Stucco -Mesh 10. Roof; Shthg-Roofing 11. 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 lboards-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 3-1 Date Card B-1 INTER -DEPARTMENTAL MEMORANDUM TO: BUILDING DIVISION, ORQVILLE 0/ FROM: ENVIR. HEALTH, CHICO DATE: RELEASE ENV. HEALTH HOLD ON BUILDING FINAL FOR: OWNER NAME: SEPTIC: WELL: AP#: AX,(=- j Q -0,:�1 ADDRESS/LOCATION: Comments: GUmemos/releasehold •. COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION ,;- 7 County Center Drive Oroville, California 95965 • Telephone (530) 538-7541e, IvQ• (Rev. 12/96) APPLICATION AND PERMIT " �i a ASSESSOR PARCEL NUMBER 064-210-0-41 ZONING P BUILDING PERMIT OWNER WARMM ARRY TELEPHONE Q 0 SO. FT. OCC. BUILDING VALUATION OWNER'S MAILING ADD ESS r 9 CONTRACTOR'S NAME OWNER TELEPHONE , 191, aw 1f,973-00 CONTRACTORS MAILING ADDRESS CONSTRUCTION LENDER Fireplace LENDER'S MAILING ADDRESS Total Valuation $gn AN ARCHITECT OR ENGINEER LICENSE NO. Filing Fee $ 20.00 Permit Fee $ ARCHITECT OR ENGINEERS MAILING ADDRESS Plan Checking Fee $ BUILDING ADDRESS ` Energy Plan Checking Fee $ 23.00 $ PERMIT FEE $ 1031.35 LOT NO. SUBDIVISIONS NAME PARCEL MAP PLUMBING PERMIT Fling Fee 20.00 USEOFSTRUCTURE SF 9 Duplex ❑ Mobilehome ❑ Other SPECIFY Each Trap7.00 63.00. Solar or heat um water heater 23.00 Water piping 15.00 15,00 Each gas water heater or vent .. 15.00 TYPE OF WORK New V Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Describe Work: NW SI ,aF i t Gas piping system 1 - 5 outlets 15.00 Building sewer 15.00 Mobile Home S G W @20.00 PERMIT FEE S /,I ELECTRICAL PERMIT I Fling Feel 20.00 500VOR LE Main Service za.A OR LESS 23.00 -J 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.PSING License Class Lic. No. OWNER -BUILDER DECLARATION I her y affirm under penalty of perjury that I am exempt from the Contractors License for the following reason: I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason Main Service 200A TO ,000A 46.00 NEW CONST. OWEwNG Occup. OR ADDNS. ( a ACC. S. s0 -.69-60 R61DT' MULTBRANCI.OUTLET QG 7.50 a OUTLET COWELER APPARATUS IR. Ex. Occup. OUTLET OR FIXTURES BAS @ '.50 Ex. Occup. oFlx�eED�A gapOEA 5.00 Tem orar Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE $ 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 permitis issued. My workers' compensation insurance carrier and policy number are: Carrier Policy Number (The above sections need not be completed if the permit is for work of a valuation of one hundred dollars ($100) or less.) 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 wolkers�'ocompensation provisions of section 3700 of the Labor Code, I shall forth comply with those provisions. X _ Date 42 , ureHA a Applicant - Owner ❑Contractor ❑Agent �L OSHA permit is required for excavations over 5'0' deep and demolition or construction of structures over 3 stories in height. MECHANICAL PERMIT Filing Fee 20.00 Heating Cooling Hood 6.50 6.50 Ventilation 3 4.50 13.50 I s f uniACe 1 PERMIT FEIE $%Q W Mobile Home Installation Fee $ Energy Inspection Fee $ 46.00 Occ R3 CONST. TYPE VN TOTAL FEE $ 402.95 HAZ. .�„ L D FE IM F1000 C pgRC P H ISSUE This permit is hereby issued under the applicable of the Butte County Code and/or Resolutions indicated above for which fees have been yJJ /JAI +By l� JAI I' Date PERMIT EXPIRES ONZ Ij- /3/L/4// / De provisions to do work paid. �,A ;J Receipt No. .1A06&'q _tAQi.'3r+/� �•��(; %u r� X1 _� WHITE-D.D.S.-B.D. CANARY -ASSESSOR PINK -INSPECTOR' GOLDENROD -APPLICANT N COUNTY OF—BUTTE : BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 411 Main Street • Chico, CA • (530) 891-2751 7 County Center Drive • OrovilIe, CA • (530) 538-7541 CORRECTIONNOTICE 1 2 - 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 co�ted. If you have any questions pertaining to this matter, or need additional explanation, Plea contact this office immediately. Date Q Inspector REV 10/92 COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 411 Main Street • Chico, CA • (530) 891-2751 7 County Cnter Drive • Oroville, CA • (530) 538-7541 CORRECTION NOTICE PERMI A routine inspection indicates that the following violations of butte county Ordinances exist at the above address and should be corrected. Please notice this office when correction of work is completed. If you have any questions pertaining to this matter, or need additional explanation, please contact this office immediately. y y.. Date Inspector REV 10/92 x i Akmw r0NA49' FIBER GLASS BLOW ING INSULATION BATTS AND BLANKETS THERMAL PERFORMANCE (ATTIC APPLICATION) When installed in accordance with the man- The stated thermal resistance (R -value) is provided by installing in accordance with the manufacturer's instructions, ufacturer's recommendations, Knauf batts the required number of bags per 1,000 sq. ft. of net area, at not less than the labeled minimum thickness. Failure to and blankets will provide the full R -value. install both the required number of bags and at least the minimum thickness will result in lower insulation R -value. R -VALUE* To obtain an insulation resistance (R) of: MINIMUM THICKNESS Installed insulation should not be less than: MINIMUM THICKNESS Installed insulation should not be less than: 23.50" R-50 31.0 32.2 SF • r � 20.00" R-44 26.9 37.2 SF .753 lbs. 17.75" rr .642 lbs. . r R-30 17.9 55.9 SF .501 Ibs. 12.50" R-26 15.5 64.6 SF .433 lbs. 11.00" R-22 12.7 78.4 SF r 9.25" R-19 10.9 92.0 SF .304 lbs. 8.00" Bag Weight -Nominal 28 tbs., Minimum 27 tbs. BAGS PER MAXIMUM rrr SQ. Fr. NET COVERAGE To obtain an Contents of this bag The insulation resistance rrr0 1 41011, should not cover of (R -value) of: riore than: should R-60 37.8 26.5 SF MINIMUM WEIGHT PER SQ. Fr. weight per sq. ft. installed insulation not be less than: 1.058 lbs. MINIMUM THICKNESS Installed insulation should not be less than: 23.50" R-50 31.0 32.2 SF .869 lbs. 20.00" R-44 26.9 37.2 SF .753 lbs. 17.75" R-38 22.9 43.6 SF .642 lbs. 15.50" R-30 17.9 55.9 SF .501 Ibs. 12.50" R-26 15.5 64.6 SF .433 lbs. 11.00" R-22 12.7 78.4 SF .357 lbs. 9.25" R-19 10.9 92.0 SF .304 lbs. 8.00" R-13 7.6 131.6 SF .213 lbs. 5.75" R-11 6.2 161.3 SF .174 tbs. 4.75" This product conforms to the performance requirements of ASTM C 764, Type I, Category 1 and cancelled Federal Specification HH -I - 1030B, Type I, Class A. R -values are determined in accordance with C 687 and C 518. *"R" means resistance to heat flow. The higher the R -value, the greater the insulating power. Ask your seller for the fact sheet on R -values. **R-18 in a 5.5" cavity. Conforms to ASTM C 665 and Federal Specification HH -1.521F. EQUIPMENT REQUIRED To achieve labeled R -value, this product must be applied with a pneumatic blow- ing machine and a corrugated hose with a minimum .25" internal corrugation, a minimum length of 150 ft. and a diameter of at least 3" Coils in the hose should not be less than 36" in diameter. Acceptable material feed rate is 5-35 lbs./minute. Recommended feed rate is 15-25 lbs./minute. BUILDER'S INSULATION STATEMENT Batts and/or blankets have been installed in conformance with the above recom- mendations to provide a thermal resistance of... R -Value Attic Area R- Thickness at Inches Sloped Ceilings R. at Inches Walls R- `Q at 6114 Inches Floors (over an unheated crawl space) R- it q1 l at t Inches Crawl Space Perimeter R- at Inches Date Installed Blown insulation has been installed in conformance with the above recommendations to provide an R -value of: R- C_�R using of 5 bags of this insulation to ver IOU square feet rea at a minim th' kness of �S t o2 inches. lationont r (sig ature) T' ' o, q I l 30.5 Company R-50 Date ome Builder (signature) 30.4 2 x 8 ompany _&Z 30.2 2 x 4 FRAMING ADJUSTMENT To compensate for framing members, the number of bags per 1,000 sq. ft. of area to be insulated should be as shown below. CLOSED -CAVITY APPLICATION (EXTERIOR SIDEWALL OR FLOORED ATTICS) Contact Knauf Fiber Glass for more information. BW -AC -08 1/02 Knauf Fiber Glass, One Knauf Drive, Shelbyville, IN 46176 (800) 825-4434 Printed in U.S.A. JOIST BAGS/IMSF BAGS/MSF DIMENSIONS 2 x 4 37.2. 37.3 R-607 2 x 6 36.8 37.1 2 x 8 36.5 36.8 2 x 4 30.5 30.6 R-50 2 x 6 30.2 30.4 2 x 8 29.8 30.2 2 x 4 26.3 26.5 R-44 2 x 6 26.0 26.3 2 x 8 25.7 26.0 2 x 4 22.4 22.5 R-38 2 x 6 22.1 22.3 2 x 8 21.8 22.1 2 x 4 17.4 17.5 R-30 2 x 6 17.1 17.3 2 x 8 16.8 17.1 2 x 4 15.0 15.1 R-26 2 x 6 14.7 14.9 2 x 8 14.4 14.7 2 x 4 12.3 12.4 R-22 2 x 6 12.0 12.2 ' 2 x 8 11.7 12.0 TX 4 10.4 10.5 R-19 2 x 6 10.1 10.3 2 x 8 9.8 10.1 2 x 4 7.1 7.3 R-13 2 x 6 6.8 7.1 2 x 8 6.6 6.9 274 4 5.7 5.9 R-11 2 x 6 5.5 5.7 2 x 8 5.2 5.5 CLOSED -CAVITY APPLICATION (EXTERIOR SIDEWALL OR FLOORED ATTICS) Contact Knauf Fiber Glass for more information. BW -AC -08 1/02 Knauf Fiber Glass, One Knauf Drive, Shelbyville, IN 46176 (800) 825-4434 Printed in U.S.A. SIUI,�MMIT FIBER GLASS BLOWING INSULATION BATTS AND BLANKETS THERMAL PERFORMANCE (ATTIC APPLICATION) When installed in accordance with the man- The stated thermal resistance (R -value) is provided by installing in accordance with the manufacturer's instructions, ufacturer's recommendations, Knauf baits the required number of bags per 1,000 sq. ft. of net area, at not less than the labeled minimum thickness. Failure to and blankets will provide the full R -value. install both the required number of bags and at least the minimum thickness will result in lower insulation R -value. R -VALUE* To obtain an insulation resistance (R) of: rNOMMM MINIMUM THICKNESS Installed insulation should not be less than: MINIMUM Installed insulation should not be less than: 23.50" rr r • 20.00" r t rr 17.75" t• .642 lbs. . r R-30 17.9 55.9 SF .501 lbs. 12.50" R-26 15.5 64.6 SF .433 lbs. 11.00" R 22 12.7 78.4 SF r 9.25" r .304 lbs. r Bag Weight -Nominal 28 lbs., Minimum 27 lbs. BAGS PER MAXIMUM rrt SQ. Fr. NET COVERAGE To obtain an The number of bags per Contents ofthis bag The rrt sq. ft. of net area should not cover of s ould not be less than- more than: should R-60 37.8 26.5 SF MINIMUM WEIGHT weight per sq. ft. installed insulation not be less than: 1.058 lbs. MINIMUM Installed insulation should not be less than: 23.50" R-50 31.0 32.2 SF .869 lbs. 20.00" R-44 26.9 37.2 SF .753 lbs. 17.75" R-38 22.9 43.6 SF .642 lbs. 15.50" R-30 17.9 55.9 SF .501 lbs. 12.50" R-26 15.5 64.6 SF .433 lbs. 11.00" R 22 12.7 78.4 SF .357 lbs. 9.25" R-19 10.9 92.0 SF .304 lbs. 8.00" R-13 7.6E�] 131.6 SF 213 lbs. 5.75" R-11 6.2 161.3 SF 174 lbs. 4.75" This product conforms to the performance requirements of ASTM C 764, Type I, Category 1 and cancelled Federal Specification HH -1- 1030B, Type I, Class A. R -values are determined in accordance with C 687 and C 518. *"R" means resistance to heat flow. The higher the R -value, the greater the insulating power. Ask your seller for the fact sheet on R -values. **R-18 in a 5.5" cavity. Conforms to ASTM C 665 and Federal Specification HH -1-521F. EQUIPMENT REQUIRED To achieve labeled R -value, this product must be applied with a pneumatic blow- ing machine and a corrugated hose with a minimum .25" internal corrugation, a minimum length of 150 ft. and a diameter of at least 3:' Coils in the hose should not be less than 36" in diameter. Acceptable material feed rate is 5-35 lbs./minute. Recommended feed rate is 15-25 lbs./minute. BUILDER'S INSULATION STATEMENT Batts and/or blankets have been installed in conformance with the above recom- mendations to provide a thermal resistance of.. . R -Value Attic Area R- Thickness at Inches Sloped Ceilings R- at I l Inches Walls R- ' Q at t 1,4 Inches Floors (over an unheated crawl space) R- j Q1 l 1 at t 14 Inches Crawl Space Perimeter R- at Inches Date Installed 2 x 4 Blown insulation has been installed in conformance with the above 30.6 recommendations to provide an R -value of- R- using 30.2 _ _bags of this insulation to ver 1 U O4square feet kness of 1S 1 cZ inches. 29.8 30.2 irea4minimth* 2 x 4 26.3 26.5 R-44 2 x 6 �_2 0 1 q HEN-C!S Company 25.7 Date ome Builder (signature) 2x4 22.4 22.5 ompanIf � 2 x 6 22.1 22.3 2 x 8 21.8 22.1 FRAMING ADJUSTMENT To compensate for framing members, the number of bags per 1,000 sq. ft. of area to be insulated should be as shown below. CLOSED -CAVITY APPLICATION (EXTERIOR SIDEWALL OR FLOORED ATTICS) Contact Knauf Fiber Glass for more information. BW -AC -08 1/02 Knauf Fiber Glass, One Knauf Drive, Shelbyville, IN 46176 (800) 825-4434 Printed in U.S.A. •BAGS/MSF r • 2x4 37.2 BAGS/MSF 37.3 R-60 2 x 6 36.8 37.1 2 x 8 36.5 36.8 2 x 4 30.5 30.6 R-50 2 x 6 30.2 30.4 2 x 8 29.8 30.2 2 x 4 26.3 26.5 R-44 2 x 6 �_2 26.0 26.3 x 8 25.7 26.0 2x4 22.4 22.5 R-38 2 x 6 22.1 22.3 2 x 8 21.8 22.1 2 x 4 17.4 17.5 R-30 2 x 6 17.1 17.3 2 x 8 16.8 17.1 2 x 4 15.0 15.1 R-26 2 x 6 14.7 14.9 2 x 8 14.4 14.7 2 x 4 12.3 12.4 R-22 2 x 6 12.0 12.2 2 x 8 11.7 12.0 2 x 4 10.4 10.5 R-19 2 x 6 10.1 10.3 2 x 8 9.8 10.1 2 x 4 7.1 7.3 R-13 2x6 6.8 7.1 2 x 8 6.6 6.9 2 x 4 5.7 5.9 R-11 2x6 5.5 5.7 2 x 8 5.2 5.5 CLOSED -CAVITY APPLICATION (EXTERIOR SIDEWALL OR FLOORED ATTICS) Contact Knauf Fiber Glass for more information. BW -AC -08 1/02 Knauf Fiber Glass, One Knauf Drive, Shelbyville, IN 46176 (800) 825-4434 Printed in U.S.A. COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive • Oroville, California 95965 • Telephone (530) 538-75410 SRT �• (Rev. 12/96) APPLICATION AND PERMIT pfU ASSESSOR PARCEL NUMBER OAA -210-0-31 ZONING M-1 BUILDING PERMIT OWNER WARARRy R. TOLIEWONE 292-9009 SO. FT. OCC. BUILDING VALUATION 148-3 R 80,089-00 OWNERS MAILING ADD ESS CONTRACTOR'S NAME OWNER TELEPHONE 191 My 1,971-00 CONTRACTORS MAILING ADDRESS CONSTRUCTION LENDER Fireplace LENDER'S MAILING ADDRESS Total Valuation $ ARCHITECT OR ENGINEER LICENSE NO. Filen Fee $ 20.00 Permit Fee $ ARCHITECT OR ENGINEERS MAILING ADDRESS Plan Checking Fee $389135 BUILDING ADDRESS Energy Plan Checking Fee $ 93-00 $ PERMIT FEE $ 1031.35 LOT NO. SUBDIVISIONS NAME PARCEL MAP PLUMBING PERMIT Filing Fee 20.00 USEOFSTRUCTURE SF N Duplex ❑ Mobilehome ❑ Other SPECIFY Each Trap 7.00 63.00 Solar or heat pump water heater 23.00 Water piping 15.00 15.00 Each as water heater or vent 15.00 TYPE OF WORK New ]l Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Describe Work: NEW FINQ g_EMITY Gas piping system 1 - 5 outlets 15.00 Building sewer 15.00 1 5 -no Mobile Home I S I G I W @20.00 PERMIT FEE $ ELECTRICAL PERMIT Filing Fee 20.00 Main Service 200AORLESS 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.FSING License Class LIC. NO. OWNER -BUILDER DECLARATION I here affirm under penalty of perjury that I am exempt from the Contractors License L or the following reason: I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason 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 Main Service 200A TO 1000A 46.00 NEW CONST. DWELLING OCCUP. OR ADDNS. ( 8 ACC. BLD.. 3 5Qso NON COIDT' MULTI -OUTLET @7,50 OWERLE APPARATUS 8 OUTLET C IR. Ex. Occup. OUTLET OR FIXTURES 20 0 SAL @ 1.55 Ex. Occu . DFlxLIT�is A DORS 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wirin EE !!l PERMIT FEE $ 112 60 MECHANICAL PERMIT Filing Fee 20.00 Heating Cooling 19-00 Hood 6.50 Ventilation gas furnace 15-00 PERMIT FEE S 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' ompensation provisions of section 3700 of the Labor Code, I shall forth comply with those provisions. X Date �� Si turaof Applicant - Owner ❑ Contractor ❑ AgenOSHA permit is required for excavations over 5'0" deep and demolition or constructionO� of structures over 3 stories in height. 41a Mobile Home Installation Fee $ Energy Inspection Fee $ Occ CONST. TYPE TOTAL FEE $ .1409451 HAZ. D. FE IMP O CD PARC H ISt> This permit is hereby issued under the of the Butte County Code and/or indicat d above fo*fe yDatelak, RMIT EXPIRE3 I applicable provisions Resolutions to do work been paid. IfDe ReceiptNo. WHITE-D.D.S.-B.D. CANARY -ASSESS PINK-INSPECTO GOLDENROD -APPLICANT COUNTY OF BUTTE DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965 - TELEPHONE (530) 538-7541 OF FEES DUE OWNER PRO OSED BUILDING USE v /! 1. BUILDING PERMIT FEES ly Balance Due ....................... $ D Additional Fees Due ................. $ ZAdditional Fees Due ......... $ Revised Plan Checking Fee ....... .0 ....$ - - OOL DISTRICT FEES (paid at District Office) (Available after Plan Check) 3. SHERIFF FEES (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. # DATE RECEIPT # DATE REC' c 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. DATE Pursuant to C°i ve nment 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 you 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) BUTTE COUNTY SCHOOLS IMPACT FEE CERTIFICATION FORM j. (OrWYorm pet Building) School District Building Department No. 0 Z Z f) A.P. Number b� z(IS- 03 ( Jurisdiction: cityCounty Property Owner�e111 Property Location/Address � t C',(�.GiL� Mk[tT� A -- Subdivision 6%—Ak �j + j N ' Lot No. .................................................�........................................................... Residential Development Sq. Footage 1Y P No o Living Mobile Home Addition/ Supplemental to (Group R) Units Installation Conversion Permit # '(No foundation inspection): Commercial/Industrial , _ - - • _ . , Neva Addition Building Departfnent Representative Sq. Footage - .. � -c � • ..� _-- .� _. - • ..._._, _ . • - • - I I �d' Ext ( nc u ing error Roofed Areas) /((Id-l'- Date moor riapcans reviewea oy 5cnooi uistnct versonnel) Di "ct Identification No. / School District certifies that (Applicant) v (Street Address) (Phone Number) (City) (State) (Zip Code) has complied with the requirements of Resolution No. representing / (� 3 square feet. 2- - School I Di�strict'�RepreE Paid by Check # Remarks: by payment of $ AB 2926 $ FULL MITIGATION $ 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.xls (10/98)dmm 1 COUNTY OF BUTTE -DEPARTMENT O)t DEVELOPMENT 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 NU $ e� Proposed Building Use: Counter Technioian: Date: I Items required in order to apply for a permit. All boxes MUST be chec ed O marked NA in order to apply. . Plot plans, 3 or 4 sets, signed,�y the preparer of the plans. t2.omplete plans, 3 or 4 sets, signed by the preparer of the plans. ngineered plans, 3 or 4 sets, with wet signature on plans AND 2 sets of stamped and signed calculations. ngineered truss details and layouts in duplicate. No faxes!nergy compliance design and supporting documentation in duplicate. anufactured 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 ❑ 8. 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.......................I ............. ❑ 12. Hazardous Material Form............................................................................... _ ❑ 13. Other t aining items needed to issue the permit. (May require additional plan review upon receipt of the following items. 14. Fees as shown on the attached Schedule of Fees Due Sheet.....................................'.� l 5 tatement of Intent for Non -heated and A/C Buildings ..................................... .... 6. Sanitation and plot plan approval from the Environmental Health Department in 7. City of Chico Plumbing permit ..................................................................: 18. California Department of Forestry plan approval 9� "paid. Sent by: 19. Planning approval for (A) Use: � K (B)Parking: (C) Parcel Check: Contact Land Development about ❑ Improvements, ❑ Drainage .............................. 1. Encroachment Permit for driveway from the Public Works Dept. (construction approval prior to occupancy). ❑ .re -Inspection for required......... Contractor's license information. (Number, Name Style, Classification)..AlLde. �.... 4. Worker's Compensation Carrier and Policy Number ..............:...........Je. Lel.. D'X., Owner -Builder Verification (❑ Given to owner, ❑ Mailed to owner) ..................... ❑ Letter of Signature authorization.................................................................... , 27. Recorded copy of Agricultural Acknowledgment Statement....................................moi ❑ 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 and hold for pickup. I have been informed of the above items and requirements for obtaining a building permit. NL _ — A e� Applicant: Date: ', /,— d%> Lm" N — WNJLL POO "& toot• 1Noo., 1. Index permit application for the above items numbered:g NNVLi / Plan Check Letter 2. Additional items required • Contractor, designer, owner, was advised cf the above data ❑ , ❑ mail, ❑ counter, by Date: _ Contractor, designer, owner, was advised of the above data by phone, ❑ mail, ❑ counter, byDate: Plans reviewed by: Date: Plans approved by: 1::—Date: Structural reviewed i(C, L _ Date: 17 o z Structural approved by: 1<.'Z. Date: /o 0 Z Note transfer by:7A Date: / -Q —6 2— Yellow Yellow Ruildino nivicinn TO: FROM: SUBJECT: Building Depa iron tal Health ation Clearance E.H. USE ONLY Stas Plan Attached Roar Plan Amoy Sant to S.D.. _ ,�: 0&-, - L� all Lcd-ou,�-9& cj�-- (,,7 3,10 - Owner Location AP# an Approve for: Sewage Disposal Water Supply: Public , Private Well Clearance fodwelling. Other Hold final for: Final clearance O.K. for: NOTE: , 8/96 Date AND WHEN RECORDED iMAIL TO: BUTTE COUNTY BUILDING DIVISION 7 COUNTY CENTER DRIVE OROVILLE, CA 95965 2002-00571 97 Recorded Official Records CoBUTTE f CANDACE J. GRUBBS Recorder ROSEMARY DICKSON Assistant 11:12AM 25 -Oct -2002 REC FEE 7.00 CONFORM 1.00 Carol Page 1 of 1 AGRICULTURAL STATEMENT OF ACKNOWLEDGMENT FOR RESIDENTIAL DEVELOPMENT I Section 26-8 of the Butte County Code required this acknowledgment to be recorded prior to issuance of a building C/ permit. The property described herein is adjacent to land or included within an area zoned for agricultural purposes, and residents of this property may be subject to inconveniences or discomfort from the use of agricultural chemicals, including, but not limited to herbicides, pesticides, and fertilizers; and from the pursuit of agricultural operations including, but not limited to cultivation, plowing, spraying, pruning, and harvesting which occasionally generate dust, smoke, noise, and odor. Butte County has established agricultural purposes and residents within said zones and on adjacent property should be prepared to accept such inconvenience or discomfort from normal, necessary farm operations. All that real property situate in the County of Butte, State of California, described as follows: L crT Z37 P&rLA'D! -%q- P 1 nl rr--S U u l7 N= 14 14 �,9 2- t -o P�" V_77 r?- u-.. Date_ J0 - 2 - 0 -L- State of California ) County of OnA6;k- 9 SOD 2 before me, r-1 o-5 a,, -i L,!%, 9 .59 S4 OWNERS: personally appeared tT 41412&�k vt .T, GL 1g. &JA40,L1 2 personal€y known to me (or proved to me oo 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 and and officiat seal. @(Comm. JANET CLARK Signature Seaf: COMM. #'1258`47# D NOTARY PUBLIC -CALIFORNIA COUNTY OF BUTTEA.E'#O�c�ZlrO�: 03`� Expires March 27, 2004W ipVr1i1 /U= 02. - Zo07 September 23, 2002 Larry Warner, Architect 555 Flying V, Ste. 3 Chico, CA 95928 • kepartm'ent of Development Services Building Division 7 County Center Drive Oroville, CA 95965 (530) 538-7541 (530) 538-2140 FAX Assessor Parcel Number: 064-210-031 Building Permit Number: 02-2007 Thank you for resubmitting 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 to the attention of Linda Simmons. Your complete and clear response will expedite the re -check and approval of this project. Please comply with the following items in italics remaining unresolved from the previous plan review: XON -STRUCTURAL COMMENTS: Detail 21S5. 1: show #4 horizontal top and bottom, typical. There was no note "T&B MIN." on our resubmittal. STRUCTURAL COMMENTS: v3' What factors did the program use to calculate an E=... ? As you pointed out, we assumed the same factors as shown on p. 2, in both the original calculation and the revised submittal. Using those same factors, we arrive at an E=31,237 in lieu of the program's 32,132. We saw similar discrepancies in the first submittal. Again we ask, what factors / were used, or maybe how were they used? 4. How is the. SO reduction in allowable capacity of gypboard shear walls for earthquake per UBC T 25-1 fn ]factored into the program? Thank you for submitting Table 23 from NER-272. However, let me point out the following: from the same report, Conditions of Use Article 7.0 points out that this NER modifies the 1994 UBC. The 1997 UBC is the applicable code, and accordingly the report is invalid on its face value. Secondly, please be aware that the UBC is the adopted model code, adopted by the State Building and Standards Commission, the County of Butte and all other jurisdictions within the state. The Building Official is under NO obligation to accept any report by NER or even ICBO- ER for that matter, and certainly not to contradict the requirements of the adopted model codes. Thirdly, note that the same (outdated) NER report also states in Article 7.2 that 1 of 2 "diaphragm and other construction noted in this report shall conform to all applicable provisions of the code". In this case, the 1997 UBC including T 25-I fn 1 are the applicable provisions. Fourth,.in the case of a conflict within a code (although the NER is not a code), the more conservative or restrictive will apply, and a specific requirement will supercede a general requirement. Finally, you should be very clear that neither the NER, nor any other report, "supercedes" the UBC. 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? See item #4 above. 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 non-structural items, please ask for Linda; for structural items, ask for Philo. 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 w ` 1�C GKOUFs AKCHIT1=.CTUKE. + ENGINE.E.RING - CONSULTING September 17, 2002 Keith Long Butte County Building Div. 7 County Center Drive Oroville, CA 95965 Re: APN 064-210-031 Permit No. 02-2007 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 -1. 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 -l. 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/S5-1 was intended to be full height. Revised detail to show graphically full height. 9. Detail 2/S5-1 indicated the #4 bar to be 12" o. c. max.. We have added to that note "T&BMin. 10. Attached 11. Sheet S1-2 has been revised to show the shear wall at line B, Back of garage. Structural: 1. See trapezoidal loadings these are taken up as a PLF loading. Truss Al l is not 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. 4. We use the NER-272 table 23 (attached as reference) for the correct values for drywall sheer walls. You will note as highlighted this is for "Allowable shear for wind or SEISMIC forces. Based upon these criteria that supercede the tables in the 97 UBC no additional reductions are required. We have not had any other agency including Butte County require any reduction when using NER-272. ,5. No stem wall we are greater than 48" to the bottom of the footing. No further design is required. r..��a�:�rss._aV-.^a�.7ez.:.�:�,..�=�.�noscotsa+t.c.sa��.�c,.; �t,�ts�ces—�..��nr�..-�r.aoc. Jar,.R.•r. i0oE .Ci -1 rlmigl8 ' �trp.� riiio�l .'ri1J '-flihlirlfl vjauo') Snuff wi7Cl zaltia' {#two') V ?Y4EQ A') '-ARm-10 luo bw?.il lwflfl 541 SOO'l , I I lfjdruwgR� G tr3mb •r9sl,l kofb r1r,Iq 'luny b."'<oi vTi Z)vr:ri W/ '1913-1 uoy rii lgdawrr -11jov 0" 2t1J1:fr1'1oJ arlo(1e 1•r 1UC7 .wofjd 32rlou�yl t, f fi��uri; 1 .3%`.1i2'.it.�l�ti �L'1,5I61f% 9�tlr[r13•[�3 ?�sli I�ir',.siltir=• ',:��5,'1 � �: itsllq �fi� 9�� .M elui ,i, laid gvg un,/T bairoibal . I - I E, i-isiN rmIq 7ogn L t .1oob qrlLpb1I i1 ozaa bi!oa srfl i snllr:a 3 rsT l r.bi!P Wr1os►-rod b r1; enoilrv%il3 tidl no nll;,ro fa Paw Mot- 9ri'l' .nr.ly 'forul3 ..At rlo aH 01 fl? t svrf. ! OTV bwf*ibal . I -[A srjorle (lrl(; -iuofi 5*? eu(irb r:I 14; 161 rrn(q ':Hill Orli er, Il3w ?Y, r 0cj noinibnrir:,� nr;lq loo"r 'lcit f- I A 1tp3r{2 9:2 S tiil„fiii(I„1 a 'rdariz of Iiwt)b (mivOl rrithwi tltri o(f of hibimn, er v, l _?2 ;ti lim-4 ,2 `Trrm brit of F1obhia ovati !W1 xr.r;r a o "St ud o+ 1':tt ;*,f bsin-,rilli(i I-?R;S linrJO 0 5'm.10 Aosta 'S Orlil is IIsi! Int)rla Oth A foriz v# ar;rl r - Ii. 1}orfs .I t sr3r: ri IJAPzul'[' art hac�I ��.I� s zn qu roslri g1:> o2.�rtt 2 rlihric,f Ie1,ir�soq��i A1: im P'(1r21 [.bits i'm"ki wit toil tai ii r1i b`xlirF g'-'(jr, atft I'v"O _ #=ic1 �I rxs Nni#o9lfa7 rnrl?i1•,Iu�l; � trT�sir! brei lst g�? ei Ja:trlr'io Win 63.0 Th" IMvTta;4AV)Qzhi1 'ro S 1o.jtlz no FI(trm6t oo�� " .1:�riz airil nc� fmu�i x uit r tttrl�.- sa=f :4 -16't ,air.arii >ryr; i).Awtva) TU a1do s,i'1u.0 reit is:1rl2 aldrwulIA" _uP 21 zid! hair gilrt:Ahi as �ioa 14a, uo f r!lr1�� 19t)jj- !IsW (b ai -. Ids; Aj alga.. -o iva. W!t ,.