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HomeMy WebLinkAbout017-300-0161'Y`a�°"""'. .•- .,-ewr..o,.e.!!�"�r'•�."''�i,t. .. i i.i'y' ,Y t ti,`till�,�.y�+�S'�IT"`, :� ��""* _.; Q.t."R, .� r— .•i��, f�t�, �, . r r•.a 1 :1 1 1 1• f � Ylt •+ }i I �.. ;t� r r (,� '' .� t; 3 • � I • � � rglt t �� a •. �� '" •� � � ted �� C / } •• •I ,f, ;meq t NOTES 0 - 03 STIL11- lwl" VVA-LL l9ad';'o hod Coogjoplelz� l0ed6ed O_ 'Lit 141'/_ loc_j(otl)- mil z,3.03 cf* A RESIDENTIAL PERMIT NO. 011,680,016 -4*2-3003 HILL, RANDY I I 107 EAGLE NEST DR., CHICO CONT: JIM SERRAO NEW SINGLE FAMILY W/GARAGE SPECIAL CONDITIONS CHECKED BY SRA FLOOD CERTIFICATE REQ. FIRE SPRINKLERS REQ. SPECIAL INSPECTION ITEMS VERIFY 2i USE PERMIT CONDITIONS SUB -STANDARD HOUSING LETTER OFFICE COPY Address—] GAS jj Meter By Dafe ELECTRIC Meter B! -Date JOB FINALED (Date) Signature J=OK . D = Not OK = NotApplicable = Not Rea MOBILE HOMES + Date MOBILE HOME UTILITIES (Plans) OK except ft's Zoning Requirements -Setbacks -Easements 1. Zoning Requirements -Setbacks -Easements 3. 2. Soils; Special MH Support Sketch Wood Awn.; Posts- Beams- Rftrs-Connectors Shthg-Frg-Bracing 3. Sewer; Location -Test -Fall -C/O -Concrete 6. 4. Water; Location -Test -Easement Needed (Sketch) Electric 5. Electricity; Location-Clearances-Grnd-/ /Amp -Concrete 7. 6. Gas; Location -Test -Wrap;-/ /" L 'ft. / P Nat. or/ /" L "ft./ P LPG Elec.; Grounding; Equip. w/5' Circulating Equip. -Pool Lghtg. Boxes- Enclosures -Panel boards -Ins. to Main Conduit 7. Well Clearance & Disconnect 8. Utility Clearance Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MOBILE HOME INSTALLATION (Plans) OK except ft 1. Zoning Requirements -Setbacks -Easements 2. Footings; Size -Spacing -Marriage Line 3. Gas; MH Test -Demand -Valve -Connector 4. Electricity; MH Test -Crossovers -Breakers -Clearances 5. Drain; MH Test -Fall -Flex Connector 6. Water; MH Test -Regulator -Connector 7. Water and Sewer Connected -C/O to Grade -HD Approval 8. Gas and Electricity Tagged 9. Tie Downs -Type -Installation Cert. 10. Exits; Insp.-Sketch 11. Cert. of Occupancy 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 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 ft'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 ft 1. Zoning Requirements -Setbacks -Easements 2. Footings; Soils -Size -Depth -Spacing -Connectors -Steel 3. Decks, Girders and/or Joists -Decking -Bracing -Stairs -Rails 4. Wood Awn.; Posts- Beams- Rftrs-Connectors Shthg-Frg-Bracing 5. Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures 6. Carports; Windows -Doors 7. Electric 8. Frmg.; Sills-Anchors-Studs-Rftrs-Trusses 9. Siding; Nailing -Veneer -Stucco -Mesh 10. Roof; Shthg-Roofing 11. 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 ft'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 -Panel boards -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 = Not - =NotAApplicable p . = Not Ready /5V5!azing ' RESIDENTIAL Date UN RF OOR (Plans) OK except #'s . Glass Protection 61. Z ing-Setbacks-Easemen -Flood-Slope Date (,U,U-5 Gas Test -Meters Tagged, Gas -Electric tg., Main; Soils-Elec. G d.-/ /" Ftg. Depth Date 3. Ftg,,,,Garage; Soils-Steel-Elec. Grnd.-/ /" Ftg. Depth Date 4L g., Porches & Decks; Soils -Steel-/ /" Ftg. Depth 64. . Steps -Door & Sidelight Protection -Landings temwalls, Main; Steel-Blockouts-Wrapped emwalls; Garage; Steel-Blockouts-Wrapped 6 . Smoke Detector 6 Hold Downs and Special Anchors urnace Vents -clearance -Comb, Air -Connector - I arage; Above Floor-Ducts-Mech.' Protection 7. $fab, Steel -Wrapped Exiting 1-1 Piers -Fireplace Ftg.-Steel 9. `D.W.V.; Fall -Fitting -Test -2 Way C/O -Sewer Test c. Trim & Subpanel, Breaker Sizes & Labelsc. Trim & Subpanel, Breaker Sizes & Labels & Rails 10. UF, Gas Pipe; Size Anchors -Yard Gas Piping; Size Test fireplace or Stove, Clearance -Hearth 11. Water Pipe; Test -Anchors -Regulator -Service Test lec. Outlets at Wood Panel, Int. & Ext. 12. Electric Underground it. Fixt. & Appliance; Ground -Air -Gap -Cooking Clearance 13. Plenums & Ducts; Clearance -Material -Support -Ins. 14. Girders -Sills -Anchor Bolts-Joists-Vents-Crippies 15. Access & Ventilation 16. Insulation (Single & Duplex) Date Z ZA • fl3 Card B-1 a Card B-1 Date Card B-1 Date Card B-1 Date PLUMBING (Permit) OK except #'s r Htr.; Vent -Access -Combustion Air Baffle er Pipe; Test & Anchor -Nail Protection 1 D.W.V.; Test Fittings & Anchor -Nail Protection �[ 20. Shower Pan; Test, First Floor -Tub Access ��-e - T t Tub & Shower, Second Floor -Tub Access Gas Pipe; Sixe & Anchors 23. Fire Sprinkler; Test Dat r and B-1 JDate Card B-1 Date Card B-1 Date Card B-1 Date ELEC_TRICAL (Permit) OK except #'s is. Protection & Switches at Doors & No. of Conductors 2T. 5eP6x Installed Close to Edge of Studs & C.J. 2 u�p. Ground made up w/Mech Fasteners -Bond Gas & Water ppliance Circuits in Kitchen &Conductor Size GFI 31T S feed Wire Siz Cu o AI- .C. Wire Si = / .Cor Al 3E^ange Circl / g r AI -Oven Circ. / ga Cu or Al Insulated N tra O Yes ❑ No ice -Riser Conductors & Ground Main Disconnect 3 .i . Clearances Panels-Motors-Mech. Equip. 3 . es Closet Light -Shower Light -Spa Light 35. Smoke Detector Date , and B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MECHANICAL (Permit) OK except #'s . . Ducts Insulation & Support ent Fan, Exhaust above'insulation 3 ondensate Drain & Overflow, Size & Grade 9. urnace-Vent Access=Comb. Ait-Return Air Vent 115 Outlet ttic Acc' s & orm•if Furnace in Attic Date i rd B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FRAN}t'NG (Permit) OK except #'s 4+ -.-YS Proper Materials & Anchors Vjrdfs Studs -Nailing Spacing & Braces -Plates -Sound W BSarina Walls over Girders & Floor Nailinq raft Stop in Walls (rat proof) '711J %. 'M ire Stops, Furred Ceilings -Stairs -Chasers -Tubs 'ani �§lHeac16rs & Beams -Size & Bearing :v _ Date 7 41T,eTing. Joist-Rftr. Ties- Purlin-Roll Brac.-Truss-Shting.-Rtng. 49'.,Kre place Ties or Type A Flue -Fireplace Throat Clearance is Access; Size & Romex Protection -Draft Stop -Ins. Baffles rm. Windows or Exiting Doors -Sill Ht. & Dimensions ar ge Fire Protection Framing- operty Line Firewall & Openings Ext. oors-One 3' -Check Garage 3rd Story, 2 Exits 3S airs; Width -Headroom -Rise -Run -Landing -Fire Protection PI od on Roof Overhang -Attic Vents -Rafter Outriggers —5-7.King-Nailing Veneer *-'— Stucco Mesh -Drip Screed -Fd. Vents-Underflr. Access `-altiL, ter Well, Disconnect, Electrical, Plumbing /5V5!azing Area -Glass Protection -Skylights -Plastic 7,4-03 JZ. O' . Shear Walls; Nailing -Bolts, 12ocf S+mpS 4AA, . Glass Protection 61. Brace Interior/Exterior Wall Panels Date (,U,U-5 Gas Test -Meters Tagged, Gas -Electric nsulation-Walls-Ceilings nfiltration-Wal -Windows B- Date C d B-1 Date 9Yffnergy Card B-1 Date Card B-1 Date FINA tans) OK except #'s 96. 64. . Steps -Door & Sidelight Protection -Landings Card B-1 Date Card B-1 6 . Smoke Detector Card B-1 Date Card B-1 6 urnace Vents -clearance -Comb, Air -Connector - I arage; Above Floor-Ducts-Mech.' Protection Comments at Final: SnLdroom Exiting 1-1 6 . G.F.I. & Bath Fixtures & Tub Access -,511a' 69�" 70—,"Stairs c. Trim & Subpanel, Breaker Sizes & Labelsc. Trim & Subpanel, Breaker Sizes & Labels & Rails 71 fireplace or Stove, Clearance -Hearth 7 lec. Outlets at Wood Panel, Int. & Ext. 73 it. Fixt. & Appliance; Ground -Air -Gap -Cooking Clearance Elec. Outlets & Receptacles at Kit. Counter 7&Aarage Fire Door; Swing -Landing -Closure 16,/A.C. Duct in Garage -Damper 7 tr. Htr; Vents -Clearance -Comb. Air Connector-P.R.V. in Garage; Above Floor-Mech. Protection 7 .; Elec. & Mech. Equip. Listed for Location 7 lec. Receptacles in Garage (F.F.I.)-Romex Protection 8 ulation-Foam-Looked in Attic 8 Guard Rails & Deck Construction -Post Caps 8 Fdn. VBents & Crawl Hole Door Drainage & Wood -Earth Clearance Looked under Floor O Yes _ Following Instld./D ' ❑ Yes O No/Walks O Yes O No/Planters O Yes O No tZV$3. 84. Stucco qo -Finish 86"A.C. . Unit Disconnect, Electrical -Plumbing 8 . Vents Above Roof, Plbg-Appliance-Fireplace-Clearance to Openings `-altiL, ter Well, Disconnect, Electrical, Plumbing Exterior Elec. Trim, G.F.I. Receptacle -Underground V ntilation Throughout House 9 . Glass Protection 9" . Corrections from Previous Inspections 9? Gas Test -Meters Tagged, Gas -Electric 93 ?Cater & Sewer Connected -C/O to Grade -HD Approval 9Yffnergy Compliance Certificate -Other Certificates 95..Address Posted 96. Fire Sprinkler Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date- Card B-1 Date Card B-1 Comments at Final: a .rte• _._ � t.- '_ �. ..<_ . .. ._ . r . i - 1 3 j I 1 i 1 . FIBER GLASS BLOWING INSULATION .. ....... : BATTS AND BLANKETS THERMAL PERFORMANCE (ATTIC APPLICATION) When installed in accordance with the man- The stated thermal resistance (R -value) is;provided by installing in accordance with the manufacturer's instructions, ufacturer's recommendations, Knauf balls the required number of bags per 1,000 sq. ft. of net area, at not less than the labeled minimum thickness. Failure to and blankets will provide the full R -value. install both the required number of bags and at least the minimum thickness will result in lower insulation R -value. Bag Weight -Nominal 281bs., Minimum 27 lbs. **R-18 in a 5.5" cavity. Conforms to ASTM C 665 and Federal Specification HH-R521F. " EQUIPMENT REQUIRED F_RAM1,NG ADJUS•TM'E-NT :To achieve labeled R -value, this,product must be applied with a pneumatic blow' To compensate for.framing members, the number of Ing machine and a corrugated hose with.a minimum .25 Internal corrugatioh, a! ; area to be insulates) should be as shownaelow. :minimum lengths of 150 ft.'and;a diametet.of.at-least 3:' Coils in the hose should] JOIST B not be less than 36" in diameter.'Acceptable material feed rate is 5-35 $ ;lbs./minute. Recommended feed rate is 15-25.Ibs./minute. R -VALUE DIMENSIONS 6� D.C. FRAMING 2'x4 37:2- 'BUILDER'�S.tI+NSULA,TIO.,N STATEME"N T' ' R-60 2x6 36.8 2 x'8 36:5 Batts and/or blankets have been installed in conformance with the above recom- 2 x 4 30.5 mendations to provide a thermal resistance of... R-50 2 x 6 30.2 To obtain an insulation resistanceIII (R-vatue) of: R-60 BAGS PER MAXIMUM III SQ. Fr. NET COVERAGE Con teint�s o f t h i s b a g s h notcover more than: should 37.8 26.5 SF MINIMUM WEIGHT PER SQ. Fr. The weight per sq. ft. of installed insulation not be less than: 1.058 lbs. MINIMUM THICKNESS Installed insulation, should not be less than: 23.50" R-50 31.0 32.2 SF .869 lbs. 20.00" R-44 26.9 37.2 SF .753 lbs. 17.75" R-38 22.9 43.6 SF .642 lbs. 15.50" R-30 17.9 55.9 SF .501 lbs. 12.50" R-26 ' ' 15.5 - 64.6 SF- .433 lbs. 11`.00" J" R-22 12.7 78.4 SF .357 lbs. 9.25" R-19 - 10.9 92.0 SF .304 lbs. 8.00" R-13 7.6 131.6 SF. .213 lbs. 5.75" R-11 6.2 161.3 SF .174 lbs. 4.75" This product conforms to the performance requirements of ASTM C 764, Type I, and cancelled Federal Specification HH-1-1030B,,Type 1, Class B. R -values are determined in accordance with C 687 and C 518. " *"R" means resistance to heat Flow: The higherthe R -value; the greater-Ahe insulating power. Ask your seller for the fact sheet on R -values: - ;s per 1,000 sq. ft. of,., 37.3 .37A 36.8 30.6 2 x 8 29.8 30.2 R -Value Thickness 2 x 4 26.3 26.5 R-44 2 x 6 26.0 26.3 Attic Area R- at Inches 2 x 8 25.7 26.0 Sloped Ceilings R- at Inches 2 x 4 22.4 22.5 R-38 2 x 6 22.1 22.3 Walls I +'" R- at l a Inches 2 x 8 21.8 22.1 -_ ..:.� -�. - 2-x 4=- -� " 17:4 _ - _ ` 17.5 -- _Floors Floors (over an unheated crawl space) R- ` at 1 _ Inches R-30 2 x 6 17.1 17.3 2 x 8 16.8 17.1 Crawl Space Perimeter. R- at Inches 2 x 4 15.0 15.1 R-26 2 x 6 14.7 14.9 Date Installed I lJ 2 x 8 2 x 4 14.4 12.3 14.7 12.4 R-22 2 x 6 12.0 12.2 Blown insulation has been installed in conformance with the above 2 x 8 11.7 12.0 recommendations to provide an Revalue of: R -c-' using 2 x 4 10.4 10,5 R-19 2�x 6 10.1. -10.3 bags of this insulation to,cover square feet 2 x 8 9.8 •-- l0.la of ar a a minimum inches. rr., .r ' t_t. R-13,, 2 x 6 T. 7:1 $' . r inesspf ,ti 2x8.k- 4,;e 6.6c tiy�RF'd6:9i' __.2'x4._. ` '•, f 5 7 nu; 5.9 Ins i �%��c�or (s e) � ! x • � zR11 2x6 - 2x8 5.2 5.5 Company Date- uilder (signatur man�� fil r f CLOSED -CAVITY APPLICATION _ e 1 (EXTERIOR SIDEWALL OR FLOORED ATTICS) Co CO Date , •- ,. ••, - Contact Knauf Fiber Glass for more information. BW -AC -08 5/02 Knauf Fiber Glass, One Knauf Drive, Shelbyville, IN 46176 (800) 825.4434 Printed in U.S.A. i 4sjuji. M I T FIBER GLASS BLOWING INSULATION ' BATTS AND BLANKETS When installed in accordance with the man- ufacturer's recommendations, Knauf batts and blankets will provide the full R -value. Bag Weight -Nominal 28 lbs., Minimum 27 lbs. "R-18 in a 5.5" cavity. Conforms to ASTM C 665 and Federal Specification HH -1-521F. EQUIPMENT REQUIRED To achieve labeled R -value, this product must be applied with a pneumatic blow- ing machine and a corrugated hose with a minimum .25" internal corrugation, a minimum length of 150 ft. and a diameter of at least 3:' Coils in the hose should not be less than 36" in diameter. Acceptable material feed rate is 5-35 lbs./minute. Recommended feed rate is 15-25 lbs./minute. THERMAL PERFORMANCE (ATTIC APPLICATION) The stated thermal resistance (R -value) is provided by installing in accordance with the manufacturer's instructions, the required number of bags per 1,000 sq. ft. of net area, at not less than the labeled minimum thickness. Failure to install both the required number of bags and at least the minimum thickness will result in lower insulation R -value. To obtain an insulation resistancerrr R-60 BAGS PER rir SQ. Fr. !i 0, 1 !, N 37.8 MAXIMUM NET COVERAGE Contents of this bag should not cover more than: 26.5 SF MINIMUMWEIGHT PER SQ. Fr. The weight per sq. ft. of installed insulation should not be less than: 1.058 lbs. MINIMUM THICKNESS Installed insulation should not be less than: 23.50" R-50 31.0 32.2 SF ' .869 Ibs. 26.00- R-44 26.9 37.2 SF .753 lbs. 17.75" R-38 22.9 43.6 SF .642 lbs. 15.50" R-30 17.9 55.9 SF .501 lbs. 12.50" R-26 15.5 64.6 SIF `. .433 lbs. 11.00" R-22 12.7 78.4 SF .357 lbs. 9,25" R-19 10.9 92.0 SF .304 lbs. 8.00" R-13 7.6 131.6 SF .213 Ibs. 5.75" R-11 6.2 161.3 SF .174 lbs. 4.75" This product conforms to the performance requirements of ASTM C 764, Type I, and cancelled Federal Specification HH -1.10308, Type I, Class B. R -values are determined in accordance with C 687 and C 518. "'R" means resistance to heat Flow. The higher the R -value, the greater the insulating power. Ask your seller for the fact sheet on R -values. BUILDER'S INSULATION STATEMENT Batts and/or blankets have been installed in conformance with the above recom- mendations to provide a thermal resistance of.. . R -Value Attic Area R- Thickness at Inches Sloped Ceilings R- at 5 Inches Walls R. _at a Inches Floors (over an unheated crawl space) R- at Inches Crawl Space Perimeter R- at Inches Date Installed A -a I lJ� Blown insulation has been installed in conformance with the above recommendations to provide an R -value of: R- using bags of this insulation to cover square feet iminimum mess f inches. A /YN ] s e) _^Company 1 Date Romp -Builder (signatur �( t Co Date CO , v FRAMING ADJUSTMENT To compensate for framing members, the number of bags per 1,000 sq. ft. of area to be insulated should be as shown below- 7R-670 r JOIST 2 x 4 37.2 37.3 2 x 6 36.8 37.1 2 x 8 36.5 36.8 2 x 4 30.5 30.6 R-50 2 x 6 30.2 30.4 2 x 8 29.8 30.2 2 x 4 26.3 26.5 R-44 2 x 6 26.0 26.3 2 x 8 25.7 26.0 2x4 •22.4 22.5 R-38 2 x 6 22.1 22.3 2 x 8 21.8 22.1 -_ 2x4 '--". 17.4 - ` 17.5 R-30 2 x 6 17.1 17.3 2 x 8 16.8 17.1 2 x 4 15.0 15.1 R-26 2 x 6 14.7 14.9 2 x 8 14.4 14.7 2 x 4 12.3 12.4 R-22 2 x 6 3 12.0 12.2 2 x 8 11.7 12.0 2 x 4 10.4 10.5 R-19 2 x 6 10.1 10.3 '2 x 8 9.8 10.1 . 2 x 4 7.1 7.3 R-13 2 x 6 6.8 7.1 2 x 8 6.6 6.9 2 x 4 5.7 5.9. R-11 2x6 5.5 5.7 2 x 8 5.2 5.5 CLOSED -CAVITY APPLICATION (EXTERIOR SIDEWALL OR FLOORED ATTICS) Contact Knauf Fiber Glass for more information. BW -AC -08 5/02 Knauf Fiber Glass, One Knauf Drive, Shelbyville, IN 46176 (800) 825.4434 Printed in U.S.A. INTER-DEPARTMENTAL MEMORANDUM 03 TO: BUILDING DIVISION; OROVILLE Dc@ FROM: tip ENVIR. HEALTH, CHICO DATE: RELEASE ENV. HEALTH HOLD ON BUILDINC, FINAL FOR: OWNER NAME: .'1 t�(,1; SEPTIC: WELL: AP#: () I —6 6) 14(DADDF.ESS/LOCATION: S? Comments: GL/memos/releaseho ld a 4� COUNTY OF BUTTE 1 BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 411 Main Street•• Chico, CA • (530) 891-2751 7 County Center Drive • Oroville, CA • (530) 538-7541 CORRECTION NOTICE . UE -_i PERMIT NO. ' A routine inspection indicates that the following violations of butte county Ordinances exist at the `~ above ad ess and should be corrected. Please notice, this office when correction of work is t comple d. If you have any,questions pertaining to this matter, or need additional explanation, pleas contact this office immediately. • AA I y _ v ..3 REV 10/92 COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 411 Main Street • Chico, CA • (530) 891-2751 7 County Center Drive - Oroville, CA • (530) 538-7541 CORRECTION NOTICE X�4 OWNER PERMIT NO. A routine inspection indicates that the following violations of butte county Ordinances exist at the above address and should be corrected. Please' notice this office when correction of work is completed. If you have any questions pertaining. to this matter, or need additional explanation, please contact this office immediately. COUNTY OF BUTTE z BUILDING. DIVISION *` �9EPARTMENT OF DEVELOPMENT SERVICES, 411 Main Street • Chico, CA • (530) 891-2751 .l. 7 County Center Drive • Oroville, CA • (530) 538`541 CORRECTION NOTICE Z- Aj; -300 OWNER PER T NO. N 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 Y completed. If you have any questions pertaining to this matter, or need additional explanation, Inspector . '' . � � - �' �� -^ � � ` � �' - `' . - ` . � '�� - ^ � `. ' -- ' ` � . . ' . � . ' .' �. '�VVN2R' PER�|TN�� �� � ' �munnnin000vuvnmmoa�ommmem|mwino,io�nonnmuvwpovun�omi�mmmoxm�ammo ~` ( u���m�oa��m� � ����� � �� m� m�w�n�n�� m*nm� � ./m�»|omu� nyvu�avoanyp000nonupo,�a|n|ng��miomano�o,noouuum�wnu|oxp|omuoon.' ` p/oanovvn:m�mioonionimmoma�|y� | � � . � -` � . '' . � � - �' �� -^ � � ` � �' - `' . - ` . � '�� - ^ � `. ' -- ' ` � . . ' . r COUNTY OF BUTTE --� BUILDING DIVISION' DEPARTMENT OF DEVELOPMENT SERVICES 411 Main Street • Chico, CA • (530) 891-2751 7 County Center Drive • Oroville, CA • (530) 53877541 CORRECTION NOTICE OWNER PERMIT NO. A routine inspection indicates that the following violations of butte county Ordinances exist at the abovedress and should be corrected. Please notice this office when correction of work is comp ted. it you have any questions pertaining to this matter, or need additional explanation, Yplearl'ir'H ontact this office immediately. 1 4- o '0 c_ " / r C lc::_, REV 10/92 1� r� ►c --COUNTY OF BUTTE ........... BUILDING, DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 411 Main Street - Chico, -CA - (530) 891-2751 - 7 County Center Drive * Oroville, CA - (530) 538-7541 CORRECTION NOTICE' OWNER PERMIT NO. A routine inspection indicates that the following violations of butte county Ordinances exist at the above address and should be corrected. Please notice this office when correction of work is completed. It you have any questions pertaining to this -.matter, or need additional explanation, please contact this office immediately. &C, ;Cal S: t-,b4n A e A177: Date :21 Inspector. REV 10/92 COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 411 Main Street - Chico, CA - (530) 891-2751 7 County Center Drive - Oroville, CA * (530) 538-7541 CORRECTION NOTICE .-V OWNER PER NO. A routine inspection indicates that the following violations of butte county Ordinances exist at the above vfe ddress and should be corrected- Please notice this office when correction of work is corn eted. If you have any questions per.t@ining to this matter, or need additional explanation, pl, se contact this office immediately. 4. y .0- F Zk Dateq. Inspector REV 10/92 COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DI ION 7 County Center Drive • Oroville, Calijornia 95965 • Telephon j) 538 410 P T O. y( (RevP12/96) APPLICATION AND PERMIT ASSESSOR PARCEL NUMBER ZONING Q11-680-016 P-1 LD I NG PERMIT OWNER SO. FT. OCC. BUILDING VALUATION OWNERS MAILING ADDRESS 190. 566, 00 CONTRACTOR'S NAME TELEPHONE 690 970, 00 856 15408.00 CONTRACTORS MAILING ADDRESS 1051 EDUR A ES CT CHICO, CA 95926 1197 8 379.00 CONSTRUCTION LENDER LENDER'S MAILING ADDRESS Fireplace A 3.000.00 Total Valuation $ ARCHITECT OR ENGINEER LICENSE NO. Filing Fee $ 20.00 Permit Fee $ 1.084.00 ARCHITECT OR ENGINEERS MAILING ADDRESS Plan Checking Fee $ 704.60 BUILDING ADDRESS 107 EAGLE NEST DR. CHICO Energy Plan Checking Fee $ 23.00 $ PERMIT FEE $ 1 831.60 LOT NO. SUBDIVISIONS NAME PARCEL MAP PLUMBING PERMIT Filing Fee 20.00 USEOFSTRUCTURE SF ❑ Duplex ❑ Mobilehome ❑ Other SPECIFY Each Trap '_71 7.00119.0 Solar or heat pump water heater 23.00 Water piping Water 001-5-00 as water heater or vent 15.00 TYPE OF WORK New ❑ Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Describe Work: NEW SINGLE FAMILY W/ATTACHED GARAGE Gas piping system 1 - 5 outlets 2 15.00 Building sewer 15.00 Mobile Home I S I G I WF_- @20.00 PERMIT FEE $ 214.00 ELECTRICAL PERMIT Fling Fee 20.00 "OVOR LESS Main Service 200A OR LESS 23-0023.00 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 16Lic. No. 51-17- 6 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 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 PG,47r_r (11 Ar1cC e1t7% r sA,s✓AA4ecC f%Jt�a Policy Number (The above sections need not be completed if the permit is for work of a valuation of one hundred dollars ($100) or less.) ❑ 1 certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to workers' compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of section 3700 of the Labor Code, I shall o fwith comply wi those provisions. / X Date �J r 7 �UZ-- Sig tura of Applicant - ❑Owner Contractor ❑Agent OSHA ofis required for excavations over 60" deep and demolition or constructionf1 of structures over 3 stories in height. Main Service 200A TO 1000A 46.00NEW , CONST. DWELLING UP. so -153.4 OR ADDNS. b Acc. �S. 3.5;W15 3 . 4 NON-RESIUT. MULTI -OUTLET 97.50 POWER APPARATUS 8 SINGLE 011ILEr CIR. EX. Occup. OUTLET OR FDCTUREs BAL 9 .50 Ex. Occup. ouTLEEorsA AEEsID.) En 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wirina 23.00 PERMIT, FEE $ 196.47 MECHANICAL PERMIT Fling Fee 20.00 Heating 2 125. 50.00. Cooling 2 2 5 . 50.00 Hood 1 6.50 Ventilation 3 PERMIT FEE $ 140.00 Mobile Home Installation Fee $ Energy Inspection Fee$ 6 . 00 occ R _ 3 / CONST. TYPE VN TOT FEE $� ,� 7 HAz. F P ooD TT CDF^ C HD ISS _� This permit is hereby Issued under of the Butte County Code and/or indicated above for which fees have By c�Aa PERMIT EXPIRES ON 2WHITE-D.D.S.-B.D. the applicable provisions Resolutions to do work been paid. �p ate (/ V te Receipt No. 364106 >2 343.77 CANARY -ASSESSOR PINK -INSPECTOR GOLDENROD -APPLICANT COUNTY OF BUTTE-DEPARTAegM'Ol`tDEVELOPMENT SERVIC .UILDI G DIVISION 7 County Center Drive, O o i f ,,CA�959�65 Phone (530)538-7541Zax1(5V,)538-2I40 PERMIT APPLICATION DATA SHEE ,OWNER: ( / ASSESSOR PARCEL NUMBER A V Dl Proposed Building Use:�T Counter Technician: - Date: / J Items required in order to appy; for a permit. All boxes' MUST be checked OR marked NA in order to apply. 1.. Plot plans, 3 or 4 sets, signedty the preparer of the plans. 2. Complete plans, 3 or 4 sets, signed by the preparer of the plans. 3. ' Engineered plans, 3 or 4 sets, with wet signature on plans AND 2 sets of stamped and signed calculations. 4. Engineered truss details and layouts in duplicate. No faxes! 5. Energy compliance design and supporting documentation in duplicate. ❑ 6. Manufactured homes. (A) Data sheets and installation instructions, (B) Marriage line informatio7(C),loor PIa , (D) Tie down or foundation plans, all in duplicate. ❑ 7. Metal buildings: (A) Metal Building Plans, (B) Foundation plans and calculations in triplicate, (C) Elevation vies 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.