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HomeMy WebLinkAbout017-110-020LOT STRI BLOCK I SUBDIV PERMIT I PERMIT NO. I PLAN NO. I DATE IS I PERMIT DESIGNATION: DEPARTMENT OF BUILDING AND SAFETY A n C "1 7 CHARLES HEYL 4 f Mi f off E/S Humbug Rd. , 12 mi. N . of Covered Bridge, Chico CONTR: Schecker Const., Paradise _Permit _36247_73B,P,E,M_(new_single fam. 011-300-026 99-1132 HEYL, Charles 4620 Cable Bridge Road, Chico occuP. Contr: Loren Dawson/Dawson Electric DATE ISSU 011-300-026 HEYL, CHARLES 4620 CABLE BRIDGE, ADDITION SF 011-300-026 04-2319 HEYL, CHARLES 4620 CABLE BRIDGE DR, CHICO Cont: OWNER RENEWAL BP#03-1591 . .. ......... . . . . ..... �300 - rAEYi',; Charles 3624-y3' �,��,1✓,:. 3118-72P,'E* app: 4 mi. off•e/s Humbug Rd. 12 mi. no. of Coveted Bridge (new 'single family) • Paradise ,7 rYxT B—BUILDING E—ELECTRICAL U—USE PERMIT P—PLUMBING TV—RADIO-TV ANTENNA V—VARIANCE T—TRAILER S/W—SIDEWALK NOTICE S—SIGN PERMIT ENVIRONMENTAL HEALTH CLEARARANCE DATE 6-17- 0 3 HM— HOUSE MOVING EP—ENCROACHMENT D — DEMOLITION 600. 1 III M \I _..-, #,A I � f 3 E 31VC DIS 31VC '9IS 31VC flIS 31VC 'fl13 31VC] DIS NOI1VNDIS3C IM39Wf1N LIW83cl S7Vd02IddV S303AIV77339IlfI J ,VNId SE1313 W S33NVI,ddV 8 93unixld NI-Honou 31VO 'flIS 31VC '9IS 31VC 9IS 31VC '9IS 31VC 9IS s2138Wf1N lIW?J3d S7VAOMddV rIVOINJOd73 ,VNId S1N3A 9 S37NVI,ddV 3N1, H3M3S 9Nldld N31VM LS31 MmSS3Lld SV9 NI-Honoa 31VC 'CIS 31VC flIS 31VO DIS 31VO '0019 31VC '913 R13SWf1N lIW2d3d S7VdO4YddV O)VISMIl rld S7 AOUddV OAlIQ7 am CIVOO ?! NOU334SN1 I'll M �Mhlvll Ipm MWI i - M" 7, 31VC '9IS 31VC '913 31VC 'DIS 31VC '9IS .. 31VC 'flIS 31VC 'flIS 31VC '9IS 31VC '+JIS 31Va '9IS 31VC 'flIS 31V(3 '9IS 31VC• '9IS i Z r L m o� 0 AD rr"m rZ Om x mm I A00 Di mm m0 Di .1m _0 -1 -I� _0 y 3 Q i -q mm rZ ZOn D3'� oyZ Z Cm m3 ,Nye S7 AOUddV OAlIQ7 am CIVOO ?! NOU334SN1 I'll M �Mhlvll Ipm MWI i - M" 7, a NOTES RESIDENTIAL I L__J PERMIT NO. _ HEYL, CHARLES { 4620 CABLE BRIDGE, CHICO 6A .� ADDITION SF b I SPECIAL CONDITIONS ` SRA ' FLOOD CERTIFICATE REQ. r FIRE SPRINKLERS REQ. r SPECIAL INSPECTION ITEMS VERIFY a� USE PERMIT CONDITIONS SUB -STANDARD HOUSING LETTER r F F CC—&TSot V u L•. z t + . ! , JOB FINALED (D )� Signature 03-1591 CHECKED BY COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION ' 7 County Center Drive - Oroville, California 95965 • Telephone (530) 538-7541/ ERMI O. (Rev. 12/96) APPLICATION AND PERMIT ASSESSOR PARCEL NUMBER 011-300-026 ZONING n-5 BUILDING PERMIT OWNER HEY- C"WARLES it WTLLTE TELEPHONE SO. FT. OCC. BUILDING VALUATION R64 ?2 OWNERS MAILING ADDRESS 4620 CABLE BRIDGE IR DR. ChIco CONTRACTOR'S NAME owm TELEPHONE CONTRACTORS MAILING ADDRESS CONSTRUCTION LENDER Fireplace LENDER'S MAIUNG ADDRESS Total Valuation $ 46.fi5(;,M ARCHITECT OR ENGINEER LICENSE NO. Filing Fee $ 20.00 Permit Fee $ 395 00 ARCHITECT OR ENGINEERS MAILING ADDRESS Plan Checking Fee $ 7qX BUILDING ADDRESS 4620 CABLE BRIDGE DR. CHICO Energy Plan Checking Fee $ 2� 00 $ PERMIT FEE $ x,04 75 LAT NO. SUBDNswNS NAME ? rn e PARCEL MAP PLUMBING PERMIT Fling Fee 20.00 USEOFSTRUCTURE SF ❑ Duplex ❑ Mobilehome ❑ Other SPECIFY Each Trap 7.00 Solar or heat pump water heater 23.00 Water piping 15.00 Each as water heater or vent 15.00 TYPE OF WORK New ❑ Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Describe Work: ADDIT10)?i Gas piping system 1 - 5 outlets 15.00 1 S (1t'1 Building sewer 15.00 Mobile Home I S I G I W 920.00 PERMIT FEE $ 35.00 FW0D:X10550C 5RA ELECTRICAL PERMIT Fling Fee 20.00 V OR LE Main Service . OR LESS 23.00 LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect.P License Class Lic. No. OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason Main Service 200A TO 1000A 46.00 NEW CONST. DW 13 OCOUP. ,. OR ADDNS. ( a ACC. BLAS. 3•SQFT.(i iG T. NON -R SID. MULTI-OUTLETTS ^+ @7,50 OWER APPARATUS d SINGLE OUTLET CIR. Ex. OCCU OUTLET OR FIXTURES @ "00 BAL @ .50 Ex. Occup. oFlxuETS RLNS oER, 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE $ 50.24 WORKERS' COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑ 1 have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier MECHANICAL PERMIT Fling Fee 20.00 Heating 15.00 Cooling Hood 6.50 Ventilation PERMIT FEE $ ZS M 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 shallc not employ any person in any manner so as to become subject to workers' compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of section 3700 of the Labor Code, I shall forthwith comply with those provispris. X ��Iaz/ 2'J �y.,,Gt�/ Date G- —U3 _ Signature of Applicant ', Owner ❑ Contractor ❑ Agent An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height. � Mobile Home Installation Fee $ Energy Inspection Fee $ yT TYPE TOTAL FEE $ $14,99 HAZ. EES IMP r FLOOD X COF i PARCEL 7 pp HD ISSUE This permit is hereby issued under the applicable provisions of the Butte County Code and/or Resolutions to do work indica d above for which fees have been paid. By 414J), 1 Date tC � �tr PERMIT EXPIRES ON u �a/ chi -I Date / Receipt No. 381IIriy/,C,336.75 /r' WHITE-D.D.S.-B.D. CANARY -ASSESSOR PINK -INSPECTOR GOLDENROD -APPLICANT J=OK 0 = Not OK . = Not Readyable DECKS, COVERS, CARPORTS, GARAGES (Plans) OK except q's MOBILE HOMES Date MOBILE HOME UTILITIES (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Soils; Special MH Support Sketch 3. Sewer; Location -Test -Fall -C/O -Concrete 5. 4. Water; Location -Test -Easement Needed (Sketch) 6. 5. Electricity; Location-Clearances-Grnd-/ /Amp -Concrete 7. 6. Gas; Location -Test -Wrap;-/ /" L 'ft. / P Nat. or / /" L "ft./ P LPG 8. 7. Well Clearance & Disconnect 9. 8. Utility Clearance 10. Roof; Shthg-Roofing 11. Ext.; Steps -Doors -Landings Date Braced Wall Panels Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MOBILE HOME INSTALLATION (Plans) OK except#'s Date 1. Zoning Requirements -Setbacks -Easements Date 2. Footings; Size -Spacing -Marriage Line 3. Gas; MH Test -Demand -Valve -Connector 4. Electricity; MH Test -Crossovers -Breakers -Clearances 5. Drain; MH Test -Fall -Flex Connector 6. Water; MH Test -Regulator -Connector 7. Water and Sewer Connected -C/O to Grade -HD Approval B. Gas and Electricity Tagged 9. Tie Downs -Type -Installation Cert. 10. Exits; Insp.-Sketch 11. Cert. of Occupancy Health Department Approval 10. Plumb.; Cir. Test -Water Supply Test 11. Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date PERMANENT END SYSTEM (ONLY) 1. Zoning Requirements -Setbacks -Easements Date 2. Footings; Size -Spacing -Marriage Line 3. Blocking 4. Gas; MH Test -Demand -Valve 5. Electricity; MH Test 6. Water; MH Test 7. Water and Sewer Connected 8. Gas and Electricity Tagged 9. Exits 10. License Decals 11. Verify #'s with Office Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 MISCELLANEOUS Date DECKS, COVERS, CARPORTS, GARAGES (Plans) OK except q's 1. Zoning Requirements -Setbacks -Easements 2. Footings; Soils -Size -Depth -Spacing -Connectors -Steel 3. Decks, Girders and/or Joists -Decking -Bracing -Stairs -Rails 4. Wood Awn.; Posts- Beams- Rftrs-Con nectors 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 POOLS (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-Panelboards-Ins. to Main Conduit 9. Health Department Approval 10. Plumb.; Cir. Test -Water Supply Test 11. Light Niche 12. Enclosure; Fencing -Alarms Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 J=OK 0 = NotOK = Not Applicable Applicable . = Not Ready RESIDENTIAL Date UND LOOR (Plans) OK except #'s 1,6dn i ng -Setbacks -Easements -Flood -Slope Ftg., Main; Soils-Elec. GT trd.-/ /" Ftg. Depth Date 3. Ftg., Garage; Soils-Steel-Elec. Grnd.-/ /" Ftg. Depth Date 4. FA., Porches & Decks; Soils -Steel-/ /" Ftg. Depth Date mwalls, Main; Steel-Blockouts-Wrapped Ste alts, Garage; Steel-Blockouts-Wrapped 6a old Downs and Special Anchors 7. -SI86, Steel -Wrapped . Piers -Fireplace Ftg.-Steel g5ry,nP 9. D.W.V.; Fall -Fitting -Test -2 Way C/O -Sewer Test Date 10. UF, Gas Pipe; Size Anchors -Yard Gas Piping; Size Test - . ' Date 11. Water Pipe; Test -Anchors -Regulator -Service Test Date 12. Electric Underground 13. Plenums & Ducts; Clearance -Material -Support -Ins. 14. Girders -Sills -Anchor Bolts-Joists-Vents-Crippies 15. Access & Ventilation 16. Insulation 45. Fire Stops, Furred Ceilings -Stairs -Chasers -Tubs '• Date Date f Card B-1 Date I Card B-1 Card B-1 Date Card B-1 Date PLUMBING (Permit) OK except #'s 17. Water Htr.; Vent -Access -Combustion Air Baffle ` 18. Water Pipe; Test & Anchor -Nail Protection >: ' 19. D.W.V.; Test Fittings & Anchor -Nail Protection 20. Shower Pan; Test, First Floor -Tub Access , Test Tub & Shower, Second Floor -Tub Access - 22.`Gas Pipe; Sixe & Anchors Fire Sprinkler; Test Date Card B-1 Date Card B-1 . , -- Date Card B-1 Date Card B-1 Date ELEC L (Permit) OK except #'s Fi r & Transformer Clearance -Ins. Protection . - Receptacles Spacing -Lights & Switches at Doors _ . t28-Sjze-Boxes & No. of Conductors Stapled til Pr Ro nstalled Close to Edge of Studs & C.J. ?BeOrquip. Ground made up w/Mech Fasteners -Bond Gas A, -Water 29.42 Appliance Circuits in Ki n & Conductor Size GFI 3 ., Subfeed Wire Size/ /ga. Ily or AI-A.C. Wire Size/ /ga Cu or Al 31. Range Circle/ /ga Cu or AI -Oven Circ. / /ga Cu or, Al Insulated Neutral ❑ Yes ❑ No 32. Service -Riser Conductors & Ground Main Disconnect. (Single & Duplex) Date FRAMI_N (Continued) 4 angers -Post Caps -Anchors -Connectors 48. Ming. Joist-Rftr. Ties-Purlin-Roll Brac.-Truss-Shting.-Rtng. 4,04rFireplace Ties or Type A Flue -Fireplace Throat Clearance 50. Attic Access; Size & Romex Protection -Draft Stop -Ins. Baffles 51. Bdrm. Windows or Exiting Doors -Sill Ht. & Dimensions 52. Garage Fire Protection Framing -RC Channel 53. Property Line Firewall & Openings 54. Ext. Doors -One 3' -Check Garage 3rd Story, 2 Exits 55. St5lEt Width -Headroom -Rise -Run -Landing -Fire Protection ywood on Roof Overhang -Attic Vents -Rafter Outriggers 57. Siding -Nailing Veneer 58. Sttjcco Mesh -Drip Screed -Fd. Vents-Underflr. Access .glging Area -Glass Protection -Skylights -Plastic hear Walls; Nailing -Bolts 1. Brace Interior/Exterior Wall Panels (/ Insulation -Walls -Ceilings 63. Infiltration -W W' dows Date/(J 7�O'� Card B-1 tZ Z Date Card B-1 Date' :, Ca B-1 Date Card B-1 Date - FIN (Plans) OK except #'s Ext. Steps -Door & Sidelight Protection -Landings (65/Smoke Detector 6. Furnace Vents -clearance -Comb, Air -Connector - In Garage; Above Floor-Ducts-Mech. Protection 67. Bedr m Exiting & Bath Fixtures & Tub Access -Spa ec. Trim & Subpanel, Breaker Sizes & Labels Stairs & Rails 71. Fireplace or Stove, Clearance -Hearth 72. Elec. Outlets at Wood Panel, Int. & Ext. 73. Kit. Fixt. & Appliance; Ground -Air -Gap -Cooking Clearance 74. Elec. Outlets & Receptacles at Kit. Counter 75. Garage Fire Door; Swing -Landing -Closure 76. A.C. Duct in Garage -Damper 77. Wtr. Htr.; Vents -Clearance -Comb. Air Connector-P.R.V. in Garage; Above Floor-Mech. Protection 78. Plb.; Elec. & Mech. Equip. Listed for Location 79. Elec. Receptacles in Garage (F.F.I.)-Romex Protection 80. ulation-Foam-Looked in Attic . Guard Rails & Deck Construction -Post Caps 82. Fdn. VBents & Crawl Hole Door Drainage & Wood -Earth Clearance Looked under Floor ❑ Yes 83. Following Instld./Drive ❑ Yes ❑ No/Walks ❑ Yes ❑ No/Planters ❑ Yes O No 84. Stucco Brown -Finish 85. A.C. Unit Disconnect, Electrical -Plumbing 86. Vents Above Roof, Plbg-Appliance-Fireplace-Clearance to Openings 87. ter Well, Disconnect, Electrical, Plumbing E for Elec. Trim, G.F.I. Receptacle -Underground ktilation Throughout House Glass Protection 91. Corrections from Previous Inspections 92. Gas t -Meters Tagged, Gas -Electric 93. er & Sewer Connected -C/O to Grade -HD Approval Energy Compliance Certificate -Other Certificates 95. Address Posted 4,6, -Fire Sprin Date. Z t and B-1 t Date Card B-1 Date B-1 Date Card B-1 Date Card B-1 Date Card B-1 Comments at Final: 33. Equip. Clearances Panels-Motors-Mech. Equip. 34. Clothes Closet Light -Shower Light -Spa Light 35. Smoke Detector Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MECHANICAL (Permit) OK except #'s 36. A.C. Ducts Insulation & Support 37. Vent Fan, Exhaust above insulation 38. Condensate Drain & Overflow, Size & Grade 39. Furnace -Vent Access -Comb. Ait-Return Air Vent 115 Outlet 40. Attic Access & Platform if Furnace in Attic Date Card B-1 Date Card B-1 ' Date Card B-1 Date Card B-1 Date FRAM G (Permit) OK except #'s Si ro'per Materials & Anchors W Studs -Nailing Spacing & Braces -Plates -Sound 49 -tearing Walls over Girders & Floor Nailing - - 44. Draft Stop in Walls (rat proof) 45. Fire Stops, Furred Ceilings -Stairs -Chasers -Tubs '• 45,44'eaders & Beams -Size & Bearing - Date FRAMI_N (Continued) 4 angers -Post Caps -Anchors -Connectors 48. Ming. Joist-Rftr. Ties-Purlin-Roll Brac.-Truss-Shting.-Rtng. 4,04rFireplace Ties or Type A Flue -Fireplace Throat Clearance 50. Attic Access; Size & Romex Protection -Draft Stop -Ins. Baffles 51. Bdrm. Windows or Exiting Doors -Sill Ht. & Dimensions 52. Garage Fire Protection Framing -RC Channel 53. Property Line Firewall & Openings 54. Ext. Doors -One 3' -Check Garage 3rd Story, 2 Exits 55. St5lEt Width -Headroom -Rise -Run -Landing -Fire Protection ywood on Roof Overhang -Attic Vents -Rafter Outriggers 57. Siding -Nailing Veneer 58. Sttjcco Mesh -Drip Screed -Fd. Vents-Underflr. Access .glging Area -Glass Protection -Skylights -Plastic hear Walls; Nailing -Bolts 1. Brace Interior/Exterior Wall Panels (/ Insulation -Walls -Ceilings 63. Infiltration -W W' dows Date/(J 7�O'� Card B-1 tZ Z Date Card B-1 Date' :, Ca B-1 Date Card B-1 Date - FIN (Plans) OK except #'s Ext. Steps -Door & Sidelight Protection -Landings (65/Smoke Detector 6. Furnace Vents -clearance -Comb, Air -Connector - In Garage; Above Floor-Ducts-Mech. Protection 67. Bedr m Exiting & Bath Fixtures & Tub Access -Spa ec. Trim & Subpanel, Breaker Sizes & Labels Stairs & Rails 71. Fireplace or Stove, Clearance -Hearth 72. Elec. Outlets at Wood Panel, Int. & Ext. 73. Kit. Fixt. & Appliance; Ground -Air -Gap -Cooking Clearance 74. Elec. Outlets & Receptacles at Kit. Counter 75. Garage Fire Door; Swing -Landing -Closure 76. A.C. Duct in Garage -Damper 77. Wtr. Htr.; Vents -Clearance -Comb. Air Connector-P.R.V. in Garage; Above Floor-Mech. Protection 78. Plb.; Elec. & Mech. Equip. Listed for Location 79. Elec. Receptacles in Garage (F.F.I.)-Romex Protection 80. ulation-Foam-Looked in Attic . Guard Rails & Deck Construction -Post Caps 82. Fdn. VBents & Crawl Hole Door Drainage & Wood -Earth Clearance Looked under Floor ❑ Yes 83. Following Instld./Drive ❑ Yes ❑ No/Walks ❑ Yes ❑ No/Planters ❑ Yes O No 84. Stucco Brown -Finish 85. A.C. Unit Disconnect, Electrical -Plumbing 86. Vents Above Roof, Plbg-Appliance-Fireplace-Clearance to Openings 87. ter Well, Disconnect, Electrical, Plumbing E for Elec. Trim, G.F.I. Receptacle -Underground ktilation Throughout House Glass Protection 91. Corrections from Previous Inspections 92. Gas t -Meters Tagged, Gas -Electric 93. er & Sewer Connected -C/O to Grade -HD Approval Energy Compliance Certificate -Other Certificates 95. Address Posted 4,6, -Fire Sprin Date. Z t and B-1 t Date Card B-1 Date B-1 Date Card B-1 Date Card B-1 Date Card B-1 Comments at Final: jry�T,!►t�"r:-rT..;-..t:r.Ss+-..:.r''� as(.iia�Y�i:4rrr+T.:.'.��a=Via:-+'�.i�.-.+� ��w++.iXJ�-0:F::�ti+�:p�ll�, IIII . COUNTY OF BUTTE BUILDING DIVISION ' DEPARTMENT OF DEVELOPMENT SERVICES 7 County Center Drive - Oroville, CA • (530) 538-7541 CORRECTION NOTICE OWNER/ PERMIT NO. A routine inspection indicates that the following violations of Butte County Ordinances exist at the above address and should be corrected. Please call for re -inspection when correction of work is comp ed. If you have any questions pertaining to this matter, or need additional "explanatioase contact the Building Inspector as indicated below. o VN Gc c Ou tS 012- WFIJAWMA_�glrl MAN, I!l�� • Date Inspector II� REV 4/05 Phone # FOR RE -INSPECTION CALL: 538-7636 OR 891-2834 Insulation Certificate B�TmG PERS 0! 03--, TkTTTT.nTNG OWNER: BUILDING LOCATION: 74i e G Description of Installation ddb �z� T d.cr On ROOF l>Gf.-�-1 C�OYz' �D f>» �� YfanaName Material /� Thermal Resistance (R -Value) Thickness (inches) CEILING Brand Name Batt or Blanket TypeValue) Thickness (inches) Thermal Resistance. -Value) Fill Type Brand Name .. Contractor's minimum installed weight/ft lb Minimum thickness inches Manufacturer's installed weight per square foot to acheive Thermal Resistance (R -Value) EXTERIOR -WALL GESS����� ��� V%�BrandName Maternal . 1, Thermal Resistance (R -Value) ,� l Thickness (inches) RAISED FLOOR Material Thickness (inches) SLAB FLOOR Material Thickness (inches) Width (inches) Brand Name. Thermal Resistance (R -Value) Brand Name Thermal Resistance (R -Value) FOUNDATION WALL Material Brand Name ermal Resistance (R -Value) Thickness (inches) Declaration I hereby certify that the above insulation was installed in Standards for new�re sdenriagbuildat engs contained in Title 24 of the with the current Building Energy Efficiency. California Administrative Code. u Contractor (Builder) License Nmber Date License Number Su onaacwr (Insulation Installer) Date Signature and Title THIS CERTIFICATE MUST.BE PROVIDED , IHE BUIIGDEPARTMENT PRIOR TO FINAL INSPECTION APPROVAL AND A COPY SHAT.T. BE POSTEDJANUARY 1993 Sep -09--99 06 : SoA wF)dc 9166852831 P.02 APA c'r"rNM 'v Certificate of Conformance Certificate 052728 THIS IS TO CE=RTIFY that the glued laminated timber products identified with a collective mark of Engineered Wood systems (EWS) Were manufactured in accordance with the applicable standards and associated specifications indicated below: ANSI Standard A190.1-1992, For Wood Products - Structural Glued Larnlrtated "F,ri bcr NtER-48Ei Glued Laminated Timber Combinations And "GAP" C:ornputEsr Program For Determining Design Stresses RITC 11 :' 93 - Manufacturing - Standard Specifications For Structural (';Iced [_aminated Timber Of Softwood Species IT IS IiERE:E3Y CERTIFIED that the APA EWS trademarked structural glued laminated timber members were orOdUiCed in rnanutacturing facility subject to regular. audits in accordance with the Engineered Wood Systems (EWS) Quality Assurance Program. Routine audits include inspection of the manufacturing process and evaluation of the in -plant QA program with adequate sampling to verify conformance to Industry standards for lumber grade and glueline bond quality. rs -ry ewnFY 044 i;W" G�GU� E ov -vil -,rP e,#/--5e�c Arc W-1-rr 46ZAW a! R, by L = Thomas G. Williamson Executive Vice President row � 9 "YQ.,��E:7f7 ✓Y7GU ';VSTEVS is a ieweQ corpo,auor o' APA - rrr.ENGrNEERED WOODASSOCrA�;ON 7,"-1 iSoutrt 19th S1roe I • PO Box 11700 • Tacoma. WA 9841--0700 t s-eieonone (2531 565-6600 • Fax Number 1253) 565-7265 MEEKS W'11 .. www.meeks.com 1100 E. 20th Chico, CA 95926 Sonny Lee Phone 5301342-6335 Contractor Sales Fax 5301343-1156 k - -* 011-3000 - 0 z 4 LIMITED 5TRU GTU RAL CALCULATIONSi FOR GU5TOM HOME ADDITION FOR, GI-iAIRLE.5, HEYL JOB SITE 4r5:20,0AE3L-EI3RDGF- DR. CHICO, CA AEC6K0UF AKCHITE-CTUKE- + F NGINE-r-KIN6 + CONSULTING Larry J. Warner A.I.A., ARCHITECT 10 Declaration Dr., SUITE D CfHCO, CALIFORNIA 95973 530-892-8008 F4!W.S/OMI 7b 03- 1,6-q/ BUTTE COUNTY BUILDING DIVISION APPROVED 4/61.0 0 - 5 r- 'p., #. PROJECT: JJEYL RESIDENCE PROD. No. HEYL LOCATION: CHICO, CA DATE: 1/27/03 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 AITC, Timber Construction Manual MATERIAL: Concrete: f c = 2,500 psi min. @ 28 days Masonry: f = 1500 psi Mortor: f c = 1800 psi, Type "S" Grout: f c = 2500 psi @ 28 days Steel Reinforcing: ASTM A-615 Grade 40•for #4 or smaller ASTM A-615 Grade 50 for #5 or larger Structural Steel: ASTM A-36 Steel Pipe: ASTM A53 Grade B Steel Tubing: ASTM A500 Grade A or B Machine Bolts: ASTM A307 Grade A Anchor Bolts: ASTM A307 Grade A, unfinished Wood Connectors: Simpson Strong -Tie or equal Wood: Light Framing: Const. Grade Douglas Fir Struct. Lt Framing, Joists & Planks: Doug, Fir No. 2 Beams & Stringers, Posts & Timbers: Doug Fir No. 1 Plywood: A.P.A. Rated sheathing, Grade CD, UBC Std.25-9 Glue -Lam Timber: ANSI / AITC A190.1-1983 • Simple Spans: 24F -V4 Combination Cantilevers: 24F -V8 Combination LOADS: Roof Live Load: 20 psf Non -Snow Floor Live Load: 40 psf Seismic Zone: 3 Wind Speed: 80 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, 10 Declaration Dr. Ste -D, Chico, CA 95973, 530-892-8008 PROJECT: HEYLE RESIDENCE PROD. No. HEYL LOCATION: CHICO, CA DATE: 3/27/03 ROOF DEAD LOAD CALCULATIONS CONVENTIONAL FRAMED ROOF ROOFING 3.0 PSF 1/2" CDX PLY 1.5 TJ1 @ 24" O.C. 1.1 TH@24"O.C. 1.1 5/8" GYP BRD. 2.8 INSUL 0.5 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 0.5 TOTAL 10.5 PSF TOTAL 11.8 PSF USE 11.0 PSF. USE 12.0 PSF. FLOOR SYSTEM ( 2x FRAMING FLOOR) ( WOIST 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. EXTERIOR FRAMED WALLS INTERIOR 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 9.2 PSF TOTAL 6.4 PSF USE 9.2 PSF. USE 6.4 PSF. CONCRETE FLOOR SLAB SHEATHING FRAMING INSULATION TOTAL 15.0 PSF 2.3 3.5 0.5 21.3 PSF USE 21.3 PSF AEC GROUP., Larry J. Warner AIA, 10 Declaration Dr. Ste -D, Chico, CA 95973, 530-892-8008 r V I4� 41-- 1 1 4_ , -e Ste, ,10 41 3,I LAc-fu.rl vopP&-,-- d � 4d �e I V Ste— Cl-� LAY cul l.u,, 4.4 C — 5 K6=,4'zt4-A4 L c_ Q-A•Y 4 J7 LATERAL ANALYSIS SYNOPSIS/SUMMARY OVERALL PROJECT PROJ: HEYL Upper REV -1 DATE Mar 27, 2003 R-9-7-04 PAGE GRID LINE WALL SEG. AREA/ SHEAR HD AREA/ SHEAR HD AREA/ SHEAR HD LINE LD PLF LOAD TOTAL PANEL PANEL - TOTAL HD LINE LD PLF LOAD LINE LD PLF LOAD SHEAR PLF TYPE No, HD LOAD TYPE 1 a E/2 200 1100 A/1 113 656 313 D b E/2 200 1.285 A/1 113 658 11 1756 7 c 313 D 11 1941 7 d 0 0 e 0 0 f 0 0 0 0 2 a A/2 103 503 b A/2 103 450 103 B-3 5 503 1 c 103 B-3 5 450 N/A d 0 0 e 0 0 f 0 0 0 0 A 1 A/A 140 790 2 A/A 140 923 140 B-3 5 790 1 3 140 B-3 5 923 1 4 0 0 5 0 0 6 0 0 0 0 B 1 n/a 2 0 0 3 0 0 4 0 0 5 0 0 6 0 0 r 0 0 C 1 A/C ROOD TO LOWER WALL NO UPPER SHEAR 2 0 3 0 0 4 0 0 5 0 0 0 0 0 0 I l6 v I A.o � b .a rzw�-r atS lawsr 4)9? 4' b" 4oOrvo4 1.1 Nr� 0 sj� ?- r.Xc Gv►Mr3 t UAV I -•J i lli UJ2 2 m' r A.lc cy 7ra 4 REV -1 Proj. No HEYL GRID WALL LINE SEG. 1 a b c d e f 2 a b c d e f 3 a b c d e f 4 a b c d e f 5 a b c d e f 6 a b c d e f 7 a b c d e f 8 a b c d e f SHEAR WALL SUMMARY n/a n/a n/a n/a n/a n/a ADDITION UPPER OF H.D. NOTE TYPE DATE Mar 27 2003 rec 9-7-04 SHEET SEG. LOAD PANEL PANEL H.D. LGTH PLF TYPE No. LOAD 4'-0 113 656 4'-0 113 656 4'-0 103 503 4'-10 103 450 n/a n/a n/a n/a n/a n/a ADDITION UPPER OF H.D. NOTE TYPE ADDITION UPPER OF H.D. NOTE TYPE SHEAR WALL SUMMARY REV -1 Proj. No HEYL DATE Mar 27 2003 rec 9-7-04 SHEET GRID WALL SEG. LOAD PANEL PANEL H.D. LINE SEG. LGTH PLF TYPE No. LOAD A 1 51-0 140 790 2 3'-0 140 923 3 4 5 6 B 1 n/a 2 3 4 5 6 C 1 16-0 ROOF TO LOWER WALL NO UPPER SHEAR 2 3 4 5 6 D 1 n/a 2 3 4 ' 5 6 E 1 n/a 2 3 4 5 6 F 1 n/a 2 3 4 5 6 G 1 n/a 2 3 4 5 6 H 1 n/a 2 3 4 5 6 ADDITION UPPER OF H.D. NOTE TYPE Lateral Loading: Area,.Height & Weight Data Date: Mar 27 2003 Rev 9-7-04 Firm: AEC Group Job: HEYL ADDITION ONLY R-1 By: Larry Warner AIA CSI FLOOR PLAN AREAS & SHEAR WALL GRID SPACING •E id S I ICora C tl Eac el• Qont c L L V Page 1 stablish Gr pac ng o0 Left 3 7 8 r Wall Spacing 16 i ack ' Roof R 2nd FI/Rf 18 2 1st FI 1 Roof R 2nd FI/Rf 16 2 1st A 1 Roof 2nd FI/Rf 1st FI Roof 2nd FI/Rf 1st FI Roof 2nd FI/Rf 1 st A Roof 2nd FI/Rf st FI Roof 2nd FI/Rf ' 1 st A v 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 Z=less of 10% of Typical OverhangF to B 2 608 34 Z= 3 hRe= 70 hRi= 30 Overall Depth of Roof at 2nd FI 544 68 34 Z= 3 544 68 34 Z= 3 oriz. dim. or 40% of ht. hRe= hRi= We= 48 Wi= 80 We= 54 Wi= 90 less than 4% of least horiz. din MaxQuake All Rights Reserved I Right Archforms Ltd. Insulation Lateral Load Analysis & Roof. Floor Construction Design Software TYPICAL DEAD 3lock Block Perim Overall 4rea Area Wall Width 360 2 Int. Finish Snow 16 3.5 288 16 16 224 288 16 16 320 Roof at 2nd FI 252 X/12 256 16 TypOH N L Plan w/ both 256 16 L to R Roof _ 2 Flzproj Roof Area 680 hRe= 8 3.75 vRe 504 vRi 376 2nd FI Depth 1 Roof Area FI to FI Height 9 1 st Floor Floor Area WI Perimeter 544 100 1st FI Dp - S if Slab S TEase/-6rgv 1 p i vRe Ave. Sill to FI Ht - A Floor Area 544 Wind Ht.@Ridge SlablFoundatior 22 WI Perimeter 100 Wind Ht.@Gable 19.5 Ridge F to B L to R Mean Roof Ht. 19.5 Runs? Y v 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 Z=less of 10% of Typical OverhangF to B 2 608 34 Z= 3 hRe= 70 hRi= 30 Overall Depth of Roof at 2nd FI 544 68 34 Z= 3 544 68 34 Z= 3 oriz. dim. or 40% of ht. hRe= hRi= We= 48 Wi= 80 We= 54 Wi= 90 less than 4% of least horiz. din MaxQuake All Rights Reserved I Right Archforms Ltd. Insulation Lateral Load Analysis & Roof. Floor Construction Design Software TYPICAL DEAD 3lock Block Perim Overall 4rea Area Wall Width 360 2 Int. Finish Snow 16 3.5 288 16 16 224 288 16 16 320 Roof at 2nd FI 252 X/12 256 16 TypOH N L Plan w/ both 256 16 L to R Roof _ 2 Flzproj Roof Area 680 hRe= 8 3.75 hRi= 81.25 ©1995 Archforms Ltd. Insulation Lateral Load Analysis & Framing Construction Design Software TYPICAL DEAD LOADS ,Establish Dead Loads (Ibslsf)- Roof Interior Wall Roofing 3 Gyp.Bd 4.4 Sheathing 1.5 Framing 2 Framing 2 Int. Finish Snow Other 3.5 6.5 6.4 Ceiling WI Area Insulation 0.5 Framing 1.5 Gyp, Bd. 2.8 Other 0.5 Gyp. Bd. 4.8 Floor Flooring 4 Sheathing 2 Framing 3.5 Insulation 0.5 Other 224 Exterior Wall WI Area Ext Finish 6 Shear 1.5 Framing 2 Insulation 0.5 Gyp. Bd. 2.2 Int .Finish Other -Establish Floor to Floor and Roof Heights (ft)- 12.2 but atle_st Y WI Area 10 48 FLOOR HEIGHTS & WIND AREA 54 -Establish Floor to Floor and Roof Heights (ft)- Wiz Roof Roof Floor 224 Pitch Helaht Height 252 X/12 N L Plan w/ both 5 5 Roof L >15% of Plan.Y? Roof Area 680 5 5 8 L266 FI/R�oof vRe 504 vRi 376 2nd FI Depth 1 Roof Area FI to FI Height 9 1 st Floor Floor Area WI Perimeter 544 100 1st FI Dp - S if Slab S TEase/-6rgv 1 p i vRe Ave. Sill to FI Ht - A Floor Area 544 Wind Ht.@Ridge SlablFoundatior 22 WI Perimeter 100 Wind Ht.@Gable 19.5 Ridge F to B L to R Mean Roof Ht. 19.5 Runs? Y but atle_st Y Lateral Load Analysis Date: Mar 27 2003 Rev 9-7-04 Page 2 MaxQuake 01995 Archforms Ltd. AEC Group All Rights Reserved Lateral Load Analysis & .,..,, Wamar eie r.Si 499 03We7 Construction Design Software SEISMIC LOADS 2nd FI 1st FI Line Line Line -Establish Dead Loads* Mat, Weights 2nd Floor 1st Floor Base Level Item DL(psf) Area (s8 DL(Ibs) Area(sf) WWII Area(sfl DLObs) Wt Roof 6.5 680 4420 p F to B p L to R X 97 UBC Wt Cell 4.8 544 2611.2 544 2611.2 Wt Ext WI 12.2 800 9760 450 5490 Wt Int WI 10 544 5440 4,812 4,812 Wt Floor 10 544 5440 Uplift Sum 2nd 27671.2 Sum 1st 8101.2 Base interior wall default: l0 psf of floor area Sum 2nd,lst & Base 35772.4 -Distribute Weights to Various Levels- Wt Tributary_ Weight _ Wt Roof 2nd Wt Cell 2nd 1/2Wt Ext WI 2 Wt Int WI 2 Wt Fkxx 2 Wt Roof 1st Wt Cell 1 112 Wt Ext WI 1 Wt Int WI 1 Wt Floor 1 1/2Wt Ext WI Bsmt Wt Cell Bsmt Line Sum 11911.2 23861.2 Roof 2nd FI 1st FI Line Line Line 4420 Ht! Force at Level x = V iyW)(Htxysum(VAj( 7 2611.2 *Select Code- 96 BOCA 4880 4880 E=Eh-p (30-1) 5440 1,016 4 81 5440 2611.2 5490 Sum 4420 2611.2 9780 5440 5440 2611.2 5490 BUILDING CODE Distribute Shear to various Levels, UBC Fformulasssm(30-15) Ht! Force at Level x = V iyW)(Htxysum(VAj( 7 Trib Area L to R SumP-At End Z Inter Z *Select Code- 96 BOCA Wind Load F to B Ht is measured from plate to foundation E=Eh-p (30-1) 97 SBCCI 1,016 4 81 Wt x Ht x (Wt)(Ht) FX p F to B p L to R X 97 UBC Roof 2 11911 17 202490 2029 9 214751 2152 1.04 1.00 2,782 2nd FI/Roof 1 23861 100 1.00 504 376 1st Floor Uplift 4,812 4,812 Sum 35772 17 417241 4181 W= 35772.4 *Determine Base Shear UBC Section 1630.2 B Table 18•U Zone 3 Fi .16.2 Seismic Source Type Soil Prof SD Table 16-J Fault Distance 20 in km 0 Table 18 Seismic source Z= 0.3 Table 16-I 1= 1.0 Table 18•K Cv=#54Table 18-R T= 0.19 Formula (30.8) Na=Table 16-S 116•N (Tied to Pg 9) Nv=Table 16-T WIND LOADS -Wind Pressures UBC Section1620 P=gslwCeCg Vp 75 Figure 16-1 Ex B Section 1816 Iw[ 1�Tebie 16-K qs 12.6 Table 16-F Ce 0.62 Table 16-3 hCq 1.3 Table 16-H, #2 vco -0.7 Table 16-H, #2 Pho 10 Hz. Force (psf) Pvz -5.468 Vt. Force (psf) D -Total Wind Load In Each Direction At Each Level (lbs)- Trib Area F to B Inter Z Trib Area L to R SumP-At End Z Inter Z SumP'At Wind Load F to B L to R Roof 2 End Z 70 30 1,016 4 81 863 1,888 2,244 Roof 1 2nd Fl 48 80 1,300 48 224 2,782 850 1,381 tat Floor Up Roof 2 504 376 Uplift 4,812 4,812 Up Roof 1 Uplift GOVERNING LATERAL LOADS Maximum Total Load In Each Direction At Each Level pbsp Front to Back Side to Side Roof 2 2,029 Seismic 2,244 Wind R= 5.5 Tab a 30-0) (30-7) formula (30.4) (30-5) E= CvIW/RT but not > 2.5CaIW/R but not < 0.14 BIW zone 4 not< 0.82NvfW/R 18924 5854 E/1.4= 4,181 lbs E/1.44 1612.3.1 formula (12-9) J _- A n. J -AA 2nd FlfRoof 1 2,152 Seismic 2,239 Seismic 1st Floor Shear Wall Segments Data, Lines 1.8 Page 3 MaxQuake 01995 Archforms Ltd. Date: Mar 27 2003 Rev 9-7-04 Firm: AEC Group All Rights Reserved Lateral Load Analysis & Job: HEYL ADDITION ONLY R-1 BY: Larry Warner AIA CSI 499.03We7 Construction Design Software 1 jUne 2 1Une 3 1Une4 Line 5 1Une6 Line 7 Line 8 1Line Segment (Seg) names a-g appear to show possible quadrants (q). Remove Segs not used. Move and add 1,2... to denote multiple (m) segs in a quadrant, le., b2- 89a Variables La: Sai i IgM. Ht: Sea h ht tbmoa 11. 