£i it,dit, vin bbd ic"?, r1 ;, tsd u4l IT6tipoi 9i6 mil; &)i I'mei ihhr, on ')I:t'J TQ Orli rT_!% —N, wli, 11 r 0OW imi?*U4J1 -rna 11ii1P5 t1r11rr)D s+1?u8 an:buhni ''prl9gjs lorlilu'i c� .UO1i1(jU tirli 10 tr.osM At of "9t, nrlrii IWS[ s1J trig 9111 Ilaw mire 01 bsli(tp i ;:i nai-nb .S t• f�lttrt�(n# w 6. We have used drywall at shear on our front garage walls on many of our projects in many different agencies for many years now. The fact is as designed there is only a minimal tributary area that is applied to the front garage walls. The shear on these walls is 2'-8" long each. I trust that this helps you understand how this is applied. 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 Sl -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 wail 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. S J Warner AIA CSI Enc. Two sets of plans Two sets revised lateral calculation One HDR -3 calculation highlighted One copy of NER-272 Table 23 Highlighted One shear wall layout sheet highlighted PRINCIPALARCHITECT LARRYJ WARNE.RAIA rt73jo--1q It1010 v nl;rt; Ito 2ii1;'.J v-81fm 1rtuit —€uc, 1I0 u5d;-er,. iifirf<<lb b3 U r f :3i -A 11 fxfgtG` b ?+i ?t i')fi. wl"r . JNOff inin,( `lffafti 'tC}j 294'.3a-jpi- tii:03;.fi iib vaurt ttf AT inwii title (;I b:Agg8 Pi indi twmn v-Wjudi-rl istu;aitfl , xl;tu ?I raillr rtr?fi Iyf;CSl:�l.f['.11 t1G'{ at1l,3F1 �:tf;1 1}:fli 1xtt�i l "ff:11i'.} z.�lffCt "7?-'� 2! i:li}lY! ri•''.eti`f ttF] • i)�il;lClli 11'. b-.4juld tw1i;li.:ri 1na.ob Oftyr if a.rit14d.iib mute€ 1."r -M 1113 1!;1112-i? `39ffii no 910u llr," 1} ,da. *61 ifitliitr b,,W)B 15v'),110d .wo t)w 23�;bu 5,-1t td1 pijn-1ibni tnkoft l: be-,bbf. U+:ffi `.wvrA ` W L*9,taid tod HOP, pt,-qb-. qf)1 -A 01 Pftl)f:)Qld wao -4rii idi a=' Waly of .i301 zAT .lilrfr�7b �fi3"i:) uyil €ti 7F;Jli? witia bdi of 1a4atmf !j%witfpH) T.x1. stet Tai J Pitrr .�)=tit fiAw vVida !�diln r;11q ' ,6ffii i!a`N "gio 111 b9lei u; wftugz.,rl-1 n 61 unibixfilar'A 110 i}ri1: 9?tliT cgi lliup—1i1t11 -Ini ii(i(�lffnlf 1 s • ; �197;,J�f2l� ftf)l;f3iU�tt2:. i�'°i9�F;i 12'�kf'l�a? •?1�: cSW t' b�;€i�iirl�i€l llClitf;lfl�iF;.� �-AST%t.:,rrC) boilinilrfsIN P.fi 31dr T eN*"-ARi•`DC,-4({c,�: two. boltl,-d!ir; iu!)rla 1uovri linty uwle !xiO Multi -Loaded Beamf,97 Uniform Building Code (91 NDS) ) Ver: 5.01b ,w..Bv. Larry J Warner AIA, AEC Group on: 07-23-2002: 1:55:45 PM Project: WAR -237 - Locatio :.HDR;3 Summa.rv: 3.51N x 11.25 IN x 6.5 FT 12.0E Parallam - Trus Joist -MacMillan Section Adequate By: 129.7% Controlling Factor. Area / Depth Required 7.22 In Center Span Deflections: Dead Load: Live Load: i eml Load: Center Span Left End Reactions (Support A): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only. Support capacity not checked): Center Span Right End Reactions (Support B): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, Support capacity not checked): Beam Data: Center Span Length: Center Span 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 A.eight: Total Load: Point Load 1 Live Load: Dead Load: Location (From left end of span): &!pezoidal'toad`1l Ueft`L'ive-Load: Left Dead Load: Right Live Load: Right Dead Load: Load Start: Load End: Load Length: Properties For: 2.0E Parallam- Trus Joist -MacMillan Bending Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd=1.00 Cf --1.01 FJ: Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: 4.225 Ft from Left Support of Span 2 (Center Span) Critical moment created by combining all dead loads and IVIlAaxiMUM Shea, - At Right Support of Span 2 (Center Span) DLD-Center- 0.03 IN LLD -Center= 0.04 IN = Li2223 TLD -Center= 0,05 IN = U1295 LL-Rxn-A= DL-Rxn-A= TL-Rxn-A= BL -A= LL-Rxn-B= DL-Rxn-B= TL-Rxn-B= BL -B= L2= Lu2-Top= Lu2-Bottom= Cd= U U wL-2= wD-2= BSW= WT -2= PL1-2= PD1 -2= X1-2= TRL-Left-1-2= TRD-Left-1-2= TRL-Right-1-2= TRD-Right-1-2= A-1-2= B-1-2= C-1-2= Fb= Fv= E= Fc perp= Fb'= FV= M= 1864 LB 1346 LB 3209 LB 1.22 IN 1925 LB 1388 LB 3313 LB 1.26 IN 6.5 FT 0.0 FT 6.5 FT 1.00 360 240 0 PLF 0 PLF 12 PLF i2 PLF 2484 LB 1739 LB 4.25 FT 2900 PLF 290 PLF F35 PLF 750 PLF 2921 FT (3i0�i FT 3.0 FT 2900 PSI 290 PSI 2000000 PSI 750 PSI 2921 PSI 290 PSI 7401 FT -LB live loads on span(s) 2 V= 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 S= 73.8 IN3 Area: Areq= 17.2 IN2 A= 39.3 iN2 Moment of inertia: Ireq= 77.0 IN4 1= 415.2 IN4 C � 7 0 ca, ►� EMM -k r N �lNI�. n .l valuati Seg vice, Inc. Participating Members: SBCCI Public Safety BOCA i_vaivation Services, Inc. (CSO Evaluation Service, Inc. Testing and Evaluation Services, Inc. 4051 West Flossmoor Road 5360 Workman Mill Road 900 Montclair Road, Suite A Country Club Hills, Illinois 60478-5795 Whinier, Galilornia 90601-2299 Birmingham, Alabama 35213-1206 (708) 799-2305 (562) 699-0543 1205? 591-1853 NATIONAL EVALUATION REPORT jNER,:V Copyright @ 1997, Nat/onal Evaluation Service, Inc. rReissued: september 11 .11997. POWER -DRIVEN STAPLES AND NAILS FOR USE IN ALL TYPES OF BUILDING CONSTRUCTION INTERNATIONAL STAPLE, NAIL AND TOOL ASSOCIATION 512 WEST BURLINGTON AVENUE, SUITE 203 LA GRANGE, ILLINOIS 600525-2222453 Listings "ATLAS" BRAND NAME ATLAS STEEL AND WIRE, DIVISION OF AMERISTEEL 325 HORD STREET NEW ORLEANS, LOUISIANA 70183 "ALFIT" BRAND NAME ALFIT MANUFACTURING, A DIVISION OF AUTOMATIC STAPLE MANUFACTURING INC. 355 GARYRAY DRIVE NORTH YORK, ONTARIO M9L 1P6 ' CANADA "CAMPBELL HAUSFELD" BRAND NAME CAMPBELL HAUSFELD 100 PRODUCTION DRIVE HARRISON, OHIO 45050 "OE POAN" BRAND NAME DE POAN PNEUMATIC CORP. 191,10FL-2, FU-HSIN N. ROAD TAIPEI, TAIWAN, REPUBLIC OF CHINA "DUO -FAST''°" AND "DUO -FIT " BRAND NAMES DUO -FAST CORPORATION QUALITY DRIVE HUNTLEY, ILLINOIS 60142-6700 "FALCON" BRAND NAIVE FALCON FASTENERS REG'D 251 NANTUCKET BOULEVARD SCARBOROUGH; ONTARIO M7 P 2P2 CANADA.. "FASCO" AND "FASCO/BECK" BRAND NAMES FASCO AMERICA, INC. 105 INDUSTRIAL PARK DRIVE MUSCLE SHOALS, ALABAMA 35662 "HALSTEEL" BRAND NAMES HALSTEEL; INC. 14570 MEYER CANYON DRIVE FONTANA, CALIFORNIA 92335 "HILTI" BRAND NAME H1LTi, INC. 5400.SOUTH 122ND EAST AVENUE TULSA, OKLAHOMA 74146 "HITACHI" BRAND NAME HITACHI POWER TOOLS 3950 STEVE REYNOLDS BOULEVARD NORCROSS, GEORGIA 30093 "INSTEEL" BRAND NAME INSTEEL WIRE PRODUCTS 1373 BOGGS DRIVE MOUNT AIRY, NORTH CAROLINA 27030 "ISM®", "ATRO," "AIR NAIL," AND "CARPENTERS' CHOICE " BRAND NAMES Ism OST OFFICE BOX 629 BUTLER, PENNSYLVANIA 16003 "MAKITA" BRAND NAME MAKITA U.S.A., INC. 14930 NORTHAM STREET LA MIRADA, CALIFORNIA 90638-5753 "PASLODE" AND "GENER-X " BRAND NAMES PASLODE 888 FOREST EDGE DRIVE VERNON HILLS, ILLINOIS 60061-3105 "PORTER -CABLE" BRAND NAME PORTER -CABLE CORPORATION 4825 HIGHWAY 45 NORTH POST OFFICE BOX 2468 JACKSON, TENNESSEE 38302-2468 "PREBENA AMERICA" BRAND NAME PREBENA AMERICAINORTH AMERICAN FASTENER CORP. ROUTE 1, BOY 47A BRIDGEPORT, WEST VIRGINIA 26330-9321 "SENCO", "MASTERMT°P" AND "ACCUSET " BHAND NAMES SENCO PRODUCT'S, INC. 8485 BROADWELL ROAD CINCINNATI, OHIO 45244 "SPECIALTY FASTENERS" BRAND NAME SPECIALTY FASTENING SYSTEMS, INC. a' 1501 ARMSTRONG AVENUE FAYETTEVILLE, ARKANSAS 72701 "STANLEY-BOSTITCH," "STANLEY-ALLSPECS," "BeA," AND "STAN -TECH" BRAND NAMES STANLEY FASTENING SYSTEMS EAST GREENWICH, RHODE ISLAND 02818 1.0 SUBJECT Paver -Driven Staples and Nails for Use in Ali Types of Build- ing Construction. 4 .. 2.0 PROPERTIES FOR WHICH EVALUATION IS. SOUGHT Structural and nonstructural Connections. TWs report isdvnked to the specifrc product and data. and test reports submitted by the applicant in its application requesting this report. No independc-nttests were I performed by the National Evaluation Service (NES), and NIBS .vpecif:cally does not make any warranty, either expressed or implied, as to any finding or other tier bi Ili: report ere: to any product covered by Lk- report hi: di,4clainter incliudeg, but isnot ?incited totnerrhattiabillily. pl.is report is 2►so subjec! !o the + limik9ion listed IMM41. 1 TABLE 23 ;OWABL• E $fiEAR FOR WINDAGA, SEI IWOORCES IN POIINbS PER FOOT FOR VERTICAL DIAPHRAGMS OF WALL. SHEATHING, GYPSUM LATH -PLASTER, WALL OAID EXTERIOR PLASTER ATTACHED TO WOOD -FRAMED WALL ASSEMBLIES 1+2,3 f I I SPACING 4 SPECIFICATIONS (In Inehoo! FASTENER SPECIFICATIONS DESCRIPTION OF ATTACHED MATERIAL THICKNESS OF MATERIAL WALL CONSTRUCTION SHEAR .;VALUE 6 Edges Intoimedialo . Mtn. Log Length B (in Inches) Fastener Stylo 7.0.0-10 i Fiberboard 1 Sheathing 1/2" �..._..._ 25132" I Blocked Blocked i 3 6 I i 15 __._._.,.._....._..__ 0.120" (1aly. Roofing Nail 14 Ga. Gatv. Staple — �.._ _. .....,.-.:•_.,.. 15 Ga. Ga)v. Staple Ga. Galy. Staple 9516 3 6 l75 1G0 1.30 1-3/4 -- •----__--_ _..... 1.3/4 _ _ — - 6.120"Galv.RoofingNail _ — 14 Ga. G:dv. Staple _ . _. ._---•---------- 15 Ga. Gal V. Staple _ 16 Ga. Galy. Staple " - Gypsum 12 Lath 318" lath & 112" Plaster ilnhlockc:d 5" On Center 100 1-1/R 0.091" Nail, min 19/(i4" head y-- — - 16 Ga. Gait' Staple 1-1/4 0.120" Nail, min 3/8" head .. •: Bottrd": ! 1Z" x 2' p: 8' Vl/2" Unb!ock^_d — -- _ -_-- $locked 4" On Center 75 —175 1 374 O Ca. Ciaiv. Staple 0.120" bail, min 3/8" head x 2' x 8' j. nlocked+ 7" On Center 100 1-5/8 Sd Cooler Nail 0.086" Nail 4" On Center 125 �BIiK:.it�'t 7' On Center ; 125 -_ _- — 1-1/2 0,120" Nail, ntih 3/4" head 16 Gage, Staple 4" On Center 150 BlockedI 4" On Center 175 1-718 6d Cooter Nail 0.092" Nail 1-314 0.120" Nail, min 318" head Gypsum Wallboard SIR" I 1 i -51f; 16 Get. GajV. Staple Base ply - 9"•Center Gd Cooler Nail 0.092" Nail 1.3/4 0.120" Nail, min 3/9" head Blocked two-ply 2-50 1-518 ](i C a. Galt'. S!aplc Face ply - 7" - Center 8d Cooler Nail 2-3/8 0.113" Nail 0.120" Nail, min 319" head 2-1/4 15 Ga. Galy. Staple 2" x 4° studs Spaced 24' maximum on center. Self -furred 12 Woven Wire Jath 1- uh stapled 6" O.C. to all studs, top and bottom plate. Wal( finished with 7/8" thick exterior 180 7!8 ! 6 Ga. Gal v. Staple plaster. 1 nese vertical diaphragms shall not iris used 10 resMt loads imposed by masonry or concrete walls) Values are for shormlerm loading due to wind or, earth take and must be reri!,ccd 25 uercent for normal leading. In addition !o reyui__ ir- Lrits pmsenwd above for fasleniiig of shear v:aJls, all Othar r iJui. mento of the ap Odcl code pertaining to shear wall design and construction shall be met. 2Shear values are based on a maximum framing spacing of 16 inches on center. C 3Shcar values shall be doubled where identical materials are applied to both sides of the wall. 4Applied to nailing at all studs, top and bottom plates and blocking. SThe tabulated values are for fasteners installed in Douglas Fir, Larch or Southern Pine (Group 11 species). Tlo defermine the allowable values •for Groups 1, 111 and IV species, hs shown in the Appendix, multiply the value tabulated for the Group 11 species by the following factors: I-1.00,111-0.92, IV -0.65. (YMe tabulated penetrations are for fasteners installed in Group I or II species. Penetration shall be increased to 13 diameters for Group III. sem.-cies and 14 diameters for Group IV species. - W 'IMaterial attached t0 redwood and to Group 111 species of wood with a specific gravity of 0.42 to less than 0-50, add minimum of 318 inch to fastener leg lengths. sSteel wire fasteners exposed to the weather in service shall he zinc -coated by a hot -dip, mechanical deposition or electro -deposition galvanizing process. °Staple.; Stunt have a minimum crown width of 7116 -inch, measured outside the legs. 1 Waffls with "T", brad, finish or casing heads are; not permitted. I IThe shear value may be 175 pounds for 112 -inch x 4 -foot x 8 -foot fiberboard nail -base sheathing. 12Staples for the attachment of gypsum lath and woven -wire lath shall have a minimum crown width of 3/4 inch, measured outside the legs. •4 0 f L 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: 064-210-031 Building Permit Number: 02-2007 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. 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 lfactored into the program? 5. Design all stem walls, if any, taller than 48" from bottom of footing. 1 of 2 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 22nd, 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 OWNER -BUILDER VERIFICATION A:tencion Property Owner: An "owner -builder" building permit has been applied for in your name and bearing your simage. Please complete and return this information at your earliest opportunity to avoid in" 'essay, y, 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 operty improvement: YES gp NO E3 2 HAVE.l, HAVE NOT 0 signed as application for a building permit for the proposed VW& 3. I have contracted with the following person (firm) to provide the proposed c--huetion: 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: NALNEE: ADDRESS: Com: PHONE: 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 SIGN PROPERTYO D. -ATE: NOTE: This Owner -Builder Veryleation is required by Section 19831 and 19832 4VAW California Health and Safety Code. This verification must be eomphlW exd returned to our office before we are permitted to issue the permit 191911*•7 OWNER BUILDER INFOPUNIATION Cea: ?rocerty Ow -s'' 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 parry of record on such a permit. Building permits are not required to be signed by property owners unless they are personally performing dreir 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 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 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 to 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, ii you wish, the U.S. Small Business Administration). For more specific information about your obligations under Stace Law, contact the Department of Benefit Payments and the Division of Industrial Accidents. If the strrcaue 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 arc aware of these matters. The building permit will not be issued until the verification is returned. !,m rely, el C. Vi Ira, CB.O. ger, Building inspection NOTE: This Owner -Builder information is required by Section 19810 of rhe Californla Health and Safety Cods OVER To: f LARRY -PAINTER . F m: CHICO ENV. HEALTH ❑ APPROVED 0 Permit #: �2- god J Genera/Information Owners Name: _ Owners Address: _ Building Site Address: EHS� MM 15 = CONDITIONALLY APPROVED [ ] RESOLVE PROBLEMS PRIOR TO APPROVAL I PERMIT CLEARANCE / 22 Date: AP#: ©l5J 7 j aic� a3i Parcel Acreage: p 22 A �. Prooertylnformation v Permit Tvoe: ❑ Agriculture Building ❑ Commercial ❑ Industrial ❑ Mobile Home ❑ 2nd Dwelling ❑ Multi -Family >2 units per parcel *Septic ❑ Well Zone District: General Plan: Use Permit: ;FD ❑ Other 1 Date of Zoning Ordinance: Development Agreement: Variance: ❑ Residential Accessory Parcel Is In: Land Conservation Agreement tR No ❑ Yes, check use Minimum Acreage: Nitrate Action Plan �R No ❑ Yes • Violation Area No ❑ Yes 1_-5 Specific Plan No ❑ Yes ❑ Chico ❑ D2N ❑ Cohasset Enterprise Zone tK No ❑ Yes, check use Floodplain I� No ❑ Yes � Zone: I Panel Number: 0 No ❑ Yes Watershed Protection Zone Proposed Use Complies With: 9 General Plan —,nipI Zoning Proposed Use Requires: ❑ Use Permit ❑ Minor Use Permit ❑ Administrative Permit ❑ Accessory Building Use CommercialIndustrial/Multi-Family U 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: :7 Zoning Code Street & Highways Fire Prevention Subdivision Ma Front Q C,L Side 1_-5 0 Side street Rear Height Environmental Health Issues: Septic Permit Review: Agriculture Affidavit Required ❑ No ❑ Yes • Well Permit Review: Designated Well Site ❑ No ❑ Yes Land Development Review: Drainage Plan (Com/Ind/Multi) ❑ No ❑ Yes Parcel Created by: ❑ Deeds Date of Creation: Legal Access Provided: ❑ No ❑ Yes Deed Reference: Legal Access Required: ❑ No ❑ Yes Parcel Frontage on Publicly Maintained Road: ❑ No ❑ Yes, Road Name: Complies with County Standards for Deed Creation: ❑ No ❑ Yes Comments: �Avzsc% j�N1s� f 1j') e, J§Map Date of Recording: -7—) 5— -7 1 3 La, u 1 Lot: 2 3 Block: Book: Jig Page I f 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 ❑ 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 #: 01-2.00-7 A. P. 1: D G,4 - ,z o v — o-31 WORK DESCRIPTION: DA •E DESCQ IZ, OF STEP - 14 t • C GROUP ARCHITECTURE + ENGINE.E.RING + CONSULTING October 02, 2002 Keith Long Butte County Building Div. 7 County Center Drive Oroville, <CA 95965 Re: APN 064-210-031 Permit No. 02-2007 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, J Non Structural: 9. Detail 2/S5-1 indicated the #4 bar to be 12" o.c. max.. We have added to that note "T&BMin. Structural: 3. See formula on sheet 2 of MaxQuake E=CVIWIRT. 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 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 NER2-72 as well as the newer Er -2403 we have re run using the reduce factor that you are requesting See attached revised plans and lateral analysis. AWe have revised the shear to utilize a ply shear panel even though the actual loads on these two panels are only 46 PLV. See attached revised plans and lateral analysis. Thank you for your quick response to our response as listed above. 7 Warner AIA CSI Enc. Two sets of plans Two sets revised lateral calculation MINCIPALARCHMECT LARRYJ WARM=RAJA A♦ LIMITEiv STRUCTURAL CALCULATIONS 00 SPEC HOUSE FOP, �►, !I44 • s• s JOB SITE LOT 237, LAFAYETT OR !"�AL1,A, CA ' , A•EoC GROUP ARCHITECTURE + ENGINEERING + CONSULTING Lary J. Warner A.I.A., ARCHITECT 555 FLYING VST., SUITE 3 CMCO, CALWORNIA 95928 530-892-8008 _PROJECT: SPEC HOUSE PROJ. No.: WAR -23 7 LOCATION: MAGALIA, CA DATE: 7/8/02 Iq�1A1 BY: LJW PAGE 1 OF CODES: Uniform building code, 1997 Edition AISC, Manual of steel construction, 9th Edition ACI, Manual of Concrete Practice, 1988 Edition RITC, Timber Construction Manual MATERIAL: Concrete: Pc = 2,500 psi min. @ 28 days Masonry: f r =1.500 psi Mortor: f = 1800 psi, Type "S" Grout: f = 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 VVood: Light Framing: Const. Grade Douglas .Fir Struct. Lt .Framing, Joists & Planks: Doug, Fir No. 2 Beams & Stringers, Posts & Timbers: Doug Fir.No.. I Plywood: A.P.A. Rated sheathing, Grade CD, UBC Std.25-9 Glue -Lam Timber: ANSI/ AITC Al 90.1-1983 Simple Spans: 24F -'V'4 Combination -Cantilevers: 24F- 8 Conibinatio n LOADS: Roof Live Load: 37 psf Ground Snow Floor Live Load: 40 psf 22.2 psf w/ reduction Seismic Lone: 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 responsibil.ity.of _AEC Group,.Larry,I. WarnerAlA, -AmEltect. Verification of .the.s„�3i1 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 _P.ROJECTI SRECROUSE PROJ_.,No_ WAR --237 LOCATION: MAGALIA, CA DATE: 7/8/02 ROOF DEAD LOAD CALCULATIONS CONVENTIONAL FRAMED ROOF ROOFING 3.0 PSF 1/2" CDX PLY 1.5 TJ1 (a), 24" O.C. 1.1 Til @ 24" 0. C. 1.1 5/8" GYP BRD. 2.8 INSUL 0.5 MISC 0.0 TOTAL 10.0 PSF USE I0.0 PSF. BY: LJW PAGE 2 OF TRUSSED ROOF SYSTEM ROOFING 3.0 PSF 1/2" CDX PLY 1.5 TRUSSES a@ 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. FLOOR.SYSTEM ( 2x FRAMING FLOOR) (I-IOIST FRAMING FLOOR) 3/4" CDX PLY 2.3 PSF 3/4" CDX PLY 2.3 PSF JOIST : 2.2 I -JOIST 1.4 INSULATION' -6 2.8 GYP 2.8 MISC& INSUL 1.5 FLOORING 1.5 FLOORING 1.5. MISC 0.5 TOTAL 9.9 PSF TOTAL TOTAL 9.5 PSF USE 10.0 PSF. USE 10,0 PSF. EXTERAOR'FRAMEDD WALI S Ni "I PRIOR FRANIED WALLS EXT. FINISH 3.0 PSF GYP. BRD 2.2 PSF SHEAR PLY 1.5 FRAMING 2.0 FRAMING 2.0 GYP. BRD 2.2 GYP BRD 2.2 FIN 71SHOES N/A INT. FINISH 0.2 INSUL N/A INSUL 0.3 TOTAL CONCRETE FLOOR SLAB SHEATHING FRAMING INSULATION TOTAL 9.2 PSF USE 9.2 PSF. 15.0 PSF 2.3 3.5 0.5 21.3 PSF USE 21.3 PSF 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 I0. Cb e v i �i 9 7" Cb e v § f t w;� �■« : �) �t ■) k ti 'M6 9 (\ � \} § Roof Beam( 97 Uniform Building Code (91 NDS)1 Ver: 5.01b By-. Larry J Warner AIA, AEC Groupon: 07-08-2002: 10:10:39 AM Proiect: WAR-237 - Location: GDH-1 Summary: 3.51N. x 7.25 JN.x 18..5 FT J #2 - Douglas.Fir.-Larch - Dry Use Section Adequate By: 26.8% Controlling Factor: Section Modulus / Depth Required 6.44 In Daft&dons: Dead Load: DLD= 0.30 IN Live Load: LLD= 0.43 IN = U459 Total Load: TLD= 0.73 IN = L/273 Reactions (Each End): Live Load: LL-Rxn= 380 LB Dead Load: DL-Rxn= 260 LB Total Load: TL-Rxn= 639 LB Bearing Length Required (Beam only, Support capacity not checked): BL= 0.29 IN Beam Data: Span: L= 16.5 FT Maxim. um- -Unbraced Spen: Lu=. .0;0 -FT Pitch Of Roof: RP= 4 :12 Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria: U 180 Roof Loading: Roof Live. Load-Side One: LL1= 23 PSF Roof Dead Load=Side- One: D',-I= 12 PSF Tributary Width-Side One: TW1= 1.0 FT Roof Live Load-Side Two: LL2= 23 PSF Roof Dead Load-Side Two: DL2= 12 PSF Tributary Width-Side Two: TW2= 1.0 FT Roof Duration Factor: C-d= 1.1-5 Beam Self Weight: BSW= 6 ALF Slope Adiusted. Beam Loading: Beam Uniform Live Load: wL= 46 PLF Beam Uniform Dead Load Adjusted for Rafter Pitch: wD adi= 31 PLF Total Uniform Load:-WT= 77 PLF P?nperties'For. #2- Douglas Fir-Larch Bending Stress: Fb= 875 PSI Shear Stress: Fv= 95 PSI Modulus of Elasticity: E= 1600000 PSI Stress Perpendicular to Grain: Fc perp= 625 PSI Adjusted Properties Fb' (Tension}: Fb'= 1308 PSI Adjustment Factors: Cd=1.15 C#1.30 Fv': Fv'= 109 PSI Adiustment Factors: Cd=1.15 Design Requirements: antrw ire _Mom_erit: M= 2,336 'FT-40 8.25 ft from left support Critical moment created by combining all dead and live loads. Maximum Shear: V= 639 LB At support. Critical shear created by combining all dead and live loads. Comparisons W h Required Sections: Section Modulus: Sreq= 24.2 IN3 S= 30.6 IN3 Area: Areq= 8.8 IN2 A= 25.3 IN2 Mort of Inertia: lren= 73.4 #Nr4 I= 111.1 IN4 Roof Beamf 97 Uniform Buildinq Code (91 NDS) ) Ver: 5.01b BY: Larry J Werner AIA . AEC Group on: 07-08-2G02: 10:12-2.6 AAA Project: WAR -237 - Location: HOR-1 Summary: 3.5 IN x 11,25 IN x 7.0 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 19.3% Controlling Factor. Area / Depth Required 9.43 in Deflections, Dead Load: OLD= 0.02 IN Live Load: LLD= 0.04 IN = L/2365 Total Load: TLD= 0.06 IN = U1504 Reactions (Each End): Live Load: LL-Rxn= 1530 LB Dead -Loa-1. DL-Rxn= 875 LB Total Load: TL-Rxn= 2404 LB Bearing Length Required (Beam only, Support capacity not checked): BL= 1.10 IN Beam.Oata: Span: L= 7.0 FT Maximum .Unbraced Span: Lu= -0;0 FT Pitch Of Roof: RP= 4 :12 Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria: U 180 Roof Loadinq: Roof Live Load -Side One: LL1= 23 PSF R^of Dead L-ad-:8j,Ide One: DLi= 12 PSF Tributary Width -Side One: TW1= 17.0 FT 'Roof Live Load -Side Two: LL2= 23 PSF Roof Dead Load-Side.Two: OL2= 12 'PSF Tributary Width -Side Two: FT Roof Duration Factor: � 12 S Beam Self Weiqht: BSW= 10 PLF Slope Adjusted Beam Loading: Beam Uniform Live Load: wL= 437 PLF Beam Uniform Dead Load.Adjusted.for Rafter Pitch: wD_edj= 250 PLF Total Uniform Load: WT= 687 PLF Prone -,1es-For; r2--0,ouptas-FiT-L rch Bendinq Stress: Fb= 875 PSI Shear Stress: Fv-- 95 PSI Modulus of Elasticity: E= 1600000 PSI Stress Perpendicular to Grain: Fc perp= 625 PSI Adjusted Properties Frb' (T ension): Fb'= 1107 PSI Adjustment Factors: Cd=1.15 Cf=1.10 FV: Fv'= 109 PSI Adjustment Factors: Cd=1.1.5 Design R//e��q^^//u.��iJJr�em�eppnt]]s�://�� .�!! Controlling. -Mo nwilk. 9.ye � A�� 420 FT LB 3.5 ft from left support Critical moment created by combining all dead and live loads. Maximum Shear: V= 2404 LB At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus: Sreq= 45.7 IN3 S= 73.8 IN3 Area: Area= 33.1 IN2 A= 39.3 IN2 Momentof4nertia:. -IrSu= 49, 7 lt.,!"14 4 I= 415.2 IN4 Mufti -Loaded Beam[ 97 Uniform Building Code (91 NDS) I Ver: 5.01b -By: 'Larry J -Warner AIA, AECGroup on: 07-23-2002: 1:51:32 PIVI `Project: WAR -237 "Location: HDR -2 Summary: pan m IN 3.5. IN x.1.1..25 IN x 6.5 FT 12.0E Parallarn - Trus Joist -MacMillan IN = U7450 Section Adequate By: 84.0% Controlling Factor: Area./ Depth Required 6.11 In Center Span Deflections: L'B Dead Load: Live Load: DLD-Center= Total Load: LLD -Center - Center Span Left End Reactions (Support A): TLD -Center -- Live Load: Lead Load: a�L-Rxn-rt^ Total Load: DL-Rxn-A= Bearing Length Required (Beam only, Support capacity not checked):BL-A= TL-Rxn-A= Center Span Right End Reactions (Support B):. IN Live Load: Dead Load: LL-Rxn-= Total Load: DL-Rxn-B= Bearing Length Required (Beam only, Support capacity not checked): TL-Rxn-B= BL Beam Data: -B= Center Span Length: 750 Center Span Unbraced Length -Top of Beam: 'Cer#er'Spen Lu2-Top= Unbraced Length -Bottom of Beath: Lu2-Bottom= Live Load Duration Factor: 290 Live Load Deflect. Criteria: Cd= Total Load Deflect. Criteria: U Center S d" L L/ oa g. Uniform Load. Live Load: Dead Load: Beam Self Weight: Total Load: Point Load 1 -Liy'e L�gd: Dead Load: Location (From left end of span): Properties For. 2.0E Parallam- Trus Joist -MacMillan Bending Stress: Shear Stress: fJloduius of Eiasticitv: Stress Perpendicular to Grain: Adjusted Properties Fb' (Tension): -Fv': Adjustment Factors: Cd=1.00 Cf --1.01 Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: 5.785 Ft from Left Support'of Span 2 (Center Span) Critical moment created by combining.all dead loads and -live loads -on Maximum Shear: At Right Support of Span 2 (Center Span) Critical shear created b co - ' 0.01 IN 0.01 IN = U7450 0.02 1N = L14243 ..�.. L'B 244 LB 534 LB 0.20 IN 2409 LB 1727 LB 4137 LB 1.58 IN 6.5 FT v:0 FT 6.5 FT 1.00 360 240 WL -2= 0 PLF wD-2= 0 PLF BSW= 12 PLF WT -2= 12 PLF PL1-2= 2700 LB PD1 -2= 1891 LB X1-2= 5.8 FT Fb= 2900 PSI cr 290 psi E= 2000000 PSI Fc_perp= 750 PSI Fb`= 2921 PSI FV= 290 PSI M'=2886 FT -LB span(s) 2 Comparisons With Required Sections: m ming all dead loads and live loads on span(s) 2 Section Modulus: Area: Moment of Inertia: V= 4137 LB Sreq= 11.-9 !N3 S= 73.8 IN3 Areq= 21.4 IN2 A= 39.3 IN2 Ireq= 23.5 1N4 1= 415.2 IN4 Multi -Loaded Beam[ 97 Uniform Building Code (91 NDS) ]Ver: 5,01b Bv: Larry �i Warmer AIA , .AEC.Group on: D77 3 2002 .3:.55.45 PM Proiect: WAR -237 - Location: HDR -3 Summary: 't.51 IN.x 11.25 tN x. 6.5 FT 12.OE. Parallam - Trus Joist -MacMillan Section Adequate By: 129.7% Controlling Factor. Area / Depth Required 7.22 In OerterSpanDeflections: Dead Load: OLD -Center= Live Load: LLD -Center= Total Load: TLD -Center - 0.03 IN 0.04 IN = U2223 0.06 IN = U1295 Center Span Left End Reactions (Support A): Live Load: LL-Rxn-A= 1864 LB Dea6: Load: DL-Rxn-A= -1-340- Total Load: TL-Rxn-A= 3209 LB Bearing Length Required (Beam only. Support capacity not checked): BL -A= 1.22 IN Center Span Right. End Reactions (Support B): Live Load: LL-Rxn-B= 1925 LB Dead -Load: DL-Rxn-B= 1388 LB Total Load: TL-Rxn-i3= 3313 LB Bearing Length Required (Beam only, Support capacity not checked): BL -B= 1.26 IN Beam Data: Center Span Length, L2= 6.5 FT Center Span Unbraced Lenpth-Top of Beam: Lu2-Top= 0.0 FT iEiiter Span `Unb�cCc""ii. Lengti,136ttori� Cf'Beam: l_-e-'�-6i7tt?'7Tr= `c .ls -FT Live Load. Duration Factor. Cd= 1.00 Live.Load Deflect. Criteria: U 360 Total Load Deflect. Criteria:. U 240 Center Span Loading: Uniform .Load: Live Load: wL-2= 0 FLF Dead Load. wD-2= 0 PLF Beam Self Weight: BSW= 12 PLF Total Load: wT-2= 12 PLF Point Load 1 Live Load: PL1-2= 2484 LB Dead Load:. PD1 -2= 1739 LB Location (From left end of span): X1-2= 4.25 FT Trapezoidal Load 1 Left Live Load: TRL-Left-1 2= 433 PLF Left Dead Load: TRD=Left-1-2= 305 PLF Right Live Load: TSL-Rigf;t 1 2= 435 PLF Right Dead Load: TRD-Right-1-2= 305 PLF Load Start: A-1-2= 0.0 FT Load End: B-1-2= 3.0 FT Load Length: C-1-2= 3.0 FT •Pm}-rti8___ -For: 2:OE Pavallam- Trus Jo'W&WaW flan Bending Stress: Fb= 2900 .PSI Shear Stress: Fv= 290 PSI Modulus of Elasticitv: E= 2000000 PSI Stress Perpendicular to Grain: Fc -perp= 750 PSI Adjusted Properties Fb` (Tension): 20-21 PSI Adjustment Factors: Cd=1.00 C#1.01FV:Fv= 290 PSI Adjustment Factors: Cd=1 AO Design Requirements: Contro>tfnq ,",Agmen .M= .7401 FT -LB 4.225 Ft from Left Support of Span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Maximum Shear. V= 3313 LB At Right Support of Span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons' With Required Sections: Section Modulus: Sreq= 30.5 IN3 S= 73.8 IN3 Area: Areq= 17.2 IN2 A= 39.3 IN2 .Mar-ent a 4.nertia: Ireq= 77.0 IN4 i= 415.2 fN4 Columnf 97 Uniform. Building Code (91' NDS)1 Ver. 5.01 b By: Larry J Warner .AtA.,,AEC Group on: 07-232002: 1:58:17 PM Proiect: WAR -237 - Location: C -HDR -2 Summary: 1..5.IN.x 5.51N x 7 FT./ Stud - Douglas Fir -Larch - Dry Use 'Section Adequate By: 30.7% •1lerti�l Ria: Live: Vert-LL-Rxn= 2405 LB Dead: Vert-DL-Rxn= 1743 LB Total: Vert=TL-Rxn= 4152: LB Axial Loads: Live Loads: P L= 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 Axial= 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•P: eber:ies: Column Section (X -X Axis): dx= 5.50 IN Column Section (Y -Y A)is): dy= 1.50 IN Area: A= 8.25 IN2 Section Modulus'(X-X Axis): SX= 7.6 iN3 .Section.Modulus.