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SFD (11057)77305 Loma Vista 11057 y' •v'v`J ' ' Contractor Cherokee Homes Address 79-811 Country Club City Zip 92201 State Lic. & Classif. B 47E, Arch.; Engr Designer 'Address City f) LICE I hereby affirm that I am lic zip 7 .. Project Description SSD Tel::. .345-6225 City Lic. # -5 DO '- State Lic. # ATION " at 9 (commencing with Section d my license is in full force and Sq. Ft. No, No, Size - 3¢ Stories Units New ❑ Add ❑ -Alter ❑ Repair ❑ Demolition❑ Permit aces- gat include block walls —or ;, oo ... • , SIGNATURE' r. \ DATE- • ' OWNER -BUILDER DECLARATION j I hereby I No. 11057. . P.O. BOX 1504 affirm that am exempt from the Contractors License Law for the following" r• reason: (Sec. 7031.. 5,Business and Professions Code:, Any, city or. county which requires a ' Building7 Address' - ® u 7&105 CALLE ESTADO Loma ta LA QUINTA, CALIFORNIA 92253 L ' Owner -. PERMITt AMOUNT - the provisions of the Contractor's License. Law, Chapter 9 (commencing with Section 7000) of - ; Don Howard d .,. •. •"subjects the applicant to a civil penalty of not more than five hundred dol/ars.($500).-- ❑ I, 'Plan Chk. Bal. Mailing Const. `^ 1175. ' Q' BUILDING: TYPE CONST. -'• OCC: GRP.. - Address % 9-811 ' Country Club ? •. 1] G ry provided that' such improvements are not, intended or offered for sale. ff. however, the budding or improvement is -sold within one year o/ completion, the owner -budder win have the burden.. Electrical t 776.18 +•+ of proving that he did not build or improve for the purpose of sale.) - ., A.P. Number ,Zi G..I O 1, as owner of the property, am exclusively contracting with.licensed contractors to coo- City .. • B.D * • 211. 50 - • Zip 92261 Tel. 345--6225 Legal Description T IiLT • 25.23 -7' OT Contractor Cherokee Homes Address 79-811 Country Club City Zip 92201 State Lic. & Classif. B 47E, Arch.; Engr Designer 'Address City f) LICE I hereby affirm that I am lic zip 7 .. Project Description SSD Tel::. .345-6225 City Lic. # -5 DO '- State Lic. # ATION " at 9 (commencing with Section d my license is in full force and Sq. Ft. No, No, Size - 3¢ Stories Units New ❑ Add ❑ -Alter ❑ Repair ❑ Demolition❑ Permit aces- gat include block walls —or ;, oo ... • , SIGNATURE' r. \ DATE- ' OWNER -BUILDER DECLARATION j I hereby I Estimated Valuation affirm that am exempt from the Contractors License Law for the following" r• reason: (Sec. 7031.. 5,Business and Professions Code:, Any, city or. county which requires a ' +f 1 1 252, 4 2 • 10 t1 .. ,permit to construct, alter, improve, demolish, , or repair any structure, prior to its issuance also ' .requires the applicant for such permit to 1716 a signed statement that he is licensed pursuant to -. PERMITt AMOUNT - the provisions of the Contractor's License. Law, Chapter 9 (commencing with Section 7000) of - ,- . . Division 3 of the Business and "Professions Code, or that. he is exempt therefrom, and the basis .--•} for the alleged exemption., Any violation of Section 7031.5 by"any applicant for a permit tPlan `Chk Dep:.. d .,. •. •"subjects the applicant to a civil penalty of not more than five hundred dol/ars.($500).-- ❑ I, 'Plan Chk. Bal. 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. (Sec. 7044, Buisness and Const. `^ 1175. ' Q' - Professions Code: -The Contractor's License Law does not apply. to an owner. o/ property who v.a builds or improves thereon and who does such work himself or through his own employees, ME?Ch. ? •. 1] G ry provided that' such improvements are not, intended or offered for sale. ff. however, the budding or improvement is -sold within one year o/ completion, the owner -budder win have the burden.. Electrical t 776.18 +•+ of proving that he did not build or improve for the purpose of sale.) - ., ,Zi G..I O 1, as owner of the property, am exclusively contracting with.licensed contractors to coo- Plumbing * • 211. 50 - • - . struct the project. (Sec. 7044,- Business and Professions Code: The Contractor's License Law - '--does not, apply to an owner of property *who builds or improves thereon, and who contracts fora S.M.I. ' - • \ ' 17. 71 , such projects with a contractor(s) licensed pursuant to the Contractor's License Law.) - .. Grading Zit 00 • -.❑ lam exempt under Sec. - B. & P.C.•for this reason'. . + t ' Driveway Enc. —0-- - `Date Owner Infrastructure 5679.47 ' _. Arts -in Ptablit; WORKERS' COMPENSATION DECLARATION • r.. ' I hereby affirm that I have a certificate of consent to self -insure: or a certificate of Worker's Compensation Insurance, or a certified copy thereof. (Sec. 3800, Labor Code.) ; Policy No. • • :Company `r Copy is filed with the city.' ❑ Certified copy is hereby furnished.. TOTAL -8751.21 CERTIFICATE OF EXEMPTION FROM WORKERS' COMPENSATION INSURANCE REMARKS ?rya e etl f - (This section need not be completed if the permit is for one hundred -dollars (5100) -valuation -c ` 9 i =• • f- • , -t:, „ t`i.. .,I ! ; F'f-t.:` ' r i) .k or less.) - ... - _ I certify that in the performance of the work for which this permit is issued, I shall not employ any pperson in any manner so as to become subject to the -Workers' Compensation Laws of California. ' Date Owner NOTICE TO APPLICANT. If, after making this Certificate of Exemption you' should become 'Compensation. • ' BY: - subject to the workers' provisions of the Labor code, you must forthwith comply with .such provisions or this permit shall be deemed revoked: • • ,ZONE: ;Minimum Setback Distances: - Front Setback from Center;Line ... Rear Setback from Rear Prop, Line - CONSTRUCTION LENDING AGENCY Side Street Setback from Center Line I hereby affirm that there is a construction lending agency for the performance