�Ihe.permit will be indexed and returned to the plan review line-up when required items are received. f 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 ..................................... 0 12. Hazardous Material Form............................................................................... _ ❑ 13. Other Re ai g it ms needed to issupermit. (May require additional plan review upon receipt of the following items.) Fees as shown on the alta ed Schedule of Fees Due Sheet .................. . 0 15. tatement of Intent for Non -heated and A/C Buildings ................a,'�j.: Q 3 anitation and plot plan approval from the Environmental Health Department in -$'A- ❑�7. ty of Chico Plumbing permit .........................J . fd' 1 alifornia Department of Forestry plan pproval Cfipaid. Sent. -by:[ � �............... Planning approval for (A) Use: ,vok(B)Parking: (C) Parc I Check: 5i�G 0. Contact Land Development about ❑ Improvements, ❑ Drainage... . I Q, .0 ��03 '1. Encroachment Permit for driveway from the Public Works Dept. (construction approval prior to occupancy). Pre-Inspectiorr for required ................ 23. Contractor's license information. (Number, Name Style, Classification) ...................... ❑ 24. Worker's Compensation Carrier and Policy Number ..............:.............................. ❑ 25. Owner -Builder Verification (❑ Given to owner, ❑ Mailed to owner) ..................... ❑ 126. Letter of Signature authorization.................................................................... 27. Recorded copy of Agricultural Acknowledgment Statement .................................... Tr'Z ❑ 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. $ a ❑ 31. Other: When issued Telep e i — On r . and hold for pickup. 15�0�'T Q p?c ` �� 3 G 1< �... r m. -t 5� /� ev/.67o /ad GS I have been inform9 oft a abo ,, tems and requirements for obtaining a building permit. Applicant: v ' ff _ Datv--'q' -, -1 - 0 Z" 1. Index permit/application for the above items numbered• i/� / Plan Check Letter 2. Additional items required Contractor, designer, owner, was advised cf the above data by ❑ phone, ❑ mail, ❑ counter, b,-,--- Contractor, y _ Contractor, designer, owner, was advised of the above data by ❑ phone, ❑ mail, ❑ counter, y Date: Plans reviewed by: Date: ��(� Plans approved by: G Date: Zo Structural reviewed by: Date: Structural approved by: 14 t:- Date: Z ?-,o Note transfer by: Date: 412,073 Yell w- Ru dino Divkinn . 4 I' C� Building Depa�tment— FROM: Environmental Health SUBJECT: Sanitation Clearance I Ownbr Plan Approv d f r: Sewage Dispc Clearance for dwelling. Other Hold final for: ' clear 0.K: er.. NOTE: l �- 3 � e s Location 8 Watiier Supply: E.H. USE ONLY Plot Plan Attached _Floor Plan Attsshod r §®fltto S.D. 011-(O�D-01 � AP# blip A Private Well � —4/("/ - _ -AJ L( A Environmental Health Specialist Date ��- 8/96 COUNT' OF BUTTE DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965 - TELEPHONE (530) 538-7541 j SCHEDULE OF FEES DUE OWNER r - 1 L• A.P. # PROPOS • D BUILDING USE )TA-rnt I DATE RECEIPT # DATE REC. BUILDING PERMIT FEES alance Due .................. .. $ V Additional Fees Due Additional Fees Due ................. $ Revised Plan Checking Fee .............$ SCHOOL DISTRICT FEES l �� I e 0 � � Vl, f r,�� Z(paid at District Office) (Available after Plan Check) 3. SHERIFF FEES (paid at Building Division) (n1)0 Residential ...................... 360 00.= $ ` 7� /�)��, '� %��Z 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. 4 5 RECREATIONAL DISTRICT FEESL_I `a (paid at District Office) (Available after Plan Check) 6. THERMALITO DRAINAGE DISTRICT FEES $510.00 (paid at Building Division) 7. § —FIRE INSPECTION AND PLAN CHECK i. 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 MW r I&)-12-62-1f- At )62-11 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 duringothe plan checking process. APPLICANT +� r ' DATE '0/, -7 i Pursuant to G6vernment Code Section 66020, you are hereby notified that items 2, 3, 4, 5, 6, 7, 8, 9, and 10 above may have been imposed on your project. You have 90 days from the date of approval of the project or from the imposition of the above mentioned items during which you may protest. The requirements for a protest are specified in Government Code Section 66020(a). Original - Buiding Div. 2nd Copy - Applicant 3rd Copy - Owner ' (Rev. 6/00) AND WHEN RECORDED MAIL TO: BUTTE COUNTY BUILDING DIVISION 7 COUNTY CENTER DRIVE OROVILLE, CA 95965 Recorded Official Reoords (*o(Jnt Of BUT 2 CAND6 ('.E J. CtR BBE' Recorder ROSEMARY DICKSON' ;assistant 02:23M 30 -Dec -260 REC FEE. 13.00 COPIES .s, GAO Alyce PaQe I of 3 AGRICULTURAL STATEMENT OF ACKNOWLEDGMENT FOR RESIDENTIAL DEVELOPMENT Section 26-8 of the Butte County Code required this acknowledgment to be recorded prior to issuance of a building permit. The property described herein is adjacent to land or included within an area zoned for agricultural purposes, and residents of this property may be subject to inconveniences or discomfort from the use of agricultural chemicals, including, but not limited to herbicides, pesticides, and fertilizers; and from the pursuit of agricultural operations including, but not limited to cultivation, plowing, spraying, pruning, and harvesting which occasionally generate dust, smoke, noise, and odor. Butte County has established agricultural purposes and residents within said zones and on adjacent property should be prepared to accept such inconvenience or discomfort from normal, necessary farm operations. All that real property situate in the County of Butte, State of California, described as follows: SLC 0-7 i l}ct f—&-0 '2 . P�} G'.L-_-�: . State of California County of �5A� On PROPERTY OWNERS: before me, personally appeared) `.`-'i ! -a C_ _ ersonaily known to me or proved to me on the basis of satisfactory evidence to be the person�(�js whose names ` r&)subscribed to the within Instrument and acknowledged to me that h he executed the same in hirsftr eii'authorized capacit (ie, and that by hisdmX their ignature(Q on the instrument, the person(y, or the entity upon behalf of which the'ptrsorio acted, executed the instrument. "'_WITNESS my hand and official seal. Signature D Seal A.P. # II -�, �� 0 @�_'�NITAGREGORYw COMM. # 1369979 �A NOTARY PUBLIC -CALIFORNIA COMM. ECP. COUNTY PT. 6, 2006 - 9IF 30070 PARCEL I-A- . ALL THAT PORTION OF SECTION 2, TOWNSHIP 21 NORTH, RANGE 2 EAST, N.D,B. i K., LYING NORTH OF THE SKYWAY AND SOUTH OF THE BLUFP a LINE AND WEST OF THAT 350 FOOT PACIFIC GAS AND ELECTRIC COMPANY RIGHT OF WAY RECORDED IN BOOK 1286, PAGE 643, OFFICIAL RECORDS. % r�;>:::::.: ,z :j�iS:`C r'-.-'+I:+ri% •�= •"-r..,% PARCEL I-H, t"c i•`..p� Yyf r''t` :�'� �>�5�5:> ALL THAT PORTION O # `"%}�:•`-'^ �iy;G:': :`;J'3�:`?:;c=i ?j ` P SECTION:3, TOWNSHIP 21 NORTH, RANGE 2• EAST, N.O.B. ;•. i M.,' LYING NORTH OF THESKYWAY AND SOUTH OF THE BLUFF LINE AND LYING EAST OF SKANSEN SUBDIVISION NO'. 1 RECORDED OCTOBER 23, 1967, IN BOOK 35 OF NAPS, AT PAGES 24 ANO 25. EXCEPTING THEREFROM THE FOLLOWING DESCRIBED PARCEL OF LAND: -COMMENCING AT THE 'NORTHWEST CORNER OF SECTION 3, TOWNSHIP 21 NORTH, RANGE 2 EAST, N.O.B. 6 M.; THENCE SOUTH 00 DEG. 24' WEST 3,003.97 FEET TO A POINT ON THE SOUTHERLY RIGHT OF WAY LINE OF • THE CHICO-PARADISE SKYWAY: THENCE ALONG SAID SKYWAY LINE NORTH 83 !� DEG. 14! EAST 4,032.18 FEET TO THE TRUE POINT OF BEGINNING FOR THE PARCEL HEREIN DESCRIBED: THENCE FROM SAID TRUE POINT OF BEGINNING, CONTINUING ALONG SAID SKYWAY LINE-ON THE ARC OF A i 2,040 FOOT RADIUS CURVE TO THE LEFT THROUGH A CENTRAL ANGLE OF 10 ,ti-DEG. 55' AN ARC LENGTH OF 388.68 FEET; THENCE LEAVING SAID SKYWAY LINE AND RUNNING SOUTH 17 DEG. 414 WEST 139.44 FEET TO A POINT ON mi, m THE SOUTHERLY LINE OF THE STIRUW(; BRANCH OF THE SOUTiMM PACIFIC RAILROAD; THENCE ALONG SAID RAILROAD LINE NORTH 83 DEG. 1{9 WEST 412.74 FEET; THENCE NORTH 06 DEC. 461 WEST 100.00 FEET TO THE POINT OF BEGINNING. PARS II A: A PORTION OF SECTION 3, TOWNSHIP 21 NORTH, RANGE 2 EAST, M.O.B. i M., AND MORE PARTICULARLY DESCRIBED AS FOLLOWS: COMaNCING AT THE NORTHWEST CORNER OF SAID SECTION 3: THENCE SOUTH 76 DEG. 53' 23" EAST, 3,537.25 FEET TO THE TRUE POINT OF 2 ?`• �K2 : ~'r BEGINNING FOR THE PARCEL HEREIN DESCRIBED; THENCE FROM SAID TRUE .1". POINT OF BEGINNING,SOUTH 16 DEC. 414 50�' EAST, ' 229.72 FEET; THENCE SOUTH 73 DEG. .36' .38" EAST, 230.36 FEET; THENCE NORTH 65 DEG. 00, EAST, 217.77 FEET; THENCE NORTH 64 DEG. 37' 21" EAST, 321.95 FEET; THENCE NORTH 40 DEG., 45! WEST, 541.39 FEET; THENCE SOUTH 88 DEG. 424 WEST, 645-00 FEET; THENCE SOUTH '08 DEC. 40' WEST, 359.72 FEET; THENCE NORTH 86 DEG. 52' 41^ EAST, 277.59 FEET . TO THE POINT OF BEGINNING. CONTINUED :. ... :. 9•0* -30070 AN ACCESS EASEMENT TO THE SEWAGE FACILITIES OF THE COUNTY SERVICE % AREA NO. 21 OVER A PORTION OF SECTION Q, TOWNSHIP 21 NORTH, RANGE 2 EAST, K.D. B. & M., AS DESCRIBED IN THE EASEMENT DEED RECORDED "OCTOBER 26, 1983, IN BOOR 2878, PAGE 588, OFFICIAL RECORDS. PARCEL II—C- A 30 FOOT WIDE ACCESS PASE20VT TO THE SEWAGE FACILITIES OF THE • - ': ` ..\ COUNTY SERVICE AREA NO. 21 OVER A PORTION OF SECTION 4, _ TOWNSHIP 21 NORTH EAST, K.D. B. 4 K. AS DESCRIBED 'A. , IN EASEMENTDEED RECORDED OCTOBER 26, 1983, ]27 BOOR 2878 THE • PAGE 592, OFFICIAL RECORDS. . PARCHL TI -0. A ]O FOOT W3:Ctk AOCESS.EASEHENT TO THE SEWAGE FACILITIES • OF THE COUNTY SERVICE AREA NO. 21 OVER A PORTION OF SECTION 3, TOWNSHIP 21" NORTH, RANGE 2 EAST, K.O.B. i K., AS DESCRIBED IN THE. EASEMENT DEED RECORDED OCTOBER 26, 1983, IN BOOR 2878, PAGE 595, OFFICIAL RECORDS. PARCEL ZI—B- A 30 FOOT WIDE ACCESS EASEMENT TO THE SEWAGE FACILITIES OF THE COUNTY SERVICE AREA NO. 21 OVER A PORTION OF SECTION 3, -TOWNSHIP. ••� 21 NORTH, RANGE 2 EAST, K.D.B. i K., AS DESCRIBED IN THE EAASSEMMEEN�T OCTOBER * !R+ 26 1983 IN BOOR 2878, PAGE 598, 0�I-�.yfyyZr—I�GWaYAI. I I RECORDS. ` _ _' • AN AN ACCESS EASEMENT TO THE SEWAGE FACILITIES OF THE COUNTY SERVICE ? AREA NO. 21 OVER A PORTION OF SECTION 3, TOWNSHIP 21 NORTH, aiANGE 2 EAST, K.D.B. i M., AS DESCRIBED IN TSE EASEMENT DEED RECORDED OCTOBER 26, 1983, .IN BOOR 2878, PAGE 601, OFFICIAL RECORDS. 1 - tint K7ti4r'..•: t�':�: 7t•: .bb �.�y+;:2i�\>.iif�:`bj '.)f���� .��+..r.r+°1`^r�"'T't'.�hh`�iR�.ii'�'7?w-r 3�r •T i�"�T'�,-rr.-,,,ry-„,���....:t..,,-� rr„�..' T .•. .l+�y,,,,,v �,.. . '�^,...�t„�ri�,,,-.qtr ..,;Z ,t...:`s:r:T+aYrr•�'lr"�vi / BUTTE COUNTY SCHOOLS IMPACT FEE CERTIFICATION FORM (One form per Building) School District Building Department No. A.P. Number ei lQ�� 0Jurisdiction: City County Property Owner/ / /IL Property Location/Address Subdivision Residential Development No of Living Units Commercial/Industrial New 1 Building Department Representative Mobile Installation t. Addition Lot No. Sq. Footage `� 9 Addition/ *Supplemental to (Group R) Conversion Permit # `(No foundation,inspectio6) :............^.:.F...:..: t....:.................................................. .............................. Sq. Footage (Including Exterior Roofed Areas) Date (Floor Plans reviewed by School District Personnel) District Identification No. 0 so 32. V School District certifies that (Applicant) (Street Add►ess (Phone Number) 96(City) • (State) (Zip Code) `� �% has complied with the requirements of Resolution No. by payment of $ / �5�iT -representing 1,35079 square feet.AB 2926 $ ..w..,.. , . ,- ^-_ . ?"”. •. "'a" a 4 """" <r JJFULL MITIGATION S School District Representative Date Paid by Check # 0/17 Remarks: Notice: You may protest the imposition of the fees identified above by submitting a written protest to the District, in compliance with Government Code Section 66020(a), within 90 days from the date fees are paid. Failure to submit a timely written protest will prohibit you from challenging the imposition of the fees in any court action. If, subsequent to the School District Representative signing this Butte County Schools Impact Fee Certification Form, the School District is notified by the applicable Local Planning Agency that this project is being reviewed under the California Environmental Quality Act (CEQA), this project may be subject to additional school fees to fully mitigate its impact on the school district's schools. White (applicant), Yellow (building department), Pink (school district) feeform.xls (10/98)dmm ✓'iI-"i..e-. ,, N 'i'�.•�.•;yjl'^'1r'«;svrw.��.✓w.•�+��1.'y...(i-y+;N:r''-''r..,r.,.rrr+..S''+rrr ke"'Y+y.�i^^'''K'tr'� .'�^+11Cen;✓Pt.•-+.+-,.,.7•+.. lh,rr ;*�.• , �„ .�. BUTTE COUNTY�PARKS DEV=PMSNT FEE CERTIFICATION FORK CHICO'AREA RECREATION AND PARK DISTRICT Assessor Parcel Numbers) I 6 WQ 01 (0 Property Owner , Project Location/Atddres,s U Subdivision ��/ # Yc/ Lot Number(s) Residential Development: (check one) xNew Development _Alteration/Addition _Mobilehome.(s) _Non -Residential to Residential Total Number of Dwelling Units e/�/I,G�. ! Comment: BuildMg Department Repr s ntative Date Chico Area Recreation and Park Distric:M-CARD) certifies that (Appli antnName) ('Phone Number) ' S`'�� l'I�Str O � Cuhfaa Nc.�.cvs (Street Address) (City)' (State) (Zip Code) has complied. with the requirements,�.of • Butte Co . .�Resout. ° No'.; .,{ 90,,: 140-, by. payment for dwelling units @ $1,189 for total payment of $' L - Ln__42 CARD Representative Date • 't PAID BY CHECK NO. t 01 g RE RKS: BANK NO. PAID BY CASH 1 RECEIPT NO. 12/18/02 49753 1.0:48AM }XMTAL s11 xib Distribution: White --Applicant Yellow --Butte Co. Building Dept. Pink --CARD Goldenrod --City of Chico Building Dept. park.fec (form revised 11/90 l' Sent By: BUTTE CO ENVIRONMENTALHEALTH; . 530895, 6512; Feb -4-03 4:02PM; :. 'Page, 1,/3 j 'Rm. Pho AamUM so" a N.V. Building Department FROM: Environmental Heltri r SUBJECT: Sanitation Clearan`ce`. ;r . to- k O r Location AP# Plan Approv f r: Sewage DiBposa IWater Supply: PublIL Private Well Cle rance fordwelling..Ottier. Qe Hold final far: lean O.K. f r. NOTE. If En onmental Health SpecialiS Date - ,.. ^4L �-0 3 ��. 0—IY0 a t. 1 Sent By: BUTTE CO ENVIRONMENTALHEALTH; 530 895 6512; Feb -4-03 4:03PM; Page 213 Don Lind Lot 16 Eagles Nest Dr. AP#011-680-016 Conditions for Sewap-c Di-sposaf'. - Nrinit Dated October 30, 2002 L Tank location per plan. imurn setback 5'fTorn property line or any structure. 2. Pump and components stili be manufactured and supplied by Orenco Systems Inc. unless substitution alluwedby subdivision engineer. 3. 24-hour tank tightnessteki:'.Connect inlet sewer line (stub okay if elevated or capped) to tank- with inlet tee and'el . �oxy . seal for water test; fill the tank with water to bottom of manhole lid and let sit.. fi#'ii least a day before calling the inspector to start the test. Backfilling around the-tahki"is not recommended until the tank passes (or leave at least top three feet (T) of taA-.':ex­: posed). 4. Install risers with a wateitiot seal (no water should enter tank). 5. Test run of pump for fini.l. ihipection. Pump may be installed prior to tank tightness test, however, if tank fails waterii'lest, the pump may require removal. Allow inspection of sewer tight line and sewer gate valve. 6. Minimum depth for sew . I . i . ne is twelve inches (12"). Sent By: BUTTE CO ENVIRONMENTALHEALTH; 530 895 6512; :. 4 0 0 Feb -4-03 4:03PM; A Page 3/3 LE COMMON AREA — I No Access " es,4•Sp. E Strip 1s2).,s. IY NOTES I. THIS ADDITIONAL INFORMATION -SHEET SHOWS INFORMATION , IS FOR ADDITIONAL INFORMATIONAL PURPOSES ONLY, DESCRIBING CONDITIONS AT THE TIME OF ADDITIONAL IS NOT INTENDED TO FILING AND AFFECT RECORD TITLE INTEREST. 2. THERE SHALL BEA 10 FOOT RADIUS NO DEV AROUND ALL"SIDALICIA ROBUSTA PLANT POPULATIONS q ND A � 5 FOOT RADIUS NO DEVELOPMENT AREA ARO DEVELOPMENT ZONE LARIA EASTWOODIAE POPULATIONS. NO DEV AROUND ALL SHALL IL_ MEAN NO LANDSCAPING, SOIL DISRUPTION, VEGETATION REMOVAL. PLACEMENT OF DECKS OR CONSTRUCTION DEVELOPMENT SHALL �L. AL, IS TO LEAVE THE LAND IN ITS NATURAL STATE. AS AN ALTERNATIVE ;�..,. ON OF ANY KIND. THE_'INTENT THE PLANT POPULATION CALIFORNIA DEPARTMENT IS RE AND. GAD WITH APPROVAL FRO VE FISH AND. GAME. FROM �. AN LOTS I I THROUGH 20 SOIL CUTS_AND F ... y BUIL-`DING FOOTPRINT QREq=SHAL-L BE LIMITED TO -` _" t THE DESIGN_OF ILLS OUTSIDE OF THE T_,HEiBU1L-DINGS�S -AL.L CONFORM TOTHE N TURA j TOPOGRAPHY OF EACH LOT TO MINIMIHE RE LF. FIS. DU L IRED COTS `AND .4• NATURAL VEGETATION WILL B ' FEASIBLE.AREAS.IALL TREES OTAIINED ELSEWHERE ON T E RETAINED IN THE NO DEVELOPMENT PARCEL VER 6 ,. 2 FEET ABOVE GRADE, SHALL ERETAIN DIAMETER S ASM MEASURED WHERE DISEASED OR REMOVAL IS NEEDED FOR ROAD PURPOSES OR H ED UNLESS THEY ARE CONSTRUCTION. HOME 5. CONSTRUCTION SITE PREPARATION AND SOIL DISRUPTION SHALL BE LIMITED TO THE SEASON. MAY THROUGH OCTOBER. DRY S M cE O O r 3 C/f W N O N C39 E e P t� _ 91.9)' 0 28 .00, c A SE t t )95.2 LAVA 36B.00• " a314.'50. E COMMON AREA — I No Access " es,4•Sp. E Strip 1s2).,s. IY NOTES I. THIS ADDITIONAL INFORMATION -SHEET SHOWS INFORMATION , IS FOR ADDITIONAL INFORMATIONAL PURPOSES ONLY, DESCRIBING CONDITIONS AT THE TIME OF ADDITIONAL IS NOT INTENDED TO FILING AND AFFECT RECORD TITLE INTEREST. 2. THERE SHALL BEA 10 FOOT RADIUS NO DEV AROUND ALL"SIDALICIA ROBUSTA PLANT POPULATIONS q ND A � 5 FOOT RADIUS NO DEVELOPMENT AREA ARO DEVELOPMENT ZONE LARIA EASTWOODIAE POPULATIONS. NO DEV AROUND ALL SHALL IL_ MEAN NO LANDSCAPING, SOIL DISRUPTION, VEGETATION REMOVAL. PLACEMENT OF DECKS OR CONSTRUCTION DEVELOPMENT SHALL �L. AL, IS TO LEAVE THE LAND IN ITS NATURAL STATE. AS AN ALTERNATIVE ;�..,. ON OF ANY KIND. THE_'INTENT THE PLANT POPULATION CALIFORNIA DEPARTMENT IS RE AND. GAD WITH APPROVAL FRO VE FISH AND. GAME. FROM �. AN LOTS I I THROUGH 20 SOIL CUTS_AND F ... y BUIL-`DING FOOTPRINT QREq=SHAL-L BE LIMITED TO -` _" t THE DESIGN_OF ILLS OUTSIDE OF THE T_,HEiBU1L-DINGS�S -AL.L CONFORM TOTHE N TURA j TOPOGRAPHY OF EACH LOT TO MINIMIHE RE LF. FIS. DU L IRED COTS `AND .4• NATURAL VEGETATION WILL B ' FEASIBLE.AREAS.IALL TREES OTAIINED ELSEWHERE ON T E RETAINED IN THE NO DEVELOPMENT PARCEL VER 6 ,. 2 FEET ABOVE GRADE, SHALL ERETAIN DIAMETER S ASM MEASURED WHERE DISEASED OR REMOVAL IS NEEDED FOR ROAD PURPOSES OR H ED UNLESS THEY ARE CONSTRUCTION. HOME 5. CONSTRUCTION SITE PREPARATION AND SOIL DISRUPTION SHALL BE LIMITED TO THE SEASON. MAY THROUGH OCTOBER. DRY S PROJECT PROCESSING RECORD Applicant: Com` Owner: A.P. #: Permit #:� 3a©� Work Description: Date Description of Step or Status &OeA � - Z z . /,-/LC- AbU0sED BUD Y amu- v/M s 0ic 0a -(57A ll P/ A) 6 6vND171,gV5 /o�-A CuT 1407IL f S%At-%U!0.0fL /S sins &US/oA -SI-VH�i�l�tl�' u d.A Gonne-&% �r KeUi eAk) reu evec{ , o PROJECT PROCESSING RECORD II Applicant: Owner: A.P. #: 0 �(�c�� _ �p Permit #: Work Description: Date Description of Step or Status -0 3 CIOt l.o�> . 00 00t PL A4U. I l 1 �,,I,1�D1e FIN BINNIVEMIM W iAMAMi • s <' ' t L -, BEAM and STRAP 2%, END DISTANCE Typical LSTA Installation (hanger not shown) 2'h - END DISTANCE BEAM and is-- STRAP Typical LSTA Installation (hanger not shown) Model Plate Notch N0. Width a'eK Foo * n Zea< RPS18 2x4 i5 5y2" �sh-RPs18a221 RP$28� RPS22 2x6 < 5y° RPS78 RPS22 RPS28 2x4 < 1'2„ RPS28 (INCOMPLETE NAIL PATTERN SHOWN) Typical RPS RPS Installation f L — ►' f `rp� r PS218 and PS418 P h' 11, Clear fasteners Span (Total) -.Tension fasteners (Total) Allowable Tension Loads Nails ����� (133) (160) Model] "81 jGa 12-16d 810 1080 1225 16-10d 905 1205 $725 12-16d 810 1080 No. LSTA9 LSTA12 LSTA15 LSTA18 LSTA21 LSTA24 ST292 ST2122 ST2115 ST2215 20 14 9 8-10d 450 605 14 12 10-10d 565 755 905 1 15 12-10d 680 905 1085 1 , 18 14-10d 790 1055 1265 14 21 16-10d 905 1205 1295 1Y4 24 18-10d 1015 1295 1295 2 9 12-16d 790 1055 1130 2& 2 16-16d 1070 1425 1505 , 16 10-16d 450 600�1715 00 2 16 20-16d 1270 1695 95 LSTA30 18 14 30 22-lOd 1255 1670 LSTA36 14 36 26-10d 1480 1715 1715 LST149 3Y4 49 32-10dxly2 1455 1940 2330 LST173 3Y4 73 48-10dxlY2 2185 2910 3495 MSTA9 ly4 9 8-10d 455 610 730 MSTA12 1y4 12 10-10d 570 760 910 MSTA15 1Y, 15 12-1Od 685 910 1095 MSTA18 1y4 18 14-10d 800 1065 1275 MSTA21 14 21 16-10d 910 1215 1460 MSTA24 14 24 18-10d 1025 1370 1640 MSTA30 16 14 30 22-1Od 1265 1685 2025 MSTA36 14 36 26-10d 1495 1995 2135 ST6215 2X 165 20-16d 1330 1775 2130 ST6224 2y 23 28-16d 1890 2520 2630 ST9 1, 9 8 16d 530 705 850 ST12 1, 11 10-16d 665 885 1065 IST18 ST22 1y4 17% 14-16d 900 1200 1200 1 , 21 18-16d 1025 1370 1370 MSTC28 3 28 , 36-16d sinkers 2070 2760 3310 MSTC40 3 404 52-16d sinkers 2990 3985 4740 MSTC52 3 52Y4 62-16d sinkers 3555 4740 4740 MSTC66 14 I 3 653; 76-16d sinkers 4390!735 5 5855 MSTC78 3 77% 76-16d sinkers 43905 5855 ST6236_ 2y16 33'3( 40-16d 2575 0 3430 FHA6 12 1X 2X 2X 2X, 2X. 2X6 1X6 6 8-16d 550 885FHA9 17 9 8-16d 550 885 FHAl2 1r 1 lye 8-16d 550 735 885 FHA18 17 4 8-16d 550 735 885 FHA24 23y 8 -16d 550 735 885 FHA30 30 8-16d 550 735 885 MST126 26 26-10dxly2 1130 1510 1810 MST136 36 36-10dxly2 2505 MST148 48 48-10dx1 2135 2850 3420 MSTI60 60 60-10dxly2 4415 MST172 72 72-10dxly, 3310 4415 4725 BEAM and STRAP 2%, END DISTANCE Typical LSTA Installation (hanger not shown) 2'h - END DISTANCE BEAM and is-- STRAP Typical LSTA Installation (hanger not shown) Model Plate Notch N0. Width a'eK Foo * n Zea< RPS18 2x4 i5 5y2" �sh-RPs18a221 RP$28� RPS22 2x6 < 5y° RPS78 RPS22 RPS28 2x4 < 1'2„ RPS28 (INCOMPLETE NAIL PATTERN SHOWN) Typical RPS RPS Installation f L — ►' f `rp� r PS218 and PS418 P h' 11, Typical PS720 Installation F Ga Dimensions Bolts W L 0ty Dia 2 18 4 7 1 4 18 4 5 63, 20 8 y i Clear fasteners Span (Total) -.Tension ensions Fasteners (Total) Allowable Tension Loads (160) Model] 18 jGa W Bolts Nails 1225 1470 Bolts$ 18 No. 2145 2575 L Nails Qty Dia Floor (133) (160) Floor (133 ) (160) 4050 4415 PS 18 – 5035 PS720 31W t'h' Typical PS720 Installation F Ga Dimensions Bolts W L 0ty Dia 2 18 4 7 1 4 18 4 5 63, 20 8 y i o Floor -to -Floor Clear Span Table Model No. Clear fasteners Span (Total) -.Tension ensions Fasteners (Total) Allowable Tension Loads (160) Model] 18 jGa 920 Bolts Nails 1225 1470 Bolts$ 18 No. 2145 2575 L Nails Qty Dia Floor (133) (160) Floor (133 ) (160) 4050 4415 MSTC66 18 64-16d sinker 5035 ( ) (100) 68-16d sinker 5350 MST27 12 2y, 2y, i 2y,- 27 30-16d 37y142 -16d 48 146-16d 4 6 8 y 2070 2760 2860 —'3815 3345 i 4460 12790 3815 4460 1295 1725 1825 2435 2225 2970 ' 2070 2920 3560 MST37 MST48 MST602 10 2285 60 56-16d 10 4350 5800 5800 2670 3565 4275 MST72 3330 , 2 6 72 56-16d 10 4350 5800 5800 2670 3565 4275 HST2 7 2y 21y, — 6 5800 5800 3130 4175 5005 HST5 975 5 21 , — 12 V. — — — 6385 8510 10210 HST3 3 3 25 — 6 4 — — _41 4645 6195 7435 HST6 -- 3680 3830 6 25 7 y -- 12 3; -=L - - _ 9350 12465) 14955 - — o Floor -to -Floor Clear Span Table Model No. Clear fasteners Span (Total) -.Tension Allowable Load (133) (160) MSTC28 _ 18 12-16d sinker 920 1105 16 16-16d sinker 1225 1470 MSTC40 18 28-16d sinker 2145 2575 16 36-16d sinker 2455 2945 MSTC521 18 16 44-16d sinker 48-16d sinker 3375 3680 4050 4415 MSTC66 18 64-16d sinker 5035 5855 16 68-16d sinker 5350 5855 MSTC78 18 80-16d sinker 5855 16 80-16d sinker _5855 5855 5855 MST37 18 20-16d 1905 2285 16 22-16d 2100 2515 MST48 1 18 32-16d 3135 3765 16 34-16d 3330 , 4000 MST60 18 16 46-16d 48-16d 4785 5740 4990 5800 MST72Ag 18 56-16d 5800 5800 5800 5800 MST136 810 975 930 1115 MST148 16 28-10dx1'/2 1545 1855 1660 1990 MST160 1 18 16 38-10dx1'h2330 40-10dx1'/2 2800 2455 2945 MST172 18 50-1Odx1'/2 16 52-10dx1'/z 3065 3190 3680 3830 1. Loads have been increased 33% and 60% for earthquake or wind loading with no further increase allowed. Floor loads may not be increased for other load durations. 2.1Odx1'/a' nails may be substituted where 16d sinkers are specified at 0.80 of the table loads. 3.10d commons may be substituted where 16d sinkers are specified at 100% of table loads. 4.16d sinkers (9 gauge x 3'/4') or 10d commons may be substituted where 16d commons are specified at 0.84 of the table loads. 5.Allowable bolt loads are based on parallel -to -grain loading and these minimum member thicknesses: MST -2'/z'; HST2 and HST5-4'; HST3 and HST6-41h'. 6. PS strap design loads must be determined by the building designer for each installation. Bolts are installed both perpendicular and parallel -to-grain. 