(Y-Y Axis): Sy= 2.1 IN3 Slenderness Ratio: Lex/&= 15.3 Ley/dy= 0.0 Properties For: Stud- Douglas Fir -Larch Compressive Stress: Fc= 825 PSI Modulus of Elasticity: E= 1400000 PSI Bending Stress -(X-X Axis): Fax= 675 PSI Bending Stress (Y -Y Axis): Fby= 675 PSI Adjusted Properties: Fc': Fc'= 727 PSI Adjustment Factors:'Cd=1.00 Cp=0.88 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 Columnf 97 Uniform Building Code (91 NDS)1 Ver: 5.01b By: tarry J Warner _AA, AEC Group on: 07-23-2002: 1:59:22 PM Proiect WAR -237 - Location: C -HDR -3-L Summary: 1.5 IN x 5.5 IN x 7 FT / Stud - Douglas Fir -Larch - Dry Use Section Adequate By: 46.2% Vertical�Redcti ons: Live: Vert-LL-Rxn= 1864 LB Dead: Vert-DL-Rxn= 1362 LB .Total: Vert-TL-Rxn= 3226 LB Axial Loads: Live. Loads: PL= 1864 • Dead i-�Q{�i?. PD= I3� yLBB LO Column Self Weight: CSW= 16 LB Total Loads: PT= 3226 LB Eccentricity (X -X Axis): ex= 0.00 IN 'Eccentricity (Y -Y Axis): eY= 0.00 IN Axis! .Dumtiop.Factor: Cd-Axi2.l= 1.O0 Column Data: Length: L= 7.0 FT Maximum Unbraced Length (X -X Axis): Lx= 7.0 FT Maximum Unbraced Length (Y -Y Axis): LY7 0.0 FT Column End Condition: Ke= 1.0 Column Section (X -X Axis): dx= 5.50 IN Column Section (Y -Y Axis): dY= 1.50 IN Area: A= 8.25 IN2 Section Modulus (X -X Axis): Sx= 7.6 IN3 Section Modulus .(Y -Y Axis): Sy= 2.1 I.N3 Slenderness Ratio: Lex/dx= 15.3 Ley/dy= 0.0 Properties For: Stud- Douglas Fir -Larch Compressive_Stress:. Fc= 825 PSI.. Modulus of Elasticity: E= 1400000 PSI Fbx= 675 PSI Bending Stress (Y -Y Axis): Fby= 675 PSI Adjusted Properties: Fc': Fc'= 727 PSI Adiustment Factors: Cd=1:00 Cp=0.88 Column Calculations (Controlling Case Only): Controliing Load Case: Axial Total Load Only (L * Ci) Compressive Stress: fc= 391 PSI Allowable Compressive Stress: Fc'= 727 PSI Column( 97 Uniform Building Code (91 NDS)1 Ver 5.01b Bv. Larry J.Warner.AIA .AEC Group on: 07-23-2002.:.2:00 07_PM Proiect:.WAR=237 - Location: C -HDR -3-R Summary: 1.5 IN x 5.5 IN x 7 FT 1 Stud - Douglas Fir -Larch - Dry Use Section Adequate By: 35.8% Vertical Reactions: Live: Dead: Total: Axial Loads: Live Loads: gad toads: Column Self Weight: Total Loads: ...Eccentricity .(X -X Axis): Eccentricity (Y=Y Axis): Axial_Duration .Factor.: Column Data: Length: Maximum Unbraced Length (X -X Axis): Maximum Unbraced Length.(Y-Y Axis): :.Column End Condition: 0aW;3t8d- Prooer#ies: 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° Bendinp Stress 1X X Axis): :.Bending Stress (Y -Y Axis): Adjusted Properties: . Fc': Adjustment Factors: Cd=1.00 Cp=0.90 Ci=0,85 Column Calculations (Controlling Case Only): Oontro—Hinq Load Case: Axial Total Lord Only (L f D) Compressive Stress: Allowable Compressive Stress: Vert-LL-Rxn= 1925 LB Vert-DL-Rxn= 1404 LB Vert-TL-Rxn= 3329 LB PL= .1925 LB i'D= 138'0 LB CSW= 16 LB PT= 3329 LB ex= 0.00. IN ey= 0.00 'IN .Cd -Axial= 1.00 L= 7.0 FT Lx= 7.0 FT Ly-- 0.0 FT. Ke= 1.0 dx= 5.50 IN dv= 1.50 IN A= 8.25 IN2 Sx= 7.6 -IN3 Sy= 2.1 i.N3 Lex/dx= 15.3 Ley/dy= ' 0.0 Fc-- 825 PSI E= 1400000 PSI Fbx= 675 PSI Fby= 675 PSI Fc'= 528 PSI fc= 404 PSI Fc'= 628 PSI Roof Beamr 97 Uniform Building Code (91 NDS) I Ver: 5.01b -,Bv:,Larry J Warner -AIA .AEC Group-on:,07=08.2002.: -10:14.,32AIM. Proiect-WAR-237 - Location: BM -1 Summary: 11.5 IN x 9.0 FT 1 #2 - Douglas Fir -Larch- Use Section Adequate By: 32.2% Controlling Factor: Area / Depth Required 9.55 In, Deflections, Dead Load: DLD= 0.04 IN Live Load: LLD= 0.07 IN = U1517 Total Load: TLD= 0.11 IN = U957 Reactions (Each. End): Live Load; LL-Rxn= 1967 18 .Dead Load: oad; :DL-'Rxh= 1151 LB Total Load- TL-Rxn= 3117 US Bearing Length Required (Beam only, Support capacity not checked): BL= 0.91 IN Beam Data,, Span: L= 9.0 FT , ximum�Unbraced Span: Lu= 0.0 FT Pitch Of Roof RP= 4 12 Live Load Deflect. Criteria: IJ 240 Total Load Deflect. Criteria: L/ 180 Root Loading., Roof Live Load -Side One: LLI= 23 PSF Roof Dead Load -Side One: DLI= 12 PSF Tributary Width -Side One: TW1 17.0 FT -Roof Live Load -Side Two: LL2= 23 PSF Roof Dead Load -Side Two: D' 9= 12 PSF Tributary Width -Side Two: TW2= 2.0 FT -Roof -Dbration Factor: Cd= 1.15 Beam Self Weight: BSW= 15 PCF Slope Adjusted Beam Loading: Beam Uniform Live Load: wL-- 437 PLF Beam,Uniform Dead Load Adjusted for Rafter Pitch: wD -adi= 256 P . LF Total Uniform Load: —WT= 693 PLF , 'Prdperfi- Fo-'#2-*Doaies*F;.r-Le,,-�,�. Bending Stress: Fb= 875 PSI Shear Stress: Fv- as PSI Modulus of Elasticity: E= 1300000 PSI Stress Perpendicular to Grain: Fcperp= 625 PSI Adjusted Properties Fb! (Tension): Fb'= 1006 PSI Adjustment Factors: Cd=1.15 Cf=1,00 . Fv':Fv't- 98 PSI Adiu stment Factors: Cd=l. 15 Design Requirements: Controlling- Moment. - 4.5 ft from left support Critical moment created by combining all dead and live loads. Maximum Shear: V= 3117 LB At'support. Critical shear created by combining all dead andfive loads, Comparisons With Required Sections: Section Modulus: Sreq= 83.7 IN3 Area: S= 121.2 IN3 ATeq= 47.9 IIN2 Moment -oflnerfia: A= 63.2 '1311 IN2 -"Nq 697.0 IN4 Roof Beam( 97 Uniform Building Code (91 NDS) 1 Ver: 5.01b . ,By: Larry J Warner AIA, , AEC, Group-on; 07-08 3002: 10:15:30 AMC Proiect: WAR-237 - Location: BM-2 Summary: (2) 1.5-IN•x 1 .25 IN x 9.0 FT ! #�2 - Douglas Fir-Larch - Dry Use .. Section-Adequate By: 181.1% Controlling Factor. Section Modulus / Depth Required 6.71 In * " P;m nations are to be *fully connected to protide : 001,m transfer of loads to all members Deflections: Dead Load: DLD= 0.02 IN Live Load: 'LLD= 0.03 IN = U3624 Totai Load: TLD= 0.05 IN = 02235 Reactions (Each End): Live Load: LL-Rxn= 518 LB Dead Load: DL-Rxn= 322 LB Total Load: TL-Rxri= 839 LB 'Bearing. Length Required (Beam only,.Support capacity not checked.): BL= 0,.45 I.N. Bearri Data: Scan:. L= 9:0 FT Maximum Unbraced Span: Lu= 0.0 FT Pitch Of Roof: RP= 4' :12 Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria: U 180 Roof Loading: Rodf Live. Load-Side'One: LLi= 23 PSF Roof Dead Load-Side One: DLI= 12 PSF Tributary Width-Side One: TW9= 3.0 FT Roof Live Load-Side Two: LL2= 23 PSF Roof Dead Load-Side Two: DL2= 12 PSF TTributary.Width-Side Two. TW2= .2.0 FT .'.,Roof Duration Factor: Cd= • 1;15 . Beam Self Weight: BSW= 8 PLF Slope'Adiusted Beam .Loading: Beam 1)niform Live Load: 'Dead wL= 115 PLF Beam UniformLoad Adjusted for Rafter Pitch: wD_adi= 71 PLF Total Uniform Load, v; ; _ lee Properties For. #2- Douglas Fir-Larch Bending Stress: Fb= 875 PSI Shear Stress: Fv= 95. PSI Modulus of Elasticity: E= 1600000 PSI '.Stress Perpendicular -to Grain: FcLperp=..625 PSI Adjusted' Properties Fb' (Tension): Fb'= 1006 PSI Adjustment Factors: Cd--1.15 Cf--1.00 Fv 1=v'= 109 PSI Adiustment Factors: Cd=1.15 R1��.. Desioli'Recluir emer!ts: Controllinq Moment: M= 1888 FT-LB 4,5 It from left support Critical moment created by combining all dead and live loads. Maximum Shear: V= 839 LB At support. %ldtlesi shear created by combining all dead and live loads. Comparisons. With Required Sections: Section Modulus: Sreq= 22.6 IN3 Area: S= 63.2 IN3 Areq= 11.6 IN2 Moment of Inertia: A= Ireq= -337 28.7 1N2 IN4 1= 355.9 IN4 Building Code (91 NDS) ) Ver. 5.01b Colum�n��( � ;��9>7�-. pUniform .++r AIA, , °AEC—Qmf..it J ftame Project: WAR -237 - Location: C -BM -1-2 Summary:. . 3.5'IN x 5:5 IN x & FT /.#2 - Douglas Fir -Larch - Dry Use - Section Adequate By: 63.2% Vertical Rea' ctic ns: Live: Vert-LL-Rxn= 2485 LB 'Dead: Vert-DL-Rxn= 1516 LB Total: Vert-TL-Rxn= 4001 LB' Axial toads: Live Loads: PL= _.2485 .,LB 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 Axis): ey= 0.06 IN Am, 010raUp-n Factor: Column`Data: - Length: L= 8.0 FT Maxirrium Unbraced Length (X -X Axis): Lx= 8.0 FT'. Maximum Unbraced Length (Y -Y A)is): Lv= 8.0 'PT Column End Condition: Ke= . 1.0 C61cuiatedProper ties: Column Section (X -X A)is): dx= 5.50 IN Column Section (Y -Y Axis): dv= 3.50 IN Area: A= 19.25 IN2. Section Modulus (X -X Axis): SX__ 17:'6. IN3 Sectiori Modulus Y. -Y Ax"ssY St = 4.1,2 !N3 . Slenderness Ratio: Lex/dx= 17.5 Ley/dy= 27.4 Properties For,. #2- Douglas Fir -Larch CompressiveStress: Fc= 1300 PSi Modulus of Elasticity: E= 1600000 PSI 'Bending vtress'(;Xn :'Axis;: 'Fbx= 375 PSi Bending Stress (Y -Y Axis): Fby= 875 PSI Adjusted Properties: Fc': Fc'= 564 PSI Adjustment Factors: Cd=1.00 Cf=11.10 Cp=0.39 Column. CalcuWions.(.C.oruolitrq .Casa- Only,):. Controlling Load Case: Axial Total Load Only (L + D) Compressive. Stress: fc= 208 PSI Allowable Compressive Stress: Fc'= 564 PSI.. Columna 97 Uniform Building Code (91 NDS) ) Ver: 5.01b Qr• 1 —, 1 \A/w:....- AIA AM^ /"h--...- 0 0 20 —nom . 2-01-11 R 'r. - 1— v rrvrrres: �rrr; rfs:t'. vliJt�J'C+IT: d. �Gi'R+G'. Proieot: WAR -237 - Location: C -GT -B-1 Summary: 1.5 IN x 5,5 IN x.7.75 FT / Stud - Douglas Fir -Larch = Dry Use Section Adequate By: 20.6% . m u.ua r�oaaanacra r. Live: Dead: Vert-LL-Rxri= 2692 LB Total:. Vert-DL-Rxn=. 1904:... LB Axial` Loads:: Vert-TL-Rxn= 4596 LB :" Live Loads:Rt_- )roJ: i a: . Daad Loads: Column Self Weight: FD= 1886 LS Total Loads: CSW= .18 LB Eccentricity (X -X Axis): PT= 4596 LB Eccentricity (Y -Y Axis): ex= 0.00 IN AYIa{ Mirniinn PnMnr ev= 0.00- IfV �Olumn.Data: Cd-Lxiwi= i.ts Length: Maximum Unbraced Length (X X Axis): L=. 7.75 FT Maximum Unbraced Length (Y -Y Axis): Lx= LV_ 0:0. 00 FT FT Column.End Condition: Ke= 1.0 4y8ii'F�I�fsar�'i-"rrjPrar�=S. 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= 8.25 IN2SX--NN Section Modulus (Y..Y AYIC). 77.6 IN3 Slenderness Ratio: jy-- Lex/dx= . 0.0 I Properties For Stud- Douglas Fir -Larch Ley/dy=.. 0.0: Compressive Stress: of Elasticity FC= 825 PSI .Modulus .:. ,. •?iJ O33 ilS:' l A;,..-, Bending Stress (Y -Y Axis): E= rbx= 1.400000 075 PSE PSIsrvrrsrrrry Adjusted Properties: Fby= 675 PSI Fc': Adjustment Factors: Cd=1.00 Cp=1.00 Ci=0.85 Fc'= 701 PSI Column Calculations (Controlling Case Onlv): controlling Load Case: Axial Total Load Only (L + D) Compressive Stress: Allowable Compressive Stress: fc= 557 PSI Fc`= . 701 - PSI Floor Joist{ 97 Uniform Building Code. (91 NDS)1 Ver: 5:01 b By: Larry J Warner AJA . AEC-Grouo an: 07-08-2{1{32: 09:54:16 AM Proiect: WAR -237 - Location: FJ -1 Summary: TJI PRO 150 / 9..5.- Trus Joist -MacMillan x 1.3.75 FT 0.f6. J.C. 13.75 :Section Adequate By: 16.0% Controlling Factor. Allowable Deflection Cd= - -; isi3 ?vere'desigr.ed for simple Spens using -the ;gist 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. 480 Joist Span: Deflections: Dead Load: DLD-Center- Live Load:. LLD -Center= Total Load: TLD -Center Joist Span Left End Reactions (Support A): PSF Live Load: LL-Rxn-A= Dead Load: DL-Rxn-A=. Total .Load: .PLS. acked). BearinsaLenothRewii�•I'Seamonly_ Su rt,: pa cy°iivtr�r�+�li�GR�i). 9.5 Joist Span Right End Reactions (Support B): Mcap= .Live Load: LL-Rxn-B= Dead Load:. DL-Rxn-B= Total Load: TL-Rxn-B= Bearing Length Required (Beam only, Support capacity not checked): BL -B= Joist' Dstg: Joist Span Length. Floor sheathing applied to top of joists -top of joists fully braced. Live Load Duration Factor: Live Load DeflecL Criteria: Total..L.oad..Defiect. Criteria, - Joist Span.Loadinq: Uniform Floor Loading: .Live Load: ..Dead Load: Total Load: T-otal-Load Joist,Spaf:.:':o Properties For: TJI PRO 150 / 9.5- Trus Joist"MacMillan Depths Moment Capacity: Shear Capacity. El: End Reaction Capacity: . Comparisons With Required Sections: . Maximum Moment: Adiusted Mornent.Capacity: Maximum Shear: diusted-Shear Capacity: EI' Required: El: 'Maximum End Reaction: Adjusted Reaction Capacity. 0.07. 1N 0.30 IN= U557 0.37 IN =-0445 367 LB 92 LB . 458- LB 367 LB 92 LB 458 LB 1,75..: IN L2= 13.75 FT Cd= - 1.00 U 480 369 LL -2= 40 PSF' . RL -2- 10 PSF TL -2= 50 PSF >To - .67 .PLS. D= 9.5 IN Mcap= 2730 . FT -LB Vcap= 11.20. LB El= 160000000 " .LB-'IN2. . Rcap= 945. LB M= 1576 FT -LB Mcap-adi= 2730 FT -LB V= 458 LB ;'cap -ad 1120. :L 76 E1 -req= . 137950992 LB-IN2 El= 160000000 LB-IN2 Rmax= 458 LB Rcap=adj= 945 LB Uniformly Loaded Floor Beam( 97 Uniform Buildinq Code (91 NDS)) Ver:.5.01b 13.0 Sv: Larry J Warner AIA , .AEC Group on: 074)9-2002:09:55:34 AM S= 17.6 Project: WAR -237 - Location: FG -1 Areq= 11.0 IN2 Summary: 19.2 IN2 lrQq= ( 2.) '1.75: IN x.5.5. IN x.6.0 FT / 1.9E Microllam. - Trus ,foist MacMillan. INK 1= 48.5 Sections Adequate By: 14.9% Controlling Factor. Moment of Inertia / Depth Required 5.25 In D€nediohs: Dead Load: DLD= 0.05 IN Live Load: LLD= 0.17 IN = L/414 Total Load: TLD= 0.22 IN = L/328 Reactions (Each End): Live Load: LL-Rxn= 1651 LB Dead Load:DL-Rxn,= 431 LB Total.Load: TL-Rxn= 2082 LB Bearing Length. Required (Beam only, Support capacity not checked): BL= 0.79 IN Beam Data: Span: L= 6.0 FT Unbraced.Length-Top, of Beam: Lu= 0.0 FT Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: IJ 240 Floor Loading: Floor Live Load -Side One: LL1= 40 PSF Floor Dead Load -Side One: DLI= 10 PSF Tributar'3Widtii-SideOne: Tixn1= .6.$0 F- Floor Live Load -Side Two: LL2= -40 PSF Floor Dead Load -Side Two: DL2= 10 PSF Tributary Width -Side Two: TW2= 6.88 FT Live Load Duration Factor. Cd= 1.00 Watt'Load: WALL= 0 PLF Beam Loading: Beam Total Live Load: wL= 550 PLF Beam Self Weipht: BSW= 6 PLF Beam Total Dead Load: ),VD= 144 PLF Total Maximum Load: WT= 694 PLF -Properties For. 1:9E •Microllam- Trus Joist -MacMillan Bendinq Stress: Fb= 2600 PSI ..Shear .Shear Stress: Fv= 285 PSI of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= T50 PSI Adjusted Properties Fb' (Tension): FW= Adjustment Factors: Cd=1.00 Cf=1.11 FV: Fv'= Adjustment Factors: Cd=1.00 Design Requirements: -Controlling ,Moment: 3.0 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 { ith Required Sections: Section Modulus: Area: -Moment of Inertia: Le V= 2891 PSI 285 PSI 3123 FT -LS 2082 LB Sreq= 13.0 IN3 S= 17.6 IN3 Areq= 11.0 IN2 A= 19.2 IN2 lrQq= 42:3 INK 1= 48.5 IN4 Footing Design f 97 Uniform Building Code (91 NDS) 1 Ver: 5.01 b By:.Larry J Warner AIA , AEC Group on: 07-08-2002: 10:36:45 AM Project: WAR -237 - Location: FTG -C -BM -1-2 Summary` Footin4 Size: 1.67 FT x 1.67 FT x 12.00 IN Reinforcement: #4 BARS 6.00 IN. O.C. E/W I (3) min. Footing. Loads: Live Load: Dead Load: Total Load: Ultimate Factored Load: Footing.Propertles: Ailowabie Soil e^seerinq 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: 'Column .Vidth: Column Depth: Bearing Calculations:, Required. Footing Area: .:.Area Provided: Ultimate Bearing Pressure: :.Effective. Allowable Soil Bearing Pressure:(With Increase) Baseplate Bearinq: PL- 2485- LB PD= 1516 LB: PT= 4001 LB Pu= 6347 LB Os= W.:- L= 1500 F'c=. 2500 Fv= 40000 c= 3.00- .00= W=L= Depth= d= M_ n= Areq=. A= Qu= Qe= Bearing Required: Bearing= Allowable Bearing: Bearing -Allow= Beam Shear Calculations (One Way Shear): tarry, -hear Allowable Beam Shear: Punching Shear Calculations (Two way shear): Critical Perimeter. Punching Shear: Allowable Punching Shear (ACI 11-35): Aiioweble Punching Shear (ACI 11-36): Allowable Punching Shear (ACI 11-37): .Controlling Allowable Punching Shear. Bending. Calculations: Factored Moment: Nominal Moment Strength - Reinforcement Calculations: 1.87 1.6.7 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 11 IN SF SF PSF PSF LB LB Vu1r 481 L -a vc1= 14479 LB Bo= 52.00. Vu2= 3676 vc2-a= 112710 vc2-b= 160395 vc2-c= 75140 vc2= 75140 Mu= 15899 Mn= 174297 Concrete Compressive Block Depth: a= Steel Required Based on Moment:AsM= Minimum Code Required Reinforcement (Shrinkage/Teniperature ACI -10.5.4): As(2)= Controlling Reinforcing Steel: As -reed= Selected Reinforcement: (3) aro BARS @ 6.00 IN. O.C. Reinforcement Area Provided: As= 0.55 0.05 0.48 0.48 tivv, 0.59 IN LB LB LB LB LB IN -LB )PI -Ls IN IN2 IN2 IN2 Development Lenqth 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) l Ver: 6.01b By: Larry J Warner AIA, AEC Group on: 07-23-2002: 2:11:51 PM Proiect= WAR-237 -Location: FTG-C-GT-B-1 Summary:. Footing Size: 1:75 FT x 1.75 FT x 12.00 IN " l=ooting has been designed without reinforcement _ oouI'Ty Loads. Live Load: PL= 2692 LS Dead-Load: PT= PT= 1904. 4596 LB . LB .'Total'Load: Ultimate Factored Load: Pu= 7242 LB Footing.Properties: Allowable Soil Bearing Pressure: n�- 1'~00 PSF Concrete Compressive Strength: F'c= 2500. PSI Footing Size: . Width: W= 1.75 F7 Length: L= 1.75. FT Depth: Depth= 12.00. IN . Effective. Concrete Depth: a= 10.00 1N Column, and: Baseplate Size: lumn Type: W od) (Wood). 'C . olumn Width: m= : IN Column Depth; n= 5.50 !N Bearing Calculations: Required Footing Area: Areq= 2.96.. SF Area Provided: A= 3.06 SF' .Ultimate Bearinq Pressure: Qu= 1501 PSF Effective Allowable Soil Bearing Pressure:(With Increase) Qe= 1553 PSF Baseolat® Bearina' Bearing Required: Bearing= 7242. i_B Allowable Bearing: Bearing-Allow= 83566 LB Beam-Shear Calculations (One Way Shear): Beam.Stiear Vu1= 172 LB Allowable Beam Shear. vc1= 9100 LB Punching Shea; Calculations (Two way shear): Critical Perimeter: Bo= 62.00 IN Punching Shear. Vu2= 3297 LB Allowable Punching Shear: vc2= 53599 LB Bending Calculations: Factored MomentMu= 19010 1N-LB ':. Nominal Moment Strength: Mn= 56875 INLLB Footing Design l 97 Uniform Building Code (91- NDS) 1 Ver: 5:01b Bv: Lam! J Warner AIA, AEC Group on: 07-23-2002: 2:11:52 PM Project:-WAR-237 - Location: FTG-C-HDR-2 Summary'` Fodting' Size: 1.67 FT x 1.67 FT.k 12.00 IN .' Footing has been designed without reinforcement Footing Loads:. . �.. Live Load:. PL= . 2409. ' LB. Dead'.Load:PD=.. 1743. LB Total toad: PT=. 4152: LB ' Ultimate Factored Load: Pu=.. .6536 LB Footing. Properties: . Aii3'rSabie Soii BQa.1ng I�ressure:5=' 1500.. PSF Concrete Compressive Strength: F'c= 2500. 'PSI. Footing Size: .: Width: W= 1:67 FT : Length: L= 1.67:. FT Depth: Depth= 12.00 IN. Effective Concrete Depth: d= 10.00 IN Column..and Baseplate Size: Column Tvpe: • (Wood) :.Column Width: m= 5.50 IN Column:Depth: n= 5.50. IN Bearing. Calculations:. Required Footing Area: Areq= 2.71 SF Area Provided: A= 2.79 SF ultimate: Bearing Pressure: Qu= 1489- -PSF Effective Allowable Soil Bearing Pressure:(With Increase) Qe= 1531. PSF Baseplate Bearing: :Bearing Required: Bearing=. 6536 LB Allowable Bearing: Bearing-Allow= .. .835.66':--. 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 Punching Shear. Vu2= 2626 LB Allowable Punching Shear. vc2= 53599• LB Bending Calculations: Factored Moment: Mu= 16371 IN-LB Nominal Moment Strength: 't,n- 54275 IN-LB Footing Design f 97 Uniform Building Code.(91 NDS)1 Ver 5.01b By: Larry J Warner AIA, AEC Group on: 07-23-2002: 2:1'1:52 PM Proiect:'UVAR237 - Location: FTG -C -MDR -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= 186.4 LB Dead Load: PD= 1362 . LB - Total -Load: PT= 3226 LB. Ultimate Factored Load: Pu= 5076 LB Footing Properties: if Bearing Pressure: Qs= 115001 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 emearing-Calc! Motions: Requlred Footing Area: Areq= 2.17 SF Area. 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: Beam Shear Calculations (One Way Shear): Bearing -Allow= 83556 " LB :. -Beam-Shear- Vu1= -0 LB- Allowable Beam Shear. vc1= 7800 LB Punching Shear Calculations (Two way shear): . ' .'.Critical Perimeter '.'Punching Bow 62.00 IN -Shear Vu2= '1312 LB Allowable Punching Shear: vc2= 53599 LB Bending Calculations: Factored Moment: Nominal Moment Strength: Mu-- 11420 IN -LB Mn= 48750 IN -LB Eootinq Designf 97 Uniform Building Code (91 NDS) I Ver: 5.01b By: Larry J Warner AIA, AEC Group on: 07-23-2002: 2:11:53 PM Proiect: WAR237 - Location: FTG-C-HDR-3-R Summary: Footing Size: 1.5 FTX 1.5 FT x 12.00 IN Footing has been designed without reinforcement Footing Loads: Live Load: PL= 1925 LB Dead Load: PD= 1404 LB Total Load: PT= 3329 LB Ultimate Factored Load: Pu= 5238. LB Footing Properties: .: Aliuwable Sbii Bearinri Pressure: Qs=. 1500 PSF -Concrete Compressive Strength: F`c= 2500 PSI Footing- Size: Width:. W= .1.5 FT Length: L= 1.5. FT Depth`. De_nth= 12:00 IN Effective. Concrete Depth: d= 10.00 IN Column and Baseplate Size: Column Type: (Wood) Column.Width. 111= 5.50 IN Column Depth: n= 5.50 IN �a�r�nn..CaI�L'iattCn�: _ . Required Footing Area:Areq= 2.24 SF Area Provided: A= 2:25' SF Ultimate.Bearinq. Pressure,. Qu= 1480 PSF Effective Allowable. Soil Bearing Pressure:(With Increase) Qe= 1485 PSF . Baseplate Bearing: Bearing Required: Bearing= 5238 LB Allowable Bearing: Bearing-Allow= 83566 LB Beam Shear Calculations (One Way Shear): Beam Shear: Vu1= 0 LB Allowable Beam Shear: vc1= 7800 LB Punching: Shear Calculations (Two way shear: Critical Perimeter: Bo= 62.00 IN Punching Shear: Vu2= 1354 LS ..Allowable Punching Shear. vc2= 53599_ LB Bending Calculations: Factored Moment: Mu= 11786 IN-LB Nominal moment Strength: Mn= 48750 IN-LB Footing Design 197 Uniform Building Code (91 NDS) ) Ver: 5.01 b Eby: Larry J Warner AIA, AEC Croup on: 07-08-2002: 09:58:25 AM. Proiect: WAR -237 - Location: FTG -'I' ' Summary: Footing. Size: 1.67 FT x 1.67 FT x 12.00 IN Reinforcement.. #4 BARS Lb 6.00 IN. 0. C. Fad f (3) lain. Footing l_oeds; . Live Load: PL= 3302 LB. Dead Load: PD= 862 LB Total Load: PT=. 4164 LB Ultimate, Factored Load: Pu= 6820 LB Footing Properties: Allowable Soil Bearing Pressure: Cs= 1500 PSF Concrete Compressive Strength: F`c= 2500 . PSI Reinforcing Steel Yield Strength: Fy= 40000 PSI Concrete -Reinforcement Cover: c= .100 IN Footing Size: Width: W=. 1':67 FT Length: L= 1.67 FT Depth: Depth= 12.00-. IN Effective Depth to Top Layer of Steel: d= 8.50 IN Column and Baseplate Size: Column Tvpe: (Masonry) Golurnn :hlidth: iii= 3.30 AN Column Depth: n= 3.50 IN Bearing_ Calculations: ,Required Footing Area: Areq= 2:72... SF Area Provided:,. A= :�� ..: $S Ultimate"Bearina Pressure: Ql;= 1493 PSF :tffective'Allowabie.Soil Bearing Pressure:(With Increase) Qe= 1531. PSF Baseplate Bearing: = Bearing Required: Bearing= 6820 LB Allowable Bearing: Beam ShrearCaiculations (One Way -Shear): Searing -Allow= 36444 LB Beau Shear Vu . 0 LB Allowable Beam Shear: vc1= 14479 LB Punching Shear Calculations (Two way shear): Critical Perimeter. Bo= 48.00 IN Punchinq Shear: Vu2= 4375 LB Allowable Punching Shear (ACI 11-35). ' vet -a= 104040. LB Howable Punching Shear (ACI 11-36): vc2-b= 167505 LB Allowable Punching Shear (ACI 11-37); vc2-c= 69360 LB Controlling Allowable Punching Shear: vc2 = 69360• LB Bending: Calculations: Factored Moment: -Mu= 14231 IN -LB Nompinai IM orYterit Strength: M!?= 174297 IN -LB Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.55 IN Steel Required Based on Moment: As(1)= 0.05 IN2 Minimum Code Required Reinforcement (Shrinkage/Temperature ACt-1.0.5.4)_* As(2)= 0.48 I.N2 Controlling Reinforcing Steel: As -read= 0.48 IN2 Selected Reinforcement- (3) #4 BARS L 6.00 IN. O.C. EfW Reinforcement Area Provided: As= 0.59 IN2 Development Length Calculations: Development Length Required: Ld= 15.00 IN Development Length Supplied-. Ld sup= 6.15 IN Note: Plain concrete adequate for bending, therefore adequate development length not required SHEAR !!!TALL SUMMARY i•{G:;.. `{Jai iiC� iui 238. DATE Just i 8 2002 o1=icE T :ZF GRID::.:.. WALL .:SEG.' LOAD PANEL -PANEL H.D.i;.D. ..: NOTE. L GTH PLF TYPE No. LOAD :TYPE: A 1 4'=6 78 201 n/a... ... 2 61-0 78 61 nla: 3- 51-0 78 154 n/a .4 5 B.., ..:.:. 1 15'-0 94 2 3 .4 5 • 6 C 1 .2 4.0 90 515 A 6 D. 1 2 3-a 21-6 79 455 A 3=b 2'-6 79 455 A 5 6 E' 1-a: 7-8 47 244 n/a 1-b 2-8 47 244 n/a 3 5 6 F 1 n/a 2 3 4 5 6 G 5 n/a 2 3 4 5 6 H 1 n/a 2 . 3 4 5 6 Proj. No.' . viamei -lot 233. ' GRID`.. WALL. SEG. LINE : ° .-:.SSG; :. ' ' LGTH . b. d 8'-0 e f 2 . a 11'-0 b d..... 8'-0 e n/a b c d e. f 8'-0 b c 13'-0 d e f 5 a n/a b c .. d e f 6 a n/a b c d e f b c d e f 8 a nla b c 1 U e f SHIAR !WALL SUMMARY DATE vuly v 2vvc". SHEET LOAD PANEL PANEL H.D. PLF TYPE No. LOAD 50 50 94 94 43 43 Proj..No. Warner lot 237 GRID WALL SEG. LINE SEG. LGTH A 1 4'-6 n/a 2 6'-0 n/a 3 5'-0 4 5 c - B 1 15'-0 2 3 4 5 6 C 1 2 4'-0 3 4 5 6 v i 2 3-a 2'-6 3-b 2'-Z 5 6 E 1-a 2'-8 1-b 2'-8 3 d R 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 SHEAR WALL SUMMARY DATE July 8 2002 SHEET OF LOAD PANEL PANEL H.D. H.D. PLF 'TYPE No. LOAD TYPE 78 201 nla 78 61 n/a 78 154 n/a m 90 515 A 79 455 A 79 455 A 47 244 n/a 47 244 n/a NOTE Proj. No Wamer-lot 237 GRID WALL SEG. LINE SEG. LGTH 1 a b c d 8'-0 e f 2 a 11'-0 b c d 8'-0 e f 3 a n/a b. V d e f 4 a 8'-0 b c 13'-0 d e f 5 a n/a b c d e f 6 a n/a b c d e f 7 a nfa b c d e f 8 a n/a b c d e f SHEAR WALL SUMMARY DAT Er- July 8 2002 SHEE T LOAD PANEL PANEL H.D. PLF TYPE No. LOAD 50 50 94 43 43 Lower Level OF H.D. NOTE TYPE T <a— rZ Mm 31 HOL.DO'UVN.:S(�HEDi4.E, : ALL. HOLDOWNSARE SIIMPSON STRONG TIE.U.N:O. FTOOTING/SLAB HOLDOWNS SINGLE OR DI3L POUR 2500 PSI, CONCRETE ' H.D. H.D. A.B. STEM NAIL I SCREW LOAD WOOD NOTE TYPE NAME TYPE WALL BOLT REQD.. CAPACTY MEMBER A LSTHD8 NIA 6" 24=16d SINKERS 1.825 2-2x B STHD8 N/A 6" 24-16d SINKERS 22'10 2-2x C STHD10 N/A 6" 28-16d SINKERS 2880 2-2x D STHD14 NIA 6" 38=16d SINKERS 4295 2-2x E PAHD42 N/A 64'' 7-16d SINKERS 960 2x F HPAHD22 NIA 6" 9-16d SINKERS 1315 2X G (HPAHD22 2P NIA 6 12-16d SINKERS 2.030 2x' PHD2-SDS3 SSTB20 6" 10-SDSll4x3 3610 2-2x 5/8" A307 ,I PHD5-SDS3 SSTB24 6" 13-SDS1/4x3 4665 2-2x 5/8" A307 K PH06-SDS3 SST634 6" 18-SDS1/4x3 5860 2-2x 7/8" A307 1. PHD8-SDlS3 SSTB34 6" 24-SDS1/4x3 6730 2-2x 7/8" A307', M HD8A SST634 8' 3-718" 7460 4x 718".A307 N FID10A SSTB34 8" 4718" 954.0 4x..- .. 1'; A307.. 0 HD20A 1 114"x36" 8" 4-1" 13 80 6x 1 1/47:A307 P HD15 1 114"x36".. .8" 5-111. 15305 `6x- 114%"A307.:.: SHEAR WALL SCHEDULE per, NER-272 Upadated 11/27101 PAGE: ' PANEL PANEL LOAD 7 SHEATHING 1,2,5,7 EDGE 8 FIELD. 8 A.B. SIZE & S ' ILL 3,4 A -35F 6 TYPE No, PLF NAILING NAILING SPACING NAILING CLIPS A 1.....,.............125..........1/2" GYP BRD ONE SIDE 7" . .. ..... ................ 112' ..... 91� .......... 16d..Q ............. . ..I . .......... �2' O.C. ................ 2 180 THREE COAT STUCCO .......................... : ....... .......... 16G 718" @ 6" -4if ......... ............ ........ ..... i6a @ 8., ...... ::: 30" O.0 B-1 3 170 FOME.- COR PER ICBO # 3335 ICBG REPORT #3335 1J2" @ 49' 16d @ 0' 30" O.C. B-2 4 200 112" GYP BOTH SIDES 5d @ 7" 5d @ T' 112- @ 49' 16d @ 4" 24" O.C. B-3 5 1165 3/8" COX 8d @ 6' 8d @ 12" 112" @ 48' 16d @ 6' 30" O.C. BA 6 250 THREE COAT STUCCO 16G 718" @ 6" 16G 7/8"@6" 518"@ 49' 16d @ 4" 18" O.C. & 112" GYP INTERIOR FACE .................... ........... .......................................... . ..... C 7 246 1/2" CDX PLY 10d @ 6" 1 Od @ 12" 518" @ 49' 16d @ 4" 18. O.C. C-1 8 245 3/8" CDX PLY ONE: SIDES 8d @ 4!' 8d @ 12" 518" @ 48" 16d @ 4' 18" O.C. C-2 9 250 3/8'CI)X PLY EXTERIOR 8d @ 6' 8d @ 12" 5/8" @ 48" 16d @ 4' 18, O.C. 1/2" GYP BIRD INTERIOR 5d @ T' 5d @ 7" C-3 10 330 318" CDX PLY BOTH SIDES �4.012" 5/8"..Q, '110 .... ..... I......_..................... 16, O.C. . D 11 349 1/2" PN EXTERIOR .................... . ......................... 110d @ 4" 10d @ 12" ................ i6a-d .l". iz, O.C. D-1 12 360 7116" COX PLY BOTH SIDES 8d @ 6' 8d @ 12" 6/8" @D 36" 16d @ 4' iz, O.C. D-2 13 350 3/8" PLY EXTERIOR 8d @ 6" 8d @ 12" 6/8-- @ 36'. 16d @ 4' iz, O.C. 5/8 GYP EIRD INTERIOR 6d @ 4" 6d @ 4- D_3 1.4 390 112" CDX PLY BOTH SIDES l6d 12, O.C.36" ........... :::::: ...................... ..................................................... ...... ................. E is 480 1/2" CDX PLY EXTERIOR 10d @ 3" 10d @ 12" 5/6. 6, O.C. E-1 116 490 318" CDX PLY BOTH SIDES 8d @ 4" 8d @ 17' 519'@ 36" (2) Irad @ 4" 91 O.C. E-2 17 540 7116" CDX PLY BOTH SIDES 8d @ 4" 8d @ 17' 5/8" @ 39' (2) 16d.@ 4" V O.Q. F is 620 1/2" CDX PLY EXTERIOR 10d @ 2' 10d @ 117' 5f8" @ 24" (2) 16d a 4" 8'O.C- F-1 19 650 318" CDX BOTH SIDES 8d @ 3' 8d @ 12" 518" @ 24" (2) 1.6d @ 4" 8!' O.C. F-2 ..................20.................721)...........7/16',CDX PLY BOTH SIDES 8d..0- 3! . ................... 8d.9'!K ................... ........... e, 0. C. G 21 780 1/7' CDX PLY BOTH SIDES ................... 8d jj 3" :::::: ........................................................................................ 8d @ 12' "iff 0 181, (2) 16d @ 3" 6' O.C. G-1 ....... . ..................... 22 830 31&'CDX PLY BOTH SIDES.................................. 8d ............. 11 k .... .. .. 12 .................. .. ........... 618!...0 ..1-1 ... 6. O.C. ......... ............ H. 23 970 W" CDX PLY BOTH SIDES ............ :::::: ........................ 10d @ W :::: .... 1.11 ............... led (2) led @ W 6. H-1 24 1240 1/2" COX PLY BOTH SIDES 10d @ Z' 10d @ 12" WEI!'