of the'' - work for which this permit is issued. (Sec. 3097, Civil Code.) . • Side Setback from Property Line Lender's Name - -. Lender's Address This is a building permit'when properly filled out, signed and validated, and is subject to ' FINAL DATE - INSPECTOR expiration if work thereunder is suspended for 180 days. _ I certify that I have read this application and state that the above information is correct. , ' 'I Issued : b Y Date Permit agree to comply with all city and county ordinances and state laws relating to building `i construction, and hereby authorize representatives -of this city to 'enter the above-. mentioned property for Inspection purposes. Validated by: Signature of applicant _ Date Mailing Address Validation: City, State, Zip CONSTRUCTION ESTIMATE NO. ELECTRICAL FEES NO. PLUMBING FEES 1ST FL. SQ. FT. ® $ 2ND FL. SQ. FT. ® POR. SO. FT. ® GAR. SQ. FT. ® CAR P. SQ. FT. WALL SQ. FT. @ SQ FT ® ESTIMATED CONSTRUCTION VALUATION $ UNI MOBILEHOME SVC. POWER OUTLET YARD SPKLR SYSTEM BAR SINK ROOF DRAINS DRAINAGE PIPING DRINKING FOUNTAIN. URINAL WATER PIPING NOTE: Not to be used as property tax valuation STORAGE TANK FLOOR DRAIN MECHANICAL FEES DUCT WORK WATER SOFTENER VENT SYSTEM FAN EVAP.000L HOOD SIGN WASHER(AUTO)(DISH) APPLIANCE DRYER REINF. STEEL GARBAGE DISPOSAL FURNACE UNIT WALL FLOOR SUSPENDED LAUNDRY TRAY AIR HANDLING UNIT CFM FINAL INSP. KITCHEN SINK ABSORPTION SYSTEM B.T.U. TEMP USE PERMIT SVC WATER CLOSET' COMPRESSOR HP POLE,TEM/PERM LAVATORY HEATING SYSTEM FORCED GRAVITY AMPERES SERV ENT SHOWER BOILER. B.T.U. SO. FT. ® c BATH TUB SO. FT. ® c WATER HEATER MAX. HEATER OUTPUT, B.T.U. SO. FT. RESID ® 1+/. c SEWAGE DISPOSAL FIRE ZONE ROOFING SQ.FT.GAR ® 3/ic HOUSE SEWER FIREPLACE GAS PIPING PERMIT FEE PERMIT FEE PERMIT FEE DBL TOTAL FEES MICRO FEE MECH.FEE PLCK.FEE CONST. FEE ELECT. FEE SMI FEE PLUMB. FEE STRUCTURE PLUMBING ELECTRICAL HEATING & AIR COND. SOLAR SETBACK[ G l GROUND PLUMBING UNDERGROUND A.C. UNIT COLL. AREA SLAB GRADE ROUGH PLUMB. BONDING HEATING (ROUGH) STORAGE TANK FORMS SEWER OR SEPTIC TANK ROUGH WIRING DUCT WORK ROCK STORAGE FOUND. REINF. GAS (ROUGH) l? METER LOOP HEATING (FINAL) OTHER APPJEOUIP. REINF. STEEL GAS (FINAL) TEMP. POLE GROUT WATER HEATER SERVICE FINAL INSP. BOND BEAM WATER SYSTEM GRADING cu. yd. $ plus x$ _$ LUMBER GR. FINAL INSP. (( FRAMING q l/ Oj v ` r412ibiQ FINAL INSP. ROOFING(/ ll P, up /a n ` c VdL REMARKS: VENTILATION FIRE ZONE ROOFING FIREPLACE SPARK ARRESTOR GAR. FIREWALL RING Q MESH INSULATION/SOUND FINISH GRADING FINAL INSPECTION/ c CERT. OCC. FENCE FINAL INSPECTOR'S SIGNATURES/INITIALS GARDEN WALL FINAL P.O. BOX 1504 APPLICATION ONLY Building 7 3 0.- _ ; OM,4 78-105 CALLS ESTADOR NIA 92 • Address , A QUINTA, CALIFORNIA 92253 , Owner BUILDING: TYPE CONST.,OCC. GRP: Mailing " Address F City Zip Tel. _ Legal Description L _ -• Con racfoy Project Description ` City... _ .. ZI._ - o State Lic. ' City _ M` & Classif. Lic. # Sq. Ft. y No. No. Dw. t Size i Stories Units ' ,___Arch .•Engr: „... _ . Designer : fG New ❑ Add- ❑ Alter ❑- - Repair ❑ Demolition.❑ g Address Tel. City - _ .tate j JZip Lic. # . LICENSED CONTRACT0 S CLARATIO.N_ •. . -,. - .. I hereb ff" irm that I am/licensed unde`r pro,• ion of Chapter 9'(commencing with Section 7000) _ of iv'sion 3 of ttfe Business anProf sio Code, and license is in full'force and' effect:- r \ • SGNATU DATE- ' _ OWNEKBUIIAER DECLARATION -' Estimated Valuation I'hereby affirm that I am exempt from the Contractors License Law for Ihe-following reason: (Sec. 7031.5,Business.. and Professions Code: Any city. or county which requires a " permit to construct, atter, Improve, demolish, or repair any structure, prior.to Its issuance also _ requires the applicant for such to file that he Is licensed -PERMIT permit a signed statement pursuant to - •- - ----- - --AMOUNT the provisions of the Contractor's License Law, Chapter 9 (commencing with Section 7000) of Division 301 the Business and Professions Code, or that. he is exempt therefrom, and the basis for the 'alleged Any Section 'any - Plan Chk. Dep.-- - exemption. violation of .7031.5 by applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500). - 0 1, as owner of the property, or my employees with wages as their sole compensation, will Plan Chk. Bal. -do the work, and the structure is not intended or offered for sale. (Sec.' 7044, Buisness and Const. Professions Code: The Contractor's License Law does not apply to an owner of property who builds or Improves thereon and who does such work himself or through his own employees--, Mech. -- - '• -- •' provided that such improvements- are not intended or offered for sale. If, however, the building or Improvement is sold within one year of completion, the owner -builder will have the burden Electrical of proving that he did not build, or improve for the purpose of sale.) - . _ - - _ _ _ ^ d O I, as owner of the property, am exclusively contracting with licensed contractors to con- Plumbing struct the project. (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property ,who builds or Improves thereon, and-who'contracts for S•M•l. --' - ---• - - ' •' .- _ _ __ such projects with a contractor(s) licensed pursuant to the Contractor's License Law.) t Grading ❑-I am exempt under Sec. - B. & P.C.