7. Use half of the nails at each member being connected to achieve the listed loads. 8. For lap splice details, refer to T-CMST. g-1 c% D $ — 131 _ 1 Hill, Randy 02-3003.01 2/4/03 L STRUCTURAL COMMENTS O 1 Provide ICBO Evaluation (listing) for Trulox connectors. The Evaluation 7 provided by Alpine shows compliance with the 1994 UBC; please provide a current evaluation showing compliance with the 1997 UBC. If pinning is proposed at Detail 3/S-3, provide calculations substantiating the +7 pinning specifications provided by letter. Note also that pinning will not be permitted to resist overturning without calculations and pull tests. Modify detail 3/S-3to show pinning. S j}�Aaa c l ur ,. See� 3. It is my understanding that a 10' — 12' cut slope exists, without retaining wall. If the slope exceeds 2:1, provide soils engineer report and justification addressing the stability of the slope. Alternatively, provide a retaining wall designed to hold rr�0rIFs i -ti Is 4 n To SHO W .SlAA Psora! it. APPL11 cJkTLC>N T8 )k^ -1W e-N1P M�i> eoNh 1 TION S,Jr3M11Tler> TU, PLANP4346 Keith Long Plan Review Consultant YJET-A-IL-S ATT'�t1%=—V L NorthStar - ENGINEERING Civil Engineers • Surveyors Job #: 7975 Date: December 18, 2002 Keith Long c - Plan Review Consultant Department of Development Services 07 - : Building Division 7 County Center Drive Oroville, CA 95965 • . , Reply to elan check dated December 9 2002 for: Randy Hill (Hill residence) 107 Eagle Nest Drive - Chico, CAz7 APN: 0 11-680-016 Y A Building permit no.: 02-3003 `V � 4 t, Structural Comments:'r� y 1- Individual roof diaphragms are now specified one 5 othef calcs. All drag strut (collector) calcs. are, already included with the, existing shearwall calcs. The existing spacing and length of shearwall lines has created diaphragm ratios that provide low chord forces that are ok by inspection: Gridline 2 is already a drag line by way of the type `B" straps that are provided at all top plate splices and top plate / beam splices. A CS 16 strap over 2x8 DF #2 has now been provided over the covered entry along gridline 7 to complete the drag line. 2. A continuous line has been provided around the perimeter of diaphragm#3 through strapping at all top plate splices (and the new drag truss at gridline E), You're correct that there is a discontinuity in the drag line along gridlines F and G near the center of the building. This'discontinuity is approximately one third of the length of each wall. line. It would seem reasonable to assume to that this force (if necessary) could_ be assisted by the other wall lines by way of rotation. Keep in mind that nearly all wall lines were controlled by seismic forces. We are in , seismic zone 3 (no near source factors apply). Also, on page 3 of the calculations the seismic coefficient that was utilized was calculated with the simplified base shear equation (requires an add'1. 3:0 / 2.5 = 1.20 or 20 % force be added to the seismic coefficient) as opposed to the regular design base shear equation. It is arguable whether or not this is actually required. You'll also note that a rho factor of .1.39 further increases the seismic force thrown at all wall lines. This was calculated using the worst case in one direction, and throwing at all wall lines in both directions (conservative). 20 DECLARATION DRIVE CHICO, CALIFORNIA 95973 530-893-1600 FAX -893-2113 3. The truss calcs. have been revised to provide a drag truss at gridline E. 4. Page 98 of the structural calculations already has a footing schedule with all pertinent calc. information. I am not sure which locations you are referring to for those reactions. Per page 98 of the existing calculations, an F2 footing is good for 5.7 kips (> 4.6 kips, therefore ok) and an F2.5 is good for 9.0 kips (> 3.5 kips, therefore ok). . I have to ask, though, does it really matter if we provide a footing design that is conservative? 5. See attached letter. 6. As far as I can remember I did not call for any Trulox connectors. I spoke with Donna Rose and she also was not aware of any called for on the plans. I did see some called for by Longfellow, but anything they have spec'd out would be the responsibility of the engineer who stamped, signed (sealed) their plans / calculations. 7. Actually, the 13.75' shearwall next to bath #2 is along gridline F (see page 4 of the calcs. for location map, and page 32 for calculation), so the type 4 shearwall would be correct. The lengths you see in the existing calcs. do not match the lengths on the plans because they are the orthogonal lengths (not the actual lengths) of each shearwall, which are necessary for the calculation. Let's assume that you were correct, though, for the, sake of argument. Our type 4 shearwall is stronger than our type 3 shearwall. Again, I don't understand why you would be concerned that we might call for a stronger shearwall than what was required by calculation. If you have any questions or need further clarification, feel free to call me at (530) 893-1600. End of Repl Jeff 'chehe PE NorthStar Engineering n _ h z�;. , BY - DATE: 10 JOB NO: -1 0) -7 PAGES OF NorthStar .Civil Engineers - 20 DECLARATION DRIVE CHICO, CALIFORNIA 95973 530-893-1600 FAX 530-693-2113 BY: DATE: 14:5) JOB NO: .-1 0) -7 PAGE � OF NDrthStar 20 DECLARATION . DRIVE CHICO, CALIFORNIA 95973 530-893-1600 -CM.Engineers- Planners -Surveyors FAX 53003-2113 mom Civil Engineers. -Surveyors Chico, California 20 Declaration Drive Chico, California 95973 Phone: (530) 893-1600 Fax: (530) 893-2113 Web Site: www.northstareng.com WALL PER PLAN DETAIL NAME TYPICAL PINNED FOOTING CHECKS : SPM JMR 1 PROJECT NAME DATE: 12-2002 JOB RANDY HILL ' RESIDENCE SCALE: E: N /A X P.T.-SILL PER PLAN X = J (4) #4 CONTINUOUS TOP S BOT. i d 8" MIN. THICK. STEMWALL _ — (TYP. AT ALL PINNED AREAS) — LAVA CAP (BOT. OF FOOTING). — ROUGH; CLEAN AND WET PRIOR III=III =III=III=III TO POUR.'. _ #5 x 18" ' LONG W/ 6" MIN. EMBED. =11I =11I IN 3/4" DIA. HOLE FILLED W/ HIGH STRENGTH NON -SHRINK SPECIAL INSPECTION 15 REQ'D GROUT. INSTALL AT 24" O.C. AT FOR DOWEL INSTALLATION. SEE ALL SHEARUALLS AND 48" O.C.- SHEET 2 FOR ADD'L INFO, AT ALL OTHER AREAS. NOTE: THIS DETAIL IS TO BE USED AT ALL AREAS WHERE BEDROCK AND / OR LAVACAP 15 ENCOUNTERED. DETAIL NAME TYPICAL PINNED FOOTING CHECKS : SPM JMR 1 PROJECT NAME DATE: 12-2002 JOB RANDY HILL ' RESIDENCE SCALE: E: N /A X +✓ffFj/'^'i 9 soh, k /kY.x:/y Civil Engineers..Surveyors Chico, California 20 Declaration Drive Chico, California 95973 Phone: (530) 893-1600 Fax: (530) 893-2113 Web Site: www.northstareng.com REQUIREMENTS FOR SPECIAL INSPECTION.- The NSPECTION. The owner shall be responsible for ensuring that the following special inspections are provided. Special Inspectors shall be employed by the owner and not by the contractor or any other person responsible for the work. The special Inspector must be acceptable to the project engineer and the local building official. All Inspections shall be performed in accordance with section 1701 of the CBC and other applicable standards. Inspectors shall be approved by the building department prior to the issuance of a building -permit._..... . Anchor Bolts, Alithread or Rebar Installed w/ Epoxy The portions of work that require special inspection are the Simpson RFB anchor bolts and/or ailthread Installed with epoxy. The duties of the inspector shall be as noted below: -Verify the embedment depth of the dowels. -Observe the cleaning of the drilled holes to be to compliance with the manufacturer. -Verify that the specified epoxy Is being used and that it is mixed properly. -Verify that the bolts.are as specified and that they are clean and oil free. -Verify that the contractor Is requiring minimum cure time. -Provide report to the building department as noted below. Samples of Inspection reports shall be provided by the special inspector (if required by the building official). Reports shall be submitted to the building department within seven calendar days of the Inspection. All inspector's reports noting discrepancies to be filed with the building department weekly during constructionwhether corrected or not. All Inspector's daily logs shall be maintained on site for review by the building Inspectors. DETAIL NAME DESIGN: SPM SPECIAL iNSPECTION NOTES CHECKED: JMR 2 PROJECT NAME DATE: 12-2002 JOB NO: 1915 RANDY HiLL RESIDENCE SCALE: N / A Civil Engineers..Surveyors Chico, California X J i4 c�1 w — =111=III _ =III=III=III =111- DII =III SPECIAL INSPECTION IS REQ'D 'FOR DOWEL INSTALLATION. SEE SHEET 2 FOR ADD'L INFO. 20 Declaration Drive Chico, California 95973 Phone: (530) 893-1600 Fax: (530) 893-2113 Web Site: www.northstareng.com WALL PER PLAN P.T.-SILL PER PLAN (4) #4 CONTINUOUS TOP 8 BOT. 8" MIN. THICK. STEMWALL (TYP. AT ALL PINNED AREAS) LAVA CAP (BOT. OF FOOTING). ROUGH, CLEAN AND WET PRIOR TO POUR. #5 x IS'' LONG W/ 6" MIN. EMBED. IN 3/4" DIA. HOLE FILLED W/ HIGH STRENGTH NON -SHRINK GROUT. INSTALL AT 24" O.C.-AT ALL SHEARWALLS AND 48" O.C. AT ALL. OTHER AREAS. NOTE: THIS DETAIL IS TO BE USED AT ALL AREAS WHERE BEDROCK AND / OR LAVACAP IS ENCOUNTERED. DETAIL NAME _ TYPICAL PINNED FOOTING 1 PROJECT NAME RANDY .HILL RESIDENCE DESIGN: SPM CHECKED: JMR DATE: 12-2002 JOB NO: 1915 SCALE: N / A Civil Engineers..Surveyors Chico, California 20 Declaration Drive Chico, California 95973 Phone: (530) 893-1600 Fax: (530) 893-2113 Web Site: www.nor hstareng.com REQUIREMENTS FOR SPECIAL INSPECTION.- The NSPECTION. The owner shall be responsible for ensuring that the following special inspections are provided. Special inspectors shall be employed by the owner and not by the contractor or any other person responsible for the work. The special Inspector must be acceptable to the project engineer and the local building official. All inspections shall be performed in accordance with section 1101 of the CBC and other applicable standards. Inspectors shall be approved by the building department prior to the .Issuance of a building permit. Anchor Bolts, Allthread or Rebar Installed w/ Epoxy The portions of work that require special inspection are the Simpson RFB anchor bolts and/or allthread Installed with epoxy. The duties of the' Inspector shall be as noted below: -Verify the embedment depth of the dowels. -Observe the cleaning of the drilled holes to be In compliance with the manufacturer. -Verify that the specified epoxy Is being used and that it Is mixed properly. -Verify that the bolts are as specified and that they are clean and oil free. -Verify that the contractor Is requiring minimum cure time. -Provide report to the building department as noted below. Samples of inspection reports shall be provided by the special inspector (if required by the building official). Reports shall be submitted to the building department within seven calendar days of the inspection. All inspector's reports noting discrepancies to be filed with the building department week ly during construction. whether corrected or not. All Inspector's daily logs shall be maintained on site for review by the building inspectors. DETAIL NAME 2 SPECiAL INSPECTION NOTES PROJECT NAME RANDY HiLL RESIDENCE DESIGN: SPM CHECKED: JMR DATE: 12-2002 JOB NO: 1915 SCALE: N / A PAN REVIEW RESPONSE IORM In order to expedite the review of your plans, please complete the following information and returns form with your re-subt mi vali this form is not complete, as to all correction items, we will not be able to accept your re -submittal for review. There must be a tal. 1. response to every item requested in our plan correction letter. `By others" is not considered a valid response. Please indicate yot response to each item and the location where the information -can be found on the plans/calcs. ATTACH THIS FORM TO A COPY OF YOUR PLAN REVIEW LETTER AND RETURN WITH REVISED AND ORIGINAL PLANS. OWNERS NAME DATE: ASSESSORS PARCEL NUMBER PERMIT NUMBER 02 " 300.3 RESPONSE FOR PLAN CHECK LETTER DATED: PLAN CHE EM RESPONSE BY: LOCATION ON PLANS/CALCS: COMME �l 0 L fe / LOCA :ATION ON PLANS) 1441 - - w/V /=�. r7=—/7&W 5 (2)E Sh4�Gd� O/� O oN N 6/J✓V ( PLAN CHEC # RESPONSE BY: LOCATION ON PLANS/CALCS: coM t4 � Z � J � per/ Ft�6i�✓0�077ait/ PLAN CHECK ITEM # RESPONSE BY: LOCATION ON PLANS/CALCS: COMMENTS: WE /�ia2E �ta/�O/'� OF -S✓��"G,I�G. T�3.77�t/ /eE't?4 /Aed=> N l�Gr � s � /i✓S�� W/G� � /� a 0V,Ao0 RESPONSE FOR PLAN PLAN CHECK ITEM N COMMENTS: L ER DATED: RESPONSE BY: ` %GJ �-0 LOCATION ON PLANS/CALCS .J . PLAN CHECK ITEM N RESPONSE BY: LOCATION ON PLANS/CALCS: COMMENTS: E— ----------- PLAN CHECK ITEM N -- - RESPONSE BY: — — lOCA710N ON PLANS/CALCS: COMMENTS: PLAN CHECK ITEM # RESPONSE BY: LOCATION ON PLANS/CALCS: COMMENTS: PLAN CHECK ITEM PRESPONSE BY: LOCATION ON PLANS/CALCS: COMMENTS: PLAN CHECK ITEM arRESPONSE BY: • LOCATION ON PLANS/CALCS: COMMENTS: PLAN CHECK ITEM M RESPONSE BY: LOCATION ON PLANS/CALCS: COMMENTS: (. �� � 1�v . c�i� -�►� �-©icon �c9r�.�a ( �I cv,--� A-v( -_�-&rr) Dr-I l (.� ���i►' � ' — �� �� r'�i cavi d � -��� ,S�cv�� Fcl em re-5 Ye*lAWe,d All C[ ve-W Com,14,,tJl — � V CD2z -fO 6--, LAD ryl,/I t-Ie dl � ►''�� l � r"o �-� � d'� lair. � o ,�� ►�-, Serr-a o (0 .. 2a kA -,J, December 9, 2002 Randy Hill 558 Paseo Campaneros Chico, CA 95928 LAA Department of Development Services Building Division 7 County Center Drive Oroville, CA 95965 (530) 538-7541 (530) 538-2140 FAX Assessor Parcel Number: 011-680-016 Building Permit Number: 02-3003 Thank you for submitting the plans for your building project. The plans have been reviewed, and the plan examiner's comments are listed below. Please respond in writing to each item by completing and returning the enclosed PLAN REVIEW RESPONSE FORM. Your complete and clear response will expedite the re -check and approval of this project. NO TRUCTURAL COMMENTS: 1. Provide an Erosion and Control plan, designed by an engineer or an architect. This is a condition of your parcel map. Review of this plan will be done by our office of Land Development. 2.2. Another parcel map requirement is that all cuts and fills are to be limited to 3 feet. Your engineer of record is to address this. rovide location of hot water heater. rovide location of all heating units. Your energy calculations require the testing of all ductwork and the installation of a TXV valve on the air conditio in units. These two items require special inspection by a 0/��certified HERS rater. { V�,2. i IGm'- of SFeGt� 1 as ec-pr 6. separate permit will be required for the retaining walls locateJto the left of the garage. Make application for these walls and supply plans specific to the construction of these two walls. (see item number 2 -this should be addressed with the Planning Department - before submittal.) STRUCTURAL COMMENTS: 1. See the attached letter from our plan review consultant. If you wish to discuss any of these requirements, please call (530) 538-7541 between the hours of 1:00 p.m. and 4:00 p.m., Monday through Friday. To discuss non-structural items, ask for Martha. Keith will answer your structural questions. 1 of 2 Department of Development Services Building Division 7 County Center Drive Oroville, CA 95965 (530) 538-7541 (530) 538-2140 FAX 111!i, y S r a Date: I. o2'03 . To: Jtm S -e rrc t 0 From: Martha Christy Subject: Number of pages (including this cover sheet): W Telephone Number of Receiving Telecopier: 8q4- 3/23 If you do not receive all of the pages, please call (530) 538-7541 as soon as possible. Sincerer , l � Martha Christy Plans Examiner COQ.. ! rvi rtL1 CONFIDENTIALITY NOTE: The information costa privileged information. The information is intended are not the intended recipient, you are hereby notifu communications is strictly prohibited. Ifyou have re telephone, and return the original to me. Thank you. 1 > " s in Ifyou i ...this e�r"ly by 1 i Aon 10 PJAP IT, December 9, 2002 Randy Hill 558 Paseo Campaneros Chico, CA 95928 Department of Development Services Building Division 7 County Center Drive Oroville, CA 95965 (530) 538-7541 (530) 538-2140 FAX Assessor Parcel Number: 011-680-016 Building Permit Number: 02-3003 Thank you for submitting the plans for your building project. The plans have been reviewed, and the plan examiner's comments are listed below. Please respond in writing to each item by completing and returning the enclosed PLAN REVIEW RESPONSE FORM. Your complete and clear response will expedite the re -check and approval of this project. NON-STRUCTURAL COMMENTS: 1. Provide an Erosion and Control plan, designed by an engineer or an architect. This is a condition of your parcel map. Review of this plan will be done by our office of Land Development. 2. Another parcel map requirement is that all cuts and fills are to be limited to 3 feet. Your engineer of record is to address this. f ✓3. Provide location of hot water heater. X Provide location of all heating units. yl�. Your energy calculations require the testing of all ductwork and the installation of a TXV valve on the air conditioning units. These two items require special inspection by a certified HERS rater. I ^' 6. A separate permit will be required for the retaining walls located to the left of the garage. Make application for these walls and supply plans specific to the construction of these two walls. (see item number 2 -this should be addressed with the Planning Department - before submittal.) STRUCTURAL COMMENTS: 1. See the attached letter from our plan review consultant. If you wish to discuss any of these requirements, please call (530) 538-7541 between the hours of 1:00 p.m. and 4:00 p.m., Monday through Friday. To discuss rion-structural items, ask for Martha. Keith will answer your structural questions. c e�v�1"l�0+�► C -OW �t�P k�e�+ Lb r MhP sN(o•? 1 of 2 • RESIDENTIAL PLAN REVIEW GUIDE SINGLE FAMILY, DUPLEX AND MISCELLANEOUS ONLY Owner: V� I I Building Permit Number: % rr Plans Examiner: Martha Christy A. P. Number: 0 ll? GENERAL: ,,K' Zoning requirements — (number of permitted living units). �! Plans signed by the designer. Proper description of work on the application. Existing violations on the property. �! Recorded notice of violation. 6. Building permit valuation. —PLOT PLAN: ,!' Complete parcel size and dimensions. / /2' Setbacks, side yard, easements, etc. 3. Other buildings or structures. / S-. . Grading, fills and/or drainage. Flood hazard. 6. Special conditions on Parcel Map: Noise ❑ SRA ❑ Fire Sprinklers ❑ Water Tender ❑ Traffic and Drainage fees ❑ Federal Aid Route and/or Federal Aid Secondary Route setback requirement. Building or utilities across lot lines (Lot merger approval by Butte County Land Development.) FLOOR PLAN: Plans and specifications drawn to scale with dimensions and of sufficient clarity (UBC section 106.3.3). 10% of natural light and 5% of ventilation (Uniform Building Code section 1203). Escape or rescue windows shall have a minimum net clear openable area of 5.7 square feet. The minimum net clear openable height dimension shall be 24". The minimum net clear openable width dimension shall be 20". When windows are provided as a means of escape or rescue, they shall have a finished sill height not more than 44" above the floor (Uniform Building Code section 310.4). Skylights (Uniform Building Code section 2409 & 2603.7). 5. Glazing in Hazardous locations (Uniform Building Code section 2406). Habitable space shall have a ceiling height of not less than 7 feet 6 inches except as otherwise permitted in this section. Kitchens, halls, bathrooms and toilet compartments may have a ceiling height of not less than 7 feet measured to the lowest projection from the ceiling (Uniform Building Code section 310.6.1). 7. All habitable rooms except kitchens shall have an area of not less than 70 square feet and not less than 7 feet in any dimension (Uniform Building Code section 310.6.2 & 310.6.3). 8. GFCI in baths, garage, kitchen, wet bar, and exterior receptacles (NEC 210). ,(09,Water heaters which depend on the combustion of fuel shall not be installed in a room used or designed to be used for sleeping purposes, bathroom, clothes closets or in a closet or other confined space opening into a bath 0\r bedroom (Uniform Plumbing Code section 509.0). 10. F el burning equipment shall not be installed in a closet, bathroom or a room readily usable as a bedroom, or in room, compartment or alcove opening directly into any of these (Uniform Mechanical Code section 304.5). yle Garage firewall separation - required on garage side including supporting walls and posts (Uniform Building' Code section 302.4 exception #3). Under no circumstances shall a private garage have any opening into a room used for sleeping purposes (Uniform Building Code section 312.4). y Wood stove location - Alcove — UMC section 205 confined space & 223 unconfined space & 304.2). Smoke detectors (Uniform Building Code section 310.9.1). Pagel of 2 15. Water closet clearances (Uniform Plumbing Code 408.5). 16. Shower compartment minimum 1024 sq. in. & 30" circle (Uniform Plumbing Code 412.7). 17. Bearing walls shall be supported on masonry or concrete foundations that shall be of sufficient size to support all loads (Uniform Building Code section 1806.3). STRUCTURAL DETAILS: 1. Braced wall panels shall start at not more than 8 feet from each end of a braced wall line. Braced wall panels must be in line or offset from each other by not more than 4 feet (UBC section 2320.11.3). Spacing shall not exceed 34 feet on center in both the longitudinal and transverse directions (UBC section 2320.4.1.) Braced wall lines must be continuous throughout the structure. 2. A California licensed architect or registered engineer must prepare a lateral analysis for the areas of the building that do not comply with the Uniform Building Code. This must include the designer's "wet" stamp, signature, registration number and expiration date on all sheets of plans depicting the designed elements and cover sheets of calculations. 3. Clerestory requiring balloon framing and/or engineering. 4. Foundation plans complete enough to construct building (Uniform Building Code Table 18-I-C). 5. Floor construction details complete enough to construct building. 6. Elevations and wall construction details complete enough to construct building. 7. Roof construction details complete enough to construct building. 8. Fireplace construction details and calculations if necessary. 9. Garage door header size(s). 10. Porch header size(s). 11. Typical header size(s). 12. Stud heights. 13. High expansive soil - special foundation design required. 14. Retaining walls requiring design. 15. Gypsum wallboard nailing inspection required. 16. If the area below the lowest floor is fully enclosed, than a minimum of two openings are required with a total net area of at least one square inch for every square foot of area enclosed with the bottom of the openings no more than one foot above grade. Alternatively, certification may be provided by a registered professional engineer or architect that the design will allow equalization of hydrostatic flood forces on exterior walls. Building must be designed and anchored to prevent floatation, collapse or lateral movement. Construction design requirements must be shown on the building plans. 17. Electric, heating, ventilation, plumbing and air conditioning equipment and other service facilities shall be designed and/or located so as to prevent water from entering or accumulating with the components during conditions of flooding. MISCELLANEOUS ITEMS: 1. Stairway details - landings, rise and run, head clearance, handrails (Uniform Building Code section 1003). 2. Guardrails (Uniform Building Code section 509). 3. Brick or stone veneer (Uniform Building Code section 1403). 4. Exterior plaster - weep screeds (Uniform Building Code section 2506.5). 5. Roof pitch for roof covering (Uniform Building Code Table 15-B-1& 2, 15-D-1 & 2). 6. Foam insulation - protection. 7. 36" halls and stairways (Uniform Building Code section 1004.3.3.2). 8. Two exits on three - story dwellings (Uniform Building Code section 1004.2.3.2). 