@ 12" (2) 20d @, 2' 4"O.C. LOVER DOUGUkS FIR FRAMING 2. ALL PANEL EDGES BACKED W12 -INCH NOM. OR WIDER FRAMING U.N.O. 3. STAGGER ALL SILL NAILING 4. PRE -DRILL ALL 20d & LARGER 5.518" T-1 -11 SIDING MAY BE SUBSTITUTED FOR 318" CDX PLY. 6. A -35F CLIPS +440# EA. 7. All shear walls with load pff of over 350 shall have 3X min framing menber at plates and panel edges 8. Nails based on following 6d.099 dia 2" Ig, 8d.1 13 dia, 2117' Ig, 10d .128 die, 3" Ig..DW Collers 5d,086 dia, I 518" Ig 6d.092 dia, 1718'19, 8d.113 dia 2 3/8" Ig. Lateral Loading: Area, Height &'Neight Data Page 1 Date: June 24 2002 Firm:. AEC Griot Job:. warner2p_60-LaYfette, ht II- II..�:..... E Lafry Vitamer AIA CSI FLOOR PLAN AREAS & SHEAR WALL GRID SPACING �►awuwr vi iu oPyw1n® iv[r rail l:a eC• @1995 Lett 3 Lateral Load Analysis & i tear Wali Spacing 22 16 12 Const cciloln Design Software Insulation ck LOAM 43.5 Vj Roof 2 Roof 2nd FI/Rf 28.5 R R R Wit Rooling 1_s_t Fl 1 1 8.2 Sheathing u Roof Insulation Framing 2 Int. Finish Snow Other 2nd FURf 5 R R R 10 We- 1s FI 1 1 1 FLOOR HEIGHTS & WIND AREA 51.2 CA Roof Wig- Roof Roof Floor 2nd FURf 5 R R Roof L 'm of PIan.Y? Roof Area 4 5 1st Fl 1 vRe�.,,��i 1 ... vRi Roof 2nd Fl Depth Roof Area 2337 Ff to Fi HeOt S 2nd FM 13 R WI Periroter list A 1 vke 1122 Ave. Sill to FI Fit 6as�/fir w) K � Roof 1621 w - Floor Area 2131 Wind Ht.CfWge�:13 2nd FM Sl��rfd ti 11 Wi Perimeter 213 Wind Ht.0_Gable 10.5 Ridge F to B L to R 1st FI Mean Rood Ht. 10.5 Ruts? Y y t at least A Hips? y Roof 2nd FVRf Fl 1Roddof 2nd FURf I Ll •, st FI RooQ Roof Block Area Overall Depth 2nd FI i Roof Roof Block Area Floor Block Area Perimeter Wall Overall Depth 1st Floor Floor Block linea Perimeter Wail Overall Depth I - Tprcal 0 gna F to 8 2 Z= hRe'- hR1= 51.5 Overall Depth of Roof at 2nd Fl 1221 600 $10 51.5 Z= 3 s 42 hRl= 153 we:- W= 1133 536 462 69.5 143.5 51.5 Z= 3.2 We:- 51.2 Wi= 348.8 )oriz. dam. or 40% or ht but not tpsa than d% of ftviat Norio din MaxQwake All Right Resemp 1:Rlght Roof • Floor 11lock Block Perim Overall We Area Wall Width 1539 s 1425 50 50 Pool at 2nd Fl 50 270 Typ(?M 250 16 L M k z 190 HzProj Ceiling Insulation 0.5 Framing 1.5 Gyp. Bd. 2.8 Other 4.8 EAerlor Wall Archf"Iorms °Ltd. @1995 2 Lateral Load Analysis & 1.5 Framing Const cciloln Design Software Insulation TYPICAL DEAD LOAM 43.5 -Establish Dead Loads ltbslsQs 2 Roof Interior Wall Wit Rooling 2.5 Gyp.Bd. 4.4 8.2 Sheathing 1.5 Framing 2 Insulation Framing 2 Int. Finish Snow Other 8 64 W Alta Ceiling Insulation 0.5 Framing 1.5 Gyp. Bd. 2.8 Other 4.8 EAerlor Wall hRe.* Ect Finish 2 Shear 1.5 Framing 2 Insulation 0.5 170 12 hRe.* Floor Gyp. Bd. 2.2 Flooring 4 Int .Finish 338 43.5 Sheathing 2 Offer_ 286 22 Wit Framing 3.5 8.2 Insulation 0.5 159 Other W Alta 10 We- FLOOR HEIGHTS & WIND AREA 51.2 *Establish floor to Floor and Root` Heights (ft), Wig- Roof Roof Floor Pitcheiaht Haight 360A X112 N I L Plan W both Roof L 'm of PIan.Y? Roof Area 4 5 20d FI/Roofl vRe�.,,��i ... vRi 2nd Fl Depth Roof Area 2337 Ff to Fi HeOt S 1st Floor Floor Area WI Periroter 1st FI tip • S If Slab S vke 1122 Ave. Sill to FI Fit 6as�/fir w) K � A 1621 w - Floor Area 2131 Wind Ht.CfWge�:13 Sl��rfd ti 11 Wi Perimeter 213 Wind Ht.0_Gable 10.5 Ridge F to B L to R Mean Rood Ht. 10.5 Ruts? Y y t at least A Hips? y LaWral Load Analysis Page 2 . Nia Utak ®199; Arch orms ] ,td. Date; . June 24 2002 Farm: AEC Group All.Rights'Reserveaf i.atet) Loatl Analyrsis a . Job: blamer La alta agalia . IE3 Lan Wame�AIA CSI. 4 99.03We7 Censtructlon besign Solhware � � � SEISMIC LOADS BUILDING CODE -Distribute Shear.to Wrious Lewis- USC formula (30-1:5) . •Establish Dead Loads -Select Code -Force at assumed Level x V (Wbc)(Htx)/Sum(Wiy){iti) Ft amed = 0 Mat. Weights 2nd Floor ist Floor Base Level 96. BOiCA Ht is measured from plate to foundation E=Eh`p (30-1) Item _Q-4sl) Area DL 8n(sf) DL(bs) Area(sf) Ott 97 SB�CI Wt x Ht x (W t .Fx F to B p'Lt o R Wt Roof 6 2337 14022 X 97 UBC Roof 2 Wt Cell 4.8 2131 10228.8 2nd FVRoof 1 31237 8 249898 3551 1.00 1.00 Wt Ext WI 8.2 852 69864 1st Flour 1.00 1.00 Wt Im N 10 Sum 31237 8 2-49898 3653651 Wt Floor 10 Sum 2nd Sum 1st 31237.2 Bay- WIND LOADS -Wind Pressufe- interior wall default 10 psf 4f floor ansa Sum 2nd,,Ist 1£ Base 31237.2 UBC Sectionl620 r - `- Ostribute Weights to Various Levels- P=gslwCeCq Roof 2nd A 1st A Nit Vi -7-5- 16-1. Tribe W' h t tO, 7 Fg Line Line Line Sum Ex B Section 1616 Wt Roof 2nd by=Table 16-K WtCeil2nd qs. 12,6 Table 16-F 1/2Wt Ext WI 2 Cea 0.62 Table 16-G Wt Int WI 2 hCG 1.3 Table 16-H, #2 Wt Floor 2 vN -0.7 Table:WH� #�2 _ Wt Roof 1s9 94022 14522 Ph- 10 Hz. Force (psf) Wt Cell 1 118228.8 10728.8 Pv= 5.468 Vt. Fine (psf) 112 WE Ext Wl 1 6986.4 69x:15,4 Wt Int WI 1 -Total Wind Load In Each Direction At Eadh. Level Obs), Wt Floor 1 Trb Area F to 13 Trib Area L bD R Wind Load 112Wt Ext USI Bsmt End Z Inter 2 SumP*At End Z rrder Z SumP"At F to B L to R Wt Cell Bsm(�-�-------�--- T---- _ Roof a> Line Sum 31OF2 � W= 312;37.2 Roof 11 42 153 1,980 44 159 2,057 2nd Fl 1,980 2,057 -Determine Base Shear* 2nd Floor UKO' Section 1630.2 Up Roof 2� Uplift Zow 3 Fig.16-2 Seismic Source, Type B Table 16-U Up Roof 11 1,122 1,621 Uplift 15,000 15, 0 Soil l'� of SD Table 16-J Fault Distance 20 in km to Seismic Source 7= 0.3 Table 16-1 Ca- 0.36 Table.I&Q GOVERNING LATERAL LOADS 1= 1.0' Table 16-K Cv- 0.54 Table iB R Maximum Total Load in Each Direction At.E:ach Level (lbs) - T= 0.12 Formula (30.8) Na= L. Table 16-S Front to Back Side to Side_ R= 5.5 Table 16-N (tied to Pg 9) Nv- 1.00 Table 16-T Roof formula (304) (30.ti) (30-6) .(30'7) E== CviW/RT but not > 2 :iCaIW1R but. not < D.11Ca11111 zone 4 not< 0.8ZNvIWIR 2nd. F1/Roof 1 3,651 Seismic 3.651 Seismic . 26289 5112 1237 Ell A= 3,651 lbs I31AW 1612.3,1 formula (12-9) 1st.Floor For Code Table references used by ►MaxQuake see "Code Sectkm s cited or AnnaviiY A O%Alnvj) Shear Wall Segments Data, Lines 1.8 Pages : MagQualce ®19�. All Bights Reserved Archfarms L1:id. Lateral Load Analysis & t)ate: 'June 24 2002 Firm; AEC, Groin Jou:. Wamer S,w-La ette Magalia: l L Wamer AIA. CSI Line MOW Construction Design Software !Line 1 2 Une 3 line 4 Line 5L!no 6 Line 7 Line 8 Segment (Seg) names al appear to shorn possible quadrants (q). Remove Segs not ted. Move and add :1.2... to donate multiple (m) sus in a quadrant, ie., W. S Variables : S k th. fit: S h frcxn 1 . B: Bearin Wall? Bw s. E/I: F, �o,r Int. Wall? - E=Ext 1=Int. SSSS Sabove same row, olim& s L . 2nd Levo!&c�nr Seg Wall ariables Sr!g Wall Variables Seg Wad Variables Seg Wall Variables Seg Will Variables seg Wall Variables Seg Wall Variables ; Seg Wan Vanrabies _Lq Ht B Eli Lg HtB E Jt L$_ Fit B Elt&�Ht B q q&m W Ht B EA it&m Lg Ht B Ell q&m L Ht B FJI m Ht $. EJI Wall Lines Run Fran Front to Back Back sump Syst sum Syst sum Syst sum Syst sum SystSyst. srrn Syst sum Syst 1st Seg Wall Variables S cg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Levwl m L Ht B Eli S ggan lg Ht B IF 1 S �Lc ' Ht B Ell S m Lg Ht B fJ! S L . Ht B EJI S c &&m Lg Ht B Ell S &m L,q Ht B EA S q8m Lg Ht 0 Ell S a 11 8 B E a 11 8 8 E a 8 a 8 8 B E b 8 tr 8 b 8 b 8 C 8 c 8 c 8 ra 13 8 B E d 8 8 B E d 8 8 6 E sum 49 Syst SW sur" 19 Syst :8W sum ` Syst siA 21 Syst SW sura Syst sum Syst sum Syst sum Syst, load trans to adj line FaSrr Seg Wall Variables SegWal VI na ablbs Seg WaA Variables Sag Wan Variabies S,eg Willi Variables ;eg Wall Variables Seg Niall Variables Seg Wall Variables ttv±.L R&m L fit B EA SIm W Ht B Ell S Lg.l. Ht B EAS q&m t Ht B ..Ell S q&mL Ht B EAS . Lg Ht 9 I li S q&m L.FH 8 EJI S q&rnLg Ht B EJ) S 53 B E .91m 23 B C sure 5T Syst SW sum 23 Syst ":W sum Sys! slim 39 Syst SW sum. Syst sum Syst sum i`' Syst sum'.Syst load trans to all line Shear S2jnent He' htA ength ratio is lint to 211 for eche blocked anel. "Ht1Lg >2 Inrit" appears if exceeded See Code Ch.16 for HYLA limits for offer assemblies. Shear Wall Segments, Data, Lines A -H Ne 4 MaxQuake5 01995 Archforrns U.14. Date: June 242002 firm: ' . AEO Group All Rights.Resemd `LaieW L6ad Analysis & Job; Warner Sm-Layfeffe, Ma glia ft: Larri Wamer At CS1 Q99.03M Construction Design Software e A Line B Line C Line D Line E iaine F Line Rrp Line H ment (Sag) names I 1-'l appear to shove possible . quactants (q). Remove Segs not used. Move and add a,b...to denote multiple (m) segs in a quactfant, ie., 2b. VarW)Ies• I. : S I . Ht S h from Poll. 8:8earia Wally - B --Les. Ell: t ar Int. Walt? - E --Ext, Mnt. S: Stacked Sc above same ow & s 2nd Wal ariabtes Sag Wall Variables Seg Watt Variables Seg Wall VIl na Wiles Seg Wa I Variables . Wall Varules Seg VYaI►Variables Seg Wall Variables l,ev L Ht B FJI Ht B E liL Ht B Ell � _Lg Ht B FJl L . Ht BEA *n Ly Ht B Ell m 1, Ht B Ell q&m Lg Ht B E/I Wall Lines Run, From Side to Side sum Syst sum Syst sum Syst scan Syst sure Syst nano Syst sum Syst SUM Syst 1st Seg Wall Variables Swg Wall Variabw Seg Wali Variables Seg Wall Variables Seg Wall Variables . Seg Wall Variables Seg VMI Variables Seg Wall Variables Leval q&rn Lg Ht B Ell S m Lg Ht B Ell S L Ht B EA S q&m Lg Ht B EJI S La Ht B EAS c .m L Ht B Ell S t. Hi B E11 S q&m Lg Ht B E11 S 1 4.5 8 B E 1 f5 8 B 1 1 8 8 1-a 2.8 8 B E 2 6 8 8 E 2 8 2 4 8 8 E 1-b 2.8 8 B E 3 5 8 8 E 3 8 3 8 3•a 2.6 8 B E 1b 2.6 8 B E sum 16 Syst SW sura 15 Syst SW scan 4 Syst SW sum 52 Syst 5W sum 5.6 &At SW swum Syst. sum � Syst Mn Syst Base Seg MMI Variables Seg Wall Variables Seg Wal9 Variables Seg Wali Variattles Seg WaU Variables Seg Wail Variables Seg I Variables Seg Wall Variables Level L Ht B Ell S n L,y Ht B SII S m Lg Ht B Ell S L9 Ht B Ell S' q&m Hf B Ell Sm Lg Ht B Ell S q&m Lq Ht B Ell S q&m LgHt E!1 S sum Syst sum+ Syst sum Sys( sum-- Syst sum Syst sum^ Syst sum Syst summa Syst load trans to adj line l* trans to adj line load trans to adj line load trans to a4 line load trans to adj line Shear s2amentHeiOULeaLMLo is united to 221 for eda blocked panel. 'HULq >2 timir 2 puns if exceeded. See (:ode Ch.16 for htuLa limits for other' assentlie lata_ra-l-Load �Q_i5_t_rib_u_t.gn & Oveduming M0nenPages �Ma�zQ�a��e®pg95 ArchforVIS Ltd. All Rights.Reserved Lateral Load Analysis & Date: June 24 2002 Firm: AEC, Group Job: Wamer S eaLa etre Fla aliiaa _ : Larry Waver qlq CSI Q99.03VVe7 Consbrud on Design Sbfiware Lateral Line 1 Line 2 Line 3 Line 4 Line ;i Line 6 Line I Line'O' Forces Seis %= Wind °/a= Wfft= if W.-snowRM= if'W'.67,"s".85 OTM= ff SYk Vnet'ht Vadj= V= SumV= Distril� trib fl A/Sum Mtrib WAJSum vAlk Sum rev. W Crib area �dVUft W212k L Stnv*. M I SumV from ` Ln Ln%'Vmax SorW Va +Vebv+V 2nd % SMI % SMS % SNV % 81W % S/W % SNV % SAN, °� SM Level S W/ft RM OTM Sq W/ft RM OTM S Wlit RM OTM ` WJft RM OTti! S Wdtt RM OTM' Seg OR RK OTM S ea Will RM OTM Seg WJft FLM OTM Sw i r=V wall *1011ty / V lewd Frame V franael Vadj line 2 Vadj line 1 or 3 Vadj line 2 or 4 Val tine 3 or 5 Vadj line 4 or 6 Vadj lineor 7 Vadj line 6 or 8 Vadj fine 7 V level 2nd level V 2nd level V 2nd levet V 2nd levet V 2nd level V .5 2nd levet V grid levet V 2nd Level V Sum V Sum V tium V Sum V' Sum V Sum V Sum V Sum V tst % SMf 26.1 22 % SAN 39 38 % SNV 23.7 28 % SIW 10.9 12 % 8/W % SAN % SAhr °h SMf Level Se W1ft RM OTM ST W/ft RM OTM Seq W/ft RMOTM _ _ S W/ft RM OTM S Wl RM OTM S W/fi RM. OTM Wilt RM OTM Seq W1ii RM OTM Seismic a 184 9.48 4.42 a 271 13.9 4.31 a 130 2.78 2.23 3,654 c 130 7.35 3.63 d 184 5.02 3.21 d 271 7.37 5.04 P= 2-20f i (r max AM.S) Vadj line 2 Vadj line 1 or 3 0.37 Vadj fine 2 or 4 Val line 3 or 5 0.5 Vadj line 4 or 6 i Vadj line 5 or 7 Vadj line 6 or 8 Vadj lute 7 1.00 r- V above r- V above r V above r= V above r- V above I r- V above r- V above r V above .14 1st lev V 0.95 0.26 1st ley V 1.42 1sl ler V 0.87 0.12 1st lev V 0.4 tst lev V I 1st lev V 1st lev V. 1st lev V s Sum V 0.95 s Sum V Sum V s Sum V 0.89 Sum V Sum V Sum V Sum V Base % SNV 26.6 22 % S!W 39.2 % SMf 23.4 28 % SMI 110.8 12 % SMt' % S N % SAfV % S!W Level Wilt RM OTM 11�39s Seg W/ft 12tM1 Seg W/ft RM OTM Seg WXt RM OTM Wldi . RM OTM Wlft Rhh+l OT'!A 4Vlft RM OTM S W7tt RM OTM 110 103 60 30.4 _ 190 33.5 2-20/ (r rnax Vacs Line 2 Vadj line 1 or 3 Vadj line 2 or 4 Vadj line 3 or 5 . Vadj line 4 or 6 Valline.5 or.7 Vadj line 6 or 8 .Vadjfind 7 t5)AbA.1 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 .05 Bsrnt V 0.21 Bsmt V Bsnt V O.t15 Belt V Bsmt V Bsmt V Bsrnt V Bsnit V w Sum V 0.95 w Sum V 1.79 w ;gum V yr Sum V 0.891 Sum V I Sum .V I SUMV. Surra V . . Latera! Load Distribution & Overtuming !foment miges .MaxQuake 01995 Archfor.ms ltd. All itlghts Reserved Lateral Load Analysis & UP: June 24 2002 Flim: AES: Group Job: Wamer.eo•La ette Magalia B : Lar blamer AIA CSI w..�......`� Q99.03VVe7 Constructipn Design Software w.,..�.�. iater;tl Line A Line G Line C Line D Line E Line F Line G. Line H Force Seis %= Wind °%= W/ft= it W, snow RM= .. ifV.6711e.85 OTM= if Sf k Vnet"Eit Vadj= V= Sumo= DIWL trlb fl MSg RA trltl V!I A/SUm YJIAI Sum lev. McMb area WWL 2/2kSumV'Wt SurhV from ad t n Ln%' max SwW VO d' Vabv+V Znd % SAA► %SAN % SAN % SAN % S/W % SAN % SMI % SAN Level Seg Wlft RM OTM Sed W/ft RM OTM Seg Wlit RM OTM Seg WIft RM OTM Seq Oft RM OTM Seg WIN RSI OTM Se -q Wilt RM OT14 $Wlfl kki OTM SW r -V SII 'tD#k 1 V level Fran V frame! Vadj line B Vadj line AorC Vadj line BorD Vadj line CorE Vadj line DorF Vadj line EorG Vacs line ForH Val lee G V Ievel 2nd level Vitt 2nd level V 2nd level V 2nd level V 2nd level V 2nd level V 2nd level V 2nd level V Sum V Sum V Sum V Sum V Sum V Sum V Sum V Burn V 1st % SMI 32.9 27.7 % SAN 38.7 32.5 % SAN 9.84 9.71 -A S1W 11.3 17.5 % SAN 7.23 12.6 -A SAN % SAN % SMI Level Seg W/fi RM OTM Sea W/ft RM OTM Seg l'V/€t RM OTM Seg WIft RM OTM Sm Wlft RM OTM . Seq Wit RM OTM Seg Will RM OTM Wlft RM OTM Seismic 1 220 1.89 2.79 1 232 22.2 11.3 1a 136 0.36 1.04 3,651 2 220 3.36 3.72 2 120; 0.81 2.87 1-b 136 0.36 1.04 3 220 2.33 3.1 3-a 163 0.47 1.65 3-b 163 0.47 1.65 P= 2-2CV (r max AV.5) Vadj line 8 Vadj line AcrC Val line Bad Vadj line CorE Vadj line DorF Vadj line EvO Vadj line Farts Val line G 1.00 r= V above r= V above r -V' above r= V above r= V above 1 r- V abotre r V above r- V above 0.21 1st lev V 1.2 0.21) 1st lev V 1A1 0.25 1st lev V 0.36 0.22 1st lev V 0.41 0.13 tst lev V 0.26: 1st lev V 1sl lev V 1st IeV V S Sum V 1.2 s Sum V 1.41 s Sum V 0.36 s Sum V 0.41 s Sum V 0.26 Sum V Sum V Sum V Base % SAN 33.4 27.7 % 51W 39.3 32.5 % SM/ 9.85 9.71 11$ SM! 10.7 17.5 % SAN 6.71 12.6 i %% SIW % SAN % am Levet -§q WIft RM OTM Seg W/ft RM OTM _Seg Wltt RM OTMSed WIft RM OTM S Wil RM OTM Seg Will RM OTM Se W/fi RM OTIA WJft R 1 OTM P= 2-201' (r max Ab^.5) Vadj line B Vadj line AorC Vadj line Sorb Vadi line CorE Vadj line DorF Vadj line EorC Vadj line F6rH Val line G r- V above 1.2 r- V above 1,41 r= V above 0.36 rr V above 0,41 r V above 0.26 r= V above r- V above r- V above Bsrnt V Bsmt V Bsmt V Bsimt V Bsmt V Bsmt V Bsrnt V Bsmt V W Sum V w Sum V w SUM V Sum V w Sum V Sum V Sum V� Sun V. YN�.IIM�r/�tl1�I�Y�Yp.YYYtl��,yq��YMl�f�lYA1��Y�1MIo�YY`Y�YYOPY�I��tl Shear Wall and Hold Down Requirement: Pagel a�Quake 01995 Arcblfor'ms :Ltd. Date! June 24 2002 Firm: ACC Group A!1 Rights Resettled Latei?at Load Analysis & Job: WameLar S efts, �1a Iia By: La Warner AIA CSI 099.03W Construction Design SOtware Line 1 Wne 2 Line 3 line 4 Line .5 Lin Uplift = Overturning Moment (OTM) - Resisting Moment (RM) / Segment L ngM. (Seg Lg). � 6 tine 7 Lin@. $ Minimum US. ired Hold Down jdD T selected from Ldddow n and Well S Sctwl_u�__l__e__on Pa( 9�. 2nd HD D MEI un I —le 9. ..,Un wall Lines Run From Front to Shear(plQ Shear(plt) ShearlpiQ Shear(ptQ Shear(PH) Shear(pIQ Shear(ptf) ShearWp , Back Wall Tye _ VNaII_Ty�e Wall l'YPO Wall Type Wall Type Wall Type Wall Type Wall Tvae -•� y .,wY. � J ulot ilrpe deg upnrr ! beg upint Type Seg UPllt3 T S Uplift Type S U ifl Tie a ;a a c d d ShearWO 50 Strear(ptf) 94 Shear1plf) Shear(piQ 43 Shear(plf) Shear(plt) Shear(plt) Shear(plf) Wall T cs 6 Wali type A I Wall l;�e Wall Tye 6 Wa1I T e Wats T Wall T Wall Typp Roof Uplift horn Side to SkIt? resisted by Left and Right Ext. Walls Uplift (pIQ ..1V 1 @ Ext tM 55 Uplift Detail . Rf 1$ Ext Vel d. T Stra Hoidgowns must nun continuous down through tht! Wall below to the Foundation- If no Wall below be to Beams sized for Hokl-Down Point Loads Base HD HO HD HD HI) HDD HD HD Levet . I.Sea U tilt Typqlq Ulip ft Y Seg Milt T ieg UpIM Type Seg Uplift TyIel Seq UDliFt Tvvel Sea UDlift Tvao sea Unlrfq Tvpe Shear(pll) ithear(PH) 78 ShearVQ Shear(pIQ 23 Shear(plo Shear(plf) Shear(pIQWa11 TyoWlall Type e fi Walt T e Wali Type A 6 Wall T Wall T Wall Type Wail T !ar per Linear Foot (Shear( 0) = Stam. of Shear at that bine & Level (Sinn 1) / Linear Feet of Shear Ullall at that Line tt Level (Sum reg Lgth) imun re fired Shear wall Construction or Shear Frame for Wall Typed is selected from Shear Wall Schedule on Page 9. �� "'��Y�.Y��Y�.FY YIM1YYY�Y� YI�I�IYA�YM�YY1��11YQ�i��YM�l1lY. bMY�Ytl�l��tl �1Y �tww1w�rW�w�w�wwwlwwll�rlwl�wwY Shear Wall and Hold Down Regiairemen Paq:8 A�F�ww�N�W �Y�/wMw��wMY�wilrw��M M4xQuake -61m All Rights Resertl ed Archforms ]Ltd. Lateral Load Anat;Psis & Date; June 24 2002 Firm: AEC Croup "� Job: Warner S L He. I'Magalia w . La Wamer AIA CSi Q99.03We7 Construction Desi n SAware Line A Li ne G ILine C lune D Uplift= Overturning Moment (OTM) - Resi,,ting moment (I;;M) ! Segment 1.ength (Seg Lg) Line iE Line F Line G Line H Ind Minimum ulred Hold W1 HD Type) ,selected from HOd-down and 1 311 Strhe�lA on age 9: Levee HD HD HD Sea Uplift T Siete Uplfft y� Sed U diR T Seg Uplift ..-TYP HD H Seg 11 if: T Seg Uplift T ®� Hp, U 1p ift Ty�u, HD . U 1�itt:iT e A,B,C.. Wall Lines Run From Side to Side Shear(pIQ Shear(ptl) Sheariplf) Shear(pit) Wall T Walt Type Wall Toe Wal! Tie Sheeir(pIQ Shear(ptQ UVall Tie Wall Type I l2 Shear(piQ WaII Type Sheat(pt� Wall T • 1st Roof lift from Front to Buq resisted :Front and Bard, Ext. Walls U ift y Fact Wl U ift Detail Rf 2 8� Ext Viii NA Level! HD HD HD HD SN U lit T e Sag Upllft_pVpe Seg UFlift T Seg Uplift T HD _ HD S tlplifi Type U ifi T HD S Uplift Typ�r HD S Uplift T ype 1 20i A NA 9 2 61 A NA 2 5.15 A H1a 1•a 244 A NA 1-b 244 A NA 3 154 A NA 3-a 455 A H1a M 455 A Hta Shear(PH) 78 3hear(pff) 14 Shear(ptf) 90 Shear(pif) 79 Wal! T Pe A 6 'Nall Typed 6 Wall T Me d 8 Wall Tye A 6 1 Shear(pH) 47 Shear(pIQ Wall_ � e 6 Wall Type Shear(plf) Wail Type Shear(plt) Wall Type Roof Uplift from Front to Ba.zk resisted by Front and Back Ext. Walls Uplift(pltj 13f 1 Ext WI 56 Uplift detail �� Rf 18 Ext Y4+1 A T S old -Downs must ru 1 continuous dcwn h the Wall below to Hie Foundation. If no Wall belo!nr, he to Bearne: s¢ed for Hole-Dotun Pont Lcads. rLyel_ HD RD HD HD _Leg U lilt _TypeSed Uplift 71(pe Seg Uplift DM A3eg Uplift Type HD HD Sell ift Type Sed Uplift Ty HD Seq Type: HD Uplift T ype Shear(piq ,Shear(ptt) Shear(AQ Shear(ptf) Wall T ae Wall, Type Wall T Wall TypeWall Shear(plQ Shear(plo �e Wali Type Shear(plQ Wa!l Shear(plo Wa11 T a Shear per Linear Foot (Shezr(plf)) = Sum of Shear at that Eine & Level (Slim V)! Linear Feet of Shear.W.111 at that Line F, Level (Sum S;rg Lgth) Minimum required Shear Mill Construction or Shear Framer! for Wall True allW is ail W seleeied Born Shear Schedule on Page 9. ��wwww.wwwwrww.www��wrwrrw�w- wwwwwwwr•w,w w��Wall _rwiwlw�0�wor�r�w�r�n�r�wrnrm Shear Wall and Hold Down Schedules page 9 MaxQuake ©1995 ArCb ;fokw :ltd. Date:, June 24 2002 Firm: AEC Group All Rights Reserved Lateral Load Anall►sis.& Job: Warner S a ette Ma is Sy7Larry Warner AIA CSI ROW ConstrucUan Desian Software SHEAR WALL CPTION.S: Place an'x' in Die appropriateshadedblock. S reeial Zone Hardware Will. Wall gaming Mall4wrial X No FX Simpson XDoug Firor So.Pine Los Angeles Area KC Metift Hem Fir (s.ilr&.<-49) USP-Sihq/Kant 3-112' Metal Studs 94 UBC Other (Apx.C) To Customize, Overwrite Sched.. on Apx. C belay Other (See Apx. C) Select only one option under vu.h heading (except System when using frames) Shear Walll System P! !1513 Wall Sheathinll Fitstmers X SIAI-All Plywd or PB X 3d.B'or1/2' CC or CD Ply X 8d S*- P,Stuc or Ply 3J6'ort/2' Struc I Ply 10d HF•a Hardy Frame 3/8'orl/2' CD Ply o/GB 149a Siaple SF -Simpson Frame 112'ExtM,S/Nt-2 Prtcl Bd 1' ScrWr ZF 2 Frame O,W Sheathinglt=astener Ccr6o (See Apx. C) WIND A14D EARTH13UAKE DATA 97 UBC _ SHEAR WALL SCHEDULE Wind Speed mph Seismic Zone 3WaII Shear Wall I;dge Anchor Plate to P1 Plate importance Fact, i Sixace Type B Type Lciad Sheathing Nail Bolts. Nail Lag Clips Exposure Cat. B Fault Distance 20 Symbol (ply Material 8d 518"x12 16d 112' A35 Wind Pre%horiz. psf 10.16 Soil Profile SD GF:880 GF:140 GF:480 GF:450 Ind Pr 1 -JR Rimorye actor.... 5 r Node 1,2 nlote 3 Note It We 7 trate 6,8 Note 9.10 NA � construct wallas speed prx syrnlx� or any below WALL HOLD-DOWN & STRAP SCHEDULE A 6 2:60 1/2' Ply 6" 4011oc 6"oc V oc 20"oc Hold -Down Max. Rn. Wall Foundation Bolt Symbol Uplift Post FI to FI Anchor Type Molt 4 A 4 230 1/2' Ply 4" 27"oe 4"oc •15'oc 1d"oo lbs. S?Ize Strap Straps HD ! iia. 4 A 3 490 1/2' Ply 3" 211"oc •11.00 11"oc Naie 3:4 Note2 NV9 2,4 Nine 2 4 A 2 6340 tit' Ply 2" 16"oc 910p 4.5 A 44 r'.60 ea side 1/2' Ply 4" 14"oc 7'oc B"oc roc NA up to 300 use the holt-danam l�3oss or below'redd type A H1a 1,005 ',ix CS20204+ PAH042 45 A 33 th80 ea side an' Ply 3" 10"oc 6'oc 5"oc A Hlb 1,650 2K CS163V+ LTT20 1/2' 4.5 A 22 1280 ea site 912' Py 2" Voc 44oc 4"oc A H2 2,775 2-2x MST 46" STH010 HD2A 5/B' ? A H5 4,685 2-2x MST 60" PHD5 9Jr '1 Sheathing: 30-4/2' (4 ply midi CD, CC Py vAth all edges blod(ed A H6 5.800 2.-2x MST 72" PHD6 Yr 2 Framing: 2x DFS typ @ 16"oc., 3x req'd it 10d! ud +1 W penetration, 2' or ;rbc A H8 6,730 2-2x CMST144W+ PHD8 ?Jr 3 Typical Fastenr+as: 8d Commmi or Gals. Box nails (no sinkers►, nail field @1r A H10 9,540 4 CMST12 01 V+ HD10A 7/8' 4 3x at plate and panel edges at walls vd Shear over 3501bs, nail min. 112' frorn edge A H14 11,080 4�x HD14A 9' 5 Offset panel eOps on opposhe sides of vial and stagger plaha splices A H15 15,305 6'x HD15, 1.1/4' 6 .Anchor Bolts (ASTM A-307) Min. 7' imbedmont, kV:?&x3/16* Plate Washsr ? Add® inches to FI to A Tile Strap for gap across Joist 7 Stagger 16d nails in 2x, lags at 3x plates when no sheathing continuity to Rim Joist 1 Straps and HD's as Mfg. by Simpson Strong -Tie Co. Cat C49 B Predrill 3/B' hole for Lag- Provide Washer. A ,ust 10 for 2." penetration into Joist. 2 Nail Straps fR Hold -Downs vd10d (2x max.pen.1-W) Sea Details 9 Clips: Plate to Blocks only rectd if no shear sir epathing continuity from Wall to Blocks and Mfg. D Data for Nailing. Bolt and EmbeGMent Requirements 10 .Anchors and Clips as Mfg, by "irn*R Stronil.Tie. Co. Cat C-49 3 if ;No Cont Flim Joist Add Lgth Of Gap.10d at CS, led. CIVIST & MST 4 Straps and flo"owns must run continuous to Walls below, iF no Wall below, be to Beams, sized for Hold -Down Point Loads 16" Shear Wall and Hold Down Schedules Page 10 MaxQ'uake Dater June 24 Z02 �Firm: AEC Gmup - All R1ght' Reserved Jobs: Wamer Spec La ette ft!ia Iia Ei . Lar y Wam� a AIA CSI DIAPHRAGM OPTIONS - WIN Framing lomat. RfA-'i Diaphragm Fasteners X DF or So.;Pine X All Unblocked 8d Com Only Hem Fir Rf Unalk, FI Blk X Bd@Rf,10QF1 Other _ Block All 9dges 1 Qd Com Only 14 go Staph; To Customize, Overwrite Schedule or See Apx. C Other Numbers Height 7R 8 f -41AI �acrttes 9ft AM ROOREXT. WALL QIP -LIFT SCHEDULE r x1995 ACChirorms.1A Lateml Load Analylis Constructltin Qesian Software COLLECTOWE AND DIAPHRAGM SCHEDULE Type Force Cont. Joist or Strep Washer Symbol (lbs) Solid Blocking or Court. Dia. Dia. HD less of C&T par to grain: 425 Joist 20ksi 625 We 12,6 Note 2,3,4 Note 4 Vote 5 We 7 Use Collector/fie as speed per symbol or any below NA 300 A C1 2,231 2x4 MST27 A C2 3.508 2X6 MST37 314' 1.79 2- HDSA loft A C3 4,405 2X$ MST48 718' 2.24 2- H136A A C4 5,800 2X10 MST60 718' 196 2- HD8A A C5 6,440 2X12 2- MST37 718" ,3.28 2- HD8A A C6 8,310 2. 200 HSTS 718'. 4.23 HD10A A C7 11,170 2- 2x10 HEiT6 718" 5.69 2- PHD6 A C8 17,691 3. 2X10 TIT 13.01 2- HDIQk ? 1 Provide Cont. flim Joist/Rafter or Solid Blocking at all Shear Wall Grid tines 2 .A property sized continuous Raster or Joist can act as both Collector and Tie 3 Between Bloclw or breaks in RafterslJoists provide straps to maintain Tie continuity 4 Run Ah -thread tiod ttru RfVJsL tgth=Load1Sh2ar(ptQ, secure ends W Washes or HD 5 Provide Washer w! Dia. (incheet) at end of blocked Rft/Jst bays, Mal. iron or 114' St. 6 Connect Continuous Collectorlf ie to shear wa!1 as required by Shear Watt Schedule 7 HD at Rod to Shear Wall andlor Rit/Jst. Mfg. by Simpson StongTie Cat C419 Wall Uplift Stud to Plate Piste to Rafter Stud to We Type (pli9 - at lit' oc at 24'oc at 1N' at 16' oc AT 100 Ply Nailing or H2 H2 AU 180 A35 H4 H2 AV 3*1 D SP1 HIO H1 H2 A W 460 $134 H7 HID LTS10 A X 600 Sh2 3 Typ. Fasteners: 8d Com. @i Akrof,10d Com. @- Floor (no sinf,m) field 12"@F:f,10-@Fl HID H7 . A Y t;17,0 FTA2 A Z 2,560 FTA7 1 Anchors and Clips as Mfg. by Simpson Shying -Tie Co. Cat C-99 Diaphragm Load Material Watt Diaphragm Wad Material S)mlboi fpltJote 1,2 ,4 - V, ate 3 Symbol µ I Note 1,2r4 8d Nall 10d Nail A R6 . tN. 112" Ply 6" A F6 215 314' Ply A R4 912' Ply 4" A F4 314' Ply A R3 112" Ply .2.112" A F3 314' Ply A R2 112' Ply 2" a F2 314" Ply 7 ? 1 Sheathing: Floor 314 CD -AC Pty103B, Roof 1P2 CD or CC PIylOSB, Unblockcd 2 Framing: 2x typ, 3x regd if i(ld pen more theiril-W, or nails spaced less Dian 3'oc 3 Typ. Fasteners: 8d Com. @i Akrof,10d Com. @- Floor (no sinf,m) field 12"@F:f,10-@Fl 4 Continuous Rini Rafter/Joist mcornmended at perimeter of unblocked diaphra ms �11q�YrYq��gq�Yl�I�gY,gY�YY1��YgYiY�Y Collector/Tie & Diaphragm Loads, Lines .'1.8 Page.I I I�r�YWr1�Y�lYW10/�I�4�YI�YYg1�M�N MaxIQ�uak� A,rchiforms l ltd. 'All Fl1ghts Reserved Lateral Load Analysis & Date: June 24 2002 w Firm: AEC Group _ Job: Warner Sow-Layfette. Maa aliaa By: Lan ► WamerAlAwCSI Line 1Line 2 Line 3~ -Line 4 �Q99.03We7 q� Y Cof►strucikrn Desi llannSS (tare Line 5� gine 6 —�li—�e°7 Line 8 Lin Seg CfT Load (back) - max. bad on the Collector Me between this and Sog above. CfT Type - min, adequate Collectortrie. Seg beg - IM Seg begins front of Quad Line. front - CIT bad at front side of the front most S ent. Shear - the aveca a D" hra Shear abn ? Line. IF "0 correct Line GR iscontinui . 2nd. CIT Load (:;R Seg CIT Load Crr tig /r Load lT Seg Cf oa S C!T Load CIT Seg { L Laad C!r S Lo q Seg Root back "f Se l back T e Se back T Sieg back TyLw S back T Setback Tq�ai; S beck Type Seg_ back T qjn Wag Lines Run Frani Front to front front front front _ frnnl tont front front Back Shear(pff) Shear(plf) Shear(plo Shear(pff) Shear(plQ Shear(plf) Shear(pft) Shear(plf) Rf Diaph Rf Naph Rf Diaph 'Sq RFD►iaph _ Rf Diaph F,f Dlaph Rf Oia ih Rf"Diaph Rf CIT Load CFF S CIT Load CIT CIT Load W S CI'f Load CIT Se C/r Load VT Sec CIT Load Cff Sw CfT Load UT SeT CIT Load CIT Seg 2 Fl S back T e be Ser- back Type §e9 hack T - Setback Types Se back T e Seg back Type back T Seg back Tyfw a rr a - c 437 A Cl d 346 A Cl d 655 A Cl front 93 NA tron't 174 NA front - front 186 NA front IFont front. front Shear(plf)-- 19 Shear(pll) 35 Shear(pM Shear(plf) 23 Sheaf(plrj Shear(plo Shear(plf) Shear(plf) Rf Diaph A R6 Rf Cllaph A R6 Rf Diaph RU Dlaph A R6 Rf Diaph I41 Diaph Rf Diaph Rf Diaph FI Diaph h F6 FI Diaph A F6 FI Dla h -Set Ft Di!& A F6 Fl Diaph Ff Diaph FI Dia h Fl Diaph 1st CfT Load CAF SeC C/l' Load C/r US CIT Load CIT C%lf Load CIT Sv CIT Load CIT Sikc CIT Load CIT CJT Load CJT Sq CCT Load CIT Seg Floor Seg beck ire Se+ back Type Seg back T 1fa back TyLm begS back Type beg Seg back Type beg Seg back TYpe Seg back Tybeg #NIA 00 # N/A ##g1 #WA front front front ' front front front front front Shear(p11) 19 Shear(p1t) 35 Shear(pIf) IF] Shear(plf) 23 Shear(p1il ahear(pff) ShearWO Shear(plf) FI Diaph A F6 FI Diaph A F6 FI Diaph (Diaph AFS FI Diaph Diaph Fi Diaph � Fl Diaph Y If Rf Or FI Dc i h reps ,t�n'b(ocl� , bad valu ta are high`tha�i the { � /Ff baa Cl pi toblocked tGapiNa�n or 1(t'tener 0 'on 1�g l)) or add SB�ear�UVaII Collector/Tic & Diaphragm Loads, Lines A-H Page 12 MaXOual.AiQ 91985 Archt.orms Ltd. All Rights Resorued Lateral Load An6tr,ds & Date,: June 24 2002 - Firm: AEC GroLp Job Wamrcd erS a ette fd' Iia •B ; Lem cWamer AiAi,S_ � line A Line Line C a� Lined �499.03We7 - Cone>nDesi n5offWare Line is �Une F Line 10 Line N Seg CYT Load (left) - max. Iced on the Collector Me betweern, this and Seg to left. CYT Tw* - min. adequirte Collectortrk Seg beg - feert Seg begins r*t of Quad Lina. - right-CITIoMaIrMt side of the rig�htmowzt S ent. h the aver�i a Dia �6heat a�n ttn; Line. If' "' ars correct Line C!T discorrlinu w 2nd CIT Load Cf Se Cllr Load CJT CIT Load ar, S CIT Load GIT -Sec C!i- Load: S U Load Set CIT Load CIT S :C Load CR Seg Root Seg left Tyye bec Sea left Type S"lefi: TYPO Se 1� T efl; T $'eg IeR Tbq Seg left Type Seg left Tytre AIB,C.. Wall Lines Run From Side to right -� right right ricAt right right right Side Shear(plo Shmar(plf Shear(plfj Shear(pif) Shear(plr) Shear(pIQ Shear(plf) -Shear(p!14 Rt Diaph Rf ELIaph - Rf Dia Rf Diaph - Rf Dia Rh Wf Ik. iaphR# Dia 4 Af Diaph 1 Rf CIT toad Cfr Se O'Load CIT Set CR Load CYT Set CIr Load C1T Sec.CIT Load CR Sec CYT Load CIT Se CR Load CR S ,CIT Load CIT Seg 2 FI Seg left: 7' Seg felt Type beg Seg leftT Se lei ft Taos S 'lef4 T Seg left Thus Se left T ,Seg left Type_beg 1 1 1-a -- 2 241 NA 2 168 NA 1-b 1X! NA 3 141 NA 3•p 267 NA 3-b 82 NA 'ht 166 NA ri i 889 a C1 - r" t 172 NA n lit 114 NA fight 230 NA not right rift - Shear(pitj 24 Shear(plfl 2828 Shear(plf) 7 Slreanplf) 12 Shear(ph) 12 Shear(plQ Shear(plf) �Shear(pll Rf Diaph et R6 Rf Diaph A R6 Rf Diaph A R6 Rf Diaph A R6 Rf Diaph A R6 R f Diaph Rf Diaph Rf Diaph F! Dia h!, FB FI Diaph d F6 FI Diaph d F6 FI I7iapb A F6 FI Dia a F6 F�f Diaph Ff Die fii IN Diaph 1st CIT Load CU Set (YT Load UI—T'Set UI—T'S CIT Load VT Set CaLoad CIT Set CIT Load.ClT S CIT Load CR Set CIT Loaf CIT Seg CIT Load C1T Seg Floor Seg left 1. e 9eq felt Type IM Seg left-j Seri left Type bq §eQ left T ae� leftTyprr Se left T left T Le be right right T'� It ri ht :. right right ht LDIaph Shear(plQ ShearWQ Shi;ar(plQ Shear(p111 Shear(p1Q ,' ' . Shear(lilf� ,Shear(pff) FI U1aph FI Diaph Ff Vlaph FI Diaph F1 Dlaph Fl Diaph, FI Diaph .Rh retumbloc6 Ib YYYYYYI�Y—..