- for this reason - - - Driveway Enc. Date Owner -Infrastructure WORKERS' COMPENSATION DECLARATION I hereby affirm that I have a certificate of consent to self -insure, or a certificate.of Worker's Compensation Insurance, or a certified copy thereof. (Sec. 3800, Labor Code.) .Policy No. Company - 0,1 _ _ V j qy • v•w 4 W* H_ i T r L i -250 00--- O Copy is filed with the city. O Certified copy is hereby furnished. _ TOTAL CERTIFICATE OF EXEMPTION FROM REMARKS ' a - WORKERS' COMPENSATION INSURANCE (This section • need not be completed if the permit is for one hundred dollars ($100) valuation - 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 the Workers' Compensation Laws of California.. --- Date Owner NOTICE TO APPLICANT: If, after making this Certificate of Exemption you should become ZONE: BY: subject to the Workers' Compensation provisions of the Labor Code, you must forthwith comply with such provisions or this permit shall be deemed revoked. Minimum Setback Distances:- Front -Setback from,Center.Line _ Rear Setback from Rear Prop. Line — - - CONSTRUCTION LENDING AGENCY Side Street Setback from Center Line I hereby affirm that there is a construction lending agency for the performance of the - - work for which this permit is issued. (Sec. 3097, Civil code.). Side Setback from Property Line Lender's 'Name t Lender's Address FINAL DATE INSPECTOR - This is a building permit when properly filled out, signed and validated, and is subject to expiration if work thereunder is suspended for 180 days. - - - - I certify that 1 -have read this application and state that the Labove information is correct. Issued by: Date Permit I agree to comply with all city and county ordinances and state laws relating to building ' -construction,-and hereby authorize representatives -of thisIcity to enter the above-. mentioned property for inspection purposes. Validated by: i w Signature of applicant Date .Mailing Address — - Validation: - City, State, Zip - -- + - - - - - BUILDING DIVISION CONSTRUCTION ESTIMATE NO. ELECTRICAL FEES NO. PLUMBING FEES 1ST FL. SO. FT. ® $ 2ND FL. SQ. FT. POR. SQ. FT. ® GAR. SQ. FT. ® CAR P. SO. FT. @ WALL SO. FT. ® SO. FT. ® ESTIMATED CONSTRUCTION VALUATION $ UNITS MOBILEHOME SVC. POWER OUTLET YARD SPKLR SYSTEM BAR SINK ROOF DRAINS DRAINAGE PIPING DRINKING FOUNTAIN URINAL WATER PIPING NOTE: Not to be used as property tax valuation BONDING FLOOR DRAIN MECHANICAL FEES FORMS WATER SOFTENER VENT SYSTEM FAN EVAP.COOL HOOD SIGN WASHER(AUTO)(DISH) APPLIANCE DRYER GAS (ROUGH) GARBAGE DISPOSAL FURNACE UNIT WALL FLOOR SUSPENDED OTHER APPJEQUIP. LAUNDRYTRAY AIR HANDLING UNIT CFM TEMP. POLE KITCHEN SINK ABSORPTION SYSTEM. B.T.U. TEMP USE PERMIT SVC WATER CLOSET COMPRESSOR HP POLE, TEMIPERM LAVATORY HEATING SYSTEM FORCED GRAVITY AMPERES SERV ENT SHOWER BOILER B.T.U. SQ. FT. ® c BATH TUB SQ. FT. ® c WATER HEATER MAX. HEATER OUTPUT, B.T.U. SO. FT. RESID ® 11/4 c SEWAGE DISPOSAL SQ.FT.GAR ® 3/ac HOUSE SEWER REMARKS: GAS PIPING PERMIT FEE PERMIT FEE PERMIT FEE DBL TOTAL FEES MICRO FEE MECH.FEE PL.CK.FEE CONST. FEE ELECT. FEE SMI FEE PLUMB. FEE STRUCTURE PLUMBING ELECTRICAL HEATING & AIR COND. SOLAR SETBACK GROUND PLUMBING UNDERGROUND A.C. UNIT COLL. AREA SLAB GRADE ROUGH PLUMB. BONDING HEATING (ROUGH) STORAGE TANK FORMS SEWER OR SEPTIC TANK ROUGH WIRING DUCT WORK ROCK STORAGE FOUND. REINF. GAS (ROUGH) METER LOOP HEATING (FINAL) OTHER APPJEQUIP. REINF. STEEL GAS (FINAL) TEMP. POLE GROUT WATER HEATER SERVICE FINAL INSP. BOND BEAM WATER SYSTEM GRADING cu. yd. $ -Plus-X$-=$ LUMBER GR. FINAL INSP. FRAMING FINAL INSP. ROOFING REMARKS: VENTILATION FIRE ZONE ROOFING FIREPLACE SPARK ARRESTOR GAR. FIREWALL LATHING MESH INSULATIONISOUND FINISH GRADING FINAL INSPECTION CERT. OCC. FENCE FINAL INSPECTOR'S SIGNATURESIINITIALS GARDEN WALL FINAL DESERT SANDS UNIFIED SCHOOL DISTRICT 82-879 Highway 111 NOTICE: Indio, CA 92201 Document Cannot Be Duplicated (619) 347-8631 Date 6/5/92 Type of Permit I La Quinta No. 11458 Permit # Owner Name Cherokee Log # No. 77305 street Loma Vista city La Quinta zip 92253 Study Area 121 APN # I Tract # I Lot # Square Footage 1 3589 Type of Development Single Family Residence No. of units Comments At the present time, the Desert Sands Unified School District does not collect fees on garages/carports, covered patios/walkways, residential additions under 500 square feet, detached accessory structures or replacement mobilehomes. It has been determined the above-named owner is exempt from paying school fees at this time due to the following reason: EXEMPTION NOT APPLICABLE This certifies that school facility fees imposed pursuant to Government Code 53080 in the amount of 11.58 1X1&589 lor$5,670.62 have been paid to D.S.0 S.D. for the property listed above and that building permits and/or Certificates of Occupancy for this square footage in this proposed project may now be issued. Fees Paid By Cherokee Homes Name on the check Telephone 34.5-6225 By James E. Lively Assistant Superintendent, Business Services. Fee collected /exempted by Shelley D. Bennett;` j Payment Rece%vec? -i :. Signature i-1 -Check Nfl. qc en Collector: Attach a copy of county or city plan check application form to district copy or alla: _waive Embossed Original- Building Dept./Applicant Copy - Applicant/Receipt Copy - Accounting I fZZMW A -W 'k OF ON of '14a (Quinta. in ' * b u*tb�$afjo' � 341*11-theith t tn� an This Certificate issued pursuant to the requirements of Section 306 of the Uniform Building: Code certifying that at the time of issuance this structure was in compliance with the various ordinances of the City regulating building construction or use. For the following: BUILDING ADDRESS -77-305 Loma Vista Use Classification Single Family Dwelling Bldg. Permit No. 11057 Group R3 - Type Construction VN Fire Zone Use Zone SR Owner of Building Don Howard Address 79-811 Country Club Drive City RPrmurla niinp-q- CA By: Lonnie Day 0—Date; January 21, 1993 Building Official POST IN A CONSPICUOUS PLACE z SHEET 1 CASS ROGERS -- CIVI.T. ENGINEER CONsuLTANT 875 'TAMARISK ROAD,. PALMY SPRINGS, Cel 92262 PHONE: (619) 323-8007 "STRUCTU,RAL CALCULATIONS LATERAL ANALYSIS FOR WIND AND SEISMIC.FORCES, INCLUDING OVERTURNING FOR FOUNDATIONS• CLIENT: PETER MINISTRELLI DEVELOPMENT 74-900 HIGHWAY 111, SUITE 113• INDIAN WELLS, CA 92210 PHONE: (619) 773-9888 SITE LOCATION: MOUNTAIN SHADOW DRIVE LA QUINTA, CA 92253 LEGAL i Q dpi E: �fpDESCRIPTION: LOT 4 Al,q ASSESSOR'S 4, V. Ncm ,..