9. Underfloor access and ventilation (Uniform Building Code section 2306.3 & 2306.7). 10. Attic access and ventilation (Uniform Building Code section 1505). 11. Sound requirements. 12. Energy design compliance and supporting documentation. 13. CDF responsible area requirements.tklz BUILDING PERMIT REQUIREMENTS: C� C,� 1. ❑ SRA.V V (�-C V,& 2. El Flood elevation certificate. 3. ❑ Fire Sprinklers required. 4. ❑ Special Inspection requirements. 5. ❑ Use Permit conditions. 6. ❑ Sub-Standard Housing letter. Page ? of 2 • NorthStar ENGINEERING Civil Engineers • Surveyors Job #: 7975 Jim Serrao Serrao Construction Chico, CA 894-3123 (fax) 624-5919 (cell) Re: Randy Hill (Hill residence) 107 Eagle Nest Drive Chico, CA , Jim: Date: January -21, 2003 It is my understanding that you are interested in removing the key at the retaining wall footings (called out on the structural detail sheets) where lava cap or bedrock is encountered. In order for this to work, the base of the retaining wall footing will need to be pinned into the lava cap or bedrock with rebar. For retaining walls greater than 5'-0" tall and less than 9'-0" tall, two (2) rows of #5 at 12" o.c. parallel to the wall will be required. Space the rows 12" o.c. perpendicular to the wall and center them on the thickness of the wall. For retaining walls up to 5'-0" tall, one (1) row of #5 at 12" o.c. parallel to the wall will be required. Center'the row on the thickness of the wall. Provide a minimum of 9" — 12" of embedment into the footing with a standard hook and 6" minimum embedment into the lava cap or bedrock. Epoxy the rebar dowels into the lava cap or bedrock with Simpson SET epoxy. Special inspection is required. See "Requirements for Special Inspection" previously issued as addendum sheet 2 with the "Typical Pinned Footing" detail (addendum sheet 1). If you have any questions or need further clarification, feel free to call me at (530) 893-1600. End of Reply Jeff Richelieu, PES_ NorthStar Engineering 20 DECLARATION DRIVE CHICO, CALIFORNIA 95973 r `N 530-893-1600 FAX -893-2113 s b North, Star ENGINEERING Civil Engineers • Surveyors Job #: 7975 Keith Long Plan Review Consultant Department of Development Services Building Division 7 County Center Drive Oroville, CA 95965 Reply to plan check dated December 9, 2002 for: Randy Hill (Hill residence) 107 Eagle Nest Drive Chico, CA APN: 011-680-016 Building permit no.: 02-3003 Date: December 18, 2002 Structural Comments: 1. Individual roof diaphragms are now specified on page 5 of the calcs. All drag strut (collector) calcs. are already included with the existing shearwall calcs. The existing spacing and length of shearwall lines has created diaphragm ratios that provide low chord forces that are ok by inspection. Gridline 2 is already a drag line by way of the type `B" straps that are provided at all top plate splices and top plate / beam splices. A CS 16 strap over 2x8 DF #2 has now been provided over the covered entry along gridline 7 to complete the drag line. 2. A continuous line has been provided around the perimeter of diaphragm #3 through strapping at all top plate splices (and the new drag truss at gridline E).. You're correct that there is a discontinuity in the drag line along gridlines F and G near the center of the building. This discontinuity is approximately one third of the length of each wall line. It would seem reasonable to assume to that this force (if necessary) could be assisted by the other wall lines by way of rotation. Keep in mind that nearly all wall lines were controlled by seismic forces. We are in seismic zone 3 (no near source factors apply). Also, on page 3 of the calculations the seismic coefficient that was utilized was calculated with the simplified base shear equation (requires an add' 1. 3'.0 / 2.5 =1.20 or 20 % force be added to the seismic coefficient) as opposed to the regular design base shear equation. It is arguable whether or not this is actually required. You'll also note that a rho factor of 1.39 further increases the seismic force thrown at all wall lines. This was calculated using the worst case in one direction, and throwing at all wall lines in both directions (conservative). 20 DECLARATION DRIVE CHICO, CALIFORNIA 95973 530-893-1600 FAX -893-2113 D�. The truss calcs. have been revised to provide a drag truss at gridline E. df4. Page 98 of the structural calculations already has a footing schedule with all pertinent / calc. information. I am not sure which locations you are referring to for those reactions. Per page 98 of the existing calculations, an F2 footing is good for 5.7 kips (> 4.6 kips, therefore ok) and an F2.5 is good for 9.0 kips (> 3.5 kips, therefore ok). I have to ask, though, does it really matter if we provide a footing design that is conservative? 7TUV cctrr401-+-" "a 100,0F,-CS.Acr f,& -f yc r ss. See attached letter. �i As far as I can remember I did not call for any Trulox connectors. I spoke with Donna Rose and she also was not aware of any called for on the plans. I did see some called for by Longfellow, but anything they have spec'd out would be the responsibility of the engineer who stamped, signed (sealed) their plans / calculations. S+h`1k ^AL -ell ti. KAO-Cs :�•►a•ai� -7. Actually, the 13.75' shearwall next to bath #2 is along gridline F (see page 4 of the calcs. for location map, and page 32 for calculation), so the type 4 shearwall would be correct. The lengths you see in the existing calcs. do not match the lengths on the plans because they are the orthogonal lengths (not the actual lengths) of each shearwall, which are necessary for the calculation. Let's assume that you were correct, though, for the sake of argument. Our type 4 shearwall is stronger than our type 3 shearwall. Again, I don't understand why you would be concerned that we might call for a stro ger shearwall than what was required by calculation. (50-e- If you have any questions or need further clarification, feel free to call me at (530) 893-1600. End of Repl Jeff cheheu, PE NorthStar Engineering J BY: P �— DATE:•l0 �'�'Z JOB NO: .-1 017 S PAGE OF i NorthStar Civil.Engineers • Planners • Surveyors 20 DECLARATION DRIVE CHICO, CALIFORNIA 95973 530-893-1600 FAX 530-893-2113 BY:�-- DATE:,j ' �L JOB NO: ':>I -7 PAGES OF NorthStar Civil.Engineers • Planners • Surveyors 20 DECLARATION DRIVE CHICO, CALIFORNIA 95973 530-893-1600 FAX 530-893-2113 (D --Yl 6— PLAN REVIEW RESPONSE FORM In order to expedite the review of your plans, please complete the following information and return this form with your re -submittal. 11 this form is not complete, as to all correction items, we will not be able to accept your re -submittal for review. There must be a valid response to every item requested in our plan correction letter. "By others" is not considered a valid response. Please indicate youz response to each item and the location where the information can be found on the plans/calcs. ATTACH THIS FORM TO A COPY OF YOUR PLAN REVIEW LETTER AND RETURN WITH REVISED AND ORIGINAL PLANS. OWNERS NAME �- DATE: 4,,OV,P,Y )P( / 2 //,,//0 2 ASSESSORS PARCEL NUMBER PERMIT NUMBER NSE FOR PLAN CHECK PLAN CHE EM RESPONSE BY: LOCATION ON PLANS/CALCS: COMME PLAN C RESPONSE BY: LOCATION ON PLANS/CALCS: !� �� COMMENTS: WE -w S✓DE'G,(AL 72-;r77/r/ /eg-00 /Aedp a PLAN CHEC RESPONSE BY: LOCATION ON PLANS/CALCS: q0.� • ��, y COMMENT W/4%F/�• i 7M9G S 2 E S-)Aa,,ry !/ND ON N C/J✓D tr ,`LGO G COM T �4Z J 0,6/ O/✓ Fvui✓�i077aw PLAN CHECK ITEM # .5" RESPONSE BY: z�>. ,Ooe . LOCATION ON PLANS/CALCS: COMMENTS: WE -,0fA0E �i,WiDi2F 0,,S= S✓DE'G,(AL 72-;r77/r/ /eg-00 /Aedp GcJlLc— u�vi✓Et-,� 5 . } RESPONSE FOR PLAN CHECK LETTER DATED P(AN CHECK REM N RESPONSE BY: COMMENTS: wcnnvN ON PLANS/CALCS: PLAN CHECK REM N RESPONSE BY: LOCATION ON PLANS/CALCS: COMMENTS: PLAN CHECK REM M RESPONSE BY: LOCATION ON PLANS/CALCS: COMMENTS: PLAN CHECK REM 0 RESPONSE BY: LOCATION ON PLANS/CALCS: COMMENTS: PLAN CHECK REM 0 RESPONSE BY: LOCATION ON PLANS/CALCS: COMMENTS: PLAN CHECK REM N RESPONSE BY: LOCATION ON PLANS/CALCS: COMMENTS: PLAN CHECK ITEM N ONSE BY: LOCATION ON PLANS/CALCS: COMMENTS: e w o 280.00 0 0 00 z- i 79 N E m 3 C24 COMMO N AREA - DEVELNo Access " EOPMENT q' Strip 's27•'a' NOTES I. THIS ADDITIONAL INFORMATION SHEET SHOWS ADDITIONAL INFORMATION , IS FOR ADDITIONAL INFORMATIONAL PURPOSES ONLY, DESCRIBING CONDITIONS AT THE TIME OF FILING AND IS NOT INTENDED TO AFFECT RECORD TITLE INTEREST. 2. THERE SHALL BE A 10 FOOT RADIUS NO DEVELOPMENT ZONE AROUND ALL SIDALICIA ROBUSTA PLANT POPULATIONS AND *A- 5 FOOT RADIUS NO DEVELOPMENT AREA AROUND ALL FRITTIL' - LARIA EASTWOODIAE POPULATIONS. NO DEVELOPMENT SHALL MEAN NO LANDSCAPING, SOIL DISRUPTION, VEGETATION REMOVAL, PLACEMENT OF DECKS OR CONSTRUCTION OF ANY KIND. THE•ANTENT IS TO LEAVE THE LAND IN ITS NATURAL STATE. AS AN ALTERNATIVE THE PLANT POPULATION MAY BE RELOCATED WITH APPROVAL FROM CALIFORNIA DEPARTMENT OF FISH AND. GAME. 3. ON LOTS 11 THROUGH 20 SOIL CUTS AND FILLS OUTSIDE OF THE BUILDING FOOTPRINT AREA SHALL BE LIMITED TO 3 FEET EACH. THE DESIGN OF THE BUILDINGS SHALL CONFORM TO THE NATURAL TOPOGRAPHY OF EACH LOT TO MINIMIZE THE REQUIRED CUTS AND FILLS. .4. NATURAL VEGETATION WILL BE RETAINED IN THE NO DEVELOPMENT AREAS. IT SHALL BE RETAINED ELSEWHERE ON THE PARCEL WHERE FEASIBLE. ALL TREES'OVER 6 INCHES IN DIAMETER,.AS MEASURED 2 FEET ABOVE GRADE, SHALL BE RETAINED UNLESS THEY ARE DISEASED OR REMOVAL IS NEEDED FOR ROAD PURPOSES OR HOME CONSTRUCTION. 5. CONSTRUCTION SITE PREPARATION AND SOIL DISRUPTION SHALL ° BE LIMITED TO THE DRY SEASON, MAY THROUGH OCTOBER. 6.LOT B. WATER C( BUILDING 7. THERE CENTERLI 8. THERE NORTHER[ 9. THE 10' AND THE 8 9 SHALT DEVELOPt GRAN MUl 3 79=.� LAVA C24 N 637 A'50- E ' ROC --z K COMMON AREA 66,.73 1664.7• 6 N 6s'1 0. E .NO DEVELOP Iccess Strip 1g27� DEVELOPMENT. AREA =T SHOWS ADDITIONAL.. )RMATIONAL PURPOSES - TIME OF FILING AND ' TITLE INTEREST. 1 NO DEVELOPMENT ZONE JT POPULATIONS ANDA. EA AROUND ALL FRITTIL= ) DEVELOPMENT SHALL"' ION, VEGETATION REMOVAL, TION OF ANY KIND. THE -INTENT L STATE. AS AN ALTERNATIVE ICATED WITH APPROVAL FROM ). GAME. AND FILLS OUTSIDE OF THE LIMITED TO 3 FEET EACH. CONFORM TO THE NATURAL, '.E THE REQUIRED CUTS AND AINED IN THE NO DEVELOPMENT HERE ON THE PARCEL WHERE IN DIAMETER,.AS MEASURED >INED UNLESS THEY ARE ROAD PURPOSES OR HOME kND SOIL DISRUPTION SHALL THROUGH OCTOBER. _ •'�� u4 135.50' 3-3. 5.50 1 N 7626'S� E 3235.50 SKYWAY 6. LOT B AND LOT BI ARE TO BE DEEDED TO GRAN MUTUAL WATER COMPANY AND THEY ARE NOT APPROVED RESIDENTIAL BUILDING SITES. 7. THERE IS A 50 FOOT BUILDING' SETBACK FROM THE CENTERLINES OF ALL INTERIOR`STREETS. 8. THERE IS. A 20 FOOT BUILDING SETBACK FROM THE NORTHERLY RIGHT-OF.WAY OF THE .SKYWAY. 9. THE 10' UTILITY EASEMENT BETWEEN LOTS 5 8 6 AND THE 15' UTILITY EASEMENT ALONG LOTS 6,7,8 8 9 SHALL BE KEPT CLEAR OF FENCES AND OTHER DEVELOPMENT UNLESS A PERMIT IS OBTAINED FROM GRAN MUTUAL WATER COMPANY. C51 a9 I Hill, Randy 02-3003 STRUCTURAL COMMENTS 1. Identify individual roof diaphragms; calculate and specify all chords and collectors. Designate the Great Room/Study as one, the Master Suite/Exercise as another, or drag across Lines 2 and 7. 2. How is top plate shear transferred between Lines G and F? 3. Provide a drag truss at Line E. 4. Provide designs for all isolated footings. Note that F2 carries 4.6K, yet is smaller than F2.5 carrying 3.5K. 5. Engineer shall certify review of Longfellow truss package and that span and loading criteria have been met. 6. Provide ICBG Evaluation (listing) for Trulox connectors. 7. ' Per calcs, the 13.75' shear wall at Bath #2 should be a type 3, not type 4 as shown. NON-STRUCTURAL COMMENT: specify and justify UBC occupancy group for the "Covered Entry" (i.e., porte cochere).. Keith Long Plan Review Consultant -TKW.& J D,�G�4ecl, o — -fix `C k bo bt u, , �) o- ueo L A cA K'l V(: Vjt"6+ Loo -u 0 d. h(A b k6-/-3 bei Cro 5sed O U -E On Plan JkA t051+ +-o C. 0 Pp 5e7 o-t!L d t mnc4anS w© w(d YY� nom'' cf m de f? cU) 5,,eAbc a- ®rvn C,� �e6tsJ lu" CkQ,ri'1 �GhiC� — C c& sem, Oj_ e -n &ne- alv d 1-i-PtS r� �5� �v►l G - a bw,1CL r .0 December 9, 2002 Randy Hill 558 Paseo Campaneros Chico, CA 95928 Department of Development Services Building Division 7 County Center Drive Oroville, CA 95965 (530) 538-7541 (530) 538-2140 FAX Assessor Parcel Number: 011-680-016 Building Permit Number: 02-3003 Thank you for submitting the plans for your building project. The plans have been reviewed,' and the plan examiner's comments are listed below. Please respond in writing to each item by completing and returning the enclosed PLAN REVIEW RESPONSE FORM. Your complete and clear response will expedite the re -check and approval of this project. NON-STRUCTURAL COMMENTS: 1. Provide an Erosion and Control plan, designed by an engineer or an architect. This is a condition of your parcel map. Review of this plan will be done by our office of Land Development. 07 4" �l`re !3). Another parcel map requirement is that all cuts and fills are to be limited to 3 feet. Your ✓✓ engineer of record is to address this. ✓3. Provide location of hot water heater. V4' Provide location of all heating units. Your energy calculations require the testing of all ductwork and the installation of a TXV valve on the air conditioning units. These two items require special inspection by a certified HERS rater. AQn'ty 6. A separate permit will be required for the retaining walls located to the left of the garage. pe" 10r, Make application for these walls and supply plans specific to the construction of these two walls. (see item number 2 -this should be addressed with the Planning Department - before submittal.) STRUCTURAL COMMENTS: 1. See the attached letter from our plan review consultant. If you wish to discuss any of these requirements, please call (530) 538-7541 between the hours of 1:00 p.m. and 4:00 p.m., Monday through Friday. To discuss cion -structural items, ask for Martha. Keith will answer your structural questions. 1 of 2 J': i, 9. 2003 2 ; 27P l is Eiti i'IEERED PRODUCTS NO, 0516 P. 2 r . � at 'SION C °UNO�9n ICBO Evaluation Service, Inc. a EWA no C0" 5360 WORKMAN MILL ROAD . WHITTIER, CALIFORNIA 90601-2299 A subsidiary corporation of the International Conference of Building Officials IN EVALUATION REPORT Copyrigtit tib 1995 IC80 Evaluation Service, Inc. Filing Category: FASTENERS -Steel Gusset Plates (066) CONNECTOR PLATES AND TENSION WEB CONNECTORS FOR PREFABRICATED WOOD TRUSSES ALPINE ENGINEERED PRODUCTS, INC. POST OFFICE BOX 2225 POMPANO BEACH, FLORIDA 33061-2225 I. Subject: Connector Plates and Tension Web Connectors for Prefabricated Wood Trusses, II. Description: A. Connector Plates for Trusses: Truss connector plates, Models Alpine, Viking, Series T, Series K, Series 680, Alpine HS and Versa -2000 are joint connectors for light wood trusses and conform to Section 2343 of the Uniform Building Code, The teeth of the plates are pressed into wood members of trussos with power presses in accordance with the manufacturer's specifica- tlons. 1. Alpine Plates: Alpine plates are formed frorn No. 20 gage (0.0356 inch) steel and have two 3/8 -inch -long by 0.122 -inch -wide concave teeth punched from a single hole, Each pair of teeth Is t inch on center along the plate length and 1/4 inch on center along the width. 2. Viking Plates: Viking plates are formed from No. 20 gage (0.0356 Inch) steel and have two 318 -inch -long by 0.140 -inch -wide concave teeth punched from a single hole. Each pair of teeth is 0.90 Inchon center along the plate length. Across the width of the plate, each pair of teeth alternates with 0.293 inch and 0.350 inch, forming groups of two pairs of teeth. Each group of two pairs Is 0.643 Inch an center across the width. 3. Trulox Plates: The Trulox plates are formed from No. 20 gage (0.0356 Inch) steel and have 0.131 -inch -diameter holes punched in alternating rows. The holes are 2 inches on center along the plate length and are 0.7 inch on cen- ter along the width. The plates are fastened with nails such as 0.113Inch in diam- eter by 13/8 -Inch -long common nails. The number of nails installed is determined by the design loads to be transferred through the connector. 4. Series 680 Plates: Series 680 truss connector plates are formed from No. 16 (0.0575 inch), No. 18 (0.0466 Inch), or No. 20 gage (0.0356 inch) steel. The Series 680, No. 20 and No. 18 gage, have teeth 1/2 inch long and the Series 680, No. 16 gage and the Series 680A have teeth 9/16 inch long. The teeth are 1/8 inch wide, project perpendicular from the plane of the plate and are in longitudinal rows. There are three rows of teeth per Inch of plate width. The Series 680, No. 20 and No, 18 gage teeth repeat each 314 inch and the Series 680A and 680 No. 16 gage repeat each 1 inch of length. Each tooth has a pointed end and a stem that flares out at the base. The tooth cross section is V-shaped. 5. Series T Plates: The Series T connectors are formed from No. 20 gage 0.0356 inch) steel. The plate sizes may vary in width from 1 to 12 inches in 12 -inch Increments and may vary In length from 13/4 to 171/2 inches in Incre- ments of'/ inch. Teeth, formed at each dio opening, in pairs are 5/16 inch in length and /to inch In width and are formed from slots spaced 7/8 inch on center along the plate length and 1/4 inch along the plate width. 6. Series K Plates: Series K plates are formed from No. 16 gage (0.0575 inch) steel. Plate sizes vary from 1 loch to 12 inches in width, in 1 -Inch multiples and from 15/16 inches to 235/8 inches in length in 15/16 -inch multiples. There are Report No. 2949 Reissued, February 1, 1995 throe pain; of teeth per inch of width spaced each 15/16 inches along the length. There are 4.57 teeth par square inch, each averaging 3/8 inch in length. 7. Alpine HS Plates: The Alpine HS plates are formed from No. 20 gage (0.0356 inch) galvanized steel, two 0.327 -inch -long by 0.115.inch-wide concave teeth are punched from a single slot. The slots are 0.875 inches on center along the plate length and are also staggered 0.4375 inches on center along the plate length. An embossment in the plate is formed in the longitudinal direction. The slots are 0,375 inch on center when measured across the embossments. The embossment width is 0.063 inches. 8. Versa -2000 Truss Plates (V-2 Truss Plates): The Versa -2000 plate is formed from No. 20 gage (0.0356 inch) galvanized steel. The plate contains eight teeth per square inch, having a 5/16 inch length and a 118 inch width. The teeth are punched from a slot forming two teeth per slot and are slightly twisted. The slot spacing is staggered In alternate rows along the plate length. The slots are spaced 1/4 inch on center longitudinally and '/4 inch on cantor In the trans. verse direction. The plates are available in lengths from 1 inch to 48 Inches and widths from i Inch to 12 inches, with both dimensions varying in 1 inch Incre- ments. 9. Alpine MH Plates: Alpine MH truss plates are formed from No. 20 gage (0.0356 inch) galvanized steel. Pairs of 0.10•inch wide by 0.375 -inch -long teeth are punched perpendicular to the plane of the plate, leaving a 0.10 by 0.625 inch slot. The slots form rows spaced 1 inch lengthwise and 0.25 inch widthwise, with 8 teeth per square inch. Adjacent slots across the width are offset 0.125 inches lengthwise. Teeth are pointed and V-shaped in cross section. B. Tension Web Connectors for Trusses: t. General: The Tension Web is a steel diagonal web for parallel chord trusses having nominal 2 -inch -thick wood chords. It consists of a formed shape with flat integral truss-connectorplate-type ends. Each end contains 74 formed teeth, 60 of which embed in each chord and the remaining in each wood vertical web member, which are spaced 24 inches on center along the truss. The webs are manufactured in right- and left-hand variates from No. 20 gage (0.0356 inch) galvanized steel complying with ASTM A 446 Grade A steel and ASTM A 525 for galvanizing. The diagonal webs are available for overall truss depths of 12, 14 and 16 inches, when used with 1.5 -Inch -deep wood chords. 2. Installation: Webs are placed from one wood truss vertical web member to the next as shown in Figure 1. Truss connector plates, having nall-type projec- tions with a minimum length of 0.3125 inch and recognized in a current ICBO ES or NES evaluation report, aro placed on all joints not covered bye the Tension Web. Wood vertical web members must carry all truss compressive forces, except as notod in Footnote 3 in Table 2. Single diagonal Tension Web connec- tors In consecutive truss panels must be placed on alternating faces of the truss. Detailod drawings along with substantiating calculations, must be submitted to the building official, specifying the direction of the Tension Webs and whether single or pairs are required. The top chord bearing condition always requires a pair of Tension Webs at the truss end and two IOd common nails at each web ond. 3. Design: The Tension Web is not used in compression under normal load- ings. However, comprossion values havo been noted in Tablo 2 to accommodate occasional load reversal. End bearing details are noted in Figure 2, Allowable Evaluation reports ufICBO Evaluation Service, inc., are issued solely to provlde in formation to Class A membersof ICBG, utilizing the code upon which the report Is bion r use o tion r pollssubject are Hal to he currslrurd us represent/ng urrthetics or any other attributes• not spcciJleally addressed nor as an endorsement or recommen- dation for rr.re ufthe srrb/ec( report. This report is based upon independent tests or other technical data submitted by the applicuft The ICBG Evaluation Service, Inc., technical staff has reviewed the test results and/or other data, but does not possess test facilities to make an independent verfcat/on. There is no warranty by ICBO Evaluution Service, Inc., express or implied, as to any "Finding" or other mutter in the report or as to any product co vexed by the report This disclaimer includes, but Is not limited to, merchantubilill. Page 1 of 4 S 1n:il 9. 2003 ) 23'M .^-.1P.wE EU, NC.NP= PI== ii",H. 9. %00•7i 11911Phi Page 3 of 4 ALDINE ENGINEERED PRODUCTS NO, 0516 P. 4 Report No. 2949 TABLE 1 -ALLOWABLE LOAD IN POUNDS PER SQUARE INCH OF EFFECTIVE PLATE CONTACT AREA AND EFFICIENCY RATIOS -- - r•-•- - ,a uo,cuunsa uy negiccnng the plate arca within '/2 inch of the wood end edge. 2The effective plate contact area is the gross contact area. 31•hc effective pinto contact area is determined by neglecting the plate arca within 0.44 inches of the wood end for the 0-45 degree orientation and within 0.34 inclies of the wood end for the 46.90 degree orientation. TABLE 2 -TENSION WEB CONNECTOR ALLOWABLE LOAD VALUESI 2 OVERALL TRUSS DEPTH _ LUMBER SPECIES ALLOWABLE WORKING LOAD VALUES FOR TENSIONS (pounds) - EFFICIENCY RATIO IN PERCENT Sprvice•Plne•Flr G - 0.42 MGM -Fir O v 0,43 Southern Pl.. rnP r- arch Dou les Fir -Larch gG Alaee ke-Ceder 12 SP DF 2,330 2,330 0-0.55 0.50 0.4e tension HF SPF Direction of Load with Respectto the Length Dlrectlon of Load with Respect to the Direction of Load with Respect to the Direction of Load with Respect to the Length Dlroction of Load with Respect to the Direction of Load with Respect oft he Piste Length of the Plate Length of the Plate of the Plate Length of the Plate to the Length of the Plate TYPE OF PLATE 0° to 45° 461to 90° 0° to 45° 40° to 00, 0• to 45• 4V to 00, V to 45° 48° to 90• 0" to 45° 46° to 90° 0° 90° Alpine (net)[ Alpinc (gross)? 