� �' load values. are t anthe diaphraMa •, ice• c2MEU.. Charge tDblocked cl'ranhragm or • Iib P' YYI�I fastener0 tion 1 Y• or add S!2m Wali � • aI - • q��^ggYI�IIRq�IYY�fgI�qNWW��RA�yI�(�Yl��grY1��Y�gR11iYY�INYY��1i Wined Pressure for Components & Claddirn9 Firm: AEC o8fraip RRRR�N�MgYNYIqw�Y^RRRINNR�YIY��NYIAYRNiYRR�I�NYYYY�1IAYl Page i3 IO ; xQuaU ©1')95 All Rights RemvedLateral Ar* 61forms Ltd. Load hal':Pis Date; June 24 2K2 Job: blamer S sLa site MBali� ; .Lar VU�arner A� I, A CSkr�w Q8� Calculation9RNvertum� ern lade Wind Wind Pressure P and Wind Coeff dents GCp for Components and Cladding of enclosed Suildingia Pressure for GCp VerticAl Wind Loads for Gable ov, Hip RovFed Buildings Horizontal Wind Loads for Buildings 1V11a1ft 10 GAP -30 =_ »_ -2.8 - :2:i - -� GCp -3.g -2:FY -2 2 I�r . I4 IZI Gip . -2.0 -1.6 -1:4 l!iori P 10.2 GCp P a� _ , 3.6 37 UPIfft -3.4 -35 :i.°a : -2. -1or -1.0 ePz -3.2 32 -1.4 1.4 ri 0.6Out• -3.0 -30 Force -2.8 -28 -1.2 -10 -1:2r r " of E Roof 0.6 w Plus: in, Minus: out, design for -2.6 -26 U:8 _ -00.8 0.0 maximum # tfressure 2.2 22 0.6g- p: ^� » se 1.2 N 1 6 For partially enclosed buildings +GCpadd 0.'i, GCp minus D.Q. -.2.0 -20 -1.8 -18 Fligure1608.213 GCp lar Roof Slope 0 < a < 10 5 C 0<9<10 10<a<45 1.$ Reduce C-Cp 10°6 when a < 10 Figure 1806.2C Wall 430p ' -1.6 -1s :28 :8�: z: i� 1lerticallVind Loads f®r t{�onoslope 17oof: -1.4 -14 -2.6 . _- 22 -2.6 - : .� % 3.2 IZI 14. -1.2 -12 -1.0 -10 -2.0 2:2 -2.0 -3.0 -2.8 -0.8 •8 •1 6 -1 E q . -2.4 -0.6 -6 -1.4 -1.4 ` s r , r; -2.2 -2.0 -0.4 -4 -0.2 -2 .10 -0.8 - 0.6 -1 *0 -0.8 -0.6 E �f Roof -1.6 r S 0.0 0 Down 0.2 2 - 04 D 6 D.4 ri 1:2 -1.Q E of Roof Load 0.4 4 moi" 0.6E. i d » Figure 1606.21F 3 < a < 10 or 0.6 6 Figure*1106.2E GCp raz Roof Slope 10 < a < $01' -, In- 0.8 8 Force. 1.0 10 1.2 12 1.4 14 2.0 -1.8 -1.6 - AA -1.2 -2. -1.8 -1.6 -1.� -1: 0<a<10. 10<a<45 "3.6 -3.4 3.2 -3.0 -2.8 -2.6 S ;f < < 30 1.6 161.6 Note: -0.8. a .6 -' -0. -0s _ a -2.2 -2:e a 1, Values are for enclosed Buildings. 11.0 " � 1,0 -1.6 -L4 2. SB(.CI Values for- GCp are equivalentOvoitrang 0 »20 100 1CI00 ._.__._, 0 20 :100 t000 GCp Include effect.. � Q 20`100 Reduce C,1096 if 3 < a . 5 to UBC Table 16-N Effective Wind Area sq:1.; Effectke Wind Area sia.ft. of kx!dh upper 8 lower surface Effective Wired Area (sq.4.) If a<3 sg,;e Figure 1606.2D for values of eq. W INgRIR�NNNIgRR1.�1�NgINMpYINYYYI�Y�YY�gRfYR�YYY1`Y�R�I�R�MY�NYMI�YY�YN�RYIg1igY1�NYNWY�IN��R Figurel,306.2E GCp for Roof Slope 30.< a <48 Degrees Figurle IONI.2G MonoslopeRoofs 10< a < 30 Degrees LI M ITk=D STRUGTUl;�AL GALGUI.ATlO(ei_S SPEG HOUSE FOR/, r JOB SITE" LOT 237, L. AFAY5TTE Glp MA,07AL.A GA A°E•C OROLjP ARCHYTECTURE + ENGINEEIUNG + CONSULTING Larry J. Warner A.I.A., ARCHITECT 555 FLYING V ST., SUITE 3 CHICO, CALIFORNIA 95928 530-892-8008 W:4ISS LAMPA . 42-090 7 BUTTE COUNTY BUILDING DEPARTMENT .APPROVED /0/7�� z ,,-c./IP /I — PROJECT: SPEC HOUSE P.ROJ.1�1o. WAR -237 . ----- 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: f c 1500 psi Mortor: f = 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 45 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 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] 90.l-1.983 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, Larry J. Warner AIA, Architect. Verification 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: MAGALIA, CA DATE: 7/8/02 ROOF DEAD LOAD CALCULATIONS CONVENTIONAL FRAMED ROOF ROOFING 3.0 PSF 1/2" CDX PLY 1.5 TJI @ 24" O.C. 1.1 TJI @ 24" O.C. 1.1 5/8" GYP BRD. 2.8 INSUL 0.5 MISC 0.0 TOTAL 10.0 PSF USE 10.0 PSF. BY: LJW PAGE 2 OF 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. FLOOR SYSTEM ( 2x FRAMING FLOOR) (I -JOIST FRAMING FLOOR) 3/4" CDX PLY 2.3 PSF 3/4" CDX PLY 2.3 PSF JOIST . 2.2 I -JOIST 1.4 INSULATION 0.6 5 8" GYP BRD 2.8 GYP 2.8 MISC& INSUL 1.5 FLOORING 1.5 FLOORING 1.5 MISC 0.5 TOTAL 9.9 PSF TOTAL TOTAL 9.5 PSF USE 10.0 PSF. USE 10.0 PSF, EX T ERIOR FRAINIED WALLS D4TERiOR FRAMED WALLS EXT. FINISH 3.0 PSF GYP. BRD 2.2 PSF SHEAR PLY 1,5 FRAMING 2.0 FRAMING 2.0 GYP. BRD 2.2 GYP BRD 2.2 FINISHOES N/A INT. FINISH 0.2 INSUL N/A INSUL 0.3 TOTAL CONCRETE FLOOR SLAB SHEATHING FRAMING INSULATION TOTAL 9.2 PSF USE 9.2 PSF. 15.0 PSF 2.3 3.5 0.5- 21.3 PSF USE 21.3 PSF 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 QOD 4 sl SHEAR WALL SUMMARY REV -2 P oj. No Warner -lot 237 DATE July 8 2002 Rev 10-01-02 SHEET OF GRID WALL SEG. LOAD PANEL PANEL H.D. H.D. LINE SEG. LGTH PLP TYPE No. LOAD TYPE 1 a 11'-0 49 B-3 .5 na- b c d 81-0 49 S-3 5 n/a e f 2 a 111-0 92 B-3 5 n/a b c d 81-0 92 B-3 5 n/a e f 3 a n/a b c d e f 4 a 8'-0 450 S s n/a b c 13'-0 42 B-3 5 n/a d e f 5 a n/a b c d e f 6 a n/a b c d e f 7a .fes „a b c d e f 8 a n/a b c d e f NOTE Proj. No Wamer-tot 237 GRID WALL SEG. LINE SEG. LGTH A 1 4'$ TYPE 2 6'-0 194 3 5'-0 B-3 5 4 n/a 76 5 148 n/a 0 B 1 15'-0 2 3 4 5 6 C 1 2 4'-0 3 4 5 6 'D 2 3-a 2'-6 3-b 2'-6 5 6 E 1-a 2'-8 1-b 2'-8 3 A 7 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 SHEAR 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 76 B-3 5 194 n/a" 76 B-3 5 56 n/a 76 B-3 5 148 n/a 92 B-2 4 n/a 88 B-3 5 498 A 78 B-3 5 442 A 78 B-3 5 442 A 46 B-3 5 243 n/a 46 S-3 5 243 n/a NOTE SHEAR WALL SCHEDULE per ER -2403 Upadated 10/01/02 SEISMIC w/ reduction WAGE PANEL PANEL LOAD 7 SHEATHING 1,2,5,7 EDGE 9 FIELD 9 A.13. SIZE &. SILL 3,4 A -35F 6 TYPE No. PLF NOTE NAILING NAILING SPACING NAILING CLIPS A 60 112" GYP BRD ONE SIDE (unblockd) 2 5d..�r.��, 1l2...��.72 1 d 12' - 2 180 THREE COAT STUCCO 2 16(3 7l8" @ 6" .....t6G -Sd.�Qr..7�............. 718" 6 ............112" @ 48" 16d @ 8 .3U" O.C. E-1 3 88 518" GYP BRD ONE SIDE (blocked) 2 6d @ 4" 6d @ 4" 112" @ 62" 16d @ 12" 60" O.C. B-2 4 100' 1/2" GYP BOTH SIDES 2 5d @ 7" 5d @ 7" 1/2" @ 72" 16d @ 17" 48° O.C. B-3 5 100 318" CDX 2 Eld @ 6" 8d @ 12" 112" @ 72" 16d @ 12" 48° O.C. e4 6 180 THREE: COAT STUCCO 2 16G 718" @ 6" 16G 7/8"@5' 112" @ 48" 16d @ 8" 304 O.C. ........................................:::::..........................8` 112 GYP INTERIOR FACE..... .................. ,....5d......................................_................................................. ..7., 245..........9/2" CDX PLY...._.............................................2.......16d @.6'..... ......1.0d @....12.,. _............516" {c :4 *� _.....16ci. :4�w...........18" �...... O.C:.::; C-1 8 245 3/8" CDX PLY ONE SIDES 2 8d @ 4" 8d @ 12" 5/8" @ 48" 16d @ 4" 18" O.C. C-2 9 165 318" CDX PLY EXTERIOR 2 8d @ 5' 8d @ 12" 112" @ 48" 1.6d @ 8" 30'0.C. 112" GYP BRD INTERIOR 5d @ T' 5d @ T' _.... C-3 ............... 1' ............ 330 3/8" CDX PLY BOTH SIDES......................... ®d.�Q .6„.......-.........8.@r-.�Z.�.................508... �..... ...............:19 .............•112" �r°'�.42.....,..........16d.. a�r�............I.6�O:.e:. PLY EXiERl01�..................... 2.....::10d..@...4i...................Od @ . 2r ...............518" @36''-'...........16d.@ x^7..........12" . O.C....... D-1 12 360 7116" CDX PLY BOTH SIDES 8 Bd @ 6" 8d @ 12" 518" @ 36" 16d @ 4" 12" O.C. D-2 13 165 318" PLY EXTERIOR 8 8d @ 6" 8d @ 12" 1/2" @ 48" 16d @ 8" 30" O.C. 518" GYP BRD INTERIOR 6d @ 4" 6d @,V' ::::::DE -3'::::: -390......................112" :::........ CDX PLY BOT-StDE.S............_.. ............8d...6� 8..Via. $?1.<. 16.d@% 3. 12.0C....: 15 4801/2" ................................8.; CD'X PLY EXTERIOR .....3.,,......,........9@_ 816d 0d 12� .. 5l&' @36(2) 16d..@ 4" ......................:::::.:: _..:. . 9" O.C. E••1 16 490 318" CDX PLY BOTH SIDES 8 8d @ 4" 8d @ 12" 50@'36" (2) 16d @ 4" 9" O.C. E-2 17' 540 7115' CDX PLY BOTH SIDES 8 8d @ 4" 8d @ 12" 5/8" @, 30" (2) 16d @ 4" 9" O.C. F 18 620 1/2" CDX PLY EXTERIOR 8 'IOd @ 2" 10d @12' 518" @ 24" (2) 16d @ 4" 8" O.C. F-1 19 650 3/8" CDX BOTH SIDES 8 8d @ 3" 8d @ 12" 518" @ 24" (2) 16d @ 4" 8" O.C. F' .....::::"�� ................720...........7116'. COX PLY .BO:fH SIDES....:...............a......... d:.C�.t 3f.....................8d..�.r�.�?,...................518". .2 ........ ��. 21; 780.........1/2" WX PLY BOTH SIDES......................8.......Ba.@ �...3...........,......8d ..�2�..18d.�r�.............6..O:L:.. @ 12"................518" @ 18'...... ..(2) 16d.@.3..........6"O.r:..::; 1 ,..:: G-830.. 22 .....318" CDX PLY BOTH SIDES .................................Bd....2......................ad.��.12.,.................. SPB,, . 8�....... ..�2� 16d .�°�. ........... 0' O.C. :.. H z8. 970..........1/2" CDX PLY BOTH SIDES................_..:8.......1ad.@.3_........,....... iOd.G�.1z�...............5a. ®.18�....._ ..�2j 16d @ 3;.......:6" O.C...., H-1 24 1240 1/2" CDX PLY BOTH SIDES 8 10d @ 2" 10d @ 12" 516-@ 12" (2) 20d @ 2" . 1. OVER DOUGLAS FIR FRAMING 2. ALL PANEL EDGES BACKED W/2 -INCH NOM. OR WIDER FRAMING U.N.O. 3. STAGGER ALL SILL NAILING .4"O.0 4. PRE -DRILL ALL 20d & LARGER 5.51&'T-1-11 SIDING MAY BE SUBSTITUTED FOR 318" CDX PLY, 6. A35F CLIPS +440t1 EA, 7. All shear walls with load plf of over 350 shall have 3X min framing menber a1 plates and panel edges 8. ALL EDGES BACKED W13 -INCH NOM. OR WIDER 9. Nails based on. follovwing 6d .095 dia 71g, Sd .113 dia, 2117' 19, 10d .128 dia, 3" Ig. OW Callers 5d .086 dia.1 518" lg 6d .092 dia; 1718" Ig, Bd .113 dia 2 318" lg HOLDOWN SCHEDULE ALL HOLDOWNS ARE SIMPSON STRONG TIE U.N.O. FTOOTING/SLAS HOLDOWNS SINGLE OR DBL POUR 2500 PSI CONCRETE H.D. H.D. A.B. STEM NAIL/ SCREW LOAD WOOD NOTE TYPE NAME TYPE WALL BOLT' REQD. CAPACTY MEMBER A LSTHD8 N/A 6" 24-16c# SINKERS 1825 2-2x B STHD8 N/A 6" 24-164 SINKERS 2210 2-2x C STHD10 N/A 6" 28-16d SINKERS 2880 2-2x D STHD14 NIA 6" 38-16d SINKERS 4295 2-2x E PAHD42 N/A 6" 7-16d SINKERS 960 2x F HPAHD22 N/A 6" 9-16d SINKERS 1315 2X G HPAHD22-2P NIA 6 12-16d SINKERS 2030 2x H PHD2-SDS3 SST820 6" 10-SDS1/4x3 3610 2-2x 5/8" A307 J PHD5-SDS3 SSTB24 6" 13-SDS3/4x3 4665 2-2x 5/8" A307 K: PHD6-SDS3 SSTB34 6" 18-SDS1/4x3 5860 2-2x 718"A307 L PHD8-SDS3 SSTB34 6" 24-SDS1/4x3 673D 2-2x 718"A307 M HDBA SST834 8' 3-7/8" 7460 4x 718" A307 N HD10A SSTB34 8" 4-718" 9540 4x 1" A307 0 HD20A 1 114"46" 8" 4-1" 13380 6x 1 1/4" A307 P HD15 1 1/4"x36" 8" 5-1" 15305 6x 1 1/4" A307 Lateral Loading: Area, Height & Weight Data Dater June 24 2002 Rev -9-17-02 Firm: AEC Group Job: Wamer.Axg-La ette, Nlagalia-R-1 By: _ Larry WarnerAlA CSI FLOOR PLAN AREAS & SHEAR WALL GRID SPACING -Establish Grid Spacing apriFlootftn Confiai►rallon at Each I_avot. Page 1 Left 1 g 7 8 ear Wail Spacing 22 16T12 �Bact Roof 2nd A/M 28.5 R R R Roof 1st A Interior Wail Roof Floor Roofing 2.5 Gyp.Bd 4.4 Block Block Perim 2nd AIR( 5 R R R 4m Area Wall Width Framing isi 1 1 1 Snow Other_ Roof of 50 6 6.4 1425 50 2nd FIlRf 5 R R Roof at 2nd FI 50 Insulation 1st FI 1 270TypOH 1 Framing 1 Ext Finish 2.5 Roof 250 16 L toR Gyp. Bd. 2.8 Shear 1.5 2nd RAW 13 R Framing 2 190 HzPro nI 1 st FI` 1 170 12 hRe= Floor Gyp. Bd. 2.2 J Roof _ 4 Int .Finish 338 2nd FIIRf ,Sheathing 2 Other 286 22 hRj= Framing 1st A r 8.7 Insulation 0.5 Roof 159 Other 2nd F1/Rf 90 We= ist _ Ft FLOOR HEIGHTS & WIND AREA 2 Roof 51.2 -Establish Floor to Floor and Roof Heights (ft)# wi= Roof Roof Floor 2nd FIIRf Pitch. Heiaht Height 1st FI 360.6 X/12 N I L Planed both —?15% XRoo�f L of Plan.V 4 5 ront Roof Roof Block Area Overall Depth 2nd FI I Roof Roof Block Area Floor Block Area Perimeter Wall Overall Depth 1st Floor Floor Block Area Perimeter Wall Overall Depth Ness of10% of Typical Overhang F to B 2 Z= hRe= htii= 51.5 Overall Depth of Roof at 2nd FI 1221 600 510 51.5 Z= 3 :s 42 hRi= 153 We= wi= 1133 536 .462 69.5 43.5 51.5 Z= 3.2 We-- 51.2 Wi= 348.8 uxi'z, dins. or 40% of ht. but not testi than 4% of least horiz. din. MaxlQ . ua.ke ©,995 .A►.rchforms Ltd. All Rights Reserved Lateral Load Analysis & 005.03WeT Construction Design Software TYPICAL DEAD LOADS *Establish Dead Loads (lbslso- I Right Roof Interior Wail Roof Floor Roofing 2.5 Gyp.Bd 4.4 Block Block Perim Overall Sheathing 1.5 Framing 2 4m 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 Ext Finish 2.5 250 16 L toR Gyp. Bd. 2.8 Shear 1.5 2 Other Framing 2 190 HzPro 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 hRj= Framing 3.5 r 8.7 Insulation 0.5 159 Other WI area 90 We= FLOOR HEIGHTS & WIND AREA 51.2 -Establish Floor to Floor and Roof Heights (ft)# wi= Roof Roof Floor Pitch. Heiaht Height 360.6 X/12 N I L Planed both —?15% XRoo�f L of Plan.V 4 5 2fid FI Roo Roof Area vRe vRi 2nd FI Depth Roof Area 2337 FI to FI Height 8 1st Floor Floor Area wi Perimeter 1st FI Dp - S if Slab S vRe 1122 Ave. Sill to FI Ht Basel6r�wi P vRi 1621�� Floor Area 2131 Wind lit.@Ridge—'�13 Slab/Fot>Indatior WI Perimeter 213 wind Ht@Gable 10.5 Ridge F to B L to R Mean Roof Ht 1Q5 Runs? y y at least 3ft Hips?. y Shear Wall Segipents Data, Lilies A-H ... Pail 4 MaXQuak� ®1995 Archfarms Ltd.- All Fights Reserved Lateral Load Analysis. & . Date., June 24 2002 Rev-9-17-02 - Firm: AE.0 Group Job: Wanner S -f a ette 1Wf alis-R-1 B . La blamer AIA CSI Q99.03We? 0, nstructfon Design Software =Une Line LineC Line D Line E Lint* F Line G LinoH names 1-7 appear to shour possible quadrants (co. Remove Segs not used. Move and add a,b...to denote multiple (m) segs in a quadranl, ie„ 2b. : Se I Hf: S Will from 1 . 8: Beadn Wa10 - 8--yes.-Ell. Ext. or Inti Wall? - E=Oxtt t=Int. S: Stacked Sea above same row m & _5 . . Seg Wall Variables Seg Wall Variables rLoevel L Seg Wafl Variables .Seg Wall arialges Seg Wall Variables Seg Wall Variables Seg Wag Variables Seg Wall Valuables m Ht B Ell �m L�Ht B EA q8m Lg. Ht 8 Ell Am Lg Ht 6 Ell L Hf B E/I q8m Lg Ht B Ell m t. Ht 8 EA L, Ht B Ell ,,C.. Wall Lines Run From Side - to Side sum Syst sum Syst sum �- Syst Seg Wall Variables sum ~ Syst Seg Wall Variables Sum Syst Seg Wall Variables sum Syst Seg Wal( Variables sum Syst Seg Wal! Variables sum Syst Seg Wali Variables 1st Level Seg Wali Variables . Seg Wali Variables L _ Ht B Ell Sg8m 1 LR_ Ht 8 Eli S gtim W. _ Ht B Ell S m Lg Ht 8.g S Ht B EJI S c&m Lg Ht B E/I S q&m l.. til B Ell S m L Ht B EA S 4.5 8 B E 1' 15 8 8 11 1 8 1 8' 1-a 2.8 8 B E 2 6 88E 2. 8 2 4 8 8 E 1-b 2.8 8 BE 3 5 8 8 E 3 8 3 8 3I--a 2.6 8 B E 3-b 2.6 8 B E sum 16 Syst SW sura 15 Syst SW surn 4 Syst SW sure 5.2 Syst SW sun► 5.6 Syst SW bum Syst sum Syst sum Syst Base Level Seg Wall Variables L9 Seg Wall Variables Seg Wall Variables Seg Wail Variables Seg Wall Variables Seg Wall Variables Seg Wail Variables Seg Wall Variables q&m Ht B Ell S q&m L Ht B Ell S q&rn Lg Ht B Eli Sq&T Lg Ht 8 Ell S Om L Ht B Ell S q&m Lg Ht B Ell S q&M Lg Ht B EJI S q&m Lg Ht 13F11 S sum Syst Sum'— Syst surn Syst sten` Syst sum + Syst sum Syst sum T Syst sum SyM load trans to adj line load trans to adj line load Gans fo adj line load tram to adj lime load trans to art line Shear Se ,_nt Heiet/1 - oq� ratio is limited to 2/1 fnr edee blocked panel. 'Ht/lg >2 limit" ap»M s�••-�W 4� AI��Y w a�ar��n��sw1� if exceeded. See Cade Ch.16 for HU limits for ollmr assemblies. �O�a�lrurr.� Lateral Load Analysis Paget MAx'QuAkC @f395 rCh o1°l�iS llLtd. Date` June 242002 Rev -9-17.02 Firm: AEC Groin All This Reserved Lateral Load Analysis .tnh- 1A17mer Qi A o F^H^ kA d:.. L'f 4 e,.. a _--uA_-__ ... ,.... .----. - .. SEISMIC LOADS ,Establish Dead Loads- Mat Weights 2nd Floor 1st Floor Base Level item DL(pst) Areas BLOW Area(e DL(Ibs) kealsQ DI.(Ibs) WI Roof 6 2337 14022 Wt Ceil 4.3 2131 9163.3 Wt Fart WI 8.7 852 7412.4 Wt Int WI 10 Roof 2 Wt Floor 10 Sum 2nd _ Sum 1st 30597.7 Base interior wall default: 10 psf of floor area Sum 2nd,lst & Base 30597.7 *Distribute Weights to Various Levels - 2nd Fl Tributary Weight Wt Roof 2nd 1% Ceil 2nd 112M Ext VWI 2 Wt Int WI 2 Wt Floor 2 Wt Roof 1st Wt Ceil 1 1/2 WWt Ext VVI 1 Wt int WI 1 Wt Floor 1 1/2Wt Ext WI Bsmt WtUl Bsmt Roof 2nd FI 1st Ff Line Line Line 14022 9163,3 7412,4 wt Sum 14022 9163.3 7412A Line Sum 30697.7 W=30597.7 BUILDINd CODE •Select Oode• . . 96 BOCA 97 SBCC) X 97 UBC •Determine Base Shear, UBC Section 1630.2 Zone 3 Fb.16-2 Seismic Source Type B Table 16•U Soil Prof SD Table 16•J Fault Distance 20 in km to Seismic Source ? 0.3 Table 16.1 Ca= 0.36 Table 16•Q P: 1.0 Table 16-K Cv= 0.54 Table 16-R T� 0.12 Formula (30-8) Na= 1.00 Table 16•S R= 5.5 Table 16-N (Tied to Pg 9) Nv 1.00 Table 16.7 •Distribute Shear.to Various Levels• UBC formula (30-15) Force at Level z = V (Wbc)(Htx)ISum(Wbj(Hff) Ft assumed = 0 Ht is measured from plate to foundation E=Eh1p (304) Wf x Ht x (i_Nt)(HQ Fx- p F to B. p L to R Roo12 2nd Fl/Root 1 - 1st Floor Suns 30598 8 244782 3576 30598 8 244782 3576 WAND LOADS -Wind Pressure• Usc Sectioni620 _P=gslwCeCg VP 75 Figure 16-1 Ex B Section 1616 tw=Table 16-K cls 12.6 Table 16-F Ce 0.62 Table 16-G hCq 1.3 Table 16-H, #2 vCq•_-0.7 Table 16-H, #2 Ph$ 10' Hz. Force (psi) Pv= -5.468 Vt. Farce (psi) *Total Wind Load In Each Direction At Each Level (lbs)• 1.00 1.00 1.00 1.00 GOVERNING LATERAL LOADS Maximum Total Load In Each Direction At Each Levet (lbs) - Front to Back Side to Side Roof 2 formula (30.4) (30-5) (30.6) (30-7) E= CvIW/RT but not > 2.5Ca1WlR but not < 0.11Ca11M zone.4 not< 0.8Z*iW/R 25751 5007 ✓ 12.12 E/1.4= 3,576 lbs E11.4=V 1612.3.1 formula (12-9) For Cade Table references used by MaxQuake see Code Sections cited or Aonendx A MoM 2nd FflRoof 1 3,576 Seismic 3,576 Seismic 1st Floor Tdb Area F to B Tdb Area L. to R Wlnd Load End Z Inter Z SumP'At End Z Inter Z SumP'At F to B L to R Roof 2 Roof 1 42 153 1,980 44 159 2,057 2nd Fl 1,980 2,057 1st Floor Up Roof 2 Uplift Up Roof 1 1,122 1,621 Uplift 15,000 15,000 GOVERNING LATERAL LOADS Maximum Total Load In Each Direction At Each Levet (lbs) - Front to Back Side to Side Roof 2 formula (30.4) (30-5) (30.6) (30-7) E= CvIW/RT but not > 2.5Ca1WlR but not < 0.11Ca11M zone.4 not< 0.8Z*iW/R 25751 5007 ✓ 12.12 E/1.4= 3,576 lbs E11.4=V 1612.3.1 formula (12-9) For Cade Table references used by MaxQuake see Code Sections cited or Aonendx A MoM 2nd FflRoof 1 3,576 Seismic 3,576 Seismic 1st Floor 9 21 +00 N O O p -d) ti m 7} 2 r• m?> Iaa O � d�t7� N CR V � 2 VE o t " E to co a Elf a, e J � � OI _ y> N E >_ Yy A, o'l7>N' _j 3 CJJ }y y, �. 3 E },}mom E 0 �op O' -N cm C'i N �p pp CO to G• 9 9 o Ki > > 7 01 Ki W > > N gO ODe% to N } > M E t7 y � _ N }N yy�$ 7 >in 03 H coo c y � d o No p o> > jNd� vi a w >> �$�' a-�i =I .� ct ca E W+3l C y }[n G rJ jr (� r rs CO > > ..�. CO N Ch d > > N CC> C7 m } } CV 91 O c W W C s 9 y N c4 1O a > L' c 0 •� mM �O (C�� r �� M O O 4 M ch C O Q J N � N » �i g — c c0�[=�W7�6 � (V » tC M N 9I > > 7 p a> C%I 'a J -i LL ON > W > L > dVJ t�N'aN v Q1 Nv r .l Shear Wall and Hold Gown Requirements Page a MaxQgake ®1995 All Rights Remied A.rchforms Ltd. Lateral Load Analysis & Date: June 24 2002 Rov4.17.02 Firm: AIDC Group .Mir: Wamer efts M la-R-1 0 : La 1Namer AIA ('S A3We7 Com mon Deslan fkaware Line A Iwo IUne D Lina E Line t+ Line G Line H Uplift s OVONMI g MMAt (OTM) • Resisting Moment (RNA) / Segment Length (Seg I.M.MI redutW Hold D TMI am.Fic ito d i bill Sho 010 on P 10 9 Leve! $U IR T 139 Uplift U Ih Type Oeg Uplift Type S ift T Sep Uplift Typo Seg Uplift Typo Seuplift A,BC„ Was lines Run From Side to Side shear(1340 Shear(piQ Shaan(pff) Shear(m Shear(Plt) Shear(ph) Wall Sh.M(pif) Sitemt(PIO WellType Well T Walt Type Wall T Well Type fZoof ift tram Front to 13adc resisted Front a l3ack Ext. Wails U lit ZO EM VY1U tR Wall_ Type I]a11 Rf i 1� Ext tM Wail T NA, OT""" e: Lev !) HD HD - ND Ho ...'.__"'" ".. uplift T Uplift T $U _IIR T 8Uplift Y S tit T U 11,11T HO T NO S U 111TYPO 1 194 A NA I 1-a 243 A NA a 56 A NA 2 498 A Him 1•b 243 A NA 3 148 A NA Sat 442 A Him " 442 A Ala Shear(pif) 76 Sheat+(plf) 02 Shear(plf) 88 SlMr(ptf) 78 Shear(pil)l 46 Shear(PIQ Shearwo Shear(plo Wali Tyra A 6 vqq Type A 8 W811 TYPO A 6 Wall Type A 6 1 Well TYP A 6 Wali TY00 I Wall TypoWall Type Root Uplift from Front t0 Back reei8bed by Front and Back Ext. Wefts UPIIR(M M I (M Fad Nil lilt! Uplift Str DWIl @ Rf I &—a—VW A T d-Dow► must run continuo�re 11�rou the IiUall below to the Foundation. If no 4da11 b�r� to Boom; 3>ti gad to( ttokl, P—M Paint LoMb. . e Level HD 11D HD D HQ HQ S Uplift im Seg Uplift T Beg lift T Sed U�IM 1& ft Uplift Typ SM U iR Type F{D ft Uplift IM HD Goo Uplift T ym- Shear(plf) Shear(" SheerOM shear(ph) Slear(plf) Sttear(pM Shear(plt) Shar(pff) Wall TYPO inial, Type I Wall litV I Wall Yoe I Wall Wall T I at that Line & Level (Sum 101 linear Feet of Shear Wall at that Line S Level (Sum Seg Lgth) Wall Tie . Wall Y Shear per Linear Fool {Shea }—Stan ofShear Min' reedShe r W PI Construction or Sherr Fran for Wall T6yrt�bol is seierbed from Shear Wall Schedule on Paw 61 Sihear' V1tal1 Se mentls� .®ata LIne8 i-$ � Page 3 g � ®1895 , r ..M�ixQuake .Asch%ms Lid. . : All F i fits ReseNed Lateral l oar Analysis Dana: June 24 2002 Rev -9-1 M2 Firm: AEC Gmup Job: Wamer:; -La ette Ma glia -R-1 BT. Lar; blamerAlA C8IQ99.03M. Line Conitructi0ri IDesi n Software .. Line.3 kine 3 Line 4 Una 5, - 6 Line? Line 8 Segment (Seg) names a -g appear to show possible quadrants W. Remove Segs not used. Move and add 1.2 ... to denote multiple (m) sag's in a quadrant, W., b2. Se Variables' L : kith. Ht: S t1 trnrn 1 . B:.8earin Wall'? - B=M' Ell Int. Walt?- E= Ext, I=Int. $: Slacked S above same row�m & < L . Seg Wall Variatsles Segg Wal Wiles Sig—M-11 VI ariables I Seg Wall Variables 2nd. Seg Wall Variables Seg Wall. Variables Seg Wall Variables Seg Wall Variables Levet Ht B EA &mLg Ht B EA m L Ht B Ell8m Lg Ht B EA Ht B EfI q&m Lg Ht B Ell l.g Ht B Ell j L Ht B Ell Wall Lines Run Froin Fiont to Back sum Syst sum Syst sum Syst sum ^ Syst sum ~ Syst sum SO sum Syst sum Syst 9st Seg Wall Variables Snag Well Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wal[Variables Seg Wall Variables Seg Wall Vaftles Level 99m Lg Ht B EA S .m Lg Ht 81E S qLA L Ht B Ell S _ L Ht B Ell S l Ht B EAS L Ht. B Eli S L Ht B Ell S . L Ht 8 E11 S a 11 8 B E a 11 8 B E a 8 a 8 B B E b 8 b 8 b 8 b B c 8 c 8 c 8 c 13 8 8 E d 8 8 8 E d 8 8 B E sum 19 Syst SW sum 119 Syst SW sum' Syst sum 21 Syst SW sum—_ Syst sum Sys1 sum Syst sum Syst load trans to adj line M. Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Beg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Level m L _Ht B EA S_ Lg Ht B fJ1 S L_ Ht SEAS_" Lg. Ht B EA S L Ht B Ell S L Hi B PI 8 Lg H1 8 Ell S L Ht B Ell S 53 BE39 BE 23 B E sum 53 Syst SNI swn 23 Syst SW sum Syst scan 39 Syst SHV sum Syst sum Sys1 sum. T Syst swr,—' Syst load trans to ao line Shear Segment HeigLY.LenrA ratio is Ihited b blockednel. •H�2 limir appears ifexceeded. See (ands C�h.166 for 12U limits for other assemblies. Lateral Load Distribution & Overtdrning Moment Pages Datr.. June 24 2.002 Rev-9-17-02 Firm: AEC Group Job. Warner S efts Ma Iia-R-1 Lar Warner A!A CSi Lateral Line A Lune 8 Line C Line D 4l Force Seis %= W %= Wlft= if `W',-snow RM= if W.67 T.85 Distrib trb fl A/Sum RA trib wi AIS MA Sum lev. wktrib area WVfi*LQA2/2k 2nd Q/0 SMI % SMI.' % SIW 9% 'a S/W SM! Level S Witt RM OTA Saj1 Wlft RM OTM Seg W/II RM OTM Seq W/ft RM OTM MAxQuake ©1995 Archfoams.ltd. 1111 Rights Resu ved Late at Lead Artagysis & Q99.43We7 Construction Desion Software Line:E Line F Line G Line H OTM= if Sfk Vnerht Vadj- V= SumV= SumV'W i L SumV from ad' Ln In%'Vmax SorW Va +Vabv+V a a /o S/W fo S/W /o SM % SM Seg WM RM OTM Seg Wtft RM OTM Seg MR RM OTM Seg Wit RM OTM SW r=V wail •10nw IV level Frame V iram Vadj line B Vadj line AorC Vadj fine BorD Vadj line CorE Vadj line DorF Vadj line EorG Vadj fine ForH Vadj line G V level 2nd level V1fl 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 Sum V fst % SMI 32.9 27.7 % SMI 36.7 32.5 % SMI 9,84 9.71 % SMI 11.3 17.5 % S/W 7.23 12.6 % SMI % S/W % SMI Lever, Seg W/ft RM OTM Seg W1ft RM OTMS29. MR RM OTM Sm WIR RM OTM Seq WIft RM OTM Seg WIN RM OTM Seq W1ft RM OTM Seq W/ft RfA O7M Seismic 1 216 1.86 2.74 1 224 21.4 i1.1 1-a 137 0.36 1.04 3,576 2 216 3:31 3.65 2 121 0.82 2.82 1-b 137 0.36 1.04 3 216 2.3 3.04 U 162 0.47 1.62 ;fib 162 0.47 1.62 P= 2-201 (r max W.5) Vadj line 8 Vadj line AorC Vad line BorD Vadj line CorE Vadj line DorF Vadj line EorG Vadj line ForH Vadj line G 1.00 r V above r= V above r- V above 1= V above r= V above r- V above r- V above r- V abxwe 0.21 1st bev V 1.18 0.26 1st lev V 1,38 0.25 1 st lev V 0,35 0.22 1st lev V 0.4 0.13 list lev V 0.26 1st lev V 1st lev V 1st lev V s Sum V 1.18--s Sum V 1.38 s Sum V 0.35 s Sum V 0.4 w Sum V 0.26 Sum V Sum V Sum V Base % S/W 33.4 27.7 % SM! 39.3 32.5 % S/W 9.85 9.71 % S/W 10.7 17.5 % SMI 6.71 12.6 % SAW % SM % SAN Levet -§eq W/ff RM OTM Seg WM RM OTM SegWlft RM OTM Beg Wlft RM OTM WJft RM OTM Seg Wilt RM OTM Seg 1N/ft RM. ORM S W1ft RM OTM p� 2-201 (r max Ab".5) Vadj We B Vadj line AorC Vadj line M Vadj line CorE Vacs line DorF Vali. line EaG Vadj line ForH Vadj One G r- V above 1.18 r= V above 1.38 r- V above 0.35 r- V above 0.4 r= V above 0.26 r- V above r- V above r= V above B=t V 8smt V Bvnt V Bsmt V Bsmt V . BW V Bsmt V BUM V W Sum V I w Sum V I w Sum V w sumv.-----. w . Sum V Sum V Sum V Sung V Shear Wall and Hold Down Requirements Page 7 M.axQuake ®' m Archform .Ltd. All Rights Reserved Lateral Load Analysis & Oate: June 24 2002 Rev -S-17.02 Firm: AEC Group Job: blamer ette M aIla-R-f BY: Laublamer AIA CSI MUM? Con etrudton Ilea n Saffmrs Una 7 lune 2 Line 3 lUne 4 Line 5 Una 6 Line I Una 8 Wit = Overturning MMmt (OTM) - Re*fiM Moment (RM) / 6"Wt Length (Seg Lo. 2n &W MuWWold.HWn {j H, a ira-$�C1h tl Hon Fe D. Level D $ U ift T Hff- SN U19Nt HD --Beg U ilft IM Sea Uplift JM No Sag Li lft T Fir U ift T 8 lfplf0Uplift T WAD Lb" Aun From Front to back Shear(pm Wall T Shear(pIQ Wall T Shear(plO Wall T Shoar(plq Wall Type Shea*M Wall T Shear(plf) Wail T shoar(plij Sher oo Wain T Walt T YPO Decall Rf 2 & Ext Wt MA1st Roos ift frOM Side to Sklar resisted Left and ' ht EA. Walls Uplift 11t 2 Ext WI win Levei HD p HD HD Sep u Ildt T Se Uplift 1' lft T ON Uplift T tip HD ift U If! T NO HD gift Type S U ift T YP a e a �--- 0 d d Shear(plO 48 Shear(p1Q 82 Sheer(pM Strear(pM 42 Wall Shear(ph) shear(ptrySlvear(pll) Shaar(pM A 6 Wall Type A 8 1 Wall Wal{ Type A 6 1 Roof Milli fivxn Side to Side resisted by Left end Right Ext: Walis Uplift Wali T Wail TYPO . (pM IN 1 @ Ext Vkq 55 Uplift Wall Type Wail T YPO Detail @ Rf 1 & Ext Wl A T se Strapsft1d Downs mu it run continuous down rouah the Wail below OW FOunadon.:I HO Wail belatwr tie to eeams, sizes! for Holal-Damm PolnMoods. Levet IT HD HD Uplift Type SeUpliftJS lift T b` Uplift_ T HD HD $ift Type _Salt Uplift Tfie HD HD S _Mq__ TM ft Uplift T Shenr(pti) 18 Shmr(pf1) 7S Shear(plt) Shea*IQ 22 Shoer(p f) Shear(ml) Sh+ear(pin "ahegr(pft) '�ntn:"Tr(eA 6. Wall T A 6 Wail T .. WailT A tf VYalt T Wal! type Wa11 T WON TSinear Foot (Shm(pif)) = Sum of Shear at that Line & Level (Soap 1) / Lihear Fast of Shear Woo at that Line & Lava ea Lgth) Miaired Shear Wail Construction. or Shear FramO forte Wall �S bb�n i_ fieri from 8hm Wa11 Schedule on Poo 0., hear Wali and Hold Down Schedules � page s®1995 1VIag(�uake Arc%rms :,td. te; June 24 2002 Rev -9-17-02 Firm: AEC Group All Rights Reserves Lateral Load,Analysis S b Warner Spec-Layfette, Magalia-R- By- 1.aj Warner AIA CSI Q99,03We7 Construction Design Software SMEAR WALL OPTIONS: Place an *r in'the appropriate shaded block. Select only one option under each heacfing (except System Men using frames) . Special Zone Hardware Mfg. Wall Framing Material Shear Wall System PI/PB Wall Sheathing Fa ere DNo X X Doug Fir or So.Pine X SW-AII Pl W or PB X 3/8°or9/2' CC or CD Ply X 8d Los Angeles AreaKC Metals Hem Fir (s.gray.