� PARCEL NO: N0. 37112 Exp. 6-30-92 DESIGN FOR LATERAL FORCES: ,4TE I V 1 `�0��\Q' F CAL SEISMIC: .(ZONE 4). V - ZX I'x C x W RW - = 9.4 x l x 2.75 x W 6 0.1833 W WIND: (70 MPH) P CexCgxgsxI =.,1.2 x 1.3 x 13 x 1 20.3 PSF CASSIE R., ROGERS,. R..C.Ef 37112 (EXP 6-3.0-92) DATE FOR SHEETS THROUGH SHEET Z BUILDING WEIGHTS TILE ROOF WITH CEILING TILE ROOF WITH STUCCO SOFFIT . TILE 10.0 PSF •TILE 10.0 PSF SHEATHING. 2.0-PSF SHEATHING 2.0,PSF FRAMING 4.0 PSF FRAMING 5.0 PSF INSULATION 1.0 PSF STUCCO 12.0 PSF . GYPSUM BOARD 2.0 PSF MISC- 1..0 PSF MISC 1.0 PSF TOTAL 30.0. PSV TOTAL .= 20.0 PSF TILE ROOF.ONLY/OVERHANG TILE 10.0 PSF SHEATHING' 2.0 PSF FRAMING- 3.0 PSF TOTAL 15.0 PSF EXTERIOR .WALL - STUCCO INTERIOR WALL STUCCO 12.0 PSF GYP BD/PL BOTH SIDE'4.:0.PSF FRAMING •3.0 PSF FRAMING 2.0 PSF INSULATION .1.,0 PSF TOTAL.= 6.0 PSF GYPSUM BOARD 2.0 PSF. TOTAL 18.0 PSF HOLDOWN SCHEDULE SHEET 2 BOLT -TYPE HOLDOWNS SIMPSON BOLT MIN CONNECT ALLOWABLE MODEL NO SIZE Do TO (MIN) TENSION HD2A 5/8" DIA 12" 1 STUD (.1 1/21"MIN) 1,970 LBS 2 STUDS (3" MIN) 3,27.0 LBS 4 x POST (3 1/2" MIN) 3,300 LBS HD5A 3/4" DIA 14" 2 STUDS (3" MIN) 4,385 LBS POST (3 1/2" MIN) 4-,670 LBS. HD7A 1 1/8" DIA 19" 2 STUDS (3" MIN) 7,570 LBS 4 x POST (3 1/211. MIN) 8,950, LBS .6 x POST -(5 1/2" MIN) 9,555 LBS HD20A 1 1/4" DIA 26" 4 X POST (3 1/2" MIN) 13,380 LBS - 6 x POST. (5 1/2" MIN)* 15,040 LBS CAST IN -CONCRETE -TYPE HOLDOWNS SIMPSON MINIMUM ALLOWABLE MODEL NO EMBEDMENT TENSION PAHD42 6" DEEP'.x 6" CLR 2,385 LBS EDGE INSTALLED MPAHD 8" DEEP x 7" CLR 2,760 LBS " HPAHD22 10" DEEP x 6.1/411. CLR _ 4,275 LBS PA18 4" 2,130 LBS INSTALLED 5" PA23 4" 3,200 LBS CLEAR OF EDGE PA28 4" 3,575 LBS of " PA35 4" 3,575 LBS of " HPA28 6" 4,320 LBS ". " HPA35 8 1/4" 5,220 LBS of SEE SIMPSON CATALOGUE FOR INSTALLATION REQUIREMENTS OF ALL HOLDOWNS FOUNDATION BOLT SHEAR VALUES FOR USE WITH 1 1/2"'PTDF SILL PLATE BOLT PARALLEL. PERPENDICULAR SIZE TO GRAIN TO GRAIN 1/2" DIA 841 LBS 565 LBS . 5/8" DIA 1,264 LBS 645 LBS. 3/4" DIA 1,699 LBS 718 LBS '7/8" DIA 21101 LBS 791 LBS 1" DIA 21467 LBS 864 LBS ' . NOTE_: A.3/4" DIA BOLT MAY BE USED IN PLACE OF 2 EACH f 1/2" DIA BOLTS -..' SHEET 3 OVERTURNING CALCULATIONS -PANEL NO: 1 INPUTS SEISMIC & WIND ANALYSIS -WALL NO: 1 = 4.5 FT ROOF 20.0 PSF EFFECTIVE SHEARWALL=20.50 LF = 10.0 FT SEISMIC C.= 0.1833 ITEM LOADS. WIDTH/HEIGHT 0.00 FT LENGTH ROOF -1 20.0 PSF. 14.00 FT 31.00 FT OVERHANG 30.0 PSF 1.50 FT`. 62.00 FT EXT -WALL 18.0 PSF 4.50 FT 59.00 LF INT WALL 6.0 PSF 5.00 FT 25.00 LF WIND -LOAD 20.3 PSF 10.00 FT 14.00 FT SEISMIC SHEAR = 152.0 PLF WIND SHEAR= .138.6 PLF USE TYPE;I SHEARWALL, ALLOWABLE= 18 0 PLF ITEM LOADS SHEET 3 OVERTURNING CALCULATIONS -PANEL NO: 1 INPUTS ITEM LOADS TRIB WIDTH/HGT PANEL WIDTH. = 4.5 FT ROOF 20.0 PSF 5.00 FT PANEL HEIGHT = 10.0 FT OVERHANG .30.0 PSF_ 1.50 FT PANEL.LOAD 152.0 LBS/FT FLOOR '0.0 PSF 0.00 FT ADDNL DL-PNL END = 500 LBS WALL 18.0 PSF 10.00 FT ADDNL DL -FTG END =1,000 LBS FOOTING WGT = 220 LBS/FT BOLT.SIZE _ '0.50 IN. DIA' DL REDUCTION = 0.66 ALLOWABLE SHEAR = 841 LBS FTG MOMENT = 0.0 FT -KIPS. NO BOLTS PER.PANEL 0.8 - HD -TENSION = 707 LBS, MAX.BOLT SPACING =.5.5.FT O.C. USE SIMPSON ��f%D 2 S'Tlips, OVERTURNING CALCULATIONS -PANEL NO: 1 INPUTS ITEM LOADS TRIB.WIDTH/HGT PANEL WIDTH " = 5.0 FT ROOF 20.0 PSF '5..00 FT PANEL HEIGHT = 10.0 FT OVERHANG 30.0 PSF 1.50 FT PANEL LOAD = 152.0,LBS/FT FLOOR 0.0 PSF, 0.00 FT. ADDNL DL-PNL END 500 LBS WALL 18.0 PSF 10.00 FT ADDNL DL -FTG END =1,000 LBS FOOTING WGT = 220 LBS/FT. BOLT SIZE 0.50 .IN DIA DL REDUCTION = 0.66 ALLOWABLE SHEAR _ 84.1' LBS FTG MOMENT 0.0 FT -KIPS NO BOLTS PER PANEL = 0.9 HD TENSION _ 654 LBS, MAX BOLT SPACING = 5.5 FT O.C. USE' SIMPSON OVERTURNING CALCULATIONS -PANEL NO: 1 INPUTS ITEM LOADS TRIB WIDTH_/HGT PANEL WIDTH = 11.0 FT ROOF 20.0 PSF 7.00 FT PANEL HEIGHT = 10.0 FT OVERHANG 30.0 PSF 1.50 FT PANEL LOAD = 152.0 LBS/FT FLOOR 0.0 PSF 0.00 FT ADDNL DL-PNL END = 500 LBS WALL 18.0 PSF. 10.00 FT ADDNL DL -FTG END =1,000 LBS FOOTING WGT = 220 LBS/FT BOLT SIZE 0.50 IN DIA DL REDUCTION = 0.66 ALLOWABLE SHEAR = 841 LBS FTG MOMENT 0.0.FT-KIPS. NO BOLTS PER PANEL 2.0 HD TENSION = 0 LBS, MAX BOLT SPACING 5..5 FT O.C.- TENSION IS. LESS THAN 500 LBS, HOLDOWN NOT REQUIRED. SHEET 4 SEISMIC &WIND ANALYSIS -WALL NO: 2 EFFECTIVE SHEARWALL= 3.50 LF SEISMIC C = 0.1833 ITEM,. LOADS FT WIDTH/HEIGHT' LENGTH ROOF -1 20.0 PSF 2.00 FT 96.00 FT OVERHANG 30.0 PSF 1.50 FT 34.00 FT EXT WALL 18.0 PSF 5.00 FT 37.00 LF INT WALL 6.0 PSF 5.00 FT 25.06 LF. OTHER 30.0 PSF 2.00 FT 7.00 FT WIND LOAD -20.3 PSF 13.00,FT 2.00 FT SEISMIC SHEAR = 516.9 PLF- WIND SHEAR= 150.8 PLF USE TYPE B SHEARWALL, ALLOWABLE=PLF OVERTURNING CALCULATIONS -PANEL NO: 2 INPUTS ANALYSIS -WALL NO: 3 ITEM LOADS TRIB WIDTH/HGT PANEL WIDTH = 3.5 FT ROOF 20.0 PSF 22.50 FT PANEL HEIGHT = 10.0 FT OVERHANG .30.0 PSF 1.50 FT PANEL LOAD = 516.9 LBS/FT FLOOR 0.0 PSF 0.00 FT ADDNL DL-PNL ENDS= 500 LBS- WALL 18.0 PSF 10.00 FT ADDNL.DL-FTG END =1,000 LBS WIND SHEAR= 548.1 PLF FOOTING WGT =:,220 LBS/FT BOLT SIZE _ D.50 IN DIA DL REDUCTION = 0.66 ALLOWABLE'SHEAR = 841 LBS FTG MOMENT . = 3.9 FT -KIPS NO BOLTS PER PANEL = 2.2 HD TENSION = 4,059 L S, MAX BOLT SPACING = 1.6 FT 0. C. :. USE SIMPSON '3TYJaS SEISMIC & WIND ANALYSIS -WALL NO: 3 ITEM LOADS EFFECTIVE SHEARWALL= 4.50 LF SEISMIC C = 0.1833 ITEM LOADS WIDTH/HEIGHT LENGTH ROOF -1- 20.0 PSF 12.00 FT 