1.56 135 94 190 150 205 150 205 150 200 126 51 50 Vikitig2 r... • 79 163 124 178 124 175 124 51 50 Scrics TI - 143 - 99 155 164 135 IOS 170 174 135 107 170 174 135 57 42 Series K2 151 154 155 159 187 194 180 107 181 60 43 Scrics 6801 No, 20 Gage - - 152 124 160 156 160 144 59 46 Scrics 6801 No. 18 Gage - - 180 152 208 160 196 152 57 1 30 Scrics 680A1 No. 18 Gage - - 150 138 150 ISO 153 138 57 30 Scrics 6801 No. 16 (Inge -- - 150 138 150 150 153 138 56 38 Alpine HS3 123 89 138 104 154 130 158 125 162 136 56 71 38 30 Vcrsfi•20002 161 110 182 110 208 110 1(2 110 - =S921 Alpinc MH2 - 149 116 - -- 180 145 - - - - - 70 1 38 -- - r•-•- - ,a uo,cuunsa uy negiccnng the plate arca within '/2 inch of the wood end edge. 2The effective plate contact area is the gross contact area. 31•hc effective pinto contact area is determined by neglecting the plate arca within 0.44 inches of the wood end for the 0-45 degree orientation and within 0.34 inclies of the wood end for the 46.90 degree orientation. TABLE 2 -TENSION WEB CONNECTOR ALLOWABLE LOAD VALUESI 2 OVERALL TRUSS DEPTH SPECIES OF ALLOWABLE WORKING LOAD VALUES FOR TENSIONS (pounds) - Inches) •�_ LUMBER4 ALLOWABLE WORKING LOAD VALUES FOR COMPRESSION pounds Be Bearing Double Webs Single Webs g TC Baering Doubts Web r 12 SP DF 2,330 2,330 1,750 1,690 2,000 2,000 855 HF SPF 2,175 2,045 1,500 1,500 1,980 855 790 1,880 790 14 SP 2,000 1,345 1,255 1,980 600 HF ,0000 1,225 1,980 1,980 600 600SPF 1,870 1,225 1,880 600 600 16 SP 2,000 2,0700 1,345 1,255 2,000 1,980 HF SPF 1,870 1,225 1,225 1,980 600 600 1AIlnwahle. Inmd „L,.,....,... r... • 1,980 600 ---- -__. ••••••--'^•V -, ... , jUkjSFU DUI UuJujiull 01 !Ono. 2Allowable loads are multiplied by 0.8 factor when the Tension.Web connector is used with wood having a moisture content exceeding 19 percent. 3Spceics of lumber: SP --southern pine, G = 0.55 DF-Doluglas fir, G - 0,50 FI -heln fir, G = 0.43 SPF spnlee-pine-fir, G = 0.42 4Thc allowable load values are for webs acting only in tension. Double web valuo-the total of two webs, one installed on each face of the truss. HC -bottom chord bearing truss TC -top chord bearing truss 5Coutpression values are noted to facilitate hundling of the repairs and the possibility of encountering load reversal situation, 6Allowable loud values for tension webs in the panel nearest the supports and in the field of the truss. 7Allowable load values for tension webs in panel in the field of the truss, for top chord or bottom chord bearing miss and on panels nearest die supports for bottom chord bearing truss. IAM. 9.200 2:29EM =:►_.PINE r.0'N1P _D PIRO DUCTS Page 4 of 4 TC BRG CONDITION 2• Y: 2' 2' 2' 2' iw: 2. 2. 2. - A f 1.S' MAX. B I 1.v MN.. C D J E F 6 FOR SPLICE 2 x 3 2 x J 1r 16' SF SB SF 3x6 K L M FOR SPLICE N 0 p O R DOUBLE WEBS FRONT BACK SINGLE WEBS FRONT BACK SINGLE WEBS ADOITIONAL NAILING REOUIRED. OPENING AT MIOSPAN IS PERMITTED SEE FIGURE NO.2 (24 INCHES MAXRWM, 1% INCHES MINIMUM) SF-SPRU WEB FRONT FACE BB SINGLE WEB BACK FACE FIGURE 1—TYPICAL TRUSS LAYOUT TOP CHORD BEARING DETAIL TOP CHORD 3.6" WITH BLOCK �" 1 6" 2•2.5" —2 x 4 BLOCK DOUBLE WEB 12. (NO SHEAR 14 16 ;lp PLATE REQUIRED) COMMON NAILSAIR OF WEBS ONLY BOTTOM CHORD BEARING DETAILS 2 x 3 2 x 3 12 BINDLEORDOUBLE WES AS REO'D4'16. Z12x3 FIGURE 2—END BEARING DETAILS NO. 0510 P. 5 ReportNo. 2949 II �I 2x3 8 }T WEBS BC BRG CONDRION x3 /�I SII J. 2003 2: 301i'A ALPINE E 1G I I1_:RED PRODUCTS V. 0516 P. 6 �C IGwu-✓�' `--- PAGE 4 OF 7 REPORT NO. 94168A TABLE 2 ALPINE WAVE PLATE'rm, HS AND K PLATES EFFECTIVE TENSION AND SHEAR RESISTANCE DESIGN VAI UFS Property Force Direction Alpine Wave PlateTM Alpine HS Plate Alpine K Plate Effic'y % pll/pr Efflc'y % pil/pr Effic'y % pIi/pr Tension@ 00 0.512 895 0,710 1809 0.591 1561 Tension@ 300 -• -- — --- 0,530 1400 Tension@ 60° — — — — 0,400 1057 Tension@ 907 0,486 849 0,300 764 0.464 1226 Shear @ 0° 0.563 656 0.435 665 0,548 965 Shear @ 30° 0.739 861 0.720 1101 01515 907 Shear @ 600 0.832 969 0.810 1238 0.517 911 Shear @ 900 0,487 567 0.517 790 0,562 990 Shear @ 1209 0,454 529 0,330 505 0,483 851 11"Shear @ 1500 1 0.477 556 0,412 630 0,472 831 I dole 1 Notes: 1, Steel Design Values in pli/pr = efficiency x 2 x design thickness inches x allowable steel stress, psi. 2, design Thickness = (gross thickness - coating thicknessl/ 0.95 Design Thickness = 0,0364" (20 gauge) or 0.0595" (16 gauge), for G60 coating. 3. Allowable tensile steel stress = lesser of 0.6F, or MF, 4. Allowable shear steel stress = lesser of 0.4FV or 0.3F,,. TABLE 3 HINGE PLATE Al I nVVARl F nGclnnt i r%nnc Design Values Per Pair Property Load (lbs) Tension 689 Compression 437 Shear 501 uvav J �V IV. Si Units Conversion: 1 Ibf = 4.5 N Y J R. 0, 200) 2 : 271 ALPINE ENGINEERED PRODUCTS NO. 0516 P. 2 ICBO Evaluation Service' Inc. W UNMWA � 0 6UUOptO Cox 5360 WORKMAN MILL ROAD e WHITTIER, CALIFORNIA 90601-2299 A subsidiary corporation of the international Conference of Building Officials EVALUATION REPORT Copyrlgtit @ 1995 ICSO Evaluation Service, Inc, ruing %;aregory: t-ASTENERS--Steel Gusset Plates (066) CONNECTOR PLATES AND TENSION WEB CONNECTORS FOR PREFABRICATED WOOD TRUSSES ALPINE ENGINEERED PRODUCTS, INC. POST OFFICE BOX 2225 POMPANO BEACH, FLORIDA 33061-2225 I. Subject: Connector Plates and Tension Web Connectors for Prefabricated Wood Trusses. II. Description: A. Connector Plates for Trusses: Truss connector plates, Models Alpine, Viking, Series T, Series K, Series 680, Alpine HS and Versa -2000 are joint connectors for light wood trusses and conform to Section 2343 of the Uniform Building Code. The teeth of the plates are pressed into wood members of trusses with power presses in accordance with the manufacturer's specifica- tions. 1. Alpine Plates: Alpine plates are formed from No. 20 gage (0.0356 inch) steel and have two 3/8 -inch -long by 0.122 -inch -wide concave teeth punched from a single hole. Each pair of teeth Is 1 inch on center along the plate length and 1/4 inch on center along the width. 2. Viking Plates: Viking plates are formed from No. 20 gage (0.0356 Inch) steel and have two 3/8 -inch -long by 0.140 -inch -wide concave teeth punched from a single hole. Each pair of teeth is 0.90 inch on center along the plate length. Across the width of the plate, each pair of teeth afternates with 0.293 inch and 0.350 inch, forming groups of two pairs of teeth. Each group of two pairs Is 0.643 Inch on center across the width. 3. Trulox Plates: The Trulox plates are formed from No. 20 gage (0.0356 Inch) steel and have 0.131 -inch -diameter holes punched in alternating rows. The holes are 2 Inches on center along the plate length and are 0.7 inch on cen- ter along the width. The plates are fastened with nails such as 0A 13 Inch indiam- eter by 13/8 -Inch -long common nails. The number of nails installed is determined by the design loads to be transferred through the connector. 4. Series 680 Plates: Series 680 truss connector plates are formed from No. 16 (0.0575 inch), No. 18 (0.0466 Inch), or No. 20 gage (0.0356 inch) steel. The Series 680, No. 20 and No. 18 gage, have teeth 1/2 inch long and the Series 680, No. 16 gage and the Series 680A have teeth 9/16 inch long. The teeth are 1/8 Inch wide, project perpendicular from the plane of the plate and are in longitudinal rows. There are three rows of teeth per Inch of plate width. The Series 680, No. 20 and No. 18 gage teeth repeat each 314 inch and the Series 680A and 680 No. 16 gage repeat each 1 inch of length. Each tooth has a pointed end and a stem that flares out at the base. The tooth cross section is V-shaped. 5. Series T Plates: The Series T connectors are formed from No. 20 gage 0.0356 Inch) steel. The plate sizes may vary in width from 1 to 12 inches in 12 -inch Increments and may vary In length from 1314 to 171/2 inches in Incre- ments of 7/ inch. Teeth, formed at each dio opening, in pairs are 5/16 inch in length and P/10 inch in width and are formed from slots spaced 718 inch on center along the plate length and 1/4 inch along the plate width. 6. Series K Plates: Series K plates are formed from No. 16 gage (0.0575 inch) steel. Plate sizes vary from 1 Inch to 12 inches In width, in 1 -Inch multiples and from 15/16 inches to 235/8 inches in length in 15116 -inch multiples. There are Report No. 2949 Reissued, February 1, 1995 throe pairs of teeth per inch of width spaced each 16/16 inches along the length. There are 4.57 teeth per square inch, each averaging 318 inch in length. 7. Alpine HS Plates: The Alpine HS plates are formed from No. 20 gage (0.0356 inch) galvanized steel, two 0.327 -inch -long by 0.115 -inch -wide concave teeth are punched from a single slot. The slots are 0,875 Inches on center along the plate length and are also staggered 0.4375 inches on center along the plate length. An embossment in the plate is formed in the longitudinal direction. The slots are 0.375 inch on center when measured across the embossments. The embossment width is 0.063 inches. 8. Versa -2000 Truss Plates (V-2 Truss Plates): The Versa -2000 plate is formed from No. 20 gage (0.0356 inch) galvanized steel. The plate contains eight teeth per square inch, having a 5/16 inch length and a 1/8 inch width. The teeth are punched from a slot forming two teeth per slot and are slightly twisted. The slot spacing is staggered In alternate rows along the plate length. The slots are spaced 1/4 inch an center longitudinally and 1/4 Inch on center in the trans- verse direction. The plates are available in lengths from 1 inch to 48 Inches and widths from 1 inch to 12 inches, with both dimensions varying in 1 inch Incre- ments. 9. Alpine MH Plates: Alpine MH truss plates are formed from No. 20 gage (0.0356 inch) galvanized steel. Pairs of 0.10 -inch wide by 0.375 -inch -long tooth are punched perpendicular to the plane of the plate, leaving a 0.10 by 0.625 inch slot. The slots form rows spaced 1 inch lengthwise and 0.25 inch widthwise, with 8 teeth per square inch. Adjacent slots across the width are offset 0.125 inches lengthwise. Teeth are pointed and V-shaped in cross section. B. Tension Web Connectors for Trusses: 1. General: The Tension Web is a steel diagonal web for parallel chord trusses having nominal 2 -inch -thick wood chords. It consists of a formed shape with flat Integral truss -connector plate -type ends. Each end contains 74 formed teeth, 60 of which embed In each chord and the remaining in each wood vertical web member, which are spaced 24 inches on center along the truss. The webs are manufactured in right- and left-hand varieties from No. 20 gage (0.0356 inch) galvanized steel complying with ASTM A 446 Grade A steel and ASTM A 525 for galvanizing. The diagonal webs are available for overall truss depths of 12, 14 and 16 inches, when used with 1.5 -Inch -deep wood chords. 2. Installation: Webs are placed from one wood truss vertical web member to the next as shown in Figure 1. Truss connector plates, having nail -type projec- tions with a minimum length of 0.3125 inch and recognized in a current ICBG ES or NES evaluation report, aro placed on all joints not covered by the Tension Web. Wood vertical web members must carry all truss compressive forces, except as noted in Footnote 3 in Table 2. Single diagonal Tension Web connec- tors in consecutive truss panels must be placed on alternating faces of the truss. Detailed drawings along with substantiating calculations, must be submitted to the building official, specifying the direction of the Tension Webs and whether single or pairs are required. The top chord bearing concillion always requires a pair of Tension Webs at the truss end and two 10d common nails at each web end, 3. Design: The Tension Web is not used in compression under normal load- ings. However, compression values have been noted in Table 2 to accommodate occasional load reversal. End bearing details are noted in Figure 2, Allowable Evaluation reparh ofICBO Evaluation Service, inc,, are issued solely to provide lnfornuatlon to Class A members of ICB0, utilizing the code upon which the report i>• basatb Cvalrtatian rcpotts are not to be construed as representing uesthelics or any other attributes nal specifleally uddressed nor as an endorsement or recommen- dal/on for use of the subject report This report is based upon independent tests or other technical data submitted by the applicant The 1CHO Evaluation Service, Inc., technical staff has reviewed the lest results and/or other data, but does not possess lest facilities to make an independent ver�rlcallon. There is no warranty by 1C80 Evaluation Service, Inc., express or Implied, as to any Finding"orothermauerinthereportOrastoanyproductcoveredbythereportThisrllsclaimerincludes,butIsnotlimitedto,merchantability, Page 1 of 4 iAiN. 9. 2003 2:20PIII ALPINE ENGINEERED PRODUCTS 0. i NO. 0516 P. 3 Page 2 of 4 Report No. 2949 "loads for Tension Web members are specified in Table 2. Allowable values noted In Table 2 are not permitted to be Increased for duration of load in accordance with Section 2304.3.4 of the code. 4. Tolerances: All teeth of the Tension Web must be seated fully. A maximum gap of 1/16 inch between the wood and face of thn plate is permitted. No more than four teeth from the 1.5 -inch by 5 -inch contact area of the web are permitted to miss being embedded In the wood material. A minimum of seven teeth per web are required to embed into the vertical wood members. C. Materials: 1. Connector Plates: Truss connector plates are formed from ASTM A 446, Grade A or better steel having a minimum 33 ksi yield strength and 45 ksi tensile strength, except the Alpine HS plate has a minimum 60 ksl yield strength and a minimum 70 ksi tensile strength. Galvanizing complies with ASTM A 525, G60. 2. Tension Web Connector: Tension Web connector Is formed from ASTM A 446, Grade A or better steel having a minimum 33 ksi yield strength and 45 ksi tensile strength, Galvanizing complies with ASTM A 525, G60. 3. Wood: Lumber is nominal dimension lumber having a specific gravity of 0.50, such as Douglas fir -larch, with moisture content not exceeding 19 percent. D. Identification: Truss connector plates are identified by the trade name stamped onto the plates. Tension web connector identified by the letters 1V or the word "Alpine" stamped in the middle of each web. III. Evidence Submitted: Reports of load tests In accordance with Section 2343 of the code. Findings IV. Findings: That the Alpine connector plates and web connectors for prefabricated wood trusses comply with the 1994 Uniform Building CodeTM, subject to the following conditions: 1. Allowable loads and efflclency ratios for the truss plates areas set forth In Table 1. 2. Allowable loads for the Trulox truss plates using 0.113-Inch•diame- ter nails are determined In accordance with Section 2340 of the code. Nails within 112 Inch of the lumber side edge or end are not considered to contribute to the plate capacity. 3. Allowable loads forthe truss plateconnectors may be Increased for duration of load In accordance with Section 2335.5.2. 4. Truss plate connectors are Installed in pairs on opposite faces of the members connected In accordance with Section 2343.4 of the code. 5. Stresses at the net section of the steel trues plates do not exceed values permitted in Chapter 22, Division V of the code. The maxi. mum tensile load is determined by multiplying the efficiency ratio times the gross cross-sectional area of the plate times the steel design stress. 6. Where a one-hour lire -resistive rating Is required for trusses using metal plate connectors or Tension Web connectors, see Evaluation Report No. 1632 and National Evaluation Service Report No. NER-392. 7. Plans and calculations are submitted to and accepted by the build. Ing official showing compliance with the Uniform Building Code? and this report 8. Approved plans must specify that fabrication Inspection will be provided In accordance with Section 2343.8 fortrusses using metal plate connectors or Tension Web connectors. 9. Specific trusses must be Individually designed In accordance with recognized engineering principles. 10. The use of allowable loads specified for truss plates and Tension Web connectors with chemically treated wood Is beyond the scope of this report. This report Is subject for re-examinatton in two years. JAil !J. 2003 2:20PM ALPINE ENGINEERED PRODUCTS NO. 0516 P. 4 Page 3 of 4 ReportNo. 2949 r TABLE 1 -ALLOWABLE LOAD IN POUNDS PER SQUARE INCH OF EFFECTIVE PLATE CONTACT AREA AND EFFICIENCY RATIOS __ ... _..._ __._......._T ,,,,a,,,,.,,, r, 1 - P,aw arca wimm 12 uten or the wood end edge. 2Thu effective plate contact arca is the gross conL'tct area. 31'he effective plata contact area is detennined by neglecting the plate arca within 0.44 inches of the wood end for the 0-45 degree orientation and within 0.34 inches of the wood end for tho 46.90 degree orientation, TABLE 2 -TENSION WEB CONNECTOR ALLOWABLE LOAD VALUES'1 2 OVERALL TRUSS DEPTH LUMBER SPECIES ALLOWABLE WORKING Spruce-Plne•Flr G=0.42 Hem•Flr 0=0.43 Southern Pine Douglas Fit -Larch ti Alaeka•Ceder ALLOWABLE WORKING LOAD VALUES FOR COMPRESSION pounds EFFICIENCY RATIO IN PERCENT SingleWeha TC Bearing Double Webr 12 G=0.53 G•0.50_0=04a 1,750 1,690 tension 855 Direction of Load with Respect to the Length Direction of Load with Respect to the DlrecNon of Load with Respect to the Direction of Load -with Respect to the Length Direction of Load with Respect to Me Olrectlon of Load with Respect of the plate Length of the Plate Length of Me Plate of the Plate Length of the Plate to the Length of the Plate TYPE OF PLATE 0° to 43° 461to 00° 0° to 43° 40. 10 80° 0^ to 45° 48° to 8O° 0- to 46° 46° to 80° V to 45° 4B° '080° 0° go* Alpine (nct)l Alpinc (gross)2 156 135 94 190 150 205 1.50 205 150 200 126 51 50 Vikittg2 1Allowahlr. Imrl vnl„n° ,...,....... 79 163 124178 1,980 124 175 124 51 50 Series TI - 143 - 99 155 164 135 105 170 135 170 135 57 42 Series K2 151 154 155 159 174 187 107 194 174 180 107 181 60 43 Scries 6801 No. 20 Gage - - 152 124 160 156 160 144 59 46 Series 6801 No, 18 Gage - - 180 152 208 160 196 152 57 30 Series 680A1 No. 18 Gage - - 150 138 150 I50 153 138 57 30 Series 6801 No. 16 Gagc -- - ISO 138 150 150 153 138 56 38 Alpine HS3 123 89 138 104 154 130 158 125 162 136_ 56 71 38 30 Versa -20002 161 110 182 110 208 110 112 110 21 Alpine MH2 , 149 116 - -- 180 145 - - - 59 1'1'61etl'retiv for - - - 70 38 __ ... _..._ __._......._T ,,,,a,,,,.,,, r, 1 - P,aw arca wimm 12 uten or the wood end edge. 2Thu effective plate contact arca is the gross conL'tct area. 31'he effective plata contact area is detennined by neglecting the plate arca within 0.44 inches of the wood end for the 0-45 degree orientation and within 0.34 inches of the wood end for tho 46.90 degree orientation, TABLE 2 -TENSION WEB CONNECTOR ALLOWABLE LOAD VALUES'1 2 OVERALL TRUSS DEPTH SPECIES OF ALLOWABLE WORKING LOAD VALUES FOR TENSION' (pounds) r (Inches) LUMBER4 ALLOWABLE WORKING LOAD VALUES FOR COMPRESSION pounds BC Bearing Doubt. Webs SingleWeha TC Bearing Double Webr 12 SP DF 2,330 2,330 1,750 1,690 2,000 2,000 855 HF SPIT 2,175 2,045 1,500 taco 1,980 855 790 1,880 790 600 14 SP DF 2,000 2,000 1,345 1,255 1,980 1,980, HF SPF 1870 1,870 1,225 1,225 1,980 600 600 -_ 1,880 600 600 IG SI' DF 2,000 2,000 1,345 2,000 11980 _.- HF SPF 1,870 1,870 1,225 1,225 1,980 600 600 1Allowahlr. Imrl vnl„n° ,...,....... i... ;..,,_....._� .•-- �.___.�_ ,.. 1,980 600 - ......__ ..._� .._..,_ ....,,.u.,.....ua .,u,auva yr tuuu. 2Allowable loads are multiplied by 0.8 factor when the Tension 3Spccics of lumhcr. .Web connector is used with wood having a moisture content exceeding 19 percent. SP --Southern pine, G= 0.55 DF-i7ouglas fir, G = 0.5U HF-hein fir, G = 0.43 SPF -spruce -pine -fir, G = 0.42 4The allowable load values are for webs acting only in tension. Double web value --the total of two webs, one installed on each face of the tniss. HC-bottorn chord bearing truss TC -top chord bearing truss SCompression values are noted to facilitate hundling of the repairs and the possibility of encountering load reversal Situation. 6Allowable loud values for tension webs in the panel nearest the supports and in the field of the truss. 7Allowuble load values for tension webs in panel in the field of the truss, for top chord or bottom chord boaring truss and on panels nearest the supports for bottom chord bearing truss. i Aill. 0 2003 2.20Prl ALPINE ENGINEH91) PRODUOS Page 4 of 4 , TC BRG CONOITION 21 IY.i 2• 2. 2• 2' A Ir NO. 05!6 P 5 Report No. 2949 n 11' tS• SF Se SB Jt'. K L M FOR 9PlICE N D P 0 R FRONT BACK FROM BACK DOUBLE WE88 BINGED WEBS SINGLE WEBS ADOf X AL NAILING REGUIREO. OPENING ATMOSAM IS PERMITTED SEE FIGURE NO.2 (24 INCHES Moo". I% INCHES MNI)AUM) SF—SINGLE WEB FROM FACE S"MgLE WEB BACK FACE FIGURE 1—TYPICAL TRUSS LAYOUT TOP CHORD BEARING DETAIL TOP CHORD 3.6" WITH BLOCK 1" 1.6" t"PLATE 2•2.5"-2 x 4 BLOCK 12' HEAR i6• EQUIRED) TW010d COMMON NAILS FIRST PAIR OF WEBS ONLY BOTTOM CHORD BEARINQ MTAILS x3 2 x 3 ,Z SINGLE OR DOUBLE i SINGLE OR DOUBLE I WEB AS REO'D. 12" WEB AS REO'D. 14" 16" 2x3 FIGURE 2—END BEARING DETAILS 8 —2x3 1T Sc ORO CONDITION x3 V ZA. L5' MAX. B O TC J E F O H I POR SPLICE 2 % 3 2. J 11' tS• SF Se SB Jt'. K L M FOR 9PlICE N D P 0 R FRONT BACK FROM BACK DOUBLE WE88 BINGED WEBS SINGLE WEBS ADOf X AL NAILING REGUIREO. OPENING ATMOSAM IS PERMITTED SEE FIGURE NO.2 (24 INCHES Moo". I% INCHES MNI)AUM) SF—SINGLE WEB FROM FACE S"MgLE WEB BACK FACE FIGURE 1—TYPICAL TRUSS LAYOUT TOP CHORD BEARING DETAIL TOP CHORD 3.6" WITH BLOCK 1" 1.6" t"PLATE 2•2.5"-2 x 4 BLOCK 12' HEAR i6• EQUIRED) TW010d COMMON NAILS FIRST PAIR OF WEBS ONLY BOTTOM CHORD BEARINQ MTAILS x3 2 x 3 ,Z SINGLE OR DOUBLE i SINGLE OR DOUBLE I WEB AS REO'D. 12" WEB AS REO'D. 14" 16" 2x3 FIGURE 2—END BEARING DETAILS 8 —2x3 1T Sc ORO CONDITION x3 -IAN, 9. 2003 2:30PM ALPINE ENGINEERED PRODUCTS NO, 0516 P. 6 PAGE 4 OF 7 REPORT NO. 94168A*' TABLE 2 ALPINE WAVE PLATErm, HS AND K PLATES EFFECTIVE TENSION AND SHEAR RESISTANCE DERIGN VAI tJFR Property Force Direction Alpine Wave PlateTM Alpine HS Plate 4 ('ll%� Alpine K Plate Efflc'y % pll/pr Effic'y % pli/pr Effic'y % pii/pr Tension@ 00 0.512 895 0.710 1809 0.591 1561 Tension@ 30° -- -- — --- 0.530 1400 Tension@ 60° — — — — 0.400 1057 Tension@ 900 0,486 849 0,300 764 0.464 1226 Shear @ 0° 0.563 656 0.435 665 0,548 965 Shear @ 300 0.739 861 0.720 1101 01515 907 Shear @ 60° 0.832 969 01810 1238 0.517 911 Shear @ 90° 0,487 567 0.517 790 0.562 990 Shear @ 1209 0.454 529 0,330 505 0,483 851 Shear @ 1500 0.477 556___J_0.412 630 0.472 831 ame z Notes:--Y.--� 1, Steel Design Values in pli/pr = efficiency x 2 x design thickness inches x allowable steel stress, psi. 2. Design Thickness = (gross thickness - coating thickness)/ 0.95 Design Thickness = 0.0364" (20 gauge) or 0.0595" (16 gauge), for G60 coating. 