<.49) Sl1V-Gyp,Stuc or Ply V8°orl/2' Struc t Pty 10d USP-SihurA(ant 3-1/2"Metal Studs- HF- Hardy Frame 318'or1/2' CD Ply WB 14ga Staple 94 UBC Other (Apx.C) SF -Simpson Frame 112"Ext M,SJM-2 Prtcl Bd I' Screw To Customize, Overwrite Sched. on Apx. C below Other (See Apx. C) ZF -Z Frame Other Sheathing/Fastener Combo (See Apt C) WIND AND EARTHQUAKE DATA 97 UBC Wind Speed mph 75 Seismic Zone 3 Importarce Fact 1 Source Type B Exposure Cat. B Fault pistance 20 Wind Pros.horiz. psf 10.16 Sal Profile SD WALL HOLD-DOWN & STRAP SCHEDULE Symbol Uplift Post FI to FI Anchor Type Solt lbs. Size Strap Straps HD pia. Note 3,4 Note 2. Note 2,4 Note 2 NA up to 300 use the had -town across or betosvreq'd type 4 A 3 490 112' Ply 3' 21 "oc 11"oc A H1a 1,005 2x GS20200+ PAHD42 4 A 2 640 112' Ply 2' 16"oc Voc A H1b 1,650 2x GS1630"+ LTT20 112' A H2 2,775 2-2x MST 48" S7HD10 HD2A 518' A H5 4,685 2:-2x MST 60", PHD5 518° A H6 5,800 2-2x MST 72"' PHD6 7184 A H8 6,730 2-2x CMST1468'+ PHD8 7/8' A H10 9,540 4x CMST12 90'+ HD10A 7180 A H14 1080 4x HD14A 19 A H15 15 305 6x HD15 1-114° ? Addinches to FI to FI Tie Shp for gap, across Joist 5 Offset panel edges on opposite sides of wall and stagger plate splices 1 Straps and HD's as Mfg. by Simpson Strong -Tie Co. Cat C-99 6 Anchor Bolts (ASTM A-307) titin. 7' bbedtnent, W 2')2'x3116' Plate Washer 2 Nail Straps A Hold -Downs w4lDd (2x max.pen.l- B"l See Details 7 Stagger 16d nails in 2x, lags at 3x plates when no sheathing continuity to Rim Joist and Mfg. Data for Nailing, Bat and Embedment Requirements 8 pre -drill 3184 hole for Lag. Provide Washer. Atllust Igth for 2' penetration into Joist. 3 If No Cont. Rim Joist Add Lgth Of Gap.10d at CS, 116d: CMST & MST 9 Clips: Plate to Blocks only reed if HD shear sheathing contimilty from Wall to Blocks 4 Straps and Hold -Downs must run continuous to Walls below. 10 Anchors and Clips as Mfg. by Siopson Stror*TTe Co. Cat C-119 if no Wall below, tie to Beams, sized for H61"own Point Loads SHEAR WALL SCHEDULE Type toad Sheathing Nail Bolts Nail Lag Clips Symbol (pill Material 8d 518'x12 i6d 112" A35 GF:880 GF:140 GF:480 GF:450 Note 12 Mole 3 til* 6 (Vote 7 Note 6,8 Note 9,1.0 NA construct wall as speed per symbol or any below A 6 260 1/2' Ply 6' 40"oc Voc ,2Z'oc 20'oc 4 A 4 380 112' Ply 4' 27"oc Voc: 15"oc iroc 4 A 3 490 112' Ply 3' 21 "oc 11"oc 1 f'oc 4 A 2 640 112' Ply 2' 16"oc Voc Bloc 4,5 A 44 760 ea side 112' Ply 4' 14"oc roc Voc 45 A 33 980 ea side 1/2' Ply 3' 10"oc Voc 560c 4.5 A 22 1280 ea side 112' Pty 2' 8"oc 4"oc roc 1 Sheathing: 3W-1/21(4 ply min) CD, CC Plywith all edges bkacked 2 Framing: 2x DF typ @ 16'oc., 3x raga if 10d W +1-518' penetration, 2' or 310c 3 Typical Fasteners: 8d Common or Galy. Box nails (no sinkers), nail field @12' 4 3x at plate and panel edges at nails w( Shear over 350bs, nail min.112" from edge 5 Offset panel edges on opposite sides of wall and stagger plate splices 6 Anchor Bolts (ASTM A-307) titin. 7' bbedtnent, W 2')2'x3116' Plate Washer 7 Stagger 16d nails in 2x, lags at 3x plates when no sheathing continuity to Rim Joist 8 pre -drill 3184 hole for Lag. Provide Washer. Atllust Igth for 2' penetration into Joist. 9 Clips: Plate to Blocks only reed if HD shear sheathing contimilty from Wall to Blocks , 10 Anchors and Clips as Mfg. by Siopson Stror*TTe Co. Cat C-119 Shear Wall and Hold Drown Schedules Page 10 MaxQuake ®1995 Arch forms Ltd. All Rights Reserved Lateral Load AnaWs & Date: June 24 2002 Rev -9-17-02 Finn: AEG Group Job: Warner S --layfette, Magalia-R-1 By: LaU Warner AIA CSI Q99.03We7 Construcilon Desi n Software DIAPHRAGM OPTIONS: RUM Framing Mat. R11F1 Diaphragm Fasteners DF or So.Pine X All Unblocked 8d Com Only COLLECTORME AND DIAPHRAGM SCHEDULE Hem Fir MOther C1T Max. Collector/Tie Tie Tie Rod Rf UnBllC FI Blk X 8d@Rf, 10@FI L_ Block All Edges 10d Com OnlyType Force Cont Joist or Strap Washer 14 ga Staple To Customize, Overwrite Schedule or See Apx. C Other Symbol (lbs) Solid Blocking or Cont. Dia. Dia. HD less of C&T par to grain: 425 Joist 20ksi 625 Note 1,2,6 We 2,3,4 Note 4 Mote 5 Note 7 Use Coliectorrrie as speed per symbol or any below OSA 300 --- A C1 2,231 20 MST27 A C2 3,506 2x6 MST37 314" 1.79 2- HD5A Frame Model Numbers and Unit Shear Capacities (Ibs) Height 7 ft a ft 9 ft loft A C3 4,403 2x8 MST48 718" 2.24 2- HD6A th A C4 5,600 2x10 MST60 718" 2.96 2-HD8A A C5 6,440 2x12 2- MST37 718" 3.28 2- HDBA A A A C6 8,310 2- 2x10 HST5 718" 4.23 HDtOA A A C7 11,170 2- 2x10 FIST6 7/8' 5.69 2-PHD6 A A C8 17,691 3- 200 7/8' 9.01 2-HU1DA A ? ? ? ? 1 Provide Cont. Rim Joist(Rafler or Solid Blocking at all Shear Wall Grid Lines 2 A properly sized continuous Rafter or Joist can act as both Collector and Tie 3 Between Bloc6.s or breaks in Ratters/Joists provide straps to maintain Tie continuity 4• Run All -thread Rod Btru Rff/Jsk lith=LoadlShear(plf), secure ends 4 Washer or HO 5 Provide Washer %V Dia. (inches) at end of blocked Rft1Jst bays, Mal. eon or 1/4' St. ....�....� 6 Connect Continuous Collector/Tie to shear wall as required by Shear Wall Schedule RflflF1ExT. VITAL! UP -LIFT SCHEDULE 71-11) at Rod to Shear Wail andlor Rft/Jst. Mfg. by Simpson Shang -Tie Cat C-99 Roof Shear Diaphragin Edge Floor Shear Diaph. Diaphragm Load Material Nail Diaphragm Load Material Wali Uplift Stud to Plate Plate to Ratter Stud to Rafter Type (ply at 16" oc at 24"oc at 16' at 16" oc Symbol Note 1,2,4 Note 3 Symbol 1 Note 1,2.4 mm 10d Nail A T 100 Ply Nailing or H2 H2 A R6 180 112" Ply 6" A F6 215 3/4' Ply A U 180 A35 H4 H2 A R4 112' Ply 4" A F4 314' Ply A V 310 SPI H10 H1 H2 A R3 1l2' Ply 2412" A F3 314' Ply A W 460 SP4 H7 H10 LTS10 A R2 V? Ply 2" A F2 314' Ply A X 60D SP2 HID H7? 9 A Y 1,170 FTA2 1 Sheathing: Floor 314 CD -AC PWOSB, Roof 10 CD or CC Pfd#OSB, Unblocked A Z 2,500 FTA7 2 ;Framing: 2x typ, 3x redd if 10d pen more thard-518', or nails spaced less than 3"0c ? 3 Typ. Fasteners: 8d Com. @ Roof,10d Com. @ Floor (no sinkers) field 12*@fif,10"@Fl LL____ 1 Anchors and Clips as Mfg. by Simpson Sbong-Tie Co. Cat C-99 — 4 Continuous Rim Rafter/Joist recommended at perimeter of unblocked diaphragm � _j CallectorMe. & Diaphragm Loads, Lines 1.8 Fagg 11 : IW axQuake 01995 Archfor. . s Ltd. . All IRights Reserved iaterS! Load Anaiysls Date: June 24 2002 Rev -9-17-02 Firm: AEC Group Job: Warner La ette M lla-R 1 La MrnerAlA CSI . Q99.03We7 Construction Desi n Software Linea Line a Line 3 Gine 4 Linea Line S line 7 Line 8 Seg GT Load (back) -max. food on the Cdlecbor ITie betvueen this and Seg above. CIT Type - min: adequate CollectodTie. Seg beg -feet Seg. beOns front of Quad Line. front CR load at fronf side of the front most nf. Shear -the avers Di Shear alon tlta Line. IF'G cornea Line CIT discondn'usly� 2nd Load CIT Seg Clr Load CIT Seg ff Load C Seg ClT Load CIT Sag CR Load CIT Seg -C Load CIT Seg VT Laid CIT Sq CIT Load Cff Seg Roof Seg back Type beg Seg back Type beg Seg back Type beg S back T p!t S back T ,Se�baek Typebeg Sq back Yp beg Sag back T pe beg Wall Lines Run From Front to front front front front front front front front Back Shear(plQ Shear(plf) Shear(plQ Shear(ptf) Shear(ph) Shear(pfif) Shear(pif) Shear(pit) Rf Dla h Rf Diaph Rf Dia Rf Diaph Rf Dlaph Rf Dlaph Rf Diaph Rf Mph 1 Rf CIT Load CIT S CfF Load CIT S CIT Load CIT CIT Load CIT Sq CIT Load CIT Se CJT Load CR CIT Load CIT Sej GT Load CIT Seg 2 FP PM back hp bec Seo back Tyke Seq back 7ge bq Seg back Typos Seg back Type ?Seg back Type beg, Seg back Type bec Sag back Type a a a c 428 A C1 d 341 A C1 d 642 A C1 front 91 NA front 171 NA front front 182 NA front front front front Sfmr(plQ 18 Sh+ear(plf) 34 _ Shear(plf) Shear(plf) 2:3 Shear(plQ Shear(pif) Sheer(plf) Shear(pSf) Rf Diaph .A R6 Rf Dlaph A RB Rf Diaph Rf Diaph ARS i Rf Dlaph Rf Olaph Rf Diaph Rf Diaph FI Dlaph A F6 Fl Olaph A F6 FI_Diaph FI Dla h AFS_FlDiaph rl Dlaph FI Diaph FI Diaph 1st CIT Load CIT CII' Load CIT Sef CIT Load CIT Sq CIr Load CIT Sw CIT Load CIT Sq UT Load CIT Sec CIT Load CIT S CIT Load CIT Seg Floor Seg back Type be back Type Sag back Type beg Seg back Type Sag back T e ,Seg back Type be Sag back Type beg Sag .back Ty #NIA #int #WA ON OVA ### front front front front' front front front front Shear(plQ 18 Shear(plt) 34 Shaw(plol Stwar(pl1). 23 Shear(plf) Shear(010 Shear(pEi)' Sheac(pM FI Diaph A F6 Ff Diaph A F6 Fl Dlaph FI Olaph A F6 FI Dlaph FI plaph FI Diaph IFI Diaph if Rf or FI Oieph reload valueare h� i� than hW.cr�r Ch nye to blocked a�pfua-v or Weiser Option fel 10) or add Shear Wali. 3ar4j��_ Collector/Tie & Diaphragm Loans, Lines A -H Page 12 MaxQuake ©1.995 Archfforms Ltd. Dabe: June 24 2002 Rev -9-17-02 Firm: AEC Group All Rights R eveed Latera Load Analysis Job. Wamer $ -La ette, M alia-R-1 L Wamer AIA CSI Q99.03We7 Constructic�ri Design Software Line A Line i3 Line C ,Pine D Line E�� Line F Lme G Line H Seg CIT Load (left) - max. load on the Collector Tie betymen this and Seg to left. Cfi Type - mm. adequate Cdlectorfrie.. Seg beg - feet Seg begins right of Quad Line. ri ht - CIr load at ri ht sills of the rigt most S ent. Shear -the aver Di ra Shear at the Line. If'G correci Line CJT discoMnui . 2nd Ur Load CIT Low CfT S CIT Load CR C To—ad CfT S CR Load CIr CIT Load S CIT Load CJT S , Load CR Seg Roof left TWe §eq.. Sem left Tie Seq left T St left Type S lent T left bfp Seg left Type PNleft T b A,QC.. .. Wall Lines Run From Side to Side! right !lit right j1ht Shear(ph) right Shear(pf) rk t Shear(pIQ right Shear(plf) ht SheaRf Shear(ptf) Shear( IQ I�fi Dia CR Load W S Rf Oi h Cfr Load CIT 4Shear(plo Rf Dia h R Load CIT S RY Dtaph CIT Load CR S Rf pia h CIT Load Cfr S Gtt Dia h CIT Load CIT S fTi Dia h CIT Load CIT S 1TtDi1 CIT Load CIT Seg 2 FI S; lett T Seg left Typee left lefty §A left Type bet Seg left Type , Seq left T S left Igy, beq 1-a 2 236 NA 2 155 NA 1•b 130 NA 3 138 NA 3-a 261 NA M 90 NA rt ht 165 Vit 969 A C1 fight 169 NA rii t f 12 NA Nht 227 NA r' t ri ht right Shear(pif) 24 Rf Diaph A R6 Shear(plO 28 Rf Diaph A R6 Shear(pff) 7 Rf Shear(pff) 12 Shear(plQ 12 Shear(pIQ Shear(pif) Shear(pM FI Diaph Diaph A R6 Rf Diaph A R6 Rf Diaph A R6 Rf Diaph Rf Diaph Rf Diaph 1st A F6 CIT Load CIT Sq FI DiaPh A F6 Ca Load CR FI Diaph A F6 Cfr Load CIT Sef FI Dia A F6 CIT Load CfT S Fl Diaph A F6 CIT Load CIT. Sq FI Diaph CIT Load CIT Seg FI Diaph CIT Load CIT Sq Fl Dia ph CIT Load CIT Seg FiooF Seg left Type beS Sect teltType b telt T Sag left Type Se Ir;ft T Seg left Tie S left Seo left T be ri ht _ Shear(plo '� tt}r{ Shear(plf) Shear(pit) Shear(plf) rShDoi—r(plo Shear(pifl ri ht Shear(IatQ right hear(pif). Ft Dlaph FI Dlaph FI Diaph Ft Diaph aph FI Diaph FI Diaph A Diaph If Rf or FI Dk7ph� return'�oclt� , loam Iu_:rare�hiuh mai the dt� ave hr gm� ci . ChaMge to_ bb odced dig cxni o rfastener Op 1a� or add shear wall Baa <lor4 �.r.•wrr �-•wr��rirrs�r�o ��ra 1..�1 t' r Pressure for Components & Cladding : page 131V�ax�uae ©.1995 ArchfOrms Ltd. 2 June 24 002 Rev -9-17-02 Firm: AEC Grn ... _ LP All Rights Res®aifed , - - i.atwaf Load AnaCysis Jii Wind Pressure for GCD Uplil! -3.4 -35 or -3.2 -32 Out- -3.0 -30 Force -2.8 -28 -2.6 -26 -2.4 -24 -2.2 -22 -2.0 -20 -1.8 -18 -1.6 -16 -1.4 -14 -1.2 -12 -1.0 -10 -0.8 •8 -0.6 -6 -0.4 -4 -0.2 -2 0.0 0 Down 0.2 2 Load 0.4 4 or 0.6 6 In- 0.8 8 Ford 1.0 10 1.2 12 1.4 14 1.6 1- 1. Values are for enclosed Buildings. 2. SBCCI Values for GCp are equivalent to UBC Table 16-H for values of Co. ►.. 3�1;114 C3 QW03IN6.7 Overtuming CalWation Telate ' wll��lt•r�.0 �' ��Lry�l�a't c: Il ,:h1�� . � • +...., .., ESBE ' SM nttw��er,v •aMlw • :.e tits i•iui �� r..,r...*. ..._.� a.�,s.r.. ON • �r��rr.w� 1 awwa_r�Yjrr / r•�..��.. Y r�rrititt�w .,. • 1 �i4.rw��- .w.�..�_.�-.rte �w W..'. •:..�_ . 1 � 1 1 • .:.�.`:y'':: y 1 �!T�1i1117n ILr'_Td �% '+ • `=tiNil Ytt.jt•�! , �__--_ 1 wlws�s ti w..1•:!I• 1 ti r�t�IIrIgtlH -2.4 -2.2 -1.9 -1.4 -1.2 -1.0 -0.8 -0.6 �a:r w.i.0 wa�ua.ar: ,tea • �ri:ar _.^ter•. .. • � r�irar��.Kr 1 : �•t11Y.tt1O /tn 1 ��Iirs rYaw�r u 1 ��t �s� w 0 20 100 1000 0 20 100 1000 0<:4<10 10<a<45 a Overbang GCp include effect Effective Wind Area sq.tt. Effective Wind Am sq.ft, of both upper & I~ surface Figure'1606.2E GCp for Root Slope 30 < a < 45 Degrees Figure 1606.2F 3 < a < 10 ^rrr!w�•.�rs� rr.rr srl•1•ger�_ • 1 11 3<a<30 AF -C GROUP ARCHITF CTURE.'+ E.NGINFIFIRING + CONSULTING October 02, 2002 Keith Long Butte County Building Div. 7 County Center Drive Oroville, CA 95965 Re: APN 064-210-031 Permit No. 02-2007 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: Structural: 9. Detail 2/S5-1 indicated the #4 bar to be 12" o.c. max.. We have added to that note "T & B Min. 3. See formula on sheet 2 of MaxQuake E=CVIWIRT. 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 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 NER2-72 as well as the newer Er -2403 we have re run using the reduce factor that you are requesting See attached revised plans and lateral analysis. 5. 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. Thank you for your quick response to our response as listed above. J Warner AIA CSI Enc. Two sets of plans . Two sets revised lateral calculation PRINCIPALARCHITI=CT LARRYJ WARNERAIA LIMITED'' 5TRUCTUt�L CALCULATIONS FOR -SPEC MOUSE FOR LARRY �. JILL WARNE� JOB SI LOT 2.37, LAFAY GiR .�IA0-5 9 689 A®E*C 'kM.C7 31-o' CALVO �P:OUP ARCHITECTURE + ENGINEERING + CONSULTING Lang J. Warner A.I.A., ARCHITECT 555 FLYING. V ST., SUITE 3 CMCO, CALIFORNIA 95928 530-892-8008 k. PROJECT- SPEC HOUSE PROD. No.:. WAR -237 LOCATION: MAGALIA, CA DATE: 7/8/02 BY: LJW PAGE 1 OF CODES: Uniform building code, 1997 Edition AISC, Manual of steel construction, 9th Edition ACI, Manual of Concrete Practice, 1988 Edition AITC, Timber Construction Manual 1VIATERLAL: Concrete: Pc = 2,500 psi min. @ 28 days _Masonry., f c. =1500 psi Mortor: f c = 1800 psi, Type "S" Grout: f = 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 Connectors: Simpson Strong -Tie or equal Wood.- YY ood: Light Framing: Const. Grade 'Douglas .Fir Struct. Lt .Framing, Joists & Planks: Dour, Fir No. 2 Beams & Stringers, Posts & Timbers: Doug Fir. -No. Plywood: A.P.A. Rated sheathing, Grade CD, UBC Std.25-9 Glue -Lam Timber: ANSI / AITC Al 90.1-1983 Simple Spans: 24F -'V4 Combination Cantilevers: 21 eV'S'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, ofAEC Group,-Larry.J. Warner AI:A Architect. Verification -of she. 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_ SPEC HOUSET.EROJ_ NQ_ W,AR_237 LOCATION: MAGALIA, CA_ DATE: 7/8/02 ROOF DEAD LOAD CALCULATIONS CONVENTIONAL FRAMED ROOF ROOFING 3.0 PSF 1/2" CDX PLY 1.5 Th @ 24" O -C. 1.1 TJ1 @ 24" O.C. 1.1 518" GYP BRD. 2.8 INSUL 0.5 MISC 0.0 TOTAL Mu FNk USE 10.0 PSF. FLOOR.SYSTEM 3.0 PSF ( 2x FRANCNG FLOOR) 3/4" CDX PLY 2.3 PSF JOIST . 2.2 -INSULATION A GYP 2.8 FLOORING 1.5 MISC 0.5 BY: LJW PAGE 2 OF 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 5/8" GYP -BRD 2.8 MISC& INSUL 1.5 FLOORING 1.5. TOTAL 9.9 PSF TOTAL USE 10.0 PSF. E :TERIOR FRAMED ED 'FALLS' EXT. FINISH 3.0 PSF SHEAR PLY 1.5 FRAMING 2.0 i7YP asRD 2.2 INTT. FINISH 0.2 INSUL 0.3 TOTAL CONCRETE FLOOR SLAB SHEATHING FRAMING TOTAL 9.2 PSF USE 9.2 PSF. 15.0 PSF 2.3 3.5 0.5 21.3 PSF USE 21.3 PSF TOTAL 9.5 PSF USE 10.0 PSF. IWERIOA FRAr4ED WALLS GYP. BRD 2.2 PSF FRAMING 2.0 GYP. BRD 2.2 FRQISHOES N/A INSUL N/A TOTAL 6.4 PSF USE 6.4 PSF. .AEC GROUP., Larry J. Warner AIA, 555 flying V St. Ste -3, Chico, CA 95928, 530-892-8008 I 1 t� M I ^�� _� �� f t �� %� 2 q!_ § ;� \ ■\ � �� k `§ e \ { ` � �/ �§ § (. 2 / )� �� « 4 $� 2{! «» \ }� (` j_� ' . , _ . !. . � � _ ? . �._ � r�.�� _( \ - � � — — _ . � _ � - � � �k . � � \} Roof Beam( 97 Uniform Building Code (91 NDS) I Ver: 5.01b By: Larryi Warner AIA, AEC Group on: -07-08-2002: 10:10:39 AM Proiect: WAR -237 - Location: GDH-1 PSI Summary: PSI 3.5 IN.x 7.25.IN x.15,5 FT J.#2 - Douglas Fir -Larch -.Dry Use PSI Section Adequate By: 26.8% Controlling Factor: Section Modulus / Depth Required 6.44 In Daf18c,16 ,is: 109 Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (tach End):- nd):Live LiveLoad: 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 U.nbr-aced-Span: -L:uf= Pitch Of Roof: RP= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: u Roof Loading.- oading.Roof RoofLive.Load-Side One: LL1= Roof Dead Load -Side One: D'L1= 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.: jCd= Beam Self Weight: BSW= Slope Adiusted. Beam Loading: Beam Uniform Live Load: wL= Beam Uniform Dead Load Adjusted for Rafter.. Pitch: wD adi= Total Uniform Load: —WT= Properties'For:'#2- DotmIas •F ri arch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Stress Perpendicular to Grain: Fc perp= Adjusted Properties Fb' (Tension ): Fb'= Adjustment Factors: Cd=1.15 Cf --1.30 Fv': Fv'= Adiustment. Factors: Cd=1,.15.. Design Requirements: Donft irm 'Momena 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 Witt-, Required Sections: Section Modulus: Area; Moment of Inertia: M__ V= 0.$0 IN 0.43 IN = U459 0.73 IN = U273 380 LB 260 LB 639 LB 0.29 IN 16.5 FT 1.-0, T -r 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 PSI 1600000 PSI 625 PSI 1308 PSI 109 PSI 2636 'FT -4-8 639 , LB Sreq= 24.2 IN3 S= 30.6 IN3 Areq= 8.8 IN2 A= 25.3 IN2 Ir -q= 73.4 1N4 1= 111.1 IN4 Roof Beamf 97 Uniform Buildinq Code (91 NDS)1 Ver: 5.01b By: Larry J Warner AIA. -AEC-Groupc-n: 07- W--2002: 10:12:26 AM Project: WAR -237 - Location: HRR -1 V= Summary: LB 3.5 IN x 11.25. IN x.7..0. FT 1.. #2 - Douglas Fir -Larch - Dry. Use . 45.7 Section Adequate By: 19.3% Controlling Factor. Area / Depth Required 9.43 In Deflections: 73.8 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= Rwf-Dead toaw 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: BSW= Slope Adjusted Beam Loading: Beam Uniform Live Load: wL= Beam Uniform Dead Load .Adjustedfor Rafter Pitch: vii) edi= Total Uniform Load: wT= -Properties-For,, #2--Douglas-Fir-Lerch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E_ Stress Perpendicular -to Grain: Fc perp= Adjusted Properties Fit (Tension): Fb'= Adjustment Factors: Cd=1.15 Cf=1.10 Fv': Fi'= Adjustment Factors: Cd=1.1,5 Design Requirements: ControilingMttic m „t; 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;nerlew 0.02. IN 0.04 IN= L/2365 0.06 IN = U1504 1530 LB 875 LB 2404 LB 1.10 IN 7.0 FT .0 FT 4 : 12 240 180 23 PSF 12 PSF 17.0 FT 23 PSF 12 PSF 2.0 FT 1.15 10 PLF 437 PLF 250 PLF 687 PLF 875 PSI 95 PSI 1600000 PSI 625 PSI 1107 PSI 109 PSI .M= 4207 -FT- =LB V= 2404 LB Srea= 45.7 IN3 S= 73.8 IN3 Areq= 33:1 IN2 A= 39.3 IN2 493 IN4 1= 415.2 IN4 Multi -Loaded Beam[ 97 Uniform Building Code (91 NDS) I Ver: 5,01b -BY: Larry .l Wamer AIA , AEC Group on: 07=22".2-2002 : 1:59:32 RPV, Proiect WAR -237 _ Location: HDR -2 Summary: 3.5 IN x 1.1.25 IN x 6.5 FT 12.0E Parallarn - Trus Joist -MacMillan Section Adequate By: 84.0% Controlling Factor: Area / Depth Required 6. Center Span, Dcflpctions_ Dead Load: Live Load: Total Load: Center Span Left End Reactions (Support A): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, Support capacity not checked): Center Span Right End Reactions (Support B):. Live Load: Dead -Load: Total Load: Bearing Length Required (Beam only, Support capacity not checked): Beam Data: Center Span Length: Center Span Unbraced Length -Top of Beam: "Center Span "U.1-0- iCed lenge h -Bottom of Beam: actor: Live Load Duration F 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 •Lkve'LvetS: 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.): .Fv: Adjustment Factors: Cd=1.00 Cf --1.01 11 In DLD-Center= 0.01 IN LLD -Center- 0.01 IN = U7450 TLD -Center- 0.02 IN = U4243 LL -R= = 2 IN2 DL-Rxn-A= 244 LB TL-Rxn-A= 534 LB BL -A= 0.20 IN LL-Rxn-B= 2409 LB DL-Rxn-B= 1727 LB TL-Rxn-B= 4137 LB BL -B= 1.58 IN L2= 6.5 FT .Lu2 Top= •0:0 FT Lu2-Bottom= 6.5 FT Cd= 1,00 U 360 U 240 wL-2= 0 PLF wD-2= 0 PLF BSW= 12 PLF wT-2= 12 PLF PL1-2= 2700 LB PD1 -2= 1891 LB X1-2= 5.8 FT Fb= Fve E= Fc -„perp= Fb'= Adiustment Factors: Cd=1.00 Fv'= Design Requirements: Controlling Moment: 5.785 Ft from -Left Support -of Span 2 (Center Span) ASI- Critical moment created by combining all dead .toads and dive loads on •snan(s) 2 Max:r, ;um Shear: At Right Support of Span 2 (Center Span) V= Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus: Area: Moment of inertia: 2900 PSI 290 PSI 2000000 PSI 750 PSI 2921 PSI 290 PSI 2888 FT -LB 4137 LB Sreo= -Ms *13 5= 73.8 IN3 Areq= 21.4 IN2 A= 39.3 IN2 IreC= 23.5 IN4 1= 415.2 IN4 Multi -Loaded Beam( 97 Uniform Building Code (91 NDS) )Ver: 5.01b By: Larry J Warner NA , AEC roup on: .07-23!2002, 1.:55.:45.PM Project: WAR -237 - Location: HDR -3 IN = U2223 Summary: IN = U1295 3:5 IN.x 11.25 IN x 6.5 FT / 2..0E Para.11am - Trus Joist -MacMillan LB Section Adequate By: 129.7% Controlling Factor: Area / Depth Required 7.22 In CeVeT =Span-Daeffections: 3209 Dead Load: OLD -Center= Live Load: LLO-Center- Total Load: TLD -Center - Center Span Left End Reactions -(Support A): 3313 Live Load: LL-Rxn-A= Oead: Load: D.L-R_---Az Total Load: TL-Rxn-A= Bearing Length Required (Beam only, Support capacity not checked): BL-A-- L-A=Center CenterSpan, Right- End Reactions (Support B): Pmperft—_ For. 2:0E Paraltam-'Trus J'sistWiyacfan Live Load: LL-Rxn-B= Dead -Load: OL-Rxn-B= Total Load: TL-Rxn-B= Bearing Length Required (Beam only, Support capacity not checked): BL -B= Beam Data: 290 Center Span Length: L?= Center Span Unbraced Length -Top of Beam: Lug -Top= Center Span Udbrac�u Lengh�8attc„ cf S$gm: #:e2=>3otto??r= lave Load Duration Factor. Cd= Live.Load Deflect. Criteria: U Total Load Deflect_ Criteria: U 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 wL-2= wD-2= BSW= wT-2= 0.03 IN 0.04 IN = U2223 0.06 IN = U1295 1854 LB Right Live Load: 3209 LB 1.22 IN 1925 LB 1388 LB 3313 Les 1.26 IN 6.5 FT 0.0 FT -6:-5 FTI 1.00 360 240 0 0 12 12 PLF PLF PLF PLF -PL',. -2= 2484 LB PD1 -2= 1739 LB X1-2= 4.25 FT Left Live Load: TRL-Left-1-2= 435 PLF Left Dead Load: TRD=Left-1-2= 305 PLF Right Live Load: 435 PLF Right Dead Load: TRD-Right-1-2= 305 PLF Load Start: A-1-2= 0.0 FT Load End: B-1-2= 3.0 FT Load Length: C-1-2= 3.0 FT Pmperft—_ For. 2:0E Paraltam-'Trus J'sistWiyacfan Bending Stress: Fb= 2900 PSI Shear Stress: Fv= 290 PSI Modulus of Elasticity; E= 2000000 PSI Suess Perpendicuiarto Grain: Fc_perp= - 750. PSI Adjusted Properties Fb' (Tension): Fb a 2921' Adjustment Factors: Cd=1.00 Cf--1.01 F�; Fv'= 290 PSI Adjustment Factors: Cd=1.00 Design Requirements: b�Erolfhrp,Momnt_ M= 7401 FT -LB 4.225 Ft from Left Support of Span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Maximum Shear. V= 3313 LB At Right Support of Span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus: Sreq= 30.5 IN3 S= 73.8 IN3 Area: Areq= 17.2 IN2 A= 39.3 iN2 Mo, ment -of 1.neft(a; Ireq= 77.0 IN4 I= 415.2 N4 Columnt 97 Uniform. Building Code (91 NDS) )' Ver. 5.01 b By: -Larry.J Warner .AIA, .AE.0 Group on: 0723-2002: 1:58:17 PM Proiect: WAR -237 - Location: C -HDR -2 Summary: 1.5 lN:x 5.5 JN x 7 FT / Stud - Douglas Fir -Larch - Dry Use 'Section Adequate By: 30.7% ertical Raacti Live: Vert-LL-Rxn= 2409 LB Dead: Vert-DL=Rxn= 1743 LB Total: Vert-TL-Rxn= 4152: LB Axial Loads: 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 -Axial= 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); LY= 0.0 FT Column End Condition: Ke-- 1.0 Caicutat�l?rab�siiiss: Column Section (X X Axis): dx= 5.50 IN Column Section (Y -Y Axis): dy= 1.50 IN 'Area: A= 8.25 IN2 Section Modulus'(X=X Axis): SX-_ 7.E W3 .Section Modulus -(Y -Y Axis): Sy= 2.1 IN3 Slenderness Ratio: Lex/dx= 15.3 Ley/dy= 0.0 Properties For: Stud- Douglas Fir -Larch Compressive. Stress- Fc= 825 PSI Modulus of Elasticity: E= 1400000 PSI Snrlinq Stress •(X X kds): Fbx= 675 PSI Bending Stress (Y -Y Axis): Fby= 675 PSI Adjusted Properties: Fc': Fc'= 727 PSI Adiustment •Factors: Cd=1:00 Cp=0.88 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 Columnf 97 Uniform Building Code (91 NOS)1 Ver: 5.01b By: -Larry J Warner AIA, .AEC Group on: .07-23-2002: 1:59:22 PM Proiect. WAR -237 - Location: C -HDR -3-L Summary: 1.5 IN x 5.5 IN x 7 FT / Stud - Douglas Fir -Larch - Dry Use Section Adequate By: 46.2% Vertical ,Raletons: Live: Vert-LL-Rxn= 1864 LB Dead: Vert-DL-Rxn= 1362 LB .Total: Vert-TL-Rxn= 3226 LB Axial 'Loads: Live. Loads: PL= 1864 LB Dead Loa'u5: PD= 111346 Lc Column Self Weight: CSW= 16 LB .Total Loads: PT= 3226 LB Eccentricity (X -X Axis): ex= 0.00 IN Eccentricity (YY Axis): ey= 0.00 IN Axial Duration. Factor: Gd-AxW= 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): Ly= 0.0 FT Column End Condition: Ke= 1.0 Calculated'DroD®cti : Column Section (X -X Axis): dx= 5.50 IN Column'Section (Y -Y Axis): dv= 1.50 IN Area: A= 8.25 IN2 Section Modulus TX -X Axis): Sr-- 7.6 1N3 Section Modulus �Y-Y Axis): Sy= 2.1 JN.3 Slenderness Ratio: Lexldx- 15.3 Ley/dy= 0.0 Properties For: Stud- Douglas Fir -Larch Compressive Stress: Fc-- 825 PSI Modulus of Elasticity: E= 1400000 PSI Bendina Stress (XX Axis). Fbx= 675 'PSI Bending Stress•(Y-Y Axis): Fby= 675 PSI Adjusted Properties: Fc': Fc'= 727 PSI Adiustment Factors: Cd=1.00 Cp=0.88 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L * `v) Compressive Stress: fc= 391 PSI Allowable Compressive Stress: Fc'= 727 PSI Column( 97 Uniform Building Code (91 NDS)1 Ver 5.01b Bv:.Larry J Warner:AlA.,,AEC Group on: 07,23-2002:2:00:07PM Proiect:.WAR=237 - Location: C -HDR -3-R Summary: 1.5 IN x 5.5 IN x 7 FT l Stud - Douglas Fir -Larch - Dry Use Section Adequate By: 35.8% .Vertical• Reactions: Live: Vert-LL-Rxn= 1925 LB Dead: Vert-DL-Rxn= 1404 LB Total: Vert-TL-Rxn= 3329 LB Axial Loads: Live Loads: PL= LB Lead Loads: PDf - .1925 1388 LB Column Self Weight: CSW= 16 LB Total Loads: PT= 3329 LB ...Eccentricity (X -X Axis): ex= 0.00 IN Eccehtdcity (Y -Y Axis): ey= 0.00 'IN AxiaL.D.uration.Factor: Cd- Axial= .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): Ly-- 0:0 FT Column End Condition: Ke= 1.0 CalculatedProperEle-s: Column Section (X -X Axis): 'dx-- 5.50 IN Column Section (Y -Y mis): dv= 1,50 IN. Area: A= '8.25 IN2 Section'Modufus (X -X Axis): Sx= 7.6 'IN3 Section Modulus (Y -Y Axis): Sy= 2.1. IN3 Slenderness Patio: Lexidx= i5.3 Properties For. Stud- Douglas Fir -Larch Leyldy= 0.0 Compressive Stress: Fc= 825_ PSI. Modulus of Elasticity. E= 1400000 PSI Bending Stress -(X X Axis):�b 67S :P ..Bending Stress (Y -Y Axis): Fby= 675 PSI Adjusted Properties: Fc': Fc'= 528 PSI Adlustment Factors: Cd=1.00 Cp=0,90 Ci=0.85 Column Calculations (Controlling Case Only): Controfling Load Case: Axial Totaf Load Only (L f D) Compressive Stress: fc= 404 PSI Allowable Compressive Stress: Fc'= 628 PSI Roof Beamf 97 Uniform Building Code (91 NDS) I Ver; 5.01b .,By: Larry J Warner AIA ,-AEC Group --on:• 07-08,2002: 1.0: 14:32 AIVr Project: WAR -237 -Location: BMA 1300000 Summary: 625 5:5 }N_ x 11.5 IPt x 9.0 FT /• *2 - Doug}as• Fir -Larch -Dry Use 1006 Section Adequate By: 32.2% Controlling Factor: Area/ Depth Required 9.55 In 98 Deflectlons: Ire -- Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each. End): Live Load; LL-Rxn= Dead Load; DL-Rxft= Total Load:. TL-Rxn= Bearing Length Required (Beam only, Support capacity not checked): BL= Beam Data: span:-. Maximum Unbraced Span: Pitch Of Roof: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Roof Loading: Roof Live Load -Side One: Roof. Dead Load -Side One: Tributary Width -Side One: Roof Live Load -Side Two: Roof Dead Load -Side Two: Tributary Width -Side Two: Roof Duration Factor: Beam Self Weight: Slope Adiusted Beam Loading: Beam Uniform Live Load: Beam,Uniform Dead Load Adjusted for Rafter Pitch: Total Uniform Load: Properties For:,#2- Dcugias Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb° (Tension): Adjustment Factors: Cd=1.15 Cf --1.00 Fv': Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment - 4.5 It 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: L= Lu= RP= U U LL1= DLI= TW1= LL2= Dl 2= TW2= Cd= BSW= wL= wD_adi= wT= Fb= Fv= E= Fc perp= Fb'= FV= `I:R= V= 0.04 IN 0.07 IN = U1517 0.11 IN = U957 1967 .,LB 1151 LB 3117 LB 0.91 IN 9.0 FT 0:0 FT 4 :12 240 180 23 PSF 12 PSF 17.0 FT 23 PSF 12 . PSF 2.0 FT 1,35 15 PLF 437 PLF 256 PLF 693 PLF 875 PSI 85 PSI 1300000 PSI 625 PSI 1006 PSI 98 PSI 7014 1" 1 -L18 3117 LB Sreq= 83.7 IN3 S= 121.2 IN3 Areq= 47.9 IN2 A= 63.2 IN2 Ire -- _1.31..1 fNN4 1= 697.0 IN4 Roof Beam( 97 Uniform Building Code (91 NDS)1 Ver: 5.01b . Larry a Wsirner AIA , .AEC Proiect: WAR -237 - Location: BM -2 ' Summary: �P9LF i LF ` (2 } 1.5 IN x .11. 