29.00 FT OVERHANG 30.0 PSF 1.50 FT -56.00 FT EXT WALL 18.0 PSF 5.00 FT 53.00 LF WIND LOAD 20.3 PSF 9.00 FT 13.50 FT SEISMIC SHEAR = 580.5 PLF WIND SHEAR= 548.1 PLF USE TYPE I- SHEARWALL,. ALLOWABLE= aOO PLF LBS/FT OVERTURNING CALCULATIONS -PANEL NO: 3 INPUTS ITEM LOADS TRIB WIDTH/HGT PANEL.WIDTH = 1.5 FT ROOF 20.0-PSF 4.00 FT PANEL HEIGHT = 8.0 FT OVERHANG 30.0 PSF 1.50 FT PANEL LOAD = 580.5 LBS/FT FLOOR 0.0 PSF 0.00 FT ADDNL DL-PNL END = 500 LBS WALL 18.0 PSF 10.00 FT ADDNL DL -FTG END =1,000 LBS FOOTING WGT = 220 LBS/FT BOLT SIZE 0.50 IN DIA DL REDUCTION = 0.66 ALLOWABLE SHEAR 841 LBS FTG MOMENT = 2.0 FT -KIPS NO BOLTS PER PANEL = 1.0 HD TENSION = 4,163 LBS, MAX BOLT SPACING = 1.4 FT O.C. USE SIMPSON SEL BEAov� C'ALCtJC. A T/OiIJ LCJ B-- / 0 Owl 5 OVERTURNING CALCULATIONS -PANEL 90: 4 f SHEET SEISMIC & WIND ANALYSIS -WALL NO: 4 TRIB WIDTH/HGT PANEL WIDTH EFFECTIVE SHEARWALL=20.00 LF SEISMIC C = 0.1833 ITEM LOADS WIDTH/HEIGHT LENGTH ROOF -1 20.0 PSF 19.00 FT 94.00 FT OVERHANG 30.0 PSF 1.50 FT 42.00 FT EXT WALL 18.0 PSF 5.00 FT 39.00 LF INT WALL 6.0 PSF 5.00 FT .100.00 LF WIND LOAD 20.3 PSF 13.50 FT 18.00 FT SEISMIC SHEAR = 404.4 PLF WIND SHEAR= 246.6 PLF USE TYPE.6 SHEARWALL, ALLOWABLE= ,$"- PLF = 220 OVERTURNING CALCULATIONS -PANEL NO: 4 = 0.50 IN DIA INPUTS ITEM LOADS TRIB WIDTH/HGT PANEL WIDTH = 5.0 FT ROOF 20.0 PSF 4.00 FT PANEL HEIGHT = 10.0 FT OVERHANG 0.0 PSF 0.00 FT PANEL LOAD = 404..'4 LBS/FT FLOOR 0.0 PSF 0.00 FT ADDNL'DL-PNL END =. 250 LBS WALL. 6.0 PSF 10.00 FT ADDNL DL -FTG END =1,000 LBS' 7 FOOTING WGT = 220 LBS/FT BOLT SIZE = 0.50 IN DIA DL REDUCTION = 0.66 ALLOWABLE SHEAR = 841 LBS FTG MOMENT _. 4.0 -FT -KIPS NO BOLTS PER PANEL = 2.4 HD TENSION = 3,648S, F.- MAX BOLT SPACING = 2.1 FT O.C. USE SIMPSON PANEL WIDTH . Owl 5 OVERTURNING CALCULATIONS -PANEL 90: 4 INPUTS ITEM LOADS TRIB WIDTH/HGT PANEL WIDTH = 8.5 FT ROOF 20.0 PSF ' 4.00 FT PANEL HEIGHT 10.0 FT OVERHANG 0.0 PSF 0.00 FT* PANEL LOAD 404.4 LBS/FT FLOOR 0.0 PSF 0.00 FT ADDNL DL-PNL END = 250 LBS WALL '6.0 PSF 10.00 FT ADDNL DL -FTG END =1,000 LBS FOOTING WGT = 220 LBS/FT BOLT SIZE = 0.50 IN DIA DL REDUCTION = 0.66 ALLOWABLE SHEAR = 841 LBS FTG MOMENT = 4.0 FT -KIPS NO BOLTS PER PANEL 4.1 HD TENSION = 3,486 BS, MAX BOLT SPACING = 2.1 FT O.C. USE SIMPSON 7 OVERTURNING CALCULATIONS -PANEL NO: 4 INPUTS ITEM LOADS TRIB WIDTH/HGT PANEL WIDTH = 6.5 FT ROOF 20.0-PSF 15.00 FT PANEL HEIGHT = 10.0 FT OVERHANG 0.0 PSF 0.00 FT. PANEL LOAD - = 404.4 LBS/FT FLOOR 0:0 PSF 0.60 -FT ADDNL DL-PNL END = '250 LBS WALL 6.0 PSF 10.00 FT ADDNL DL -FTG END =1,000. LBS FOOTING WGT = 220 LBS/FT BOLT SIZE = 0.50.IN DIA DL REDUCTION = 0.66 ALLOWABLE SHEAR = 841 LBS FTG MOMENT = 2.7 FT -KIPS NO BOLTS PER PANEL = 3.1 HD TENSION = 3,106 BS, MAX BOLT SPACING = 2.1 FT-O.C. USE SIMPSON SHEET `W SEISMIC & WIND ANALYSIS-WALL NO: 5 EFFECTIVE SHEARWALL=19:50 LF SEISMIC C ='0.1833 • ITEM LOADS WIDTH/HEIGHT LENGTH ROOF-1 20.0 PSF 13.00 FT 7.4.00 FT ROOF-2 30.0 PSF 10.00 FT 16.00 FT OVERHANG 30.0 PSF 1.50 FT -.32.00 FT EXT WALL 18.0 PSF 5.00 FT 60.;00 LF INT WALL: 6.0 PSF 5.00 FT 50.00 LF WIND LOAD 20.3 PSF 14.00 FT 13.00 FT SEISMIC SHEAR = 304.4 PLF WIND SHEAR= 189.5 P•LF USE TYPESHEARWALL, .ALLOWABLE= $S? PLF OVERTURNING CALCULATIONS-PANEL NO: 5 INPUTS ITEM LOADS TRIB WIDTH/HGT PANEL WIDTH = 7.0 FT ROOF 20.0-PSF 4.00 FT PANEL HEIGHT = 10,0'FT OVERHANG 0.0 PSF 0.00 FT PANEL-LOAD 304.4 LBS/FT FLOOR 0.0 PSF ' 0.00 FT ADDNL.DL-PNL END 250 LBS WALL 6.0.PSF 10.00 FT ADDNL DL-FTG END =1,000 LBS FOOTING"WGT = 220 LBS/FT BOLT SIZE = 0.50 IN DIA• DL REDUCTION _. 0.66 ALLOWABLE"SHEAR = 841 LBS FTG MOMENT _ 0.8 FT-KIPS NO BOLTS PER PANEL = 2.5 " -HD TENSION = 2,555 LBS, MAX BOLT SPACING = 2.8 FT 0. C.. USE SIMPSON11i?_9,yD2Z 2 sinavS. OVERTURNING CALCULATIONS-PANEL NO: 5 INPUTS A• ITEM LOADS. TRIB WIDTH/HGT PANEL WIDTH = 12.5 FT: ROOF 20:0 PSF 4.00 FT PANEL HEIGHT = 10.0 FT OVERHANG '0.O PSF 0.00 FT PANEL LOAD = 304.4-L9S/FT FLOOR 0.0 PSF 0=.00 FT ADDNL DL-PNL END = 250 LBS WALL 6.0,PSF' 10.00 FT DL-,FTG ADDNL DL-FTG END =1,000 LBS FOOTING = 220 LBS/FT BOLT SIZE = 0.50 IN DIA DL.REDUCTION = 0.66 ALLOWABLE SHEAR = 841 LBS FTG MOMENT.' = 0.0 FT-KIPS NO BOLTS PER PANEL = 4.5 HD TENSION ;• 2,301 LBS, MAX BOLT SPACING 2.8 FT-O.C. USE SIMPSON fiPA 6ih7-Z SEISMIC & WIND ANALYSIS -WALL, NO: 6 EFFECTIVE SHEARWALL= 6.00 LF SEISMIC C = 0.1833 ITEM LOADS WIDTH/HEIGHT LENGTH ROOF -1 .20.0 PSF 9.00 FT 40.00 FT ROOF -2 30.0 PSF 9.00 FT 30.00 FT OVERHANG 30.0 PSF 1.50 .FT 18..00 FT EXT WALL 18.0 PSF 5.00 FT 30.00 LF INT WALL 6.0 PSF 5.00 FT 25.00 LF WIND LOAD 20.3 PSF 14.00 FT 9.00 FT .SEISMIC SHEAR = 597.6 PLF WINQ SHEAR= 426..3 PLF USE. TYPE r SHEARWALL, ALLOWABLE=PLF = 4,077 L S, OVERTURNING CALCULATIONS -PANEL NO: INPUTS PANEL WIDTH = 6.0 FT PANEL HEIGHT = 10.0 FT PANEL LOAD 597.6 LBS/FT. ADDNL DL-PNL END = 500 LBS ADDNL DL -FTG END =1,000 LBS FOOTING WGT 220. LBS/FT' DL REDUCTION = 0.66 WALL FTG MOMENT = 9.5 FT -KIPS HD TENSION - 5, 68 LBS, USE SIMPSON. 10.00 LF WIND LOAD SEISMIC & WIND ANALYSIS -WALL NO: 7 SHEET 6 SHEARWALL= 6.75 LF. SEISMIC C = 0.1833 ITEM LOADS TRIB WIDTH/HGT ROOF 20.0 PSF 4.00 FT OVERHANG 0.0 PSF 0.00 FT FLOOR 0.0 PSF 0._00 FT WALL 6.0 PSF 10.00 FT BOLT SIZE = 0.50 IN DIA ALLOWABLE SHEAR 841 LBS NO BOLTS PER PANEL = 4.3 MAX BOLT SPACING = 1.4 FT O.C. . EFFECTIVE SHEARWALL= 6.75 LF. SEISMIC C = 0.1833 ITEM LOADS WIDTH/HEIGHT LENGTH ROOF -1 20.0 PSF 9.00 FT 24.00 FT ROOF -2 30.0 PSF 6.00 FT 58.00 FT' OVERHANG 30.0 PSF 1.50 FT 9.00 FT EXT.WALL 18.0 PSF 5.00 FT 34.00 LF INT WALL 6.0 PSF 5.00 FT 10.00 LF WIND LOAD 20.3 PSF 14.00'FT 9.00 FT SEISMIC SHEAR,= 503.1 PLF WIND SHEAR= 378.9 PLF USE TYPE__e SHEARWALL, ALLOWABLE= s$ PLF OVERTURNING CALCULATIONS -PANEL NO: 7 INPUTS ITEM LOADS TRIB.WIDTH/HGT PANEL WIDTH = 6.8 FT ROOF 20.0 PSF 2.00 FT PANEL HEIGHT = 10.0 FT OVERHANG 30.0 PSF 2.00 FT PANEL LOAD =503.1 LBS/FT FLOOR 0.0 PSF 0.00 FT ADDNL DL-PNL END = 500 LBS WALL 18.0 PSF 10.00 FT ADDNL DL -FTG END =1,000 LBS FOOTING WGT _ 220 LBS/FT BOLT SIZE = 0.50 IN DIA DL REDUCTION 0.66 ALLOWABLE SHEAR = 841 LBS FTG MOMENT = 6.0 FT -KIPS NO BOLTS PER PANEL 4.0 HD TENSION = 4,077 L S, MAX BOLT SPACING = 1.7 FT O.C. USE SIMPSON SHEET . 