8: Bearin WafI? - Bzves. Ell: Ext. a Int. Wall? - E=Ext 1=Int. S: Stacked Sea above same row, m & s L . dSeg Wall Variables Seg WWIVariables Seg Wali Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Veriabfes Seg Wall Variables LevelOrn Lg Ht B Ell Orn Lg Ht .8 EA q&m Lg Ht B Ell q&m Lg Ht B Ell q&m Lg Ht B Ell q&m Lg Ht B E/I q&m Lg Ht B Ell q&m Lg Ht B Ell a 4 8 BE a 4 8 BE 1,2,3.. b 4 8 8 E b 4.8 8 B E Wall UlnasRun From Frontto sum 8 Syst SW sum 8.8 Syst SW sum Syst sum Syst sum Syst sum Syst sum Syst sum Syst Bads 1st Seg Wall Variables Seg WWI Variables Seg Wall Variables Seg Well Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Level L Ht B EAS L Ht 8 Ell S L Ht B Ell S L Ht B E/I S L Ht B E/I S Ht B EAS L Ht B Ell S L Ht B Ell S a 8 8 8 E S a 6 8 B E S b 12 8 8 E S b 4 8 8 E sum 20 Syst SW sum 10 Syst SW sure Syst sum Syst sum Syst sum Syst sum Syst sum Syst Base Seg Wall Variables Seg Wali Variables Seg Wall Variables Seg Well Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wail Variables Level Q&m Lg Ht B E/I SOrn LQ Ht B E/1 S Qq Ht B EA S q&m Lg Ht B E/I S q&m Lg Ht B E/I S q&m Lg Ht B E/I S Lq Ht B E/I S q&m Lg Ht B E/I S sum Syst sum Syst sum Syst sum Syst sum Syst sum Syst sum Syst sum Syst bad trans to adi line Shear SecynentHeight(Length load trans to adi line ratio is limited to 211 for edge blocked panel. 'HtfLg >2 limi pears if exceeded. See Code Ch.16 for Hftq limits for other assemblies. Shear Wall Segments Data, Lines A -H Page 4 Ma%Quake ©1995 Archforms Ltd. Date: Mar 27 2003 Rev 9-7-04 Firm: AEC Group All Rights Reserved Lateral Load Analysis B Job: HEYL ADDITION ONLY R-1 By, Larry Wamer AIA CSI 099.03We7 Construction Desi n Software A JUne B lune C JUne D Line E ILine F Line G I Line H ILine Segment (Sq) names 1-7 appear to show possible quadrants (q). Remove Segs not used. Move and add a,b...to denote multiple (m) sag's in a quadrant, is., 2b. seaVariables: L : So 110.Ht thmolit fromDo 1 B: Bearin Wall? - 13 --yes. Ell: Ext. or Int. Walt? - E=Ext 1=Int. S: Stacked W above same row. & s L . ndSeg Wall Variables Seg Wal Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Sag WellVariables Seg WaIlVar Seg Wall Variables Levelq&m Lg Ht B Ell q&m Lg Ht B Ell q&rn Lg Ht B Ell q&m Lg Ht B Ell q&m La Ht B Ell Q&m Lg Ht B Ell q&m Lg Ht B E/I q&m Lg Ht B Ell 1 5 8 BE 1 8 1 16 BE A,B,C.. 2 3 8 8 E Wall lines Run From Sideto sum 6 Syst SW sum Syst sum 16 Syst SW sum Syst sum Syst sum Syst sum Syst sum Syst Side at Sag Wall Variables load trans to adt line Sag Wall Variables Seg Wall Variables Seg Wall Variables Sag Wall Variables Seg Wall Variables Seg Weil Variables Seg Wall Variables Level q&m Lg Ht B E/I S q&m Lg Ht B Ell S q&m L Ht B E/1 S q&m Lg Ht B Ell S q&m Lg Ht B Ell 3 q&m Lg Ht B Ell S q&m Lg Ht B Ell S q&m Lg Ht B E/I S 1 3 8 6 E 1 8 S 1 3 8 B E 2 3 8 B E 8 2 3 8 8 E sum 6 Syst SW sum Syst sum 6 Syst SW sum Syst sum Syst sum $yet sum Syst sum Syst load trans to adj line Base Seg Wall Variable Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Sag Wall Variables Seg Wall Variables Seg Wall Variables Level Q&m Lg Ht B Eli SQ&m Lg Ht B E/I S q&m Lg Ht B Ell S q&m Lg Ht B Ell S q&m Lg Ht BEA S q&m Lg Ht B Ell S q&m Lg Ht B E/I S q&m Lg Ht B E/1 S sum Syst sum Syst sum Syst sum Syst sum Syst sum Syst sum Syst sum Syst bad trans to adj line load trans to adj line load trans to adj line Shear Segment Heiaht/Lenoth ratio is limited to 211 for edge blocked panel.'HUL >2 liirmir appears if exceeded. See Code Ch.16 for HVL ['units for other assemblies. Lateral Load Distribution & Overtuming Moment Page Date: Mar 27 2003 Rev 9-7-04 Firm: AEC Group Job: HEYL ADDITION ONLY R-1 ST. Lan Wamer AIA CSI Lateral L;fl)AV/Sum Line 2 Line 3 Line 4 Force SWind °k= Wlft= 'rf W, -snow RM= if W.67's°: Distrib 11A bt wl A/Sum A Sum lev. w1bib area Wtr 2/2k44.7 50 % S/W 44.7 50 WS -7w /o SIW M WHt RM OTM S WIft RM OTM Sag W/ft RM Ol Level VVIR RM OTYN a 188 1 3.01 Val line 6 or 8 Se.smic a 188 1 3.53 2,029 b 188 1 3.63 b 188 1.47 3.65 2nd level V SW 2nd level V Sum V Sum Sum V Slevel um V r -V wall Sum V % SVil Sum V % Sm% % SNU S W/ft RM OTM "1011w % Sm S1W !o S!W ;eo W/ft RM I V level Seg W/ft RM OTMI Seg Will RM OTM Frame V frame/ Val line 2 Val line 1 or 3 Val line 2 or 4 V level 2nd level V 0.91 2nd level V 0.91 2nd level V Sum V s Sum V 0.91 s Sum V 0.91 Sum V w Sum V % SM/ 50 50 % SJW 50 50 % SNV WIft RM OTM WIft RM OTM S Wlft RM N15 a 388 9.94 10.7a 388 5.59 11.7 b 366 17.6 8.82 b 366 2.49 6.35 P' 2-20! (r max Ab A.5) Val line 2 Val line 1 or 3 Vadj line 2 or 4 1.00 r- V above 0.91 r- V above 0.91 r- V above 0.24 1st lav V 1.08 0.47 1st lev V 1.08 1st lev V s Sum V 1.98 s Sum V 1.98 Sum V B� % SNII 50 50 % SIW 50 50 9'o SIW seo W/ft RM OTM Seg W/ft RM OTM S Wlft RM MaxQuake ®1995 All Rights Reserved Q99.03We7 e 5 Line 6 1= if SCk Vneftt Vadj= W*HrLqTLg SumV fkmmm a 'Ln w % SM I W/ft RM OTM Seg W/ft RM Archforms Ltd. Lateral Load Analysis & Constructlon Design- Software Line 7 Line 8 v= ISUMV= RM OTMi Sag_ W/ft Val line 3 or 5 Val line 4 or 6 Val line 4 or 6 Val line 6 or 8 Val line 5 or 7 Val line 6 or 8 2nd level V Vadj line 7 V 2nd 2nd level V r= V above tat lev V 2nd level V 1st lev V 2nd level V Sum V Sum Sum V Slevel um V Sum Sum V % SVil Sum V % Sm% % SNU S W/ft RM OTM S1w % Sm S1W !o S!W ;eo W/ft RM OTMI Seg W/ft RM OTMI Seg Will RM OTM W/ft RM OTM W/ft RM Val line 3 or 5 Val line 4 or 6 Vadj line 5 or 7 Val line 6 or 8 Val line 7 V above r= V above r= V above r- Sabo V r= V above tat lev V r- 1st lev, V 1st lev V 1st lev V Sum V Sum V Sum V Sum V Sum V % SVil % SAN % SNU S W/ft RM OTM % SM Sea W/ft RM OTMI % Sm Sag W!ft RM Sea W/ft RM OTM Wlft RM OTM above r=te V above P' 2-201 (r max 2 Val line 1 or 3 Val h Val lint/ 3 or 5 Val line I� Val line above ine 7 r Val above AbA.5) r= Val line V above 1.98 r= V above 1. 98 V above above r=te V above Bsmt V Bsmt V Bsmt V Bsmt V Sint V Sint V Suint V Sum V Sum V w Sum V w Sum V Sum V Lateral Load Distribution & Overturning Moment Page 6 MaxQuake ©1995 Archforms Ltd. All Rights Reserved Lateral Load Analysis & Date: Mar 27 2003 Rev 9-7-04 Firm: AEC Group Job: HEYL ADDITION ONLY R-1 Larry Warner All CSI 099.03We7 Construction Desi n Software Lateral Line A Line B Line C Line D Line E Line F Line G line H Force Sels %= Wind %= W/tt= if "Yf,-snow RM= if W.67,"s".85 Wf 1. 2/2k OTM= if Stk Vnet"ht SumV"Ht'L L Vadj= SumV from ad Ln V= Som SumV= '+Vabv+V Distrib 2nd tnb fl A/Sum flA % SNV 26.5 26.5 trib W AISum % SNV 50 50 Sum lev. w'trib % SNV 23.5 23.5 !o SMI % SMI % S % Sm SMI % S SNV Level W/ft RM OTM Wlft RM OTM S Wlft RM OTM S W/ft RM OTM S Wlft RM OTM S W/ft RM OTM S. W/ft RM OTM S W/ft RM OTM Wind 1 199 1.66 5.61 1 90 0.03 2,244 2 199 0.6 3.37 SW r -V wall •10/lw / V level Frame V frame/ Vadj line B 0.53 Vadj line AorC Vadj line BorD 0.59 Vadj line CorE Vadj line DorF Vad tine EorG Vadj line Forth Vadj line G V level 2nd level V/ft 0.59 2nd level V 1.12 2nd level V 0.53 2nd level V 2nd level V 2nd level V 2nd level V 2nd level V Sum V W Sum V 1.12 w Sum V w Sum V 1.12 Sum V Sum V Sum V Sum V % SAN % SNV at % SNV 26.5 26.5 % SNV 50 50 Wit RM OTM % S/W 23.5 23.5 S W/ft RM OTM % SM W/ft RM OTM % SMI W/ft RM OTM % SMI S W/ft RM OTM S Wit RM OTM W/ft RM OTM Level W/ft RM OTM S Seismic 1 387 1.48 8.97 1 288 1.03 8.97 2,239 2 387 1.48 11.2 2 178 0.68 8.97 2-201 (r max Ab".5) Vadj line B 0.53 Vadj line AorC Vadj line BorD 0.59 Vadj line WE Vadj line DorF Va4 line EorG Vadj line ForH Vadj line G 1.04 r= V above 1.12 r= V above r- V agave 1.12 r- V above r- V above r- V above r= V above r= V above 1st lev V 0.89 l st lev V 0.59 1st lev V 1.12 0.89 1 st lev V 0.53 1st lev V 1st lev V 1st lev V 1 st lev V Sum V Sum V s Sum V 2.24 s Sum V s Sum V 2.24 Sum V Sum V Sum V % SNV am % SMI 26.5 26.5 RM OTM % SMI 50 50 Sea W/ft RM OTM % SNV 23.5 23.5 Sag W/ft RM OTM % SMI Sag W/ft RM OTM % SNV Sea W/ft RM OTM % SMI Sea W/ft RM OTM % SMI Sea W/ft RM OTM Seg W/ft RM OTM leveI Sea W/ft io' 2-20/ (r max Ab".5) Vadj line B Vadj line AorC Vadj line BorD Vadj line WE Vadj fine Dorf Vadj line EorG Vadj line ForH Vadj line G r- V above 2.24 r- V above r- V above 2.24 r- V above r- V above r- V above r- V above r- V above Bsmt V Bsmt V Bsmt V Bsmt V Bsmt V Bsmt V Bsmt V Sum V Bsmt V Sum V W Sum V w Sum V w Sum V I Sum V I Sum V I Sum V Shear Wall and Hold Down Requirements Page 7 MaxQuake 01995 Archforms Ltd. Date: Mar 27 2003 Rev 9-7-04 Firm: AEC Group All Rights Reserved Lateral Load Analysis & Job: HEYL ADDITION ONLY R-1 By: Larry Wamer AIA CSI 099.03We7 Construction Deal n Software 2 Line 3 Line 4 Line 5 Line 6 Line 7 Line 8 2nd ILine 1 Une Uplift = Overturning Moment (OTM) - Resisting Moment (RM) I Segment Length (Seg Lg). Minimum reciuired Hold Down D T selected from Hold-down and Wall Strap Schede HD HD HD Level Sag Uplift T _Sag Uplift Type Sag Uplift Type Seg Uplift a 656 A H1a a 503 A Hie 1,2,3.. b 656 A H1a b 450 A H1a Wall Lines Run From Front to Shear(plf) 113 Shear(plf) 103 Shear(plf) Shear(plf) Back Wall T A 6 Wall Type A 6 Wall Type Wall Typp Roof Uplift from Side to Side resisted by Left and Right Ext. Walls a 95 0 NA a 1,023 A MD b I b 965 A H1a Shear(plf) Wall Tvpe Ift Shear(plf) 991 Shear(plf) 1981 Shear(pypelf) I Shear(plf) I Shear(plf) Wall Type A 8 Wall Type A 6 Wall T Wall T Wall Type if Uplift from Side to Side resisted by Left and Right Ext. Walls Uplift (plf) Rf 1 .....ru.,rd_n.. me m, act ri in rnnfinunus down throuah the Wall below to the Foundation. If no Wall below, tie 1 Shear(plf) 1 Shear(plf) I Shear(plf) Shear(pM Wall Tvroe Wall Type Wall Type Wall Type aar per Linear Foot (Shear(plf)) = Sum of Shear at that Line Sa Level (Sum V) / Linear imurn renuired Shear Wall Construction or Shear Frame for Wall Type Symbol is sel Shear(plf) Wall Type Shear(plf) Ift Shear(plf) I Shear(plf) Wall Type Wall Type ear Wall at that Line S Level (Sum Seg Shear Wall Schedule on Page 9. Shear(plf) Wall Tvpe Shear(plf) Wall_ Type ill @.Rf1& t Loads. 3a Uolift Shear(plf) Wall Type Shear(plf) Wall Type Shear(plf) Wall Type Shear(plf) Wall Tvpe Shear Wall and Hold Down Requirements Page Mar 27 2003 Rev 9-7-04 Firm: AEC Group By: Larry Warner AIA CSI 8 MaxQuake 01995 All Rights Reserved 499.03We7 Archforms Ltd. Lateral Load Analysis & Construction Desl n Software Date: Job: HEYL ADDITION ONLY R-1 Line AILine B Line C Line D Line E Line F Line G Line H Uplift = Overturning Moment (OTM) - Resisting Moment (RM) / Segment Length (Seg Lg). [2n Minimum re aired Hold Down HD T selected from Hold-down and all StraD Schedule on acte 9. HD HD HD vel HD HD Se Uplift T Se Uplift T Se U IIft T S U lift HD HD T S Uplift T S Uplift_ T Seg Uplift T S Uplift T 1 . 790 A H1a 1 A,B,C.. 2 923 A H1a Wall Lines Run From Side to Shear(plf) 140 Shear(plf) Shear(plf) 70 Shear(plf) Shear(plf) Shear(plf) Shear(plf) Wall T Shear(plf) Wall Type Side Wall T e 6 Wall T Wall T A 6 Wall T Roof Uplift from Front to Back resisted by Front and Back Ext. Walls Wall Type Wall T U lift I Rf 2 @ Ext WI 58 Uplift Detail 0 Rf 2 & Ext WI 0 T 1st HD HD HD T Se Uplift T Se U IIft T S Uplift HD HD T S U lift T Se U lift HD HD T S Uplift T HD Se Uplift T Level Se Uplift 1 2,495 A H2 1 2,647 H2 2 3,244 A H5 2 2,762 A H2 Shear(plf) 374 Shear(plf) Shear(plf) 374 Shear(plf) Shear(plf) Shear(plf) Wall Type Shear(plfl Wall Type Shear(pM Wall Type Wall Type A 4 Wall Type Wall Type A. o 1 Wall TyN Roof Uplift from Front to Back resisted by Front and Back Ext. Walls Wall TM I Uplift(pif) Rf I @ Ext WI I Uplift Detail @ Rf 1 & Ext N NA IStraps/Hold-Downs must run continuous down rough the Wall below to the Foundation. If no all below, tie to Beams sized for Hold-Down Point Loads. HD Base HD HD HD Seg Uplift Type Seg Type Sag Uplift HD HD Type Seg Uplift T Sag Uplift ....jype HD HD Seg U lift Type Seg Uplift Type Level Sag Uplift T Shear(plf) Shear(plf) Shear(pM Shear(plf) Shear(plf) Shear(pM Shear(plf) Wall Type Shear(plf) Wall Type Wall Type Wall Type Wall Type Wall Type Wall Type Wall Type Shear per Linear Foot (Shear(plf)) = Sum of Shear at that Line & Level (Sum V) / Linear Feet of Shear Wall at that Line & Level (Sum Seg Lgth) Minimum required Shear Wall Construction or Shear Frame for Wall Type Symbol is selected from Shear Wall Schedule on Page 9. Wall and Hold Down Schedules Mar 27 2003 Rev 9-7-04 HEYL ADDITION 0 Firm: AEC Group Pace 9 MaxQuake 01995 Archforms Ltd. All Rights Reserved Lateral Load Analysis & SHEAR WALL OPTIONS: Place an "X' in the appropriate shaded block. Select only one option under each heading (except System when using frames) 794 one Hardware Mfg. Wall Framing Material Shear Wall System I B Wall Sheathing Fasteners No X Simpson X Doug Fir or So.Pine X SW-AII P" or PB X 318"ort/2" CC or CD Pry X10d Los Angeles Area KC Metals Hem Fir (s.grsvA49) SW-Gyp,Stuc or Ply 318"ort/2" Struc I PlyUSP-Sih►dKant 3.1/2" Metal Studs HF- Hardy Frame 3/8"orl/2'CD Ply o/GB 14ga Staple UBC Other (Apx.C) SF -Simpson Frame 1/2"Ext M,S/M-2 Prtcl Bd 1" Screw To Customize, Overwrite Sched. on Apx. C below Other (See Apx. C) ZF -Z Frame Other SheathinglFestener Combo (See Apx. C) WIND AND EARTHQUAKE DATA 97 UBC SHEAR WALL SCHEDULE Wail Shear Wall Edge Anchor Plate to Fl. Plate Type Load Sheathing Nail Botta Nall Lag Clips Wind Speed mph 75 Seismic Zone 3 Importance Fact. 1 Source Type B Exposure Cat. B Fault Distance 20 Symbol (pit) Material 8d 518"x12 16d 1/2" A35 Wind Pres.horiz. psf 10.16 Soil Profile SD ac GF:880 GF:140 GF:480 GF:450 Note 1,2 Note 3 Note 6 Note 7 Note 6,8 Note 9,10 vert. NA construct wall as speed per symbol or any below WALL HOLD-DOWN & STRAP SCHEDULE A 6 260 1/2' Ply 8" 40"oc 64oc 2Yoc 20"oc 1/2' Ply 4" 27"oc 4"oc 15"oc 14"oc Hold -Dawn Max In. Wall Foundation Bolt Symbol Uplift Post FI to FI Anchor Type Bolt Strap Strops HD Dia. 4 A 4 380 4 A 3 490 1/2" Ply 3" 21"oC 11"oc 11"oc lbs. Size Note 3,4 Note 2 Note 2,4 Note 2 4 A 2 640 1/2' Ply 2" 16"oc 900c 8"oc 4,5 A 44 760 ea side 112' Ply 4" 14"oc roc roc 3" 10"oc 6"oc 560c NA up to 300 use the hold4own across or below redd type A H1a 1,005 2x CS20201*+ PAHD42 H1b 1,650 2x C816 30"+ LTT20 1/2' 4,5 A 33 980 saside 1R' Ply 45 A 22 1280 ea side 1R" Ply 2" 6"oc 4"oc Voc A A H2 2,775 2-2x MST 48" STHD10 H02A 5/8" MST 60" PHOS 518" ? 1 Sheathing: 3/8"-1/2' (4 ply min) CD, CC Ply with all edges blocked A H5 4,685 2-2x A H6 5,800 2-2x MST 72" PHD6 7/8' 2 Framing: 2x DF typ C 168oc., 3x redd 810d w/ +1-518" penetration, 2' or 30oc A H8 6,730 2-2x CMST14 68"+ PHD8 7/8" 3 Typical Fasteners: 8d Common or Galy. Box nails (no sinkers), nail field @12" A H10 9,540 4x CMST12 900+ HD10A 7/8' 4 3x at plate and panel edges at walls w/ Shear over 350lbs, nail min. 1/2" from edge A HU 11,080 4x HD14A 1" 5 Offset panel edges on opposite sides of wall and stagger plate splices A H15 15 305 6x HD15 1.1/4" 6 Anchor Bolts (ASTM A -M7) Min. 7' Imbedment, w/ 2V*x3/16" Plate Washer ? Add inches to FI to FI Tie Strap to gap across Joist 7 S 16d nails in 2x, lags at 3x Oates when no sheathing continuity to Rim Joist �g9or 1 Straps and HD's as Mfg. by Simpson Strong -Tie Co. Cat C-99 8 Pre -chill 3/8' hole for Lag. Provide Washer. Adjust Igth for 2" penetration into Joist 2 Nail Straps & Hold -Downs w/10d (2x max.pen.1-5/8') See Details 9 Clips: Plate to Blocks only redd if no shear sheathing continuity from Wall to Blocks and Mfg. Data for Nailing, Bolt and Embedment Requirements 10 Anchors and Clips as Mfg. by Simpson Strong -Tie Co. Cat C-99 3 if No Cont Rim Joist Add Lgth Of Gap.10d at CS, 16d: CMST & MST 4 Straps and Hold -Downs must run continuous to Walls below, if no Wall below, be to Beams, sized for Hold -Down Point Loads Shear Wail and Hold Down Schedules Page 10 MazQuake ®1995 Archforms Ltd. All Rights Reserved Lateral Load Analysis & Date: Mar 27 2003 Rev 9.7-04 Firm: AEC Group Job: HEYL ADDITION ONLY R-1 BY: Larry Warner AIA CSI Q99.03We7 Construction Design Software DIAPHRAGM OPTIONS: RfIFI Framing Mat R!1FI Diaphragm Fasteners COLLECTORn IE AND DIAPHRAGM SCHEDULE X DF or So.Plne X All Unblocked 8d Com Only Hem Fir Rf UnBlk, Fl Blk X 8d@Rf,10@FI CIT Max. Collector/rie Tie Tie Rod Force Cont. Joist or Strap Washer Other Block All Edges 10d Com Only Type 14 ge Staple Symbol (lbs) Solid Blocking or Cont. Dia. Dia. HD. To Customize, Overwrite Schedule or See Apx. C Other less of C&T per to grain: 425 Joist 20ks1 825 Note 1,2,6 Note 2,3,4 Note 4 Note 5 Note 7 Use Collector/Tie as speed per symbol or any below NA 300 A C1 2,231 20 MST27 A C2 3,506 2x6 MST37 3/4" 1.79 2- HD5A Frame Model Numbers and Unit Shear Capacities (lbs) Height 7 ft 8 ft 9 R loft A C3 4,405 2X8 MST46 7/8" 2.24 2- HDBA Lgth A C4 5,800 2X10 MST60 7/8" 2.96 2- HD8A A C5 6,440 202 2- MST37 1/8" 3.28 2- HD8A A A A C6 8,310 2- 2X10 HSTS 7/8" 4.23 HD10A A A C7 11,170 2.2x10 HSTB 7/8" 5.69 2- PHD6 A A C8 17,691 3. 2X10 1/8" 9.01 2- HD10A A ? ? ? ? 7 1 Provide Cont. Rim Joist/Rafter or Solid Bbcking at all Shear Wail (arid Lines 2 A property sized continuous Rafter or Joist can act as both Collector and Tie 3 Between Blocks or breaks in Rafters/Joists provide straps to maintain Tie continuity 4 Run All -thread Rod On RfUJst, Igth=Load1$hear(p1f), secure ends W Washer or HD 5 Provide Washer w/ Die. (inches) at end of blocked Rfl/Jst bays, Mal. Iron or 1/4" St. 6 Connect Continuous Collector/rls to shear wail as required by Shear Well Schedule 7 HD at Rod to Shear Wall and/or Rft/Jst Mfg. by Simpson Stro*Tle Cat C-99 ROOFIEXT. WALL UP -LIFT SCHEDULE Root Shear Diaphragm Edge Floor Shear Dlaph. Diaphragm toad Material Nail Diaphragm Load Material Watt Uplift Stud to Plate Plate to Rafter Stud to Rafter T at 16" oc at 240oc at 16" at 16" oc Symbol (pit Note 1,2 ,4 Note 3 Symbol Note 12,4 50 8d Nail 10d Nall A T 100 Ply Nailing or H2 H2 A R6 180 112" Ply 6" A F6 215 314" Ply A U 180 A35 H4 H2 A R4 112" Ply 4" A F4 3/4" Ply A V 310 SP1 H10 H1 H2 A R3 112" Ply 2.1/2" A F3 314" Ply A W 460 SP4 H7 H10 LTS10 A R2 112" Pty 2" A F2 3/4" Ply A X 600 SP2 H10 H7 A Y 1,170 FTA2 ? ? 1 Sheathing: Floor 3/4 CD -AC Py/OSB, Roof 1/2 CD or CC Py/OSB, Unblocked A Z 2,560 FTA7 2 Framing: 2x typ, 3x rea(d if 10d pen more Owl or nails spaced less than 3' oc ? 3 Typ. Fasteners: 8d Com. @ Roof,10d Com. @ Floor (no sinkers) field 12`@Rf,10"@FI 1 Anchors and Cly as Mfg. by Simpson Strong -Tie Co. Cat C-99 4 Continuous Ren Rafter/Joist recommended at perimeter of unblocked diaphragms Collectorffie & Diaphragm Loads, Lines 1.8 Page 11 Ma%Quake ©1995 Archforms Ltd. Date: Mar 27 2003 Rev 9-7-04 Finn: AEC Group All Rights Reserved Lateral Load Analysis R Job: HEYL ADDITION ONLY R-1 By: Larry Warner AIA CSI 099.03We7 Construction Design Software Line 1 1 Line 2 1 Line 3 I Line 4 Line 5 1 Line 6 1 Line 8 Seg CIT Load (back) - max. load on the Collector /Tie between this and Seg above. CIT Type - min. adequate CollectorMs. Seg beg - feet Seg begins front of Quad Line. front - CIT load at front side of the front most S ant. Shear - the aversoe Diaphracm Shear slona the Line. IF "G " =rs correct Line CIT discontinuitv. 2n CR Loa CIT S C/T Loa Load C/T Seg LoadS CIT Load CIT Load CR Seg CIT ad CIT S C Loa CR Seg Roof Sag back TM beg Sag back Type beg Sag back TM Sag back Type beg Sag back Type beg Seg back Type beg Seg back T beg Sq back Type a a 1,2,3.. b 347 A C1 b 304 A C1 Wall Lines Run From Front to front 320 A C1 front 298 NA front front front front front front Baric Shear(pif) 27 Shear(plf) 27 Shear(plf) Shear(plf) Shear(pif) Shear(pit) Shear(plf) Shear(pM Rf Diaph A IRS Rf Diaph A RG Rf Dla h Rf Dla h t3f-la h Rf Dlaph Rf 01aph RI Diaph 1 Rf CIT Load CIT SM C/T Load CR Sal C/r Load CIT Sq C/T Load UT Sal C/T Load GT Sag GT Load CIT S GT Load CIT S CIT Load CIT Seg 2 FI Seg back T Sag back Type beg Sag back Type b4K Seg back T back T back T Seg back Type S back T beg a a b 327 A 101 b 840 A C1 front 233 NA front 700 A C1 front front front front front front Shear(pl1) 58 Shear(pif) 58 Stwar(p11) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shesr(pif) Rf Diaph A R8 Rf Diaph A RB Rf Diaph Rf Diaph Rf Diaph Rf Diaph Rf Diaph Rf Diaph FI Dlaph A F8 FI Diaph A F8 FI Diaph FI Diaph FI Diaph FI Diaph FI Dlaph FI Dla h 1st CIT Load C/T Sol C/T Load C/T Sej CIT Load CIT S C/T Load CIT S C/T Load CIT CIT Load C/T SM C/T Load CIT Sal CIT Load CIT Seg Floor ISeg back T S back T S back T S back T S back T S back T S back T S back Type b front front front front front front front front Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plo Shear(plf) FI Diaph IFI Diaph IFI Diaph IFI Diaph I FI Dlaph FI Diaph I FI Diaph FI Diaph If Rf or FI Diaph return "block?' load values are higher than the diaphragm ci . Change to blocked diaphragm or fastener Option 10 or add Shear Wall 3or4 Collector/Tie & Diaphragm Loads, Lines A-H Page 12 MaxQuake ©1995 Archforms Ltd. All Rights Reserved Lateral Load Analysis 6 Date: Mar 27 2003 Rev 9-7-04 Firm: AEC Group Job: HEYL ADDITION ONLY R-1 64. Larry Warner AIA CSI 099.03We7 Construction Design Software Line A I Line B I Line C I Line D Line E I Line F Line G I Line H Seg CIT Load (left) - max, load on the Collector Iris between this and Seg to left. CIT Type - min. adequate Collector/Tie. Seg beg - feet Seg begins right of Quad Line. right - CIT bad at right side of the right most S ant. Shear - the a eraos Diaphraorn Shear alona the Line. If °G correct Line CIT discontinuitv. 2nd Load CIT Sec CIT Load CIT CIT Load CIT Sq CIT Load C S CIT Load Cif CIT Load CIT CrT Load Sej CIT Load CIT Sag ICIT Roof Sag left Type Sag left Type beg Seg left Type Seg left Twe bec Seg left Type beg Seg left Type beg Sag left T Seg left Type 1 I A,B,C.- 2 421 A C1 Wall Lines Run From Side to Side d ht 210 NA Shear(plf) 70 right Shear(pM right Shear(plf) 70 right Shear(plf) right Shear(plf) ri t Shear(plf) right Shear(pM right Shear(plf) Rf Dla h A R6 Rf Dla h_ Rf D! A R6 Rf D h_ Rf 01aph Rf Dia Rf Diaph Rf Dlaph I Rf CR Load CIT _ _ _ CIT Load CrT S CIT Load CIT S CIT Load CIT Sej CIT Load CR Sol CIT Load CIT Sq CIT Load CIT Sal CIT Load CIT Seg 2 F) 1Seg left T Seg left Type bej Seg left T left Type beg Sag left Type beg Seg left TWO beC Sag left T Seg left Type 1 I 2 1121 A C1 2 1121 A C1 right 420 A C1 dam right 420 A C1 right right right right right Shear(plf) 140 Shear(pll Shear(plf) 140 Shear(plfj Shear(pM Shear(piq Shear(pM Shear(pM Rf Dlaph A R6 Rf Diaph Rf Diaph A R6 Rf Dlaph Rf Diaph Rf Diaph Rf Dlaph Rf Dlaph FI Dlaph A F6 FI Diaph FI Diaph A F6 FI Dlaph FI Disph FI Dlaph FI Diaph FI Dlaph st CR Load CIT Sq CIT Load CIT S CIT Load CIT Sw CIT Load CIT S CIT Load CIT CIT Load CIT S CIT Load CIT Sal CIT Load CIT Seg Floor Seg left Type Sep left Type bec Sag left Type bec Seg left T Seg left T left Typ kn Seg left Type bw Seg left Type beg right right right right right right right right Shear(pM Shear(plf) Shear(plf) Shear(plf) Shear(pM Shear(pM Shear(plf) Shear(pM FI Diaph IF1 Diaph JFI Diaph I FI Diaph IFI Diaph IFI Diaph FI Diaph IN Diaph If Rf or FI Diaph return °block?' load values are higher than the chaphragm capacity. Change to blocked chaphragm diaphragmor fastener Option 10 or add Shear Wall 3or4 Wind Pressure for Components & Cladding Page 13 MaxQuake 01995 Archforms Ltd. All Rights Reserved Lateral Load Analysis & Date: Mar 27 2003 Rev 9-7-04 Firm: AEC Group Job: HEYL ADDITION ONLY R-1 BY: Larry Wamer AIA CSI 0".03We7 Ovefturnina Calculation Template Wind Wind Pressure P and Wind Coefficients GCp for Components and Cladding of enclosed Buildings Pressure for GCp Vertical Wind Loads for Gable or Hip Roofed Buildings Horizontal Wind Loads for Buildings Walls Do 10p o 2.4 GCP 3,0 -2 4 GCC I4 I4 14 -; :os -1.4 Horiz P 10,2 GCp P (psi) -2.0 -22 -2.0 -12 -1.0 •0.8 e W W -3.6 -37 Uplift -3.4 •35 -1.6 -1.6 -1.8 -0.6 e e or -3,2 -32 -1.4 -1.4 r i ri : Out- -3,0 -30 •t 2 -12 0.6 Plus: In. MMus: out, design for Force -2.8 -28 -0 8 -0.8 E of Roof 0.8 1.0 maximum i pressure -2.6 -26 '0 8 •0 8 1.2 For partially enclosed buildings -2.4 -24 1.4 1.6 +GCp add 0.1, -GCp minus 0.4. -2,2 -22 0.4 Q,g 0.2 0.4 a 1.6 Reduce GCp 10% when a < 10 -2.0 -20 Flgure1606.21) GCp for Roof Slope 0 < a < 10 0 < a < 10 10 < a < 45 Figure 1606.2C Wall GCp -1,8 "18 -3.0 Vertical Wind Loads for Monoslope Roofs •18 •1.4 -14 -3,0 -2.8 •2.6 -2.8 -2.8 �2i 14- Z -32 iZI -1.2 •12 2 -2.2 :23:08 Z -1,0 -10 _ -2.0 .1.8 -2,6 -2.2 -0,8 -8 •1.4 1' 6MN -1.s -1.4 •2.2 s r rl -0.4 -4 -1:o :o .6 r s -0.2 -2 0:0 -0 6 E of Roof :1:2 0.0 0 •1 0 E of Roof Down 0.2 2 o.a 0'6 o s r r Figure 1606.2E 3< a< 10 Load 0.4 4 or 0.6 6 Flgure1606.2E GCp for Roof Slope 10 < a < 30 0 < a < 10 10<a<45 -3.6 S Ic In- 0.8 8 Force 1.0 10 1.2 12 1,4 14 .2,p '1 8 -1.4 -1.2 -2.0 "1'8 -1.4 -0 11'2 < -3.4 -3.0 •2.8 -2.4 3<a<30 1.6 16 :d-0:8 a -2.2 .20 a Note: •0.6 -0.6 . 1 -1.8 1, Values are for �:o® -1.6 enclosed Buildings. i:2 -i:2 2. SBCCI Values for 0 20 100 1000 0 20 100 1000 Q 20 100 For Overhang GCp Include effect Reduce C 10% if 3 < a < 5 GCp are equivalent t0 UBC Table ales Effective Wind Area sq.ft. Effective Wind Area sq.ft. of both upper & lower surface Effective Wind Area (sq.ft.) Figure 1606.2G Monoslope If a< 3 see Figure 1606.21) Roofs 10 < a < 30 Degrees for values of C . Flgure1606.2E GCp for Roof Slope 30 < a < 45 Degrees JE -X[ VTf45 U PP M& F -Loo". Q .,Xl vrl,44 Lowes PL®V2 .o L. C 61.gUo tr.I tL 2 APJA !.Y$ Z ':7 At -,O w #'Ct'& A,9,o,Tr d,,' Atx- 070,f^ 9.w ggrf .o cft 01 P4.1.1 aA -IM EXISTING UPPER OF H.D. NOTE TYPE SHEAR WALL SUMMARY REV -1 Proj. No HEYL DATE Mar 27 2003 rev 9-7-04 SHEET GRID WALL SEG. LOAD PANEL PANEL H.D. LINE SEG. LGTH PLF TYPE No. LOAD 1 a n/a EXISTING TO REMAIN b c d e f 2 a 5'-0 200 1100 b 3'-0 200 1285 c d e f 3 a n/a b c d e f 4 a n/a b c d e f 5 a n/a b c d e f 6 a n/a b c d e f 7 a n/a b c d e f 8 a n/a b c d e f EXISTING UPPER OF H.D. NOTE TYPE REV -1 Proj. No HEYL GRID WALL LINE SEG. A 1 2 3 4 5 6 B 1 2 3 4 5 6 C 1 2 3 4 5 6 D 1 2 3 4 5 6 E 1 2 3 4 5 6 F 1 . 2 3 4 5 6 G 1 2 3 4 5 6 H' 1 2 3 4 5 6 SHEAR WALL SUMMARY DATE Mar 27 2003 rev 9-7-04 SHEET SEG. LOAD PANEL PANEL H.D. LGTH PLF TYPE No. LOAD Na EXISTING TO REMAIN n/a EXISTING TO REMAIN n/a n/a n/a n/a n/a n/a EXISTING UPPER OF H.D. NOTE TYPE Lateral Loading: Area, Height & Weight Data Date: Mar 27 2003 Rev 9-7-04 Firm: AEC Group Job: HEYL EXISTING rev -1 By: Larry Warner AIA CSI FLOOR PLAN AREAS & SHEAR WALL GRID SPACING • Establish h G id Spacing I CoC ti E c el, Q C c L L V C Pagel MaxQuake All Rights Reserved Q99.03We7 sta s r pac ng o0 o ra OT a Left 7 8 r Wall Spacing 32 Rack Roof R 2nd FI/Rf 32 2 1st FI 1 Roof 2nd FI/Rf 1st FI Roof 2nd FI/Rf 1st FI Roof 2nd FI/Rf 1st A Roof 2nd FI/Rf 1 st A Roof 2nd FI/Rf 1st FI Roof 2nd FI/Rf 1st FI 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 Typical Overhan F to B 2 1152 32 Z= 3 hRe= 90 hRi= 90 Overall Depth of Roof at 2nd FI 1024 64 32 Z= 3.2 hRe= hRi= We= 51.2 Wi= 204.8 1024 64 32 Z= 3.2 We= 57.6 Wi= 230.4 horiz. diem. or 40% of ht. but not less than 4% of least horiz. dim. Right Roof Floor Ilock Block Perim Overall Vea Area Wali Width 1152 32 1024 64 32 1024 64 32 Roof at 2nd FI TypOH LtoR 2 HzProj hRe= 3.75 hR2i= 76.25 ©1995 Archforms Ltd. Lateral Load Analysis & Construction Design Software TYPICAL DEAD LOADS ,Establish Dead Loads (lbs/sf)- Roof Interior Wall Roofing 3 Gyp.Bd 4.4 Sheathing 1.5 Framing 2 Framing 2 Int. Finish Snow Other 6.5 6.4 Ceiling Insulation 0.5 Framing 1.5 Gyp. Bd. 2.8 Other 4.8 Floor Flooring 4 Sheathing 2 Framing 3.5 Insulation 0.5 Other Exterior Wall Ext Finish 6 Shear 1.5 Framing 2 Insulation 0.5 Gyp. Bd. 2.2 Int .Finish Other 12.2 WI Area 10 We= 51.2 FLOOR HEIGHTS & WIND AREA 57.6 -Establish Floor to Floor and Roof Heights (ft)- Wi= Roof Roof Floor 204.8 Pitch Height Height 230.4 X/12 N I L Plan w/ both 5 5 Roof L >15% of Plan.Y? Roof Area 1152 5 5 8 21id Fl/ft of vRe 672 vRi 736 2nd FI Depth 1 Roof Area A to FI Height 9 1 st Floor Floor Area 1024 WI Perimeter 128 1st FI Dp - S if Slab S BaseKwip vRe Ave. Sill to A Ht vRi Slab/Foundatior Floor Area 1024 Wind Ht.@Ridge 22 WI Perimeter . 128 Wind Ht.