25 IN x 9.0 FT l #2- Douglas Fir -Larch - Dry Use. PSI .,-"Section. Adequate Bw 181.1% -Controlling Factor: Section Modulus ! Depth Required 6.71 In ' Lim o+ fflohs are'to'be'fully 0 members- embersDeflections:- Deflections: - PSI Dead Dead Load: OLD= Live Load: LLD= T otai Load: TLO= Reactions (Each End): 28.7 Live Load: LL-Rxn= Dead Load: OL-Rxn= Total Load: TL-Rxri= Bearing, Length Required (Beam only, Support capacity not checked): BL= Bearii Data: Span: L= Maximum Unbraced Span: Lu= Pitch Of Roof: RP= Live Load Deflect. Criteria: L/ Total Load Deflect. Criteria: U Roof Loading: "Roof Live. Load=SideOne: LL1= Roof Dead Load -Side One: DLI= Tributary Width -Side One: TWi= Roof Live Load -Side Two: LL2= Roof Dead Load -Side Two: DL2= ? ributary:Width-Side Two. TW2=. " Roof Duration Factor: Cd= Beam Self Weight: BSW= Slope•Adiusted Beam .Loading: . Beam Ltniform Live Load: WL= Beam Uniform Dead Load Adjusted for Rafter Pitch: wD_adi= Total'E1?iifei 'Ldad: v:T= Properties For: #2- Douglas Fir -Larch Bending Stress: Fb= Shear Stress: Fv-- Modulus of Elasticity: E= Stress Perpendicular. to Grain: Fc perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd" -1.15 01.00 ..Fv': FW= Adiustment Factors: Cd=1.15 De3lgn Re0ui;etnents: Controlling Moment: 4.5 ft from left support Critical moment created by combining all dead and live loads. Maximum Shear: At support. Crdic-ai shear created by combining all dead and live ioads. Comparisons. With Required Sections: Section Modulus: Area: Moment of Inertia: 0.02 IN 0.03 IN = U3624 0.05 IN = L/2235 518 LB 322 LB 839'' LB 0,.45 IN. 9,0 FT 0.0 FT 4 : 12 240 160 23 PSF 12 PSF 3.0 FT 23 PSF 12 -PSF 2:0 FT 1,15. 8 PLF 115 PLF 711 ' lee �P9LF i LF 875 PSI 95 PSI 1600000 PSI 625 PSI 1006 PSI 109 PSI M= 1888 FT -LB V= 839 LB Sreq= 22.6 IN3 S= 63.2 !N3 Areq= 11.6 IN2 A= 33,7 i N2 lreq= 28.7 IN4 1= 355.9 IN4 Column( 97 Uniform Building Code (91 NDS) ) Ver: 5.01 b Project: WAR -237 - Location: C -BM -1-2 :. . Summar -3.51N 3.5 IN x 5.5 IN.x 8 FT /.#2 -Douglas Fir Larch• - Dry Use - Section Adequate By: 63.2% Vertawl'Rea-d':ons: Live: Vert LL-Rxn= 2485 LB 'Dead: Vert-DL-Rxn= 1516 LB Total: Vert-TL-Rxn= 4001 LB Axial Loads: Live Loads: -L= -2485 . -LB Dead Loads: PD= 1473 L8 Column Self Weight: CSW= 43 LB Total Loads: PT= 4001 LB Eccentricity (X X..Axjs)- ex=. 0..00 IN Eccentricity (Y -Y Axis): ev= 0.00 IN AxielDuratirsrt Factor: Cd -Axial= ;00 Column -.-Data: Length: L= 8.0 FT Maximum Unbraced Length (X -X Axis): Lx= 8.0 ' FT'. Maximum Unbraced Length (Y -Y Axis): Lv= 8:0 FT Column End Condition: Ke= 1.0 Calculated 'Propertles: 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 Section,Modulus (Y Y Axis): Sy= 11.2 1143 . Slenderness Ratio: Lex/di-- 17.5 Ley/dy= 27.4 Properties For:. #27 Douglas Fir -Larch -Compressive Stress: -Fc= 1300 PSI Modulus of Elasticity: E= 1600000 PSI 'Sen ir^-� r ,y Txi ;• x'14 e�S til- Ake/. "F'ax- 075 PSj Sending Stress (Y -Y Axis): Fby= 875 PSI Adjusted Properties: Fc': Fc'= 564 PSI Adjustment Factors: Cd=1.00 Cf= -1.10 Cp=0,39 Column Calculations (Controlling .Case Control Load Case: Axial Total Load Only (L + D) :Compressive. Stress: fc= 208 PSI Allowable Compressive Stress: Fc'= . 564 PSI.. Column! 97 Uniform Building - 5.0115 (91 Vef. NDS)- - 6Code AIA ALV 1—I A .1...r Proiect:'WAR-237 - Location; C -GT -B-1 Summary: I.S.IN x 5,5.IN x 7.75 FT./ Stud - Douglas Fir -Larch Dry -Use Section Adequate By: 20.6% Live. .."..".Dead.- Vert-LL-Rxn= 2692 LB' Total:. Vert-DL-Rxn= 1904:.' LB Axial`Loads:-'- Vert-TL-Rxn- 4596 LB Loads: P . I r )rQJ-:. Q'-' .-:"Live -,Lo - .-Dp;dcis: goads: . Column Self Weight: . PD= -1 LB' Total Loads: CSW= .18 LS Eccentricity (X -X AxJs): PT= 4596 LB Eccentricity (Y -Y Axis): ex-- .0,00 IN ..Ayini niirvwfinn I:nM^r- ev= 0.00. -IN Column Data: Cd-AY;aI= Length: Maximum Unbrace Len d qth (X -X Axis): L= FT Maximum Unbraced Length (Y -Y Axis): Lx__ Lv= ..7.75 O.G. 0.0 FT :`:Column End Condition- FT' Column Section (X -X Axis): dx-- 5:50 IN Column SecUon (Y -Y Axis): = dv 1.50 IN. Area: - Section Modulus (X -X Axis): -A-- Sx-- 8,25 IN2 Section Modulus 1Y_Y Aykv 7.6 -IN3 Slenderness Ratio': Lex/dx-- 2.1 0.0.- Properties For: Stud- Douglas Fir -Larch Ley/dy:t'.. 0.0. Compressive Stress: Modulus of Elasticity: Fc- '825 PSI E= Fbx__ 1400000 675 PSI PSI -Bendihq Stress (Y -Y Axis):* Adjusted -Piopi9ifies: Fby= '675 PSI Fc': Adjustment Factors: Cd=1*00 Cp=1,00 ci=0.85 Fc'= 701 PSI Column Calculations (Controlling Case Onlvl: Gonir , offing Load Case: Axial Total IL"oad Only (L + 0) Compressive Stress: Allowable Compressive Stress: fc= .1= 557 PSI, Fc 701 PSI Floor Joist{ 97 Uniform Building Code. (91 NDS)1 Ver: 5:01 b 'By: Larry-J Warner AIA, AEC Group-on: •07-W. 2002: {09:54: 35 AM Proiect: WAR-237 - Location:. FJ-1 Summary: _ TJI. PRO 15019.5.- 9..5.- Trus Joist-MarcMillan. x 13.75 FT s(3> je O.C. Section Adequate By: 16.0% Controlling Factor. Allowable Deflection l=iciists ware d-signed for simple spans using the joist manufacturers pubiished values'. Ifthe design does not match the actual joist loading or span conditions in anyway, contact the foist manufacturer for design verification. Joist Span: Deflections: Dead Load: OLD-Center— 0.07 IN Live Load:. 41D-Center.— 0.30 IN = L/557. T1 Loan: i LD-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 Total. Load: TL-Rxn-A= 458` .LB LB Biiarinz Lensath Required (Beam only. Support capacity not checked): BL A= 1.75 IN' Joist Spari Right 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 Data: Joist 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:. U 360` Joist Span Loading: Uniform Floor Loading: .Live Load: LL-2= 40 PSF Dead Load: DL-2= 10 . PSF Total Load: TL-2= 50 PSF Total Load Adisated fer :foist Spac-q: VVT_2= 67 PL= Properties For: TJI PRO 150 / 9.5- Trus Joist=MacMillan Depth. D= 9.5 IN Moment Capacity: Mcap= 2730 FT-LB Shear Capacity: Vcap= 1120. LB El: El= 160000000 L64N2- End Reaction Capacity:. Rcap= 945-. LB Comparisons With' Required Sections: Maximum Moment: M= 1576 FT-LB Adjusted Moment Capacity: Mcap-adf= 2730 FT-LB Maximum Shear: V= 458 LB EI Adiusted $hear- Capacity: Vca'r adtQ 1,12m Required: E1=req= 137950992 LB-IN2 El: Maximum End Reaction: . El= Rmax= 160000000 458 LB-IN2 LB Adjusted Reaction Capacity: Rcap;adj= 945 LB Uniformly Loaded Floor Beam[ 97 Uniform Building Code (91 NDS)1 Ver:.5.01b -Bv: -Larry J -Warner,AIA . AEC Group ort: -07 08-2002 : -Q9:55:-34 AM Project: WAR -237 - Location: FG -1 0.17 Summary: 0.22 (' 2. ) 1.75: IN x. 5..5 IN. x 6.0 FT l 1.9E Microllam - Trus ,foist-MacM'sllan, 1651 Section Adequate By: 14.90ib Controlling Factor. Moment of Inertia / Depth Required 5.25 In oevectiorw: . LB Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): IN2 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= Unbraced. Length -Top of Beam: Lu= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: U Floor Loading: Floor Live Load -Side One: LL1= Floor Dead Load -Side One: D7L1= ' .. Tributar ��idth-Sldei One: 1 IVI I= Floor Live Load -Side Two: LL2= Floor Dead Load -Side Two: DL2= Tributary Width -Side Two: TW2= Live Load Duration Factor. Cd= Wall lLoad: WALL= Beam Loadinq Beam Total Live Load: wL= Beam Self Weight: BSW= .Seam Total Lead Load: WD= Total Maximum Load: WT= Propeities For !:9E•Microllem-?rus Jois24.4acMillan 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 6.00 Fr ' 40 PSF 10 PSF 6.88 FT 1.00 0 PLF 550 PLF 6 PLF 144 PLF 694 PLF Bending Stress: Fb= 2600 ..Shear Stress: Fv= 285 Modulus of Elasticity: E= 1900000 -Stress Perpendicular to Grain: Fc_perp= 750 Adjusted Properties r'b` (Tension): Fb'= Adjustment Factors: Cd=1.00 Cf=1.11 FV: FV= Adjustment Factors: Cd=1.0.0 Design Requirements: Controlling Moment: 3.0 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. Compal (sons With Required Sections: Section Modulus: Area: Moment of -Inn-Ma: PSI PSI.' ' PSI PSC. 2891 PSI 285 PSI M= 3123 FT -L91 V= 2082 LB Sreq= 13.0 IN3 S= 17.6 IN3 Are$= 11.0 lN2 A= 19.2 IN2 IreQ= 42:3 lN4 1= 48.5 IN4 Footing Design r 97 Uniform Building Code (91 NQS) I Ver: 5.01b By:. Larry J Warner AIA, AEC Group on: 07-08-2002: 10:36:45 AM Project: WAR -237 - Location: FTG -C -BM -1-2 Summary:. . .:: Footing Size: 1.57 FT x 1.67FT x 72.00 IN Reinforcement; #4 BARS @ 6.00 IN. O.C. FJW ! (3) min. Fong Loads: Live .Load: Dead Load: Total Load: Ultimate Factored Load: Footing.Properties: Allowable Soil Bearinq Presaure: 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 Type: Column Width: Column Depth: Bearing Calculations:. Required. Footing Area: Area Provided: : Uftimate Bearing Pressure: :.Effective Allowable Soil Bearing Pressure:(With increase) Baseplate Bearinq: PL= 2485 LB PD= 1516 .. LB: PT= 4001 LB Pu= 6347 LB Qs= 150b F'c= 2500 Fy= 40000 C= ' 3.00 W= L= Depth= d= m= n= Areq=. A= Qu= Qe= Bearing Required: Bearing= Allowable Bearinq: Bearing -Allow= Beam Shear Calculations (One Way Shear): As(2)= Bean? Shear: Vu1= Allowable Beam Shear: vcl= Punching Shear Calculations (Two way shear): Critical Perimeter. Bo= . Punchinq Shear: Vu2= Allowable Punching Shear -(ACI 11-35): vc2-a= Allowable Punching Shear (ACI 11-36): vc2-b= Allowable Punching Shear (ACI 11-37): vc2-c= .Controlling Allowable Punching Shear. vc2= Sending. Calculations: Factored Moment: Mu= Nominal Moment Strength: Mn= Reinforcement Calculations: 1.67 1.6.7 12.00 8:50 (Wood) 3.50 5.50 2.61 2.79 1435 1531 6347 57269 481 14479 52.00 3676 112710' 160395 75140 75146 15899 174297 Concrete Compressive Block Depth: a= Steel Required Based on Moment: As(1)= Minimum Cone Required Reinforcement (ShrinkagelTerriperature ACI -10.5.4): As(2)= Controlling Reinforcing Steel As-regd= Selected Reinforcement: (3) #4 BARS @ 6.00 IN. G.C. Reinforcement Area Provided: As= 0.55 0.05 0.48 0.48 r_fw 0,59' PSF PSI PSI' IN FT FT IN'. IN 1"d IN SF SF PSF PSF LB LB LB LB IN LB . LB LB LB LB IN -LB IAI.t_R IN IN2 IN2 IN2 W-1 Development Length Calculations: Development Length Requited: Ld= 15.00 IN Development Length Supplied: Ld-sup= 7.02 IN •Note: Main concrete adequate for bending; therefore adequate development length not required. Footing Design [ 97 Uniform Building Code (91 NDS)1 Ver: 5.01b By: Larry J Warner AIA, AEC Group on: 07-23-2002: 2:11:51 PM Proiect: WAR -237 -Location: FTG -C -GT -B-1 summary: Footing Size: 1:75 FTx 1.75 FT x 12.00 IN • Footing has been designed without reinforcement Footing ;Loads: PL= 2692 LB . Live Load:Qead Load: PD= 1904--_ LB . Total Load: LB PT= 4596 Ultimate Factored Load: Pum 7242 LB Footing.Properties:s— AlloWable Soil Bearing Pressure: � — 1500 PSF Concrete Compressive Strength: F'c= 2500. PSI Footing Size: , Width: W= 1.75 FT Length: l = 1.75. N Denth: Depth= 12,.00 IN Effective. Concrete Depth: a= 10.00 IN Column and: Baseplate Size: (Wood). Column Type: Columh Width: m= 5.50 : IN Column Depth: n= 5.50 IN Bearing-Calcui8iions: Required Footing Area: Ar = 2.96 SF Area Provided: A= A 3.06 SF ' Ultimate Bearing Pressure: Qu= 1501 PSF Effective Allowable Soil Bearing Pressure:(With Increase) Qe= 1553 PSF . Baseplate Baarina' esearingm i242. LP BearingRequired: Allowable Bearinq: Bearing -Allow= 83586 LB ,.Beam. Shear Calculations (One Way Shear): ;.8eam.Shear Vu1= 172 9100 LB LB .;Ailowable Beam Shear: vc1= � Punching She&i• Calculations (T vo way Chn%ar). Punching Critical Perimeter: Bo= 62.00 IN Punching Shear. Vu2= 3297 LB Allowable Punching Shear: vc2= 53599 LB Bending,Calculations: Factored Moment Mu= 19010 IN -LB Nominal Moment Strength: Mn= 56875 IN`I S Footing Design f 97 Uniform Building Code (91 NDS) I Ver: 5:01b By: Larry J Warner AIA, AEC Group on: 07-23-2002: 2:11:52 PM Proiect:. WAR-237 - Location: FTG-C-HDR-2 Summary' Footing Size: 1.67 FT x 1.67 FT x' 12.00 IN "Footing has been designed without reinforcement Footing Load=_:. . :: L ive-Load:. PL= . 2409•. LB. Dead; Load: PD=.: 1743. LB Total Load: PT=. 4152: LB' Ultimate Factored Load: Pu=.. 6536 LB . Footing. Properties: :.. AllavrablE cil Bean Pressu, Qs= ?50g . PSF Concrete Compressive Strength: F'c= .2500. PSI. Footing Size: Width:' W= 1:67 FT Cength: 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 BQering. Calculations'. RequiredFooting Area: Areq=; 2.71 SF Area Provided: A= 2.79 SF Ultimate; Bearing Pressure: Qu_; 1489 PSF Effective Allowable Soil Bearing Pressure:(With Increase) Qe= 1531. PSF Baseplate Searinq: :.:Bearing Required: Bearing=. 6536 LB Allbwable Bearing: Bearing-Allow=- .. 83566:. LB Beam.Shear Calculations (One Way Shear): :. Beam"Shear: Vu1= 7 LB Allowable Beam Shear. vc1= 8684 LB. Punching Sherr Calculations (TWo vvay Shear): -Critical Perimeter. Bo= . 62.00 IN Punching Shear. Vu2= 2626 LB Allowable Punching Shear. vc2= 53599 LB Bending Calculations: .Factored Moment. Mu= 16371 IN-LB Nominai Moment Strength: Ivan= 54275 IN-LB Footing Design ( 97 Uniform Building Code (91 NQS) ] Ver 5.01b Sv: Larry J Warner AIA, AEC Group on: 07-23-2002: 2:11:52 PM Proiect:''WAR=237 - Location: FTG-C=MDR73-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: P7= 3226 . LB . Ultimate Factored Load: Pu= 5076 LB Footing Properties:p Bearing Pressure: QS= 15500 PSF Concrete Compressive Strength: F'c= 2500 PSI Footing. Size: Width: W= 1.5 FT Lenoth: 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: Rearing: Calm.Igtiens: n= 5.50 IN Required' Footing Area: Areq= 2.17 SF Area. 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: Beam Shear Calculations (One Way Shear): Bearing -Allow= 83.566 LB Beam Shear: Vu1= 0 LB Allowable r. Beam Shea vc1= 7800 LB Punching Shear Calculations (Two way, shear): 'Critical Perimeter Bo= 62.00 IN Punching Shear: Vu2= 1312 LB .Allowable Punching Shear: vc2= 53599 LB Bending Calculations: Factored Moment: Nominal Mu= 1.1420 IN -LB Moment Strength: Mn= 48750 IN -LB footingDesiyii - � ni di f 3, �S��fiorr�� eirglu�si?i Code 91 .nrnc I - Ver: • s.nd.b ..a,�a 4� � ��..) � ber..,... �„. ' By: Larry J Warner AIA , AEC Group on 07-23-2002: 2:11:53 PM Proiect:. WAR -237 - Location: FTG -C -HDR -3-R Summary: Footinsl Size: 1.5 FT x 1.5 FT x 12.00 IN Footing has been designed without reinforcement Footing Loads: y live Load: PL= 1925 LB Dead Load: PD= 1404 LB Total Load: PT= 3329 LB Ultimate Factored Load: Pu= 5238. LB Footing Properties: Alloiry ule Soil Bearing Pressure: Qs= 1500 PSF Concrete Compressive Strength: F'c= 2500 PSI 'Footing- 'Siz'e:'--Width:., W= A6 FT Length: • L= I.S. FT Gepth`. 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 Bears^g:.Calculat:ons: Required Footing Area: Areq= 2.24 SF Area Provided: A= 2:25 SF UltimateBearinq. Pressure: Qu= 1480 PSF Effective Allowable: Soil Bearing. Pressure:(With Increase), Gee= 1485 PSF . Baseplate Bearing: Bearing Required: Bearing= 5238 LB Allowable Bearing: Bearing -Allow= 83566 LB Beam Shear Calculations (One Way Shear): Beam Shear: Vu1= 0 LB Allowable -Beam Shear. vc1= 7800 LB Punching: Shear Calculations (Two way shear). :Critical Perimeter: Bo= 62.00 IN Punching Shear. Vu2= 1354 LB .:Allowable'Punching Shear. vc2= 53599 LB Bending. Calculations: Factored Moment Mu= 11786 IN -LB Nominal Moment Strength: Mn= 48750 IN -LB Footing Design 197 Uniform Building Code (91 NDS) ; Ver: 5.01b 0 LS By: Larry J Warner AIA, AEC Group on: 07-08-2002: 09:58:25 AM. 14479 LB Proiect: WAR -237 - Location: FTG -1 48.00 IN Vu2= Summarv: LB. vc2-a= 104040. Footing. Size: 1.67 FT x 1.67 FT x 12.00 IN vc2-b= 167505 LB Reinforcement: #4 BARS 6 6.00 IN. O.C. E/W 1(3) min. 69360 LB vc2= F66tin6Loeds: LB Mu= 14231 v. Live Load: PL= 3302 LB. Dead Load: PD= 852 LB Total Load: PT=. 4164 LB Ultimate Factored Load: PV= 6820 LB Footing Properties: Allowable Soil Bearing Pressure: Qs= 1500 PSF . Concrete Ccirnpressive Strength: Fc= 2500 PSI Reinforcing Steel Yield Strength:FV= 40000 PSI Coricrete-Reinforcement Cover: 100' IN Faotis�g:SlzQ: Width: W=. 1`67 FT Length; L= - 1.67 FT Depth: Depth= 12.00 IM Effective Depth to Top Layer of Steel: d= 8'.50. IN Column and Baseplate Size: Column Type: (Masonry) Column ;dth• M= 3.50 iN Column Depth: n= 3.50 IN Bearing. Calculations: "Required Footing Area: Areq= 2:72... SF .. :::. Area, Provided:. A- 2:73- .. SF Ultimate Bearing: Pressure: Qu= 1493 PSF `affective'Aiiowable.Soil Bearing Pressure:(With Increase) Qe= 1531. . PSF Baseplate Bearinq Bearing Required: Bearing= Allowable Bearing: Bearing -Allow -- Seam Shear Calculations (One Way Shear): Beam Sheaar; Allowable Beam Shear: Punching Shear Calculations (Two way shear): Critical Perimeter: Punching Shear: Allowable Punching Shear (ACI 11-35): Aiiowable Punching Shear (ACi .11-36): Allowable Punching Shear (ACI 11-37): Controlling Allowable Punching Shear: Bending:Calculation's: Factored Moment: Nominal Morneint Strength: Reinforcement Calculations: C 6820 LB 36444 LB Vul= 0 LS vc1= 14479 LB Bo= 48.00 IN Vu2= 4375. LB. vc2-a= 104040. LB vc2-b= 167505 LB vc2-c= 69360 LB vc2= 69360 LB Mu= 14231 IN -LB Mn= 174297 1N -LB onerete Compressive Block Depth. Steel Required Based on Moment: a= As(1)= Minimum Code Required Reinforcement ($hrinkag.e/Temperature ACI -10.5.4):_ As(2)= Controlling Reinforcing Steel: As-regd= Selected Reinforcement: (3) #4 BARS @ 6.00 IN. V.C. Reinforcement Area Provided: As= Development Length Calculations: Development Lenqth Required: Ld= Development Length Supplied: Ld-sup= Note: Plain concrete adequate for banding, therefore adequate development length not required, 0.55 IN 0.05 IN2 0.48 IN2 0.48 IN2 tfW 0.59 IN2 15.00 IN 6.15 IN SHEAR WALL SUmM,A RY Pft3j. No..yVainzr-lot 238.. DATC slily 8 2002 SHEET OF GRID.,.:..- WALL- '.:SEG.' .,...LOAD PANEL PANEL H.D. H.D. ..: NOTE LGTH PLF TYPE No. L®AD :'TYPE: ... A 1 4'�6 78 201 n/a... 2 6'-0 78 61 nla: 3 51-0 78 1'54 n/a 4 5 6 g....: :. :`.. 1 15'-0 94 2 3 4 5 6 C 1 2 4'-0 90 515 A 3 a 6 2 3-a 21-6 79 455 A 3-b 2'-6 79 455 A . 5 6_ E 1-a. 2'-8 47 244 n/a 1-b 2-8 47 244 n/a 3 4 5 6 F 1 n/a 2 3 4 5 6 'G 1 �►ia 2 3 4 5 6 H 1 n/a 2 . 3 4 5 6 Prof NQS - Wamer-loY2380... ...GRID.'.. -.::--.WALL. SEG. LGTH :b . d 8'-0 e' f 2. a 11'-0 b :....: d:... 8'-0 e f_ . b c d e. f .. a .31-0 :.. b c 13'-0 d e 1 5 a n/a b c c_# e. f 6 a n/a b c d e f 7 a r1.2 b c d e f 8 a n/a b c d e f SHEAR WALL SUMMARY DATE July 8 20002 SHEET LOAD PANEL PANEL H.D. PLF TYPE No. LOAD 50 50 94 94 43 43 NOTE SHEAR WALL SUMMA RY Proj..N.o Wi mer -M 237 DATE juiy 8 2002 SHEET OF GRID WALL SEG. LOAD PANEL PANEL H.D. H.D. LINE SEG. LGTH PLF TYPE No.. LOAD TYPE A 1 4'-6 78 201 n/a 2 6-0 78 61 n/a 3 51-0 78 154 n/a 4 5 6 B 1 15'-0 94 2 3 4 5 6 C 1 2 4'-0 90 515 A 3 4 5 6 D D i 2 3-a 2'-6 79 455 A 3-b ZZ 79 455 A 5 6 E 1-a 2'-8 47 244 n/a 1-b 2'-8 47 244 nla 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 NOTE SHEAR -WALL-SUMMARY'. LowerLevel. -:Proj..ftia;'..'vVarhemott.23T.. :DATE July 8 200- SHED 1 . OF GRID`..::. WALL SEG. LOAD 'PANEL PANEL H.D. H.D. NOTE LINE SEG. LGTH PLF TYPE No. LOAD. TYPE 50 b50: c � : 2 _...: ..a . 1'1'-0 94 d . 8'-0 94 V. 3... a.... n/a d e f 4 a 8'-0 P 43 b c 13'-0 43 d. 5. a n/a b c d e f 6 ... a nla b c d e f a �«a b c d e f 8 a n/a b c d e f Ea 010— ME ME MIM FTOOTING/SLAB HOLDOVWNS H.D. H.D. TYPE NAME A LSTHD8 13 STHD8 C S'fHD10 D STHD14 E PAHD42 F HPAHD22 G HPAHD22-2P H PHD2-SDS3 11 PHDS-SDS3 K PHD6-SDS3 L PHD8-SDS3 AA I,ID8A N HD10A O HD20A P HD15 HO.LDO'UVU, CHEDULE, ALL. HOLDOWNS ARE SIIMPSON STRONG TIE.U.N:O. SINGLE OR DIBL POUR 2500 PS9 OONCIRETE A.81, STEM NAIL I SCREW LOAD. WOOD NOTE TYPE WALL BOLT REQD.. CAPACTY MEMBER N/A 6" 24A6d SINKERS 1.825 2-2X N/A 6" 24-16d SINKERS 2210 2-2x N/A 6" 28-16d SINKERS 2880 2-2x N/A 6" 38-16d SINKERS 4295 2-2x N/A 6" 7-16d SINKERS 960 2x NIA 6" 9-16d SINKERS 1315 2X NIA 6 12-16d SINKERS 2030 2x SSTB20 6" 10-SDS1/4x3 3610 2-2x 518" A307 SSTB24 6" 13-SDS1/4x3 4665 2-2x 5/8" A307 SSTB34 6" 18-SDS1/4x3 5860 2-2x 7/8" A307 SSTB34 6" 24-?DS1/4x3 6730 2-2x 718" A307 . SSTS34 8' 3-7/8" 7460 4x 7/8".A307 SST834 8" 44/8" 9540 4x.:.. Y' A307 _ 1 114"X36" 8" 4-1" 13 80 6x :1 1/4".:A.307 1 114"x36" 8" 5-1 ". 153056x '..1 1144.A307'-'- . SHEAR WALL SCHEDULE per NER-272 PANEL PANEL LOAD 7 SHEATHING TYPE No. PLF UpadAted 11/27101 1,2,5,7 EDGE 8 FIELD. 8 NAILING NAILING PAGE, . A.S. SIZE & SILL 3,4 A -35F 6 SPACING NAILING CLIPS A 1 125 112" GYP BIRD ONE SIDE Sd @ 7" 5d 7': _ _112" Q 72" 16d 0.1:x" 42" O.C. :B : 2 180 THREE STUCCO -..........16G 7/8" @ 6'- 16G7/8"@6" � 112" @ 48" 16d @ El" :30" O.C. B-1 3 170 FOME- COR PER ICBO # 3335 ICBG REPORT #3335 ' 112" @ 48'' 16d @ 6" 30" O.C. B-2 4 200 1/2" GYP BOTH SIDES 5d @ 7" 5d.@ T' 112" @ 48" 16d @,V' 24" O.C. B-3 5 165 3/8" CDX 8d @ 6" 8d @ '12" 112" @ 49' 16d @ 6" 30" O.C. B-4 6 250 THREE: COAT STUCCO 16G 718" @ 6" 16G 718"@6' 518" @ 48" 16d @ 4" 18" O.C. 10 GYP INTERIOR FACE 5d.@ 1 _..... C ..................................._...............,,.....................,. 7 245` 1/2" CDX PLY 10d @ 6" 10d @ 12" 518" @ 48" 16d @ 4" 18° O.C. C-1 8 245 3/8" CDX PLY ONE: SIDES 8d @ 4" 8d @12" 518" @ 48" 16d @ 4" 18" O.C. C:-2 9 250 3/8" CDX PLY EXTERIOR 8d @ 6" 8d @ -12" 518" @ 48" 16d @ 4" 18" O:C. 1/2" GYP BIRD INTERIOR 5d @ 7" 5d @ 7" C�3 .. ....:::::::::::::::........... 10 330..........3/8" . CDX PLY BOTH SIDES..............................._8d.q..E....................8d.�r�.12�_................518"..9..42 . ..... ........ .......... .. ... .. ... __ ... ...... .............. ��..��. 1............15: O.C. ..t ..... . ....... 7:::: . � ::::::::::........ 11 ...... 349 ............... 112" PLY EXTERIOR ......................... 10d @-4" ................... d .(d..12". ........... 18" @ 36" ....... ..t 16d @ 311 12" O.C. D-1 1:2 360 7116" CDX PLY BOTH SIDES 8d @ 6" 8d @ 12" 5/8" @ 36" 16d @ 4' 12 O.C. D-2 13 350 318" PLY EXTERIOR 8d @ 6" 8d @'12" 5/8" @ 36" 16d @ 4" 12" O.C. 5/8"" GYP BIRD INTERIOR 6d @ 4" 6d @ 4- Q-3 1.4 390 112" CDX PLY BOTH SIDES 8d.(c f 519'.236" 16d Q 3'1 12 O.C. -.... .................73.. ............. . ........... ...................... I...... .....8d. ............. ... ..... 48(} ,'. .............. 1/2 CDX PLY EXTERIOR 10d @ 3' 'f 10d @ 12 li' ir• 518 11...... E-1 16 490 318" CDX PLY BOTH SIDES 8d @ 4" 8d @ 12" 519'@ 36" (2) 16d @,, 4" 9" O.C. E:-2 17 540 7/16" CDX PLY BOTH SIDES 8d @ 4" 8d @ 12" M" @ 30" (2) 16d @ 4" 9" O.C. F 18 620 1/2" CDX PLY EXTERIOR 10d @ 2' 10d @ 12" 15/8" @ 24" (2) 16d @ 4" 8" O.C. F»1 19 650 3/8" COX BOTH SIDES 8d @ 3" 8d @ '12" 5/8" @ 24" (2) 16d @ 4" 8' O.C. F'2 ..................20.................720...........7/15' CDX PLY BOTH SIDES 3,1.................8d..@r .12 .............. 5/8"..�r�..24.............�2).16d.�.3........ 6" 0.C:.. 5:.... G 21 ........................ '1' ........... 780 1/2 CDX PLY BOTH SIDES ........8d..�r .............. 11' 6d @ 3 t 8d�@-'i2' ' tl it Sf8 @ 18 11 (2)16d @'3 P' 6 O..C. G-1 22 830 318" CDX PLY BOTH SIDES 8d (c 2" 8d (a{ '12" 618" a 18" �2) 16d �d► 3" 6" O.C. .................................................................................................................... ....................................... /..... ,.......H ..................23. ,............970.........112" CDX PLY BOTH SIDES...........,.....................10d.@.3....... .....,.0d. ac:.1z.................5/8.". @ 18" �2�..16d..@.V' 61 O.C......, H-1 24 124.0 112" CDX PLY BOTH SIDES 10d @ 2' 10d @ 12" 5/8"@ 12" (2) 20d @ 2" 4"O.C. 1. OVER DOUGLAS FIR FRAMING 2. ALL PANEL EDGES BACKED W12 -INCH NOW OR WIDER FRAMING U.N.D. 3. STAGGER ALL Sll,.t NAILING 4. PRE -DRILL ALL 20d 8 LARGER 5.59"T-1 -11 SIDING MAY BESU88TITUTED FOR 318" CDX PLY. 6. A -35F CLIPS +440# EA. 7. All shear walls iMth load plf of over 350 shall have 3X min framing menber at plates and panel edges 8. Nails based on following 6d .Ml9 dia 2" Ig„ 8d.1 13dla, 21/2" Ig, 10d .128 dla; 3" 19. DW Coilers 5d .086 dia,1 518" Ig 6d.092 dia. 1718" Ig, 8d.113 dia 2 318" 19 Lateral Loading: Area, Height & Weight Data Dater June 24 2002 Firm:. AEC Gfmo Job: Warner Spbcd ragette, h!q Ila _ By: Lane Wamer A{A C61 FLOOR PLAN AREAS & SHEAR WALL GRID SPACING 4F_gbhilsh Qrid A m Ann 2M Or" ole.. A e,." r ......r. Page! MaxQuake 61995 Archforms:IA. All Riohts Reserved UteralE toad Analpis & 1�99.OM? Construction Kerion 5o(trilrara Left -7 rear Wall Spacina 22 16 12 k TYPICAL DEAD LOADS Roof `Establish (lead toads Obs(O# �.Rlght 2nd Fl/Rf 28.5 R R R Floor Roofing 2.5 st Fl l Block Perin Overall Sha ing 1.5 Framing 2 Area Roof Width Framing 2 Int. Finish 2nd FUR( 5 R R R 50 ...� 6 1st Ft 1 1 1 Celiirtp Z'ARoof 50 Insuiatlon 0.5 Ederfor Wall 270 Typ()H 2nd FM 5 R Ext Finish 2 R 250 16 L to A Oyp. Bd, 2.8 §."_'_ 1st F! ' 1 1 Other Framing 2 190 Roof HzPr . to Insulation 0.5 170 12 hREr, 2nd FUR( 13 R Gyp, tad. 2.2 Flooring 4 1st A 1 43.6 Sheathing 2 Other-172— Roof hRi.,x Framing 3.5 8 22 2nd FURf D.5 150 Other Roof 1M Area T 1tJ We= 2nd AM 512 �Eslat:ilsb Floor to Floor and Roof Heights (ftp Wi . F Floor Muht Height R 360 ' w� N L Pian d both RorAf 2nd FURf 4 5 2hd Fi Ftgoi Area vRe St F1 � .,�....��I A �r+ortt Rood Roof Block Area Overaif Depth 2nd FI 1 Roof Roof Block Area Floor Block Area Perimeter Wall Overall Depth let Floor Floor Blod Area Perimeter Wall Overall Depth Z=less oflo% of apical Overhang F to B 2 Z= hRe= 51.5 Overall Depth of Roof at 2nd F1 1221 600 510 51.5 Z= 3 1133 536 462 69.5 43.5 51.5 Z= 3.2 ooriz.. din. or 40% of ht hRi= s 42 hRl= 153 we:- w= We:" 51.2 Wi= 346.8 thanes f feastthhodz�dm. TYPICAL DEAD LOADS `Establish (lead toads Obs(O# �.Rlght Roof lritedor Wall Roof Floor Roofing 2.5 Gyp.Bd: 4.4 E11ock Block Perin Overall Sha ing 1.5 Framing 2 Area Area Wall Width Framing 2 Int. Finish SNOW O1her 1539 50 ...� 6 " 6 1425 50 50 Celiirtp Roof .at 2nd Ft 50 Insuiatlon 0.5 Ederfor Wall 270 Typ()H Framing 1.5 Ext Finish 2 250 16 L to A Oyp. Bd, 2.8 Shear 1.5 2 Other Framing 2 190 HzPr . to Insulation 0.5 170 12 hREr, Floor Gyp, tad. 2.2 Flooring 4 Int .Finis 338 43.6 Sheathing 2 Other-172— 286 22 hRi.,x Framing 3.5 8 22 Insulation Insulation D.5 150 Other 1M Area T 1tJ We= FLOOR HEIGHTS & WJND AREA 512 �Eslat:ilsb Floor to Floor and Roof Heights (ftp Wi . Roof Roof Floor Muht Height 360 ' w� N L Pian d both RorAf L s oofPtan.Y? 4 5 2hd Fi Ftgoi Area vRe � .,�....��I A 2nd F1 Depth Roof Area 2337 FI to F1 Height 8 1st Flgor Floor Area wl Pelfrrtgter 1st FI Dp • S It Slab S vRe 1122 Ave. Silt to FI Ht Basel GrSwldp 21 Floor Area 2vRi 131 Wind H1 @I7idge �: 13 Sl� ter VVI Perimeter 213 Wind Ht@Gable 10.5 Ridge F to B L to R [Kean Roof M. 10.5 Runs? Y Y Lateral Load Analysis Date; . June 24 2.002 Firm: AEC Group Page 2. 6 M� I SEISMIC LOADS UBC formuh (30-1.5} . Wind Load Force at. Level x =V (Wbc)(Hbo/Sum(Wb)(Hti) *Eslablish Dead Loads. F to B L to R Ht is measured from plate to foundation . .. E=Eh*p (M-.1) Mat. Weights 2nd Floor 10 Floor p F to B p L to R Base Level Item DL(pst) Area M DL(ibs) Area(so D1_{9)` Area(st) DLA Wt Roof 6 2337 14022 1.00 1.00 WI Cell 4.8 2131 110228.8 15,000 15,000 WI Ext WI 8.2 852 6986.4 #Maximum Total Load In Each Direction At. Each Level (IN) - Wt Int WI 10 Front to Back Sid-! to Side Wt Floor 10 Roof 2 - Sum 2,nd Sum 1st 31237.E Base-' interior wall default: 10 psf of floor area Sum 2nd, f st & Base 31237.2 0stribute Weights to Various Levels - Roof 2nd Fl 1st A UJt Tributary Weft Line Line Line Sum Wt Roof 2nd Wt Ceil 2nd i/2Wl Ext VVI 2 Wt Int WI 2 Wt Floor 2 Wt Roof 1st 14022 14022 Wt Ceil 1 10228.8 10228.8 112 Wt Ext tM 1 6986.4 6906,4 Wt Int WI 1 Wt Floor 1 112Wt Ext VVI Bsmt Wt Ceil Bsml Line Suns 311237.2 W= 31237,2 Ail.Ripht Q99 BUILDING .CODE •Select Code* . 96 60CA 97 SBCCI X 97 UBC Determine Base Shear UBC Section 1630:2 Zone 3 Fig.16-2 Seisrnic Source Type B Table 16•U Soil P,,Pf SD Table I&T Fault Distance 20 in km to Seisrnic Source "- 0.3 Table 16-1 Ca= 0.36 Table 16-Q 1= 0 Table 16-K Cv= 0.54 Table 16-11 0.1 Formula (30.8) Na= 1.00 Table II&S FZ= 5.5 Table 16-N (Tied to Pg 9) Nv= 1.00 Table i6 -T f Wake Reserve>Qi . ; 13W07 Archorms ],td. "tet* .Load Analysis & -Dii~,Wribute 3hearto Various Le�.mis• UBC formuh (30-1.5} . Wind Load Force at. Level x =V (Wbc)(Hbo/Sum(Wb)(Hti) hassumed = 0 F to B L to R Ht is measured from plate to foundation . .. E=Eh*p (M-.1) Wt x. Ht x (ill t F>; p F to B p L to R Roof, 2 2nd FI 2nd FI/Roof 1 . 31237 8 249898 3651 -1.00 1.00 1st Floor Up Roof 2 1.00 1.00 Sum 31237 8 249898 3651 uplift WIND LORDS -Wind Pressige, UBC Section1620 P=qsN CeCc VO.. 75 Figuro 16-1 Ex B Section 1616 irw=Table 16-K cis 112.6 Table 16-F ce, 0.62 Table 116-6 hCq 1.3 Table 116-H, #2 VrA -0.7 Table i6 -H, #2 Ph:-- • 10 Hz. Force (Ps1) lam•. 