9. SEISMIC & WIND ANALYSIS -WALL. NO: 8 EFFECTIVE SHEARWALL= 3.00 LF SEISMIC C 0.18'33 ITEM LOADS WIDTH/HEIGHT LENGTH ROOF -1 20.0 PSF 5.00.FT� 13.00 FT ROOF -2 30.0 PSF 5..00 FT 20.00 FT OVERHANG 30.0 PSF 1.50 FT 36.00 FT EXT'WALL 18.0 PSF 5.00 FT 20.00 LF WIND.LOAD 20.3 PSF 12.00 FT 6.50 FT SEISMIC SHEAR 471.7 PLF WIND SHEAR= 527.8 PLF USE TYPE_-SHEARWALL, ALLOWABLE=S�PLF_ OVERTURNING CALCULATIONS -PANEL NO: 8 INPUTS ITEM LOADS TRIS WIDTH/HGT PANEL WIDTH = 1.5 FT ROOF 2D.0.PSF 2.00 FT. PANEL HEIGHT = 6.5 FT OVERHANG 30.0 PSF 1.50 FT PANEL LOAD = 527.8 LBS/FT FLOOR 0..0 PSF 0.00 FT. ADDNL DL-PNL END 500 LBS WALL 18.0 PSF 10.00. FT ADDNL DL -FTG END =1,000 LBS FOOTING WGT. _ .220 LBS/FT BOLT SIZE = 0.50 IN DIA DL REDUCTION __ 0.66 ALLOWABLE SHEAR = 841.'LBS FTG MOMENT = 1..1 FT -KIPS NO BOLTS PER PANEL = 0.9 HD TENSION'. 2,970 LBS,. MAX BOLT SPACING 1.6 FT O.C.. -USE SIMPSON%iq�Z S Tl/fJ� SHEET IO .SEISMIC & WIND ANALYSIS -WALL NO: 9 EFFECTIVE SHEARWALL=39.50 LF SEISMIC C = 0.1833 ITEM LOADS WIDTH/HEIGHT LENGTH ROOF -1 20.0 PSF. 15.00 FT 68.00 FT OVERHANG 30.0 PSF 1.50 FT 101.00 FT EXT WALL 18.0 PSF 5.00 FT 98.00 LF INT WALL 6.0 PSF 5.00 FT •50.00 LF WIND LOAD 20.3 PSF 10.00 FT 15.00 FT SEISMIC SHR = 163.6 PLF WIND SHEAR= 77.1 PLF USE TYPE ./5- SHEARWALL, ALLOWABLE= PLF OVERTURNING CALCULATIONS -PANEL NO: 9 INPUTS ITEM LOADS TRIB WIDTH/HGT 'PANEL WIDTH = 4.5 FT ROOF 20.0 PSF 7.00 FT PANEL HEIGHT = 10.0 FT OVERHANG 30.0-PSF 1.50 FT PANEL LOAD = 163.6 LBS/FT FLOOR 0;0 PSF 0.00 FT ADDNL DL-PNL END 500 LBS WALL 18.0 PSF 10.00 FT' ' ADDNL°DL-FTG END =1,000 LBS. FOOTING WGT = 220 LBS/FT BOLT SIZE = 0.50. -IN DIA DL REDUCTION - 0.66 'ALLOWABLE SHEAR = 841 LBS FTG MOMENT _. 0.0 FT -KIPS NO BOLTS PER PANEL = 0.9 HD TENSION= 76 LBS, USE SIMPSON /(% �' �DrI�JDeNSa�� MAX BOLT SP CING = 5. 1. FT O.C. � ®�e OVERTURNING CALCULATIONS -PANEL NO: 9 INPUTS ITEM " LOADS TRIB WIDTH/HGT PANEL WIDTH = 5.5 FT ROOF 20.0 PSF, 16.00 FT PANEL HEIGHT = 10.0 FT OVERHANG. 30.*0 PSF 1.50 FT PANEL LOAD = 163.6 LBS/FT FLOOR O.O. PSF. 0.00 FT ADDNL DL-PNL END = 500 LBS WALL 18.0 PSF 10.00 FT ADDNL DL -FTG -'END =1,000 LBS FOOTING WGT _ 220 LBS/FT BOLT SIZE .' =.0.50'IN DIA DL REDUCTION. = 0.66 ALLOWABLE SHEAR = 841 LBS FTG MOMENT = 0.0 FT -KIPS NO BOLTS PER PANEL 1.1 HD TENSION 317 LBS, MAX BOLT SPACING 5.1 FT O.C. TENSION IS LESS THAN 500 LBS; HOLDOWN NOT REQUIRED. OVERTURNING CALCULATIONS -PANEL NO: 9 INPUTS ITEM LOADS' TRIB WIDTH/HGT PANEL WIDTH = 7.0 FT ROOF 20.0 PSF 16.00 FT PANEL HEIGHT = 10.0 FT OVERHANG 30.0 PSF 1.50 FT PANEL LOAD = 163.6',LBS/FT FLOOR 0.0 PSF 0.00 FT ADDNL DL-PNL END _ 500 LBS WALL 18..0 PSF 10.00 FT ADDNL DL -FTG END =1,000 LBS FOOTING WGT = 220 LBS/FT BOLT SIZE = 0.50 INDIA DL REDUCTION = 0.66 ALLOWABLE'SHEAR = 841 LBS FTG MOMENT = 0.0 FT -KIPS NO BOLTS PER PANEL =. 1.4 HD TENSION _ 48 LBS, MAX BOLT SPACING =:5.1 FT O.C. TENSION IS LESS THAN 500 LBS,.HOLDOWN NOT REQUIRED. • g OVERTURNING CALCULATIONS-PANEL NO: 9 INPUTS ITEM LOADS TRIB WIDTH/HGT PANEL WIDTH = 11.0 FT ROOF .20.0 PSF 16.00 FT PANEL HEIGHT = 10.0 FT OVERHANG 30.0 PSF 1.50 FT PANEL LOAD = 163.6 LBS/FT FLOOR 0:0 PSF 0.00 FT ADDNL DL-PNL END = 500 LBS WALL .18.0 PSF 10.00 FT ADDNL DL-FTG END =1,000 LBS FOOTING WGT,' _ 220 LBS/FT BOLT SIZE = 0.50 IN DIA DL REDUCTION = 0:66 ALLOWABLE SHEAR = 841 LBS FTG MOMENT = 0.0 FT-KIPS -NO BOLTS-PER PANEL =. 2.1 HD TENSION = 0 LBS, MAX BOLT SPACING = 5.1 FT O.C.- TENSION IS LESS THAN 500 LBS, HOLDOWN NOT REQUIRED. OVERTURNING CALCULATIONS-PANEL NO: 9 INPUTS ITEM LOADS TRIB WIDTH/HGT ' PANEL WIDTH = 11.5 FT ROOF 20.0 PSF 5.00 FT PANEL HEIGHT = 10.0 FT OVERHANG 30.0 PSF 1.50 FT PANEL LOAD = 163.6 LBS/FT FLOOR 0.0 PSF 0.00 FT ADDNL DL-PNL END = 500 LBS WALL 18.0 PSF. 10.00 FT ADDNL DL-FTG END =1,000 LBS FOOTING WGT = 220 LBS/FT BOLT SIZE. 0.50 IN DIA DL REDUCTION = 0.66 ALLOWABLE SHEAR = 841 LBS FTG MOMENT = 0.0 FT-KIPS NO BOLTS PER PANEL = 2.2 HD TENSION = 73 LBS, MAX BOLT SPACING =.5.1 FT O.C. TENSION IS LESS THAN 500 LBS, HOLDOWN NOT REQUIRED. SEISMIC & WIND ANALYSIS -WALL NO: 10 EFFECTIVE SHEARWALL=34.50 LF SEISMIC C.= 0.1833 ITEM LOADS WIDTH/HEIGHT LENGTH ROOF -1 20.0 PSF 34.00 FT 50.00 FT ROOF -2 30.0 PSF 7.50 FT 52.00 FT OVERHANG 30.0 PSF 1.50 .FT 92.00 FT EXT WALL 18.0 'PSF 5.00 FT 105.00 LF INT WALL 6.0 PSF 5.00 FT 100.00 LF WIND LOAD 20.3 PSF 15.00 FT 34.00 FT SEISMIC SHEAR_= 330.9 PLF WIND SHEAR= 300.1 PLF USE TYPE 6 SHEARWALL, ALLOWABLE= 'S�S_Z PLF OVERTURNING CALCULATIONS -PANEL NO: INPUTS PANEL WIDTH = 3.0 FT PANEL HEIGHT = 10.0 FT PANEL LOAD 330.9 LBS/FT ADDNL DL-PNL-END = 500 LBS ADDNL DL -FTG END =1,000 LBS FOOTING WGT = 220 LBS/FT DL REDUCTION =..0.66 FTG MOMENT = 1.4 FT -KIPS HD TENSION = 2,678 BS, USE' SIMPSON }�P��j02 Z 2- S7 OVERTURNING CALCULATIONS -PANEL NO: INPUTS PANEL WIDTH = 5.5 FT PANEL HEIGHT = 10.0 FT PANEL LOAD = 330.9 LBS/FT ADDNL DL-PNL END = 500 LBS ADDNL DL -FTG -END =1,000 LBS . -FOOTING WGT = 220 LBS/FT DL REDUCTION = 0.66 FTG MOMENT = 0.4 FT -KIPS HD TENSION = 2,281 S, USE SIMPSON z STU OVERTURNING CALCULATIONS -PANEL NO: INPUTS PANEL WIDTH = 13.0 FT PANEL HEIGHT = 10.0 FT . PANEL LOAD = 330.9 LBS/FT ADDNL DL-PNL END = 250 LBS ADDNL DL -FTG END,=1,000 LBS FOOTING WGT 220 LBS/FT .DL REDUCTION = 0.66 FTG MOMENT 