3: Allowable tensile steel stress = lesser of 0,6F, or OM, 4. Allowable shear steel stress = lesser of 0,4F. or 0.3F,,. TABLE 3 HINGE PLATE AI I 111MAD1 C moc-i ,wi a f -.A ram SI Units Conversion: 1 Ibf = 4,5 N Design Values Per Pair Property Load (lbs) Tension 689 Compression 437 Shear 501 SI Units Conversion: 1 Ibf = 4,5 N NorthStar ENGINEERING Civil Engineers • Surveyors Job #: 7975 Department of Development Services Building Division 7 County Center Drive Oroville, CA 95965 RE: Randy Hill Residence 107 Eagle Nest Drive Chico, CA To Whom It May Concern: Date: January 22, 2003 I have reviewed the additional truss design and submittal (drag truss at grid line E) for the Hill residence prepared by Longfellow Lumber Company Inc. The purpose of the review was to ensure that the truss designer used the proper gravity and lateral loading, truss layout, and spans where required in the design of the trusses. The structural design of the individual trusses, and framing configuration is the sole responsibility of the truss manufacturer. The Truss Designer and Manufacturer shall bear the entire responsibility for designing and constructing the trusses per plan. If you have any questions, or need further clarification, feel free to call me at (530) 893-1600. Sincerely, Jeff Richelieu, PE NorthStar Engineering 20 DECLARATION DRIVE CHICO, CALIFORNIA 95973 530-893-1600 FAX -893-2113 uite Count LAND OF NATURAL WEALTH AND BEAUTY PLANNING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 7 COUNTY CENTER DRIVE • OROVILLE, CALIFORNIA 95965-3397 TELEPHONE: (530) 538-7601 June 12, 2003 FAX: (530) 538-7785 Randy and Judy Hill 558 Paseo Companeros Chico, CA 95928 RE: Application for Correction _AP 011-680-01`67�COR 03-06 Mr. and Mrs. Hill: At the regular meeting of the Butte County Planning Commission held on June 12, 2003, the Commission granted a Certificate of Correction to modify a recorded parcel map, Condition 3, shown as follows: On Lots 11 through 20, if proposed cuts or fills exceed 3 feet outside the building footprint area, a grading / erosion control plan and soils report shall be prepared by a Registered Civil Engineer or Geologist for review and approval by the Butte County Public Works Department and the Development Services Department. Said plan and report shall be approved by the Butte County Public Works Department and the Development Services Department prior to issuance of a development permit. All construction shall be in accordance with approved plans. The design of the buildings shall conform to the natural topography of the lot to minimize the required cuts and fills. A Notice of Exemption must be filed for the purpose of completing the requirements of the California Environmental Quality Act. The fee for filing a Notice of Exemption is the $36.00 documentary handling fee. A check made payable to the Butte County Treasurer in the amount of $36.00 should be submitted to the Planning Division. There is a fifteen -day appeal period before this certificate can be recorded unless you sign and return the enclosed waiver waiving your right to appeal the Committee's decision. If the conditions are cleared prior to the end of the appeal period, a "clean" certificate with no conditions will be recorded upon receipt of correct recording fees. Should you have any questions regarding this matter, please contact this office Monday through Friday, between 8:00 a.m. and 4:00 p.m., at 538-7601. Sincerely, . Lynn Richardson Administrative Support Service Assistant cc: Environmental Health,�/Department Building Division Land Development SITE PLAN REVIEW APPLICATION Date: 1 D— I —I — p 2 AP# 0 1 1— Permit Number (if applicable) APPLICANT INFORMATION Parcel Size: i 277 A L Owners Name: l -j I L L , 12 X;N to Owners Address: (_Ar—P ag,N E12oS LH I GO Telephone No.: Situs Address: l c � E -1 -LLC Ne sT 1)4z- Proposed )+2- Proposed Use: Residential New Single Family Residential ❑ Single Family Addition ❑ Mobile Home ❑ Residential Accessory ❑ Permanent Second Dwelling ❑ Temporary Mobile Home (Aunt Minnie) ❑ Temporary Travel Trailer ❑ Multi -family Non-residential ❑ New Commercial ❑ Commercial Addition ❑ New Industrial ❑ Industrial Addition Other Septic ❑ Agricultural Exempt Building ❑ Other: Brief Explanation (if necessary): ❑ Single Family Remodel ❑ Commercial Remodel ❑ Industrial Remodel ❑ Well DO NOT WRITE BELOW THIS LINE DEVELOPMENT SERVICES INFORMATION (For Staff Use) ❑ 'Approved Conditionally Approved ❑ Resolve Problems Prior to Approval ❑ Site Plan Stamped Approved By !0, e Date ) p,_ 2a -- CJ2— Page 1 of 5 ALL ITEMS CHECKED APPLY TO THE PROPERTY Parcel Is In: ❑ Snow Load Area: - - ❑ Land Conservation Act Minimum Acreage: ❑ Verify residence can be built per contract ❑ Nitrate Action Plan (See Environmental Health for standards) ❑ Watershed Protection Overlay Zone (See attached standards and requirements) ❑ Expansive Soils (Test for expansive soils and if verified proper foundation design required) ® SRA - (CDF to determine specific requirements) ❑ 100 -Year Flood Plain: (See attac ed) • Flood Zone: • Flood Panel No.: p 53DC. Index Date: 6 - B ❑ Sacramento River Reclamation District (Approval must be obtained from the California Reclamation Board) ❑ Feather River Reclamation District (Approval must be obtained from the California Reclamation Board) ❑ North Chico Specific Plan (See Development Fees Section and attached standards and requirements) ❑ Chapman/Mulberry (See attached standards and requirements) ❑ Cohasset Area (See attached standards and requirements) ❑ Grading Zone (See attached handout) Use Requires: ❑ Use Permit ❑ Minor Use Permit ❑ Administrative Permit ❑ Minor Variance ❑ Variance ❑ Detached Building Use Form ❑ Encroachment Permit ❑ Agricultural Worker Affidavit ❑ Agricultural Acknowledgement Statement Zoning: Applicable Building Setbacks: ❑ Setbacks drawn on site Plan. jj CDF approval needed for encroachments into SRA setbacks. Page 2 of 5 Zoning Code Streets & Highways Fire Prevention Subdivision Map Front G ®G L Side —5 30 Side Street Rear 07 -30 Height Waterway N/A N/A N/A ❑ Setbacks drawn on site Plan. jj CDF approval needed for encroachments into SRA setbacks. Page 2 of 5 Applicable Development Fees: Standard Fees ❑ Fire ❑ School* ❑ Parks/Recreation ❑ Roads ❑ Sheriff ❑ Drainage ❑ NCSP/CSA 87 ❑ Chico Urban Area — Road ❑ Thermalito Impact ❑ Other �i Formula ----------------------------------------------------------=------------------------------------------7------------------- Subdivision Map Special Fees ❑ Water Tender R. Road Improvement ❑ North Oroville Area ❑ Other (per map) * Check with school district to verify actual fee if pre -application review. A final determination will be made at the time of the building permit. Parcel Created By ❑ Deeds: Date of Creation: Legal Access Provided: ❑ No Deed of Reference: Legal Access Required ❑ No Parcel Frontage on Publicly Maintained Road: ❑ No: ❑ Yes;"Road Name: - Complies with County Standards for Deed Creation: ❑ No ❑ Yes Comments: ❑ Yes ❑ Yes ❑ Parcel Deemed to be legal F-1Verify Legal Parcel E]Verify Legal Access ❑Provide Deed of Creation ❑ Obtain a Certificate of Compliance ❑ Obtain -a Merger - ❑ Obtain a Lot Line Adjustment ❑ Comply with Old Subdivision Lot Ordinance (Maps recorded prior to Book `17 of Maps Page 23). ❑ Construct road to: ❑ Meet Parcel size required by zone ❑ Meet current Environmental Health Department requirements Page 3 of 5 Subdivision Map/Parcel Map: Map Date of Recording: ) 1-13 — 2 Lot: ) W Book: Page: % S ❑ Use Permit/Minor Use Permit Permit Number: Date of Approval: Comply with the following Conditions of Approval: AT -r A C H g5:� T> ❑ Meet the Fire Safe Regulations of Butte County and P.R.C. 4290 ❑ Automatic fire suppression sprinkler systems shall be installed in accordance with the National Fire Protection Association Standard for installation of sprinkler systems in one and two family dwellings and mobile homes, NFPA Standard 13D, unless a pressurized community water system, with hydrants that meet the Fire Department specifications, serves the parcel. ❑ Wood stoves and fireplace inserts shall be EPA approved and designed to meet the emission requirements of the California Clean Air Act of 1988, as amended. ❑ Provide an erosion control plan for building and land disturbance on slopes steeper than 30%. The Erosion Control Plan must be prepared by a registered civil engineer or other qualified professional and be submitted to and approved by the Department of Public Works. ❑ A plan prepared by a certified arborist, botanist or landscape architect that shows the existing on-site mature trees, located in any area proposed for buildings and vehicular access, and provides for methods to protect the trees identified to be preserved, shall be provided to and approved by the Planning Division prior to the issuance of building permits and/or prior to grading or vegetation removal. The removal of mature trees shall be minimized, where possible. A mature tree shall be. defined as a tree with a trunk measuring 4 inches in diameter, 4 feet from ground level. Mature trees removed shall be replaced on a 3 -to -1 ratio, utilizing existing oak tree stock. Each tree to be preserved shall be surrounded by a circular zone (minimum 40 -foot radius) identified by an orange fence during construction activities. No vegetation removal, soil disturbance, or other development activities shall occur within the fenced area. ❑ Measures shall be taken to control fugitive dust emissions from all driveway and other civil construction associated with residential development. Approved dust control measures. are found in the fugitive dust control plan for the site approved by the Butte County Air Quality Management District, a copy of which can be obtained from the Butte County Department of Development Services, Building Division." ❑ Engineered foundations are required. ❑ Class A roofs are required. Page 4 of 5 K 0 0 IJ s s N�� Sale 0 9 S b> 0 0 IJ R r- s v t 0 S r.! vo z M �y� y S .y 4' s .W at .. S R r- 60 Conditions for Sewage Disposal Permit Dated September 13 2002 1. Tank location per plan. Minimum setback 5' from property line or any structure. 2. Pump and components shall be manufactured and supplied by Orenco Systems Inc. unless substitution allowed by subdivision engineer. 3. 24-hour tank tightness test: Connect inlet sewer line (stub okay if elevated or capped) to tank with inlet tee and epoxy seal for water test; fill the tank with water to bottom of manhole lid and let sit for at least a day before calling the inspector to startthe test. Backfilling around the tank is not recommended until the tank passes (or leave at least top three feet (3') of tank exposed). 4. Install risers with a watertight seal (no water should enter tank). 5. Test run of pump for final inspection. Pump may be installed prior to tank tightness test, however, if tank fails water test, the pump may require removal. Allow inspection of sewer tight line and sewer gate valve. 6. Minimum depth for sewer line is twelve inches (12"). MSE/kp/septicpermitcond2/246eaglesnest iortff r ENGINEERING Civil Engineers • Planners • Surveyors STRUCTURAL CALCULATIONS PROJECT: Hill residence LOCATION: 107 Eagle Nest Drive, Chico, CA OWNER: . Randy Hill JOB NUMBER: 7975 DATE: September -02 20 DECLARATION DRIVE CHICO, CA 95973 530-893-1600 FAX 530-893-2113 CODES: California Building Code, 1998 Edition CODE ENFORCEMENT: JButte County Building Department BUTTE E�i r -�t� a LOADS: Seismic Zone: 3 P P ON E- Pf. 16 psf Z 120/3 � • L,P Wind Speed: 75 mph Exposure: C (Method 2 used, u.n.o.) Soil Bearing: 1500 psf (per CBC TABLE 184-A) Min. Footing Depth: 12 inches NOTES: Are Special Inspections req'd for Engineering Elements Designed by NorthStar Engineering? No NorthStar Engineering is not responsible for these calculations unless this sheet is stamped by a registered professional engineer and wet signed with RED or BLUE ink. GENERAL: 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 NorthStar Engineering. Page 1 of 10 -NorthStar 20 DECLARATION DRIVE ENGINEERING CHICO, CA 95973 BY: SM / JR 530-893-1600 DATE: Se"2 FAX 530-893-2113 JOB NO: 7975 PG. 2 of LATERAL DESIGN BASED ON: CALIFORNIA BUILDING CODE, 1998 EDITION GRAVITY ROOF: ROOF SHINGLES 2.5 psf LOADS OSB OR PLYWOOD 2.0 psf 30.0 ft FRAMING 5.0 psf INSULATION 2.5 psf GYPSUM WALLBOARD 3.5 psf MISCELLANEOUS 1.5 psf *1 / ADD'L FOR ROOF SLOPE 0.0 psf (FOR LATRL. CALC. ONLY) 0.468W DEAD LOAD 17.0 psf * 0.36 SNOW LOAD (PI) 16.0 psf Vmin= TOTAL LOAD 33.0 psf *1 = FLOOR: FLOORING 2.0 psf 0.8 * 0.30 PLYWOOD 2.5 psf 0.00 W FRAMING 5.0 psf INSULATION 3.0 psf GYPSUM WALLBOARD 0.0 psf MISCELLANEOUS 1.5 psf DEAD LOAD 14.0 psf LIVE LOAD 40.0 psf TOTAL LOAD 54.0 psf LATERAL SEISMIC: Zone = 3 LOADS � R= 4.5 FOR ALL OTHER LIGHT -FRAMED WALLS Soil type = SD FOR STIFF SOIL PROFILE I= 1 PER UBC TABLE 16 - K Ca = 0.36 PER UBC TABLE 16 - Q Cv = 0.54 PER UBC TABLE 16 - R REGULAR DESIGN BASE SHEAR: Ct = 0.02 FOR ALL OTHER BUILDINGS hn = 30.0 ft T = 0.26 secs V= ' 0.54 *1 / (4.5* 0.26)= 0.468W Vmax = 2.5 * 0.36 * 1 / 4.5 = 0.200 W Vmin= 0.11 *0.36 *1 = 0.040W For seismic zone 4: Vmin = 0.8 * 0.30 * 0.0 * 1 / 4.5 = 0.00 W Maxsw%= 13% Lw = 3.5 ft AB = 7600 ft^2 r(max) = v*(10/Lw)= 13 % * 10 / 3.5 = p = 2 - 20 / (r -max * (Ab)^0.5) = 2-20/ (0.38 * 7600 Use V = 0.200 W 0.38 ^0.5)) = 1.39 NorthStar 20 DECLARATION DRIVE ENGINEERING CHICO, CA 95973 BY: SM / JR 530-893-1600 DATE: Sep -02 FAX 530-893-2113 JOB NO: 7975 PG. ? of E = p * VW = 0.278 W PER UBC EQ. 30-1 BASE SHEAR COEFFICIENT = 0.278 W / 1.4 = 0.198 W Vertical distribution of force Level Story Ht. Ht. (hx) Wt. (wx) Ht. x Wt. h*w/Eh*w VEQ Fx Roof 10.0 ft 20 ft 130.0 k 2600 0.75 32.2 k 0.248 wx 1st 10.0 ft loft 86.0 k 860 0.25 10.7 k 0.124 wx E = 216.0 k 3460 Base V = 42.9 k MM Ay- y-15'-20'= SIMPLIFIED DESIGN BASE SHEAR: 3.0 * 0.36 * 1 / 4.5 = 0.240 W E = p *,VW = 0.333 W PER UBC EQ. 30-1 BASE SHEAR COEFFICIENT = 0.333 W / 1.4 = 0.238 W Fx USE: r REGULAR design base shear Roof 0.238 wx r SIMPLIFIED design base shear 1st 0.238 wx General Notes: 1. The engineer is responsible for the structural items as noted in the following calculations. Should any changes be made to the design as detailed in these calculations without written approval from the engineer then the engineer assumes no responsibility for the entire structure or portions thereof. 2. All,waterproofing and flashing (roofs, foundations, retaining walls, decks, garage floors, etc.) is the responsibility of the contractor or owner. 3. These calculations are based on a completed structure. Should an unfinished structure be subject to loads then the engineer shall be contacted for an interim design or if not, will assume no responsibility. 4. Building sites are assumed to be drained and free of clay or expansive soil. Any other conditions must be brought to the attention of the engineer. 5. These calculations assume stable, undisturbed soils, and level stepped footings. Any other conditions encountered must be brought to the attention of the engineer. 6. All footings shall bear on undisturbed soil with a footing depth below frost line (per local requirements). 1=O(L oKlE Sro2`I WIND: EXP = C Pc�lLit or+ s SPEED = 75 m P h Re6,U(-AV- wrJ Cq = 1.3 METHOD 2 DESIGN 19ASC qs = 14.5 psf PRESSURE 0'- 15' = 1.06 Cq*qs*Ce = 20.0 psf MM Ay- y-15'-20'= 15'- 20'= 1.13 = 21.3 psf 20'- 25'= 1.19 = 22.4 psf 25'- 30'= 1.23 = 23.2 psf 30' - 40' = 1.31 = 24.7 psf General Notes: 1. The engineer is responsible for the structural items as noted in the following calculations. Should any changes be made to the design as detailed in these calculations without written approval from the engineer then the engineer assumes no responsibility for the entire structure or portions thereof. 2. All,waterproofing and flashing (roofs, foundations, retaining walls, decks, garage floors, etc.) is the responsibility of the contractor or owner. 3. These calculations are based on a completed structure. Should an unfinished structure be subject to loads then the engineer shall be contacted for an interim design or if not, will assume no responsibility. 4. Building sites are assumed to be drained and free of clay or expansive soil. Any other conditions must be brought to the attention of the engineer. 5. These calculations assume stable, undisturbed soils, and level stepped footings. Any other conditions encountered must be brought to the attention of the engineer. 6. All footings shall bear on undisturbed soil with a footing depth below frost line (per local requirements). BY: S "I /J(7 - 'DATE: O - 0 -1— JOB NO. PAGE �- OF �J NorthStar 20 DECLARATION DRIVE CHICO, CALIFORNIA 95973 530-893-1600 BY:(Z— DATE: 1 O c?'Z JOB N0: PAGES OF NorthStar uvu u uj imib • ruv uim • ourwyurs 20 DECLARATION DRIVE CHICO, CALIFORNIA 95973 530-893-1600 FAX 530=893-2113 By: SM / JR Date: 9/17/02 Job No: ?9_7 Sr Page cO of PARTIAL LATERAL DESIGN SHEAR WALL: (TOP FLOOR OR ROOF) Location: Grid 1 INDICATES LENGTH OF DIAPHRAGM WITHOUT SHEAR PANEL, TYP. Ll L Lswl L L2 L Lsw2 L L3 NorthStar ENGINEERING 20 DECLARATION DRIVE CHICO, CA 95973 530-893-1600 FAX 530-893-2113 INDICATES SHEAR WALL PANEL SECTION, TYP. L4 L Lsw4L L5 LLsw5 I, L6 CONSTANT FOR SEISMIC CALCULATIONS (K) = 0.238 W SNOW LOAD, % TO INCLUDE (SL) = 25 % or 0.0 psf SL not req'd. (Pf <= 30 psf) TRIB. COMPONENT LENGTH HT. OR W H / W ratio L1 = 0.0 ft Lswl = 6.0 ft 1.67:1 L2= 10.0 ft Lsw2= 0.0 ft 11.0 ft L3= 0.0 ft Lsw3= 0.0 ft 143 Ib/ft L4= 0.0 ft Lsw4= 0.0 ft 16.0 ft L5= 0.0 ft Lsw5= 0.0 ft 160 ft^2 L6 = 0.0 ft 64 Ib/ft 100% PERP. WALL LENGTH OF SHEARWALL (LswTOT) = 6.0 ft WALL HEIGHT = 10.0 ft TOTAL LENGTH OF WALL (L) = 140 ft^2 16.0 ft SEISMIC ZONE = 3 CONSTANT FOR SEISMIC CALCULATIONS (K) = 0.238 W SNOW LOAD, % TO INCLUDE (SL) = 25 % or 0.0 psf SL not req'd. (Pf <= 30 psf) TRIB. COMPONENT LENGTH HT. OR W DL CG A wDL veoDL %wDL to use ROOF DIAPHR. 24.5 ft 11.0 ft 17.0 psf 11.0 ft 270 ft"2 143 Ib/ft 182 Ib/ft ' 50% PARALLEL WALL 16.0 ft 10.0 ft 10.0 psf 5.0 ft 160 ft^2 100 Ib/ft 64 Ib/ft 100% PERP. WALL 14.0 ft 10.0 ft 10.0 psf 5.0 ft 140 ft^2 0 Ib/ft 56 Ib/ft 0% OTHER 0.0 ft 0.0 ft 0.0 psf 0.0 ft O ft^2 0 Ib/ft 0 Ib/ft 0% OTHER 0.0 ft 0.0 ft 0.0 psf 0.0 ft O ft^2 0 Ib/ft 0 Ib/ft 0 Total wDL = 243 Ib/ft I Total vegDL = 301 Ib/ft %wSL to use TRIB. SNOW LOAD TO SHEARWALL (wSL) = SL * Adia / L = 0 Ib/ft 50% TRIBUTARY WALL AREA FOR WIND (Aw) = 60 ft^2 BUILDING HEIGHT TO USE FOR WIND PRESSURE, (Hbuild) = 17.0 ft (up to 40'-0" max) WIND PRESSURE (P) = 20.5 psf C.G. OF WIND PRESSURE FROM BASE OF THIS SW, cgw = 9.0 ft LAT. EQ FORCE (vegTOT) = vegDL+ K*SL*Adia/LswTOT = 301 lb/ft LAT. WIND FORCE (v w) = Aw * P / LswTOT = 205 Ib/ft GOVERNING LATERAL FORCE v ov = 301 Ib/ft SEISMIC GOVERNS By: SM / JR NOrthStar 20 DECLARATION DRIVE Date: 9/17/02 ENGINEERING CHICO, CA 95973 Job No: -70) 7 530-893-1600 Page -7 of FAX 530-893-2113 SHEAR WALL: (TOP FLOOR OR R ROOF) (CONTINUED) Location: Grid 1 UNIT OVERTURNING MM'T (mo), EQ = veq(dia) * CGdia + veq(extwall) * ... = 2596 ft - Ib /ft WIND = (v w) * cgw = 1846 ft - Ib /ft max (mo) = 2596 ft - Ib /ft OVERTURNING MOMENT (Mo) = mo * Lswi RIGHTING MOMENT (Mr) = ([0.66 - wind] or [0.85 - eq] * wDL * Lswi"2) / 2 (Add wSL to wDL if veq controls) NET UPLIFT FORCE (M/D) = (Mo - Mr) / Lswi SEISMIC ZONE = 3 SHEAR DESIGN FOR SHEARWALL 0 Ib DSF2 = vgov * Lswl - (vgov * LswTOT / L) * (L1 + Lswl) = 1129 Ib DSF3 = vgov * Lswl - (vgov * LswTOT / L) * (1-1 + Lsw1 + 1-2) = (1/2" dia. anc. bolt) (5/8" dia. anc. bolt) DSF5 = vgov * (Lswl + Lsw2) - (vgov * LswTOT / L) * (1-1 + Lswl + L2 + Lsw2 + L3) = 0 Ib DSF6 = vgov * (Lsw1 + Lsw2 + Lsw3) - (vgov * LswTOT / L) * (L1 + Lswl + L2 + Lsw2 + L3 + Lsw3) = 0 Ib Sill plate Anc. bolt Sill plate Anc. bolt DSF9 = vgov * (Lswl + Lsw2 + Lsw3 + Lsw4) - (vgov * LswTOT / L) * (L1 + Lswl + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4 + L5) = 0 lb DSF10 = vgov * (Lswl + Lsw2 + Lsw3 + Lsw4 + Lsw5) - (vgov * LswTOT / L) * (L1 + Lswl + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4 + L5 + Lsw5) = 0 lb thick. in spacing ft thick. in spacing (ft) 2X 2.53 2X 3.68 Req'd: SHEAR WALL NO.2 HOLDOWNS FOR SHEARWALL Uplift A-307 Length Mo Mr M/D allthrd dia. Holdowns Strap Holdowns Lswl = 6.0 ft 15576 ft -Ib 3721 ft -Ib 1976 lb 5/8 PHD2 / 2-2x / (5/8") MSTC40 / 36-16d / 2-2x Lsw2 = 0.0 ft 0 ft -lb 0 ft -Ib 0 Ib Not req'd NOT REQ'D NOT REQ'D Lsw3 = 0.0 ft 0 ft -Ib 0 ft -Ib 0 Ib Not req'd NOT REQ'D NOT REQ'D Lsw4 = 0.0 ft 0 ft -Ib 0 ft -Ib 0 Ib Not req'd NOT REQ'D NOT REQ'D Lsw5 = 0.0 ft 0 ft -Ib 0 ft -Ib 0 Ib Not req'd NOT REQ'D NOT REQ'D DRAG STRUT FORCE DSF1 = (vgov * LswTOT / L) * L1 = 0 Ib DSF2 = vgov * Lswl - (vgov * LswTOT / L) * (L1 + Lswl) = 1129 Ib DSF3 = vgov * Lswl - (vgov * LswTOT / L) * (1-1 + Lsw1 + 1-2) = 0 Ib DSF4 = vgov * (Lswl + Lsw2) - (vgov * LswTOT / L) * (1-1 + Lswl + L2 + Lsw2) = 0 Ib DSF5 = vgov * (Lswl + Lsw2) - (vgov * LswTOT / L) * (1-1 + Lswl + L2 + Lsw2 + L3) = 0 Ib DSF6 = vgov * (Lsw1 + Lsw2 + Lsw3) - (vgov * LswTOT / L) * (L1 + Lswl + L2 + Lsw2 + L3 + Lsw3) = 0 Ib DSF7 = vgov * (Lswl + Lsw2 + Lsw3) - (vgov * LswTOT / l.) * (L1 + Lswl + L2 + Lsw2 + L3 + Lsw3 + L4) = 0 Ib DSF8 = vgov * (Lswl + Lsw2 + Lsw3 + Lsw4) - (vgov * LswTOT / L) * (L1 + Lswl + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4) = 0 Ib DSF9 = vgov * (Lswl + Lsw2 + Lsw3 + Lsw4) - (vgov * LswTOT / L) * (L1 + Lswl + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4 + L5) = 0 lb DSF10 = vgov * (Lswl + Lsw2 + Lsw3 + Lsw4 + Lsw5) - (vgov * LswTOT / L) * (L1 + Lswl + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4 + L5 + Lsw5) = 0 lb MAX. DRAG STRUT FORCE = 1129 Ib MIN. DRAG STRUT FORCE = 0 Ib USE: LSTA36 STRAP AT ALL TOP PLATE SPLICES By: SM / JR Date: 9/17/02 Job No: �9 -7 5�' Page 8 of SHEAR WALL: (BOTTOM FLOOR) Location: Grid 1 INDICATES LENGTH OF DIAPHRAGM WITHOUT SHEAR PANEL, TYP. L1 I, Lsw1 L L2 N®rthStar ENGINEERING 20 DECLARATION DRIVE CHICO, CA 95973 530-893-1600 FAX 530-893-2113 INDICATES SHEAR WALL PANEL SECTION, TYP. L3 LLsw3 L L4 L Lsw4L L5 LLsw5 I, L6 " LENGTH HT. OR W H / W ratio L1 = 0.0 ft Lsw1 = 16.0 ft 0.19:1 L2 = 0.0 ft Lsw2 = 0.0 ft 7.0 ft L3= 0.0 ft Lsw3= 0.0 ft 49 Ib/ft L4= 0.0 ft Lsw4= 0.0 ft 16.0 ft L5= 0.0 ft Lsw5= 0.0 ft 48 ft^2 L6 = 0.0 ft 7 Ib/ft 100% PERP. WALL LENGTH OF SHEARWALL (LswTOT) = 16.0 ft WALL HEIGHT = 3.0 ft TOTAL LENGTH OF WALL (L) = 42 ft^2 16.0 ft SEISMIC ZONE = 3 CONSTANT FOR SEISMIC CALCULATIONS (K) = 0.238 W TRIB. COMPONENT LENGTH HT. OR W DL CG A wDL vegDL %wDL to use FLOOR DIAPHR. 16.0 ft 7.0 ft 14.0 psf 3.0 ft 112 ft^2 49 Ib/ft 23 Ib/ft 50% PARALLEL WALL 16.0 ft 3.0 ft 10.0 psf 1.5 ft 48 ft^2 30 Ib/ft 7 Ib/ft 100% PERP. WALL 14.0 ft 3.0 ft 10.0 psf 1.5 ft 42 ft^2 0 Ib/ft 6 Ib/ft 0% DECK 21.0 ft 5.0 ft 14.0 psf 3.0 ft 105 ft^2 0 Ib/ft 22 Ib/ft 0% OTHER 0.0 ft 0.0 ft 0.0 psf 0.0 ft O ft^2 0 Ib/ft 0 Ib/ft 0% Total wDL = 79 Ih/ff Total vegDL = 59 Ib/ft TRIBUTARY WALL AREA FOR WIND (Aw) = 50 ft^2 FLOOR HEIGHT TO USE FOR WIND PRESSURE, (Hbuild) = 3.0 ft (up to 40'-0" max) WIND PRESSURE (P) = 20.0 psf C.G. OF WIND PRESSURE FROM BASE OF THIS SW, cgw = 3.0 ft HEIGHT TO BASE OF SHEARWALL ABOVE, (Habove) = 3.0 ft LAT. EQ FORCE (vegTOT) = Total vegDL = 59 Ib/ft LAT. EQ FORCE FROM LEVEL ABOVE (vegTOT*LswTOTab/LswTOTbel) = 113 Ib/ft 171 Ib/ft LAT. WIND FORCE (v w) = Aw * P / LswTOT = 62 Ib/ft LAT. WIND FORCE FROM LEVEL ABOVE (v w ab*LswTOTab/LswTOTbel)= 77 Ib/ft 139 Ib/ft TOTAL GOVERNING LATERAL FORCE v ov1 = 171 Ib/ft SEISMIC GOVERNS By: SM / JR NOrthStar 20 DECLARATION DRIVE Date: 9/17/02 ENGINEERING CH ICO, CA 95973 Job No: -?1-7,.15' 530-893-1600 Page 9 of FAX 530-893-2113 SHEAR WALL: (BOTTOM FLOOR) (CONTINUED) Location: Grid 1 UNIT OT MM'T, THIS LVL (mol), EQ = veq(dia) * CGdia + veq(extwall) * CG(ext wall) ..= 156 ft - Ib /ft WIND =(v w)*cgw= 187 ft -lb/ft UNIT OT MMT, TOP FLOOR (=2), EQ = veq(dia) * (CGdia + Habove) + veq(extwall) * ...= 1312 ft - Ib /ft WIND =(v w)*cgw= 2461 ft -lb/ft max (mo) = 2648 ft - Ib /ft OVERTURNING MOMENT (Mo) = (mol+mo2) * Lswi RIGHTING MOMENT (Mr) = [[0.66 - wind] or [0.85 - eq] * (wDL2 + wDL1) * Lswi^2] / 2 NET UPLIFT FORCE (MID) = (Mo - Mr) / Lswi (Add wSL to wDL2 ifveq controls) (1/2" dia. anc. bolt) (518" dia. anc. bolt) Sill plate Anc. bolt Sill plate Anc. bolt thick. in spacing ft thick. in spacing (ft) 2X 4.00 2X 4.00 Req'd: SHEAR WALL NO. 1 Gravity load from above = 100% Uplift A-307 Retrofit Length Mo Mr M/D allthrd dia. HD Holdown Lswl = 16.0 ft 42374 ft -Ib 35052 ft -Ib 458 Ib 5/8 RFB#5xl6 / ET -22 PHD2 / 2-2x / SSTB20 Lsw2 = 0.0 ft 0 ft -Ib 0 ft -Ib 0 Ib Not req'd NOT REQ'D NOT REQ'D Lsw3 = 0.0 ft 0 ft -Ib 0 ft -Ib 0 Ib Not req'd NOT REQ'D NOT REQ'D Lsw4 = 0.0 ft 0 ft -Ib 0 ft -Ib 0 Ib Not req'd NOT REQ'D NOT REQ'D Lsw5 = 0.0 ft 0 ft -Ib 0 ft -Ib 0 Ib Not req'd NOT REQ'D NOT REQ'D DRAG STRUT FORCE DSF1 = (vgovl * LswTOT / L) * L1 = 0 Ib DSF2 = vgovl * Lswl - (vgovl * LswTOT / L) * (Ll + Lswl) = 0 Ib DSF3 = vgovl * Lswl - (vgovl * LswTOT / L) * (L1 + Lswl + 1-2) = 0 Ib DSF4 = vgovl * (Lswl + Lsw2) - (vgovl * LswTOT / L) * (1-1 + Lswl + L2 + Lsw2) = 0 Ib DSF5 = vgovl * (Lswl + Lsw2) - (vgovl * LswTOT / L) * (L1 + Lswl + L2 + Lsw2 + 1-3) _ 0 Ib DSF6 = vgovl * (Lswl + Lsw2 + Lsw3) = (vgovl * LswTOT / Q * (L1 + Lswl + L2 + Lsw2 + L3 + Lsw3) = 0 lb DSF7 = vgovl * (Lswl + Lsw2 + Lsw3) - (vgovl * LswTOT / L) * (L1 + Lswl + L2 + Lsw2 + L3 + Lsw3 + L4) = 0 lb DSF8 = vgovl ' (Lswl + Lsw2 + Lsw3 + Lsw4) - (vgovl * LswTOT / L) * (L1 + Lswl + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4) = 0 lb DSF9 = vgovl * (Lswl + Lsw2 + Lsw3 + Lsw4) - (vgovl * LswTOT / L) * (L1 + Lswl + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4 + L5) = 0 Ib DSF10 = vgovl * (Lswl + Lsw2 + Lsw3 + Lsw4 + Lsw5) - (vgovl * LswTOT / L) * (L1 + Lswl + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4 + L5 + Lsw5) = 0 lb MAX. DRAG STRUT FORCE = 0 Ib MIN. DRAG STRUT FORCE = 0 Ib USE: NO TOP PLATE STRAP REQ'D By: SM / JR Date: 9/17/02 Job No: -19 7.5' Page 10 of PARTIAL LATERAL DESIGN SHEAR WALL: (TOP FLOOR OR ROOF) Location: Grid 2 INDICATES LENGTH OF DIAPHRAGM WITHOUT SHEAR PANEL, TYP. L1 L Lsw1 L L2 L Lsw2 L L3 L1 = 9.5 ft L2= 2.5 ft L3 = 17.0 ft L4= 9.0 ft L5 = 7.0 ft L6 = 6.5 ft NorthStar ENGINEERING Lswl = 7.5 ft Lsw2 = 6.5 ft Lsw3 = . 