5.468 Vt. FoYrce (psq Total Wind Load In Each Direction At Each Level pbs)- Trib Area F to B Trib Area L to R Wind Load End Z Inter 2 SumP*At End Z 1''pler Z SumP%t F to B L to R Roof 2 Roof 1 42 153 1,980 44 159 2,057 2nd FI 1,980 2,057 1st Flock Up Roof 2 Uplift Up Roof 11 1,122 1,621 uplift 15,000 15,000 GOVERNING LATEPW LOADS #Maximum Total Load In Each Direction At. Each Level (IN) - Front to Back Sid-! to Side Roof 2 - ormuta ! (Yo Pu -6) (30-0)(3a7) Et: CVi OTS but not > 2.5CMWiR but: not < 0.11CaIW zone 4 not< 0.8ZNOWIR 2nd. FURoof 1 3,651 Seismic 3,651 Seismic 26289 5112 1237 Ell qtr 3,651 The 01 *-V 1612.3.1 farrrtula (12-9) 1slt,Fl6arr For Code Table references used by_.MaxQuake w, Code Sections cited or ADoersfx A tbelovA hearWall Segment.: Data, Lines 1-s Ngo s MaxQuake ®199s Areh&rms LIAx Ail Flights Reser ct �aterai Load Analysis 8 June 24 2002 FInii: AEO Giat� r b: Warner S -La ette Ma Iia Larr Warner AIA. SCSI qll Q99.03We7 Construction Desion Software Line 1 Line 2 Line 3 line 4 Line 5 1 Eine 6 Line i ILine 8 Segment ON) names a -g appear to show possible quackants (q). Remove Segs not rimed. Move and add 1.2...to denote multiple (m) sus in a quadrant, le., W. �/Y S Variables. S W. Ht: Seu hath tram 't . B: Bearin Wall .... �Irr. J - B=Ves. Ell: Ext. or q�YY �Y Int. Wall! - E=Ext 1=Int. S: Stacked Se b above same row & 5 � nJ FnM Seg Wall ariables Stg Wall Variables Seg Wall Valiables Seg Wall Variables Seg Wa I Variables YIAYII^�� Seg Wall Variables Seg VII V4�a ariables Seg Wall Variables Leve! cL&m L Fit B EJtrn J g Hf B Ell �L� Ht B Ell fir► L� Ht B EAI Lk� Nt B Eli c &gym L� Ht L Ell t. Ht B Ell mLg Ht 8 Ell Wall Lirws Run . From Front to Back sum! Syst sum___ Syst sum Syst Seg Wall Variables sum Syst Seg Wall Variables sumSyst Seg Wall Variables fA n^� Syst Seg WallVariablees sum Syst Seg Wall Variables sum spit Seg Wall Vanable5 1st ' Seg Wall Variables Seg Wall Variables Level m L Ht B Ell S gRm 4g Ht B 11! S q&m Lg Ht g E11 S �m L9 Ht ti EA S L Ht B Ell S k m L� Ht B EII S &m L Ht B EA S q8m Lg Ht B Ell S a 11 8 8 E a 11 8 8 E a 8 a 8 8 B E b 8 b 8 b 8 c 8 s B c 8 0 13 8 B t_ d 6 8 8 E d 8 8 B t` sum 19 Syst SW sur" 19 Syst SW sum Syst siatn 21 Syst SW sum Syst sum Syst sum Syst sum ` Syst bad trans to aOj line a_s'e Seg Wali VVariables Seg WallVariabbs SegWa1'Variables Seg Wall Variables Seg Wall Variables Seg Wal! Variables Seg Wlell Variables Seg Wall Variables Level 0m W Ht BES HI B Ell S L� tit B EAS iln Lg Ht B Ell S m Lac Ht BEA S �}&m Lg Ht B Eli S m 1,. Ht B EJI S �m Lg Ht 8 E!I S 53 39 B E 23 8 E sura 53 Syst SW sum 23 Syst SW sum T' SpA sum 39 Syst SW sura Syst sum Syst sum ^ Syst sum Syst load trans to acj line Shear Se hent Height/l ly - Yw�g1,�pYi engtth ratio is limited m 211 for ed' . qe�block�gl. •HYLo >2 limit' a��ceeded. YIgY11�Ir�1�YY�YYYgY�YYlil 1 See YI>•Y�NY�IY��f Cade Ch.16 for HULO limits IY�SgY�Y�lYY1�VMYOY��IY�Wr��1 for aftr assemblies. YM�YY��YIY�YrI�r�.Ylil�� YIrrIY��pAy/I�Yspr�r�Y�YYY�I�q�lY�Y1�� Shear Wall Segments Data, Lines A-H pap 4 MaxQuake Archforms Ltd. Dane: June 240AlRights.ResetmFo-Lateral Load Ana{ysla & Job: Wamer Soec-Layfette, ma alfa 8 : La ; Wam&AJA CS! 099.03We7 Con'§trucflon Ides! n Software . Line A I Une B lune C ILIne D Line �n�Y..Y.�..Y>— YYYYYYYtr 1UneF ILine Line H Segment (Seg) names 1.7 appear to shovl possible quackants (q). Remove Segs not used, Move and laid a,b...to dengte multiple (m) ms's in a qua(kant, ie., 2b. Se,q Variables L h. N1: S ht fromvo 1). 13: Bearin Wally- B- es. E!h IExt ar Int. Wag?- E=Ext =Int. S: Shacked Seabove same ow m &:5 2nd Seg Wag Variables S q Wall Variables Seg Wali Variables Seg Wall Variables Seg WTI Variables Seg - Wall Variables Seg Vt"alI Variables Seg Wall Variables LevQ1 m L Ht B Ell c ;m t g Ht B Ali L Hf B Ell 8►n Lg lit B Eli L9, Ht B EA cj&m Lg Ht R Eil Q&m La Ht B Efl 8m Lg Ht B Of Wall LinEs Rura From Sidra to Side sum Syst skin Syst sum-- Syst sum Syst sum Syst :ruin Syst sum^ Syst sun SO Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wail Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables retmL m Lg Ht B Ell S m Lg Ht B 111 S q&rn Lg, Ht B EA 5 qgm Lq Ht B EA S Orn Lg Ht B Ell S m Lg Ht B EAS q&m L. Nt B Ell S e &mm Lg Hf B Ell S 1 4.5 8 8 E 1 15 8 B 1 1 8 1 8 1-a 2.8 8 B E 2 6 8 BE 2 8 2 4 8 8E 1-b 2.8 8 B E 3 5 8 6 E 3 8 3 8 3,a 2.6 8 8 E lb 2.6 8 8 E sum 16 Syst SW sura 15 Syst SW sum 4 Syst SW scan 52 Syst SW sum 5.6 Syst SW sum Syst. sum Syst sum~ Syst Bass Seg Wall Variables Seg Wall Variables Seg Walt Vanabfes Beg Wag Variables i Seg Wall Variables Seg Wall Variables Seg Well Variables Seg Wall Variables Le2v - Lg Ht 8 Ell Sq8m L,q Ht B Ell S.q&m Lg. Ht B Ell S ,m Lg Ht B,FJI5 L Ht B Ell S m lg Ht 13 Ell S q&m Lq Ht B Efl S L Ht B EA S sum Syst sum Syst sum Sys! sum Syst sum J Syst sum Syst suml Syst summa Syd load trans to adj line load trans to adj line bad trans o adj line load trans to adl line load trans to adj line Shear S Hent Heiehtllei . �p�� ratio is limited to 2M for eft locked pan Y YIYY�YY . •HtlL >2 lie*r ars if weeded. See 1 ��-YYY-Y� C Cd�e 06 for I knits for other assernblies�. Yy/YIYYY-YYr1YY�l YY��rYYY- I:at,ral.Load DiatributnOn & Ov�rturniing l�l0ment . , ag �.--- Max cake ©1995 At'Chi O ms tai. Q tt►11 �iglrts Re$erved ,... Lateral Load Analysjs >>t DaUn June 24 2002 Firm: AEC.GrotP : Job: Warnerpec-La elle ma alia Lar W'mar AIA CSI . Q99.03Vue7,' '" Coastruclion Clesi p'SatYware. Lateral Line 1 Line 2 Line 3 Line 4: Line s Line 6 Line`? Line 8 . Fora Seis %= Wind °fie= W!ft= if W. -snow RM= ifW.67,°s",B5 OTM= . if Sfk Vne?ht Vadj= V= SumV= Distril5 trib fl A/Sum M Crib W A/Sum vAA Sum lev. trib area 2l2k StnNrHL ` .SarnV from In In%" ax SorW . Va +Vabv+V d % SNV °1° SNW % SO % S/W % S;'W % % SM. °% SM LevelS Wfft RM OTM S , WM RM OTM S Witt RfdOTM 8 WIR RM OTM S Wit RM OTM! S Wilt RM OTM S 1I'V/ft RM OTM S Will. RM OTM SW I r -V wall •1on�v V lewd . Frame V framdl Vadj line 2 Val line 1 or 3 Vadj line 2 or 4 Vary tine 3 or 5 Vadj line 4 or 6 Val lineor 1 Vadj line 6 or 8 Vadj line 7 V levol 2nd level V 2nd level V 2nd level V 2nd level V 2nd level V .5 2nd level V 2ad level V 2nd level V Sum V Sum V Sum V Sum V Sum V Sum V Sum V Sum V tst % SO 26.1 22 % SM 3939 38 % SAV 23.7 28 1% S/W 10.9 12 % SM % S/W % SAN % SPN Levet Se W!ft RM OTM Seg Wfft RM OTM S Wlf1 RM OTlA -� Sed W/ft RM OTM S Wilt RM OTM S W/ft RM OTM W/ft RM OTM Seg Witt R OTM Seismic a 184 9AB 4.42 a 271 13.9 4.31 a 130 2.78 2.23 3,65f G 130 7.35 3.63 d 184 5.02 3.2t d 271 7.37 6.04 P= 2-20f (r max Ab -.51 Vadj line 2 Vadj line 1 or 3 0.37 Vadj line 2 or 4 Vadj line 3 or 5 0.5 Vadj line 4 or 6 Vadj lire 5 or 7 Vadj line 6 or.8 Vadj fine 7 1.00 r- V above r- V above r- V above r= V above r- V above s r- V above r- V above r= V above -14 1st lrw V 0.95 0.26 1st W V .42 1,sl lev V 0.87 0.12 1st lev V 0.4 1st lev V j 1st lev v 1st lev V tsl lev V s Sum V 0.95 s Sum V 1.79 s Sum V a Sum V 0.89 Sum V Sum V Sum V. Su V Base % S/W '26,6 22 % _� 39.2 38 ' % SM 23-4 28 °fir SM 10.8 12 % SM i % S!V" If % SAP; . % S/W Leve! Witt RM OTM Sed Will RM OTM Seg Wlft RM OTM _ B WIft RM OTM Wf t . RM OTM': S WJft RM OTM WJft RlA OTM S 1Nltt RM OTM 110 103 60 30.4 190 33.5 2-201 (r rna:K Ab^.5) Val line 2 Vadj line t or 3 Vad1 line 2 or 4 Vadj line 3 or.5 . Vadj Iirw 4 or 6 Vadl line 5 or.7 Vadj tine 6 or 8 Vadj 6mw' 7 r= V above 0.95 r= V above .1,79 r V above i = V above . 0.89 r- V above r= V above r--. V above r- V aboUe : r.1 0.05 Bsrnt :V 0.21 Bsmt V Nmt V 0.03 Bsrnt V Bsmt V Bsmt V Bsmt V . Bsrrt(V.. w Sum V 0.95 yr Sum V 1.79 w Sum,V w Sum V,0.891 Sum V Sum V Sum.V Sum V.-. - Lateral Load Distribution & Overturning Foment Ppge6 a%Quake ©1995. JMI. Rights R"erved Archlforms Ltd. U*al Load Analysis & Date: June 24 2002 Flim: AEG Group Job: Wamer Speo-Laylette lVla glia B : Lau Wanner AIA CSI Q99O 7 CCons� pn Design Software Laterad Line A Lite D Line C kine D Line ELine F Line G Line H Force Seis %= Wind %= Wift-- if W,-snow RM= if'V1.67 "e.85 OTM= if Sf k Vnet"htI Vadj= V= 1 SUMV= DistrO trib fl AlSum fIA tritr vrl AlSum MA Sum lev. W Crib area. I WWL 212k -% SumV'He Lq SumV from acli Ln Ln°A' max SOM Vad' Vabv+V �Id % SAA► % SNV So % SAnf. % SM! % SIW % SAN % S/W Levu Seg W/f# RM OTM Seg Wlit RM OTM S WNt RM OTM reg W/ft RM OTM WM RM OTM SN WIR RM OTM S Vlllft RM OTIC Sed Wift _FtM OTM SW r-V VMII l V level Frarne V franW Vadj One B Vac j line AorC Vadj line BorO Vadj line CorE Va4 life W Var$ line EorG Vary line ForH Vacs IhB G V level 2nd level Vlft 2nd level V 2nd level V 2nd level V 2nd level. V 2nd level V 2nd level V 2nd levet V Sum Y Sum V Sum V Sum V Sum V Sum V Sum V Sum V 1st % SAN 32.9 27.7 %'81W38.7 32,5 % SAN 9.84 9.71 16 SNV 11.3 17.5 % SAN 7.23 12.6 % SO % SAN % SNV Level Seg Wift RM OTM SE.IAI RM OTM Segl"Jtft RM OTM S_eg VV/ft RM OTM Seg Witt RM OTM Seg WJft RM. OTM Seg Wift RM OTM §2LW/ft FtM OTM Seismic 1 220 1.69 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 136 016 1.04 3 220 2.33 3.1 &a 163 0.47 1.65 3-b 163 0.47 1.65 P= 2-2CV (r max Ab".-S) Vadj line B M4 line AorC Vadj line Bal) Vadj line WE Vadj line l)orF Vadj line EoG Va4 line F(xH Va4 line G 1.00 r= V above r= V above r V above 1w V above r- V above r- V above r= V above r- V above 0.2.1 1stlevV 1.2 0.213 istlevV tAI 0.25 1stievV 0.36 0.22 1stlevV 0,41 0.13 1stlevV 0.26 1stievV 1stlevV 1st levV S Sum V 1.2 s Sum V IAA s Sum V 0.36 s Sum V 0,41 s Sum V 0.26!Sum V Sum Y Sum V Base % SNV 33.4 27.7 TS%W 39.3 32.5 % SNV 9.85 9.71 % SM! 10.7 17.5 % SM! 6.71 12.6 % SM % SAN % SNV Level S Wlft RM OTM Seg W!ft RM OTM Seg Wift. RM OTM Seg Wift RM OTf,M Seg OR RM OTM + Seg WiftRMOTM Se W/ff RMOTM Will RM OTM P= 2-201 (r max Ab^.5) Vadj line B V4dj line AorC Vacs lime Borl) Vadj line CorE Vadj line DorF Vadj line EorG W4 line Forts . Val lire G r- V above 1.2 r- V above 1,41 r- V above 0.36 r= V above Q41 r= V above 0.26 r= V above r V above r- V above Bsrnt V Bsmt V Bsmt V Bsmt V Bsmt V Bsmt V int V BsmtV w Sum Y I w Sum V w Sum V Lw Sum V w Sum V Sum V Su.,.. V Sunt V Shear Wall and Hold Down Requiriments Page laxQuake All Rights Reserved Archforms :Ltd. Latetal Load Anallysis & Date: June 24 2002 Firm: AEC Group Job: Wamer SRmLayfetle, ma Iia ..----By: La Wamer AIA t✓SI 099.03W67 Constructi;.on Design s6itware Line 1 ILine 2 ILine 3 Line 4 Line 5 Ling 6 Line 7 Line 8 Uplift = Overturning Moment (OTM) - Resisting Moment Q W)1 Segment Length (Seg Lg). Minimum Ltguired Hold Dc .�MLH.DTypeLsdemd from Hold-down and VIlsli Skap Schedule on aae 9. Sd Leven HO HD HD I IHD Seg Uplift Type S4g Uplift T e Seg UI►1ift T S U lift T A D HD. Uplift Type .She Uplift T HD S Uplift Type HD S U I. T e 1,2,3.. Wall Lines Run From Front to Back Shear@41) Shear(plf) Shear(plQ Shear(ph) Wall jp Wa11 Type Wall TYPO- IWali Tie Shear(pIQ Shear(pIQ Wall Type Wall T Yee Shear(pM Wr(I t W.,!Il Type Shear(plf). Walt T ITP _ , Roof U lift Fom Side to Side resisted by Left and Ri ht Ext. Wails U lift Rf 2@Ext WI Uplift Detail � Rf 2 & Ext V4) NA 1st Level HD HD HD HD §N Uplift TypeSeg Up11ft_fe S U lift Type Upliftp HD HD SegEJ i��ft Type Seg Uplift Typ HD S UQlift Type HD Seg Uplift T e a s a c d d Shear(PIO 50 Shear(ph) 04 Shear(OIQ Shear(pIQ 43 Shear(pIQ Shear(ph) Shear(plt) Shear(ph), Wall T 6 Walt Typed 6 Wall 1y�e Wall T A 6Waller Wali Type Wall T Roof Uplift from Side to Side resisted by Left and Right Ext Walls Uplift VQ .RI 1 Q Ext WI 55 Uplift Detail , Rf 1 & Ext WI Wall T T AT StrapslHold4owns must nun continuous down rough the Wall below in the Foundation. If no all below' tie to Beams sized for Hold-Down Point Loads. . BaseHD levet HD HD HD S U lift T e Se_Up Y Seg lift T Seg Uplift TYPO HD HD SegUplift T�rpeS U lift __Dp HD Seg UpHft Type HD Sed ON T Shear(pIQ 18 Shear(pIQ 78 ShearfpIQ Shear(pIQ 23 Shear(plf) Shear(plj ShearVQ Shear(plj Wall T )a A 6 Walt Type A 6 Wall TM Wall Type D 6 Wall T Wall Type all Type Wail Type Shear per Linear Foot (Shear(plf)) = Sian of Shear at that bine & Level (Sum 10 / Linear Fleet of Shear Wall at that line & Level (Sum Seg Lgth) R Minimum rewired Shear Wall Construction or Shear Frame for Wall Type a2ftl is selected from Shear Wall Schedule on Pale 9. N�rr��Y�p�awprll�r�a�p�pw��l�bra�a.gyp Shear llVadl and Hold Clown Requirements w pay: a IrY��wRY��/��IYr�wM�N�rIpW�IXY�1�Y�ar�p�p, axQuake ©»s5 All nights Reserved Archforms ]Ltd. Lateral Load Analysis & Date.. ,tune 24 24102 Firm: AEC Group Jab: blamer S. ec Layfette. Wagalia : LariyWamerAIACSI p w MOW Construrllon Design Software Line A u ne G Line C ww tine D. wr..rr...a�a, aaw.�.r Lille E Line F .fib Line G. Line H Uplift = Overturning Moment (OTM) - Rwgiung Moment (FtM) / Segment i-ength (Seg Ly); Minimum nm uired Hold Qq6 HD Type) t�?,l ted from Hrdd down and lfyall S ule an P 9. 2nd LevelS HD fH HD U lift T St U ift ly Seg U►liR T w a HD Sem Uplift T a HD ~� HY S I! ift T �e Seg Uplift _ T H w S Uplift Ty{Hs HD U itC T e A,B,C.. Wall Lines Run From Side to Side Shear(p.10 Shear(ph) Shear(pit) Wall T l,>e IWall Type Wall T Shear(plf) Wal! Type Shevr(pll) Shear(plQ Wall T_pe Wall Type Shear(ptf) Wall Type Shear(pM Wall Type ist a Roof lift h om Front to Bids resisted Front and Back Ext. Walls - U ____ ift cif 2 � U M Detail k�Rl 2 & Fad W NA - Level! HD HD HD -§N— UP T Set Uplift_f e S Uiallft Ty HD ;;eg Uplift T HD HD S U�fift Type Seg Uplift T HD S Uplift iia HD S Uplift T y e 4 204 A NA 1 2 61 A NA 2 5t5 A H1a 1-a 244 A NA 1-b 244 A NA - 3 154 A NA 3-a 455 A H1a .3-b 456 A H1a Shear{t€lf) 76 9hear(ptQ !)4 Shear(plt) 90 Wall 'Nall Type A 6 Wa111'Ope A 6 Sheir(plf) 79 n Wall Type A 6 Shear(Nl 47 Shear(pll) Wall Type A 6 Wall Type____j Shimr(plf) Wah Type Shear(plq Wali TypFi Roof Uplift (turn Front to Ba* resisted by Front and Back Ext. Walls . Uplift(plj Rf I@ Ext WI 56 Upllft Detail Q Rf 4 & Ext All -A T Baser S oKDowns must nr i continuous dawn h the Wall below to the Foundation. If no Wall beki% be to Bea rreo, sled for Holci•Down Point Lcads. - Level„ HD NN HD _§eg U lila TY ift T' Seg Uplift T HD Pe Uplift TYjx HD HD Seg llplitl Type Seg. Uplift HD Sa U lift Ty�Mr HD Uplift T ype Shear(ptl) lihearo" Shear(Pit) Wall T e dVall. Type Wall T; Shear(pm Wall Type Shear(plo Shear(plQ Wail Wall Type' Shw:ar(plQ Wal! Type Shear(pll Wall T Shear per Linear Foot (Shea r(plh) = Sum of Shear at that Line & Level (Sum 1) / Linear i° eet of Sheer Wall at that Line & Level (Sum :'H;g Lgth) - L. - Minimum required Shear 1M.:11 Constructionwor Shear Frame for Wall Tune aa��rrrrarirraa��r��a�rararalT�a ,S is selectedhfrom Shear Wall Schedule on Page 9. �pwd aa r J •.�rrrrlrq rr�.�y„v,rq�,�F Shea�all and Hold Down Schedules @S m Page9 MaxQuake 01995. Ai'Clh,eorms :�Ia. Date:: June 24 2002 Firm: AEC Group All Rights; Reserved lateral Load. Ana15:'. ,lob: Warner �'�ec La ette M2 is Icy: Lara Warner AIA C'81 499. 3We7 Cunsttuc'til,�n Design S®tiware •�". SMEAR WALL MIMS): Place an'X' in file appropriate spaded block. S lecial Zone Hardware Mfg. Wall framing Material X No X Simpson X Doug Fir at,So.Pine Los Angeles Area KC Metals Hem Fir (s,1lray.<.49) USP-Silul/Kant 3-1/2' Metal Studs 94 UBC Other (Agtx.C) To Customize, Overwrite Sched.. on Apx. C belay Other (See Apx. C) f:elect only one option under each heading (except System wtion using frames) Shear Walll System ROB Wall Sheathing Fasteners X S*All P" or PB X 3J6'or112' CC or CD Ply , X 8d SW-Gyp,Stuc or Ply 3J8'orl2' Struc I Ply 10d HF.- Hardy Frame 3J8'orl2' CD Ply: 0/GB 14ga Siz,ple SF -,Simpson Frame 1I2'Ext M,SIM-2 Prtcl Bd 1' Sam ZF •Z Frame Other SheathingfFastener Combe (See Apx. C) WIND AIJD EARTHQUAKE DATA 97 UBC SHEAR WALL SCHEDULE W Speed peed mph 75�smic Zone 3 Wall Shear Wall -dge Anch-rw Plate to R. Plate Importance Fact. 1 Sixrrce Type B Type Laiad Shaathing Nail Bolts Nail Lag Clips F)gwsureCat. B FoultDistance 20 Symbol 00 Material fid 5/8"x12 16d 112' A35 Wind Pres horiz. psf 10.16 Sail Profile SD GF -.880 GF:140 GF:480 GF:450 �.. Wind Pry 1. errpt Ri Factoq. 5 • Date 1,2 Note 3 Note Ft dote 7 hpte 6,8 Nola 9,10 NA construct wall as speed pias speed pig symbol or any below A 6 260 12' Ply 6" 40"oc 6"oc ;22*oc - 20"oc WALL HOLD-DOWN 8 STRAP SCHEDULE Hold -Down Max. Min. Wall W FoundaAGn Bolt Symbol Uplift Post FI to FI Anchor Type IElolt 4 A 4 "A 12' Ply 4" 27"oe 4"oc 154oc 14"o0 lbs. S!Ize Strap Straps HD Clio, 4 A 3 490 12' Ply 3" 21"oc 11'0c 11"oc Nole 3A Note 2 We 2,4 {Wale 2 4 A 2 040 12' Ply 2" 16"oc 9'00 4,5 A 44 160 ea side 1/2' Ply 4" R'oc 74oc 8"0c 7o(: HAoup ii 300 use the hog -don across or belowreq'd type � A H1a f,005 2x CS202V+ PAHD+42 45 A 33 9180 ea side 12' Ply 3" 10'oc 60oc 5"oc A H1b 1,650 2x CS1630 + LTT20 t/2' 4,5 A 22 12:80 ea side 12' Pty 2" 8"oc 44oc roc A H2 2,775 2.2x MST 48" STH010 HD2A Eir 7 A H5 4,685 2.2x MST 60" PHD5 5d8' '1 Sheathing: 3/8'4/2' (4 ply min) CD, CC Ply with all edges blocked A H6 5,800 2-2x MST 72" PHD6 ?jr 2 Framing: 2x DF typ @ 160oc., 3x read if 10di vJ+1.518° penetration, 2' or;t'oc A H8 6,730 2-2x CMST14 68"+ PHD8 7/8' 3 Typical Fasteners: 8d Conimrn or Galy. Box nails. (no sinkers), nail field @12;' A H10 9,540 4 CMST12lW+ HD10A 7B' 4 3x at plate and panel edges W walls w1 Shear over 3501bs, nail min.12' froom edge A H14 11,080 4x HD14A 1' 5 Offset panel eilg9s on opposilei sides of wag and stagger platia splices A H15 15.305 6x HD15 1-1/4' ? Addrinches to FI to FI Tie Strap for across Joist 6 .Anchor Bolts (ASTM A-307) M in. 7" imbedmont, tui 2"x2 x3/16' Plate Washer 7 16d gap Stagger nabs in 2x, lags A 3x plates when no sheathing continuity to Pim Joist I Straps and [6s as Mfg. by Simpson Strong -Tie Co. Cat r-99 .8 Pre4ill 3/B" hole for Lag. Provide Washer. A msi 0 for 2'. penetration into Joist. 2 Nail Straps S Hold -Downs vd10d (2x max.pen.i-5/8') See Details 9 Crips: Plate to Ellocks only reild if no shy sh pi tihing continuity from Wall to Blocks and Mfg. Rata for Nailing Bolt and Embeeknent Requirements 10 .Anchors and Ctlps as Mfg. by Simpson Strong,Tie, Co. Cat G-99 3 if .No Cont Flim Joist Add L!Vh Of Gap.10d at CS,, 16d- CNIST & MST 4 Straps and Hokf-Downs must run continuct,rs to Walls below; it no Wall below, be to Beams, sized for Hold -Down Point Loads ear Wall and Hold Drawn ScheWuies June 24 2002 Firm: AEC Gro0P - Wy timer 2xrLayfette, hilagalia 6, La , War me A DIAPHRAGM OP'nONS rrrr rllr��er M r r Miff Framing Mat. KUM Diaphragm. Fasteners COLLECToRME ANIS DIAP1HRAI3M SCHEDULE X DF or So_Pine X All Unblocked 8d Com Only Hem Fir Rf UnBlk, FI Blk X 8d@Rt,109FI Other_—]Block All Edges 1 Dd Com Only 14 ga Staple To Customize, Overwrite Schedule or See Apx. C Other Height 7f( 8 ft ? 9 I R.00FIEXT. WALL UP -LIFT SCHEDULE Oe to Rafter t 24'oc at 15' CIT Max. CollectorMe Tie Tie Rod Type_ Force Cont. Joist or Strap. Washer Symbol (lbs) Solid 819clong or Cont. Dia, Dia. HD less of C&T par to grain: 425 Joist 20ksi 525 - Note 1,2,6 We 2.3,4 Mote 4 . Vote 5 Mote 7 Use Collect frie as speed per symbol or any helow NA 300 A C4 2,231 271:4 MST27 A C2 3,506 2x6 MST37 314" 1.79 2- HDSA loft A C3 4,405 2x8 MST48 718" 2.24 2- HD5A A C4 5,800 200 MST60 718" 196 2- HDBA A C5 6,440 2X12 2- MST37 718" 3.28 2- H138A A C6 8,310 2. 200 HST5 118" 4.23 HD10A A C7 11,170 2- 2X10 H:1T6 718" 15.69 2- PHD6 A C8 17,691 3. 2x10 718" 9.01 2- HDIOA ? 1 Provide Cont. M.im Joist/Rafter or Solid Blocking a1 all Shear Wall Grid Lines 2 .A property sizwl continuous Refter or Joist can act as both Collector and Tie 3 Between Bloc;W or breaks in RafterslJoists provide straps to maintain Tie continuity 4 Run Al -thread Rod thru RfVJst Igth=Load $h:ear(plf), secure rands 4-d Washer or HD 5 Provide Washer viol Dia. (inchep) at end of blacked RfVJst bays, Mal. iron or 114" St. 6 Connect Continuous Collectorlrie to shear wai1 as required by Shear Wall Schedule �.r 7 HD at Rod to Shear Wall andhar. RH/Jst. MN. by Senpson Stu*— Tie Cat C-09 to A T 100 Ply Nalling or H2 H2 A U 188 435 H4 H2 A V 31D SPI HID H1 H2 A W 46D $134 H7 HID LTS10 A X 6110 SP2 HID H7 A Y 4,170 FTA2 A Z 2,560 FTA7. 1 Anchors arKI Clips as Mfg. tj Simpson Sh>tmg-Tie Co. Cat C-99 ��r�r�s�rler�rr�wrl�rl�r��p� WOU1 O1dtlitr LAdF1114!jTFd - cmqu riour adnear ulapn. Dis'aphragm Laid Material Wail Diaphragm toad Material S�rmboi . (pIQ We 1;2,4 P;ote 3 - Symbol [plf) Note 1,2,1 8d Nall 1_Od Nall A R6 ... 1F,0. 1120 Ply 6" A F6 215 3/4' Ply A R4 ` 4120 Ply 4". A F4 314' Ply A R3 112'. Ply 2:112" A P3 314" Ply A R2 112`: Pty 2" .: A P2 314' Ply 1 Sheathing: Floor 34 CD -AC Plp/OSB, Roof 1M CD or CC Pl IOSB, UgblocNed 2 Framing:, 2x tyl , 3x read _ fi No! penmore thein9-518', c nails spaced less, Dian 37oc 3 .Typ. Fasteners: 8d Com. 0 lRoof,10d Com, @,; Floor (no sin6a9s) field 12'�If,10"@FI 4 Continuous Rim Rafter/Joist recommended at perimeter of un.blodced Own gms .. ... .. rwlr��r/�M�M��IIrW.p��WMII"Ir1�M ., +s�l�aa��waw�wlw�apl��°�pwr�aw�r.M Collectorfrie & Diaphragm Loads, Lines 1.8 Page.I I MI�a' �a�w�M}�wM�laAwb�Y�w1n MIMOUlkhm Archiforms I.Ad. All Rights Reserved Lateral:l.oad Arialy his Date. June 24 2002 Firm: AEC Group Joke:: Warner S w)C-La ette Ma ilia B : Lany WamerAIA CSI aar�a�r imine Q99i.03We7 Constntc' loh Deslgn 5oflMrare wawYw+w�wrr ,�irw��Ir11 Line 1 line 2 Line 3 4 Line 5 Line 6 Liner Line 8 Seg CIT Load (back) - max. bad on the Collector Me bomew this and Stg above. C!f Type - min. adequate Coilectnrfrie. Seg beg - reet $eg begins. front of Quad tine. front - CIT bad at front side= of the front most Segnent. Shear -the Avera eeD' hrahraanw Shear 2nda CIT Load (tri' Seg CIT Load Seg CIT LoadCR Seg Cl L CIT --5—g abn fru Line. IF '0 cnm A Line GIT discontinifity. -M-8" w —Seg oaf d C1T Load d C/i CfT Loved CIT Seg CIT Load M Seg Roof Seq back Type begSq back Type 1 Seg back. T� Sed baciciy�i S back Type Seg back Type; 5 b!lck Type ^bei Seo back Tyne beg Wall Lines Run Fronn Frord to front front front frontfront cont from front Shear(pifj Shear(plQ - Shear(plQ Shear(plfl Baric Shear(ph) Shaar(plf) Shear(plfJ Shea"- b Rf Dia Rf Diaph Rf Dia h Rf Diaph Rf Di h lkf.Dlaph Rf Dia h Rf Diaph 1 Rf CIT Load crf S CIT Load CIT Se -c CIT Load (;IT S crr Load CIT Sel CIT Load CIT ar Load CIT Sec CIT Load VT Seo CIT Load CIT Seg 2 FI _ N back ]Npe Se!�. back Type S trdcclk T b -- Setback TY� — Se back Type Seg bark Tjt�ga S back T S—A back T se - a at a c 437 A C1 d 348ri C1 d 655 A C1 front 93 NA twl 174 NA front fnmt 186 NA front front front_ front Shear(plf} t9 Shrar(plQ 35 Shear(ptf) Shear(piq 23 Shear(pltj Shear(piQ ShearWIQ ~ Shear(plQ Rf Diaph i+ R6 Af Diaph A R6 Ri Diaph Rf Diaph A R6 Rf Diaph Rf Diaph Rf Diaph Rf Diaph w FI Diaph L.k F6 FI Diaph A F6 SYS FI Diaph FI Dile A F6 FI Diaph I -I Diaph FI Dia h Fl Diaph 1st Clf Load CI:IfIf CIT Load CIT CIT Load CUT Sec COT Load CIT CIT Load CIT Sec CUT load VT Sikc CIT Loud Cif Sq CIT Load CIT - Seg Floor Seg back j'ype back Type 5eq__q�dc. Type g Sieg back Type, be - S bwk T be Seg baric Ty��a beck Seg back T pe beg MIA 0111 - #NIA #fl# front front_ front front front front front front Shear(plf) 19 Shear(plt) 35 - Shear(plQSllear(plf) 2;1 Shear(plFl Shear(pff) Shear(If) Shear(pif) . �Fll FI Diaph is F6 FI Diaph A F6 FI Diaph FI Olaph A FS IFI Diaph Fl Diaph IFI Diaph ` Diaph ff Rf or FI Diaph retum'bloct—A M IO m'blo bad values ane higher than the di ra b'—witwa OOwaI.rOO�OO'b a to a aa�. Cwi Inge to blocked tGaphra�n or blocked(111 w�r.ar F �tener 0 'on 1 p�L�ct ShearWail �.3iar. m 4 ` w CollectorMe, & Diaphragm Loads, Lines A-H 06 g* 12iVlaxQuala;e 010,95 All Rights Reserved Archfimms h,td. Lateral Load AnWsls iii Date: June 24 2002 Firm: AEC Group Job: Warner S a ette Ma Iia .B ; La blamerAIAw�S�I WOW��N ConstriucUonDesign SoflWare Line,A Lune B Line C bine D Line F. Line F Line Line H Seg CIT Lakd (left) - max. lead on the Collector Me' bet&*�n.this and ' Sep to left. CIT Tyrie -min. adequlte Collector/M. Seg beg - feat Seg begins rkftit of Quad LinKt. 2nd ii t - CIT loaA at CIT Load Cfr t side of the right mo t S ent. Shear - the aver i e Dia -Sherr Off dUT alon tta: Une. If "G ' appears correci Line CIT disco ntinu' . �' Se Load CIT Load Se CIT load CIT S CIT Load CIT CIT Tad C S CIT Load CIT S C Load Seg Roof S left .(Ype Seg: left Type left T Sed left Typed begS!q left T Seg left a . Seg left T Sog left Tyne Wall Lines Run From Side to Side Shear(plt) �� right Shear(p1t) Shea r(plt ci t —' Shear(pIQ r' t fight �"�" Shear(plq Mar(plf) ri ht ht — , ` Sheagpif) Shear(plt) Rf Diaph Rf Via Rf Dia Rf Dla h Rf Dia h Rf Diaph Ri Dia h IRF Diaph I Rf CfT toad Cfr Sq CIT* Load CIT S CIT Load CIT Skc Cn' Load CIT Sel CIT Load CIT Sec GIT Load CIT Se CIT Load CIT SeqCIT Load CIT Seg 2 FI Seg left 1' Sed left Tyke _ Seg left T Se, I� aft Tarps _ S left T Seg left Tjr�s Se left T tSeg left iyTre beg I 1 I-a - 2 241 NA 2 158 NA 1-b 132 NA 3 141 NA 3-a 267 NA 3-'b 92 NA At 168 NA Shear(p,f) 24 tt 989 A C1 rot 172_ MA r Sheir(plo ri lit 114 Mk fight 23Ci NA 60t ri ht 'right 28 Shear(plt) 7 Shear(pID 12 Shear(ptf;l 12 Shear(plQ Shear(pM 3hear(plt) Rf Diaph R6 Rf Maph A R6 Rf Diaph A R6 Rf Diaph A R6 Itf Diaph A R6 Pf Diaph Rf Diaph )Rf Oiaph FI Di*ph j,F6 FI Diaph A F6 FI Diaph A F6 Fl Diaph A F6 F! Dian A F6 FI Diaph Fl Diaph IN Dlaph 1st CIT Load Cf1' Sq CIT Load CIT CIT Load CWT Sec Cli' Load CIT Sq CfT Load CIT Sq CIT Load CIT. , Sef CIT Load CIT S CIT Load CIT Seg FloorSeg left Ty beg Sec) left Type j3eg Seg left Type SaI� lett Type S left T e Sea left Type Se leift Type SeS left Tyre be right Shear(plf( i hg t _^ fl�f!r- _[FI Shc�ar(plf} hear(plQ rl(at Shi3ar(plt) ri ht :. right Shea�(pi p 5hear{pIQ right ;rrht . . Shear(il#} . ` >Shear(p33) - FI Diaph FI D1aph Diaph FI I)laph FI Diaph. FI Diaph . FI Diaph . 1F( Dlaph . L.,-.IIIRforFID Ph re7urnbbch?° load vale are ae the diwhrmirn,�2122(yty_ CIIBM blocked cl aphr� agmra�fastener Option 10 or add Shear Wall 3+x4 .Y.rlIITNI.�.��N�r�..r..�A..►.r.�^lNN1.YYYlY�N Wired Pressure for Components $ Claddiin Page 13 Ma�xQualke ©1:M ArChlrorms �: d. Dale:: Ju 2 24ne 002 Firm:. AEC Grriup All Rights Revved Weral Lbad Analysis & Job: Wamer_SpE�.--Layfefte, M galla oil. La' Warner a99.03Wesi► Over#urnina G:�fcuialfon'ternnlate Wind Pressure lfor GCp GCp Uplift -3.4 -35 or -3.2 32 Out- -3.0 -30 Force -2.8 -28 -2.6 -26 -2.4 -24 -2.2 -22 -2.0 -20 -1.8 -18 -1.6 -16 -1.4 -14 -1.2 42 -1.0 -10 -0.8 -8 -0.6 -6 -0.4 -4 -0.2 -2 0.0 0 Down 0.2 2 Load) 0.4 4 or 0.6 6 In. 0.8 8 Fore 1.0 iq 1.2 12 1.4 14 1.6 16 1. Values are for enclosed Buildings. 2, SBCCI Values for GCp wire equivalent to UBC Table 16-H for values of Co. Wind Pressure P and Mind Coeft$Iclents GC;p for Cor>t>Iponents, and Cladding of enclosers Buildings. Vertical Wind Loads for Gable or, Hip Roofed Buildings GCp GCs) 04 0.69 0.4 Flgurete606.2D GCp for Roof Slope 0 < a < 10 ..... NNNI.w u1): y'. � • Ir rR. u,_.1?• ra s i w •r. � r` r rZ e:.� w 0<a<10 10<a<45 A / i 0<a<10. 10-1;a<46 _�-zz • sNr slw r�lw Mia i.: , I X. $ Reduce GCp 10% when a < 10 Figure 1806.2C Wail GCp Vertical Wind Loads for Monoslope hoof: 41<a<30 1.2 ea -1.2 -2.6 2.0 -os -os -2.0 -1.8 -1.6 OA 20 1Q0 9000 0 20 100 10002v: 2iJ 100. 1tfx' Chontsang GCp iriclixle effect . Reduce (', 10°% if 3 < a ,: 5 . Effective Wind Area sq.if. Effectke Wind Area sq.f1. of Goth upper & loafer surface Effective Wind Area (sq.R.), If a< 3 spe Figure 1606.2O Figure1'606.2E GCp for Roof Slope 30 < a <45 Degrees Figure 160,2G Monoskipe Roofs 10 < a < 30 Degrees rwl�r,.Nw.�.�lpr �Ilw_1�15NN.IN_.�..r.Nr.r �erN�r+.�w�r+a,lelNr� W �Ia.rNl�rrtl...I�Ir.1�wNr�r�wr.�r�.r .7 s s r ri I�f Roof c r rs _ s � 0<a<10. 10-1;a<46 _�-zz • sNr slw r�lw Mia i.: , I X. $ Reduce GCp 10% when a < 10 Figure 1806.2C Wail GCp Vertical Wind Loads for Monoslope hoof: 41<a<30 1.2 ea -1.2 -2.6 2.0 -os -os -2.0 -1.8 -1.6 OA 20 1Q0 9000 0 20 100 10002v: 2iJ 100. 1tfx' Chontsang GCp iriclixle effect . Reduce (', 10°% if 3 < a ,: 5 . Effective Wind Area sq.if. Effectke Wind Area sq.f1. of Goth upper & loafer surface Effective Wind Area (sq.R.), If a< 3 spe Figure 1606.2O Figure1'606.2E GCp for Roof Slope 30 < a <45 Degrees Figure 160,2G Monoskipe Roofs 10 < a < 30 Degrees rwl�r,.Nw.�.�lpr �Ilw_1�15NN.IN_.�..r.Nr.r �erN�r+.�w�r+a,lelNr� W �Ia.rNl�rrtl...I�Ir.1�wNr�r�wr.�r�.r Sent By: BUTTE CO ENVIRONMENTALHEALTH; 530 895 6512; Jun -3-03 9:55AM; Page 2/2 mu ” N ,i ,, ��. =., �>I I � �j IN/ , ':� r11 �� ,: _ - r OR :, :. : ':, - :... .. ,, , .. a :.:, .. :_ _, :' qrq jrgl � 0 gory ru : .. ,.-,. -. - ...._ , ... ... , -.. .. - . ,., ,. ..... _, ..: ,- .: ^ : , 70, , , , r ,.,. a f= LOT 237 PP,`>UNIT 14 v « i .,; CLIENT ,- `° � WARNER"DEVELOPMENT '' �" ' '"� -�"r�"4��-'':,-,, '_�� :>��'0':'1''--. ,.'L� " -�i' �,, 11111 �"_-'��, '�_,�,,_ P.O. EOX 942 ,-"'_"�--'"1 �� 1:'_�, t,;T,-" j' ,_�' '�', , JIM:� , . f . 11 :. f. g Lfl T vr' I PI IT 14 P 4- 7 P RAD E N U N A �0 1 31 23 A E N 2 Q O a _ a , „ _ v _ _. _ ;: __ —, y : _ _D .: W Z R. 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