0.0 FT -KIPS HD TENSION_ = 160 LBS, USE SIMPSON R,4w>4`1 10 ITEM ROOF OVERHANG FLOOR WALL `R, SHEET /2-- LOADS Z LOADS TRIB WIDTH/HGT 20.0 PSF 4.00 FT 30.0 PSF 1.50 FT 0.0 PSF 0.00 FT 18.0 PSF 10.00 FT. BOLT SIZE 0.50 IN DIA ALLOWABLE SHEAR = 841 LBS NO BOLTS PER PANEL= 1.2 MAX BOLT SPACING = 2.5 FT O.C. ITEM LOADS TRIB WIDTH/HGT ROOF 20.0 PSF 5.00 FT OVERHANG 30.0 PSF 3.501T FLOOR 0.0 PSF 0.00 FT WALL. 18.0 PSF 10.00' FT BOLT SIZE = 0.50 IN DIA ALLOWABLE SHEAR = 841 LBS NO BOLTS PER PANEL = 2.2 MAX BOLT SPACING = 2.5 FT O.C.. QS 10 ITEM LOADS .. TRIB WIDTH/HGT ROOF 20.0 PSF 15.00 FT OVERHANG 0.0 PSF 0.00 FT FLOOR 0..0 PSF 0.00 FT WALL 64 PSF 10.00 FT BOLT SIZE = 0.50 IN DIA ALLOWABLE SHEAR = 841. LBS NO BOLTS PER PANEL 5.1 MAX BOLT SPACING = 2.5 -FT O.C. SEISMIC & WIND`ANALYSIS -WALL. NO: 11 SHEET I3 EFFECTIVE SHEARWALL=24.50 LF SEISMIC C = 0.1833 ITEM LOADS WIDTH/HEIGHT LENGTH ROOF -1 .20.0 PSF 32.50 FT 40.00 FT ROOF -2 30.0 PSF 15.00 FT 36.00 FT OVERHANG 30.0 PSF 1.50 -FT 48.00 FT .EXT WALL 18.0 PSF 5.00 FT 100.00 LF INT WALL 6.0 PSF 5.00 FT 50:00 LF WIND LOAD 20.3 PSF 15.00 FT 32.50 FT SEISMIC SHEAR 410.4 PLF WIND SHEAR= 403.9 PLF USE TYPE_ig SHEARWALL, ALLOWABLE= PLF OVERTURNING CALCULATIONS -PANEL NO: 11 INPUTS. ITEM LOADS TRIB WIDTH/HGT PANEL WIDTH 11.0. FT ROOF. 20.0 PSF.. 14.00 FT PANEL HEIGHT. 10.0 FT OVERHANG 0.0 PSF 0.00 FT PANEL LOAD = 410.4 LBS/FT FLOOR 0.0 PSF 0.00 FT ADDNL.DL-PNL END = 250 LBS WALL 6.0 PSF .10.00 FT ADDNL DL -FTG END =1,000 LBS FOOTING WGT = 220 LBS/FT BOLT SIZE =.0.50 IN DIA DL REDUCTION = 0.66 ALLOWABLE SHEAR = 841 LBS FTG MOMENT = 0.0 FT -KIPS NO BOLTS PER PANEL = 5.4 HD, HD TENSION = 2,705 L S, MAX BOLT SPACING = 2.0 FT O.C. USSIMPSON OVERTURNING CALCULATIONS -PANEL NO: 11 INPUTS ITEM LOADS TRIB WIDTH/HGT PANEL WIDTH = 13.5 FT ROOF 20.0 PSF 14.50 FT PANEL HEIGHT = 10.0 FT OVERHANG 30.0 PSF 1.50 FT PANEL LOAD = 410.4 LBS/FT FLOOR 0.0 PSF 0.00 FT ADDNL DL-PNL END = 500 LBS WALL 18.0 PSF 10.00 FT. ADDNL DL -FTG END =1,000 LBS FOOTING.WGT. = 220 LBS/FT BOLT SIZE 0.50 IN DIA DL REDUCTION = 0.66 ALLOWABLE SHEAR 841 LBS FTG MOMENT = 0.0 FT -KIPS NO BOLTS PER PANEL = 6.6 HD TENSION = 1,480 BS, MAX BOLT SPACING = 2:0`FT O.C. USE SIMPSONy0,4 j> Z y SHEET I¢ SEISMIC & WIND ANALYSIS -WALL NO: 12 EFFECTIVE SHEARWALL=17.00 LF. SEISMIC C = 0.1833 ITEM LOADS WIDTH/HEIGHT LENGTH ROOF -1 20.0 PSF 14.50 FT 35.00 -FT ROOF -2 30.0 PSF 5.00 FT 10.00 FT OVERHANG 30.0 PSF 1.50 FT 70.00 FT EXT WALL 18.0 PSF 5.00 FT 64..00 LF INT WALL 6•.0 PSF 5.00 FT 15.00 LF WIND LOAD 20.3 PSF- 11.00 FT 14.50 FT SEISMIC SHEAR = 226.5 PLF WIND SHEAR= 190.5 PLF USE TYPE,&_SHEARWALL, ALLOWABLE= S5 Z PLF OVERTURNING CALCULATIONS -PANEL NO: 12 INPUTS ITEM LOADS TRIB WIDTH/HGT PANEL•WIDTH = 8.0 FT ROOF 20.0 PSF 14.00 FT PANEL HEIGHT = 10.0 FT OVERHANG 30.0 PSF 1.50 FT PANEL LOAD 226.5 LBS/FT FLOOR 6.0 PSF 0.00 FT ADDNL DL-PNL_END = 500 LBS WALL 18.0 PSF 10..00 FT, ADDNL DL -FTG END =1,000 LBS FOOTING WGT = 220 LBS/FT BOLT,:SIZE = .0. 50 INDIA DL REDUCTION =.-0.66 ALLOWABLE SHEAR = 841.LBS FTG MOMENT = 0.0 FT -KIPS NO -BOLTS PER PANEL _, 2.2. HD TENSION = 602 LBS, MAX BOLT SPACING = 3.7 FT O.C. USE SIMPSON. OVERTURNING CALCULATIONS-PANEL.NO: 12 INPUTS ITEM LOADS TRIB WIDTH/HGT PANEL WIDTH _" 9..0.FT ROOF 20.0 PSF 4.00 FT PANEL HEIGHT = 10.0 FT OVERHANG 30.0 PSF 1.50 FT PANEL LOAD =226.5 LBS/FT FLOOR 0.0 PSF 0.00 FT ADDNL:DL-PNL END.= -500 LBS WALL 18.0 PSF 10.00 FT ADDNL DL -FTG END =1,000 LBS . FOOTING WGT = 220 LBS/FT BOLT SIZE = 0.50 IN DIA DL REDUCTION, _ 0.66 ALLOWABLE SHEAR = 841 LBS FTG MOMENT _ 0.0 FT -KIPS NO BOLTS PER PANEL = 2.4.... HD TENSION = 1,030 LBS, MAX BOLT SPACING = 3.7 FT O.C. USE SIMPSON t , WB -1 1 EACH 1 3/4 x 18 MICRO -LAM BEAM CANTILEVER-PT-LOAD- ANTILEVER-PT LOAD - 1.75 1.75 x 18 NET SIZE) CANTILEVER SHEAR BEAM LOADS: ITEM LIVE LOAD DEAD LOAD TRIB WD/HGT TRIB LENGTH SEISMIC/WIND.%600.0 PSF 1.0 PSF 1.00 FT 1.50 FT SPAN = 8.00 FT SEC MODULUS= 94.50 IN -3 LL DEFL = 0.16 IN. LIVE LOAD = 900 LBS MOM OF INER= 860.50 IN -4 Allowable = 0.27 IN DEAD LOAD = 2 LBS: MOD OF ELAS= 2.0 E-6'PSI Ratio = L/615 BEAM WEIGT= -0.0 PLF. MOMENT =7,212 FT -LBS DL_DEFL = 0.00 TOTAL LOAD= 902 LBS BENDING FS = 916 PSI LL+DL DEFL = 0.16 IN' HOR SHEAR = 43 PSI Allowable = 2,800 PSI Allowable = 0.40 IN .. Allowable = 285 PSI �R-1 902 LBS.. Ratio = L/614 SHEET SPECIFICATIONS 1. THESE CALCULATIONS WERE PREPARED FROM DRAWINGS FURNISHED TO THE ENGINEER. ANY SUBSTITUTIONS OR ADDITIONS NOT SHOWN ON THE DRAWINGS FURNISHED TO THE ENGINEER SHALL BE THE RESPONSIBILITY OF THE OWNER OR CONSTRACTOR. THIS REPORT SHALL NOT BE CONSIDERED VALID UNTIL REVIEWED AND APPROVED BY THE DEPARTMENT OF BUILDING AND SAFETY. 2. A PERMIT SHALL BE OBTAINED FROM THE DEPARTMENT OF BUILDING AND SAFETY PRIOR TO COMMENCEMENT OF CONSTRUCTION. 3. ALL CONSTRUCTION SHALL CONFORM TO THE UNIFORM BUILDING CODE, 1988 EDITION, STATE AND LOCAL ORDINANCES. 4. THE OWNER SHALL BE RESPONSIBLE TO SELECT A CONTRACTOR THAT HAS A WORKING KNOWLEDGE OF THE UNIFORM BUILDING CODE. THE CONTRACTOR SHALL ALSO BE RESPONSIBLE TO USE SUB -CONTRACTORS AND CONSTRUCTION PERSONNEL THAT HAVE A WORKING KNOWLEDGE OF THE UNIFORM BUILDING CODE. 5. ALL SHEARWALLS SHALL BE CONTINUOUS FROM THE FOUNDATION SILL TO THE ROOF SHEATHING. ADEQUATE SHEAR CONNECTIONS SHALL BE PROVIDED BETWEEN THE ROOF SHEATHING AND SHEARWALL. ALL PLYWOOD SHEARWALLS SHALL BE BLOCKED WITH 2 x _ OR 4 x _ BLOCKING. SEE PLYWOOD AND SHEARWALL SCHEDULE FOR DETAILS. 6. ALL SHEARWALLS SHALL BE SUPPORTED BY A BEARING WALL FOOTING WITH 14 RE - BAR TOP AND BOTTOM. WHERE OVERTURNING MOMENT OF SHEARWALL EXCEEDS 4.4 FOOT -KIPS, ADDITIONAL RE -BAR SHALL BE ADDED TOP AND BOTTOM TO 10 FEET BEYOND EACH END OF THE SHEARWALL. 