3.0 ft Lsw4= 6.0 ft Lsw5 = 3.5 ft L4 20 DECLARATION DRIVE CHICO, CA 95973 530-893-1600 FAX 530-893-2113 INDICATES SHEAR WALL PANEL SECTION, TYP. L5 LLsw5 L L6 H / W ratio 1.33:1 1.54:1 3.33: 1 1.67:1 2.86:1 LENGTH OF SHEARWALL (LswTOT) = 26.5 ft WALL HEIGHT = 10.0 ft TOTAL LENGTH OF WALL (L) = 78.0 ft SEISMIC ZONE = 3 CONSTANT FOR SEISMIC CALCULATIONS (K) = 0.238 W SNOW LOAD, % TO INCLUDE (SL) = 25 % or 0.0 psf SL not req'd. (Pf <= 30 psf) TRIB. COMPONENT LENGTH HT. OR W DL CG A wDL veQDL %wDL to use ROOF DIAPHR. 84.5 ft 25.0 ft 17.0 psf 14.0 ft 2113 ft^2 230 Ib/ft 323 Ib/ft 50% PARALLEL WALL 78.0 ft 10.0 ft 10.0 psf 5.0 ft 780 ft^2 100 Ib/ft 70 Ib/ft 100% PERP. WALL 50.0 ft 10.0 ft 10.0 psf 5.0 ft 500 ft"2 0 Ib/ft 45 Ib/ft 0% OTHER 0.0 ft 0.0 ft 0.0 psf 0.0 ft O ft^2 0 Ib/ft 0 Ib/ft 0% OTHER 0.0 ft 0.0 ft 0.0 psf 0.0 ft O ft^2 0 Ib/ft 0 Ib/ft 0% Total wDL = 330 Ib/ft Total vegDL = 438 Ib/ft %wSL to use TRIB. SNOW LOAD TO SHEARWALL (wSL) = SL * Adia / L = 0 Ib/ft 50% TRIBUTARY WALL AREA FOR WIND (Aw) = 200 ft^2 BUILDING HEIGHT TO USE FOR WIND PRESSURE, (Hbuild) = 25.0 ft (up to 40'-0" max) WIND PRESSURE (P) = 22.4 psf C.G. OF WIND PRESSURE FROM BASE OF THIS SW, cgw = 10.0 ft LAT. EQ FORCE (vegTOT) = vegDL+ K*SL*Adia/LswTOT = 438 Ib/ft LAT. WIND FORCE (v w) = Aw * P / LswTOT = 169 Ib/ft GOVERNING LATERAL FORCE v ov = 438 Ib/ft SEISMIC GOVERNS By: SM / JR NorthStar 20 DECLARATION DRIVE Date: 9/17/02 ENGINEERING CH ICO, CA 95973 Job No: -7q`75�- 530-893-1600 Page (( of FAX 530-893-2113 SHEAR WALL: (TOP FLOOR OR ROOF) (CONTINUED) Location: Grid 2 UNIT OVERTURNING MM'T (mo), EQ = veq(dia) * CGdia + veq(extwall) * ... = 5094 ft - Ib /ft WIND =(v w)*cgw= 1693 ft -lb/ft max (mo) = 5094 ft - Ib /ft OVERTURNING MOMENT (Mo) = mo * Lswi ' RIGHTING MOMENT (Mr) = ([0.66 - wind] or [0.85 - eq] * wDL * Lswi^2)/2 (Add wSL to wDL if veq controls) NET UPLIFT FORCE (MID) = (Mo - Mr) / Lswi SEISMIC ZONE = 3 SHEAR DESIGN FOR SHEARWALL (112" dia. anc. bolt) (5/8" dia. anc. bolt) Sill plate Anc. bolt Sill plate Anc. bolt thick. in spacing ftl thick. in _spacing (ft) 2X 1.74 2X 2.53 Req'd: SHEAR WALL NO.4 HOLDOWNS FOR SHEARWALL Uplift A-307 Length Mo Mr M/D allthrd dia. Holdowns Strap Holdowns Lswl = 7.5 ft 38206 ft -Ib 7894 ft -Ib 4042 Ib 5/8 PHD5 / 2-2x / (5/8") MSTC66 / 68-16d 14x Lsw2 = 6.5 ft 33112 ft -lb 5929 ft -Ib 4182 Ib 5/8 PHD5 / 2-2x / (5/8") MSTC66 / 68-16d 14x Lsw3 = 3.0 ft 15282 ft -Ib 1263 ft -Ib 4673 Ib 5/8 PHD5 / 2-2x / (5/8") MSTC66 / 68-16d / 4x Lsw4 = 6.0 ft 30565 ft -Ib 5052 ft -Ib 4252 Ib 5/8 PHD5 / 2-2x / (5/8") MSTC66 / 68-16d / 4x Lsw5 = 3.5 ft 17830 ft -Ib .1719 ft -Ib 4603 Ib 5/8 PHD5 / 2-2x / 5/8" MSTC66 / 68-16d /4x DRAG STRUT FORCE DSF1 = (vgov * LswTOT / L) * L1 = 1413 Ib DSF2 = vgov * Lswl - (vgov * LswTOT / L) * (1-1 + Lswl) = 755 Ib DSF3 = vgov * Lswl - (vgov * LswTOT / L) * (1-1 + Lswl + 1-2) 383 Ib DSF4 = vgov * (Lswl + Lsw2) - (vgov * LswTOT / L) * (L1 + Lswl + L2 + Lsw2) = 2262 Ib DSF5 = vgov * (Lswl + Lsw2) - (vgov * LswTOT / L) * (L1 + Lswl + L2 + Lsw2 + 1-3) -267 Ib DSF6 = vgov * (Lswl + Lsw2 + Lsw3) - (vgov * LswTOT / L) * (L1 + L.sw1 + L2 + Lsw2 + L3 + Lsw3) = 601 lb DSF7 = vgov * (Lswl + Lsw2 + Lsw3) - (vgov * LswTOT / L) * (L1 + Lswl + L2 + Lsw2 + L3 + Lsw3 + L4) _ -738 Ib DSF8 = vgov * (Lswl + Lsw2 + Lsw3 + Lsw4) - (vgov * LswTOT / L) * (L1 + Lswl + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4) = 996 lb DSF9 = vgov * (Lswl + Lsw2 + Lsw3 + Lsw4) - (vgov * LswTOT / L) * (L1 + Lswl + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4 + L5) _ -45 Ib DSF10 = vgov * (Lswl + Lsw2 + Lsw3 + Lsw4 + Lsw5) - (vgov * LswTOT / L) * (L1 + Lswl + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4 + L5 + Lsw5) = 967 lb MAX. DRAG STRUT FORCE = 2262 Ib MIN. DRAG STRUT FORCE _ -738 Ib USE: MSTC28 STRAP AT ALL TOP PLATE SPLICES By: SM / JR Date: 9/17/02 Job No: 'j 915- Page 1SPage , -L of SHEAR WALL: (BOTTOM FLOOR) Location: Grid 2 INDICATES LENGTH OF DIAPHRAGM WITHOUT SHEAR PANEL, TYP. NorthStar 20 DECLARATION DRIVE ENGINEERING CHICO, CA 95973 530-893-1600 FAX 530-893-2113 INDICATES SHEAR WALL PANEL SECTION, TYP. L1 k Lsw1 k L2 kLSW2 L3 IA=SW3 k L4 L LSW4 L5 L Lsw5 L L6 L H / W ratio L1 = 0.0 ft Lswl = 17.0 ft 0.62:1 L2 = 0.5 ft Lsw2 = 16.5 ft veoDL L3 = 0.3 ft Lsw3 = 13.5 ft 0.78: 1 L4 = 8.0 ft Lsw4 = 13.5 ft 0.78:1 L5 = 0.3 ft Lsw5 = 10.5 ft 1.00:11 L6 = 0.0 ft 5.3 ft 819 ft^2 LENGTH OF SHEARWALL (LsWTOT) = 71.0 ft WALL HEIGHT= 10.5 ft TOTAL LENGTH OF WALL (L) = 80.0 ft SEISMIC ZONE = 3 5.3 ft CONSTANT FOR SEISMIC CALCULATIONS (K) = 0.238 W TRIB. COMPONENT LENGTH HT. OR W DL CG A wDL veoDL %wDL to use FLOOR DIAPHR. 80.0 ft 21.0 ft 14.0 psf 10.5 ft 1680 ft^2 147 Ib/ft 79 Ib/ft 50% PARALLEL WALL 78.0 ft 10.5 ft 10.0 psf 5.3 ft 819 ft^2 102 Ib/ft 27 Ib/ft 100% PERP. WALL 50.0 ft 10.5 ft 10.0 psf 5.3 ft 525 W2, 0 Ib/ft 18 Ib/ft 0% DECK 78.0 ft 8.0 ft 14.0 psf 10.5 ft 624 ft"2 0 Ib/ft 29 Ib/ft 0% OTHER 0.0 ft 0.0 ft 0.0 psf 0.0 ft O ft^2 0 Ib/ft 0 Ib/ft 0% Total wDL = 949 Ih/ft Total vegDL = 153 Ib/ft TRIBUTARY WALL AREA FOR WIND (Aw) = 255 ft^2 FLOOR HEIGHT TO USE FOR WIND PRESSURE, (Hbuild) = 10.5 ft (up to 40'-0" max) WIND PRESSURE (P) = 20.0 psf C.G. OF WIND PRESSURE FROM BASE OF THIS SW, cgw = 10.5 ft HEIGHT TO BASE OF SHEARWALL ABOVE, (Habove) = 10.5 ft LAT. EQ FORCE (vegTOT) = Total vegDL = 153 Ib/ft LAT. EQ FORCE FROM LEVEL ABOVE (vegTOT*LswTOTab/LswTOTbel) _ 163 Ib/ft 3171b/ft LAT. WIND FORCE (v w) = Aw * P / LswTOT = 72 Ib/ft LAT. WIND FORCE FROM LEVEL ABOVE (v w ab*LswTOTab/LswTOTbel)= 63 Ib/ft 135 lb/ft TOTAL GOVERNING LATERAL FORCE v ov1 = 317 Ib/ft SEISMIC GOVERNS By: SM / JR Date: 9/17/02 Job No: -19 -?,5—' Page of NorthStar ENGINEERING 20 DECLARATION DRIVE CHICO, CA 95973 530-893-1600 FAX 530-893-2113 SHEAR WALL: (BOTTOM FLOOR) (CONTINUED) Location: Grid 2 UNIT OT MM'T, THIS LVL (mol), EQ = veq(dia) * CGdia + veq(extwall) * CG(ext wall) ..= 1373 ft - Ib /ft WIND = (v w) * cgw = 754 ft - Ib /ft UNIT OT MM'T, TOP FLOOR (=2), EQ = veq(dia) * (CGdia + Habove) + veq(extwall) * ...= 3617 ft - Ib /ft WIND = (v w) *1cgw = 3471 ft - lb /ft max (mo) = 4990 ft - Ib /ft OVERTURNING MOMENT (Mo) = (mol+mo2) * LsvA RIGHTING MOMENT (Mr) = [[0.66 - wind] or [0.85 - eq] * (wDL2 + wDL1) * Lswi^2] / 2 NET UPLIFT FORCE (M/D) = (Mo - Mr) / Lswi (Add wSL to wDL2 if veq controls) (1/2" dia. anc. bolt) (5/8" dia. anc. bolt) Sill plate Anc. bolt Sill plate Anc. bolt thick. in spacing ft thick. in spacing (ft) 2X 3.49 Req'd: SHEAR WALL NO. 3 2X 2.40 Gravity load from above = 100% Uplift A-307 Retrofit DSF3 = vgov1 * Lswl - (vgovl * LswTOT / L) * (1-1 + Lswl + 1-2) = 465 Ib Length Mo Mr M/D allthrd dia. HD Holdown Lswl = 17.0 ft 84831 ft -Ib 71187 ft -Ib 803 Ib 5/8 RFB#5xl6 / ET -22 PHD2 / 2-2x / SSTB20 Lsw2 = 16.5 ft 82336 ft -Ib 67061 ft -Ib 926 Ib 5/8 RFB#5xl6 / ET -22 PHD2/2-2x / SSTB20 Lsw3 = 13.5 ft 67366 ft -Ib 44892 ft -Ib 1665 Ib 5/8 RFB#5xl6 / ET -22 PHD2 / 2-2x / SSTB20 Lsw4 = 13.5 ft 67366 ft -lb 44892 ft -Ib 1665 Ib 5/8 RFB#5x16 / ET -22 PHD2 / 2-2x / SSTB20 Lsw5 = 10.5 ft 52396 ft -Ib 27157 ft -Ib ' 2404 Ib 5/8 RFB#5xl6 / ET -22 PHD2 / 2-2x / SSTB20 DRAG STRUT FORCE DSF1 = (vgovl * LswTOT / L) * L1 = 0 Ib DSF2 = vgovl * Lswl - (vgovl * LswTOT / L) * (1-1 + Lswl) = 606 Ib DSF3 = vgov1 * Lswl - (vgovl * LswTOT / L) * (1-1 + Lswl + 1-2) = 465 Ib DSF4 = vgovl * (Lswl + Lsw2) - (vgovl * LswTOT / L) * (1-1 + Lswl + L2 + Lsw2) = 1053 lb DSF5 = vgovl * (Lswl + Lsw2) - (vgovl * LswTOT / L) * (1-1 + Lswl + L2 + Lsw2 + 1-3) = 983 Ib DSF6 = vgovl * (Lswl + Lsw2 + Lsw3) - (vgovl * LswTOT / Q * (1-1 + Lswl + L2 + Lsw2 + L3 + Lsw3) = 1464 Ib DSF7 = vgovl * (Lswl + Lsw2 + Lsw3) - (vgovl * LswTOT / Q * (1-1 + Lswl + L2 + Lsw2 + L3 + Lsw3 + L4) _ -785 Ib DS178 = vgovl * (Lsw1 + Lsw2 + Lsw3 + Lsw4) - (vgovl * LswTOT / L) * (Lt + Lswl + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4) _ -304 lb DSF9 = vgovl * (Lswl + Lsw2 + Lsw3 + Lsw4) - (vgovl * LswTOT / L) * (1-1 + Lswl + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4 + 1-5) _ -374 lb DSF10 = vgovl * (Lswl + Lsw2 + Lsw3 + Lsw4 + Lsw5) - (vgovl * LswTOT / L) * (Ll + Lswl + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4 + L5 + Lsw5) = 0 lb MAX. DRAG STRUT FORCE = 1464 Ib MIN. DRAG STRUT FORCE _ -785 Ib USE: LSTA36 STRAP AT ALL TOP PLATE SPLICES By: SM / JR Date: 9/17/02 Job No: --#-')-7 Page 1 t of PARTIAL LATERAL DESIGN SHEAR WALL: (TOP FLOOR OR ROOF) Location: Grids 3 - 6 INDICATES LENGTH OF DIAPHRAGM WITHOUT SHEAR PANEL, TYP. NorthStar ENGINEERING 20 DECLARATION DRIVE CHICO, CA 95973 530-893-1600 FAX 530-893-2113 INDICATES SHEAR WALL PANEL SECTION, TYP. L1 � Lsw1 � L2 � Lsw2 j L3 1,Lsw3 L L4 L Lswk L5 LLsw5 1, L6 CONSTANT FOR SEISMIC CALCULATIONS (K) = 0.238 W SNOW LOAD, % TO INCLUDE (SL) = 25 % or 0.0 psf SL not req'd. (Pf <= 30 psf) TRIB. COMPONENT LENGTH HT. OR W H / W ratio L1 = 0.0 ft Lsw1 = 13.0 ft 0.77:1 L2 = 14.5 ft Lsw2 = 10.0 ft 1.00:1 L3 = 4.5 ft Lsw3 = 5.5 ft 1.82:1 L4= 7.0 ft Lsw4= 0.0 ft 54.5 ft L5= 0.0 ft Lsw5= 0.0 ft 545 ft^2 L6 = 0.0 ft 46 Ib/ft 100% PERP. WALL LENGTH OF SHEARWALL (LswTOT) = 28.5 ft WALL HEIGHT = 10.0 ft TOTAL LENGTH OF WALL (L) = 400 ft^2 54.5 ft SEISMIC ZONE = 3 CONSTANT FOR SEISMIC CALCULATIONS (K) = 0.238 W SNOW LOAD, % TO INCLUDE (SL) = 25 % or 0.0 psf SL not req'd. (Pf <= 30 psf) TRIB. COMPONENT LENGTH HT. OR W DL CG A wDL veoDL %wDL to use ROOF DIAPHR. 68.0 ft 32.0 ft 17.0 psf 13.0 ft 2176 ft"2 339 Ib/ft 309 Ib/ft 50% PARALLEL WALL 54.5 ft 10.0 ft 10.0 psf 5.0 ft 545 ft^2 100 Ib/ft 46 Ib/ft 100% PERP. WALL 40.0 ft 10.0 ft 10.0 psf 5.0 ft 400 ft^2 0 Ib/ft 33 Ib/ft 0% OTHER 0.0 ft 0.0 ft 0.0 psf" 0.0 ft O ft"2 0 Ib/ft 0 Ib/ft 0% OTHER 0.0 ft 0.0 ft 0.0 psf 0.0 ft O ft^2 0 Ib/ft 0 Ib/ft 0% Total wDL = 439 Ib/ft Total vegDL = 388 Ib/ft %wSL to use TRIB. SNOW LOAD TO SHEARWALL (wSL) = SL * Adia / L = 0 Ib/ft 50% TRIBUTARY WALL AREA FOR WIND (Aw) = 180 ft^2 BUILDING HEIGHT TO USE FOR WIND PRESSURE, (Hbuild) = 17.0 ft (up to 40'-0" max) WIND PRESSURE (P) = 20.5 psf C.G. OF WIND PRESSURE FROM BASE OF THIS SW, cgw = 9.0 ft LAT. EQ FORCE (vegTOT) = vegDL+ K*SL*Adia/LswTOT = 388 Ib/ft LAT. WIND FORCE (v w) = Aw * P / LswTOT = 130 Ib/ft GOVERNING LATERAL FORCE v ov = 388 Ib/ft SEISMIC GOVERNS 0 By: SM / JR Date: 9/17/02 Job No: -7,q'7-'5- Page 7q7-'5-Page /S of WorthStar ENGINEERING 20 DECLARATION DRIVE CHICO, CA 95973 530-893-1600 FAX 530-893-2113 SHEAR WALL: (TOP FLOOR OR ROOF) (CONTINUED) Location: Grids 3 - 5 UNIT OVERTURNING MM'T (mo), EQ = veq(dia) * CGdia + veq(extwall) * ... = 4414 ft - Ib /ft WIND =(v w)*cgw= 1166 ft-Ib/ft max (mo) = 4414 ft - Ib /ft OVERTURNING MOMENT (Mo) = mo * Lswi 1 RIGHTING MOMENT (Mr) = ([0.66 - wind] or [0.85 - eq] * wDL * Lswi^2)/2 (Add wSL to wDL if veq controls) NET UPLIFT FORCE (M/D) = (Mo - Mr) / Lswi SEISMIC ZONE = 3 (1/2" dia. anc. bolt) (5/8" dia. anc. bolt) Sill plate Anc. bolt Sill plate Anc. bolt thick. in spacing ft thick. in spacing (ft) 2X 2.85 Req'd: SHEAR WALL NO.3 2X 1.96 Uplift A-307 DRAG STRUT FORCE DSF1 = (vgov * LswTOT / L) * L1 = 0 Ib DSF2 = vgov * Lswl - (vgov * LswTOT / L) * (1-1 + Lswl) = 2407 Ib DSF3 = vgov * Lswl - (vgov * LswTOT / L) * (1-1 + Lswl + 1-2) _ -536 Ib DSF4 = vgov * (Lswl + Lsw2) - (vgov * LswTOT / L) * (L1 + Lswl + L2 + Lsw2) _ 1316 Ib DSF5 = vgov * (Lswl + Lsw2) - (vgov * LswTOT / L) * (1-1 + Lswl + L2 + Lsw2 + 1-3) = 402 Ib DSF6 = vgov * (Lswl + Lsw2 + Lsw3) - (vgov * LswTOT / L) * (L1 + Lswl + L2 + Lsw2 + L3 + Lsw3) = 1421 lb DSF7 = vgov * (Lswl + Lsw2 + Lsw3) - (vgov * LswTOT / L) * (L1 + Lswl + L2 + Lsw2 + L3 + Lsw3 + L4) = 0 Ib DSF8 = vgov * (Lsw1 + Lsw2 + Lsw3 + Lsw4) - (vgov * LswTOT / L) * (L1 + Lswl + L2 +. Lsw2 + L3 + Lsw3 + L4 + Lsw4) = 0 l b DSF9 = vgov * (Lsw1 + Lsw2 + Lsw3 + Lsw4) - (vgov * LswTOT / L) * (L1 + Lswl + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4 + L5) _ * 0 lb DSF10 = vgov' (Lswl + Lsw2 + Lsw3 + Lsw4 + Lsw5) - (vgov * LswTOT / L) * (L1 + Lswl + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4 + L5 + Lsw5) = 0 lb MAX. DRAG STRUT FORCE = 2407 Ib MIN. DRAG STRUT FORCE _ -536 Ib USE: MSTC28 STRAP AT ALL TOP PLATE SPLICES 4 Length Mo Mr M/D allthrd dia. Holdowns Strap Holdowns Lswl = 13.0 ft 57380 ft -Ib 31558 ft -Ib 1986 Ib 5/8 PHD2 / 2-2x / (5/8") MSTC40 / 36-16d 12-2x Lsw2 = 10.0 ft 44138 ft -Ib 18673 ft -Ib 2546 Ib 5/8 PHD2 / 2-2x / (5/8") MSTC52 / 48-16d / 2-2x Lsw3 = 5.5 ft 24276 ft -Ib 5649 ft -Ib 3387 Ib 5/8 PHD2 / 2-2x / (5/8") MSTC52/48-16d 12-2x Lsw4 = 0.0 ft 0 ft -Ib 0 ft -Ib 0 Ib Not req'd NOT REQ'D NOT REQ'D Lsw5 = 0.0 ft 0 ft -Ib 0 ft -Ib 0 Ib Not r 'd. NOTREQ'D NOT REQ'D DRAG STRUT FORCE DSF1 = (vgov * LswTOT / L) * L1 = 0 Ib DSF2 = vgov * Lswl - (vgov * LswTOT / L) * (1-1 + Lswl) = 2407 Ib DSF3 = vgov * Lswl - (vgov * LswTOT / L) * (1-1 + Lswl + 1-2) _ -536 Ib DSF4 = vgov * (Lswl + Lsw2) - (vgov * LswTOT / L) * (L1 + Lswl + L2 + Lsw2) _ 1316 Ib DSF5 = vgov * (Lswl + Lsw2) - (vgov * LswTOT / L) * (1-1 + Lswl + L2 + Lsw2 + 1-3) = 402 Ib DSF6 = vgov * (Lswl + Lsw2 + Lsw3) - (vgov * LswTOT / L) * (L1 + Lswl + L2 + Lsw2 + L3 + Lsw3) = 1421 lb DSF7 = vgov * (Lswl + Lsw2 + Lsw3) - (vgov * LswTOT / L) * (L1 + Lswl + L2 + Lsw2 + L3 + Lsw3 + L4) = 0 Ib DSF8 = vgov * (Lsw1 + Lsw2 + Lsw3 + Lsw4) - (vgov * LswTOT / L) * (L1 + Lswl + L2 +. Lsw2 + L3 + Lsw3 + L4 + Lsw4) = 0 l b DSF9 = vgov * (Lsw1 + Lsw2 + Lsw3 + Lsw4) - (vgov * LswTOT / L) * (L1 + Lswl + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4 + L5) _ * 0 lb DSF10 = vgov' (Lswl + Lsw2 + Lsw3 + Lsw4 + Lsw5) - (vgov * LswTOT / L) * (L1 + Lswl + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4 + L5 + Lsw5) = 0 lb MAX. DRAG STRUT FORCE = 2407 Ib MIN. DRAG STRUT FORCE _ -536 Ib USE: MSTC28 STRAP AT ALL TOP PLATE SPLICES 4 By: SM / JR Date: 9/17/02 Job No: -M i 5 - Page of SHEAR WALL: (BOTTOM FLOOR) Location: Grids 3 - 5 INDICATES LENGTH OF DIAPHRAGM WITHOUT SHEAR PANEL, TYP. . L1 I,Lsw1 L L2 N'orthStar ENGINEERING 20 DECLARATION DRIVE CHICO, CA 95973 530-893-1600 FAX 530-893-2113 INDICATES SHEAR WALL PANEL SECTION, TYP. L3 [,Lsw3 L L4 1 Lsw4L L5 LLsw5 L L6 CONSTANT FOR SEISMIC CALCULATIONS (K) = 0.238 W TRIB. COMPONENT LENGTH HT. OR W H / W ratio L1 = 0.0 ft Lsw1 = 13.0 ft 0.31:1 L2= 12.5 ft Lsw2= 29.0 ft 0.14:1 L3= 0.0 ft Lsw3= 0.0 ft 44 Ib/ft L4= 0.0 ft Lsw4= 0.0 ft 54.5 ft L5= 0.0 ft Lsw5= 0.0 ft 218 ft^2 L6 = 0.0 ft 12 Ib/ft 100% PERP. WALL 4 4.0 ft 10.0 psf 2.0 ft LENGTH OF SHEARWALL (LswTOT) = 42.0 ft WALL HEIGHT = 4.0 ft TOTAL LENGTH OF WALL (L) = DECK 54.5 ft SEISMIC ZONE = 3 CONSTANT FOR SEISMIC CALCULATIONS (K) = 0.238 W TRIB. COMPONENT LENGTH HT. OR W DL CG A wDL veoDL %wDL to use FLOOR DIAPHR. RIGHT 38.0 ft 9.10 ft 14.0 psf 4.0 ft 342 ft^2 44 Ib/ft 27 Ib/ft 50% PARALLEL WALL 54.5 ft 4.0 ft 10.0 psf 2.0 ft 218 ft^2 40 Ib/ft 12 Ib/ft 100% PERP. WALL 40.0 ft 4.0 ft 10.0 psf 2.0 ft 160 ft^2 0 Ib/ft 9 Ib/ft 0% DECK 10.0 ft 10.0 ft 14.0 psf 4.0 ft 100 ft^2 0 Ib/ft 8 Ib/ft 0% FLOOR DIAPHR. LEFT 16.0 ft 7.0 ft 14.0 psf 4.0 ft 112 ft^2 14 Ib/ft 9 Ib/ft 50% Total wDL = 98 Ih/ff Total vegDL = 65 Ib/ft TRIBUTARY WALL AREA FOR WIND (Aw) = 150 ft^2 FLOOR HEIGHT TO USE FOR WIND PRESSURE, (Hbuild) = 4.0 ft (up to 40'-0" max) WIND PRESSURE (P) = 20.0 psf C.G. OF WIND PRESSURE FROM BASE OF THIS SW, cgw = 4.0 ft HEIGHT TO BASE OF SHEARWALL ABOVE, (Habove) = 4.0 ft LAT. EQ FORCE (vegTOT) = Total vegDL = 65 Ib/ft LAT. EQ FORCE FROM LEVEL ABOVE (vegTOT*LswTOTab/LswTOTbel) = 263 Ib/ft 329 Ib/ft LAT. WIND FORCE (v w) = Aw * P / LswTOT = 71 Ib/ft LAT. WIND FORCE FROM LEVEL ABOVE (v w ab*LswTOTab/LswTOTbel)= 88 Ib/ft 159 Ib/ft TOTAL GOVERNING LATERAL FORCE v ovl = 329 Ib/ft SEISMIC GOVERNS By: SM / JR Date: 9/17/02 Job No: i'�"7 50 - Page ( -? of NorthStar ENGINEERING 20 DECLARATION DRIVE CHICO, CA 95973 530-893-1600 FAX 530-893-2113 SHEAR WALL: (BOTTOM FLOOR) (CONTINUED) Location: Grids 3 - 5 UNIT OT MM'T, THIS LVL (mol), EQ = veq(dia) * CGdia + veq(extwall) * CG(ext wall) ..= 219 ft - Ib /ft WIND =(v w)*cgw= 285 ft -lb/ft UNIT OT MMT, TOP FLOOR (mo2), EQ = veq(dia) * (CGdia + Habove) + veq(extwall) * ...= 4049 ft - Ib /ft WIND = (v w) * cgw = 1684 ft - Ib /ft max (mo) = 4267 ft - Ib /ft OVERTURNING MOMENT (Mo) = (mol+mo2) * Lswi RIGHTING MOMENT (Mr) = [[0.66 - wind] or [0.85 - eq] * (wDL2 + wDL1) * Lswi^2] / 2 NET UPLIFT FORCE (WD) = (Mo - Mr) / Lswi (Add wSL to wDL2 if veq controls) (1/2" dia. anc. bolt) (5/8" dia. anc. bolt) DSF2 = vgovl * Lswl - (vgovl * LswTOT / L) * (1-1 + Lsw1) = 980 Ib DSF3 = vgovl * Lswl - (vgovl * LswTOT / L) * (L1 + Lswl + 1-2) _ -2187 Ib Sill plate Anc. bolt Sill plate Anc. bolt 0 Ib DSF6 = vgovi * (Lswl + Lsw2 + Lsw3) - (vgovl * LswTOT / L) * (L1 + Lswl + L2 + Lsw2 + L3 + Lsw3) = 0 lb DSF7 = vgovl * (Lswl + Lsw2 + Lsw3) - (vgovl * LswTOT / Q * (L1 + Lswl + L2 + Lsw2 + L3 + Lsw3 + L4) = thick. in s acin ft thick. in spacing (ft) DSF9 = vgovl * (Lswl + Lsw2 + Lsw3 + Lsw4) - (vgovl * LswTOT / L) * (L1 + Lswl + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4 + L5) = 0 lb DSF10 = vgovl * (Lswl + Lsw2 + Lsw3 + Lsw4 + Lsw5) - (vgovl * LswTOT / L) ' (L1 + Lswl + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4 + L5 + Lsw5) = 0 lb 2X 2.31 2X 3.37 Req'd: SHEAR WALL NO.3 G (C i p P(,15' w 44 HOLDOWNS FOR SHEARWALL P'0 CS NoT Gravity load from above = 100% Uplift A-307 Retrofit e Lencfth Mo Mr M/D allthrd dia. HD Holdownn Lswl = 13.0 ft 55476 ft -Ib 38619 ft -Ib 1297 Ib 5/8 RFB#5xl6 / ET -22 PHD2 / 2-2x / SSTB20 Lsw2 = 29.0 ft 123754 ft -Ib 192183 ft -Ib -2360 Ib Not req'd NOT REQ'D NOT REQ'D Lsw3 = 0.0 ft 0 ft -Ib 0 ft -Ib 0 Ib Not req'd NOT REQ'D NOT REQ'D Lsw4 = 0.0 ft 0 ft -Ib 0 ft -Ib 0 Ib Not req'd NOT REQ'D NOT REQ'D Lsw5 = 0.0 ft 0 ft -Ib 0 ft -Ib 0 Ib Not req'd NOT REQ'D NOT REQ'D DRAG STRUT FORCE DSF1 = (vgovl * LswTOT / L) * L1 = 0 Ib DSF2 = vgovl * Lswl - (vgovl * LswTOT / L) * (1-1 + Lsw1) = 980 Ib DSF3 = vgovl * Lswl - (vgovl * LswTOT / L) * (L1 + Lswl + 1-2) _ -2187 Ib DSF4 = vgovl * (Lswl + Lsw2) - (vgovl * LswTOT / L) * (L1 + Lswl + L2 + Lsw2) = 0 Ib DSF5 = vgovl * (Lswl + Lsw2) - (vgovl * LswTOT / L) * (L1 + Lswl + L2 + Lsw2 + L3) = 0 Ib DSF6 = vgovi * (Lswl + Lsw2 + Lsw3) - (vgovl * LswTOT / L) * (L1 + Lswl + L2 + Lsw2 + L3 + Lsw3) = 0 lb DSF7 = vgovl * (Lswl + Lsw2 + Lsw3) - (vgovl * LswTOT / Q * (L1 + Lswl + L2 + Lsw2 + L3 + Lsw3 + L4) = 0 Ib DSF8 = vgovl * (Lswl + Lsw2 + Lsw3 + Lsw4) - (vgovl * LswTOT / L) * (L1 + Lswl + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4) = 0 lb DSF9 = vgovl * (Lswl + Lsw2 + Lsw3 + Lsw4) - (vgovl * LswTOT / L) * (L1 + Lswl + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4 + L5) = 0 lb DSF10 = vgovl * (Lswl + Lsw2 + Lsw3 + Lsw4 + Lsw5) - (vgovl * LswTOT / L) ' (L1 + Lswl + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4 + L5 + Lsw5) = 0 lb MAX. DRAG STRUT FORCE = 980 Ib MIN. DRAG STRUT FORCE _ -2187 Ib USE: 'MSTC28 STRAP AT ALL TOP PLATE SPLICES By: SM / JR Date: 9/18/02 Job No: -7 � Page C g of PARTIAL LATERAL DESIGN SHEAR WALL: Location: Grid 6 INDICATES LENGTH OF DIAPHRAGM WITHOUT SHEAR PANEL, TYP. L1 I,Lsw1 L L2 NorthStar 20 DECLARATION DRIVE ENGINEERING CHICO, CA 95973 530-893-1600 FAX 530-893-2113 L4 L1 = 39.0 ft Lswl = 9.0 ft L2= 3.0 ft Lsw2= 4.0 ft L3= 2.5 ft Lsw3= 0.0 ft L4= 0.0 ft Lsw4= 0.0 ft L5= 0.0 ft Lsw5= 0.0 ft L6 = 0.0 ft 5.0 ft 575 ft^2 INDICATES SHEAR WALL PANEL SECTION, TYP. Lsw4L L5 LLsw5 I. L6 L H / W ratio 1.11:1 2.50:1 4.• h LENGTH OF SHEARWALL (LswTOT) = 13.0 ft WALL HEIGHT = 10.0 ft TOTAL LENGTH OF WALL (L) = 57.5 ft SEISMIC ZONE = 3, CONSTANT FOR SEISMIC CALCULATIONS (K) = 0.20 W SNOW LOAD, % TO INCLUDE (SL) = 25 % or 0.0 psf SL not req'd. (Pf <= 30 psf) TRIB. COMPONENT LENGTH HT. OR W DL CG A wDL vegDL %wDL to use ROOF DIAPHR. TOP 59.0 ft 18.0 ft 17.0 psf 14.0 ft 1062 ft^2 157 Ib/ft 275 Ib/ft 50% PARALLEL WALL 57.5 ft 10.0 ft 10.0 psf 5.0 ft 575 ft^2 50 Ib/ft 88 Ib/ft 50% PERP. WALL 40.0 ft 10.0 ft 10.0 psf 5.0 ft 400 ft^2 70 lb/ft 61 Ib/ft 100% OTHER 0.0 ft 0.0 ft 0.0 psf 0.0 ft O ft^2 0 Ib/ft 0 lb/ft 0% OTHER 0.0 ft 0.0 ft 0.0 psf 0.0 ft O ft^2 0 Ib/ft 0 lb/ft 0% Total wDL = 277 Ib/ft Total vegDL = : 424 Ib/ft %wSL to use TRIB. SNOW LOAD TO SHEARWALL (wSL) = SL * Adia / L = 0 Ib/ft 50% TRIBUTARY WALL AREA FOR WIND (Aw) _ .150 W2 BUILDING HEIGHT TO USE FOR WIND PRESSURE, (Hbuild) = 18.0 ft (up to 40'-0" max) WIND PRESSURE (P) = 20.8 psf C.G. OF WIND PRESSURE FROM BASE OF THIS SW, cgw = 10.0 ft LAT. EQ FORCE (vegTOT) = vegDL+ K*SL*Adia/LswTOT = 424 Ib/ft LAT. WIND FORCE (v w) = Aw * P / LswTOT = 240 Ib/ft GOVERNING LATERAL FORCE v ov = 424 Ib/ft SEISMIC GOVERNS By: SM / JR Date: 9/18/02 Job No: Page �Gl of NorthStar ENGINEERING 20 DECLARATION DRIVE CHICO, CA 95973 530-893-1600 FAX 530-893-2113 SHEAR WALL: (CONTINUED) Location: Grid 6 UNIT OVERTURNING MM'T (mo), EQ = veq(dia) * CGdia + veq(extwall) * ... = 4600 ft - Ib /ft WIND = (v w) * cgw = 2397 ft - Ib /ft max (mo) = 4600 ft - Ib /ft OVERTURNING MOMENT (Mo) = mo * Lswi RIGHTING MOMENT (Mr) = ([0.66 - wind] or [0.85 - eq] * wDL * Lswi^2)/2 (Add wSL to wDL if veq controls) NET UPLIFT FORCE (MID) = (Mo - Mr) / Lswi SEISMIC ZONE = 3 SHEAR DESIGN FOR SHEARWALL 3740 Ib DSF2 = vgov * Lswl - (vgov * LswTOT / L) * (1-1 + Lswl) _ -786 Ib DSF3 = vgov * Lswi - (vgov * LswTOT / L) * (L1 + Lswl + 1-2) _ (1/2" dia. anc. bolt) (5/8" dia. anc. bolt) 0 Ib DSF6 = vgov * (Lswi + Lsw2 + Lsw3) - (vgov * LswTOT / L) * (L1 + Lswl + L2 + Lsw2 + L3 + Lsw3) = 0 Ib DSF7 = vgov * (Lswi + Lsw2 + Lsw3) - (vgov * LswTOT / L) * (L1 + Lswi + L2 + Lsw2 + L3 + Lsw3 + L4) = Sill plate Anc. bolt Sill plate Anc. bolt 0 lb DSF10 = vgov * (Lswi + Lsw2 + Lsw3 + Lsw4 + Lsw5) - (vgov * LswTOT / L) * (L1 + Lswi + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4 + L5 + Lsw5) = 0 lb thick. in spacing ft thick. in spacing (ft) 2X 1.79 2X 2.61 Req'd: SHEAR WALL NO.4 HOLDDOWNS FOR SHEARWALL Uplift A-307 Retrofit Length Mo Mr M/D allthrd dia. HD Holdowns Lswl = 9.0 ft 41396 ft -Ib 9520 ft -Ib 3542 Ib 5/8 RFB#5xl6 / ET -22 PHD2 / 2-2x / SSTB20 Lsw2 = 4.0 ft 18398 ft -Ib 1881 ft -Ib 4129 Ib 5/8 RFB#5x16 / ET -22 PHD5 / 2-2x / SSTB24 Lsw3 = 0.0 ft 0 ft -Ib 0 ft -Ib 0 lb Not req'd NOT REQ'D NOT REQ'D Lsw4 = 0.0 ft 0 ft -Ib 0 ft -Ib 0 Ib Not req'd NOT REQ'D NOT REQ'D Lsw5 = 0.0 ft 0 ft -Ib 0 ft -Ib 0 Ib Not req'd NOT REQ'D NOT REQ'D DRAG STRUT FORCE DSF1 = (vgov * LswTOT / L) * L1 = 3740 Ib DSF2 = vgov * Lswl - (vgov * LswTOT / L) * (1-1 + Lswl) _ -786 Ib DSF3 = vgov * Lswi - (vgov * LswTOT / L) * (L1 + Lswl + 1-2) _ -1073 Ib DSF4 = vgov * (Lswi + Lsw2) - (vgov * LswTOT / L) * (1-1 + Lswl + L2 + Lsw2) = 240 Ib DSF5 = vgov * (Lswi + Lsw2) - (vgov * LswTOT / L) * (1-1 + Lswl + L2 + Lsw2 + 1-3) = 0 Ib DSF6 = vgov * (Lswi + Lsw2 + Lsw3) - (vgov * LswTOT / L) * (L1 + Lswl + L2 + Lsw2 + L3 + Lsw3) = 0 Ib DSF7 = vgov * (Lswi + Lsw2 + Lsw3) - (vgov * LswTOT / L) * (L1 + Lswi + L2 + Lsw2 + L3 + Lsw3 + L4) = 0 Ib DSF8 = vgov * (Lswi + Lsw2 + Lsw3 + Lsw4) - (vgov * LswTOT / L) * (L1 + Lswi + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4) = 0 lb DSF9 = vgov * (Lswi + Lsw2 + Lsw3 + Lsw4) - (vgov * LswTOT / L) * (L1 + Lswi + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4 + L5) = 0 lb DSF10 = vgov * (Lswi + Lsw2 + Lsw3 + Lsw4 + Lsw5) - (vgov * LswTOT / L) * (L1 + Lswi + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4 + L5 + Lsw5) = 0 lb MAX. DRAG STRUT FORCE = 3740 Ib MIN. DRAG STRUT FORCE = -1073 Ib USE: MSTC40 STRAP AT ALL TOP PLATE SPLICES By: SM / JR Date: 9/18/02 Job No: rL97,50� Page -of .20 PARTIAL LATERAL DESIGN SHEAR WALL: Location: Grid 7 INDICATES LENGTH OF DIAPHRAGM WITHOUT SHEAR PANEL, TYP. NorthStar ENGINEERING 20 DECLARATION DRIVE CHICO, CA 95973 530-893-1600 FAX 530-893-2113 INDICATES SHEAR WALL PANEL SECTION, TYP. L1 L Lsw1 L L2 1,Lsw2 L L3 j,Lsw3 I L4 L Lsw4, L5 LLsw5 I, L6 F LENGTH OF SHEARWALL (LswTOT) = 28.5 ft WALL HEIGHT = 10.0 ft TOTAL LENGTH OF WALL (L) = 62.0 ft SEISMIC ZONE = 3 CONSTANT FOR SEISMIC CALCULATIONS (K) = 0.20 W SNOW LOAD, % TO INCLUDE (SL) = 25 % or 0.0 psf SL not req'd. (Pf <= 30 psf) TRIB. COMPONENT LENGTH HT. OR W DL H / W ratio L1 = 10.0 ft Lsw1 = 9.0 ft 1.11 :1 L2= 4.0 ft Lsw2= 7.0 ft 1.43:1 L3 = 8.5 ft Lsw3 = 7.0 ft 1.43:1 L4 = 4.0 ft Lsw4 = 5.5 ft 1.82:1 L5 = 7.0 ft Lsw5 = 0.0 ft 10.0 ft L6 = 0.0 ft 620 ft^2 100 Ib/ft 43 Ib/ft F LENGTH OF SHEARWALL (LswTOT) = 28.5 ft WALL HEIGHT = 10.0 ft TOTAL LENGTH OF WALL (L) = 62.0 ft SEISMIC ZONE = 3 CONSTANT FOR SEISMIC CALCULATIONS (K) = 0.20 W SNOW LOAD, % TO INCLUDE (SL) = 25 % or 0.0 psf SL not req'd. (Pf <= 30 psf) TRIB. COMPONENT LENGTH HT. OR W DL CG A wDL vegDL %wDL to use ROOF DIAPHR. TOP 70.0 ft 25.0 ft 17.0 psf 14.0 ft 1750 ft^2 240 Ib/ft 207 Ib/ft 50% ROOF DIAPHR. BOT. 31.0 ft 8.5 ft 17.0 psf 14.0 ft 264 ft"2 36 Ib/ft 31 Ib/ft 50% PARALLEL WALL 62.0 ft 10.0 ft 10.0 psf 5.0 ft 620 ft^2 100 Ib/ft 43 Ib/ft 100% PERP. WALL 42.0 ft 10.0 ft 10.0 psf 5.0 ft 420 ft^2 - 0 Ib/ft 29 Ib/ft 0% OTHER 0.0 ft 0.0 ft 0.0 psf' 0.0 ft 0 ft^2 0 Ib/ft 0 Ib/ft 0% Total wDL = 376 Ib/ft Total vegDL = 311 Ib/ft %wSL to use TRIB. SNOW LOAD TO SHEARWALL (wSL) = SL * Adia / L = 0 Ib/ft 50% TRIBUTARY WALL AREA FOR WIND (Aw) = 425 ft^2 BUILDING HEIGHT TO USE FOR WIND PRESSURE, (Hbuild) = 20.0 ft -(up to 40'-0" max) WIND PRESSURE (P) = 21.3 psf C.G. OF WIND PRESSURE FROM BASE OF THIS SW, cgw = 13.0 ft LAT. EQ FORCE (vegTOT) = vegDL+ K*SL*Adia/LswTOT = 311 Ib/ft LAT. WIND FORCE (v w) = Aw * P / LswTOT = 318 Ib/ft GOVERNING LATERAL FORCE v ov = 318 Ib/ft WIND GOVERNS By: SM / JR NorthStar 20 DECLARATION DRIVE Date: 9/18/02 ENGINEERING CHICO, CA 95973 Job No: -71 530-893-1600 Page Z I of FAX 530-893-2113 SHEAR WALL: (CONTINUED) Location: Grid 7 UNIT OVERTURNING MM'T (mo), EQ = veq(dia) * CGdia + veq(extwall) * ... = 3696 ft - Ib /ft WIND =(v w)*cgw= 4129 ft -lb/ft max (mo) = 4129 ft - Ib /ft OVERTURNING MOMENT (Mo) = mo * Lswi RIGHTING MOMENT (Mr) = ([0.66 - wind] or [0:85 - eq] * wDL * Lswi^2)/2 (Add wSL to wDL if veq controls) NET UPLIFT FORCE (MID) = (Mo - Mr) / Lswi SEISMIC ZONE = 3 SHEAR DESIGN FOR SHEARWALL (112" dia. anc. bolt) (518" dia. anc. bolt) Sill plate Anc. bolt Sill plate Anc. bolt thick. in spacing ft thick. in spacing (ft) 2X 2.39 2X 3.48 Req'd: SHEAR WALL NO.3 HOLDDOWNS FOR SHEARWALL Uplift A-307 Retrofit Length Mo Mr M/D allthrd dia. HD Holdowns Lswl = 9.0 ft 37164 ft -Ib 10153 ft -Ib 3001 Ib 5/8 RFB#5xl6 / ET -22 PH132 / 2-2x / SSTB20 Lsw2 = 7.0 ft 28905 ft -lb 6142 ft -Ib 3252 Ib 5/8 RFB#5x16. / ET -22 PHD2 / 2-2x / SSTB20 Lsw3 = 7.0 ft 28905 ft -Ib 6142 ft -Ib 3252 Ib 5/8 RFB#5x16 / ET -22 PHD2 / 2-2x / SSTB20 Lsw4 = 5.5 ft 22711 ft -Ib 3792 ft -Ib 3440 Ib 5/8 RFB#5xl6 / ET -22 PHD2 / 2-2x / SSTB20 Lsw5 = 0.0 ft 0 ft -Ib 0 ft -Ib 0 Ib Not re 'd NOT REQ'D NOT REQ'D DRAG STRUT FORCE DSF1 = (vgov * LswTOT / L) * L1.