@Gable 19.5 Ridge F to B L to R least Mean Roof Ht. 19.5 Runs? Y Hips? Y 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 Typical Overhan F to B 2 1152 32 Z= 3 hRe= 90 hRi= 90 Overall Depth of Roof at 2nd FI 1024 64 32 Z= 3.2 hRe= hRi= We= 51.2 Wi= 204.8 1024 64 32 Z= 3.2 We= 57.6 Wi= 230.4 horiz. diem. or 40% of ht. but not less than 4% of least horiz. dim. Right Roof Floor Ilock Block Perim Overall Vea Area Wali Width 1152 32 1024 64 32 1024 64 32 Roof at 2nd FI TypOH LtoR 2 HzProj hRe= 3.75 hR2i= 76.25 ©1995 Archforms Ltd. Lateral Load Analysis & Construction Design Software TYPICAL DEAD LOADS ,Establish Dead Loads (lbs/sf)- Roof Interior Wall Roofing 3 Gyp.Bd 4.4 Sheathing 1.5 Framing 2 Framing 2 Int. Finish Snow Other 6.5 6.4 Ceiling Insulation 0.5 Framing 1.5 Gyp. Bd. 2.8 Other 4.8 Floor Flooring 4 Sheathing 2 Framing 3.5 Insulation 0.5 Other Exterior Wall Ext Finish 6 Shear 1.5 Framing 2 Insulation 0.5 Gyp. Bd. 2.2 Int .Finish Other 12.2 WI Area 10 We= 51.2 FLOOR HEIGHTS & WIND AREA 57.6 -Establish Floor to Floor and Roof Heights (ft)- Wi= Roof Roof Floor 204.8 Pitch Height Height 230.4 X/12 N I L Plan w/ both 5 5 Roof L >15% of Plan.Y? Roof Area 1152 5 5 8 21id Fl/ft of vRe 672 vRi 736 2nd FI Depth 1 Roof Area A to FI Height 9 1 st Floor Floor Area 1024 WI Perimeter 128 1st FI Dp - S if Slab S BaseKwip vRe Ave. Sill to A Ht vRi Slab/Foundatior Floor Area 1024 Wind Ht.@Ridge 22 WI Perimeter . 128 Wind Ht.@Gable 19.5 Ridge F to B L to R least Mean Roof Ht. 19.5 Runs? Y Hips? Y hR2i= 76.25 ©1995 Archforms Ltd. Lateral Load Analysis & Construction Design Software TYPICAL DEAD LOADS ,Establish Dead Loads (lbs/sf)- Roof Interior Wall Roofing 3 Gyp.Bd 4.4 Sheathing 1.5 Framing 2 Framing 2 Int. Finish Snow Other 6.5 6.4 Ceiling Insulation 0.5 Framing 1.5 Gyp. Bd. 2.8 Other 4.8 Floor Flooring 4 Sheathing 2 Framing 3.5 Insulation 0.5 Other Exterior Wall Ext Finish 6 Shear 1.5 Framing 2 Insulation 0.5 Gyp. Bd. 2.2 Int .Finish Other 12.2 WI Area 10 We= 51.2 FLOOR HEIGHTS & WIND AREA 57.6 -Establish Floor to Floor and Roof Heights (ft)- Wi= Roof Roof Floor 204.8 Pitch Height Height 230.4 X/12 N I L Plan w/ both 5 5 Roof L >15% of Plan.Y? Roof Area 1152 5 5 8 21id Fl/ft of vRe 672 vRi 736 2nd FI Depth 1 Roof Area A to FI Height 9 1 st Floor Floor Area 1024 WI Perimeter 128 1st FI Dp - S if Slab S BaseKwip vRe Ave. Sill to A Ht vRi Slab/Foundatior Floor Area 1024 Wind Ht.@Ridge 22 WI Perimeter . 128 Wind Ht.@Gable 19.5 Ridge F to B L to R least Mean Roof Ht. 19.5 Runs? Y Hips? Y Ceiling Insulation 0.5 Framing 1.5 Gyp. Bd. 2.8 Other 4.8 Floor Flooring 4 Sheathing 2 Framing 3.5 Insulation 0.5 Other Exterior Wall Ext Finish 6 Shear 1.5 Framing 2 Insulation 0.5 Gyp. Bd. 2.2 Int .Finish Other 12.2 WI Area 10 We= 51.2 FLOOR HEIGHTS & WIND AREA 57.6 -Establish Floor to Floor and Roof Heights (ft)- Wi= Roof Roof Floor 204.8 Pitch Height Height 230.4 X/12 N I L Plan w/ both 5 5 Roof L >15% of Plan.Y? Roof Area 1152 5 5 8 21id Fl/ft of vRe 672 vRi 736 2nd FI Depth 1 Roof Area A to FI Height 9 1 st Floor Floor Area 1024 WI Perimeter 128 1st FI Dp - S if Slab S BaseKwip vRe Ave. Sill to A Ht vRi Slab/Foundatior Floor Area 1024 Wind Ht.@Ridge 22 WI Perimeter . 128 Wind Ht.@Gable 19.5 Ridge F to B L to R least Mean Roof Ht. 19.5 Runs? Y Hips? Y Exterior Wall Ext Finish 6 Shear 1.5 Framing 2 Insulation 0.5 Gyp. Bd. 2.2 Int .Finish Other 12.2 WI Area 10 We= 51.2 FLOOR HEIGHTS & WIND AREA 57.6 -Establish Floor to Floor and Roof Heights (ft)- Wi= Roof Roof Floor 204.8 Pitch Height Height 230.4 X/12 N I L Plan w/ both 5 5 Roof L >15% of Plan.Y? Roof Area 1152 5 5 8 21id Fl/ft of vRe 672 vRi 736 2nd FI Depth 1 Roof Area A to FI Height 9 1 st Floor Floor Area 1024 WI Perimeter 128 1st FI Dp - S if Slab S BaseKwip vRe Ave. Sill to A Ht vRi Slab/Foundatior Floor Area 1024 Wind Ht.@Ridge 22 WI Perimeter . 128 Wind Ht.@Gable 19.5 Ridge F to B L to R least Mean Roof Ht. 19.5 Runs? Y Hips? Y WI Area 10 We= 51.2 FLOOR HEIGHTS & WIND AREA 57.6 -Establish Floor to Floor and Roof Heights (ft)- Wi= Roof Roof Floor 204.8 Pitch Height Height 230.4 X/12 N I L Plan w/ both 5 5 Roof L >15% of Plan.Y? Roof Area 1152 5 5 8 21id Fl/ft of vRe 672 vRi 736 2nd FI Depth 1 Roof Area A to FI Height 9 1 st Floor Floor Area 1024 WI Perimeter 128 1st FI Dp - S if Slab S BaseKwip vRe Ave. Sill to A Ht vRi Slab/Foundatior Floor Area 1024 Wind Ht.@Ridge 22 WI Perimeter . 128 Wind Ht.@Gable 19.5 Ridge F to B L to R least Mean Roof Ht. 19.5 Runs? Y Hips? Y least Mean Roof Ht. 19.5 Runs? Y Hips? Y Lateral Load Analysis Date: Mar 27 2003 Rev 9-7-04 Firm: AEC Group SEISMIC LOADS ,Establish Dead Loads, Page 2 MaxQuake ©1995 All Rights Reserved Mat. Weights Item DL osfl 2nd Floor Area (sf) DL(Ibs) 1st Floor Base Level Area(sf) DLQbs) Area(sl) DL(Ibs) Wt Roof 6.5 1152 7488 96 BOCA Wt Cell 4.8 1024 4915.2 1024 4915.2 Wt Ext WI 12.2 1024 12492.8 576 7027.2 Wt int WI 10 1024 10240 10240 Wt Floor 10 1024 10240 4915.2 1st Floor Sum 2nd 45376 Sum 1st 11942.4 Base Interior wall default: 10 psi of floor area Sum 2nd,1st & Base 57318.4 •Distribute Weights to Various Levels* Tributary Weight Wt Roof 2nd Wt Cell 2nd 1/2Wt Ext WI 2 Wt Int WI 2 WtFloor 2 Wt Roof 1st Wt Cell 1 1/2 Wt Ext WI 1 Wt Int WI 1 Wt Floor 1 I/M Ext WI Bs mt Wt Cell Bsmt Line Sum 18649.6 38668.8 W= 57318.4 Roof 2nd FI 1st FI Wt Line Line Line Sum 7488 96 BOCA 7488 4915.2 E=Eh*p (30.1) 4915.2 6246.4 6246.4 12492.8 X 97 UBC 10240 10240 10240 10240 38669 9 348019 3506 4915.2 4915.2 1st Floor 7027.2 7027.2 Archforms Ltd. Lateral Load Analysis & BUILDING CODE Distribute Shear to Various levels* UBC formula (30-15) •Select Codes Wind Load Force at Level x = V (Wtx)(HtxuSum(Wti)(Htt) Ft assumed = 0 96 BOCA Inter Z Ht is measured from plate to foundation E=Eh*p (30.1) 97 SBCCI L to R Wt x Ht x eM)(Ht) Fx p F to B p L to R X 97 UBC Roof 2 18650 17 317043 3194 2nd FI/Roof 1 38669 9 348019 3506 1.00 1.00 1st Floor 3,128 1.00 1.00 2nd Fl Sum 57318 17 665062 6700 2,600 51 205 *Determine Base Shear UBC Section 1630.2 Zone 3 Fig.16.2 Seismic Source Type B Table 16-U Sal Prof $D Table 16-J Fault Distance 20 in km to Seismic Source Z= 0.3 Table 16-1 Ca=S100 Table 16-0 1= 1.0 Table 164K Cv=Table 16-R T= 0.19 Formula (30.8) No=Table 16-8 R= 5.5 Table 16-N (Tied to Pg 9) Nv=Table 16-T WIND LOADS *Wind Pressure* UBC Section1620 P=gsWeCq Vp 75 Figure 16-1 Ex B Section 1616 Iwr-1--jTable 16-K qs 12.6 Table 16-F Ce 0.62 Table 16-G hCq 1.3 Table 16-H, 02 vCq -0.7 Table 16-H, 02 Ph■ 10 Hz. Force (psf) Pv■ -5.468 VL Force W *Total Wind Load In Each Direction At Each Level (Ibs)* GOVERNING LATERAL LOADS •Maximum Total Load in Each Direction At Each Level pbsp Front to Back Side to Side Roof 2 3,194 Seismic 3,194 Seismic formula (30-4) (30^5) (30.6) (30-7) E= CvIW/RT but not > 2.5CaIW/R but not < 0.11CaIW zone 4 not< 0.8ZNvIW/R 30323 9379 2270 E/1.4= 6,700 lbs E/1.4=V 1612.3.1 formula (12-9) For Code Table references used by MaxQuake see Code Sections cited or Appendix A (below) 2nd FURoof 1 3,506 Seismic 3,506 Seismic 1st Floor Trib Area F to B Trib Area L to R Wind Load End Z Inter Z SumP*At End Z Inter Z SumP*At F to B L to R Roof 2 90 90 1,828 4 76 812 Roof 1 3,128 2,112 2nd Fl 51 205 2,600 51 205 2,600 1,300 1,300 let Floor Up Roof 2 672 736 Uplift 7,700 7,700 Up Roof 1 Uplift GOVERNING LATERAL LOADS •Maximum Total Load in Each Direction At Each Level pbsp Front to Back Side to Side Roof 2 3,194 Seismic 3,194 Seismic formula (30-4) (30^5) (30.6) (30-7) E= CvIW/RT but not > 2.5CaIW/R but not < 0.11CaIW zone 4 not< 0.8ZNvIW/R 30323 9379 2270 E/1.4= 6,700 lbs E/1.4=V 1612.3.1 formula (12-9) For Code Table references used by MaxQuake see Code Sections cited or Appendix A (below) 2nd FURoof 1 3,506 Seismic 3,506 Seismic 1st Floor Shear Wall Segments Data, Lines 1-8 Page 3 MaxQuake 01995 Archforms Ltd. Date: Mar 27 2003 Rev 9-7-04 Firm: AEC Group All Rights Reserved Lateral Load Analysis & Job: HEYL EXISTING rev -1 By: Larry Warner AIA CSI 099.03We7 Construction Desion Software Line 1 Line 2 Line 3 Line 4 Line 5 Line 6 Line 7 Line 8 Segment (Seg) names a -g appear to show possible quadrants (q). Remove Segs not used. Move and add 1,2 ... to denote multiple (m) seg's in a quadrant, le., U. S Variablen LQ: S lath. Ht: S ht from 1). B: Beadn Wail? - B= es. Ell: Ext. or Int. Wall? - E=Ext 1=Int. S: Stacked above same row. & s L . Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables F &m L Ht B Ell m L Ht B Ell L Ht B Ell m L Ht B Ell m L Ht B E/I &m L Ht B Ell L Ht B E/I m L Ht B Eli a 10 8 B E a 5 8 B E 10 8 B E b 3 8 8 E Lines Run From Front to sum 20 Syst SW sum 8 Syst SW sum Syst sum Syst sum Syst sum Syst sum Syst sum Syst Back 1st Seg Wail Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Level Q&m LQ Ht B E/1 SOm Lg Ht E/I S q&m Lg Ht B Eli S q&m Lg Ht B Ell S q&m Lg Ht B Ell S q&m Lg Ht B E/I S q&m Lg Ht B E/I S q&m Lg Ht B E/I S a 10 8 B E S -B a 8 8 B E S b 10 8 B E b 12 8 B E S sum 20 Syst SW sum 20 Syst SW sum Syst sum Syst sum Syst surn Syst sum Syst sum Syst Base Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Level q&m Lg Ht B Ell S &m Lg Ht B E/1 S q&m Lg Ht B E/I S q&m Lg Ht B E/I S q&m Lg Ht B Ell S q&m Lg Ht B E/1 S q&m Lg Ht B E/I S q&m Lg Ht B E/I S sum Syst sum Syst sum Syst sum Syst sum Syst sum Syst sum Syst sum Syst load trans to adi line load trans to adj line Shear Segnent Hei ht/Len th ratio is limited to 2/1 for edge blocked panel. *HVL >2 limit" a if exceeded. See Code Ch. 16 for Ht/Llimits for other assemblies. Shear Wall Segments Data, Lines A-H Page 4 MaxQuake ©,9ss Archforms Ltd. Date: Mar 27 2003 Rev 9-7-04 Firm: AEC Group All Rights Reserved Lateral Load Analysis & Job: HEYL EXISTING rev-1 By: Larry Warner AIA CSI Q99.03We7 Construction Design Software Line A lune B ILine C I Line D Line E I Line F I Line G ILine H Segment (Seg) names 1-7 appear to show possible quadrants (q). Remove Segs not used. Move and add a,b... to denote multiple (m) sag's in a quadrant, ie., 2b. Se-q Variables: LQ: So i lath. Ht: Seg haght fromDo 1). B: Bearin Wall? - B= es. Ell: Ext. or Int. Wall? - E=Ext I=Int. S: Stacked San above same row, m &!s L Q. . Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables F8, L Ht B Ell 1 m L Ht B Ell 1 8 &m L Ht B Ell m L Ht B E/I m L Ht B E/I m L Ht B E/I L Ht B Ell L Ht B Ell Lines Run From Side to sum Syst _ sum Syst sum Syst sum Syst sum Syst sum Syst sum Syst sum Syst Side at load trans to ad' line Seg. Wall Variables load trans to ad' line Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables -%`' Seg Wall Variables Seg Wall Variables Seg Wall Variables Leve q&m Lg Ht B Ell S 1 q&m Lg Ht B E/l S 1 q&m Lg Ht B Ell S q&m Lg Ht B Ell S q&m Lg Ht B E/I S q&m Lg Ht B Ell S q&m Lg Ht B Ell S q&m Lg B Ell S sum Syst sum Syst sum Syst- sum Syst sum Syst sum Syst sum Syst sum Syst load trans to adj line load trans to adj line Base Seg Wall Variables Seg Well Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Lg Ht B E/I S Level q&m Lg Ht B Ell S sum Syst q&m Lg Ht B E/I S sum Syst q&m Lg Ht B Ell S q&m L Ht B E/I S q&m Lg Ht B Ell S q&rn Lg Ht B E/I S sum Syst sum Syst sum Syst sum Syst q&m Lg Ht B E/I S sum Syst q&rn sum Syst bad trans to adj line Shear Segment Heighl/Length Poad trans to adj line ratio is limited pe blocked panel. "HtlL >2 limit" appears if exceeded. See Code Ch. 16 for HULA limb to 211 for edo for other assemblies. Lateral Load Distribution & Overturning Moment Page 5 MazQuake @ 1995 Archforms Ltd. All Rights Reserved Lateral Load Analysis & Date: Mar 27 2003 Rev 9-7-04 Firm: AEC Group Job: HEYL EXISTING rev-1 B : Larry Warner AIA CSI Q99.03We7 Construction Desl n Software Lateral Line 1 Line 2 Line 3 Line 4 Line 5 Line 6 Line 7 Line 8 Force Seis %= Wind %= !ft= 9 W,snow RM= if V.67's".85 OTM= if Sfk Vnet"ht Vao= V= SumV= Dlstrib trib fl Sum trib A/S Sum lev. W trib area L SumV'Ht"L S Vit a Ln Ln%"Vmax Va +Vabv+V 2nd % SNV 50 50 % SNV 50 50 % S/W Sag W/ft RM OTM % SO Son W/ft RM OTM % SAN Seg W/ft RM OTM % S/W Seg W/ft RM OTM % SNV Seg W/ft RM OTM % Sag W/ft RM OTM Level Sag W/ft RM OTM Sea Wlft RM OTM a 278 9.28 6.39 a 278 2.32 7.82 278 9.28 6.39 b 278 0.84 4.69 115t Vadj line 2 Vadj line 1 or 3 Val line 2 or 4 Vadj line 3 or 5 Vadjline 4 or 8 Vadj line 5 or 7 Vadj Iine 8 or 8 Vadj line 7 2nd level V 1.6 2nd level V 1.6 2nd level V 2nd level V 2nd level V 2nd level V 2nd level V 2nd level V Sum V s Sum V 1.6 s Sum V 1.6 Sum V Sum V Sum V Sum V Sum V % SNV 50 50 % SNV 50 50 % SNV OTM % SNV W/ft RM OTM % SNV W/ RM OTM % 8NV S W/ft RM OTM °h SNV W/ft RM OTM % SNV Sec W/ft RM OTM Levet S W/ft RM OTM S W/ft RM OTM S W/ft RM Seismic a 536 17.9 15.4 a 536 14.6 15.8 3,506 b 258 10.9 13.4 b 536 25.7 18.4 P 2-20! (r max Ab".5) Val line 2 Val line 1 or 3 Val line 2 or 4 Val line 3 or 5 Val line 4 or 6 Val line 5 or 7 Val line 6 or 8 Val line 7 1.00 r= V above 1.6 r- V above 1.6 r= V above r- V above r= V above r- V above r- V above r- V above 0.25 let lev V 1.75 0.25 let lev V 1.75 1 st lev V let lev V 1st lev V lot lev V 1st lev V Sum V let lev, V Sum V s Sum V 3.35 s Sum V 3.35 Sum V Sum V °� Sum V % SNV Sum Sum V SNV % SNV % SNV Base Level % SNV 50 50 S W!ft RM OTM °i6 SNV 50 50 8 W/ft RM OTM % SIW S W/ft RM OTM SIW S W/ft RM OTM W/ft RM OTM W!ft RM OTM S Wit RM OTM W/ft RM OTM P 2-20/ (r max Ab A.5) V94 line 2 Vadj line 1 or 3 Val line 2 or 4 Val line 3 or 5 Vadj line 4 or 6 Val line 5 or 7 Val line 6 or 8 Vadi line 7 r- V above 3.35 r- V above 3.35 r= V above r- V above r- V above r- V above r- V above r- V above BsmtV Bsmt V BsmtV BsmtV BsmtV BsmtV BsmtV BsmtV w Sum V w Sum V Sum V Sum V I Sum V I Sum V I Sum V I Sum V �_ Lateral Load Distribution & Overturning Moment Page 6 MaxQuake 01995 Archforms Ltd. All Rights Reserved Lateral Load Analysis & Date: Mar 27 2003 Rev 9-7-04 Firm: AEC Group Job: HEYL EXISTING rev -1 By: Larry Warner All CSI WOW Construction Design Software Lateral Line A Line B Line C Line D Line E Line F Line G Line H Force I Seis %= Wind %= W/ft-- if'W. snow RM= Vve.67 "s°.85 OTM= if Sfk Vnet"ht Vadj= V= SumV= Distrib Crib 8 A/Sum HA Crib W A/Sum wIA Sum lev. uttrib area W frL 2/2k Sum\/*HtLwTLci SumV from ad' Ln Ln%"Vmax SorW Va +Vabv+V 2nd % SNV 50 50 % SNV 50 50 % SNV % SNV % SNV % SNV % SNV % S/W Level SegWlft RM OTM Seg W/ft RM OTM S W/ft RM OTM Seg W/ft RM OTM Se W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seq W/ft RM OTM Seismic 3,194 SW r -V wall '10/Iw 1 V level Frame V framel Vadj line B Vadj line AorC Vadj line BorO Vadj line CorE Vadj line DorF Va4 line EorG Vadj line ForH Vadj line G V level 2nd level V/ft 1.6 2nd level V 1.6 2nd level V 2nd level V 2nd level V 2nd level V 2nd level V 2nd level V s Sum V s Sum V Sum V Sum V Sum V Sum V Sum V Sum V 1st % SNV 50 60 % S/W 50 50 % SMV % S/W % SMI % S/W °h SNV % SNV Level Seg W/ft RM OTM Seg W/ft RM OTM Seg Wit RM OTM Sag W/ft RM OTM Seg W/ft RM OTM Sag W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seismic 3,506 1P 2-201 (r max Ab".5) Vadj line B Va4 line AorC Vadj line BorD Vadj line CorE Vadj line DorF Vad line EoiG Vadj line ForH Vadj line G #DIW01 r= V above r- V above r- V above r= V above r- V above r= V above r= V above r- V above 1 st lev V 1.75 1st lev V 1.75 1st lev V 1st lev V 1st lev V 1st lev V 1st lev V 1st lev V s Sum V s Sum V Sum V Sum V Sum V Sum V Sum V Sum V Base % SNV 50 50 % S/W 50 50 % SMI % S/W % SNV % SMI % SNV % SNV Level Seg W/ft RM OTM Seg W/ft RM OTM Sag Wit RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Sea W/ft RM OTM 1311 2-201 (r max Ab^.5) Vadj line B Vadj line AorC Vadj line BorD Vadj line CorE Vadj line DorF Vacs line EorG Vadj line ForH Vadj line G r- V above r- V above r= V above r= V above r- V above r= V above r- V above r- V above 17 Bsmt V Bsmt V Bsmt V Bsmt V Bsmt V Bsmt V Bsmt V Bsmt V w Sum V w Sum V Sum V Sum V Sum V Sum V Sum V I Sum V H m =r Ch 0 3 �CA �s N CL a�=mN N m o, ? 3 J D � 3.o �1 p a0 s S O. LOy S IOVo J c < 2T c7� D DD 6) b O' C3. cr Q II v' s II �CA �s N CL Z A m c �m a4=D J V � 3.o �1 X O. po = co < 2T 2 O 0 6) b O' C II qD o ma m m D m D o CA_ 4,0 CD C N � II � h =r co = C m m V 00 CD c m r CD cn loom � S -� w ;oo � C3 Z �. CO) r a a �p c � _. m m cn Shear Wall and Hold Down Requirements Page 8 MaxQuake ®1995 Archforms Ltd. All Rights Reserved Lateral Load Analysis & Date: Mar 27 2003 Rev 9-7-04 Finn: AEC Group Job: HEYL EXISTING rev -1 By: Larry Wamer AIA CSI Q99.03We7 Construction Design Software A lune 8 1 Line C I Line D Line E Line F Line G Line H 1Line Uplift = Overturning Moment (OTM) - Resisting Moment (RM) / Segment Length (Seg Lg). 101nimuirnn reamuired Hold Down D T selec from wn and all Shp Schedule on )aQe 9. HD HID HD 2nd Level HD Sag Uplift Type HD Seg Uplift Type HD Seg Uplift Type HD Seg Uplift Type HO Sag Uplift Type Seg Uplift Type Sag Uplift Type Seg Uplift T A,B,C.. Wall Lines Run From Side to Shear(plf) Shear hl Shear(plf) Shear(plf) Shear(ptf) Shear(plf) Shear(plt) Side Wall T Wali T Well T Wall T Wall T Wall T Wall T Wall T WallSheType Root U ift from Front to Back resister bv Front and Back Ext. Walls Up Ilk I Rf 2 it Ext WI 42 Uplift Detail A Rf 2 & Ext WI NA HD �$t Level I HD HD HD HD Sag Uplift Type Seg Uplift Type Seg Uplift Type Sag Uplift Type HD HD Beg Uplift Type Seg Uplift Type HD Seg Uplift Type Sell Uplift Tme Shear(plo Shear(plf) Shear(plf) Shear(ptf) Shear(pif) Shear(plf) Shear(plf) Shear(pM Wall Typ Wall Type Well Type Wali Type Wall Type I Wall Type I Wall Type I Wall Type Roof Uplift from Front to Back resisted by Front and Back Ext. Walls Upllft(plf) Rf 1 @ Ext WI Uplift Detall ® Rf 1 & Ext WI NA S old -Dooms must run continuous down thro the Wall below to the Foundation. If no Wall below: tie to Beams sized for Hold -Down Point Loads. gam HD HD HD HD HD HD HD HD Uplift Type Segplift Tpe Seg Uplift Uplift S Uplift T S Uplift T Level Seg Uplift Type Seg Uplift Type Sol Shear(plf) Shear(plf) Shear(pif) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Wali Type Wall TYPO Wall Type Wall Type Wall Type Wall Type Wall Type Wall Type Shear per Linear Foot (Shear(pif)) = Sum of Shear at that Line & Level (Sum V) / Linear Feet of Shear Wall at that Line & Level (Sum Seg Lgth) Minimum required Shear Wall Construction or Shear Frame for Wall TvDe Symbol is selected from Shear Wall Schede on Page 9. " 1 ` Shear Wall and Hold Down Schedules Page 9 MaxQuake 01995 Archforms Ltd. Date: Mar 27 2003 Rev 9-7-04 Firm: AEC Group All Rights Reserved Lateral Load Analysis & Job: HEYL EXISTING rev -1 By: La Warner AIA CSI 0".03W67 Construction Design Software SHEAR WALL OPTIONS: Place an 'X" in the appropriate shaded block. Select only one option under each heading (except System when using frames) S ectal Zone Hardware Mfg. Wall Fr. ming Material Shear Wall System PIVIP Wall Sheathing Fasteners D94No X Simpson X Doug Fir or So.Pine X SW -All Plywd or PBX 3/8"orl/2" CC or CD Ply X 8d Los Angeles Area KC Metals Hem Fir (s.gray.<.49) SW -Gyp Stuc or Ply 318"ori/2" Struc I Ply 10d USP-SIIvr/Kant 3-112' Metal Studs HF- Hardy Frame 3/8'orl/2' CD Ply o/GB 14ga Staple UBC Other (Apx.C) SF -Simpson Frame 112"Ext M,8/M-2 Prtcl Bd 1' Screw To Customize, Overwrite Sched. on Apx. C below Other (See Apx. C) ZF -Z Frame Other SheathinglFestener Combo (See Apx. C) WIND AND EARTHQUAKE DATA 97 UBC I I SHEAR WALL SCHEDULE Wind Speed mph 73 seismic Lone a Impotence Fact. 1 Source Type B Wall snow ..4111 V.Wy. "I. ... I ... ... _._ Type Load Sheathing Nail Bolts Nall Lag Clips Exposure Cat. B Fault Distance 20 Symbol (Of) Material 8d 518"x12 16d 112" A35 Wind Pres.hortz. psf 10.16 Soil Profile SD GF:880 GF:140 GF:480 GF:450 Pros. verL 5.5 Note 1,2 Note 3 Note 6 Note 7 Note 6,8 Note 9,10 NA construct wall as spec'd per symbol or any below WALL HOLD-DOWN & STRAP SCHEDULE A 6 260 1/2" Ply 6" 40"oc 61oc 22"oc 20"oc Hold -)own Max Min. Wall Foundation Boit Symbol Uplift Post FI to FI Anchor Type Soft 4 A 4 360 112" Ply 4' 27"oc 4"oc 15"oc 14'oc lbs. Size Strap Straps HD Die. 4 A 3 490 1/2" Ply 3" 21"oc 11"oc 11"oc Note 3,4 Note 2 Note 2,4 Note 2 4 A 2 640 i/Y Ply 2" 16"oc 9"oc 800c 4,5 A 44 760 ea side 1R" Ply 4" 14"oc 740c roc NA up to 300 use the hold-down across or below req'd type A H1a 1,005 2x C620 20'+ PAHD42 4,5 A 33 980 ea side 1R" Ply 3" 10"oc 6"oc 58oc A H1b 1,650 2x CS18 30"+ LTT20 1/2' 4,5 A 22 1280 ea side 112" Ply 2" rbc 4"oc 4'oc A H2 2,775 2-2x MST 48' STHD10 HD2A 5/8' ? A H5 4,685 2-2x MST 60' PHDS 518" 1 Sheathing: 3/8'-1R' (4 ply min) CD, CC Ply with all edges blocked A H6 5,800 2-2x MST 72" PHD6 7/8' 2 Framing: 2x DF typ @ 16'oc., 3x read 910d w/ +1-5/8' penetration, 2" or 3'oc A H8 6,730 2-2x CMST14 68"+ PHDS 7l8" 3 Typical Fasteners: 8d Common or Galy. Box nails (no sinkers), nail field 012" A H10 9,540 4x CMST12 900+ HD10A 7/8' 4 3x at plate and panel edges at walls wl Shear over 350tbs, nail min. 1/2' from edge A HU 11,080 4x HD14A 1' 5 Offset panel edges on opposite sides of wall and stagger plate splices A H15 15 305 6x HD15 1.1/4' 6 Anchor Bolts (ASTM A-307) Min. 7' Imbedmtent, w0 2"(2"x3/16' Plate Washer ? Add[=inches to FI to FI Tie Strap for gap across Joist 7 Stagger 16d nails In 2x, lags at 3x plates when no sheathing continuity to Rim Joist 1 Steps and HD's as Mfg. by Simpson Strong -Tie Co. Cat C-99 8 Pre -drill 3/8" hole fcr Lag. Provide Washer. Adjust Igth for 2' penetration into Joist. 2 Nail Straps & Hold -Downs; w/10d (2x max.pen.1.6/81 See Details 9 Clips: Plate to Blocks only read if no shear sheathing continuity from Wall to Blocks and Mfg. Data for Nailing, Bolt and Embedment Requirements 10 Anchors and Clips as Mfg. by Simpson Strong -Tie Co. Cat C-99 3 If No Cont. Rim Joist Add Lgth Of Gap.10d at CS, 16d: CMST & MST 4 Straps and Hold -Downs must run continuous to Wails below, if no Wall below, tie to Beams, sized for Hold -Down Point Loads 0 1 % Shear Wall and Hold Down Schedules Page 10 MaxQuake ®1995 Archforms Ltd. All Rights Reserved Lateral Load Analysis & Date: Mar 27 2003 Rev 9-7-04 Firm: AEC Group Job: HEYL EXISTING rev -1 By: LarTy Warner AIA CSI Q99.03We7 Construction Design Software DIAPHRAGM OPTIONS: COLLECTORITIE AND DIAPHRAGM SCHEDULE RfIFI Framing Mat RfiFI Diaphragm Fasteners All Unblocked Sd Com OntyHem Fir Rf UnBik, FI Bik X 8d@Rf, lo@FI DF or So.Pine X]Block MOther CITMax CotlectorlTie Tle Tie Rod Force Cont. Joist or Strap Washer All Edges 10d Com Only Type 14 ga Staple Symbol (Ibs) Solid Blocking or Cont. Die. Die. HD To Customize, Overwrite Schedule or See Apx. C Other less of C&T par to grain: 425 Joist 20ksl 625 Note 1,2,6 Note 2,3,4 Note 4 Note 5 Note 7 Use Collector/Tle as speed per symbol or any below NA 300 A C1 2,231 20 MST27 a C2 3,506 2x6 MST37 314" 1.79 2- HDSA MST46 1/8" 2.24 2- HDBA Frame Model Numbers and Unit Shear Capacities (Ibs) Height 7 ft 8 ft 9 ft loft a C3 4,405 2x6 e C4 5,800 200 MST60 7/8" 2.96 2- HDBA Lgth e C5 6,440 202 2- MST37 1/8" 3.28 2- HDBA A e C6 8,310 2- 200 HSTS 1/r" 4.23 HDICA A e C7 11,170 2- 2x10 HSTS 7/8' 5.69 2- PHDB A ACS 17,691 3. 200 718" 9.01 2- HD10A A ? A ? ? ? 1 Provide Cont Rim Joist/Rafter or Solid Blocking at all Shear Wall Grid Lines 2 A properly sized continuous Rafter or Joist can act as both Collector and Tie 3 Between Blocks or breaks in RafterWJoists provide straps to maintain Tie continuity 4 Run All -thread Rod thru Rft/Jst, Igth=LoadlShear(plf), secure ends W Washer or HD 5 Provide Washer w✓ Dia. (inches) at end of blocked Rft/Jst bays, Mal, iron or 1/4' St. 6 Connect Continuous Collector/Tie to shear wall as required by Shear Wail Schedule 7 HD at Rod to Shear Wall andlor Rft/Jst. Mfg. by Simpson Strong -Tie Cat C-99 ROOFIEXT. WALL UP -LIFT SCHEDULE Roof Shear Diaphragm Edge Floor Shear Dlaph. Diaphragm Load Material Nall Diaphragm Load Material Symbol Note 1,2 Wall Uplift Stud to Plate Plate to Rafter Stud to Rafter Type 1PAl at 16" oc at 244oc at 16" at 16" oc Symbol (pIQ Note 1,2 ,4 Note 3 ,4 50 A T 100 Ply Nailing or H2 H2 88d Nall 10d Nall a R6 180 112" Ply 6" a F6 215 314" Ply A U 180 A35 H4 H2 H1 H2 a R4 1/2" Ply 4" a F4 3/4" Ply a R3 112" Ply 2-11r a F3 314" Ply A V 310 SPI H10 AW 460 SP4 H7 H10 LTS10 A R2 112" Ply 2" a F2 314" Ply AX 600 SP2 1110 H7 FTA2 ? 1 Sheathing: Floor 3/4 CD -AC PWOSB, Roof 1/2 CD or CC Py/0SB, Unblocked AY 1,170 FTA7 2 Framing: 2x typ, 3x redd If 10d pen more than 1-&8, or nails spaced less than 3"oc AZ 2,560 3 Typ. Fasteners: 8d Com. @ Roof, 1 OdCom. @ Floor (no sinkers) field 12"@Rf,10"(AFI ? 1 Anchors and Clips as Mfg. by Simpson Strong -Tie Co. Cat C-99 4 Continuous Rim Rafter/Joist recommended at perimeter of unblocked diaphragms • CollectorMe & Diaphragm Loads, Lines 1.8 Page 11 MaxQuake 01995 Archforms Ltd. All Rights Reserved Lateral Load Analysis & Date: Mar 27 2003 Rev 9-7-04 Firm: AEC Group Job: HEYL EXISTING rev -1 Larry Wamer AIA CSI 099.03We7 Construction Design Software Line 1 I Line 2 1 Line 3 1 Line 4 Line 5 1 Line 6 Line 7 1 Line 8 Seg C/T Load (back) - max. load on the Collector /rie between this and Seg above. CIT Type - min. adequate Collector/Tie. Seg beg - feet Seg begins front of Quad Line. front - C/T load at front side of the frownmost ant. Shear - the aversoe Diwhmam Shear along the Line. IF "Ga " appears correct Une C/T discontinui . 2n Load CIT Seg UT Load CIT Seg CIT Load CIT S Beg CLoad CR Seg CUT Seg CIT LoadCIT Seg C/T Load CIT Seg Roof S back Type beg Beg back Type beg Beg back Type beg Seg back Type beg Sag back Type beg Sag back Type Sag back Type S back T beg a a 1,2,3.. #►WA b 749 A C1 Wall Lines Run From Front to front 1098 A C1 front 150 NA front front front front front front Bads Shear(pM 50 Shear(plf) 50 Shear(plf) Shear(plf) Shear(plf) Shear(pll Shear(pif) Shear(pin Rf Olaph A R8 Rf Dlaph A R8 Rf Diaph Rf Dlaph Rf Mph IN Dlaph Rf Diaph Rf Diaph Rt CIT Load CR S,% CIT Load CIT Sol C/T Load CIT S CIT Load CIT Sei C/T Load CIT Sq CIT Load CIT Sel C/T Load CR Sej C/T Load C/T Seg 2 FI Sag back Type Sag back Type Beg back Type beg Beg back Type S back T beg Sag back TWe S back T Sag back TUUM a a b 1675 A C1 b 2010 A C1 front 1047 A C1 front 1256 A C1 front front front front front front Shear(plf) 105 Shear(pll 105 Shear(plf) Shear(plj Shear(plf) Shear(phl Shear(plf) Shear(" Rf Diaph A R6 Rf Diaph A R6 Rf Diaph Rf Diaph Rf Diaph Rf Diaph Rf Diaph Rf Diaph FI DIaPh A F6 FI Dla h A F6 FI Oloph FI 01aph FI Diaph Fl Diaph FI Dlaph FI Diaph 1st CIT Load CIT Sel CR Load CIT Sol CR Load UT Sal CIT Load CR Sol CIT Load CIT Sq CIT Load CIT CR Load CIT Sol C/T Load C/T Seg Floor Seg back Type bec Beg back T back Type beg Sag back Type beg Beg back Type beg Seg back Type bec Sag back T back Type beg front front front front front front front front Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(phl Shear(pif) Shear(plf) Shear(pM FI Diaph I FI Diaph IFI Diaph IFI Dlaph I FI Diaph FI Diaph IFI Diaph FI Diaph If Rf or FI Diaph return "block7, load values are higher than the diaphragm capacity. Change to blocked diaphragm or fastener Option 10 or add Shear Wall 3or4 Collector/Tie & Diaphragm Loads, Lines A-H Page 12 MaxQuake 01995 Archforms Ltd. All Rights Reserved Lateral Load Analysis & Date: Mar 27 2003 Rev 9-7-04 Firm: AEC Group Job: HEYL EXISTING rev-1 By: Larry Wamer AIA CSI QWWWe7 Construction Design Software Line A I Line B I Line C I Line D Line E I Line F Line G I Line H Seg C/T Load peft) - max. load on the Collector Me between this and Seg to left. C/T Type - min. adequate CollectorMe. Seg beg - feet Seg begins right of Quad Line. right - VT load at ri ht side of the rloht most S ent. Shear - the aversoe DiaDhracm Shear alona the Line. If "G correct Line CIT discontinuitv. 2nd CIT Load S C/T Load C/T S CIT Load CIT C/T Load CIT S CIT Load CR CIT Load S d C/T S CIT LoadC/T Seg Roof Beg left T SW left T left Type beg Beg left Type beg Beg left Typebeg A,B,C.. Wall Lines Run From Side to d ht right right ri ht right right right right Side Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(pif) Shear(plf) Shear(plf) Rf Olaph Rf Dlaph Rf Dlaph Rf Dlaph Rf 01aph Rf Dia Rf Dlaph Rf Diaph 1 IN CIT Load CIT Sel C/T Load CIT S C/T Load C/T S C/T Load C/T GT Load C/T CIT Load CIT Sec C/T Load C/T S C/T Load CIT Seg 2 A Seg left Type Beg left T left Type beg Beg left T Seg left Type beg Seg left Type beg S left Type beg Seg left Type beg right right right right ri t right right ri t Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(pif) Shear(plf) Shear(plf) Shear(plf) Rf Diaph RI Dlaph Rf Diaph Rf Dlaph Rf Diaph Rf Dlaph Rf Dlaph Rf Dlaph FI Diaph FI Dlaph FI Diaph FI Dlaph FI Mph FI Dlaph FI Diaph FI Diaph 1st ICIT Load CIT S CIT Load CIT S CIT Load CIT Sec, C/T Load CIT Se CfT Load CR Sec. CIT Load C/T Se CIT Load CIT Sec VT Load CIT Seg Floor JSeg left Type Sag left Type bec Beg left Type beg Beg left Type bet SM left T Beg left Type beg Beg left Type beg Beg left Type b right right ri t right ri ht right right right Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(pif) Shear(plQ Shear(pM FI Diaph FI Diaph FI Diaph FI Dlaph FI Diaph FI Diaph FI Diaph FI Diaph If Rf or FI Diaph return "block?, load values are higher than the diaphragm ci .Chan a to blocked dia hra or fastener Option 10 or add Shear Wall 3or4 A ♦' Wind Pressure for Components & Cladding Page 13 MaxQuake 01995 All Rights Reserved I Archforms Ltd. Lateral Load Analysis & Date: Mar 27 2003 Rev 9-7-04 Firm: AEC Group Job: HEYL EXISTING rev -1 BY: Larry Warner AIA CSI Q99.03We7 Overturnina Calculation Template Wind Wind Pressure P and Wind Coefficients GCp for Components and Cladding of enclosed Buildings Pressure for GCp Vertical Wind Loads for Gable or Hip Roofed Buildings Horizontal Wind Loads for Buildings Wall: Do 10 -3 OP 2.8 -2.4 o o •2.6 -2.4 OCP 14 14 IZI -2 .8 -1.6 -1.4 Horiz P 10.2 GCp SI •2.0 •2.2 -2.0 •1.2 -1.0 e W W z -3.6 -37 Uplift -3.4 -35 ;1.e ;1;6 0.6 e e or -3.2 -32 •1.4 S r si rl z Out- -3.0 -30 .12 -1.2 0.8 Plus: In. Minus: out, design for Force •2.8 -28 -0.8 -0.8 E of Roof maximum 3 pressure -2.6 -28 -0.6 -0.6 1.2 For partially enclosed buildings -2.4 •24 0.2 1 a e 1 8 ♦GCp add 0.1. -GCp minus 0.4. -2,2 -22 0.4 0.6 0.4 a 1.6 Reduce GCp 10% when a < 10 -2.0 -20 Flgure1606.2D GCp for Roof Slope 0 < a < 10 0 < a < 10 10 < a < 45 Figure 1606.2C Wali GCp -1.8 -18 Vertical Wind Loads for Monoslope Roofs -1.6 -18 -3 0 2 8 -3,0 -2.8 IZ: I4 •3.4 Z (Z I IA -1.4 •14 -1.2 -12 -2.4 -2.2 -2.4 -2.2 -3.2 -2.8 _ -1.0 •10 -2.0 -2.0 --2.6 -0.8 -8 -0.6 -6 -1 6 -1.4 -1.81E -1.4 -2.2 s r I rl -2.0 -0.4 -4 •1.2 •1.2 :1:6 r s -0.2 •2 0.8 •0.6 -1.0 -0.6 E of Roof -1.4 -1.2 E of Roof 0.0 0 -1 A 0'8 0 e r r Figure 1606.2E 3< a< 10 Load 0.4 4 or 0.6 6 Flgure1606.2E GCp for Roof Slope 10 < a < 30 S 0<a<10 10<a<45 •3•e S C In- 0.8 8 Force 1.0 10 1.2 12 1.4 14 -2.0 '1.8 -1 4 •1.22 -2.0 .1.6 •1 4 z 3 2 -3.0 -2.6 -2.4 3 < a < 30 1.6 16 :a:8 .0.8 a a Note: •0.6 •0.6 :2.2 :1:8 1. Values are for 1.0 0.8 •1'6 -1.4 enclosed Buildings. 