7. SHEARWALLS SHALL BE CONTINUOUS BETWEEN HOLDOWNS, ESPECIALLY THROUGH CONNECTING WALLS. WHERE NECESSARY, THE SHEAR PANELING SHALL BE INSTALLED PRIOR TO FRAMING A CONNECTING WALL INTO THE SHEARWALL. 8. THE HORIZONTAL LENGTH OF EACH SHEARWALL SHALL NOT BE LESS THAN SHOWN ON THE SHEARWALL SCHEMATIC IN THIS REPORT. 9. WHERE HOLDOWNS ARE LOCATED ON WOOD FLOORING WHICH RESTS ON CONCRETE OR MASONRY FOUNDATION, THE STUDS FOR CONNECTION TO THE HOLDOWNS SHALL EXTEND THROUGH THE FLOORING TO THE PTDF SILL ON TOP OF THE FOUNDATION. 10. WHERE TWO DIFFERENT LEVELS OCCUR ON THE ROOF STRUCTURE, THESE LEVELS SHALL BE TIED TOGETHER WITH THE SAME ROOF SHEATHING AND NAILING AS THE ROOF. IF THE SAME BLOCK FOR THE HORIZONTAL AND VERTICAL SHEATHING IS USED FOR BOUNDARY NAILING, IT SHALL BE A 4 x 4 MINIMUM. IF DIFFERENT BLOCKS FOR THE HORIZONTAL AND VERTICAL SHEATHING ARE USED, THEY SHALL BE TIED TOGETHER WITH 16d NAILS AT 6" O.C. OR SIMPSON A35 - A35F FRAMING ANCHORS AT 24" O.C. 11. NAILING SHALL CONFORM TO U.B.C. TABLE 25-Q EXCEPT WHERE STRUCTURAL NAILING IS CALLED FOR ON -PLYWOOD SHEARWALLS, ROOF AND FLOOR SHEATHING. 12. ALL BEAMS AND HEADERS SHALL BE ADEQUATELY CONNECTED TO SUPPORT POSTS BY USE OF COLUMN CAPS OR HEADER FRAMING. SEE DETAILS PROVIDED IN THE PLANS OR THIS REPORT. SHEET '26 13. UNLESS OTHERWISE SPECIFIED, ALL GLU-LAM BEAMS SHALL MEET THE FOLLOWING SPECIFICATIONS: CONDITIONS OF USE: DRY SPECIES: OUTER/CORE = DF/DF APPLICABLE UBC STANDARD: SYMBOL 24F -V8 STRESS REQUIREMENTS Fb 2,400 PSI, Fv = 165 PSI SERVICE TEMPERATURE: LESS THAN 150 DEGREES FAHRENHEIT 14. WHEN 2 OR MORE MICRO -LAM BEAMS ARE USED TO CONSTITUTE A COMPOSITE BEAM, THEY SHALL BE NAILED TOGETHER IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS. THE FOLLOWING SIZES REQUIRE LATERAL BRACING'ALONG THE SPAN: 1 EACH 1 3/4" x 7 1/4" to 1 3/4" x 18" 2 EACH 1 3/4" x 16" to 1 3/4" x 18" 3 EACH NOT REQUIRED UP TO 18" 15. ALL SIMPSON STRONG TIE METAL CONNECTORS AND HOLDOWNS SHALL BE USED AS DIRECTED IN THIS REPORT AND AS SHOWN ON THE PLANS. ANY SUBSTITUTIONS USED MUST HAVE THE IDENTICAL STRENGTH VALUE OR BETTER'THAN THAN THOSE SHOWN IN THE CURRENT SIMPSON CATALOG AND MUST BE VERIFIABLE BY I.C.B.O. REPORTS. 16. ALL BOLT HOLES SHALL BE ACCURATELY DRILLED. A FLAT WASHER SHALL BE INSTALLED BETWEEN WOOD AND ALL BOLT HEADS AND NUTS. 17. STUCCO, BEING USED AS SHEARWALL, SHALL BE CONSTRUCTED IN CONFORMANCE WITH U.B.C. 47-I-1, AS FOLLOWS: A. 18 GAUGE STEEL WIRE HORIZONTAL AT 6" O.C. STRETCHED AND NAILED AT A MINIMUM OF 24" O.C. (NOT REQUIRED OVER PLYWOOD SHEATHING.) B. 15 LB. FELT WEATHER-PROOF MEMBRANE. C. STUCCO MESH FURRED OUT 1/4" FROM FELT AND NAILED 6" OX. VERTICAL AND 16" O.C. HORIZONTAL. SEE SHEARWALL SCHEDULE FOR NAILS. D. 3 COATS OF PORTLAND CEMENT PLASTER SHALL BE APPLIED IN CONFORMANCE WITH U.B.C. 4708 TO A TOTAL THICKNESS OF 7/811. ANY OTHER MATERIAL USED IN CONJUNCTION WITH STUCCO, SUCH AS POWERWALL, SHALL BE VERIFIED BY AN ICBO REPORT TO BE USED AS SHEARWALL. 18. ALL WOOD POSTS SHALL REST ON A FOUNDATION GRADE SILL OR APPROVED STEEL POST OR COLUMN BASE WHEN IN CONTACT WITH CONCRETE. 19. HOLES FOR PLUMBING DRAINS AND WASTE VENTS SHALL BE ACCURATELY DRILLED. WHERE DRAINS OR WASTE VENTS PENETRATE THE TOP PLATES, TIE STRAPS SHALL BE INSTALLED ON BOTH SIDES OF THE PLATE, ADEQUATE TO CARRY THE TENSION CREATED BY LATERAL FORCES. 20. ALL STEEL SHALL BE A-36 GRADE OR BETTER. ALL STEEL BRACKETS THAT ARE NOT I.C.B.O. APPROVED SHALL BE SHOP FABRICATED BY CERTIFIED WELDERS AND SHOP DRAWINGS SHALL BE SUBMITTED TO THE ENGINEER FOR APPROVAL PRIOR TO FABRICATION AND INSTALLATION. 21. ALL WELDING SHALL CONFORM TO THE STRUCTURAL WELDING CODE OF THE AMERICAN WELDING SOCIETY. 22. STANDARD WELDING SYMBOLS ARE IN CONFORMANCE WITH A.I.S.C. A-148, 8TH EDITION. 23. FOOTING CONCRETE SHALL BE 2,000 PSI AFTER 28 DAYS. 4 1. A SHEET 19 24.' ALL CONCRETE SHALL BE, PLACED AGAINST UNDISTURBED NATURAL GRADE OR PROPERLY COMPACTED FILL. COMPACTION SHALL BE A MINIMUM OF 90% OF MAXIMUM DRY DENSITY AS DETERMINED BY ASTM D-1557-78,. OR UNIFORM BUILDING CODE STANDARD 70-1. COMPACTION TESTS BY A SOILS ENGINEER FOR ENGINEERED FILL SHALL BE SUBMITTED TO THE DEPARTMENT OF BUILDING AND SAFETY PRIOR TO FOUNDATION INSPECTION. 25. FOUNDATION BOLTS SHALL BE ��" DIA X LONG AT 6'-0" O.C. AND 12" MINIMUM FROM ENDS. MINIMUM EMBEDMENT SHALL BE --7 26. FOUNDATION BOLTS -SHALL BE USED FOR SHEAR BOLTS IN SHEARWALL PANELS. EACH SHEAR PANEL SHALL HAVE A MINIMUM OF 1 SHEAR BOLT UNLESS OTHERWISE SPECIFIED ON THE SHEARWALL SCHEMATIC. HOLDOWN BOLTS SHALL NOT BE CONSIDERED SHEAR BOLTS. 27., ALL REINFORCING STEEL SHALL BE TIED AT ALL LAPS AND SPLICES. Fy = 40,000 PSI, OR AS NOTED. 28. ALL HOLDOWN BOLTS SHALL BE ACCURATELY LOCATED AND SET TO THE MANUFACTURER'S SPECIFIED MINIMUM EMBEDMENT. IT IS RECOMMENDED THAT HOLDOWN BOLTS BE SET IN PLACE USING 3/4" PLYWOOD JIGS, PRIOR .TO .PLACEMENT OF THE CONCRETE. 29. IN THE EVENT THAT THERE ARE OTHER ASPECTS OF THE STRUCTURAL THAT HAVE NOT BEEN ADDRESSED, IT WILL BE THE RESPONSIBILITY OF THE CONTRACTOR/ OWNER TO PROVIDE ADEQUATE STRUCTURAL MEMBERS AND CONNECTIONS IN CONFORMANCE WITH THE UNIFORM BUILDING 'CODE. THE -ENGINEER SHALL BE CONSULTED FOR THE PROPER STRUCTURAL MEMBERS AND CONNECTIONS. 30. THE ENGINEER SHALL BE NOTIFIED IMMEDIATELY OF ANY STRUCTURAL PROBLEMS'. OR DISCREPANCIES WITH A FOLLOW-UP IN WRITING. 31. CONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR TO CONSTRUCTION. HE SHALL - VERIFY THE ACTUAL SPANS OF BEAMS, HEADERS AND/OR. JOISTS TO BE THE SAME AS OR LESS THAN THOSE USED IN THIS REPORT. 32. THESE SPECIFICATIONS DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE DURING CONSTRUCTION. 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