1.2 1.0 •1.2 2. SBCCI Values for 0 20 100 1000 0 20 loo 1000 Q 20 100 f(lr Overhang GCp Include affect � Reduce C 10 c K 3 < a < 5 GCp are equivalent Table ales bl to UBC Ta16-H Effective Wind Area sq.ft. Effective Wind Area sq.tt. of both upper & lower surface Effective Wind Area (sq.ft.) Figure 1606.2G Monoslope If a< 3 see Figure 1608.21) Roofs 10 < a < 30 Degrees for values C . Flgure1606.2E GCp for Roof Slope 30 < a < 45 Degrees COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive • Oroville, California 95965 • Telephone (530) 538-75fiZ PERMIT NO. (Rev. 12/96) APPLICATION AND PERMIT ASSESSOR PARCEL NUMBER Oa BUILDINGPERMIT OWNE / w VL, C I' i l i Jl " "//E�� SO. FT, OCC. BUILDING VALUATION OWS MAI sw. CONTRACTOR'S NAME t TELEPHONE CONTRACTORS MAIUNG ADDRESS CONSTRUCTION LENDER LENDER'S MAILING ADDRESS Fireplace Total Valuation $ ARCHITECT OR ENGINEER LICENSE NO. Filing Fee 7 $ 20.00 Permit Fe ^; $ ARCHITECT OR ENGINEERS MAILING ADDRESS Plan CheckingFee $ BUILDING ADDRESS y Energy Plan Checking Fee $ $ PERMIT FEE S ' IAT NO. SUBDNIS IONS NAME PARCEL MAP PLUMBING PERMIT Fling Fee 20.00 USEOFSTRUCTURE SF � Duplex ❑ Mobilehome ❑ Other SPECIFY Each Trap 7.00 Solar or heat pump water heater 23.00 Water piping 15.00 Each gas water heater or vent 15.00 TYPE OF WORK New ❑ Addition ❑ emodel Utilities ❑ Installa' 13Otherx ``YY'' Describe Work: � / 1/ �Y tom} f Gas piping system 1 - 5 outlets 15.00 Buildingsewer 15.00 Mobile Home S G W @20.00 PERMIT FEE S �r"� ELECTRICAL PERMIT I Fling Feel 20.00 Main Service a00V OR LESS 200A OR LESS 23.00 LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. License Class Lic. No. OWNER -BUILDER DECLARATION 1 hereby affirm under ens hYof perjurythat I am exempt from the Contractors License Law for the following reason: ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason Main Service 200A TO 1000A 46,00 NEW CONST. DWEwNGOCCUP. so OR ( d ACC. BLDS. 3.5Q Fr. NEW CONST. COM TpµRQlp, MULTI.OUTLET 97.50 POWER APPARATUS d SINGLE OurLET CIR. Ex. OCCu OUTLET OR FD(TURES B20 @ 1.000 Ex. Occup. FIxED APPWS.OR 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE S WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑ 1 have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier MECHANICAL PERMIT Fling Fee 20.00 Heating Cooling Hood 6.50 Ventilation PERMIT FEI: $ Policy Number (The above sections need not be completed if the permit is for work of a valuation of one hundred dollars ($100) or less.) I certify that in the performance of the work for which this permit is issued, I shall (, not employ any person in any manner so as to become subject to workers' compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of section 3700 of the Labor Code, I shall foo ithlcomply ith those proVisions. /1 X _ - _Date ��7 _� Signa ure of Applicant - Owner Contractor ❑ Agent An OSHA permit is requir d for exca ations over 60" deep and demolition or construction of structures over 3 stories in height. Mobile Home Installation Fee $ Energy Inspection Fee $ OCC cONST. TYPE TOTAL FEE $ L HAZ. D. FEES IMP I FLOOD I CDF I PARCEL PO HD ISSU This permit is hereby issued under the applicable provisions of the B tte County Code and/or Resolutions to do work indi abo for which fees have been paid. _ By Date PERMIT EX4IRON ate L ReceiptNo.FZ WHITE-D.D.S.-B.D. CA ARY-ASSESS R P -I SPECTOR GOLDENROD -APPLICANT LIMITED 5TR U CTU RAL_ GA-L-GULATIONS FOR. CUSTOM HOME ADDITION FOR CHARLES HEYL JOB SITE 40520 GABLEBRIDGE DR. CH.IC0,, .CA AECGKOUF ARCHITECTURE + ENGINE -EKING + CON5ULTING Larry J. Warner A.I.A., ARCHITECT 10 Declaration Dr., SUITE D CMCO, CALIFORNIA 95973 530-892-8008 BUTTE COUNTY BUILDING DIVISION APPROVED PROJECT: HEYL RESIDENCE PROD. No. HEYL LOCATION: CIRCO, CA DATE: 1/27/03 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: f = 2,500 psi min. @ 28 days Masonry.: f = 1500 psi Mortor: f c = 1800 psi, Type "S" Grout: fc.= 25.0.0 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 R 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 Joists & Planks: Doug, Fir No. 2 Beams & Stringers, Posts & Timbers: Doug Fir No. 1 Plywood: A.P.A. Rated sheathing, Grade CD, UBC Std.25-9 Glue -Lam Timber: ANSI / AITC A190.1-1983 Simple Spans: 24F -V4 Combination Cantilevers: 24F -V8 Combination LOADS: Roof Live Load: 20. psf Non -Snow Floor Live. Load: 40 psf Seismic Zone: 3 Wind Speed: 80 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 follbwing 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, 10 Declaration Dr. Ste -D, Chico, CA 95973, 530-892-8048 PROJECT: HEYLE RESIDENCE. PROJ. No. BEYL r LOCATION: CHICO, CA DATE: 3/27/03 BY: LJW PAGE 2 OF ROOF DEAD LOAD CALCULATIONS CONVENTIONAL FRAMED ROOF ROOFING 3.0 PSF 1/2" CDX PLY 1.5 Ttl @ 24" O£. 1.1 TH @ 24" O.C. 1.1 5/8" GYP BRD. 2.8 INSUL 0.5 MISC 0:5 TOTAL 10.5 PSF USE 11.0 PSF. TRUSSED ROOF SYSTEM .ROOFING 3.0 PSF 1/2" CDX PLY 1.5 TRUSSES-@ 24" O.G. 3.S 5/8" GYP BRD. 2.8 INSUL 0.5 MISC 0.5 TOTAL 11.8 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 IA 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 O PSF.. USE 10.0 PSF EXTERIOR ,FRAMED WALLS INTERIOR .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, 10 Declaration Dr. Ste -D, Chico, CA 95973, 530-892-8008 V 5i}g4&v,owu LA-favl vvopko%- t1 t} f_ 3.0 ^ a O -- G �.a S PAA4 — CAA t cA Y cNT Lv w4.fU v L- A Y c17 SYNOPSIS/.SUMMARY OVERALL PROJECT Lower kTERAL ANALYSIS DATE Mar 27, 2003 PAGE W: HEYL 210 WALL AREA/ SHEAR MD AREA/ SHEAR HD SHEAR PLF TYPE NoNEL No. TOTAL HD LOAD HD TYPE JE SEG. LINE LD PLF LOAD LINE LD PLF LOAD LOAD LINE LD PLF L I a E/2 167 156 A/1 99 95 286 D 11 251 0 n/a b E/2 187 0 A/1 99 0 266 D 11 0 0 c 0 0 d 0 0 e 0 0 f 2 a A-2 198 896 198 198 C C 7 7 896 896 L C b A-2 198 896 0 0 c 0 0 d 0 0 e 0 0 f A 1 A/A 374 2496 374 374 E E 15 15 2496 2496 C O 2A/A 374 2496 0 0 3 0 0 4 0 0 5 0 0 a 0 0 B 1n/a 0 20 0 0 3 0 40 0 0 5 0 0 6 C 1 A/C 374 2647 374 374 E E 15 15 2647 2762 C C 2 A/C 374 .2762 0 0 3 0 0 4 0 0 5 C 1 A/C ROOD TO LOWER WALL. NO UPPER SHEAR 0 2 0 0 3 0 0 4 0 0 5 0 0 c kTERAL ANALYSIS SYNOPSIS/SUMMARY OVERALL PROJECT upper tOJ: HEYL DATE Mar 27, 2003 PAGE' UD WALL AREA/ SHEAR HD AREA/ SHEAR HD AREA/ SHEAR HD TOTAL PANEL PANEL TOTAL HD JE SEG. LINE LD PLF LOAD LINE LD PLF LOAD LINE LD PLF LOAD SHEAR PLF TYPE No. HD LOAD TYPE I a E/2 200 1193 A/1 113 656 313 D 11 1849 7 b E/2 200 1193 A/1 113 658 313 D 11 1649 7 0 0 c d 0 0 0 0 e 0 0 f 2 a A/2 91 415 91 B-3 5 415 1 b Ail 91 290 91 B-3 5 290 N/A 0 0 c d 0 0 0 0 e 0 0 f _ A 1 A/A 140 856 -140 B-3 5 856 1 2 A/A 140 856 - 140 B-3 5 856 1 3 0 0 4 0 0 5 - 0 0 6 0 0 B 1 n/a 0 0 2 0 0 3 0 0 4 0 0 5 0 0 6 0 0 C 1 A/C ROOD TO LOWER WALL. NO UPPER SHEAR 0 2 0 0 3 0 0 4 0 0 5 0 0 r-- to W .4= J di 0 .4a com n. I� I , Q W _ (,7 W 4. N (O •- CA W S NJ Q O 0 N 0 0 y to Q S 0 Cf m tiv OG1 C7 ca Oac�Ca©Q 0C)0C7 row co co dOOt7 C C? CSGSOt? 040ta Q J» M G ►- N t O:t M c• {U c?'a�o000 mffi O h a 0.- n <- ,N L - d tr ZM. < M m til 6 %3A ii1 G1 N � o ry ns tU mQ ao me, q `Z m 00 ov mQooaa ..� �M ti 0 0t 0 .z �- 4 cr Q ww wa CO L, Or m CU r w is or rrr 0 r_ > co co ril , � < =' s c- All f.j m 5 o xa me 00 c a r-- to W .4= J di 0 .4a com n. I� I , Q W _ (,7 W 4. N (O •- CA W S NJ Q O 0 N 0 0 y to Q S 0 Cf m tiv OG1 C7 ca Oac�Ca©Q 0C)0C7 row co co dOOt7 C C? CSGSOt? 040ta Q J» M G ►- N t O:t �� c?'a�o000 t�oc7t70 n ,N L - d tr m rl ry ns q ov mQooaa ..� �M ti CP cUaair�ar�o Q L, Or m r-- to W .4= J di 0 .4a com n. I� I , Q W _ (,7 W 4. N (O •- CA W S NJ Q O 0 N 0 0 y to Q S 0 Cf m tiv OG1 C7 ca Oac�Ca©Q 0C)0C7 row co co dOOt7 C C? CSGSOt? 040ta Q J» M SHEAR WALL SCHEDULE per-ER-2403 Upadated 10/01/02 SEISMIC w/ reduction PAGE PANEL PANEL LOAD 7 SHEATHING 1,2,5,7 EDGE 9 FIELD 9 A.B. SIZE & SILL 3,4 A-35F 6 TYPE No. PLF NOTE NAILING NAILING SPACING NAILING CLIPS 5d 7" 1/2' (d 72 16d (a� 12" 72"' O.C. ............. .. ...... ..180: :.THREE COAT STUCCO ' 2 160a i%8" (�:8" ..i 7%8" @6' 1%2' 48 "16d @ 8 30 O C. B-1 3 88 5/8" GYP BRD ONE SIDE (blocked) 2 6d @ 4" 6d @ 4" 1/2" @ 62' 72" 16d @ 12" 16d @ 12" 60" O,C, 48" O.C. B-2 4 100 1/2" GYP BOTH SI08S 2 5d @ 7" 2 8d @ 8" 5d @ 7" 8d @ 12' 1/2" @ 1/2" @ 48" 1 „ C. B-3 8 4 5 6 165 180 $/8" CDX THREE COAT STUCCO 2 160 7/8" @ 5' 16G 7/8"@&' 1j2" @ . 16d @ 8" 30" O.C.O & 1/2.' GYP INTERIOR FACE.. 5d.. 70 ...... ........5d ................................:::.:::.....................:: ...:::. ........ _..................._... :::::... ............_... - _...,C...._......._.:.7 ....... ....245 .......:1n„ CDX PI Y 2- ..I Od @ f3" .10d @ 12" ..... ...... iV8 @ 48 -16d @ 4 �� O:C, 18 „C-1 8 24$ 3/8" CDX PLY ONE SIDES 2 8d @ 4„ 8d @ 12 12" „ 5/8 (� 48 1/2" @ 48" 16d @ 4 ,' 16d @ 8" 18 O.C. 30" O.C. C-2 9 165 3/8” CDX PLY EXTERIOR 2 8d @ 6" 8d @ 10 330 1/2" GYP BRD INTERIOR 3/8" CDX PLY BOTH SIDES 5d @ 7" 8d 9b 8„ 5d @ 7" 5/5.......42............:' 16d.. 3':'........16'..Q:C:.... C-3 ....................2.... ...............8d.�.1 ........ . ....... . ....... . . ' 11 349:........112" PLY EXTERIOR 2 10d-6 4"• -10d-@ 12 518 @ 36' 35' 16d @ 3 -12' O.C. 16d @ 4" 12" O.C. D-1 12 360 7/16" CDX PLY BOTH SIDES 8 8d @ 6" 8 8d @ 8" 8d @ 12" 8d @ 12" 5/8" @ 1/7'@ 48" 16d @ 8" 30" O.C. 0-2 13 165 3/8" PLY EXTERIOR D-3 14 390 5/60' GYP BRD INTERIOR8d 1/2"CDX PLY BOTH SIDES......................... 4 (� " 8. 8d..r.6.�...................8d.. 6d @ 4' 12�.............. /8...�r.36.� ' :: ........... r 3�...:: ":::: ��" "C':..., t ..".. . ... .......................y.. .... ............. ............. ................ E.... _.:15...... 48Q :1/2" CDX PLY EXTERIOR 8....�10d�@ 10d (�D 12" ..� . 518 (38 (2)16d (c 4 9 O.C. E-1 16 490 3/8" CDX PLY BOTH SIDES 8 8d @ 4" 8d @ 12" 5/e" @ 36" 5/8" @ 30" (2)16d 4" (2)16d (aim 4" 9" O.C. 9" O.C. E-2 17 540 7/15' CDX PLY BOTH SIDES 8 8d @ 4" 8d @ 12" F 18 620 1/2" CDX PLY EXTERIOR 8 10d @ 2" 1.Od @ 12' 12" 518" @ 24" U/8" @ 24" (2)16d 0 4" (2) 16d 9 4" W O.C. 8" O.C. F-1 19 650 3/8" CDX BOTH SIDES PLY_BOTH SIDES 8 8d @ 3" 8 8d.9 8d @ 8d 12°_ 5/8':.(� 24" ................. S2)16d ( 3....::::'"s••.Q"C F-2 20 720 7118" CDX _3'.. . ..... _ :.�;: •.. G...............:"1...............78Q _............... ........................ ...... ............... 112" CDX PLY BOTH SIDES 8.. .8d.`�.3,� ................'�: 8d (x`12"%8 t 18 (2)-18d ( G-1 22 830 3/8" CDX PLY BOTH SIDES 8d �.r.12. ........ 8 8d (cam 2' " 5/8" 18°._..-..- �2) 16d. .3.. ........I.q.C. L : H .. m 23...... :970.......11....... DX PLY BOTH SIDES,::..... 8.. 90d �@ 3" 10d (cid 92" ,518" (�:.:., 4"O.C. H-1 �4 1240 1%2" CDX PLY BOTH SIDES 8 10d @ 2" 10d @ 12" 518"@ 12" (2) 20d Q 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. PRE-DRILL ALL 20d & LARGER 5.5/8" T-1-11 SIDING MAY SE SUBSTITUTED FOR 318" CDX PLY. 6. A-35F CLIPS +440# EA. 8. ALL EDGES BACKED W/ 3-INCH NOM. OR WIDER 7. All shear walls with toad pif of over 350 shall have 3X min framing menber at plates and panel edges 0. Nails based on following 6d .099 dia 2" 1g, 8d .113 dla, 2112" Ig, 10d .128 dia, 3" Ig. DW Collers 5d .086 dia,1 518" Ig 6d .092 dia,17/8" Ig, Sd .113 dla2 318" .Ig NOTE HOLDOWN SCHEDULE ALL HOLDOWNS ARE SIMPSON STRONG TIE U.N.O. FLOOR TO FLOOR H.D. H.D. ANCHOR END NAIL / SCREW LOAD WOOD TYPE NAME TIE SPAN BOLT REOD. CAPACTY MEMBER 1 CS18 WA 9" 18-10d SINKERS 1066 2x 2 CS16 N/A 11" 22-10d SINKER; 1386 2x 3 CMST14 N/A 34" 74-16d SINKERS 5707 4x 4 LFTA N/A N/A 16-10d SINKERS 1012 2-2x 5 FTA2 N/A N/A 4-5/8" 2820 2-2x 6 FTA5 N/A 12" 4-3/4" 3725 2-2x 7 ST6224 N/A 19" 28-16d SINKERS 2116 2-2x 8 MST37 N/A 30" 22-16d SINKERS 1764 4x 9 MST60 N/A 14" 48-16d SINKERS 4019 4x 10 ST6236 N/A 18" 40-16d SINKERS 2081 4x NOTE t k \ I & > Q � & e & I > 2 w 2 » a O Gs m o w f 0 G CIO / ® / Q m p / s O on# \� ® - / m m \ £ > w � § % % % % % % % ~ \ -- \ ¢ W d f q 7 6 3 3 m 8 x $ 7 i 3 w / $ If 3 t k \ I & > Q � & e & I > 2 w 2 » a O Gs m o w ® ® % q 2 > \� ® - / q \ w -- \ ■ o i ¥ p z M I % FTOOTING/SLAB HOLDOWNS H.D. TYPE A B C D E F G H J K L M N O P M.D. NAME LSTHD8 STHD8 STHD10 STHD14 PAHD42 HPAHD22 HPAHD22-2P PHD2-SDS3 PHD5-SDS3 PHD6-SDS3 PHD8-SDS3 HD8A HD10A HD20A HD15 NOTE 5/8" A307 5/8"A307 7/8"A307 7/8" A307 7/8" A307 1"A307 1 1/4" A307 1 1/4" A307 HOLDOWN SCHEDULE ALL HOLDOWNS ARE SIMP.SON STRONG TIE U.N.O. SINGLE OR DBL POUR 2500 PSI CONCRETE A.B. STEM NAIL / SCREW COAD WOOD TYPE WALL BOLT READ. CAPACTY MEMBER N/A 8" 24-16d SINKERS 1825 2-2x N/A 6" 24-16d SINKERS 2210 2-2x N/A 6" 28-164 SINKERS 2880 2-2x WA 6" .38-16d SINKERS 4295 2-2x N/A 6" 7 -16th SINKERS 960 2x N/A 6" 9-16d SINKERS 1315 2X N/A 6 12-16d SINKERS 2030 2x SSTB20 6" 10-SDS1/4x3 3610 2-2x SSTB24 6" 13-SDS1/4x3 4665 2-2x SSTB34 8" 18-SDS1/4x3 5860 2-2x SSTB34 6" 24-SDS1/4x3 6730 2-2x SSTB34 8' 3-7/8" 7460 4x SSTB34 8" 4-7/8" 9540 49 1 1/4"X36" 8" 4-1'' 13,380 6x 11/4"x36" 8" 5-1'' 15305 6x NOTE 5/8" A307 5/8"A307 7/8"A307 7/8" A307 7/8" A307 1"A307 1 1/4" A307 1 1/4" A307 Aoo i1 t o j mAA- c.1 alp 3.0 5.00 ol �7J? 1 V w� ptSZ� D I.Gc✓FtJL La'Nsru 4AjF- Te.1 46s 2 dr- >!i.�o�_7tAt}. Prod No HEYL LOAD PANEL PANEL GRID WALL SEG. LINE SEG. LGTH A 1 4'-0 2 4'-0 3 4- 5 6 B 1 n/a 2- 3 4 5 6 C 1 16'-0 2 3 4 5 6 D 1 n/a 2 3 4 5 6 E 1 n/a 2 3 4 5 6 F 1 n/a 2 3 + 4 5 6 G 1 n/a 2 3- 4 5 6 H, 1 n/a 2 3 4 5 6 SHEAR WALL SUMMARY DATE Mar 27 2003- SHEET LOAD PANEL PANEL N.D. PLF TYPE Nb. LOAD 140 856 140 856 ROOF TO LOWER WALL NO UPPER SHEAR ADDITION UPPER OF H.D. NOTE TYPE SHEAR WALL SUMMARY Proj. No HEYL DATE 'Mar 27 2003 SHEET GRID WALL SEG. LOAD PANEL • PANEL H.D. LINE SEG. LGTH PLF TYPE No. LOAD - 1 a 4'-0 113 656 b 4'-0 113 656 c d' e f 2 a 4'-0 91 415 b- 6-0. 91 290 c d e f 3 a Na b - c d e f 4 a n/a b c d e f 5 a n/a b c d, e f 6 a n/a b c d e f 7 a n/a b. c d e f 8 a n/a b c d e f_ ADDITION UPPER OF H.D. NOTE TYPE 0 SHEAR WALL SUMMARY ADDITION LOWER Proj. No HEYL DATE Mar 27 2003 SHEET OF GRID WALL SEG. LOAD PANEL PANEL H.D. H.D. NOTE LINE SEG. LGTH PLF TYPE No. LOAD TYPE A 1 3'-0 374 2496 2 3'-0 374 2496 3 4 5 6 S 1 Na 2 3 4 5 6 C 1 3'-0 374 2647 2 3'-0 374 2762 3 4 5 6 D 1 n1a 2 3. 4 5 6 E 1 Na 2 3 4 5 6- F 1 Na 2 3 4 5 6 G 1 Na 2 3-- 4 5 6 r H. 1. rale 2 3 4- 5 6 u SHEAR WALL SUMMARY Proj. No HEYL DATE Mar 27 2003 SHEET GRID WALL SEG. LOAD PANEL PANEL H.D. LINE SEG. LGTH PLF TYPE No. LOAD 1 a 8'-0 99 95 b 12'-0 99 N/A c d e f 2 a 4'-0 198 896 b 8'=0 198 -896 c d e f 3 a n/a b c d -e f 4 a n/a b .c d e f 5 a n/a b c d e .f 6 a n/a b c d e f 7 a n/a b -c d e f 8 a n/a b c d e rt ADDITION LOWER OF H.D. NOTE TYPE Lateral Loading: Area, Height & Weight Data Date: Maf 27 2003 Firm: AEC Group Job: HEYL ADDITION ONLY By: Larry Warner Alp FLOOR PLAN AREAS & SHEAR WALL GRID SPACING •i Gid S i oo I ra ti Eac el• CSI Page 1 MaxQuake 01995 Archforms Ltd. OT All Rights Reserved Lateral Load Analysis & Establ sh r port ng Left 3 8 ,ar Wall Spacing 16 , ack . Roof R 2nd FURf 18 2 1t A 1 Roof R 2nd FI/Rf 16 2 1st FI 1 Roof 2nd FI/Rf .1st A Roof 2nd FI/Rf 1st FI Roof 2nd FURf 1st FI LAI Roof 2nd FURf 1st A ri Roof 2nd FI/Rf 1st Fl tont Roof Roof Block Area Overall Depth 2nd FI 1 hoof Roof Block Area Floor Block Area Perimeter Wall Overall Depth 1st Floor Floor Block Area Perimeter Wail Overall Depth Z=less of10% of Typical OverhangF to B 2 608 34 Z= 3 hRe= 70 hRi= 30 Ov�all Depth of Roof at 2nd FI 544 68 34 Z= 3 hRe= hlZ= We= 48 Wi= 80 544 68 34 Z= 3 We= 54 V& 90 WI Area 10 TYPICAL DEAD LOADS •Establish Dead Loads (ibs/sn• FLOOR HEIGHTS & WIND AREA Right •i:stablish Floor to Floor and hoof Heights (h)• Roof Wim Interior Wall Floor Roof Floor 224 262 PHeight itch Roofing 3 Gyp.Bd 4.4 Ilock Block Perth► Overall Sheathing 1.5 Framing 2 "a Area Wail Width Framing 2 Int Finish 5 5 360 16 Snow 504 Other ` 288 16 16 376 6.5 1 6A 288 .16 16 Ceiling 9 320 Roof at 2nd A 544 Insulation 0.5 Exterior Wall 256 16 1st A Dp - S h Slab Framing 1.5 Ext Flnish 6 vRe 256 16 M2. Gyp. Bd. 2.8 Shear 1.5 544 Wind Ht.@Pidge Slab/Foundatior Other WI Perimeter Framing 2 19.5 Ridge F to B L to R HzProj Mean Roof Ht 4.8 Insulation 0.5 hRe= Floor Gyp. Bd. 2.2 3.75 Flooring 4 Int .Finish Sheathing 2 Other hRi= Framing 3.5 12.2 81.25 Insulatlon 0.5 tont Roof Roof Block Area Overall Depth 2nd FI 1 hoof Roof Block Area Floor Block Area Perimeter Wall Overall Depth 1st Floor Floor Block Area Perimeter Wail Overall Depth Z=less of10% of Typical OverhangF to B 2 608 34 Z= 3 hRe= 70 hRi= 30 Ov�all Depth of Roof at 2nd FI 544 68 34 Z= 3 hRe= hlZ= We= 48 Wi= 80 544 68 34 Z= 3 We= 54 V& 90 WI Area 10 TYPICAL DEAD LOADS •Establish Dead Loads (ibs/sn• FLOOR HEIGHTS & WIND AREA Right •i:stablish Floor to Floor and hoof Heights (h)• Roof Wim Interior Wall Floor Roof Floor 224 262 PHeight itch Roofing 3 Gyp.Bd 4.4 Ilock Block Perth► Overall Sheathing 1.5 Framing 2 "a Area Wail Width Framing 2 Int Finish 5 5 360 16 Snow 504 Other ` 288 16 16 376 6.5 1 6A 288 .16 16 Ceiling 9 320 Roof at 2nd A 544 Insulation 0.5 Exterior Wall 256 16 1st A Dp - S h Slab Framing 1.5 Ext Flnish 6 vRe 256 16 M2. Gyp. Bd. 2.8 Shear 1.5 544 Wind Ht.@Pidge Slab/Foundatior Other WI Perimeter Framing 2 19.5 Ridge F to B L to R HzProj Mean Roof Ht 4.8 Insulation 0.5 hRe= Floor Gyp. Bd. 2.2 3.75 Flooring 4 Int .Finish Sheathing 2 Other hRi= Framing 3.5 12.2 81.25 Insulatlon 0.5 WI Area 10 48 FLOOR HEIGHTS & WIND AREA 54 •i:stablish Floor to Floor and hoof Heights (h)• Wim Roof Roof Floor 224 262 PHeight itch Height. X/12 N L Plan %W both 5 5 Roof Legs >15% of.Plan.Y7 Roof Area 680 5 5 8 20d Fl/ft vRe 504 vRi 376 2nd FI Depth 1 Roof Area FI to FI Height 9 1 st Floor Floor Area 544 WI Perimeter 100 1st A Dp - S h Slab S -Growl vRe Ave. $10 to FI Ht ase/ p VRi Floor Area 544 Wind Ht.@Pidge Slab/Foundatior 22 WI Perimeter 100 Wind Ht.@Gable 19.5 Ridge F to B L to R Mean Roof Ht 19.5 Runs? Y st 3ft HIES? Y Lateral Load A Date: Mar 27 2003 SEISMIC LOADS *Establish bead Loads, Pa!! -21 MaxQuake . ©1895 Archforms Ltdi Firm: AEC Group All Rights Reserved Lateral Load Analysis & Mat. Weights 2nd Floor 1st Floor •!;elect Code- , Base Level Item DL(psfl Area (sfl DL(lbs) Area(sfl .. DLM Area(sf) DL(Ibs)_ Wt Roof 6.5 680 4420 1/2 Wt Ext WI 1 Wt x Ht x j(HQ, Fx p F to B P L to R Wt Ceil 4.8 544 2611.2 544 2611.2 Wt Ext WI 12.2 800 9780 450 5490 1st Floor1.00 Wt Int WI 10 544 5440 Line Sum Sum 35772 171 417241 4181 Wt Fkxu 10 544 5440 650 1,381 1st Floor Sum 2nd 27671.2 Sum 1st 8101.2 Base interior well default; 10 psf of floor area Sum 2nd,1st & Base 35772.4 -Distribute Weights to Various Levels - Uplift 4,812 4,812 Roof 2nd FI 1st FI Wt Tributary Weight One Line , Line Sum Wt Roof 2nd 4420 4420 Wt Cell 2nd 2611.2 2611.2 1/2Wt Ext WI 2 4880 4680 9760 BUILDING CODE •DlstribW6.Shear to Various Levels, UBC formula (30.16) •!;elect Code- , 5440 Force at Level x = V (Wtx)(HtKySum(W6)(Hb) Ft assumed = 0 SOCA Nor Z Ht is measured from plate to foundation E=Eh-p (30-1) 97 SBCCI 1/2 Wt Ext WI 1 Wt x Ht x j(HQ, Fx p F to B P L to R X196 97 UBC Roof 2 11911 17 202490 2029 Wt Floor 1 2nd FI/Roof 1 23861 9 214751 2152 1.00 1.04 1st Floor1.00 1,666 1.00 Line Sum Sum 35772 171 417241 4181 1,300 48 224 Wt Int WI 2 5440 5440 Wt Floor 2 5440 6440 Wt Roof 1 at End Z Nor Z Wt Coil 1 2611.2 26112 1/2 Wt Ext WI 1 5490 5490 Wt Int WI 1 1,016 4 81 863 Wt Floor 1 Roof 1 1/2Wt Ext WI Bsmt Wt Ceil Bsmt_ 1,666 2,244 Line Sum 11.2 231.2 W= 35772.4 •Determine Base Shear, UBC Section 1630.2 Zone 3 Fig -16-2 Seismic Source type B Table 16-U Sol] Prof SD Table 16-J Fault Distance 20 In km to Seismic Source WIND LOADS •Wind Pressure, UBC $ection1620 P=gsiwCeCg . Vp 75 Figure 16&1 Ex B Section 1616 Iw=1 -]Table 16-K qs 12.6 Table 16.0 Ce 0;62 Table 18-G hCq 1.3 Table 16-H, #2 vCq -0.7 Table 16-H, #2 Ph= 10 Fbl. Force (psi Pvc -5,468 Vt. Force (psfl ,Total Wind Load In Each Direction At Each Level (lbs) - Z= .0.3 Table 164 Can 0,36 Table 16-0 GOVERNING LATERAL LOADS Table 16-K Cv= 0.54 Table 16-R -Maximum Total Load In Each Direction At Each Level (ibs)- T= .0.19 Formula (30.8) Na= 1.00 Table 16-8 Front to Back , Side to Side R= 5.5 Table 16-N (Tied to Pg 9) NO 1.00 Table 16-T Roof 2 2,029 Seismic 2,244 Wind formula (30.4) (30.5) (30-6) (30-7) E= CvIW/RT but not > 2,5CaIW/R but not < 0.11CeIW zone 4 not< 0.8ZNvIW/R 2nd FURoof 1 2,152 Seismic 2,239 Seismic 18924 5854 1417 E/1.4= 4,181 lbs E/1.4=V 1612.3.1 formula (12-9) 1st Floor TO Area F to B Trib Area L to R Wind Load End Z Nor Z SumP'At End Z Inter Z . S_ umP'At F to: B L to R Roof 2 70 30 1,016 4 81 863 Roof 1 1,666 2,244 2nd A 48 80 1,300 48 224 2,762 650 1,381 1st Floor Up Roof 2 504 376 Uplift 4,812 4,812 Up Roof 1 Uplift Z= .0.3 Table 164 Can 0,36 Table 16-0 GOVERNING LATERAL LOADS Table 16-K Cv= 0.54 Table 16-R -Maximum Total Load In Each Direction At Each Level (ibs)- T= .0.19 Formula (30.8) Na= 1.00 Table 16-8 Front to Back , Side to Side R= 5.5 Table 16-N (Tied to Pg 9) NO 1.00 Table 16-T Roof 2 2,029 Seismic 2,244 Wind formula (30.4) (30.5) (30-6) (30-7) E= CvIW/RT but not > 2,5CaIW/R but not < 0.11CeIW zone 4 not< 0.8ZNvIW/R 2nd FURoof 1 2,152 Seismic 2,239 Seismic 18924 5854 1417 E/1.4= 4,181 lbs E/1.4=V 1612.3.1 formula (12-9) 1st Floor Shear Wall Segments Data, Lines 1.8 Page 3 MaxQuake ®lass Archforms We Date: Mar 27 2003 'Firm: AEC Group All Rights Reserved Lateral Load Analysis & Job: HEYL ADDITION ONLY 9Y. Larry Warner AIA CSI 489.03We7 . Construction Desian SottWare Line 1 jUne 2 lune 3 ILine4 Line 5 Line.6 I Line 7 Line 8 Segment (Seg) names al appear to show possible quadrants (q). Remove Segs not used. Move and add 1,2 ... to denote multiple (my segs in a quadrant, le:,. W. S Variables` : S I . Ht h ht from . - es Ell' Ex . or Int. Wall? - E=Ext 1=Int 11. ! 8.eAdn Wail B S: Stacked S above so row : &:5 2nd Seg Wall Variables Seg Wag Variables Seg Wall Variables Seg all Variables Seg Wall Varies Seg II Variables Seg II Variables Seg Wall Variables Level m . Ht B Ell Ht B Ell . Ht B Ell &m L Ht B EA L ` Ht B Ell L Ht B Ell m L Ht B Eli L Ht , B Ell a 4 8 8 E a 4 8 B E 1,2,3.. b 4 8 B E b 6 8 6 E Wall Lines Run From Front to sum 8 Syst SW sum 10 Syst SW start ! Syst - sum ~ Syst sum Syst sum Syst sum Syst sum Syst Back - 1st Seg Wall Varieblea Seg Wa11 Variables Seg MII Variables Seg Well Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wag Variables Level q&m Lg.. Ht B Ell S q&m L Ht B, Ell S q&m Lg Ht B Ell S q&m Lg Ht 8 E/I S q&m Lg Ht B Eli S q&m Lg Ht ,B Ell S q&m Lg Ht 0 FAS q&m Lg Ht, B FJI S a 8 8 B E S a 6 8 8 E S b 12 8 B E 8 b 4 8 B E sum 20 Syst SW sum 10 SO SW sum Syst sum Syst sum Syst sum Syst sum Syst sum' Syst Base Seg Weill Variables Seg Wail Variables Seg Wall Variables Sag Wall Variables Seg Wall Variables Seg Wali Variables Seg Wall Variables Seg Wag VaHables Level 1q&m Lg Ht B E/t Sm L Ht 8 E/I S m L' Ht B EA S m L Ht B Ell m L Ht B Ell S Ht -.B E/I S q&m Lg Ht B Ell Sq&m Lg Ht. Bel 8 sum Syst sum, Syst sum Syst sum, Syst sten Syst stun Syst sum Syst sum Syst load trans to adi line load trans to ad! line 11 Shear Segment lght/LencA ratio is 10ited to 211 for pte blocked panel. 'HVLq >2 itmlr if.exceeded. See.Code Ch.16 for HYW limits for' other assemblies. Shear Wall Segments Data, Lines A -H Page 4 MaxQuake 01995 Archfor. ms Ltd. All Rights Reserved Lateral Load Analysis & Date: Mar 27 2003 Finn: AEC Group Job: HEYL ADDITION ONLY.' B : Warner AIA CSI 099. e7 Construdon Desi h Software Line A jUne B I Line C lune 0 Line E Woof' Line*G Line H isea Segment (Seg) names egs 1-7 appear to show possible quadrants (q). Remove Snot used. Move and add a,b. to denote multiple (m) segs in a quadrant, W, 2b. Variables: L' . Sw I th. HC Sea higot fromoa 1). 8: Bear Wall? - B es, EA: Ext. ar Int. Wall? - E=Ext Pint. S: Stacked ft same row m & S. nd 18e9 Wa I Vari es Seg Wall Variables Seg WaIlVadsbles Seg Wall Variables Seg Wa I Variables Seg Wail Vari les Seg Wall Variables Seg Walt Variables Level 1q&m Lg Ht B EA q&m L . Ht B Ell 4&m L 1-111812/1 q&m Q4 Ht B Ell q&m Lg Ht 8 Ell gm Lg Ht B Ell q&m L Ht B Ell q&rn ,Lg Ht B.Ell , 1 4 8 6 E 1 8 1 16 B E XB,C.. 2 4 8 6 E Wall Lines Run From Side— — — — to sum 8 Syst SW sum— Syst sum 16 Syst SW sum Syst sum Syst sum Syst sum sot sum Syst Side load trans to ad line 1st Seg. Wall Variables Seg Wall Variables Seg Wall Variables Seg II Variables S� Wall Variables Seg Wali Variables Seg Wail Vatiables .Seg Wall Variables Level q&m Lg Ht B,E/I Sq&m LO Ht 8 Eli S 4&m Lg Ht B Ell S q&m Lg Ht B Ell Sq&m L§ Ht B EAS q&n Lg Ht B 1a! S Ht, B Ell S q8A . Lg Ht 8 Ell 8 1 3 8 B E 1 8 S 1 3 8 8 E 2 3 8 BE 2 3 8 BE sum 6 Syst SW sum Syst `sum 6 Syst SW sum — Syst sum — SO sum Syst sum — Syst sum Syst load trans to adj line Base eg Wall Variables Seg Wali Variables $eg Wali Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Level cj&m La Ht B Eli S q&m Lg Ht B EA S q&m Lg Ht 8 Ell S q&m Lg Ht B E/t S q&m Lg Ht . B EA 8On Lg Ht B IM 8 om Lg Ht B Ell S m. l Ht 8 1E S SUM — Syst sum Syst sum Syst sum Syst sum Syst sum Syst sum Syst sum — Syst load trans to adj line lloadtahs to ad line load trans to ad line hear Sewnent,Helahtken.0Patio is limited to 2/1 for edge blocked nel. Wa >2 I' it° appears H exceeded. See Code Ch.16 for HUW limb for other assemblies. Lateral Load Distribution & Overturning Moment Page 5 MaxQuake 01985 Archforms Ltd. All Rights Reserved Lateral Load Analysis & Date: Mar 27 2003 Finn: AEC Group Job: HEYL ADDITION ONLY BY, Lan Wanner Al A CSI .03We7 Construction Design Softwaro Lateral Line 1 Line 2 Line 3 Line 4 Une 5 Line 6 Line 7 Lina 8 Force Seis %= Wind %= W/ft-- if Ovf,-snow RM= it'uil'.67,'s'.85 OTM= if Sfk Vnet'ht Vadjj= V= SumV= Diddb tib fl A/Sum flA W A/Sum WA Sum lev. vftdb area WUML04212k SumV*H um from n%*Vmax SorW V + abr+V d % SW- 44.7 60 % SNV 44.7 50 % SM k % SNV % S/W % Sm Leve! ft Wlft RM OTM Sea W/ft RM OTM Sea W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seq W/ft RM OTM Sag W/ft RM OTM Seismic a 188 1 3.63 a 188 1 2.66 2,029 b 188 1 3.63 b 168 2.26 4 SW r -V wall *10/1w / V level Frame V frame/ Vadj line 2 Vadj line 1 or 3 Vadj line 2 or 4 Vadj line 3 or 5 Vadj line 4 or 6 Vadj line 5 or 7 Vadj line 6 or 8 Vadj Une 7 V level 2nd level V 0.91 2nd level V 0.91 2nd level V 2nd level V 2nd level V 2nd level V 2nd level V 2nd level V s Sum V 0.91 s Sum V 0.91 Sum V Sum V Sum V Sum V Sum V Sum V at % SIW 50 50 % SNV 50 50 % SNV % SNV % SNV % 81W % SNV % SNV Level Ift W/ft RM OTM Seg W/ft RM OTM Sag W/ft RM OTM W W/ft RM OTM Seg W/ft RM OTM Sea W/ft RM OTIV1 Seq W/ft RM OTM Seg W/ft RM OTM Seismic a 366 9.94 110,7 a 366 5.59 11 2,152 b 366 17.6 8.82 b 366 2.49 6.35 PR 2-201 (r max Ab^.5) Vadj line 2 Vadj fine 1 or 3 Vadj line 2 or 4 Vadj line 3 or 5 Vadj line 4 or 6 Vadj line 5 or 7 Vadj line 6 or 8 Vadj line 7 1.00 rw V above 0.91 r= V above 0.91 r= V above r= V above r- V above r- V above r= V above r= V above 0.24 1st lev V 1.08 0.47 19t lev V 1.08 1st lev V 1st IN V 1st lev V 1st lev, V 1st lev V 1st lev V S. Sum V 1.98 s Sum V 1.98 Sum V Sum V Sum V Sum V Sum V Sum V e % SNV 50 50 % SNV 50 50 % SNV % Sm % SAN % S % % am el Sea W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg WIft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Sag W/ft RM OTM Seg W/ft RM OTM f PM 2-20/ (r max Ab".5) VadJ line 2 Vadj line 1 or 3 Vadj Une 2 or 4 Vadj line 3 or 5 Vacs line 4 or 6 Vacl line 5 or 7 Vadj line 6 or 8 Vad One 7 r= V above 1.98 r- V above 1:98 r= V above r- V above r- V above r- V above r- V above r= V above Bsmt V BsmtV BsmtV BsmtV BsmtV BsmtV BsmtV BsmtV W Sum V w Sum V Sum V Sum V Sum V I Sum V Sum V I Sum V Lateral Load Distribution & Overturning Moment page 6 MaxQuake 01995 Archforms Ltd. All Rights Reserved Lateral Load'Anaiysis & Date: Mar 27 2003 Finn: AEC Group Job: HEYL ADDITION ONLY By: Larry lamer AlA CSI Q99;03We7 Construction Design Software ral Line A Line B Line C Line D Line t Line F Line G Line.H e Seis %= Wind %= W/ft= N W, -snow RM= if W.67,Y.85 OTM= I Sfk Vnet*ht Va4= V= SumV= is' trib fl Sum flA tri W A/Sum Sun lev. W ft area VAIM 2/2 SumV*HrL SumV from at Ln %'Vmax S V Vabv+V % S 26.5 26.5 % SNV 50 50 % SMI 23.5 23.5 % SMI % S/W % SNV % SNV % SelS [2W,t',244 Wit RM OTM S W it RM OTM W it RM OTM S W it RM OTM S W/ft RM OTM S W/ft RM OTM W/ft RM OTM S W/ft RM OTMind 1 199 1.06 4.49 1 90 0.03 2 199 1.06 4.49 W waN0/lw / V level Frame V frame/ Vadj line B 0.53 Vadj line AorC Val line BorD 0.59 Val line CorE Vadj line DorF VaO line EorG Val line ForH Val line G V level 2nd level V/ft 0.59 2nd level V 1.12 2nd level V 0.53 2nd level V 2nd level V 2nd level V 2nd level V 2nd level V w SumV 1.12 w Sum V w Sum V 1.12 Sum V Sum V Sum V Sum V Sum V st% SMf 26.5 26.5 % SNV 50 50 % SNV 23.5 23.5 % SMI % SMI % Sm% S % 8/W Level W/ft RM OTM S W/ft RM OTM W/ft RM OTM. S Weft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Sag W/ft RM OTM SegWfft RM OTM Seismic 1 387 1.48 8.97 1 268 1.03 8.97 2,239 2 387 1.48 8.97 2 178 0.68 8.97 PM 2-20/ �5) Val line B 0.63 Val line AorC Val line BorD 0.59 Vadj line CorE Val line DorF Vacs line EorG Vad) line ForH Vad) line G 1.04 r- V above 1.12 r= V above r- V above 1.12 r- V above r= V above r- V abdve r V above r= V above 89 1 st lev V 0.59 1st lev V 1.12 0.89 1 st lev V 0.53 1st lev V 1st lev V 1 st lev V 1st lev V i st lev V s Sum V 2.24 s Sum V s Sum V 2:24 Sum V Sum V Sum V Sum V Sum V % SMI 26.5 26.5 % SMI 50 50 % SM 23.5 23.5 % SM/ % Sm % SMI % SNV % SMI Level W/ft RM OTM Sea W/ft RM OTM Seg W/ft RM OTM Sea W/ft RM OTM Sag 1N/ft RM OTM Sea W/ft RM OTM Seg W/ft RM OTM Seq W/ft RM OTM NSase P= 2-20/ (r max Ab".5) Val line B Val line AorC Vadj line BorD Val line CorE Val line Dorf Vadj line EorG Vadj line ForH Vadj line G r= V above 2.24 r- V above r= V above 2.24 r= V above r= V above r= V above r- V above r- V above Bsmt V Bsmt V Bsmt V Bsmt V Bsmt V Bsmt V Bsmt V Bsmt V w Sum V, w Sum V w lurn V Sum V Sum V Sum V Sum V Sum V. Shear Wall and Hold Clown RequirementsPW I MaxQuake ©1� : Archforms Ltd. All Rights Reserved Lateral`Load Analysis B Date: Mar 27 2003 Firm: AEC Group Job: HEYL ADDITION ONLY By: Warner AIA.CS[ Q".03Wei Construction Design Software Line 1 lun92 Who 3 Line 4 Line 5 Line 6 U06 7 Line 8 Uplift = Overturning Moment (OTM) - Resisting Moment (RM) / Segment Length (Seg Lg). I Minimum reauired Hold D T selected and Wall Shp S edule on Pane 9 2nd HD HO HD HD HD HD HD Level Seg Uplift Type Seg Uplift Type Seg Uplift T U IIft Type Sag Uplift Type Seg Uplift Type Sea Uplift T Uplift Type a 656 A H1a a 415 A H1a 1,2,3.. b 656 A H1a b 290 A NA Wall Lines Run From Front to Shear(pit) 113 Shear(plf) 91 Shear(pit) Shear(" Shear(plt) Shear(plf) Shear(pff) Shear(plf) Back Wail Type A 8 Wall Type A 8 Wall TYPO Wall Type, Wall Type Well Type Wall Type Well Type Roof Ifft from Side to Side resisted by Left and Right Ext: Wails Uplift . Rf 2 40 Ext WI 27 Uplift Detall Rf 2 & E)d WI HA 1s HD HD HD HD HD HD HD HD Level Seg Uplift T $ Uplift Type Segplift T lift Type Seg U IIR Type Seg Uplift Type Sed Uplift,Type SW Uplift T a05 A NA a 896 A H1a b b 965 A H1a Shear(pff) 99 Shear(plf) 198 Shear(pit) Shear(pli) Shear(plf) Shear(pif) Shear(ptf) Shear(plf) Wall Type A-6 I Wall T_yp A 8 Wall Type, Wall Too Well Type Wall Type Wall Type I Wail TyjV Roof Uplift from Side to Side resisted by Left and Right Ext. Walls Uplift Rf 1 @ Ext WI UpIHt Detail @ Rf 1 & E)d WI NA IStramtIol6Downs must run continuous down throw h the Wall below to the Foundation. If no Wall below: tie to Beams sized for Hold -Down Point Loads. Base HD HD HD HO HD HD HD HD Level Beg Uplift T Uplift Type Sell Uplift -TypeSeg Uplift Type Seg Uplift Type Sag Uplift Type Seli Uplift TP. Sag Uplift T Shear(plf) Shear(pm Shearjptf) Shear(M Stiear(plo hearpf) Shear(pIQ Shapf Wali Type WallTWall Wali T Wall, Two W Wall TYPO Wal TYPS She* per Linear Foot (Shear(pff)) = Sum of Shear at that Line & Level (Sum 1n / Linear Feet of Shear Wall at that Line & Level (Sum Seg Lgth) [Minimum required Shear Wall Construction or Shear Frsme for Wall Type Symbol Is selected from Shear Wall Schedule on Paw 9. O p w6 w—n c m D' ® '9� ? O Ch N ca zS` w? �O� m A N i�- �•� p DD ► DD 8 v� .► A �N � O m m O erco �C Q. a6o a� tolcr 70 0) CO 31 N J adz r. m � Me.,. a .+ Cm CD a� co LE CF) �� Co Nv g z vg vc vs c c ? H ro�LE,3 h g }Q to to- ao r co r� CO oco r C C CA ' a* v� v cl . >m°�to 3 3 °= two v v v ea Wall and Hold Down Schedules Page 9 Mar 27 2003 Firrre AEC Group SHEAR WALL OPTIONS: Piece an wr in the appropriate shaded block. S al Zone Hardware Mfg. Wall Framing Material D94UBC No X Simpson X Doug Firor So.Pine Los Angeles Area KC Metals Hem Fir (s.gray.<.49) USP-Siiivr/Kant 3.1/2" Metal Studs Other (Apx.C) To Customize, Overwrite Sched. on Apx. C below Other (See Apx. C) WIND AND EARTHQUAKE DATA 97 usC MazQuake Archforms Ltd. Al Rights Reserved Laterad Load Analysis & Select only one option under each heading (except System when using frames) Shear Wall System ROB Wall Sheathing FasWlero X SW -AN Plywd or Pia X 3/8'or112' CC or CD Pry X Sd SW-Gyp,Stuc or Ply 3Worl/2' Struc I Ply 10d HF- Hardy Frame 3/8"or11r CD Ply o/08 14gs Staple SF -Simpson Frame 1/2'Ext M,S/M-2 Prtd Bd 1' Screw ZF -Z Frame Other SheathinglFastenerGombo (See Apx. C) SHEAR WALL SCHEDULE Importance Fact. 1 Source Type B Type Load Sheathing Nall Botts Nail Lag Clips Exposure Cat. B Fault Distance 20 Symbol (plf) Material 5/8"x12 16d lir A35 Wind Pres.horiz. Psi 10.16 $oil Profile SD GF:880 GF:140 GF:480 GF:450 Pm. vert. actor S. Note 12 Note 3 Note 6 Note 7 Note 6,8 We 910 NA construct wall as speed per symbol or any below WALL HOLD-DOWN & STRAP SCHEDULE A 6 260 1/2' Ply 6" 400oc 6"oc 22"oc 2Voc Hold -Down Max. Mln. Wali Foundation 10olt Symbol Uplift Post FI to FI Anchor Type Boit 4 A 4 380 112" Pty 4" 27"oc 4"oc 15"oc 140oc lbs. Size Strap Straps HD Dia. 4 A 3 490 1/r Ply 3" 21"oc 11"oc 1100c Note 3,4 We 2 Note 2,4 Note 2 4 A 2 640 112" Ply r 16"oc roe roc 4,5 A 44 760 ea side 1/2' Ply r 14"oc roc roe NA up to 300 use the hold -don across or below raga type A H1a 1,005 2x CS20 20"+ PAHD42 4,5 A 33 980 ea side 112' Ply 3" 1000c 6bc 560c A H1b 1,650 2x CS16 300+ LTT20 1/2" 4,5 A 22 1280 ea side 1/2" Ply r roe 40oc Coc A H2 2,115 2.2x MST 48" STHD10 HD2A 5/8' ? A H5 4,685 2.2x MST 60" PHD5 518' 1 Sheathing: 318'-1/2" (4 ply min) CD, CC Ply with all edges blocked A H8 5,800 2.2x MST 7r PHD6 7/r 2 Framing: 2x DF typ @ 16"oc., 3x reld If 10d w/ +1.5/8" penetration, 2' or 3' oc A H8 6,730 2.2x CMST14 68"+ PHDS 718" 3 Typical Fasteners: Sd Common or Galy. Box nails (no sinkers), nail field @12' A H10 9,540 4x CMST12 90"+ HD10A 7/8' 4 3x at plate and panel edges at walls w/ Shear over 350lbs, nail min. 1/2" from edge A H14 11,080 4x HD14A 1' 5 Offset panel edges on apposite sides of wall and stagger plate splices A H1515,305 6x HD15 1.1/4"6 Anchor Bolts (ASTM A-347) Min. 7' imbedment, Yd 2'9Q"x3/16' Plate Washer ? Add[linches to FI to FI Tie 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 C•99 8 Pre -drill 3/8" Foie for Lag. Provide Washer. A4ust 10 for 2' penetratkm Into Joist. 2 Nail Straps & Hold -Downs w/10d (2x max pen.1.5/81 See Details 9 Clips: Plate to Blocks only regd if no shear sheathing continuity from Wall to Blocks and Mfg. Date for Nailing, Bolt and Embedment Requirements 10 Anchors and Clips as Mfg. by Simpson Strong -Tie Co. Cat C-99 3 If No Cont Rim Joist Add Lgth Of Gap.10d at CS. 16d: CMST & MST 4 Straps and Hold -Downs must run continuous to Walls below, if no Wall below, to to Beams, sized for HokWown Point toads Shear Wali and Hold Down Schedules Page 10 MaxQuake @1995 Archforms Ltd. All Rights Reserved Lateral Load Analysis & Date: Mar 27 2003 Firm: AEC Group Job: HEYL ADDITION ONLY _13y: La Warner AIA CSI QN.03We7 Construction Desi n Software COLLECTORME AND DIAPHRAGM SCHEDULE DIAPHRAGM OPTIONS: Rf1F1 Framing Mat. R111Fl Diaphragm Fasteners DF or So.Plne X All Unblocked 8d Com Only Hem Fir Rf UnBlk, FI Blk X 8dfj�Rf,10@F1 MOther Block All Edges 10d Com Only 14 ge Staple CR Max Collector/T a ie Tie Rod Type Force Cont. Joist or Strap Washer Symbol Qbs) Solid Htocidng or Cont. Dia, Dia. HD To Customize, Overwrite Schedule or See Apx. C 10ther less of C&T par to grain: 425 Joist 20ksl 625 Note 1,2,6. Note 2,3,4 Note 4 Note 5 We 7 Use Collector/Tie as speed per symbol or any below NA 300 A C1 2,231 2x4 MST27 A C2 3,506 2x6 MST37 314" 1.79 2• HD5A A C3 4,405 2X8 MST48 7/8" 2.24 2. HD6A A C4 5,800 2x10 MST60 7/r" 2.96 2- HDBA A C3 6,440 2x12 2- MST37 7/8" 3.28 2- HDBA A C6 8,310 2.2x10 HSTS 7/8" 4.23 ND10A A C7 11,170 2- 2X10 HST6 718" 5.69 2- PHDB A CS 17,691 3. 2x10 7/8" 9.01 2- HD10A ? 1 Provide Cont. Rim Joist/Rafter or Sold Blocking at all Shear Wal Grid Lines 2 A property sized continuous Rafter or Joist can act as both Collector and Tie Frame Model Numbers and Unit Shear Cepa ties los) Height 7 ft 8 it 9 ft loft Lgth A A A A A ? ? ? ? 3 Between Blocks or breaks in Rafters/Joists provide straps to maintain Tie continuity 4 Run All�thread Rod thru RfVJst.104.0"Shear(pm, sews ends wV Washer or HD 5 Provide Washer w/ Die, (inches) at end of blocked Rft/Jst bays, Mal. iron or 1/4" St, 6 Connect Continuous Collectbr/Tie to shear wall as required by Shear Wail Schedule 7 HD at Rod to Shear Wall andlor Rft/Jst Mfg. by Simpson Strong-Tie Cat 0-99 ROOFIEXT. WALL UP-LIFT SCHEDULE Root Shear Diaphragm Edge Floor Sherr Dlaph. Diaphragm Load Material Nail Diaphragm Load Material Symbol Note 1,2 4 Note 3 Symbol. Note 1,2,4 Wall Uplift Stud to Plate Plats to Rafter Stud to Rafter Type Willi at 16" oc at 24"oc at 16" at 16" oc 50 A T 100 Ply Nailing or H2 H2 A U 180 A35 H4 H2 A V 310 SPI H10 H1 H2 A W 460 SP4 H7 H10 LTS10 A X 600 SP2 H10 H7 A Y 1,170 FTA2 A Z 2,560 FTA7 ? 1 Anchors and Clips as Mfg, by Simpson Strong-Tie Co. Cat C-99 8d Nall IN Nail A R6 180 112" Ply 6" A F6 215 314" Pry A R4 112" Pty 4" A Fd 314" Ply A R3 1/2" Ply 2.112' A F3 3/4" Ply A R2 112" Ply 2" A F2 314" Ply ? ? 1 Sheathing: Floor 314 CD-AC Ply/OSB, Roof 1/2 CD or CC Ply/OSB, Unblocked 2 Framing: 2x typ, 3x reld R 10d pen more thenl-5/8', or nails spaced less.than Too 3 Typ. Fasteners: 8d Com. @ Roof,10d Com. @ Floor (no sinkers) field 1Y@Rf,10"@Fl 4 Continuous Rim Rafter/Joist recommerxded at perimeter of unblocked diaphragms Collector/Tie & Diaphragm Loads, Lines 1.8 Page" MaxQuake ®1995 Archforms Ltd. Date: Mar 27 2003 Firm: AEC Group All Right= Reserved Lateral Load Analysis t9i Job: HEYL ADDITION ONLY Um Wamer AtA CSI 099.03We7 Construction Desi n.Soltware Line 1 I Line 2 Line 3 I Line 4 Line 5 Line 6 Line 7 1 Line 8 Seg Cfr Load (back) - max. load on the Collector Re between this and Seg above. Cfr Type - min. adequate CodectorMe. Seg beg - feet Seg begins front of Quad Line from - C/T load at front sigs of the front most n . Shear - the g weraw Djaohragm Shear slong the Line. IF " I j= correct Llne Cfr discontinultv. 2nd CIT Load CIT Seg CjT Load clT Sq crr Load CIT Sag UT Load crr S C/T Wad Seg CIT Load CIT Seg CfT Load Cif seg Roof ISeg back T $back Type beg Seg back Type_back Type Seg back Type beg Seg back T back T beg Seg back TYPe be a a 1,2,3,. b 347 A C1 b 256 NA Wad Lines Run From Front to 1front 320 A C1 front 267 NA front front front front front from Back Shear(phl 27 Shear(pitj 27 Shear(plf) 8 ear(plf) Shear(pif) Shear(pij Shear(plQ Shear(plt) IFtf Diaph A R6 Rf Dla A R6 Rf Disph. , Rf Dia hRt Dia h Diaph Rf Diaph Rf Diaph 1 R1 CIT Load CIT S Load CIT CIT Load CIT Sej 0 Load Crr S ar Load CIT Sq Cfr Load CIT S CIT Load CfT sel CIT Load CIT Seg 2 FI Seg back Type Sag back Type.back Type be back T 8 back T S back T back T back Type beg a a Is 327 A C1 b 840 A C1 front 233 NA front 700 A C1 front front front front front front Shear(pif) 58 Shear(pM 58 Shear(plt) ShearoM Shoar(plq Shear(ptQ Shear(pif) Rf Disph A R8 Rf Diaph A R6 Rf Disph Rf Diaph Rf Diaph Rf Diaph Rf Diaph Rf Diaph FI Dia A F6 FI Dlaph A F6 FI Dlaph FI Diaph FI Olooh FI Diaph FI Dlaph FI Diaph st CR Load CIT sej CIT L CIT CIT Load Crr CIT Load CIT Sel CIT Load CIT S CIT Load Cfr Sol CIT Load CfT Sel CIT Load CIT Seg Floor Sag back T back T back T S back T back Typ, Seg back To beg Seg back Type beg Seg back Type front front front Ifiront front front front from Shearx Shear(pif) IFI Shear(pIQ Shearjplt) Shear(pIQ IFI Shear(pif) hearjplt) IFI Shear(M FI Diaph Diaph FI Dlaph IFI Diaph Diaph Diaph FI Disph FI Diaph If Rf or FI Diaph return k7 load values are higher than the diaphraon comity. Change to blocked diaphragm or fastener Option 101 or add Shear Wall 3or4 Collector/Tie & Diaphragm Loads, Lines A•H Page 12 MaxQuake 01995 Archforms Ltd. Date! Mar 27 2003 Firm: AEC Group All Rights.teserved Lateral Load Analysts b Job: HEYL ADDITION ONLY Warner AIA CSI Q".03We7 Construction D4 n Software Line A Line B Line C Line D ' Line E Line F Line G Lfne H`: Seg CIT Load (telt) - max. load on the Collector Me between this and Seg to left VT Type - min. adequate Collectodrie. Seg beg - feet Seg begins rigM of Quad Line. " " right - C/T bad t ' side of the ht t t. Shear - e av ear I the Line. If" CIT CIT ` Lo t Line CIT di tinui $ Lad CIT Se CR CIT Seg nd C left t CIT Load S left T 3e Load S S left S left T . Seg left T $Left TYPo bec tog left Type Seg left Type Root S 1 1 B,C.. 2 561 A C1 Wall Lines Run From Side to Side n t 281 NA Shear(pip 70 right Shear(pMj right Shear(plf) 70 ri t She"Shear(pil t t hear(pM) right Shar(plf) t Shar(plo Rf Dlaph A R6 Rf blah Rf Dlaph A R8 Rf Diaph Rf Dlaph ftf Dlaph Rt Dlaph Rf Dlaph CIT Load CIT Sol cly Load CR Load CIT Sol CIT Load CIT Beg CIT Load CIT Sel W Load CIT S CIT Load CIT CIT Load CIT Seg 2 FI left T S left T S left T left T S left T $ left T left Type Seg left Type 1 1 2 1121 A C1 2 1121 A C1 right 420 A 4 14r(pIQ ri t0 Shar(pM) Sr*10t right A 40 S1W right right ShearW Sh ar(plf) dot Shear(pIQ rw Shar(pIQ Ihear(pIQ Rf Diaph A R6 Rf Otaph Rf Diaph A R6 Rd Diaph Rf Diaph Rf Diaph Rf Diaph Rf Diaph FI Dia h A F6 CIT Load CIT FI Diaph CIT Load CIT FI Dlaph A F6 Sol CIT LoadCR A Dia2h CIT Load CIT FI Disph FI Diaph CIT Load WT CIT Load CIT FI Diaph 0 Load CIT FI Dlaph S CIT Load CIT Seg 1st Floor S left T left T left T be left T 8 left T S left . T S left be S left TYPO beg Sha i Q right Shar(plQ 1h'nrk1* dot Shear(ph)Sh right ar(pif) t right Shear4" Shear(pIQ *t Shear(pil rot 8har(pIQ I—]If FI Diaph A 01aph FI Dlaph IFI Diaph IN Dlaph IN Diaph IN Diaph IR Dlaph Rf or FI Diaph re m load values are h' r than the di . Chan to blocked i a fastener Option 10 a add Shear Wal . 3or4 _ c 15 42 5 CA or- rr '� it. jTl ;� � � . • .� cu u� r to • ..... raOS�� , cr �, _ Ccs I � t7 stili m or 3_ Co_j,. CfsS� o w` at "t ' �QQ�r'•+zciC7 t i `t�'1 1 c: j ,fi! I rte•• s " �; "ham , r va 91, tl R U41 y� ttoil + vi ` �.'• OC' CS1.in r CaQ t3•�s,(ism " CDT t4 �7 tts Q ro aQ� � .12 tr �,uC7 Qy 42E As �U � h 1 �t� i •� 177 g N l ►- l arra .4C�l faj IS 4 j rCT c • n C-- i y t(t • i Wind Pressure for Components & Cladding � 13 MaxQuake elm Archforms Ltd. All Rights Reserved lateral Load Analysis & Date: Mar 27 2003 Flan: AEC Group Job: HEYL ADDITION ONLY By: Larry Warner AIA CSI . 099.03We7 Overturning Calculation Tem late Wind Wind Pressure P and Wind Coefficients GCp for Components and Cladding of enclosed Buildings Pressure for GCp Vertical Wind Loads for Gable or Hip Roofed Buildings Horizontal Wind Loads for Buildings Wallf 10 3'o -i 6 3 0p -2 s l4 14 1zl -2.0 -1:e Horiz P 10.2 GCp 22 22 -12 @ vv Uplift 3.4 -35 •1:8 -1.8 11 -0 8 s w @ ! or -3.2 -32 -1 4 •1.4 r ri Z Out- -3.0 -30 .1;� 1.0 0.8 Plus: M, Minus: out, design for Force -2.8 -28 -0.8 •0.8 E of Roof �:� maximum i pressure -2.6 -28 '0'g -0'8 1:� For partially enclosed buildings -2.4 -24 0.4 0.2 1 6 +GCp add 0.1, -GCp minus 0.4. -2.2 -22 0,6 0.4 a 1.6 Reduce GCp 10% when e< 10 -2.0 -20 Flgure1606.2D GCp for Roof Slope 0 < a < 10 0 < a < 10 10 < a < 43 Figure 1606.2C Wali GCp -1.8 -18 -3 0 -3.0 Vertical Wind Loads for Monoslope Rooffc -1.6 -18 -1.4 -14 -2.8 -2.e zl zl (21_ Z 3.2 -1.2 -12 -2.4 -2.2 2.4 -2.2 -3'0 Z � -1.0 -10 -2.0 .2. 2.8 -2.4 -0.8 -8 -0.6 -8 -1.6 -1.4 -1.6 •1.4 -2.2 s r ri -0.4 -4 _1 2 -1.0 -1.2 :o:g .1:8 .1.g r s -0.2 2 -u:6 -O.s E of Roof -12 0.0 0 -10 E of Roof Down 0.2 2 Load 0.4 4 o.s 0.4 0.6 r r Figure 1606.2F 3 < a < 10 2 or 0.6 6 Flgure1606.2E GCp for Roof Slop! 10 < a < 30 0<a<10 10<a<45 -3.4 C S In- 0.8 8 Force 1.0 10 1.2 12 1.4 14 -2.0 -1 8 -1 :4 "12 -2. -1.8 -1.4 -12 3.2 3.0 •2.8 2.4 3<a<30 1.6 18 :a:� :a:� a -2a Note: -os -o.t3 -1.e 1. Values are for'1 o:0 •g enclosed Buildings. 1.2 1.2 2.8= Values for ales GCp are equivalent 0 20 100 1000 0 20 100 1000 Q 20 100 ror Overhang GCp include effect Reduce C 1096 If 3 < e < 5 to UBC Tame Effective Wind Area sq.ft. Effective Wind Area sq.ft, of both upper & lower surface Effective Wind Area (sq.ft.) If a<3 see Figure 1608.20 for values of C . Flgure1606.2E GCp for Roof Slope 30 < a < 45 Degrees Figure 1606.2G Monoslope Roofs 10 < a < 30 Degrees %X j i'*,4 y LOW4A- PG OOM 6.0 IZ-0 4.0 4.o 6,pjo b.lA!4- Z QNAt.YiZ�l Af-O Ae pot 044 '7Fn Proj 'No:' .HE -YL GRIDI: 'WALL SEG. LINE SEG. LGTH 2. ;.:. ;:... . 4- B" .: 1.. Na 2 3. . 4 n/a 2: 4 5 6 -D 1 n/a 2 3 6' E, 1 n/a 2 3 4 5 6 F 1 n/a 3 4 5 6 G 1 n/a 2 3 4 `5 6 H 1 Na 2 3 4 5 6 SHEAR WALL SUMMARY DATE Mar 27 2003 SHEET LOAD PANEL PANEL H.D. PLF TYPE No. LOAD EXISTING TO REMAIN EXISTING TO REMAIN • SHEAR WALL SUMMARY EXISTING UPPER..::'. Proj: No.. HEYL:.: DATE Mar 27 2003 SHEET OF GRID :.`.."M I; ...:SEG. LOAD PANEL PANEL H.D. KID -NOTE. . LINE--:::: SEG. LGI-k PLF TYPE No. LOAD. ... TYPE . n/a EXISTING TO REMAIN b.. e.: ....' .. ' V .Z.— " :.:' .ai:... 4'-0 200 1193 b. 4'-0 200 1193 C. . e n/a b'- d e f 4 a n/a b c d e f n/a 'b C d e f 6 a n/a b c d e f 7 a n/a b c d e f 8 a n/a b c d e f ' SHEAR WALL SUMMARY EXISTING LOWER Proj.No -.. HEYL DATE Mar 27 2003 SHEET OF GRID: :.; :VNALL.. `' 'SEG: :. . H.D. : LOAD PANEL PANEL FI:D..:.. NOT E_. LINE' ,_ :pEp: LGTH PLF TYPE No. LOAD TYPE n/a -EXISTING TO REMAIN 2 3. . 4- 5 n/a EXISTING TO REMAIN 2. . . S . C .:.: _ 1 n/a 2 3. 4: . 5 D:.:. n/a .2 -3 4 -5 6 E.'.: .: 1. n/a 3 . 4 5 6 F 1 n/a 2 3 4 5 6 G 1 n/a 2 3 4 -5 6 H" 1 Na 2 3 4 5 6 SHEAR WALL SUMMARY Proj:;.Nq:. MEYL' DATE-Mar272003 -SHEET SEG.: LOAD PANEL PANEL H.D. LINE :';.::':SEG:.:::. LGTH PLF.'..: TYPE No. LOAD ...::.•n EXISTING' EXISTINTO REMAIN .d. 2; :..:....a:... 8'-0 167 156 .12! 167 N/A d. e 3 : a: b. c d. _ e.. b.: d.. e f 5 a n/a c. e f. 6 .. .`, .;.. a n/a b c d e f b c d e f 8 a n/a b c d e f Lateral Loading: Area, Height & Weight Data Date: Mar 27 2003 Firm: AEC Group Job: HEYL EXISTING Warner AIA CSS FLOOR PLAN AREAS & SHEAR WALL GRID. SPACING *Establish Gd Spacing ri i o0 Ira coC ti EacIII&SIO Page 1 MaxQuake. ©,995 Archforms Ltd. All Rights l;eserved Lateral Load Anatysis Q89.03We7 Constructi`nDeal 6 s0tw , TYPICAL DEAD LOADS Establish Dead Loade ba/e& cont Roof Roof Block Area Overall Depth 2nd Fl / Roof Roof Block Area Floor Block Area Perimeter Wall Overall Depth 1st Floor Floor Block Area Perimeter Wall Overall Depth ical Overhan F to B . 2 1152 32 Z= 3 hRe= 90 hRi= 90 Overall Depth of Roof at 2nd FI 1024 64 32 Z= 3.2 hRs= hRi= We= 51.2. W= 204.8 1024 64 32 Z= 3.2 We= 57.6 W= 230.4 horiz. dim. or 40% of ht but not less than 4% ofleast��� Right o Interior Wali Roof Floor Le Left 3 3 Block 'Stock Perim Overall Sheathing ar Wall Spacing r12 Area Area Wall Width .Framing 2 acic 1152 32 Snow Other Roof 32 1024 64 39 Ceiling 2nd FI/Rf 32 2 Roof at 2nd FI Insulation 0.5 9xterior Wall Iq 1 t FI 1 1.5 Ext Finish 6 L R Gyp. Bd. 2.8 Roof Other Framing 2 HzProj 2nd FI/Rf 4.8 .Insulation 0.5 hRe= Floor Gyp, M 1tFl. 3.75 Flooring 4 Int .Flnish Sheathing Roof Other htti= Framing 3.5 12.2 2nd FI/Rf insulation 0.5 Other 11at�o6f WI Area 10 „ we - 51.2 FLOOR HEIGHTS & WIND AREA 57.6 2nd Fl/Rf Roof Roof Floor 204.8 230.4 1st F1. Hefaht X/12 Roof 5 5 Roof >15% of Plan.Y? 2nd FI/Rf Roof Area 1152 5 5 8 1st FI . Zd Fliftolf vRe 672 Roof vRi 736 2nd FI Depth 1 2nd FI/Rf Roof Area FI to FI Height 9. 1.st Rloor 1st Fl 1024 WPerimeter Roof let FI Dp = S if Slab 5 ase/-.*rgvA vRe Ave. Sill to FI Ht 2nd FVRf P Floor Area 1024 Wind ML@Ridge Slab/Foundatior st FI WI Perimeter 128 NO Ht.@gable 19.5 Ridge F W B L to R. cont Roof Roof Block Area Overall Depth 2nd Fl / Roof Roof Block Area Floor Block Area Perimeter Wall Overall Depth 1st Floor Floor Block Area Perimeter Wall Overall Depth ical Overhan F to B . 2 1152 32 Z= 3 hRe= 90 hRi= 90 Overall Depth of Roof at 2nd FI 1024 64 32 Z= 3.2 hRs= hRi= We= 51.2. W= 204.8 1024 64 32 Z= 3.2 We= 57.6 W= 230.4 horiz. dim. or 40% of ht but not less than 4% ofleast��� Right n Roof Interior Wali Roof Floor Roofing 3 Gyp:Bd 4.4 Block 'Stock Perim Overall Sheathing 1.5 Framing 2 Area Area Wall Width .Framing 2 Int. Finish 1152 32 Snow Other 1024 64 32 1024 64 39 Ceiling Roof at 2nd FI Insulation 0.5 9xterior Wall rypOH Framing 1.5 Ext Finish 6 L R Gyp. Bd. 2.8 Shear 1.5 Other Framing 2 HzProj 4.8 .Insulation 0.5 hRe= Floor Gyp, M 3.75 Flooring 4 Int .Flnish Sheathing 2 Other htti= Framing 3.5 12.2 76.25 insulation 0.5 Other WI Area 10 we - 51.2 FLOOR HEIGHTS & WIND AREA 57.6 �Establlsh Floor to Floor and Roof Heights. (1111),W= Roof Roof Floor 204.8 230.4 Pitch : Het h� t Hefaht X/12 ILPlantWboth 5 5 Roof >15% of Plan.Y? Roof Area 1152 5 5 8 Zd Fliftolf vRe 672 vRi 736 2nd FI Depth 1 Roof Area FI to FI Height 9. 1.st Rloor Floor Area 1024 WPerimeter 128 let FI Dp = S if Slab 5 ase/-.*rgvA vRe Ave. Sill to FI Ht P Floor Area 1024 Wind ML@Ridge Slab/Foundatior 2�2 WI Perimeter 128 NO Ht.@gable 19.5 Ridge F W B L to R. Mean Roof Ht. 19.5 Rune? Y ut at bast 3tG 'WO? Y . Lateral Load Analysis Page 2 MaxQuake 01995 Archforms Ltd. Date: Mar 27 2003 Firm: AEC Group All Rights Reserved Lateral Load Analysis & Job: HEYL EXISTING Warner AIA CSI 0",03W97 Construction Desi nSoftware . SEISMIC LOADS BUILDING CODE •Distribute shear to various Levels• UBC fomwla (30.15) •Establish Dead Loads, -Select Code- Forcb at Level x = V (Wbo(HtxySum(Wb)(Hi) Ft assumed = 0 Mat, Weights 2nd Floor 1st Floor Base Level 96 BOCA Ht is measured from plate to foundation E=Etep (30.1) Item. DL Area NO DL Area(st D DL Ibs 97 SBCCI Wt x . Ht x ,(Wt)(Ht) Fx p F, to B p L to R. Wt Roof 6.5 1152 7488 97 UBC Roof 2 18650 17 317043 3194 Wt Cell 4.8 1024 4916.2 1024 4915.2 2nd PI/Roof 1 38669 9 348019 3506 1.00 1.00 Wt Ext WI 12.2 1024 12492.8 576 1027.2 1st Floor 1.00 1.00 Wt Int WI 10 1024 10240 Sum 57318 17 665062 6700 Wt Floor 10 1024 10240 Sum 2nd 45376 sum list 41942:4 Base WIND LOADS -Wind pressure, Interior wall default: 10 psf of floor area Sutn 2nd,1 st & Base 57318.4 UBC Section1620 l� -Distribute Weights to Various Levels- P=gsWeCq. Roof 2nd A 1st A Wt VP 75 Figure 16-1 Tributary Weight Line Une . Line Sum Ex B Section 1616 Wt Roof 2nd 7488 7488 IW=Table 16-K Wt Cell 2nd 4916.2 4915.2 qs 12.6 Table 16-F 1/2Wt Ext WI 2 6246.4 6246.4 12492.8 Ce 0.62 Table I" Wt Int WI 2 10240 10240 hCq 1.3 Table 16-H, #2 Wt Floor 2 10240 10240 vCq .-0.7 . Table ,16-H. #2 Wt Roof 1st Ph- 10 Hz: Face (psf) Wt Cell 1 4915.2 4915:2 Pv= -5.468 Vt. Force (psf) 1/2 Wt Ext WI 1 7027.2 7027.2 Wt Int WI 1 •Total Wind Load In Each Direction At Each Level (lbs) - Wt Floor 1 Tdb Area F to B Trib Ards L to R Wind Load 1/2Wt Ext WI Bsmt End Z Inter Z SumP"At End Z Inter Z , SumP`At F to B L to R Wt tell Bsmt Roof 90 90 1,828 4 76 812 Line Sum 18649.6 38868.8 W= 57318.4 Roof 1 3,126 2,112 2nd Fl 51 205. 2,600 51 205 2,600 1,900 1,300 -Determine Base Shear* 1st Floor UBC Section 1630,2 Up Roof 2 672 736 Uplift 7,700 7;100 Zone 3 Fig -16-2 Seismic Source type B Table 16-U Up Roof 1 Uplift Soil Prof $D Table 16-J Fault Distance . 20 in km to Seismic Source Z= .3 Table 16.1 Ca= . 0.36 Table 16-Q GOVERNING LATERAL LOADS 1= .0 Table 16-K Cv= 0.54 Table 16-R -Maximum Total Load In Each Direction At Each Level pbs)- T= 0.19 Formula (30.8) Na= . 1.00 Table 16-8 Front to Back Side to Side R= 5.S Table 16-N (Tied to Pg 9) Nv= . 1.00 Table 16-T Roof 2 3,194 Seismic 3,194 Seismic .formula (30.4) (30-5) (30.6) (30=7) E= CvIW/RT but riot > 2.6CaIW/R but not < 0.11 Calw zone 4 not< 0.8ZNviW/R 30323 9379 2270 E/1.4= 6,700 lbs E/1.4=V 1612.3.1 formula (1249) see 2nd FURoof 1 3,506 Seismic 3,504 Seismic 1st Floor Shear Wall Segments Data, Lines 1.8 Page 3 MaxQuake ®1891 Archforms Ltd. Date: Mar 27 2003 Firm: AEC Group All Rlghts Reserved Lateral Load Analysis & Job: HEYL EXISTING By LarryWamerAIA.CS1 QK03We7 . Constr don Desi n So re Line 1 ILIne 2 ILIne 3 Iune4 Line 5 IWO 6 ILIne 7 ILifie 8 Segment (Seg) names a -g appear to show possible quadrants (q). Remove Segs not used. Move and add 1,2...to denote multiple (m) segs do a quadrant, ie.; b2. Sea Variables; les; Idth. Ht Sw haht fromDo 1 : Bearin Wali? - B- es. Eh: Ext. or Int Wali? - E=Ext 1=Int.. S: Stack S above sane row &:5 . 2n Seg Wail Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall ariablea Level q&m Lg . Ht 8 Ell g9m L . Ht B Ell q&m Lg, Ht B Ell q&m Ht 8. Eli q&m LI Ht 8 Ell OW Lg Ht E EA q&m Lg Ht B Ell q&m Lg Ht 6 Eli a 10 8 8 E a 4 8 8 E 1,2,3.. 10 8 8 E b 4 8 6 E Wall Lines Run From F Front _ sum 20 Syst SW sum 8 Syst SW sum Syst sum Syst sum Syst sum Syst sum Syst sum Syst Baric 1st Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Will Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Level q&m Lg . Ht 8 Ell S q&m Lg Ht 8 Ell S q&m L . Ht B EJI S Ht 8, Ell S q&m L§ Ht B EA S 4&m Lg Ht 6 Ell Sq&m Lg Ht B Ell S q&m Lg Ht B EJI S a 10 8 8 E S 6 8 8 B E S b 10 8 8 E b 12 8 8 E sum 20 Syst SW sum 20 Syst SW sum Syst sum ^ Syst sum Syst sum , Syst sum Syst sum Syst Base Seg Wall Variables Seg Wait Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg. Wap Variables Level q&m Lg. Ht a Eli S Lg Ht B Ell S q&m L . Ht B Ell 5 Orn L9 Ht 8, Eli S q&m L' Ht B Ell S q&m Lg Ht B Ell S Orn L . Ht 9 EJI S Orn Ht B Ell S sum Syst sum ^ Syst sum + Syst sum Syst sum' Syst sum Syst sum Sygt sum Syst load trans to adil line load trans to ad] line Shear Segment HelahYLOnath ratio is limited to 211 for edge blocked panel. ° >2 limit° apimrs if exceeded. See Code Ch.16 fbr,HVW limits for other assemblies. Shear Wali Segments Data, Lines A -H Page 4 MazQuake ®1995 Archforms Ltd. Date: Mar 27 2003 Mw AEC Group All ttlghts.Reserved Lateral Load Analysis & Job: HEYL EXISTING . La WamerAlA CSI - 099.03We7 Onstrucdon best n Software Line A ILIne B lune C I Line D Line E IUne F lune G JUne H Segment (Seg) names 1-7 appear to show possible quadrants (q). Remove Segs not used. Move and add a,b... to denbte 8: multiple (m) segs in a quadrant, ie., 2b. 3 Vari fes• L : S I . Ht h 't from 1 . Bearin Wali? - B- es. E/L or Wall? - E=Ext 1=1nt : Stacked above same.row. & s a. 2nd Seg Wall Variables Seg Wall Variables Seg Wall Variables Sag Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Level q&n Lg Ht B Ell q&m Lg, Ht B E/I q&m L . Ht BEA q&rn Lg. Ht B,E/I q&m W Ht B FJI q&rn Lg Ht � En q&m Lg Ht B Ell q&m Lg Ht B E/I 1 1 8 A,B,C.. wall Lines Run Frorh Side to sum Syst sum ^ Syst :sum Syst sum Syst sum Syst sum y Syst sum Syst sum Syst Side load'trans to adi line load trans to acQ line Ist Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Will Variables Seg Wall Variables Seg Wall Variables $eg Wall Variables Level. q&m Lg Ht B E/I 3 m Lg. Ht B EAS q&m L . Ht B Ell S Ht B,E/I S q&m t4 Ht B E/I S q&m Lg Ht B En S 4&m Lg Ht B Ell S q&m Lg Ht .B Ell S 1 sum' Syst sum Syst sum Syst sum Syst sum Sym sum Syst sum Syst sum, S"t bad trans to al line load trans to adj line Base Beg Wal. Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Levet Orn Ht B E/I S Orn Lg Ht B Ell S q&m L . Ht B Ell SHt B Ell S L' Ht B VI S Ht B Ell 3 m . L Ht B EA S 1. Ht ,B Ell S sum Syst sum Syst sum Syst sum' Syst sum Syst sum , Syst sum Syst sum —' Syst Iload trans to acj line Iload trans to ad} Ifne Shear Sewnent Heid&encb ratio is limited to 2111 for e0pblo6kedpahel. "HYLq >2 I'' i4" awears if exceeded. See Code C4.16 for Ma limits for Other assanbliss. Lateral Load Distribution & Overtuming Moment Page 5 MaxQuake ©1995 Archforms Ltd. Al Rights Reserved Lateral Load Analysis & Date: Mar 27 2003 Firm: AEC Group Job: HEYL EXISTIN Or. Larry Warmer Al CSI 099:03 e7 Constru on Design Software Latersl Line 1 Line 2 Line 3 Line 4 Une 5 Une 6 Line 7 Une.8 Force Seis %= Wind %= W/ft= If *W, -show RM= if'W'.67 Y.85 OTM= if Sfk Vnerht Vats= V= SumV= isWb trio fl AlSum SIA ftwl NSum WA Sum lev, %ftib WUfPLO212k SumV*HM%TLg SumV from adl Ln Ln% max SgrW V +Vabv+V n % SNV 50 50 % SNV 50 50 lam I % NV % SNV % SNV % S S % SNV Level Sea W/ft RM OTM Se W/ft RM 6TM Sea W/ft RM OTM Sea W/ft RM OTM Seg W/ft RM OTM Sea W/ft RM OTM Sea W/ft RM OTM Sea W/ft RM OTM Seismic a 278 9.28 6.39 a 278 1.49 6.26 3,194 278 9.28 6.39 b 278 1.49 6.26 SW r -V wail '1011w / V level Frame V hmel Val line 2 Val line 1 or 3 Val line 2 or 4 Val line 3 or 5 Val line 4 or 6 Val line 5 or 7 Vacs line 6 or 8 Val line 7 V level 2nd IeVel V 1.6 2nd level V 1.6 2nd level V 2nd level V 2nd level V 2nd level V 2nd level V 2nd level V s Sum V 1.6 s Sum V 1.6 Sum V Sum Y Sum V Sum V Sum V Sum V tat % SNV 50 50 % SNV 50 50 % SNV % SIW %80 % SNV % SAN %8N Level Sea W/ft RM OTM Sea W/ft RM OTM Beg Oft RM OTM W/ft RM OTM Sea W/ft RM OTM Sm W/ft RM OTM Sea W/ft RM OTM Sea W/ft RM ON Seismic a 536 17.9 15.4 a 536 14.6 15.8 3,506 b 258 10.9 13.4 b 536 25.7 18.4 P= 2-20/ (r max Ab".S) Val line 2 Val Une 1 or 3 Val line 2 or 4 Val line 3 or 5 Vaca line 4 or 6 Val line 5 or 7 Val line 6 or 8 Vacs line 7 1.00 r= V above 1.6 r- V above 1.6 r- V above t= V above r= V above r- V above P V above r- V above 0.25 1stlevV 1.75 0.25 1stlevV 1.75 1stlevV 1stlevV 1stlevV 1stlevV 1stlevV 1stWvV S. Sum W 3.35 s Sum V 3.35 Sum V Sum V. Sum V Sum V Sum V Surh V Base % SNV 50 50 ;/ SNV 50 50 % SNV % SNV % SNV % S/W % SIW % Sm Level ft Wift RM OTM Sea W/ft RM OTM Sea W/ft RM OTM Sea WIft RM OTM Sea Wift RM OTM Sea W/ft, RM OTM Seg W/ft RM OTM Sea Wift RM OTM PO 2-20/ (r max Ab".5) Vacs line 2 Val line 1 or 3 Val line 2 or 4 Val line 3 or 5 Val line 4 or 6 Val fine 5 or 7 Vadj line 6 or 8 Val line 7 r= V above 3.35 r= V above 3.35 r= V above r- V above r= V above r= V above r= V above r- V above Bsmt V Bsmt V Sant V Bsmt V Bsmt V Bsmt V Bsmt V Bsmt V w Sum V w Sum V I Sum W It, I Sum V Sum W I sum,V I Sum V I Sum V Lateral Load Distribution & Overturning Moment Ne 6 Ma' xQ uake ®1885 Archforms Ltd. All Rights Reserved L.atetal Load.Analysis & Date: Mar 27 2003 Firm: AEC Group Job:. HEYL EXISTINGOr Wamer AIA CSI Q99.03 e7 Constru on Desi n Software Une A Ube B Line C tine D Una 9 Une F Une G Une H 1Laterai Force Selo %= Wind %= W/ft= if'V,-snow RM= if W .67,,,s".85 07M= if s& Vnerht Vacj= V= SumV= Distrib Crib If A/Sum IIA trib wt AISum WA Sum.lev..uPtrib am Will'tte2l2k SumVHrLoTLa SumV from ad Ln % SON . V +V 2nd 9'o SNV 50 50 % SNV 50 50 % NV % SNV % SAN /o S/W % SO % S Level Seg W/ft .RM OTM Se W/ft. RM OTM Seg OR RM OTM Seg Wlft RM , OTM Seg W/ft RM OTM Se W/ft RM ON Sea W/ft RM OTM ft W/ft RM OTM Seismic 3,194 SW r -V wall *IOnw / V level Frame V frame/ Vadj fine B Vadj line AorC Vadj line BorD Vadj line CorE Vadj line DorF Vadj line EorG Vadj One Fats Vadj line G V level 2nd level Wit 1.6 2nd level V 1.6 2nd level V 2nd level V 2nd level V 2nd level V 2nd level V 2nd level V S Sum V S. Sum,V . Sum V Sum V, Sum V Sum V Sum V Sum V 1 % SNV 50 60 % S/W 50 50 % S/W % S/W % S/W % SNV % SAN % SNV Level Seg W/ft . RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Sleg W/ft RM. OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM W/ft RM OTM Seismic 3,506 PO 2-20/ (r max Ab".5) Val line B Vadj line Aorta Vadj line BorD Vadj line CorE Vadj line Dorf Vadj line EorG Vadj line ForH Vadj line G #DIVl01 r3 V above r-" V above r- V above r- V above r= V above r- V above r- V above r- V above let lev V 1.75 1st lev V 1.75 lit lev V 1st lev V 1st lev V 1st lev V 1st 16V V 1st leb V s Sum V s Sum V. Sum V Sum V, Sum v Sum V Sum V Sum V Base % SNV 50 50 % S/W 50 50 % % Sm % SNV % S/W % Sm % SNV Level. Seg Wlft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg Wilt RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg Wlft RM OTM 1p 2-20/ (r max Ab".5) Vac$ line 8 VacQ line AorO Vadj line BorD Vadj line CorE Vadj ane DorF Vadj line EorG Vadj line Forth Vacs line G r- V above r= V above r= V above r- V above r- V above r- V above r= V above r= V above Bsmt V BsmtV BsmtV BsmtV BsmtV BsmtV BsmtV BsnitV IN Sum V W Sum V. Sum V Sum V Sum v Sum V Sum V Sum V .. Shear Wail and Hold Down Requirements Page 7 MaxQuake 01995 Archforms Ltd. . All Rights Reserved Lateral Load Analysis & Date: Mar 27 2003 Firm: AEC Group Job: HEYL EXISTING B : La Warner AIA CSI :099.03We7 Cortstnt on Des1 n Soffarare 1 Line 2 Line 3 Line 4 Line 5'.. Line 6 Line 7 Line 8 ILine Uplift = Overturning Moment (OTM) • Resisting Moment (RM) / Segment Length (Seg Lg). MInhurnuired H !d town HD T selected from Hotd db and all Stra le on Pa 9. , 2nd H D D HO HO HD Level Sea Uplift T lift type Seg U lift Type Seg Uplift Type Sag U lift Type Sag Uplift Type Eeg Uplift, Type Sag Uplift Type a a 1,193 A H1b 1,2,3.. b 1,193 A H1b Wail Lines Run From Front to Shear(plf) 80 Shear(plf) 200 Sheat(plf) Shear(pM Shear(" Shear(plf) Shear(plt) Shear(plf) Back Wall Type A 6 Weil Type A t3 Wall Type Wall Type Wail Type Wall Type, Wall Type Wall Type Roof U lift from Side to Side resisted bv Left and Right Ext. Walls UPI (pit Itf 2 0 Ext. WI , 42 Uplift Detail 91 Rf 2 & Ext WI NA Ist HD HD HD HD HD HD HD HD Level Sag Uplift Type Bog Uplift type Seg Uplift Type Sag Uplift Type,Seg Uplift Type Seg U lift T UPI e UPI Mt T a6 156 A NA b 245 A NA b Shear(pM 167 Shear(plf) 167 Shear(pM Shear(plf) Shear(plf) Shear(pif) Shear(pit)Shear(plf) Wall T A 8 Wall T A h3 1 Wall T Wali Type I Wall Type I Will Type, I Walt Typo I Wall Type Roof Uplift from Side to Side resisted by left and Right Ext. Walls Uplift (plt) Rf 1® Ext Wl Uplift Detail @ Rf 1 & Ext N NA S Hold -Downs must run continuous down throwah the Wall below to the Foundation: If no Wali below tie to Beavis sited for Hold -Down Point Loads, Base HD HD 14D HD HD HD HD HD Level I Seg Uplift Type Seg Uplift Type Seg Uplift TyO9 Seg Uplift Type Sq Uplift Type Seg U lift Type Seg Uplift, Type Seg Uplift Type Shear(plf) Shear(plf) Shear(plf) Shesr(pll) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Wall Type Wall TYPO Wall Type Wali Type Wall Type, Wail Type, Well T Wall Type Shear per Linear Foot (Shear(plf)) =Sum of Shear at that Line & Level (Sum V) / Linear Feet of ShearWall at that Une & Level (Sum Lgth) j Minimum required Shear Wail Construction or Shear Frame for Wali im Symbol is selected from -Shear Wall Schedule on Pap 9. , i. Shear Wall and Hold gown Requirements Page 8 . MaxQuAke 01095 Arch forms Ltd. All Mghts Reserved Lateral load Anatysta.> Date: Mar 27 2003 Firm: AEC Griwp Job:. HEYL EXISTING blamer AIA CSI . .Q99.03We7 Construction Design Software Une A lung B lung C I Line D Wet Une F Lina G Line H Uplift = Overturning Moment (OTM) - Resisting Moment (11M) / Segment Length (Seg Lg). Minimum reaulred Hold D HD T ected from H d-down and all Strap Schedule on Paoe g. 2nd HD HD DD HD HD HD HO Level Seg Uplift Type Seg Uplift type Sag Uplift Type Seg Uplift T Se Uplift Type Beg Uplift T Seg Uplift Type Seg Uplift Type A,B,C.. Wall Lines Run From Side to Shear(pif) Shear(plf) Sheatwo Shear(ptf) Shear(pft) Shear(plf) Shearol) Shear(plf) Side Wall T Wali Type Wall type Wall Type Wall Type I Wall Type I Wall Type I Wall Type Rooi Oft from Front to Back resisted by Front and Back Ext: Walls U Ifft(PIO Rf 2 0 E)d WWI 42 Uplift tell.& Rf 2 & Ext N NA st HD HD HD HD HO HD HD HD Leve Uplift Type SM Uplift T Sag Uplift Type Sag Uplift TYPO Seg Uplift Type Sea U lift . Type Seg. Uplift Type Seg Uplift Type Shear(pff) Shear(p) Sheat(phj Shear(pl j Shear(pif) Shearoq Shearo" Shear(pifl Wall Type Wall T Wall 10 1 Wall Type I Wall Type I Wall Type 1. Wall Type I Wall Type Roof Uplift from Front to Back resisted by Front and Back Ext Walls Uplift(Of) Rf I @ Ext WI Uplift Detail @ Rf 1 & Ext VA NA S old-Downs must run continuous down uah the Wall below to the Foundation. If no all below: tie to 8eamis sued. for Hold-Down Point Loads. Base HD HD HD HD HD HD HD. HD Level Sell Uplift TYPO Seg Uplift type Sag Uplift IM Seg Uplift Type SN Uplift Type Seg Uplift Type Seg Uplift Ty0e Seg Uplift T Shear(pM Shear(plt) Shear(plt) Shear(plf) Shear(plf) Shear(A Shear(plf) Near" Wail Type I Wall Type I Wall fi Wall TAM I Wall TM Wall-Type Wall Tm Wall Tme Shear per Linear Foot (Shear(pif)) = Sum of Shear at that Une & Level (Sum V) / Linear Feet of Shear all at that Une & Level (Sum Seg Lgth) Minimum required Shear Well Construction or Shear Frame for Wall Type Symbol Is selected bM Shear Will Schedule on Page 9. Wall and Hold Down Schedules Page S Mar 27 2003 Firm: AEC Group SHEAR WALL OPTIONS: Place an "X" In the appropriate shaded block. S 1 Zone Hardware Mfg. Wall Framing Material 194 No X Simpson Doug Fir or So.Pine Los Angeles Area KC Metals Hem Fir (s.gray.<.49) USP-Slvr/Kant 3-0" Metal Studs UBC Other (Apx.C) To Customize, Overwrite Sched, on Apx. C below Other (Sea Apx. C) WIND AND EARTHQUAKE DATA 97 UBC MaxQuake @1995 Archforms Ltd. Al Rights Reserved lateral load Analysis & Select only one option under each heading (except System when using frames) ShearWall System ROB Wall Sheathing Fasten irs X SW-AII Plywd or PB X 318'orl/2" CC or CD Ply X 8d SW-Gyp,Stuc or Py 3/8"orl/2" Struc I Ply 10d HF- Hardy Frame 318"orf/r CO Ply o1G8 14ga Staple SF -Simpson Frazee 112"Ext M,S/M-2 Prtcl Bd 1' Screw ZF -Z Frame Other Sheathing(Fastsner Combo (See Apx. C) SHEAR WALL SCHEDULE Wind Speed mph 75 Seismic Zone 3 Wall Shear Wall Edge Anchor Plate to FI. Plate Importance Fact. 1 Source Type 8 Type Load Sheathing Nail Bolts Nall Lag Clips Exposure Cat 8 Fault Distance 20 Symbol VQ Material 88d 518"X12 16d 112" A35 Wind Pres.hortz. psf 10.16 Soil Profile SD GF:680 GF:140 GF:480 GF:450 Wind Pres. vert. - actor S.5 Note 1,2 Note 3 Note 6 Note 7 Note 6,8 Note 910 NA construct wall as speed per symbol or any below WALL HOLD-DOWN 8 STRAP SCHEDULE A 6 260 1/2" Py r 40"oc 6"oc 22"oc Woo Hold -Down Max Min. Well Foundation Soft Symbol Uplift Post FI to FI Anohor Type Bolt 4 A 4 380 1/2" Py 4" 2roc 40oc 15"oc IV= lbs. Size Strap Straps HD DIa. 4 A 3 490 1/Y Py 3" 21"oc 1100C 11"oc Note 3,4 We 2 Note 2,4 Note 2 4 A 2 640 1/2' Py r 1600C 8"oc 800C 4,5 A 44 760 ea side 1/2' Py 4" 14"oc roc roe NA up to 300 use the hold-down across or below reo(d type A H1a 1,005 2x C920 200+ PAHD42 4,5 A 33 980 ea skle 1/2" Py 3" 10"oc 6"oc 5"ot A H1b 1,650 2x C816 30"+ LTT20 1/2" 4,5 A 22 1280 ea side 1/Y Py 2" 800C 4"oc 4"o0 A H2 2,775 2-2x MST 48" STHD10 HD2A 518' ? A H5 4,685 2-2x MST 60" PHD5 5/8" 1 Sheathing: 316'-1/2' (4 ply min) CD, CC Py with all edges blocked A H6 5,800 2.2x MST 72" PHD6 7/8' 2 Framing; 2x DF typ @ 16"oc., 3x req'd if 10d w/ +1.618" penetration, 2' or 3"oc A H8 8,730 2-2x CMST14 68"+ PHD6 7/8" 3 Typical Fasteners: 8d Common or Galv. Box nails (no sinkers), nail field @12' A H10 9,540 4x CMST12 900+ HD10A 7/8" 4 3x at plate and panel edges at walls w/ Shear over 3501be, nail min. 1/2' from edge A H14 11,080 4x H014A 1" 5 Offset panel edges on opposite sides of wall and stagger plate splines A H15 15 305 6x HD15 1-1/4" 6 Anchor Bolts ATM A-307) Min, r Imt>edment, w/ 2"x2"016" Plate Washer ? Add Inches to FI to FI Tie 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 C-99 8 Pre." 318" hole for Lag. Provide Washer. Aqust 10 for 2' penetration into Joist. 2 Nall Straps & Hold�Downs w110d (2x max pen.1.01 See Details 9 Clips: Plate to Blocks only req'd if no shear sheathing continuity from Wall to Blocks and Mfg. Data for Nailing, Bolt and Embedment Requirements 10 Anchors and Clips as Mfg. by Simpson Strong -Tie Co. Cat C-09 3 If No Cont. Rim Joist Add Lgth Of Gap.10d at CS, 16d: CMST & MST 4 Straps and Hold -Downs must run continuous to Walls below; if no Wall below, tie to Beams, sized for Hold -Down Point loads Shear Wall and Hold Down Schedules Page to MaxQuake 01995 Archforms. Ltd. All Rights Reserved Lateral Load Analysis & Date: Mar 27 2003 Firm: AEC Group Job: HEYL EXISTING Larry Warner AIA CSI Q99.03We7 Construction Destgn.Softare DIAPHRAGM OPTIONS: RIM Framing Mat.1Fi Diaphragm Fasteners DF or So.Pine X All Unblocked Sd Com Only COLLECTORITIE AND DIAPHRAGM SCHEDULE CIT Max. Collector/T a Tie Tie Rod Hem Fir Rf UnBlk, FI 81k X 8d@Rf,10@FI 00ther Block All Edges 10d Can Only Type Force Cont. Joist or Strap Washer 14 ga Staple Symbol (lbs) Solid Blocking or Cont. Dia. Die. HD To Customize, Overwrite Schedule or See Apx. C Other less of CBCT per to grain: 425 Joist 20ksi 625 Note 12 6 Note 2,3.4 Note 4 Note 5 Note 7 Use Collector/Tte as speed per symbol or any below NA 300 A C1 2,231 20 MST27 A C2 3,506 2x6 MST37 3/4' 1.79 2- HDSA Frame Model Numbers and Unit Shear Capacities (lbs) Height 7It 81t 9 I loft A C3 4,405 2x8 MST48 718' 224 2- HD6A Lam A C4 5,800 200 MST60 71W 2.96 2- HDBA A C5 6,440 202 2- MST37 7/8' 3.28 2- HDBA A A A C6 8,310 2.2x10 HSTS 7/8" 4.23 HD10A A A C7 11,170 2.2X10 HSTS Vow 5.69 2- PHD6 A e C8 17,691 3.2X10 70 9.01 2- HD10A A ? ? ? ? ? 1 Provide Cont. Rim Joist/Rafter or Solid Blocking at all Shear Wali Grid Lines 2 A property sized continuous Rafter or Joist can act as both Collector and Tie 3 Between Blocks or breaks In Rafters/Jolsts provide straps to maintain Tie continuity 4 Run All -thread Rod thru RfUJst. Igth=Load/Shear(plo, secure ends W Washer or HD 5 Provide Washer w/ Dia: (inches) at end of blocked Rft/Jst bays, Mai. Iron or 1/4' St 6 Connect Continuous CollectorfTle to shear wall as required by Shear Wall Schedule 7 HD at Rod to Shear Wall andlor RfVJst Mfg, by Simpson Strong -Tie Cat C-99 ROOFIEXT. WALL UPLIFT SCHEDULE Roof Shear Diaphragm Edge Floor Shear Ddaph. Diaphragm Load Material Nail Diaphragm Load Material Wall Uplift Stud to Plate Plate to Rafter Stud to Rafter T at 16' oc at 24'oc allow at 16' oc Symbol Note 1.2 ,4 Note 3 Symbol Note 1,2,4 50 8d Nail fool Nail A T 100 Ply Nailing or H2 H2 A R6 180 112" Ply 6" A F6 215 33" ply A U 180 A35 H4 H2 A R4 112" Ply 4" A F4 3/4" Ply A V 310 SPI H10 H1 H2 A R3 112" Ply 2.112" A F3 314" Ply A W 460 SP4 H7 H10 LTS10 A R2 lir Ply r A F2 314" Ply A X 600 SP2 H10 H7 ? ? A Y 1,170 FTA2 1 Sheathing: Floor 314 CD -AC PWOSB, Roof 112 CD or CC Ply/OSB, Unblocked A Z 2,660 FTA7 2 Framing: 2x 0, 3x req'd if 10d pen more than1-5/8', or nails spaced less then:roc ? 3 Typ. Fasteners: 8d Com. @ Roof,l0d Com. @ Floor (no sinkers) field 12'@Rf,10"@FI 1 Anchors and Clips as Mfg. by Simpson Strong -Tie Co. Cat C-99 4 Continuous Rim Rafter/Joist recommended at perimeter of unblocked diaphragms Collectorfrie & Diaphragm Loads, Lines 1.8 Page 11 MaxQuake 01995 Ar6forms Ltd. Date: Mar 27 2003 Finn: AEC Group All fRi�hts Reserved Lateral Load Analysis Job,• HEYL EXISTING La WamerAIA CSI 499.O3We7 Conatruc4lon Dolan Software Line 1 Line 2 Line 3 Line 4 Line 5 Llne 6- Line 7 Line.8 Seg CIT Load (back) - max, load on the Collector Erie between this and Sag above. C/T Type min. adequate Collector/Tie. Seg beg feet Seg begins front of Quad Line. front - CIT load at front side of the front most ent. Shear - the e weraw Diaohraam Shear alona the Une. IF correct U /r disoonlinuitv. nd C Load crr eg Load Crr Sell Crr Load CIr Sag CIT Load VT Seg CR Load C Seg CIT Load CIT Seg CIT Load CIT Seg WT Load CIT Seg Roof Seg back Type beg Seg back Type beg Se back_Type beg Seg back Type beg Seg back Type beg Seg back T back Type W Sell back Type beg a a 1,2,3.. #WA #W# b 798 A C1 Wall Lines Run From Front to front 1098 A C1 front 200 NA front front front front front front Back Shear(plf) 50 Shear(plf) 50 Shear(pIQ Shear(pif) Shear(ph) Shear(plf) Shear(plt) Shear(plf) Rf Diaph A R6 Rf P is h A R6 . IN 131aph Ri Dlaph Rf Diaph. Of 131aph Rf Diaph Rf Diaph 1 Rf CIT Load C/T Sej CIT Load CfT S Crr Load CIT SeC CrT Load CIT Sq CIT Load CIT Sel CIT Load CIT Sol CIT Load CfT Sw CIT LOW CIT Seg 2 FI back TYR S back Type Seg back Type Seg back Type Sell back T back TYPO bec Sag back TYPO bec Sell back T be a a b 1675 A C1 b 2010 A C1 front 1047 A C1 front 1256 A C1 front front front front front front Shear(plf) 105 Shear(plf) 105 Shear(pit) Shear(plf) Shsar(pif) Shear(plf) Shear(pit) Shear(plf) Rf Olaph A R5 Rf Diaph A R6 Rf Dlaph Rf Diaph Rf Maph Rf Diaph Rf Diaph Rf Diaph FI Diaph A F6 FI Diaph A F6 A Dia FI Olaph FI Olaph FI Dia h FI Diaph FI Dlaph tat CIT Load Ctr Sel CIT Load CIT Sel CR Load CIT Sol CfT Load CIT Sol crt Load CR Sol c/T Load CIT S Load CIT Sol CIT Load CIT Seg Floor Seg back Type be Sell back Type beg ft back T Sig back Tm Seg back Type bec Seg back Type bes Seg back Type bet Seg back Type beg front front front front frbnt front front front Shear(pit) Shear(pIQ Shear(plf) S ear(pit) Shear(plf) Shear(plf) Shear(plf) Shear" FI Diaph FI Diaph FI Dlaph FI Diaph FI Diaph FI Diaph Fl Diaph FI Diaph If Rf or FI DIyhreturn load values are NOw than the df .. Chanae to blocked diaphragm or fastener Option 10 or add $hear Wall : 22r4 CollectorMe & Diaphragm Loads, Lines A-H Page 12MA%QUake ©1995 Archforms Ltd. All Rights ReaerVed . Lateral Load Anatysis & Date: Mar 27 2003 Firm: AEC Growp ... Job:' HEYL EXISTING B : Wamer AlA CSi Q99.03We7. ConstruciJon Desi n Soilwara line A I Line B Line C ` Line D Une:E UO F Line G Une H Seg CIT Load (left) -max, load on the Cdlector Rle between this and Seg to left. CR Type - min.- adequate CoAectorlTie:.:Seg beg - feet Seg begins right of Quad Une. r - CIT Wd at ri side of the ht m t Se nt hear - Di Showa the Line, f "ta " t line R discontinua : 2nr CfT Load Cff CfT Load CIT SE1 Cfr L CIT Load CR 84q CfT Load CIT Sec CIT Load CIT Se VT Load CIT 841 CR Load CIT Seg Root Leg_ left type beg Seg left T left Type Seg left Type bec Seg left Type *Beg left T ba Beg left TyOe Seg left Type be B,C.. Wali Lines Run From Side to right right right riot t t ht Side Shear(plf) Sh6ar(plf) ShearW Shear(pif) Shear(pl Shear(" Shear(pif) S (pit) Rf Dlaph Rf baa Rf Dia Rf Dia h Rf Dia Rf Dla Rf Dia CIT Rf Diaph 1 load S CIT Load CIT S CR Load CIT $ CIT Load CIT S CIT CIT CIT Load CIT Se Load GT S CIT Load C/r Seg 2 FI Seg left Type bei SeO left Type beg SW left Type beg Sag left Type beg Beg left T left Type beg Beg left Type bec S left T beg ri t right ri t right d ght right dght right Sheard" Shbar(plQ Sheagpff) ShearW Shear(plf) Shear(plf) Shear(pif) Shear(OQ Rf Olaph Rf biaph Rf Dlaph I" Dlaph Rf Diaph Rf 01aph Rf Dlaph Rf Dlaph FI Dlaph FI Olaph FI Diaph FI Didph FI Dlaph Ft Dlaph A Dlaph, FI Dlaph Ist CIT Load CIT S CIT Load CIT Sej CIT Load CIT Sel Cir Load CIT $ CIT.Load CIT Cir Load Crr S CIT Load CIT Se CiT Load W Seg Floor Seg left Type beg Sell left IM beg Seg left T Seg left Type Soo left T $left Type bg Seg left Type be Sag left Type beg right right right t rot fight t Shear(plf) Shear(plf) Shear(plj IFI Shea*IQ Shear(pN) .. Shear(pif) . Shear(p1Q Shear(pit) FI Diaph FI blaph Diaph IN Diaph IFI Dlaph FI Diaph IFI,Dlaph FI Diaph I Rf FID h return Obloolcr, load values are higher than the . ChAnae to blocked daa h orf ner`Opfion W 10).or add Shear Wall W 3or4 Wind Pressure for Components & Cladding Page 13 MaxQuake 4D1995 All Rights Reserved Archforms Ltd. Lateral Load Analysis & Date: Mar 27 2003 Finn: AEC Group Job: HEYI. EXISTING Larry Wamer AIA CSI 099.03We7 Overturning Calculation Template Wind Wind Pressure P and Wind Coefficients GCp for Components and Cladding of enclosed Buildings Pressure for GCp Vertical Wind Loads for Gable or Hip Roofed Buildings Horizontal Wind Loads for Buildings Walk 10 GCp '3 0 :2:6 .2:2 GCp -3.0 -2.6 2 2 GCp ! (2! !Z) -2.0 1.2 MO P 10.2 GCp Sl 3.6 -37 Uplift -3.4 -35 .1 8 -1 8 -0 8 e W W or -3.2 -32 -� a -1.4 -0.s r 51 ri Do Out- -3.0 -30 Force -2.8 -28 -1.2-1.2 -1.0 •1.0 E 0 8 Plus: in, Mlous: out, design for -2.6 -26 -0.8 -0.6 -0.8 -0.6 of Roof 1 0 maximum i pressure 1.2 For partially enclosed buildings -2.2 22 0.4 0.2 1:6 +GCp add 0.1. -GCp minus 0.4. -2.0 -20 0.6 0.4 Figure1606.2D GCp for Roof Slope 0 < a < 10 a 1.6 Reduce GCp 10% when a < 10 0 < a < 10 10 < a < 46 Figure 1606.2C Wall GCp -1.8 -18 -1.6 -18 :2:° -3. �� � !�^ Vertical Wind Loads for Monoslope Roof: -1.4 -14 -2.s -2.e Z :�;4 -1.2 -12 -1.0 -10 -2:2 -2.0 2.2 -2. -2:8 -0.8 -8 -1 6 -1.6 •2.8 -2.4 sm -0.6 -6 -2.2 :1:8 sIt -0.4 -4 -0.2 -2 -1.0 -08 .1 o �:� -1.8 E r S 0.0 0 2 E of Roof Down 0.2 2 0.4 0'e 0.4 Load 0.4 4 0.8 Figure 1606.2F 3 < a < 10 or 0.6 6 Figure1606.2E GCp for Roof Slope 10 < a < 30 In- 0.8 8 Force 1.0 10-3.z 1.2 12 1.4 14 -2.0 -1 4 -1.2 -2.0 -1.4 •1.2 0<&<10 10 < a < 4S-3.8 143 -2:8 -2.6 S 3<a< 30 1.6 18 :4:9 :�; a .2 a Note: -o.s -o.s -1.8 1. Values Are for 1.0 0.8 -4.6 1 4 arclosed Bul dings. 1.2 1.o -1.2 2. SBCCI Values for 0 20 100 1000 0 20 100 1000 Q 20 100 ' Or GCp am e0jolent Overhang GCp include effect Reduce C 10% if 3 a < B to UBC Table 16-H Effective Wind Area sq.tt, Effective Wind Area sq.tt. of both upper & lower surface Effective Wind Area (sq.ft.) K a< 3 see Figure 1606.20 for values of C . Flgure1606.2E GCp for Roof Slope 30 < a < 45 Degrees Figure 1606.243 Monoslope Roofs 10 < a < 30 Degrees Lateral Loading Date: Mar 27 2003 Area, Height & Weight Data . Firm: AEC Group. ob: HEYL EXISTING By: Larr FLOOR PLAN AREAS & SHEAR WALL GRID *Establish t3 id Spacing I Co ti Eac ;ING Page 1. : MaxQuake ©1 5 Archforms Ltd; All Rights Reserved Lateral Load Analysis Q99.03Wo7 ,C6h6Wclion Desi n Software TYPICAL D�11DL OAOt s drid ng oo er- Left 03 Roof $ tar Wall Spacing ttack 32 Roof Floor Wi= Roof R Gyp:Bd. 4.4 Block Block Perim Overall. 2nd no 32 2 230A 2 Area Area Wall Width 1st R 1 Int. Finish 1152 32 nd Roof Roof Area 1152 5 5 1024 64 32 2nd FM 6.5 672 6.4 1024 64 32 1st FI 736. 2nd FI Depth 1 Roof at 2nd FI Insulation Roof Exterior Wall 9 lit Floor Floor Area Ranting 2nd FVRf E.xt Finish 6 WI Perimeter. M Gyp. Bd. 1st Fl Shear 1,5 vRe Ave, Sill to FI Ht - Other Roof Framing 2 Wind.HLQRidge Slab/FoundaHor HzProJ Wi Perimeter 2nd FVRf Insulation 0.5 Ridge. F to B .L to R hRe# Floor 1st FI Gyp. Bd: 2.2 HIM? Y 3.75 Flooring Roof Int :Finish Sheathing 2nd FI/Rf Other . hM= Framing 1st FI 122 76,25 insulation LA Roof 2nd F1/Rf .1st A Roof 2nd FI/Rf 1st tont Roof Roof Block Area Overall Depth 2nd R / Roof Roof Block Area Floor Block Area Pettmeter Wall Overall Depth 1st Floor Floor Block Area Perimeter Wail Overall Depth T ical Overhan F to B, 2 1152 32 Z= 3 We= 90 hRi= 90 Overall Depth of Roof at 2nd FI 1024 64 32 Z= 3.2 We= hRl= Wezi 51.2 WO 204.8 1024 64 32 Z= 3.2 We= 57.6 Wi= 230A NAM 4fstabliah Dead Loads (Ibs/sfp Right Roof 51.2 Interior Wall Roof Floor Wi= Roofing 3 Gyp:Bd. 4.4 Block Block Perim Overall. Sheath) I.S.Framing 230A 2 Area Area Wall Width Framing 2 Int. Finish 1152 32 Snow Roof Area 1152 5 5 1024 64 32 2fid FI/roof 6.5 672 6.4 1024 64 32 Ceiling 736. 2nd FI Depth 1 Roof at 2nd FI Insulation 0.5 Exterior Wall 9 lit Floor Floor Area Ranting 1.5 E.xt Finish 6 WI Perimeter. M Gyp. Bd. 2.8 Shear 1,5 vRe Ave, Sill to FI Ht - Other asehGrgwl p Framing 2 Wind.HLQRidge Slab/FoundaHor HzProJ Wi Perimeter 4.8 Insulation 0.5 Ridge. F to B .L to R hRe# Floor Runs? Y Gyp. Bd: 2.2 HIM? Y 3.75 Flooring 4 Int :Finish Sheathing 2 Other . hM= Framing 3.5 122 76,25 insulation 0.5 NAM 10 51.2 FLOOR HEIGHTS & WIND AREA 57,6 Establish Floor to Floor and Roof Heights (ff)- Wi= Roof Roof Floor 204.8 Pitch Height W-ght. 230A X/12 �%�oo N L Plan w/ both 5 5 >15% f Plan.r Roof Area 1152 5 5 8 2fid FI/roof vRe 672 vRi 736. 2nd FI Depth 1 Roof Area FI to FI Height .. 9 lit Floor Floor Area WI Perimeter. .1024 128 let Fl Op - S if Slab., : $ vRe Ave, Sill to FI Ht - asehGrgwl p vRi Floor Area 1024 Wind.HLQRidge Slab/FoundaHor 22 Wi Perimeter 128 Wind HE,@We. ` 19:5 Ridge. F to B .L to R Mean Roof Ht, 19,5 Runs? Y st 3it HIM? Y 0 Lateral Load Analysis page.2. ME Dates Mar 27 2003. Firirr: AEC Group ; AII,F :Inh• WPM FXIm1'INr, By 1 arry INlamar AIA CSI SEISMIC LOADS 10240 10240 Wt Floor 2 SO,U ,Establish Dead Loads, Wt Roof 1 st Ft assumed = 0 Inter Z •Select Mat, Weights 2nd Floor 49162 191 Floor 7027.2 Base Level Item DL(psQ . Area (sf) DL(lbs) Area(sl) , DLM AnWsQ DOW Wt Roof 6.5 1152 7488 1.00 1.00 Sum Wt Cell Bsmt Wt Cell 4.8 1024 4915.2 1024 4915.2 W= 57318.4 Wt Ext WI 12.2 1024 12492.8 576 7027.2 let Floor Wt Int WI 10 1024 10240 Wt Floor W 1024 10240 672. 736 Sum 2nd 45376 Sum 1st 11942.4 Base interior wall default; 10 psf of floor area Sum 2nd,lst & Base 57318.4 ,Distribute Weights to Various Levels* Roof 2nd FI 1st FI Wt Tributary Weight Line Line . Line.- Sum Wt Roof 2nd 76- 7488 Wt Cell 2nd 4915:2 4915.2 1/2Wt Ext IM 2 6246.4 6246.4 12492.8 Wt Int WI 2 10240 10240 Wt Floor 2 10240 10240 Wt Roof 1 st Ft assumed = 0 Inter Z Wt Cell 1 4915.2 49162 1/2 Wt Ext WI 1 7027.2 7027.2 Wt Int Wl 1 1,828 4 76 2nd FI/Roof 1. Wt Floor 1 1.00 1.00 1st Floor 1/2Wt Ext Wl Bsmt 1.00 1.00 Sum Wt Cell Bsmt 2,112 Une Surn 18649.6 38668.8 W= 57318.4 *Determine Base Shear UBC $!on 1830.2 Zone 3 Fig:16-2 Seismic Source Type B Table 16-U Soil Prof SD Table 16-J Fault Distance 20- inkm to Seismic Source Z= 955Table Table 16-1 Ca= 0.36. Table 16.0 1= Table 16-K Cv= 0.54 Table 16-R T= Formula (30-8) Na= 1.00 Table 16.8 R= 16-N (Tied to Pg 9) Nv= 1.00 Table 16•T SOCA SBCCI UBC uake:`:.';Awchfor. Ltd: ese'd WIND LOADS Wind Pressure - UBC Section1620 P�sItNCeCg VP 75 Figure 16-1 Ex . B , Section 1616 IwmTable 1"' qs 12.6 Table 16 Ce 0:62 Table 16.0 hCq 1.3 Table WH, #2 vCq -0.7. Table 16-H, 02 Ph= 10 Hz. Force (pef) Pv- •5.468 A, Foroe (psf) *Total Wind Load In Each Direction At Each Level (lbsy Trib Area F to B 00tribi4e.Shear to Varloua hsvets ..: , . '; . UBC 6061e. (3x15) FoiCe at level x = V (lNbcj(Mtx)/Surri"(HtQ Ft assumed = 0 Inter Z Flt.is measured from plaie:to foundation E=Eh*p (30-1) F, to B . 'yAx Ht k (WtHH0 Fx p 1711613 .p L to R Roof 18850 17 317043 3194 1,828 4 76 2nd FI/Roof 1. 36669 9 348019: 3506 1.00 1.00 1st Floor 1.00 1.00 Sum _ 57318 17 665062 6700 WIND LOADS Wind Pressure - UBC Section1620 P�sItNCeCg VP 75 Figure 16-1 Ex . B , Section 1616 IwmTable 1"' qs 12.6 Table 16 Ce 0:62 Table 16.0 hCq 1.3 Table WH, #2 vCq -0.7. Table 16-H, 02 Ph= 10 Hz. Force (pef) Pv- •5.468 A, Foroe (psf) *Total Wind Load In Each Direction At Each Level (lbsy GOVERNING LATERAL LOADS *Maximum Total Load In Each Direction At Each Level. (Ibsy . Front to Back . Slde to Side Roof 3,194 Selsruc : :3,194 Seismic E= CvIW1RT but not > 2�.5CalW/R but not < 0. 1! zone 4 riot 076ZNOW/R. 2nd FURoof 1 3,506 Seismic .3,506. Seismic 30323 9379 2270 E/1.4= 6,700 lbs E11.4=V 1612.3.1 formula (12.9) tat Floor Trib Area F to B Tn'b Area L to R Wind Load End Z Inter Z SumP*At End Z Inter Z SumP*At F, to B L to R. Roof 2 90 90 1,828 4 76 812 Roof 13,128 2,112 2nd FI 51 205 2,600 61 205 2,600 1,300 1,300 let Floor Up Root 2 672. 736 .Uplift 7,700 7,700 Up Roof 1 Uplift GOVERNING LATERAL LOADS *Maximum Total Load In Each Direction At Each Level. (Ibsy . Front to Back . Slde to Side Roof 3,194 Selsruc : :3,194 Seismic E= CvIW1RT but not > 2�.5CalW/R but not < 0. 1! zone 4 riot 076ZNOW/R. 2nd FURoof 1 3,506 Seismic .3,506. Seismic 30323 9379 2270 E/1.4= 6,700 lbs E11.4=V 1612.3.1 formula (12.9) tat Floor Shear Wali Segments Data, Lines 1,8 `P�3 Mix uake..(, .®,s archforms.Lta.. 9 Q. Date: Mar 27 20x3 Firm: AEC Group All Rights Reserved :.:. Lateral, Load Malysis Job: HEYL EXISTING OT Larrv.WarnerAIACS1 99:08We7, Construction i n SofttN e . . Une 1 3 e 4 ° Line 8 Line 2 Line Lin it. Line 6 Line't Lin (Seg) names a -g appear to show possible quadrants (q). Remove Segs not used. Move and add 1,2. to denote multiple (m) sag's fn a quadrant, ie;, b2 Vari es L : Ht S h fit from 1 B: sarin II? • B- es: EJI: Ext or l Wali? - E- I=1nt: S:. Stec ed S " abov ' same row, A s . 2nd Seg Wall Variables Sag Wail Variables Seg Wall Variables Seg Wall Variables Seg Wail VariablesSeg -Wall all Variables seg Wan Variables Seg al) Variables Level Wrn Lg Ht 8 Ell Orn Lg Ht B Elf LO Ht B Ell q&m Ht B E/l Orn Lg Ht B EA Orn Lg Ht B E I 4W IA Ht -B FJI q&m Lg Ht B EA a 10 8 8 E A 4 8 B E 1,2,3.. 10 8 8 E b 8 8 8 E Wall Lines Run Frorh Front ! to suis 20 Syst SW sum 10 Syst SW sum Syst sum J Syst sum Syst sin Syst sum Syst sum syst Back 1St Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables, Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wap Variables Level Orn Lg Ht 8 Ell SOrn Lg Ht 8 EAS Orn Lg Ht B E/I 8 Orn Lg Ht B E/I S Om Lg Ht 8 Ell S Oni Lg Ht B Ell S g9m Lg Ht 8 En S Lg Ht B Ell S a 10 8 BES 6 8 8 BES b 10 8 8 E b 12 8 B E S sum 20 Syst SW sum 20 Syst SW sure Syst sum sot Stan syst sten ^ syst sum SO sum sot Base Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wali Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wal Variables Level Orn Lg Ht B Ell S Orn LP Ht B E/l S q&m Lg Ht B FJI S Orn Lg Ht g E/I S Orn L' Ht B Ell S q&m Lg Ht B EAS q&rn! Ht B Ell 8 q&m Lg Ht B Ell S sum Syst sum T Syst sum Syst sum syst, sum Syst . sum Syst sum Syst sum so load trans to adi Ilne load trans to ac# fine Shear Seament Helght/Lft& Height/ratio is limited to 2/1 for Was blocked I. 'HYLa >2 Urnif if exceeded, See Code Ch.18 for limits for.other.assemblidj . t� Shear Wall Segments Data, Linet3 ASH :: Page 4 ,.Max Q., o.,ss6 :: A►rcliforirls Ltli`... .:make Date: Mar 27 2003 Firm:.:.. AEC Group ALI .Rights Reserved .. ; .::.:..:: `<. ` ; t,atsral l,oad:Anaiysl b. Jab: HEYL EXISTING B ,. La ' WamerAlA.C51 : 3We7 .:; Conetrvdlon i n Software: A Line B Llne C Line D..::.... Line:E :..::.. Line :...:::' Lin®:::.. Line:H ; ::.;.... . Segment (Seg) names 1.7 appear to show possible quadrants (q). Remove Segs,Rot used: Mare and.add a,b:. t0 denote multiple {m} segs m a quadrant,' ie„ 2b. Sao Var les• L 1 .. Ht: t from 11. B: Bears Wali : 8--yes. Ell: t or l t. Wail ..E=ekt l=int. S: Stacked Sea above a row : &:5 g. 2nJLine Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg. Wall VariablesSeo4valiVarfables.. Seg Wall Variables Seg....M41IVaftles Seg.. Vali W Levet q&m Lg Ht B Ell Orn Lg Ht BEA 4&m Lg Ht 8 Ell q&m Ht BEA L :. Ht B Ell *n Lg Ht .B Ell.. 4&m W. Ht B Ell m L Ht B Ell'- 1 1 9 A,B,C.. Wall Lines Run From Side _ to sum Syst SUM Syst sum T Syst sum Syst sum Syst suns ! Syst suin Syst sum Syst Side load trans to ach line load trqnsjopdj line.. St Seg Wag Variables Seg Wali Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables .Seg Walftiables Levet Orh L. Ht B Eli S Orn Lg Ht B Ell S g9m L. Ht B Ell S q&m LdHt 6 E/t S q&m Lg Ht 8 Ell S q&m Lg Ht B Ell S qft Lg Ht B Ell S cift Lg Ht B El{ S 1 1 sum Syst sum Syst sum Syst sum Syst sum Syst sum T Syst sum Sym sum Syat load trans to adj line load harts to v4 line Base Seg Watl Variables Seg Wall Variables Seg Well Variables Seg. Wall Vadgles Seg WaII Variables S¢g .Walt Variables Seg .Wall Variables Seg Wall Variables Level Orn Lg Ht B Ell S Orn Lg Ht 8 FJI S q&m Lg Ht B U S q&m Lg Ht 61/1 S q&m Lg Ht B 0 S qW L Ht BEA 6,qgrn Ht 9VSqW L. Ht B Ell S sum Syst sum _� __ Syst sign Syst sum ~ Syst sum . Syst sum '� Syst sum :. Syst sum Syst. load trans to adj line load trans to adj line SSeomentHeOULergffirdoislimitodto2t.lfbr block ei: 'Htlt >2 bif if Weeded See Code C J Q for Hkg 1• i for tither agogirnbligs. W < T GSL < ZLff — � m � tom• O �w 6-1 Qm wCL Wig GO w 3 CL 3 m < G m N <<CD N m m << N (aX O WW WV ' Ci7 01 AA O �n pmCD -� FD mwR 0 =LW NN a ?Leo S W. 0 oVuo�o� (Dcn �EN fjo =ap<m pgt V W� (V r <(a <<W <W�o W O �1 o W _► ,� -* O�n om0) ,� v �� O�n 0 -.3 .cn Am < y �. < �. G CA c C� to ao to °.3 w h N >r N a c C N a� 3 << m A O << m A O << A O �GI ca 3.-1 y. G� 3 � y 39-$ ^� �° « m :cn « to cn < < cn CD 3S '.fir {2 S ,j a y < A CA<m. A yn_~� A 01 F� y _ lie l< «m v < v «�I iT G ii � G7 « m ado « m m < < 000 it 3E c� 42 m �w< + n r' ii Ch w C4 y 84 Lateral Load Distribution & Overt Mdn Moment = °:'::` Pages g ' Mai:.' :uake:.©:1895.:.: ': Arcllforn s :Ltd. Atl,'Rights;Reseived Laterai:Lcad`Ariatysis.8� Date: ..Mar 27 2003 Firrrif AEC Group:.';; . Job: ' HEYL EXISTING : ' : ' ' La Weiriei , Q99.03Wei . ' : ,.,:..::' ;: ; ::. ; ;:': ,. ; :;: Constructi�od Desi' n: Software Lateral Line A Lina B Une C L ne D Line E=:'.. °' Line F .: ' : ` :':. Uee G. Force Seis %= Wind %= W/ft-- if °u�- snow RM=;::: if'uiP.67,"s".85 OTM=:. ,.if:Si'k Vnet'ht Vedj=.::: :. V- : , : ; .. sum" Distrib . tr�b fl AlSum IIA trfb wl A/3u WA 3 lev. w'trib ft"L k SumV" L ::. SumV om ad In % malt S 2nd % 50 50 % SMI 50 SM g/o .$J�V.: % S/W :.; ::::.. " :: `. "o'S ; ' . .% SMI: ': %d S/W.. Level Se W/ft RM OTM S W/ft, RM OTM S Wit RM OTM Wlft AM OTM W/ft 41M. QTM ' S W/ft RM OTM S W/ft RM. OTM Se W/ft RM. OTM seismic 3,194 SW rW wall "10/lw / V level From V frame! Vadj line B Vadj line AorC Vad] line BorD Vadj Ilne CorE Vaca line DorF Vadj line Eord Vadj.line Folli Vaca One 0 V level 2nd level VM 1.6 2nd level V 1.6 2nd level V 2nd level V 2nd levet V 2nd level V 2nd level V 2nd level V s Sum V s Sum V. Sum V Sum V Sumv. Sum V Sum V Sum V 19 % SNV 50 50 % S/W 50 50 % SMI % SMI 9/o Sm % S °/b SMI .%: Level Se W/ft RM OTM Sq W/ft RM OTM Seg W/ft RM OTM Seg W/ft RMOTM Seg Witt RM. OTM Seg W/ft RM OTM Sea Oft RM OTM :W/ft RM OTM Seismic 3,506 P' 2-201 (r max AbA.5) Vadj One B Vadj line AorC Vadj line BorD Vadj lirie CorE Vadj line DorF Va4 line Eor.G. Vadj line ForH Vadj line G #DIVIOI r- V above r= V above r= V above r- V above r- V above r=' V above r= V above r : V above 1st lev V 1.75 1st IN V 1,75 1st lev V 1st lev V 1st * V 1st lev V 1st lav V 1st lev V S, Sum V s Sum V Sum V, Sum V Sum V Sum V SUM V. Sum V se % SNV 50 50 °k SMI 50 50 % SM °k Sm 'k $1W % SNU %►..SIW °Ib:S Level S W/ft RM OTM S W/ft RM OTM S W/ff RM OTM S _ Wlh RM OTM 3 W/ft RM' OTM W/ft RM. OTM S W it RM OTM S ,W/ft RM OTM P' 2-20/ (r max Ab".5) Vadj line B Vadj line AorC Vadj line BorO Vadj line CorE Vai>),Iine.DorF. " : VO4 line fare Vadj Iine ForH.. Vadj Ilne G T- V above r- V above rt V..above r= .:. V above . '. r= . ;. V:above '.: ; ':. r :..: V above ; :.: , ' r-`::: V above . ;.. r-:... ` ':V above. . Bsmt V Bsmt V BStrit V BsmtV :Bs rit V `: Bsmt V Bsriit V Bsmt V w. Su V.. w Sum V S m V. Sum V _ ' ;' : ' Sum Y Sum V ' .. ' : .'' '... `..SuM V Shear Wail and Hold Down Requirements Page 7 Ma%(Zpake ArChfOrrns Ltd. All Rights Reserved Lateral Load Analysis & Date: Mat 27 2003 Firm: AEC Group Job: HEYL EXISTING By: Wamer AlA `CSI Q9lt.03We7 Constrrtctlon Deslan Software Line 1 1Un92 JUne 1Une4 Line 5 Una 6 Line 7 Line 8 Uplift = Overtuming Moment (OTM) • Resisting Moment (RM) Segment length (Seg Lg). Min um reauked Hold Down D Tvoel s from down and alI Stro Schedule on lane 9. 2n HD H D HD D HD HD Level Seg Uplift Type Sea UPI Type Seg Uplift Type Sqg Uplift Type Seg Uplift Type Beg Uplift Type Seg Uplift TyPe ft Uplift T a a 880 A H1a b 694 A His Wail Lines Run From Front to Shear(plf) 80 Shsar(pif) 160 Shear(plf) Shear(pM Shear(ph) Shear(pif) Shear(plQ Shear(pm Back Wall Type A 8 Wall Type A 8 Wall Type Well Type Wali Type, Wall Type Wall Type Wall Type Roof lift from Side to Side resisted bv Left and Rohl Ext: Walls UPI ift Rf 2 41 Ext Wi 42 Upllftfl 1190 Rf 2 & E)d WI NA 1st HD HD HD HD HD HD HD H6. Level Seg Uplift Type Seg Uplift. Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift TyO a a 156 A NA b 245 A NA b Shearo" 167 Shear(plf) 167 Shear(plf) Shear(pIQ Shear(plQ Shear(plf) Shear(plf) Shearo" Wall Type A 8 1 Wall Type A 8 1 Wall Type Wall Type Wall im Wall Type Wall Typo Watt Type Roof Uplift from Side to Side resisted by Left and Right Ext. Wails Uplift (plf) Rf 1 @ Ext WI Uplift Detail's Rf 1 & Ext Wi NA S must run continuous down throuah the Wag below to the Foundation. If no Wan below; tie to Beards sized for Hold -Down Point Loads. ase HD HD HD 1, HD HD HD HDHD Level Seg Uplift TUplift Type Seg Uplift Type Seg Uplift Type Sag Uplift Type Seg Uplift Type Seg Uplift Type Seg Up I lift T Shear(ph) Shear(pIQ Shear(plf) Shear(plf) Shearo" Shear(plf) Shear(ph) Shear(piQ If Type Wall Type Wall Type Wall Type Wall Type Wall Type Wall TYP6 Wall Type Shear per linear Foot (ShearOM) = Sum of Shear at that Cine & Level (Sum 1) J Linear Feet of Shear Well at that Line & Level. (Sure Seg 1p) Minimum required Shear Wail Constriction or Shear Frame for Wall 10Symbol Is selected from Shear Wag Schedule on Pane 9. . 0 Shear Wali and Hold Down Requirements Page a MaxQuake ®1995 , Archforins Ltd. All Rights Reserved Latera) Load Analysis & Date: Mar 27 2003 Firm: AEC GrOw. Job: HEYL EXISTING By:, Larry WamerAlA CSI `Q".03We7 Constructlon'Desi n Software' Line A JLine 8 1 Line C luns. D Un':,E Line i. Line G Line H Uplift = Overturning Moment (OTM) - Resisting Moment (RM) / Segment Length (Seg Lg). Minimum r iWmd Ho Down D T sel from Hold-down and all Shw Schedule on Paw 9. d HD HO HD HD HD D HD HO Level Sag Uplift Type Seg Uplift T On. Uplift Type Sag Uplift Type Sag UpIift Type Sag Uplift Type Sag Uplift Type Sag Uplift T A.%C.. Wan Lines Run From Side to Shear(pM Shear(pm Shear(pif) Sheair(plf) Shear(plf) Shear(plf) Shear(" Shear(pif) Side Wall Type Wall Type Wall Type Wail Type Wall T Wall Type Wall Type Wail Type Roof lift tom Front to Back resisted bv Front and Back Ext. WaRs U I Rf 2 6 Fid WI 42 Uplift, Mali Q Rf 2 & Ext Wt NA st HD HO HD HD HD HD HD HD Level Sagplift Type Sag Uplift Type 9eg Uplift Type Sag U ift Type Sag Uplift Type Sag Uplift Type Sag Uplift Type Sao AN Type Shear(pif) Shear(plf) Shear(pm Shear(pit) Shear(plf) Shear(pif) Shear(plf) Shearo" Wall T Wall T Wall T Wali T Wali T Weil Type Wall TWO Wail Type Roof Uplift from Front to Back resisted by Front and Back Ext. Walls Uplift(pSf) Rf 1. Q Fad WI Uplift Detail @ Rf 1 & Ext WI NA S Id -Downs must run continuous down rounh the Wall below to the Foundation. If no Wall below, tie to Beams sized for Ho"own Point Loads, Bass HD HD HD HD HD HD HD HD Level Sag Uplift Type Seg Uplift Type Seg Uplift Type Sag Uplift Type Seg Uplift hp Sag Uplift T& Seg Uplift T Uplift Type Shear(plf) Shear(p10 Shear(" Shear(pit) Shear(plf) -Shear(pIQ Shear(plo Shear(pif) Wall Type Wall Type Wall Type Wall Type Wall TYPO W411 Type Wall Typi Wali Type Shear per Linear Foot (Shear(plf)) = Sum of Shear at that Line & Level (Sum 1) / Linear Feet of Shear Wall at that Line & Level (Sum Seg Lgth) Minimum requIrW .Shear Wa11 Construction or hear Frame for Wag Type Symbol Is selected from Show Wall Schedule on Pans 9. • t. Shear Wall and Hold Down Schedules Page 9 MaxQuake 01995 Archforms Ltd. Date: Mar 27 2003 nn: AEC Group All Rights Reserved lateral Load Analysis Job: HEYL EXISTING Sir. LaU Warrior AIA CSI WWWey Construction Desion Software SHEAR WALL OPTIONS: Place an "X' in the appropriate shaded block. Select only one option under each heading. (except System when using frames) S ectal Zone Hardware Mfg. Wall Framing Material Shear Wall System PI IPS Wall Sheathing Fasten D94No X Simpson X Doug Fir or So.Pine X SW Ail Pywd or PS 318"or1/2'CCorCDPly X 8d Los Angeles Area KC Metals Hem Fir (s.gray.<,49) SW-Gyp,Stuc or Ply 30orl/2' $truc I Ply 10d USP -SIN /Kent 3112' Metal Studs HF- Hardy Frame 3Vorl/2" CD Py o/G8 14ga Staple UBC Other (Apx.C) SF -Simpson Frame 11TEct M,$/M-2 Prtci Bd 1' Screw To Customize, Overwrite Schad. on Apx. C below Other (See Apx. C) ZF -2 Frame Other SheathWaslener Como (See Apx. C) WIND AND EARTHQUAKE DATA 87 use Wind Speed rr p6 � �'7V Seismic Zone 3 Importance Fact. 1 Source Type B Exposure Cat. B Fault Distance 20 Wind Pres.horiz. pal 10.16 Soil Profile SD WALL HOLD-DOWN & STRAP SCHEDULE Uplift Post FI to Ft Anchor Type Bolt ....Symbol lbs. Size Strap Straps HD 1319. Note 3,4 Note 2 Note 2,4 Note 2 NA up to 300 use the hold-down across or below reld type 4 A 2 640 1/2' Py r 16"oc 9"oc A H1a 1,005 2x CS2020"+ PAHD42 4,5 A 44 760 ea side 1/2' Ply r 14"oc, roc A H1b 1,650 2x CS1630"+ LTT20 1/2" A H2 2,775 2-2x MST 48" STHD10 HD2A 5/8' A H5 4,685 2-2x MST 60" PHDS 518' A H6 5,900 2-2x MST 72' PHD6 7/e' A HS 6,730 2-2x CMST14684+ PHDB 7/8' A H10 9,540 4x CMST12 90"+ HD10A 7/8' A H14 11,080 4x HD14A 1' A H15 15 305 6x HD15 1.1/4' ? Add[=inches to FI to FI tie Strap for gap across Joist 6 Anchor Kolb (ASTM A-307) Min. 7' Imbodment, wJ 2'x2'x3/16" Plate Washer 1 Straps and HD's as Mfg. by Simpson Strong -Tie Co. Cat C-99 7 Stagger 16d nails in 2x, lags at 3x plates when no sheathing continuity to Rin Joist 2 Nail Straps & Hold -Downs w/10d (2x max.pen.1-5181 See Details 8 Predrill 3/8" hole for Lag. Provide Washer. Adjust Igth for 2' penetration into Joist. and Mfg. Data for Nailing, Soft and Embedment Requirements 9 Clips: Plate to Blocks only redd K no shear sheathing continuity from Wall to Blocks 3 If No Cont. Rin Joist Add Lgth Of Gap.10d at CS, 116d: CMST & MST 10 Anchors and Clips as Mfg. by Simpson Stroi*Tie Co. Cat C40 4 Straps and Hold -Downs must nun continuous to Walls below, If no Wall below, to Io Beams, sized for Hold -Down Point Loads SHEAR WALL SCHEDULE Type Load Shi&ing Nail Bolts Nail Lag Clips Symbol On Material 8d 518')12 16d 1/2' A35 GF:880 GF:140 GF:480 GFA50 Note 1,2 Note 3 Note 6 Note 7 Note 6,8 Note 9,10 NA construct wall as speed per symbol or arty below A 6 260 112' Py 6" 40"oc 6'oc 22'oc 20"oc 4 A 4 380 1/2' Ply 4" 27"oc 0o0 15"oc 14"oc 4 A 3 400 1/2" Ply 3" 21"oc 11"oc 11"0c 4 A 2 640 1/2' Py r 16"oc 9"oc 8'oc 4,5 A 44 760 ea side 1/2' Ply r 14"oc, roc 71oc 4,5 A 33 980 ea side 1/2' Py r 1006c 600c 5400 45 A 22 1280 ea side 1/2' Py r 8"oc 4"oc Coo 1 Sheathing: 3181-1/2' (4 ply min) CD, CC Py with all edges blocked 2 Framing: 2x DF typ @ 16'oc., 3x req'd if 10d wl;1-f>✓8' penetration, 2' or 3'oc 3 Typical Fasteners: 8d Corrrnorr or GO, Box nails (no sinkers), nail field Q12' 4 3x at plate and panel edges at walls w/ Shear over 350lbs, nail min.1/2' from edge 5Outset panel edges on opposite sides of wall and stagger pl* spikes 6 Anchor Kolb (ASTM A-307) Min. 7' Imbodment, wJ 2'x2'x3/16" Plate Washer 7 Stagger 16d nails in 2x, lags at 3x plates when no sheathing continuity to Rin Joist 8 Predrill 3/8" hole for Lag. Provide Washer. Adjust Igth for 2' penetration into Joist. 9 Clips: Plate to Blocks only redd K no shear sheathing continuity from Wall to Blocks 10 Anchors and Clips as Mfg. by Simpson Stroi*Tie Co. Cat C40 Shear Wall and Hold Down Schedules Page 10 MaxQuake 41995 Archforms Ltd. All Rights Reserved Lateral Load Analysis & Date: Mar 27 2003 Firm: AEC Group Job: HEYL EXISTING BY: Urry Warner AIA CSI Q99.03We7 Construction Design Software DIAPHRAGM OPTIONS: RflFI Framing Mat R11FI Diaphragm Faste era X OF or So.Pine X Ali Unblocked 8d Com Only COLLECTORME AND DIAPHRAGM SCHEDULE Hem Fir Rf UnBlk, FI Blk X 8d@Rf,10@Fi Other Block All Edges 10d Com Only C(T max Collector/TIO Ti; Ne Rod Type Force Cont. Joist or Strap Washer 14 go Staple Symbol #be) Solid Blocking or Cont. Dia. Dia. HD To Customize, Overwrite Schedule or See Apx. C 10ther less of C&T per to grain: 425 Joist 20ksi 625 Note 1,2,6 Note 2,3 ,4 Note 4 Note 5 Note 7 Use Collector/Tie as speed per symbol or any below NA 300 A C1 2,231 20 MST27 A C2 3,506 2X6 MST37 3/4" 1.79 2- HD5A Frame Model Numbers and Unit Shear Capacities (Ibs) Height 7 ft aft oft loft A C3 4,405 2x8 MST48 7/8" 2.24 2- HDBA Lgth A C4 5,800 2x10 MST60 7/8" 2.96 2- HDBA A C5 6,440 202 2- MST37 7/8" 3.28 2- HD8A A A A C6 8,310 2.2x10 HSTS 7/8" 4.23 HD10A A A C7 11,170 2.2X10 HST6 7/8" 5.69 2-PHD6 A A C8 17,691 3.2x10 7/8" 9.01 2- HD10A A ? ? ? ? ? 1 Provide Cont. Rim JolstlRafter or Solid Blocking at all. Shear Wall (arid Lines 2 A properly sized continuous Rafter or Joist can act as both Collector and Tie 3 Between Blocks or breaks in RefterslJoists provide straps to maintain Tie continuity 4 Run All -thread Rod thru Rfh/Jst, Igth=Loadf8hear(0ff), secure ends w/ Washer or HD 5 Provide Washer w/ Dia. (Inches) at end of blocked Rff/Jst bays, Mal, iron or 114" SL 6 Connect Continuous Coilector/tIe to shear wall as required by Shear Wall Schedule 7 HD at Rod to Shear Wall andlor Rfh/Jst Mfg, by Simpson Strong -Tie Cat C-99 ROOFIEXT. WALL UPLIFT SCHEDULE Root Load Materiall�m � Diaphragm Shear Diaph. Diaphragm Load Material Uplift Wall U IR Stud to Plate Plate to Rafter Stud to Rafter TYR (Pig at 16" oc at 24bc at 16" at 16" or, Symbol Note 12,4 Note 3 We 12,4 50 A T 100 Ply Nailing or H2 H2 . 8d Nail 10d Nall A R6 180 112" Ply 6" A F6 215 314" Ply A U ISO A35 H4 H2 A R4 112" Fly 4" A F4 3/4" Ply A V 310 SPI H10 H1 H2 A W 460 SP4 H7 H10 LTS10 A X 600 SP2 H10 H7 A R3 1/2" Ply 2.1/2" A F3 314" Ply A R2 1/2" Ply r A F2 314" Ply ? ? A Y 1,170 FTA2 A 2 2,560 FfA7 1 Sheathing: Floor 3/4 CD -AC Ply/OSB, Roof 112 CD or CC Ply/OSB, Unblocked 2 Frarning: 2x typ, 3x recd if 10d pen more thanl.&r, or nails spaced less than 3"oc ? 1 Anchors and Clips as Mfg. by Simpson Skmg•Tle Co. Cat C49 3 Typ. Fasteners: 8d Com. @ Roof,10d Com. @ Floor (no sinkers) field 12"@Rf,10"@FI 4 Continuous Rim Rafter/Joist recommended at perimeter of unblocked diaphragms Collector/Tie & Diaphragm Loads, Lines 1.8 Page 11 MaxQuake ®1995 Archforms Ltd. Date: Mar 27 2003 Firm: AEC Group All Rights Reserved Lateral Load Analysis & Job: HEYL EXISTING Larry Wamer AIA CSI Q88.03We7 Construction Deaf n Sotltivare Line 1 Line 2 Line 3 Line 4 Line S Well Line 7 Lines Seg CR Load (back) - max, load on the Collector Me between this and Seg above. CIT Type - min. adequate Collector/rie. Seg beg - feet Seg begins front of Quad Line. front - C/T Wed at side of the front most ent Shear -the 20 MwAM S Line. IF "GW correct Line ascan 'nu . Wr VT Load Crr Sag Cfr Load Seg Ctr Load WT Seg WT LoadLoad WT S CIT Seg Hoof Seg back T back T S back T back T back T back T S back T back. Type a a 1,2,3.. #N/A #N## b 958 A C1 Wali Lines Run From Front to front 1098 A C1 front 299 NA front front front front front front Back Shear(pif) 50 Shaar(plf) 50 Sheer(pH) 8 ear(plf) Shear(plf) hear(plf) Shear(pit) 8hear(pl# Rf Diaph A R6 Rf laph A R6 Rf Diaph Rf Dlaph Rf Diaph Rf Diaph Rf Diagh Rf Olaph 1 R1 CIT Load CIT S CIT load C/T Sel CIT Load CIT UT Load CIT S Load CR Sq CIT Load CIT Sol UT Load Cfr Sol CIT Load CIT Seg 2 FI Seg back T back Type beg Seg back Type bg Sag back Type bw Sea back Typ beg Sag back T back back Type beg a a _TM b 1675 A C1 b 2010 A C1 front 1047 A 01 front 1256 A C1 front front front front front front Shear(" 105 Shearo" 105 Shearolf) Shear(ph) Shear(phl ShearW Shear 10 Shear(" Rf Diaph A R8 Rf Dleph A R6 Rf Diaph Rf Diaph Rf Diaph Rf Diaph Rf Diaph Rf Dlao FI Diaph A F6 FI Dlaph A F6 FI Diaph Fl FI Diaph FI Diaph FI Disph FI Dlaph 1st CIT Load C/r S CfT Load CR S CIT Load CIT CR LOW CIT 84S CIT Load CIT ft. CIT Load Vr VT Load CIT Sol CIT Load CIT Seg Floor Sag back Twe Seg back Type bec Seg beck TWw beg Seg back Type back Typ beg Sw back Type beg Seg balk T back T front front front front front front front front Shear(pIQ Shear(plf) Shear(pif) Shear" Shear(" IFI Shear(pif) Shear(pM IFI Shear FI Diaph lFl Diaph IFI Dleph Dleph I FI Diaph IFI Dlaph IN Diaph Diaph If Rf or FI NO return'block?" load values are than the dIa~ camcity, Change to blocked or fastener Option 10 or add Shear Wall 3or4 1. Collector/Tie & Diaphragm Loads, lines A -H Page 12 MaxQuake 0160 Archforms Ltd. All Rights Reserved Lateral Load Analysis & Date: Mar 27 2003 Firm: AEC Group Job: HEYL EXISTING Larry WarnerAlA CSI GKOWe7 Construction Design Software Line A I Line B Line C I Line D LineE I Line F Line G I Line H Seg C/T Load (left) - max. load on the Collector Me between this and Seg to left. CIT Type - min. adequate Collector/Tie. Seg beg - feet Sq begins rlght of Quad litre. rkikt - CIT load at ri ht sigj of the aght most t. S - the aversge Diaphragm Shear abm the Line. if *GW awears correct Line C/T dscodnultv. nd 0 Load CiT S CIT Load CIT Sol CIT Load C1T ft CIT Loa Load ar W C/T Loa Load CIT Sol CIT Load CIT Sag Roof S left Type bec Seg left Type bej Sep left T S left T $ left T left T left T left T Wall Lines Run From Side to rW right riot right d4fit right right Side Shear(PH) Shear(plf) Shear(pN) Shear(" Shear(pff) Shear(plf) Shearo" Shear(plf) Rf Dlaph Rf Dlaph Rf Diaph Rf Dlaph Rf Dlaoh Rf Olaph Rf Diaph Rf Dlaph 1 Rf CIT Load CIT S Load VT CIT Load CIT Siq CIT Load VT CIT Load CIT Sw CIT Load CiT S VT Load CIT Sol CIT Load CIT Seg 2 FI Seg left T Seg left Type Sag left Type b,% Seg left Type beg Beg left T Beg left T left T Sog left Type be right right right dot right right right ' t Shsar(pm Shear(plQ Shear(plii Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Rf Diaph Rf Diaph Rf Dlaph Rf Diaph Rf Dlaph Rf Dlaph Rf Dlaph Rf Diaph FI Diaph FI Diaph FI Olaph FI Diaoh FI Dlaph FI Dlaph FI Dlaph FI Dlaph 1st W Load CIT Sej CIT load CIT Sej CIT Load CIT S CIT Load CIT Soc CIT Load CIT C/T Load C/T CIT Load CiT Sol CIT Load CIT Seg Floor Seg left Type Seg left T left IM beg Sog left Type bec Seg left Ty beg ft left...Type Seg left T Sao left im beg ri t rightt t t Shear(pff) Shear(p") Shearvo Shear(plf) Shear(plf) Shear(plf) Shear(plf) LD FI Diaph FI Diaph FI biaph FI Diaph FI Diaph FI Diaph . FIVaph D return "block?" load va are hkiher than the daphrey comity. Change to blocked diep i 10) or add Shear Wall 3or4 S Wind Pressure for Components 8 Cladding ,:: Pae 13 Max All Rights Resetved , :...:.. '..:.. Archforlms ltd: Lateral Load Anatysis Date: Mar 272003. Flan: Group .,: ,AEC Job: HEYL EXISTING B : :La.WamerAlA CSi'' 499.03We7 . ' ' :-:•.: Overinin :CalculatronTe a late`> Wind Wind Pressure P and Windtoefficients GCp.for Components antl Cladding of encltased Bulldings Pressure for GCP Vertical Wind Loads for Gable or Hip Roofed'Bulidings; Horizontal Wind. Loods for Buildings Walls -DQ10 OCP -2 •2.4 •2.2 OCp . as -2.4 -2.2 I� I� I21'' OCP. .i;e° -,.6 •1.4 -1.2 HorizP102 GC P a SI -3.6 -37 Uplift -3.4 -35 -2.0 •1.a -2.0 -1.8 •1.0 -0.8 a w. w or -3.2 -32 -t s •1.4 -1.6 •1.4 r ri •0.6 e e Out. -3.0 -30 Force -2.8 -28 •1.2 -o's •1.2 :0:8 E of Roof 0.6 Plus; In. MMus; out, design for ' -2.6 -26 •0.8 •0.8 10 8 maximum t pressure -24 -2.2 0.4 0.2 1.2 1:6 For partially enclosed buildings +GCp add 0,1,-GGp.knus 0.4.. - -2.0 -20 0:6 0.4 e . 1.6Reduce GCp 10% When a a 10 Flgure1808.20 GCp for Roof Slope 0 < a < i0 0 < a < 10 10<a<'45 Flgure i808,ZC,Wa11 OCp -1.8 -18 .30 3.0 Vertical Windtoads for Mdnosiope Roof. -1.6 -16 -1.4 -14 -2 6 I •2 6 (� ��� 14 Z 34 -3.2 121 -1.2 -12 •2.2 •2.2 -3.0. •2.8 -1.0 -10 2.0 .1 .8 -2.0 -1.8 -2.6. -0.8 -8 -0.6 -6 •1.8 •1.4 •1.6 •1.4 -2:4. -2.2 -0.4 -0 -1.2 -1 0 s r ri •2.0 -1.6r S -0.2 -2 -•00:6 ;p, l of Roof .1 4 0.0 0 -1 -1.q E of Roof Down 0.2 2 Load0.4 4 0.4 0.6 0.4 0.61. r' r , Figure 1409F 3< a 510 or 0.6 6 Figural 606.2E GCp for Roof Slope.10 <a < 30 ` , 0<.a<t0 .10<a<.46. In- 0.8 8 Force 1.0 10 1.2 12 1.4 14 -1:0 8 -1:4 -1.2 •1.8 •1:4 •1.2 :34 s -3;2 2`.8 2.8 3 < a:< 30 . 1.6 18 a . 2:4 -2.2 a Note: -0.8 -0'.8 °2.0 . . 1. Values are for 1.0 0. 1' enclosed Buildings. 1.2 1.0 2 2: 68CCIValues for1 GCp are equivalent 0 20 100 ` 1Q00 0-.20.11Q0 1000 Ovorhang GCp;inolud®effort Reduce C. 10% n 9.< a 5 ' t0 UBC Table 16-H Effective Wind Area sq.ft EffeOW Wind Area sq:ft of both upper & lower surieoe ., ` • . Effective Wlnd•Area (sq }t:) M.a< 3 see.F.*re.1608 2D. for values of C . Flgure1808.2E GCp for Roof Slope 30 < a < 4$ Degrees Ftgure,1806,�G Moho lope Roofs 10 < a'< 30 Degrees ' Y' : ice. Muiti-Spon Roof Beamf 97 Uniform Building Code (91 NDS)1 Ver. 5.07 By: Larry J Warner AIA, AEC Group on: '07-07=2003 : t 1 A912 AM Proiect HEYL - Location: BM -1 CANTILEVER BEAM @ PORCH S34rpmpry: 3.5 IN x 725 IN x 10.0 FT (6 + 4)1 #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 75.6% Controlling Factor. Section Modulus /Depth Required 5.47 In Lett Cantilever Deflections: Dead Load: Live Load: Total Load,- Center oad;Center Span Deflections. Dead_ Load: Live load:" Total Load: Center Span Left End Reactions (Support A): Live Loail: Dead Load, TotaLl-qad° Bearing Length Required (Beam only, Support capacity not checked): Center Span Right End Reactions (Support B): Live Load: Dead Load: Total Load: NoW:Desian For Uplift Loads Bearing Length Required (Beam only, Support capacity not checked): D"d Load Upiifl;.F-S.:_ Beam Data: Left Cantilever Length: Left Cantilever Unbraced Length -Top of Beam: Left Cantilever Unbraced Length -Bottom of Beam: Center Span Length: Center Span Uhbrace=d Length -Top of Beam: Center Span Unbraced Length- Bottom of Beam: Live Load Duration Factor Pitch Of Roof Live Load Deflect. Criteria: Total Load Deflect. Criteria: (Von -Snow Live Load. Roof Loaded Area: Live Load Method: Left Cantilever Loading: Uniform Load: Roof Live Load: Roof Dead Load:, Roof Tributary Width Side One: Roof Tributary Width Side Two: Beam Self Weight: Wall Load: Total Lira Load: Total Dead Load (AdI'usted for Roof Pitch) Total Load: Center Span Loading: Uniform Load: Roof Live Load: Roof Nid Loan: Raaf Tributary Width Side ane: Roof Ti ibutafy.Width Side Two-.. Beam Self Weight Wall. Load: ToWf Live Load: Total Dead Load (Adjusted for Roof Pitch). Total Load: Properties For. #2- Douglas Fir --Larch Sending Stress: Shear Stream: 1Vioduius of Elasfidw Stress Perpendicular to Crain: Adjusted Properties Fb' (Compression Face in Tension): Adjustment Factors: Cd=1.15 C1=0.99 Cf --1.30 FV: Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: Over right support of span 1 (Left Span) Critical moment created by combining all dead 'IN v. C19689 RPM 7-31-03 ,OFVA1; DLD-Left= 0.12 IN LLD. -Left= 0.19 IN = 21/757 TLD -Left= 0,31 IN = 2Li463 DLO -Center= -Q.Q1 IN LLD -Center- -0.01 IN = U4178 TLD -Center- -0.02 IN = U2577 LL-Rxn A= 672 LB DL-Rxn-A= 441 LB TL-Rxn-A= 1113 LB BL -A= 0.51 IN LL-Rxn-B= 0 LB DL-Rxn-B= -171 LB TL-Rxn-B= -171 LB Run -B -min= -459 LB,,, BL -B= 0.00 IN FS= L1= 6.0 FT ,LulzTop-7- 0.,0 FT Lu1-Bottom= 6.0 FT L2= 4.0 FT LLT --fop= ff.0 FT W2 -Bottom= 4.0 FT Cd= 1.15 RP= 5 :12 U 240 U 180 RLA= 24.0 SF Method_ One RLL -1= 16.0 PSF k)_Gt= 8.0 PSF Trib-1-1= 2.0 FT Trlb-2-1= 2:13 FT SSW= 6 PLF Wall -1= 0 PLF .WL -1= 64 PLF wD-1= 35 PLF wT-1= 105 PLF BLL -2= 16--a '8.0 R ,,RDL-2= PSF Tnb-12= aA FT Trip -2-2= .0.0 FT BSW= 6 PLF Wall -2= 0 PLF wL-2= 0 PLF wD-2= 0 PLF wT-2= 6 PLF Fb= 875 PSI Fv= 95 PSI: E= 1600000 PSI Fc_perp= 625 PSI Fb'= 1296 PSI 6v'= 109 PSI MM loads and live loads on span(s) 1, 2 -1887 .,FT -LB 4. ✓.1 r Page: 2 Mufti -Span Roof Beam[ 97 Uniform Buildinq Code (91 NDS) ) Ver. 5.07 By: Larry d Warner AIA, AEC Group on: 07-07-2003: 11:49:12 AM Project HEYL - location: SMA EANTILE/ER Q&W L PORCH Controllinq Shear_ V= 629 LB At j qht support of span 1 (Left Span) C666'aif s"fieaf eresked 64'666ibiriing all dead loads and live loads on sp-a-"n-.(,s.j 1, 2 Comparisons With Requlrad Sections: Section Modulus (Moment): Sreq= 17.47 IN3 S= 30:88 iN3 Area (Shear): Areq= 8.64 IN2 A= 25.38 IN2 Moment of Inertia (Deflection): 43.17 IN4 t= 111.15 IN4 Lw� biz. CPA, jBirdko `1#8MA 14 A'A tea. "t -A 2340* RV -010 COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive - Oroville, California � 95965 - Telephone (530) 538-7541 � O. (Rev.12/96) APPLICATION AND PERMIT 03,/ l ASSESSOR PARCEL NUMBER ZONING I BUILDING PERMIT 011-300-026 FR -5 OWNER TELEPHONE I SO- FT, I OCC. BUILDING VALUATION OWNERS MAILING ADORE SS 4620 CABLE BRT_TX;E . DR- Chico I CONTRACTOR'S NAME TELEPHONE CONTRACTORS MAIUNG ADDRESS - CONSTRUCTION LENDER - LENDER'S MAILING ADDRESS -- ARCHITECT OR ENGINEER I LICENSE NO. ARCHITECT OR ENGINEERS MAILING ADDRESS BUILDING ADDRESS LOT NO. SUBDIVISIONS NAMEPARCEL MAP 9rn a USEOFSTRUCTURE SF ❑ Duplex ❑ Mobilehome ❑ Other SPECIFY TYPE OF WORK New ❑ Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Describe Work: AnnTTTO)N '7_00D:X,0550C SRA LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. License Class Lic. No. OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: ❑ 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 I hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑ 1 have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier Policy Number (The above sections need not be completed if the permit is for work of a valuation iKof one hundred dollars ($100) or less.) I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to workers' compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of section 3700 of the Labor Code, I shall forthwith comply with those provisions. X /"yzzzV �d Signature of Applicant - Ow r o x An OSHA permit is required cav of structures over 3 stories in height. Receipt No. _ WHITE-D.D.S.- _y Date .e�l O� ❑Contractor ❑ Agent ipr)s over 60" deep and demolition or gorstruction PINK-INSP PLICANT Total Valuation 1 $ 46.656.00 Filing Fee $ ELECTRICAL Permit Fee $ 395, Plan Checking Fee $ Main Service Energy Plan Checking Fee $ 23, . $ NEW. EW CONST. / NON-RESID. \ PERMIT FEE $ 694.7` PLUMBING PERMIT Fling Fee ' Each Trap 7.00 Solar or heat pump water heater 23.00 s Water piping 15.00 Each gas water heater or vent 15.00 Gas piping system 1 - 5 outlets 15.00 9 Building sewer 15.00 Mobile Home I S I G I W @20.00 20.00 20.00 EX. OCCU OUTLET OR FDTTURES PERMIT FEE $ 35.00 ELECTRICAL PERMIT I Fling Feel 20.00 Main Service OODV OR LESS 2a DA OR. R LESS 23.00 Main Service 200A TO 1000A 46.00 NEW CONST. OR ADDNS. DWELLING OCCUP. DW!LNG BUDS. 3,5QSO. FT. A NEW. EW CONST. / NON-RESID. \ MULTI -OUTLET BRANCH CIRC11rrS @7.50 EX. OCCU OUTLET OR FDTTURES W Lv 1.1WBAL p sD Ex. OCCU ..FIXED APPLNS. OR ourLErs RESID. EA 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE $ 50.24 MECHANICAL PERMIT Fling Fee 20.00 Heating 15..00 —Cooling Hood 6.50 PERMIT FES $ Mobile Home Installation Fee $ Energy Inspection Fee $ R3 CONST. " OTAL FEE $ 814.99 HAZ. I D. IMP I FLODDCDF PARCEL PD HD ISSUE / X / / / / I This permit is hereby issued under the applicable provisions of the Butte County Code and/or Resolutions to do work indicatd above for which fee l hays been paid. / r PERMIT EXPIRES ON COUNTY OF°BUTTE -DEPARTMENT OF DEVELOPMENT SERVICES - B ILDING DIVISION 7 County Center Drive - Oroville, California 95965 • Telephone ( 30) 538-7541 PERMIT NC APPLICATION AND PERMIT J„q0l / J� , C:,) /- _ Zj—I BUILDING PERMIT 3%FRUCn0N LENDER FNDEA'S WUUNG ADDRESS kRcHr ECT OR ENGINEER %AcmMECT OR ENOINEERS MAILING ADDRESS SURDING ADDRESS I I I Gl /% faw No. I SURDN61DNS NAME dLC1 r• _ . TEIEPHDNE -71-2-1 LICENSE ND.6b_� PARCEL MAP USEOFSTRUCTURE Z` ©I A`L SF ❑ Duplex ❑ Moblshome ❑ Other SPEC" TYPE OF WORK New ❑ Addition ❑ ARemodel. ❑„ Utilities ❑ Installation ❑ Other ❑ Describe Work: l lejo dd vam, GtAs nal -)c yc r �LCxDz7X/ ©5� 'krmii ;wld 4 - 3 � ?-Smmmmms q, 60 MEOW Tec6*d Ab tJ�.rn Wvvr SO. FT. OCC. BUILDING VALUATION PERMIT FEE I S,� ELECTRICAL PERMIT I Fling Fee 20.00 Main Service eoDV OR LESS zo" oR Less 23.00 Main Service m" To foo" 46.00 NEW CONST: DR ADDHS. ( DWELLING OCCUP. A ACC. BIDS. 3.5cF7. •Z NEWCONST. ( - YULTFourLtT i I @7.50 Fireplace Total Valuation S Firing Fee S 20.00 Permit Fee S 4" Plan Checkin Fee $ Energy Plan Checking Fee S ed" s PERMIT FEE S PLUMBING PERMIT Fling Fee 20.00 Trap 7.00 Solar or gt pump water heater 23.00 Water piping 15.00 Each gas water heats vent 15.00 Gas piping system* 1 - 5 ou 15.00 Building sewer 15.00 Moble Home I S I G W X20.00 Ex. Occup. t ovnzr OR FmmmES I e;i O .50 Ex. Occu u& s °E, 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Mise. Wirino 23.00 PERMIT FEE I S C� U: 1C.- -1 MECHANICAL PERMIT Fling Fee 20.00 -- I is C:Z- Go 6.50 Ventilation PERMIT FELE S Mobile Home Installation Fee $ Energy Inspection Fee $ i oD TOTAL FEE $ �/ . q This permit is hereby issued under the applicable provisions of the Butte County Code and/or Resolutions to do work indicated above for which fees have been paid. By Date PERMIT EXPIRES ON ria fai PERMIT FEE I S,� ELECTRICAL PERMIT I Fling Fee 20.00 Main Service eoDV OR LESS zo" oR Less 23.00 Main Service m" To foo" 46.00 NEW CONST: DR ADDHS. ( DWELLING OCCUP. A ACC. BIDS. 3.5cF7. •Z NEWCONST. ( - YULTFourLtT i I @7.50 Ex. Occup. t ovnzr OR FmmmES I e;i O .50 Ex. Occu u& s °E, 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Mise. Wirino 23.00 PERMIT FEE I S C� U: 1C.- -1 MECHANICAL PERMIT Fling Fee 20.00 -- I is C:Z- Go 6.50 Ventilation PERMIT FELE S Mobile Home Installation Fee $ Energy Inspection Fee $ i oD TOTAL FEE $ �/ . q This permit is hereby issued under the applicable provisions of the Butte County Code and/or Resolutions to do work indicated above for which fees have been paid. By Date PERMIT EXPIRES ON ria fai COUNTY OF BUTTE -DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING DIVISION 7 County Center Drive, Oroville, CA 95965 Phone (530)538-7541 Fax (530)538-2140 D f PERMIT APPLICATION DATA SUE �T OWNER: e t 1I e IIP L ASSESSOR PARCEL NUMBE Proposed Building Use: Ad -016r) Counter Technician: oy " Date: ~S Items required in order to apply for a permit. All boxes MUST be checked OR marked NA in order to apply. t3. .. Plot plans, 3 or 4 sets, signed by the preparer of the plans. 2. Complete plan�r 4 sets, signed by the preparer of the plans. Engineered plans, 3 or 4 sets, with wet signature on plans AND 2 sets of stamped and signed calculations. Engineered truss details and layouts in duplicate. No faxes! Energy compliance design and supporting documentation in duplicate. ❑ 6. Manufactured homes: (A) Data sheets and installation instructions, (B) Marriage line information, (C) Floor Plan, (D) Tie down or foundation plans, all in duplicate. I ❑ 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 ..................................... ❑ 12. Hazardous Material Form............................................................................... ❑ 13. Other Remaining items needed to issue the permit. (May require additional plan review upon receipt of the following items.)( 000 /s''14. Fees as shown on the attached Schedule of Fees Due Sheet ...................................;... �3 (��� ' \ ❑./5. Statement of Intent for Non -heated and A/C Buildings .......................................... WV 6. Sanitation and plot plan approval from the Environ ntal Health D a Pent in � 1 (o -C1 -O� 6375 R'18� City of Chico Plumbing permit ......................................... .. . California Department of Forestry plan approval paid. Sent b .................. 63 ❑ 19. Planning approval for (A) Use: OK (B)Parking: (C Pa cel Check: (,-23,� ❑ 20. Contact Land Development about ❑ Improvements, ❑ Drainage ............................... ❑ 21. Encroachment Permit for driveway from the Public Works Dept. (construction approval prior to occupancy). ❑ 22. Pre -Inspection for required ................ ❑ 23. Contractor's license information. (Number, Name Style, Classification) ...................... Compensation : ier Policy Number ............................................ 5.. Ow er-VerificationBuilder (iven to owner, ❑ Mailed to owner) ..................... ❑ 26. Letter of Signature authorization.................................................................... ❑ 27. Recorded copy of Agricultural Acknowledgment Statement .................................... ❑ 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: _ r When issued Telephone and hold for pickup. I have been informed of the above items and require nts for obtaining a building permit. Applicant: / Date: L —� 1. Index permit application for the abov' ems numbered: F Plan Check Letter 2. Additional items required Contractor, designer, n , was advised of the above data by phone, ❑ mail, ❑ counter, by Date: Contractor, designer, owner, was advised of the above data by ❑ phone, ❑ mail, ❑ counte Date: Plans reviewed by: Date: Plans approved by: Date: Structural reviewed by: Date: Structural approved by: Date�2�: Note transfer by: T1Date: Yellow: Building Division E.M. USE ONLY Plot Man Attached y1 / Floor 6Pon Atucic d 1/ .,. r . ' • -,!,sant to G.D. / TO: Building Department FROM: Environmental Health SUBJECT: Sanitation Clearance ('`AGt,�—%s/ 6111 -3 Owner Location AP# Plan Approved for: Sewage Disposal Water Supply: Public Private Well Clearance for Other —"'2 S-/ GId Hold' final for: Final clearance O.K. for: NOTE: I Health Soeci list Date 8/96 COUNTY OF BUTTE DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965 - TELEPHONE (530) 538-7541 SCH IDULE OF FEES DUE OWNER, . Ci PROPOSED BUILDING USE `"i�16;6 1. BUILDING PERMIT FEES�( —Z Balance Due ....................... $ CJ Additional Fees Due ................. $ Additional Fees Due ................. $ Revised Plan Checking Fee .............$ ���-CHOOL 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 — o< RECEIPT # DATE REC. � 03 At time of permit application, I was advised the above fees are required to be paid prior to issuance of the building permit. These fees may be changed during the plan checking process. APPLICANT DATE Pursuant to Government Code Section 66020,11 -you are hereby notified that items 2, 3, 43 5, 63 73 8, 9, and 10 above may have been imposed on your project. You have 90 days from the date of approval of the project or from the imposition of the above mentioned items during which you may protest. The requirements for a protest are specified in Government Code Section 66020(x). Original - Buiding Div, 2nd Copy - Applicant 3rd Copy - Owner ' (Rev. 6/00) :% a� BUTTE COUNTY SCHOOLS IMPACT FEE CERTIFICATION FORM (One form per Buildixg) `rn School District W , Building Department No. A.P. Number A/— 70 Jurisdiction: city County &qA et, #� Property Owner Property Location/Address 19W Subdivision Lot No. .................................................................................................................. Residential Development ® Sq. Footage No of Living Mobile Home Addition/ *Supplemental to (Group R) Units Installation Conversion Permit # 1 '(No foundation inspection:: ................................................................................................................ ... Commercial/Industrial . _: - . _ ., I it ._A..._.#e,Sq.-Footage., New ! Addition (Including Exterior Roofed Areas) Building Department Represe ative Date (Floor Plans reviewed by School District Personnel) District Identification No. V y(%Q 9ozo • ! School District certifies that G/�.�,Q t W`�J/"''C�14,61�1 • � (Applicant) (Street Address) V(Phone Number) ah /�X—) �Z�0? )6 (City) (State) (Zip Code) has complied with the require ments of Resolution No. representing square feet. School District Representative Paid by Check # /C? "'� Remarks: 18*5 7 10 � by payment of $ /91 J� 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 660201a), within 90 days from the date fees are paid. Failure to submit a timely written protest will prohibit you from challenging the imposition of the fees in any court action. If, subsequent to the School District Representative signing this Butte County Schools Impact Fee Certification Form, the School District is notified by the applicable Local Planning Agency that this project is being reviewed under the California.Environmental Quality Act (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.xis 00/98)dmm O.B.-1 OWNER -BUILDER VERIFICATION Attention Property Owner: An "owner -builder" building permit has been applied for in your name and bearing your signature. Please complete and return this information at your earliest opportunity to avoid unnecessary delay in processing and issuing your building permit. No building permit will be issued until this verification is received. 1. I personally plan to provide the major labor and materials for construction of the proposed property im rovement : YES NO ❑ 2. I HAVE HAVE NOT ❑ signed an application for a building permit for the proposed work. 3. I have contracted with the following person (firm) to provide the proposed construction: NAME:- 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: NAME: ADDRESS: CITY: 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 e,7 /zL/zGTT�/� SIGNED: PROPERTYOWNER: SOCIAL SECURITY NUMBER: DATE: -- 2 -- C j NOTE: This Owner -Builder Verification is required by Section 19831 and 19832 of the California Health and Safety Code. This verification must be completed and returned to our office before we are permitted to issue the permit. OVER OWNER BUILDER INFORMATION Dear Property Owner: O.B.-1 An application for a building permit has been submitted in your name listing yourself as the builder of property improvements specified. For your protection, you should be aware that as "owner -builder" you are the responsible party of record on such a permit Building permits are not required to be signed by property owners unless they are personally performing their own work. If your work is being performed by someone other than yourself, you may protect yourself from possible liability if that person applies for the proper permit in his or her name. Contractors are required by law to be licensed and bonded by the State of California and to have a business license from the city or county. They are also required by law to put their license number on all permits for which they apply. If you plan to do your own work, with the exception of various trades that you plan to subcontract, you should be aware of the following information for your benefit and protection: , ♦ If you employ or otherwise engage any persons other than your immediate family, and the work (including materials and other costs) is '$300 or more for the entire project, and such persons are not licensed as contractors or subcontractors, then you may be an employer. ♦ If you are an employer, you must register with the State and Federal Governments as an employer and you are - subject to several obligations including state and federal income tax withholding, federal social security taxes, workers compensation insurance, disability insurance costs, and unemployment compensation contributions. ♦ There may be financial risks for you if you do not cant' out these obligations, and these risks are especially serious with respect to worker's compensation insurance. ♦ For more specific information about your obligations under Federal Law, contract the Internal Revenue Service (and, if you wish, the U.S. Small Business Administration). For more specific information about your obligations under State Law, contact the Department of Benefit Payments and the Division of Industrial Accidents. If the structure is intended for sale, property owners who are not licensed contractors are allowed to perform their work personally or through their own employees, without a licensed contractor or subcontractor, only under limited conditions. A frequent practice of unlicensed persons professing to be contractors is to secure an "owner builder" building permit, erroneously implying that the property owner is providing his or her own labor and material personally. Building permits are not required to be signed by property owners unless they are performing their own work personally. Information about licensed contractors may be obtained by contracting the Contractors State License Board in your community or at 1020 N Street, Sacramento, CA. 95814. Please complete the "Owner Builder Verification" on the reverse side of this form so that we can confirm that you are aware of these matters. The building permit will not be issued until the verification is returned 4rely, /%!% C. Vi ira, C.B.O. r, Building Inspection NOTE. This Owner -Builder Information is required by Section 19830 of the California Health and Safety Code. OVER .�.•,�,..•-<--'— z� .-.+-Fr�..tr�"-� ��,.,rnw,,n� ..�-r ...Tic•. `�".,' �,.."'W+.-.n-�r.,,_�....... �..�...w.,.,c,.tr�1y.,,�d'�arv`•^!o."'..'!'Y'-"'_,.,rr.q.,...,..v,.s.....r�,..,,f�,: w- .. a. d _. _. 011300-026 99-1132 HE'L,_Chrles 4620 Cable Bridge Road,,Chico Contr: Loren Dawson/Dawson Electric intall transfer switch for generator COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center -Drive * Oroville, California 95965 • Telephone (530) 538-7541PERMIT�NO. (Rev. 12/96) APPLICATION AND PERMIT ell - ASSESSOR PARCEL NUMBER wtZ ,. ZONING w S BUILDING PERMIT OWNER �S C442OWNERS TE'�PH°�.1" SQ. FT. OCC. BUILDING VALUATION MAILING ADDRESS C y ► r D I -IL -A TELEP CONTRACTOR'S NAMEHONE r / CONTRACTORS MAILING ADDRESS �r 4 CONSTRUCTION LENDER LENDER'S MAILING ADDRESS Fireplace Total Valuation $ ARCHITECT OR ENGINEER LICENSE NO. Filen Fee $ 20.00 Permit Fee $ ARCHITECT OR ENGINEERS MAILING ADDRESS Plan Checking Fee $ BUILDING ADDRESS Energy Plan Checking Fee $ $ PERMIT FEE S LOT NO. SUBDIVISIONS NAME PARCEL MAP PLUMBING PERMIT Filing Fee 20.00 USEOFSTRUCTURE SF Duplex ❑ Mobilehome ❑ Other SPECIFY Each Trap 7.00 - Solar or heat um water heater 23.00 Water piping15.00 Each as water heater or vent 15.00 TYPE OF WORK New ❑ Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Describe Work: / �-iGf �.i {rte _/ re 14 --Ip Ole L�,�.r4/ �- /P� T'G Gas piping system 1 - 5 outlets 15.00 Building sewer 15.00 _Mobile Home S G W @20.00 PERMIT FEE S ELECTRICAL PERMIT Filing Fee 20.00 800OR LE Main Service 200A V.LESS 23.00 LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. License Class C' —� / D Lic. NO. �/ OWNER -BUILDER DECLARATION 1 hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason Main Service 200A TO 1000A 46.00 NEW CONST. DWELIJNO OCCUP. SO OR ADDNS. ( 8 ACC. OCS. 3.5¢Fr. NON RESIp. MULRANCTI.OUTC.LET 97.50 POWER APPARATUS 8 SINGLE OUTLET CIR. OUTLET OR FIXTURES 20 @ 1.00 Ex. Occup. BAA .50 Ex. Occup. DFlxuriErsP(R DRQ 5.00 Temporary 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 permit is issued. My workers' compensation insurance carrier and policy number are: Carrier MECHANICAL PERMIT Filing Fee 20.00 Heating Cooling Hood 6.50 Ventilation PERMIT FEiE $ Policy Number (The above sections need not be completed if the permit is for work of a valuation of one hundred dollars ($100) or less.) / I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to workers' compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of section 3700 of the Labor Code, I shall forthwith comply with those provisions. X JGni _� Date " C. C9 Signature of Applicant - ❑Owner ❑Contractor ❑Agent f An OSHA permit is required for excavations over 60" deep and demolition or construction of structures over 3 stories in height. Mobile Home Installation Fee $ Energy Inspection Fee $ Occ CONST. TYPE TOTAL FEE $ y 3 HAZ. I D. FEES IMP I FLOOD I COF PARCEL ro HD 5S E This permit is hereby issued under the applicable provisions of the Butte County Code and/or Resolutions to do work indicated above for which fees have been paid. ;' / !. 7& AIA By Date �% PERMIT EXPIRES ON L c M Dale ReceiptNo. �' ~ �% WHITE-D.D.S.-B.D. CANARY -ASSESSOR PINK -INSPECTOR GOLDENROD -APPLICANT COUNTY OF BUTTE BUILDING DIViSIOU- DEPARTMENT OF DEVELOPMENT SERVICES 411 Main Street • Chico, CA • (530) 891-2751 7 County Center Drive • Oroville, CA • (530) 538-7541 CORRECTION NOTICE PERMIT NO. A routine inspection indicates that the following violations of butte county Ordinances exist at the above address and should be corrected. Please notice this office when correction of work is completed. If you have any questions pertaining to this matter, or need additional explanation, please contact this office immediately. COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive • Oroville, California 95965 • Telephone (530) 538-7541 _ P ,RMI�ITNO• (Rev. 12/96) APPLICATION AND PERMIT Z�— ASSESSOR PARCEL NUMBER I r /�o n p r ` ZONINGP� - C J BUILDING PERMIT ' OWNER .� ' G �, TE`,EPSW SO. FT. OCC. BUILDING VALUATION OWNERS _I NG ADDRESS� '/,•/ CONTRACTORS NAME TELEPHON€ t D CONI TORS MAILING ADDRESSZok 6,0 de/4- aq ilii� zo CONSTRUCTION LENDER Fireplace LENDER'S MAILING ADDRESS Total Valuation $ ARCHITECT OR ENGINEER LICENSE NO. Filing Fee $ 20.00 Permit Fee $ ARCHITECT OR ENGINEERS MAILING ADDRESS Plan Checking Fee $ BUILDING ADDRESS , ` � i Energy Plan Checking Fee $ $ PERMIT FEE $ LOT NO. SUBDIVISIONS NAME PARCEL MAP PLUMBING PERMIT Fling Fee 20.00 USEOFSTRUCTURE SF Duplex ❑ Mobilehome ❑ Other SPECIFY Each Trap 7.00 Solar or heat pump water heater 23.00 Water piping 15.00 Each gas water heater or vent 15.00 TYPE OF WORK New ❑ Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Describe Work: �IPl%%Gf Gas piping system 1 - 5 outlets 15.00 Building sewer 15.00 Mobile Home S G W @20.00 PERMIT FEE S ELECTRICAL PERMIT Fling Fee 20.00 Main Service .OA OR LESS 23.00 LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect.POWER 3% g// I7 License Class C: �/ � Lic. No. ` OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: ❑ I, as owner of the property, 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 I000A 46.00 NEW CONST. DWELLING UP. SO OR ADDNS. ( a ACC. Bins. 3.5QFT: NON -R S D. MULTI"OUTLETUnS 97.50 APPARATUS a SINGLE OUTLET CIS. OUTLET FIXTURES 20 @'.0° Ex. Occup.BAL @ .so Ex. Occup. DUTLEEDTS R,D LNS °� 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.001 ZJ PERMIT FEE S WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: ❑ I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑ 1 have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier MECHANICAL PERMIT Fling Fee 20.00 Heating Cooling Hood N6. Ventilation PERMIT FEE $ Policy Number (The above sections need not be completed if the permit is for work of a valuation of one hundred dollars ($100) or less.) I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to workers' compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of section 3700 of the Labor Code, I shall fort h co wit provisions. X Date Signature of Applicant - ❑ Owner ❑ Contractor ❑ Agent An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height. Mobile Home Installation Fee $ Energy Inspection Fee $ OCC CONST. TYPE TOTAL FEE $ 3 HAZ. D FEES IMP FLOOD CDF PARCEL PD HO ISS E This permit is hereby issued under the applicable provisions of the Butte County Code and/or Resolutions to do work indicated above for which fees have been paid. %� „�C /'/ '$ MayS By A / /�,�pate A PERMIT EXPIRES ON tic' _ M4� �� 7 Date Receipt No. WHITE-D.D.S.-B.D. CANARY -ASSESSOR PINK -INSPECTOR GOLDENROD -APPLICANT BC= COUNTY DEVELOP.Ni[ENT SERVICES COMPLAINT FORM AP#J -251 Zoning: — F/f— 6 General Plan: Supervisorial District # :,omplainvViolation Location: fXJ6 yw -8- -LfPE: [ ]Building ]Health ]Planning Complaint Taken By: 4S — // ro COMTLAINT: 2YL Caution: [ ]Yes ]No ?ermit History on File: ]None (]As follows: 3 ........ .... . ........ . . . . . . . . . INSPECTOR'S REPORT Tenant: Address: Decription of Violation: Approx. Size of BldgJM.H. Approx. Age of BldgJM.H. ]Occupied Has Electricity: [ ]Yes ]No Has Gas: [ ]None [ ]Propane, [ ]Natural ]Vacant Has Sanitation: [ ]Yes ]No Obvious Sewage Problems?[ ]Yes [ ]No . Under Construction: Wes [ ]NO Built by/for. ]Present Owner ]Previous Owner Hazards:[ ]No [ ]Yes,(exP Person Contacted: Describe Action Taken: INSPECTOR MUST ATTACH A COPY. OF THE CORRECTION NOTICE! re*-nj-e 71tv—ponACTIONRECONRAENDED T-0 10 . r, lc Date: Inspector. [ ]Information Only, File [ ]Complaint Unfounded [ ]Resolved per Inspector's Report [ ]Hold for -Days ]Other ]Send Letter for Compliance 1 BUTTE COUNTY DEVELOPMENT SERVICES Complainant: Address: Phone Number Other Comments• - Inspector must draw a plot plan with all building locations: Additional Comments from Inspector. PERMIT NUMBER — B 362.-73 B, P, E,, M P 1� 7- sZs— w E PERMIT EXPIRES OWNER Charles Heyl CONTR: Schecker Const., Paradiee LOCATION (A.P. 51-35� c2 (6 mi. off E/S of Humbug Rd . , 12 mi. N. of covered bridge, Chico ell n ,/0 If C—le �C wOu /7!l%- v�ylyrd dNa , 5 ia� 0 1/I �ccU Lemli -5 /--,30- -70 D Al '44 Ohm a /a �usvJ x" J- F U�a<S f�rv/ a -fru �r0 V 24. 2 ALjGililcQ �Gcf�al� 3ca��arQ�� L Il �OP� .. f �� p COUNTY OF BUTTE Department of Public Works BUILDING INSPECTION RECORD J(�"7� lC� — 7-3 Zoning Setback ! Forms. _ J�._ Foundation �� �/� X73 Piers & Girders Firep ace_ Rgh. Plumbing / 6— 16--7 -3 Bond Beam — Lath & Plaster Rein. Steel Gas Piping & Test Found. Vents Framing '7 3 Plmg. Topout Rough Elec. _ 2 Wtr. Htr. Furnace Kitchen Vent 2 — 1- e— Firewall Garage Vents Sanitation & Water ELECTRIC GAS BUILDING Temporary Temporary - Cert. of Occup. / —1 Final — — _ Final 74 Final Z- 3 DATE REMARKS OR CORRECTIONS ,/0 If C—le �C wOu /7!l%- v�ylyrd dNa , 5 ia� 0 1/I �ccU Lemli -5 /--,30- -70 D Al '44 Ohm a /a �usvJ x" J- F U�a<S f�rv/ a -fru �r0 V 24. 2 ALjGililcQ �Gcf�al� 3ca��arQ�� L Il �OP� .. f �� p CN Charles Heyl 5815 Flintlock Court C;Emiohaeli California 95608 Doar Vxo Heyl*o MArch 12, 1974 ;T.: Mobile .UOMO prM et A . 1 0-3118-72 and -Building Pomit #1624-13 With reference to the above subject md, a recent Inspection by Mr. Kelley of thin office, ,the follcolng is a list of -corrections that ouat, be made to maintain -utility service to the mobile hcroe* L RoplAc* underground conductors from power pole to mobile unit with approved conductors. 2. Provide proper f"Ing for tonducto.re at power pole. The power pole teas not been approved by this'office and apparently service tias tranted by PrAE for an agricultural pole- therefoto, it U requested that you matte these corroction-a l=edidtely and requeot inappctioO and approval by thia office.. Should you fail to coilply with this request within ten (10) clayti of the date of 04s letter,, we will request ME to dUcanti=-p service, to the mobile unit. Should you have any questions concerning this matter, please contact us. Yours very truly, Clay Castleberry , Director of Public Works J.F. Glander JFG:dd Aasistant Director cc,., Cray Kelley, Building Inspector COUNTY OF BUTTE — DEPARTMENT OF PUBLIC WOR / 7 County Center Drive — Oroville, California 95965 �[ Telephone: 534-4541 APPLICATION AND PERMIT al110114e IeNresehtduves of the County or Butte to enter upon the above-mentioned property for inspection purposes. X L Date %— 1 C Z3 Signature of Permitee or Agent Receipt No. A30 1�5_! White-D.P.W. — Yellow -Assessor — Pink -Inspector — Goldenrod -Applicant This permit is hereby issued under the applicable provisions of the Butte County Code and/or resolutions to do work indicated above for which fees have been paid. DIRECTOR 07 PUBLIC WORKS By Date 7° --;) Bui ' tg permit expires Dafe -_- la — - 7 BUILDING Owner / SQ. FT. OCC. BUILDING VALUATION Mailing Address y tj .,Z sae' Telephone No. �Q 0 4F,replace Contractor �/�'��'Y ��� , I Valuation f 00 Mai I ing Address �(1�f �/l�cp rmit Fee G l�a� Plan Checking Fee &/or Penalty Telephone No. �._ £; 9`°7/ Permit Fee $ �l�rDv , $ r c1c�G Building lf�J1/✓!/ �" PLUMBING No. @ FEE PERMIT FILING FEE $2.00 Pe-, f00 Each Trap 1.50 L�t� Repair drainage or vent piping 1.50 Water piping 1.50 Each gas water heater or vent 1.50 A. P. No. ` `` lJ �— 1� Zoning & Planning Gas piping system 1 - 5 outlets 1.50 Each additional outlet .30 IfFees Sa Fire Dept. Fire Zone Use Permit Building sewer 5.00 EQA Parking Parcel Plans Declaration Parcel Ma p 60' R/W Im provements Lawn sprinkler system 2.00 Bldg. Plans Recd ��- Parcel epproval Plalrs'Approvol Permit Fee $ �r y�J $ NEW NJ ADDITION ❑ UTILITIES ❑ OTHER ❑ ELECTRICAL No. @ FEE PERMIT FILING FEE V $3.00 COiP Main service incl. 1 meter ,� C� Additional meters, each 1.00 Sub -panel (12 or less) (more than 12) Z /,52r 3' 4'f� Single Family FVI Duplex ❑ Mobil Home ❑ Others ❑ Range, Cook -top or Oven / 1.00 G�ti Water Heater or Space Heater 1.00 , a0 Light fixtures. y 20 b"o�l'�dio Recep , swi c es & fix utlets 2U 2b CONTRACTORS LICENSE LAW I am licensed under the provisions of Chapter 9, Div. 3, of the State of California Business & Professions Code under the name style of �r� �� �2-f----C � Hood, Ex. Fan or F A. Furn. Motor 1.00 Evap. cooler, gar. disp. or W. 9.. 1.00 Air conditioner or heat pump Water pump Mobil Home Facilities 5.00 Temp. Power Pole 5.00 License No. % S� Classification Misc. wiring ❑ I am exempt from the Contractors License Laws of the State of California. Permit Fee $ $ 1 CS WORKMEN'S COMPENSATION INSURANCE I am aware of the provisions of Section3700 of the California Labor Code which requires every employer to be insured against liability for Workmen's Compensation. ❑ I have placed on file with the County of Butte a certificate of Workmen's Compensation Insurance. 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 Workmen's Compensation Laws of California. 1 certify that I have read this application and state that the above information is correct. I agree to comply to all County Ordinances and State Laws relating to building construction, and hereby MECHANICAL No. @ FEE PERMIT FILING FEE --$3.00 3,e Heating Cyh Cooling Ventilation Hood 2.00 fir" Permit Fee $ �',Ge $ 11 c'c TOTAL PERMIT FEE $ !S al110114e IeNresehtduves of the County or Butte to enter upon the above-mentioned property for inspection purposes. X L Date %— 1 C Z3 Signature of Permitee or Agent Receipt No. A30 1�5_! White-D.P.W. — Yellow -Assessor — Pink -Inspector — Goldenrod -Applicant This permit is hereby issued under the applicable provisions of the Butte County Code and/or resolutions to do work indicated above for which fees have been paid. DIRECTOR 07 PUBLIC WORKS By Date 7° --;) Bui ' tg permit expires Dafe -_- la — - 7 NUCLEAR RELATIVE COM CTION PROJECT 7;PL� "S' 06 e:Zo,04IcW; WALTER B. aOB NUMMR r�l��ES and . Assoc.��ssocFIELD TEST DATA A DATE_ /4q Cl— /973 t CIVIL ENGINEERS a LAPID SURVEYORS TAKEN BY CHICO, CALIFORNIA. 343-1444 TEST _ ILIMBER 2 3 4 S. -- 6 7 8 9 10 STATION OFFSET KT -:SCS ELEVATION s-li fe.W4 MODE & DEPTH S OT Q -OT 8 0 '- — > - /37 DENSITY COLRT:'. 33¢ 3_31310 3Iz DENSITY CIUNT RATIO o i �U0`7 /,708 / t��75 Z.�%� Q l.14S 6G WET..DENSITY PCFAllr`'/3% / _ _ / ;GAP5f 140 144S 1 7 1424 15g3 A T cP 13�.•. X7,5 Zc) 15'� I�5 /75" (Z 5' —'� , A .LYtti 6¢7 �3 ( "'0/ 5' /05c) IRE liOISTU COt T' 9% /,503 134-3 003 106-1 J-� ��/�� CF- lzi 3 = MOISTURE P��TIO CO�T?;� 677 56 7 U¢ l�l,� i/739,7�9 8 I903-17 E //Zi PCF 1 `� U ZI C� zI,ZS I!�� /6, 75 17, DRY DENSITY 'MOISTURE /¢.4 -Z,7,© ZZ 15:/ 17, z fO,o. F- /477- IZ(S 20 ` :NAX. OBT AINABLDR� DENSITY OPTEHU-114 MOISTURE 1:5 RELATIVE/ Cnl-�t,CTI02; Q n U / Q� C> ?O Z . STA;DAKD COUI:T'" REPIARKS: 7'esl-s '-3 7 -4t -C1✓ 47- //oo,V. %oc.Q /-/-1d/ST W*9 /77/0�f ,(�74#4-D (°0141/,.4 %Es75 ' ¢-- tt r 1 '', F44.- =£IS ITY I:OISTLTRE E 8S 1 268 Su,Pvc- , ST/9-&d 02 • /�/ECE 7DOW'v � ' "a SSC RuT 7-0 WALTER B. GRIMES AND ASSOCIATES CIVIL ENGINEERS ANIY LAND SURVEYORS 1356 MANGROVE AVENUE CHICO, CALIFORNIA 95926 OPTIMUM DENSITY TEST. Job Name 1/7//SLE Job No. Job LocationGyTtr''!�/�Cc_� L�1w�/oiJ By:)S-a-Date Soil Claasificationi �10 CI1"CA i Test Method: Std. Proctor Mod.AASHO Calif. Impact Z1�- 67 r` SUMMARY /fI• v /f�•l Optimum Dry Density = p.c.f.; Opt. Moisture = �� 95% Rel. Compaction = /U9 Pic.f.; 90% Rel. Comp.= /03.c.f. REMARKS: C F x62.4orCxE L _ .2I I J F H 1+I Signed: Note: Weights in grams unless otherwise noted. Sand Calibration A.) Volume of cone c.c. B.) Wt. Sand gm. Unit Wt: Sand a A x 62.4 p.c.f. S-101 (Rev., 67) A ti SAMPLE DATA Trial No. - 2 Water used. c.c. = O 00 A I lit. Wet Soil + Mold = Fp 7 , 7,_'.7': B Wt. �Io l d C Net Wt. Wet Soil = 7 D Vol. Mod. Proctor Mold - c.c. = - Calif. Impact Tamper Reading= 0, d :• i E Calif. Im act Factor "B" K . _ Z.13 2,0/ 2,// 3 F Wet Density -.c.f. = 3Z. IZS 131.6 MOISTURE TEST lit. Wet Soil + Tare = Z Z33 Wt. Dry Soil + Tare - 2ZZ Z06 G Wt. Water - Z7 Z 5 - lit. lit. Tare = 5b 5z_3 3 H Wt. Dry- Soil = /77- 17 I Moisture % = 15-17 J Dry Density- .c.f. _ ..an n.• c 14. 17 1148 r` SUMMARY /fI• v /f�•l Optimum Dry Density = p.c.f.; Opt. Moisture = �� 95% Rel. Compaction = /U9 Pic.f.; 90% Rel. Comp.= /03.c.f. REMARKS: C F x62.4orCxE L _ .2I I J F H 1+I Signed: Note: Weights in grams unless otherwise noted. Sand Calibration A.) Volume of cone c.c. B.) Wt. Sand gm. Unit Wt: Sand a A x 62.4 p.c.f. S-101 (Rev., 67) A ti .1.�4 XAP-,t* 0 0 ® _-_. __. - - - Cb/ %1l,4(2%10/V 7&a.57— 5T 66C, J 10W S . _. Drawing No. Drawn By: -Date -/�//�G� S f��!/�l.�y�/1IF/VT Sc le �i�Ics WALTER B. GRIMES - R.C.E. 7294 -1338 MANGROVE - CHICO, CALIFORNIA