= 1460 Ib DSF2 = vgov ` Lswl - (vgov * LswTOT / L) * (L1 + Lsw1) = 85 Ib DSF3 = vgov * Lswl - (vgov * LswTOT / L) * (1-1 + Lswl + 1-2) _ -500 Ib DSF4 = vgov * (Lswl + Lsw2) - (vgov * LswTOT / L) * (1-1 + Lswl + L2 + Lsw2) = 702 Ib DSF5 = vgov ` (Lswl + Lsw2) - (vgov * LswTOT / L) * (1-1 + Lswl + L2 + Lsw2 + 1-3) _ -539 Ib DSF6 = vgov' (Lswl + Lsw2 + Lsw3) - (vgov * LswTOT / L) * (L1 + Lswl + L2 + Lsw2 + L3 + Lsw3) = 662 Ib DSF7 = vgov * (Lswl + Lsw2 + Lsw3) - (vgov * LswTOT / L) * (L1 + Lswl + L2 + Lsw2 + L3 + Lsw3 + L4) = 78 Ib DSF8 = vgov * (Lswl + Lsw2 + Lsw3 + Lsw4) - (vgov * LswTOT / L) * (Lt + Lswl + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4) = 1022 lb DSF9 = vgov * (Lswl + Lsw2 + Lsw3 + Lsw4) - (vgov * LswTOT / L) * (L1 + Lswl + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4 + L5) = 0 lb DSF10 = vgov * (Lswl + Lsw2 + Lsw3 + Lsw4 + Lsw5) - (vgov * LswTOT / L) * (L1 + Lswl + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4 + L5 + Lsw5) = 0 lb MAX. DRAG STRUT FORCE = 1460 Ib MIN. DRAG STRUT FORCE _ -539 Ib USE: LSTA36 STRAP AT ALL TOP PLATE SPLICES By: SM / JR Date: 9/18/02 Job No: --A'7 Page . -?,Of PARTIAL LATERAL DESIGN SHEAR WALL: , Location: Grid 8 INDICATES LENGTH OF DIAPHRAGM WITHOUT SHEAR PANEL, TYP. N®rthStar ENGINEERING 20 DECLARATION DRIVE CHICO, CA 95973 530-893-1600 FAX 530-893-2113 INDICATES SHEAR WALL PANEL SECTION, TYP. L1 L Lswl L L2 I,Lsw2 L L3 I,Lsw3 L L4 L Lsw4, L5 LLsw5 I, L6 " LENGTH HT. OR W H / W ratio L1 = 0.0 ft Lswl = 3.5 ft 3.43:1% L2= 0.0 ft Lsw2= 0.0 ft 12.5 ft L3= 0.0 ft Lsw3= 0.0 ft 850 Ib/ft L4= 0.0 ft Lsw4= 0.0 ft 3.5 ft L5= 0.0 ft Lsw5= 0.0 ft 42 ft^2 L6 = 0.0 ft 100% , LENGTH OF SHEARWALL (LswTOT) = 3.5 ft WALL HEIGHT = 12.0 ft TOTAL LENGTH OF WALL (L) = 3.5 ft SEISMIC ZONE = 3 0 Ib/ft CONSTANT FOR SEISMIC CALCULATIONS (K) = 0.20 W OTHER SNOW LOAD, % TO INCLUDE (SL) = 25 % or 0.0 psf SL not req'd. (Pf <= 30 psf) TRIB. COMPONENT LENGTH HT. OR W DL CG A wDL vepDL %wDL to use ROOF DIAPHRAGM 28.0 ft 12.5 ft 17.0 psf 14.0 f 350 ft^2 850 Ib/ft 337 Ib/ft 50% PARALLEL WALL 3.5 ft 12.0 ft 10.0 psf 6.0 ft 42 ft^2 120 Ib/ft 24 Ib/ft 100% OTHER 0.0 ft 0.0 ft 0.0 psf 0.0 ft 0 ft^2 0 Ib/ft 0 Ib/ft 0% OTHER 0.0 ft 0.0 ft 0.0 psf 0.0 ft 0 ft^2 . 0 Ib/ft 0 Ib/ft 0% OTHER 0.0 ft 0.0 ft 0.0 psf 0.0 ft O ft^2 0 Ib/ft 0 Ib/ft 0% Total wDL = 970 lb/ft Total vegDL*= ' 361 Ib/ft %wSL to use TRIB. SNOW LOAD TO SHEARWALL (wSL) = SL * Adia / L = 0 Ib/ft 20% TRIBUTARY WALL AREA FOR WIND (Aw) = 60 ft^2 BUILDING HEIGHT TO USE FOR WIND PRESSURE, (Hbuild) = 17.0 ft (up to 40'-0" max) WIND PRESSURE (P) = 20.5 psf C.G. OF WIND PRESSURE FROM BASE OF THIS SW, cgw = 13.0 ft LAT. EQ FORCE (vegTOT) = vegDL+ K*SL*Adia/LswTOT = 361 Ib/ft LAT. WIND FORCE (v w) = Aw * P / LswTOT = 352 lb/ft SEISMIC GOVERNS GOVERNING LATERAL FORCE v ov = 361 Ib/ft a By: SM / JR NorthStar 20 DECLARATION DRIVE Date: 9/18/02 ENGINEERING CHICO, CA 95973 Job No: 1 O IS" 530-893-1600 Page Z-3 of FAX 530-893-2113 SHEAR WALL: (CONTINUED) Location: Grid 8 UNIT OVERTURNING MM'T (mo), EQ = veq(dia) * CGdia + veq(extwall) * ... = 4863 ft - Ib /ft WIND = (v w) * cgw = 4571 ft - Ib /ft max (mo) = 4863 ft - Ib /ft OVERTURNING MOMENT (Mo) = mo * Lswi RIGHTING MOMENT (Mr) = ([0.66 - wind] or [0.85 - eq] * wDL * Lswi^2) / 2 (Add wSL to wDL if veq controls) NET UPLIFT FORCE (MID) = (Mo - Mr) / Lswi SEISMIC ZONE = 3 SHEAR DESIGN FOR SHEARWALL (1/2" dia. anc. bolt) (518" dia. anc. bolt) Sill plate Anc. bolt Sill plate Anc. bolt _ thick. in spacing ft thick. in spacing (ft) 2X 2.11 2X 3.07 Req'd: SHEAR WALL NO.3 HOLDDOWNS FOR SHEARWALL Uplift A-307 Retrofit Length Mo Mr M/D allthrd dia. HD Holdowns Lswi = 3.5 ft 17020 ft -Ib 5050 ft -Ib 3420 Ib 5/8 RFB#5xl6 / ET -22 PHD2 / 2-2x / SSTB20 Lsw2 = 0.0 ft 0 ft -Ib , 0 ft -Ib 0 Ib Not req'd NOT REQ'D NOT REQ'D Lsw3 = 0.0 ft 0 ft -Ib 0 ft -Ib 0 Ib Not req'd NOT REQ'D NOT REQ'D Lsw4 = 0.0 ft 0 ft -Ib 0 ft -Ib 0 Ib Not req'd NOT REQ'D NOT REQ'D Lsw5 = 0.0 ft 0 ft -Ib 0 ft -Ib 0 Ib Not req'd NOT REQ'D NOT REQ'D DRAG STRUT FORCE DSF1 = (vgov * LswTOT / L) * L1 = 0 Ib DSF2 = vgov * Lsw1 - (vgov * LswTOT / L) * (1-1 + Lsw1) = 0 Ib DSF3 = vgov * Lsw1 - (vgov * LswTOT / L) * (1-1 + Lsw1 + 1-2) = 0 Ib DSF4 = vgov * (Lswl + Lsw2) - (vgov * LswTOT / L) * (L1 + Lswl + L2 + Lsw2) = 0 Ib DSF5 = vgov * (Lswl + Lsw2) - (vgov * LswTOT / L) * (L1 + Lsw1 + L2 + Lsw2 + 1-3) = 0 Ib DSF6 = vgov * (Lsw1 + Lsw2 + Lsw3) - (vgov * LswTOT / L) * (L1 + Lswi + L2 + Lsw2 + L3 + Lsw3) = 0 lb DSF7 = vgov * (Lswi + Lsw2 + Lsw3) - (vgov * LswTOT / L) *.(LI + Lswi + L2 + Lsw2 + L3 + Lsw3 + L4) = 0 Ib DSF8 = vgov * (Lswi + Lsw2 + Lsw3 + Lsw4) - (vgov * LswTOT / L) * (L1 + Lswi + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4) = 0 Ib DSF9 = vgov * (Lswi + Lsw2 + Lsw3 + Lsw4) - (vgov' LswTOT / L) * (L1 + Lswi + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4 + L5) = 0 lb DSF10 = vgov * (Lswi + Lsw2 + Lsw3 + Lsw4 + Lsw5) - (vgov' LswTOT / L) * (L1 + Lswi + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4 + L5 + Lsw5) = 0 lb MAX. DRAG STRUT FORCE = 0 Ib MIN. DRAG STRUT FORCE = 0 Ib USE: NO TOP PLATE STRAP REQ'D By: SM / JR Date: 9/17/02 Job No:, 6) 7 Ss Page Z c. of PARTIAL LATERAL DESIGN SHEAR WALL: (TOP FLOOR OR ROOF) Location: Grids C.5 and D INDICATES LENGTH OF DIAPHRAGM WITHOUT SHEAR PANEL, TYP. L1 L Lsw1 L L2 NorthStar ENGINEERING 20 DECLARATION DRIVE CHICO, CA 95973 530-893-1600 FAX 530-893-2113 INDICATES SHEAR WALL PANEL SECTION, TYP. L3 LLsw3 b L4 b Lsw& L5 Usw5 I. L6 " LENGTH HT. OR W H / W ratio L1 = 0.0 ft Lsw1 = 17.0 ft 0.59:1 L2= 11.0 ft Lsw2= 11.0ft 0.91:1 L3= 3.0 ft Lsw3= 0.0 ft 17 Ib/ft L4= 0.0 ft Lsw4= 0.0 ft 36.0 ft L5= 0.0 ft Lsw5= 0.0 ft 1314 ft"2 L6 = 0.0 ft 190 Ib/ft 25% PARALLEL WALL LENGTH OF SHEARWALL (LswTOT) = 28.0 ft WALL HEIGHT = 10.0 ft TOTAL LENGTH OF WALL (L) = 420 ft^2 42.0 ft SEISMIC ZONE = 3 CONSTANT FOR SEISMIC CALCULATIONS (K) = 0.238 W SNOW LOAD, % TO INCLUDE (SL) = 25 % or 0.0 psf SL not req'd. (Pf <= 30 psf) TRIB. COMPONENT LENGTH HT. OR W DL CG A wDL vegDL %wDL to use ROOF DIAPHR. TOP 14.3 ft 12.0 ft 17.0 psf 14.0 ft 171 ft^2 17 Ib/ft 25 Ib/ft 25% ROOF DIAPHR. BOT. 36.0 ft 36.5 ft 17.0 psf 14.0 ft 1314 ft"2 133 Ib/ft 190 Ib/ft 25% PARALLEL WALL 42.0 ft 10.0 ft 10.0 psf 5.0 ft 420 ft^2 100 Ib/ft 36 Ib/ft 100% PERP. WALL 75.0 ft 10.0 ft 10.0 psf 5.0 ft 750 ft -2 0 Ib/ft 64 Ib/ft 0% OTHER 0.0 ft 0.0 ft 0.0 psf 0.0 ft O ft^2 0 Ib/ft 0 Ib/ft 0% Total wDL = 250 Ib/ft. Total vegDL = 314 Ib/ft %wSL to use TRIB. SNOW LOAD TO SHEARWALL (wSL) = SL * Adia / L = 0 Ib/ft 25% TRIBUTARY WALL AREA FOR WIND (Aw) = 330 ft^2 BUILDING HEIGHT TO USE FOR WIND PRESSURE, (Hbuild) = 30.0 ft (up to 40'-0" max) WIND PRESSURE (P) = 23.2 psf C.G. OF WIND PRESSURE FROM BASE OF THIS SW, cgw = 10.0 ft LAT. EQ FORCE (vegTOT) = vegDL+ K*SL*Adia/LswTOT = 314 Ib/ft LAT. WIND FORCE (v w) = Aw * P / LswTOT = 273 Ib/ft GOVERNING LATERAL FORCE v ov = 314 Ib/ft SEISMIC GOVERNS By: SM / JR Date: 9/17/02 Job No: 'J q -7 57 - Page Page Z S of NorthStar ENGINEERING SHEAR WALL: (TOP FLOOR OR ROOF) (CONTINUED) Location: Grids C.5 and D UNIT OVERTURNING MM'T (mo), EQ = veq(dia) * CGdia + veq(extwall) WIND =(v w)*cgw= max (mo) = 20 DECLARATION DRIVE CHICO, CA 95973 530-893-1600 FAX 530-893-2113 3504 ft - Ib /ft 2733 ft - Ib /ft 3504 ft - Ib /ft OVERTURNING MOMENT (Mo) = mo * Lswi RIGHTING MOMENT (Mr) = ([0.66 - wind] or [0.85 - eq] * wDL * Lswi^2)/2 (Add wSL to wDL if veq controls) NET UPLIFT FORCE (MID) = (Mo - Mr) / Lswi SEISMIC ZONE = 3 (112" dia. anc. bolt) (5/8" dia. anc. bolt) Sill plate Anc. bolt Sill plate Anc. bolt thick. in spacing ft thick. in _spacing (ft) 2X 3.52 Req'd: SHEAR WALL NO.3 2X . 2.42 Uplift A-307 DRAG STRUT FORCE DSF1 = (vgov * LswTOT / L) * L1 = Length Mo Mr M/D allthrd dia. Holdowns Strap Holdowns Lswl = 17.0 ft 59569 ft -Ib 30739 ft -lb 1696 Ib 5/8 PHD2 / 2-2x / (5/8") MSTC40 / 36-16d / 2-2x Lsw2 = 11.0 ft 38545 ft -Ib 12870 ft -Ib 2334 Ib 5/8 PHD2 / 2-2x / (5/8") MSTC40/36-16d /2-2x Lsw3 = 0.0 ft 0 ft -lb 0 ft -Ib 0 lb Not req'd NOT REQ'D NOT REQ'D Lsw4 = 0.0 ft 0 ft -Ib 0 ft -Ib 0 Ib Not req'd NOT REQ'D NOT REQ'D Lsw5 = 0.0 ft 0 ft -Ib 0 ft -Ib 0 Ib Not req'd NOT REQ'D NOT REQ'D DRAG STRUT FORCE DSF1 = (vgov * LswTOT / L) * L1 = 0 Ib DSF2 = vgov * Lswl - (vgov * LswTOT / L) * (1-1 + Lswl) = 1781 Ib DSF3 = vgov * Lswl - (vgov * LswTOT / L) * (L1 + Lswl + 1-2) _ -524 Ib DSF4 = vgov * (Lswl + Lsw2) - (vgov * LswTOT / L) * (1-1 + Lswl + L2 + Lsw2) = 629 Ib DSF5 = vgov * (Lswl + Lsw2) - (vgov * LswTOT / L) * (L1 + Lswl + L2 + Lsw2 + 1-3) = 0 Ib DSF6 = vgov * (Lswl + Lsw2 + Lsw3) - (vgov * LswTOT / L) * (L1 + Lswl + L2 + Lsw2 + L3 + Lsw3) = 0 Ib DSF7 = vgov * (Lswl + Lsw2 + Lsw3) - (vgov * LswTOT / Q * (L1 + Lswl + L2 + Lsw2 + L3 + Lsw3 + L4) = 0 Ib DSF8 = vgov * (Lswl + Lsw2 + Lsw3 + Lsw4) - (vgov * LswTOT / L) * (L1 + Lswl + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4) = 0 lb' DSF9 = vgov * (Lswl + Lsw2 + Lsw3 + Lsw4) - (vgov * LswTOT / L) * (L1 + Lswl + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4 + L5) = 0 lb DSF10 = vgov * (Lswl + Lsw2 + Lsw3 + Lsw4 + Lsw5) - (vgov * LswTOT / L) * (L1 + Lswl + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4 + L5 + Lsw5) = 0 Ib MAX. DRAG STRUT FORCE = 1781 Ib MIN. DRAG STRUT FORCE _ -524 Ib USE: MSTC28 STRAP AT ALL TOP PLATE SPLICES By: SM / JR Date: 9/17/02 Job No: -?q 75 - Page 7� of SHEAR WALL: (BOTTOM FLOOR) Location: Grids C.5 and D INDICATES LENGTH OF DIAPHRAGM WITHOUT SHEAR PANEL, TYP. L1 LLswl L L2 NorthStar 20 DECLARATION DRIVE ENGINEERING CHICO, CA 95973 530-893-1600 FAX 530-893-2113 t. INDICATES SHEAR WALL PANEL SECTION, TYP. L3 I,Lsw3 L L4 L Lsw4L L5 L Lsw5 I, L6 ' LENGTH HT. OR W H / W ratio L1 = 0.0 ft Lswl = 22.0 ft 0.18:1 L2 = 6.0 ft Lsw2 = 14.0 ft 0.29:1 L3= 0.0 ft Lsw3= 0.0 ft 4 Ib/ft L4= 0.0 ft Lsw4= 0.0 ft 32.0 ft L5= 0.0 ft Lsw5= 0.0 ft 768 ft^2 L6 = 0.0 ft 71 Ib/ft 15% PARALLEL WALL LENGTH OF SHEARWALL (LswTOT) = 36.0 ft WALL HEIGHT = 4.0 ft TOTAL LENGTH OF WALL (L) = 168 ft^2 42.0 ft SEISMIC ZONE = 3 CONSTANT FOR SEISMIC CALCULATIONS (K) = 0.238 W TRIB. COMPONENT LENGTH HT. OR W DL CG A wDL vggDL %wDL to use FLOOR DIAPHR. LEFT 19.0 ft 4.5 ft 14.0 psf 4.0 ft 86 ft^2 4 Ib/ft 8 Ib/ft 15% FLOOR DIAPHR. RIGHT 32.0 ft 24.0 ft 14.0 psf 4.0 ft 768 ft^2 38 Ib/ft 71 Ib/ft 15% PARALLEL WALL 42.0 ft 4.0 ft 10.0 psf 2.0 ft 168 ft^2 40 Ib/ft 11 Ib/ft 100% PERP. WALL 50.0 ft 4.0 ft 10.0 psf 2.0 ft 200 ft^2 0 Ib/ft 13 Ib/ft 0% DECK 10.0 ft 20.0 ft 14.0 psf 4.0 ft 200 ft^2 0 Ib/ft 19 Ib/ft 0% Total wDL = 83 Ib/ft Total vegDL = 122 Ib/ft TRIBUTARY WALL AREA FOR WIND (Aw) = 255 ft^2 FLOOR HEIGHT TO USE FOR WIND PRESSURE, (Hbuild) = 4.0 ft (up to 40'-0" max) WIND PRESSURE (P) = 20.0 psf C.G. OF WIND PRESSURE FROM BASE OF THIS SW, cgw = 4.0 ft HEIGHT TO BASE OF SHEARWALL ABOVE, (Habove) = 4.0 ft LAT. EQ FORCE (vegTOT) = Total vegDL = 122 Ib/ft LAT. EQ FORCE FROM LEVEL ABOVE (vegTOT*LswTOTab/LswTOTbel) = 244 Ib/ft 366 Ib/ft LAT. WIND FORCE (v w) = Aw * P / LswTOT = 142 Ib/ft LAT. WIND FORCE FROM LEVEL ABOVE (v w ab*LswTOTab/LswTOTbel)= 213 Ib/ft 354 Ib/ft TOTAL GOVERNING LATERAL FORCE v ov1 = 366 Ib/ft SEISMIC GOVERNS 9 By: SM / JR Date: 9/17/02 Job No: '7q -7,5- Page -2 -� of NorthStar ENGINEERING 20 DECLARATION DRIVE CHICO, CA 95973 530-893-1600 FAX 530-893-2113 SHEAR WALL: (BOTTOM FLOOR) (CONTINUED) Location: Grids C.5 and D UNIT OT MM'T, THIS LVL (mol), EQ = veq(dia) * CGdia + veq(extwall) * CG(ext wall) ..= 439 . ft - Ib /ft WIND =(v w)*cgw= 566 ft -lb/ft UNIT OT MMT, TOP FLOOR (mo2), EQ = veq(dia) * (CGdia + Habove) + veq(extwall) * ...= 3703 ft - Ib /ft WIND= (v w) * cgw = 3826 ft - Ib /ft max (mo) = 4392 ft - Ib /ft OVERTURNING MOMENT (Mo) = (mol+mo2) * I-swi RIGHTING MOMENT (Mr) = [[0.66 - wind] or [0.85 - eq] * (wDL2 + wDL1) * Lswi^2] / 2 NET UPLIFT FORCE (WD) = (Mo - Mr) / Lswi (Add wSL to wDL2 if veq controls) (1/2" dia. anc. bolt) (518" dia. anc. bolt) Sill plate Anc. bolt Sill plate Anc. bolt thick. in spacing ft thick. in spacing (ft) 2X 2.07 2X 3.02 Gravity load from above = 100% Retrofit Lengjh Mo Mr Lswl = 22.0 ft 96618 ft -Ib 68486 ft -Ib Lsw2 = 14.0 ft 61484 ft -Ib 27734 ft -Ib Lsw3 = 0.0 ft O ft -Ib O ft -Ib Lsw4 = 0.0 ft O ft -Ib O ft -Ib Lsw5 = 0.0 ft O ft -lb O ft -lb Req'd: SHEAR WALL NO.3 Uplift A-307 Retrofit M/D allthrd dia. HD 1279 Ib 5/8 RFB#5x16 / ET -22 2411 Ib 5/8 RFB#5x16 / ET -22 0 Ib Not req'd NOT REQ'D 0 Ib Not req'd NOT REQ'D 0 Ib Not req'd NOT REQ'D Holdown PHD2 / 2-2x / SSTB20 PHD2 / 2-2x / SSTB20 NOT REQ'D NOT REQ'D NOT REQ'D G(�LIPPCE lvaL� Does DRAG STRUT FORCE /.IUT OLGrs� "Yza DSF1 = (vgovl * LswTOT / L) * L1 = 0 Ib DSF2 = vgovl * Lswl - (vgovl * LswTOT / L) * (1-1 + Lswl) = 1151 Ib DSF3 = vgovl * Lswl - (vgovl * LswTOT / L) * (1-1 + Lswl + 1-2) _ -733 Ib DSF4 = vgovl * (Lswl + Lsw2) - (vgovl * LswTOT / L) * (1-1 + Lswl + L2 + Lsw2) = 0 Ib DSF5 = vgovl * (Lswl + Lsw2) - (vgovl * LswTOT / L) * (1-1 + Lswl + L2 + Lsw2 + 1-3) = 0 Ib DSF6 = vgovl * (Lswl + Lsw2 + Lsw3) - (vgovl * LswTOT / Q * (1-1 + Lswl + L2 + Lsw2 + L3 + Lsw3) = 0 Ib DSF7 = vgovl * (Lswl + Lsw2 + Lsw3) - (vgovl * LswTOT / L) * (1-1 + Lswl + L2 + Lsw2 + L3 + Lsw3 + 1-4) = 0 Ib DSF8 = vgovl * (Lswl + Lsw2 + Lsw3 + Lsw4) - (vgovl * LswTOT / L) * (L1 + Lswl + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4) = 0 lb DSF9 = vgovl * (Lswl + Lsw2 + Lsw3 + Lsw4) - (vgovl * LswTOT / L) * (L1 + Lswl + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4 + L5) = 0 lb DSF10 = vgovl * (Lswl + Lsw2 + Lsw3 + Lsw4 + Lsw5) - (vgovl * LswTOT / L) * (L1 + Lswl + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4 + L5 + Lsw5) = 0 lb MAX. DRAG STRUT FORCE = 1151 Ib MIN. DRAG STRUT FORCE _ -733 Ib USE: LSTA36 STRAP AT ALL TOP PLATE SPLICES 0 By: SM / JR Date: 9/17/02 Job No: -7M -7 5 - Page Page -2 8 of PARTIAL LATERAL DESIGN SHEAR WALL: (TOP FLOOR OR ROOF) Location: Grid E INDICATES LENGTH OF DIAPHRAGM\ WITHOUT SHEAR PANEL, TYP. N®rthStar ENGINEERING 20 DECLARATION DRIVE CHICO, CA 95973 530-893-1600 FAX 530-893-2113 INDICATES SHEAR WALL PANEL SECTION, TYP. L1 Lsw1 L2 kLSW2 k L3 sw3 L4 LSW4 L5 Lsw5 L6 L H/lit/ f TRIB. COMPONENT LENGTH HT. OR W Icao L1 = 3.0 ft Lsw1 = 5.3 ft 1.90:1 L2= 27.0 ft Lsw2= 3.5 ft ` . 2.86:1 L3= 3.3 ft Lsw3= 0.0 ft 55 Ib/ft L4= 0.0 ft Lsw4= 0.0 ft 50.5 ft L5 = 0.0 ft Lsw5 = 0.0 ft 707 ft^2 L6 = '0.0 ft 25% PARALLEL WALL LENGTH OF SHEARWALL (LswTOT) = 8.8 ft WALL HEIGHT = 10.0 ft TOTAL LENGTH OF WALL (L) = 42.0 ft SEISMIC ZONE = 3 100% CONSTANT FOR SEISMIC CALCULATIONS (K) = 0.238 W 34.5 ft SNOW LOAD, % TO INCLUDE (SL) = 25 % or, 0.0 psf SL not req'd. (Pf <= 30 psf) TRIB. COMPONENT LENGTH HT. OR W DL CG A wDL veoDL %wDL to use ROOF DIAPHR. LEFT 36.0 ft 15.0 ft 17.0 psf 14.0 ft 540 ft^2 55 Ib/ft 250 Ib/ft 25% ROOF DIAPHR. RIGHT 50.5 ft 14.0 ft 17.0 psf 14.0 ft 707 ft^2 72 Ib/ft 327 Ib/ft 25% PARALLEL WALL 20.0 ft 10.0 ft 10.0 psf 5.0 ft 200 ft^2 48 Ib/ft 54 Ib/ft 100% PERP. WALL 34.5 ft 10.0 ft 10.0 psf 5.0 ft 345 ft^2 0 Ib/ft 94 Ib/ft 0% OTHER 0.0 ft 0.0 ft 0.0 psf 0.0 ft O ft^2 0 Ib/ft 0 Ib/ft 0% Total wDL = 174 Ih/ft Total vegDL = 725 Ib/ft %wSL to use TRIB. SNOW LOAD TO SHEARWALL (wSL) = SL * Adia / L = 0 Ib/ft 25% TRIBUTARY WALL AREA FOR WIND (Aw) = 205 ft"2 BUILDING HEIGHT TO USE FOR WIND PRESSURE, (Hbuild) = 27.0 ft (up to 40'-0" max) WIND PRESSURE (P) = 22.7 psf C.G. OF WIND PRESSURE FROM BASE OF THIS SW, cgw = 10.0 ft LAT. EQ FORCE (vegTOT) = vegDL+ K*SL*Adia/LswTOT = 725 Ib/ft LAT. WIND FORCE (v w) = AW* P / LswTOT = 533 Ib/ft GOVERNING LATERAL FORCE v ov = 7251b/ft SEISMIC GOVERNS i A By: SM / JR Date: 9/17/02 Job No: —7'9 -7,� Page Z � of NbrthStar ENGINEERING SHEAR WALL: (TOP FLOOR OR ROOF) (CONTINUED) Location: Grid E UNIT OVERTURNING MM'T (mo), EQ = veq(dia) * CGdia + veq(extwrall) WIND =(v w)*cgw= max (mo) = 20 DECLARATION DRIVE CHICO, CA 95973 530-893-1600 FAX 530-893-2113 8820 ft = I b /ft 5326 ft - Ib /ft 8820 ft - Ib /ft OVERTURNING MOMENT (Mo) = mo * Lswi RIGHTING MOMENT (Mr) = ([0.66 - wind] or [0.85 - eq] * wDL * LSwri^2) / 2 (Add wSL to wDL if veq controls) NET UPLIFT FORCE (MID) = (Mo - Mr) / LsvA SEISMIC ZONE = 3 SHEAR DESIGN FOR SHEARWALL 453 Ib DSF2 = vgov * Lsw1 - (vgov * LswTOT / L) * (1-1 + Lsw1) = 2562 ib DSF3 = vgov * Lsw1 - (vgov * LswTOT / L) * (1-1 + Lsw1 + 1-2) _ (1/2" dia. anc. bolt) (5/8" dia. anc. bolt) DSF5 = vgov * (Lsw1 + Lsw2) - (vgov * LswTOT / L) * (1-1 + Lsw1 + L2 + Lsw2 + 1-3) = 0 Ib DSF6 = vgov * (Lsw1 + Lsw2 + Lsw3) - (vgov * LswTOT / L) * (L1 + Lswl + L2 + Lsw2 + L3 + Lsw3) = 0 Ib Sill plate Anc. bolt Sill plate Anc. bolt DSF9 = vgov * (Lsw1 + Lsw2 + Lsw3 + Lsw4) - (vgov * LswTOT / L) * (L1 + Lswl + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4 + L5) = 0 lb DSF10 = vgov * (Lsw1 + Lsw2 + Lsw3 + Lsw4 + Lsw5) - (vgov * LswTOT / L) * (L1 + Lswl + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4 + L5 + Lsw5) = 0 Ib thick. in s acin ft thick. in spacing (ft) >3X 4.00 2X 1.53 Req'd: SHEAR WALL NO.6 HOLDOWNS FOR SHEARWALL Uplift A-307 Length Mo Mr M/D alithrd dia. Holdowns Strap Holdowns Lswl = 5.3 ft 46307 ft -Ib 2036 ft -Ib 8433 Ib 7/8 HD10A / 4x6 / (7/8") HST5 / 12-(518") / 6x Lsw2 = 3.5 ft 30872 ft -Ib 905 ft -lb 8562 Ib 7/8 HD10A / 4x6 / (7/8") CHECK TABLE Lsw3 = 0.0 ft .0 ft -Ib 0 ft -Ib 0 ib Not req'd NOT REQ'D NOT REQ'D Lsw4 = 0.0 ft 0 ft -Ib 0 ft -Ib 0 ib Not req'd NOT REQ'D NOT REQ'D Lsw5 = 0.0 ft 0 ft -ib 0 ft -Ib 0 Ib Not req'd NOT REQ'D NOT REQ'D DRAG STRUT FORCE DSF1 = (vgov * LswTOT / L) * L1 = 453 Ib DSF2 = vgov * Lsw1 - (vgov * LswTOT / L) * (1-1 + Lsw1) = 2562 ib DSF3 = vgov * Lsw1 - (vgov * LswTOT / L) * (1-1 + Lsw1 + 1-2) _ -1519 Ib DSF4 = vgov * (Lswl + Lsw2) - (vgov * LswTOT / L) * (1-1 + Lswl + L2 + Lsw2) = 491 Ib DSF5 = vgov * (Lsw1 + Lsw2) - (vgov * LswTOT / L) * (1-1 + Lsw1 + L2 + Lsw2 + 1-3) = 0 Ib DSF6 = vgov * (Lsw1 + Lsw2 + Lsw3) - (vgov * LswTOT / L) * (L1 + Lswl + L2 + Lsw2 + L3 + Lsw3) = 0 Ib DSF7.= vgov * (Lsw1 + Lsw2 + Lsw3) - (vgov * LswTOT / L) * (L1 + Lswl + L2 + Lsw2 + L3 + Lsw3 + L4) = 0 Ib DSF6 = vgov * (Lsw1 + Lsw2 + Lsw3 + Lsw4) - (vgov * LswTOT / L) * (L1 + Lswl + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4) = 0 lb DSF9 = vgov * (Lsw1 + Lsw2 + Lsw3 + Lsw4) - (vgov * LswTOT / L) * (L1 + Lswl + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4 + L5) = 0 lb DSF10 = vgov * (Lsw1 + Lsw2 + Lsw3 + Lsw4 + Lsw5) - (vgov * LswTOT / L) * (L1 + Lswl + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4 + L5 + Lsw5) = 0 Ib MAX. DRAG STRUT FORCE = 2562 Ib MIN. DRAG STRUT FORCE _ -1519 Ib USE: MSTC28 STRAP AT ALL TOP PLATE SPLICES By: SM / JR Date: 9/17/02 Job No: 79 -7'5- Page iSPage 2, o of SHEAR WALL: (BOTTOM FLOOR) Location: Grid E INDICATES LENGTH OF DIAPHRAGM WITHOUT SHEAR PANEL, TYP. L1 LLswl L L2 NorthStar ENGINEERING 20 DECLARATION DRIVE CHICO, CA 95973 530-893-1600 FAX 530-893-2113 INDICATES SHEAR WALL PANEL SECTION, TYP. L3 I,Lsw3 L L4 L Lsw41, L5 LLsw5 L L6 " LENGTH HT. OR W H / W ratio L1 = 0.5 ft Lswl = 41.0 ft 0.29:1 L2= 0.5 ft Lsw2= 0.0 ft 13.0 ft L3= 0.0 ft Lsw3= 0.0 ft 18 Ib/ft L4= 0.0 ft Lsw4= 0.0 ft 42.0 ft L5= 0.0 ft Lsw5= 0.0 ft 420 ft^2 L6 = 0.0 ft 34 Ib/ft 15% PARALLEL WALL LENGTH OF SHEARWALL (LswTOT) = 41.0 ft WALL HEIGHT = 12.0 ft TOTAL LENGTH OF WALL (L) = 504 ft"2 42.0 ft SEISMIC ZONE = 3 CONSTANT FOR SEISMIC CALCULATIONS (K) = 0.238 W TRIB. COMPONENT LENGTH HT. OR W DL CG A wDL vegDL %wDL to use FLOOR DIAPHR. LEFT 28.0 ft 13.0 ft 14.0 psf 12.0 ft 364 ft^2 18 Ib/ft 30 Ib/ft 15% FLOOR DIAPHR. RIGHT 42.0 ft 10.0 ft 14.0 psf 12.0 ft 420 ft^2 21 Ib/ft 34 Ib/ft 15% PARALLEL WALL 42.0 ft 12.0 ft 10.0 psf 6.0 ft 504 ft"2 120 Ib/ft 29 Ib/ft 100% PERP. WALL 50.0 ft 12.0 ft 10.0 psf 6.0 ft 600 ft^2 0 Ib/ft 35 Ib/ft 0% DECK 9.0 ft 25.0 ft 14.0 psf 12.0 ft 225 ft^2 0 Ib/ft 18 Ib/ft 0% Total wDL = 159 Ib/ft Total vegDL = 146 Ib/ft TRIBUTARY WALL AREA FOR WIND (Aw) = 275 ft"2 FLOOR HEIGHT TO USE FOR WIND PRESSURE, (Hbuild) = 12.0 ft (up to 40'-0" max) WIND PRESSURE (P) = 120.0 psf C.G. OF WIND PRESSURE FROM BASE OF THIS SW, cgw = 12.0 ft HEIGHT TO BASE OF SHEARWALL ABOVE, (Habove) = 12.0 ft LAT. EQ FORCE (vegTOT) = Total vegDL = 146 Ib/ft LAT. EQ FORCE FROM LEVEL ABOVE (vegTOT*LswTOTab/LswTOTbel) = 1551 301 lb/ft LAT. WIND FORCE (v w) = Aw * P / LswTOT = 134 Ib/ft LAT. WIND FORCE FROM LEVEL ABOVE (v w ab*LswTOTab/LswTOTbel)= 114 Ib/ft 248 lb/ft TOTAL GOVERNING LATERAL FORCE v ov1 = 301 Ib/ft SEISMIC GOVERNS By: SM / JR Date: 9/17/02 Job No: 7Iq -15- Page 15- Page -Z ( of N®rthStar. ENGINEERING 20 DECLARATION DRIVE CHICO, CA 95973 530-893-1600 FAX 530-893-2113 SHEAR WALL: (BOTTOM FLOOR) (CONTINUED) 100% Retrofit Lengjh Location: Grid E Mr Lsw1 = 41.0 ft UNIT OT MM'T, THIS LVL (mol), EQ = veq(dia) * CGdia + veq(extwall) * CG(ext wall) ..= 1370 ft - Ib /ft WIND =(v w)*cgw= Lsw3 = 1608 ft -lb/ft UNIT OT MM'T, TOP FLOOR (=2), EQ = veq(dia) * (CGdia + Habove) + veq(extwall) * ...= 3740 ft - Ib /ft WIND =(v w)*cgw= O ft -Ib 11717 ft -lb/ft O ft -Ib max (mo) = 13326 ft - Ib /ft OVERTURNING MOMENT (Mo) = (mol+mo2) * LsvA RIGHTING MOMENT (Mr) = [[0.66 - wind] or [0.85 - eq] * (wDL2 + wDL1) * LSwi^2] / 2 NET UPLIFT FORCE (WD) = (Mo - Mr) / Lswi (Add wSL to wDL2 if veq controls) (1/2" dia. anc. bolt) Sill plate Anc. bolt thick. in spacing fi 2X 2.52 (5/8" dia. anc. bolt) Sill plate Anc. bolt thick. in spacing (ft) 2X 3.68 Gravity load from above = 100% Retrofit Lengjh Mo Mr Lsw1 = 41.0 ft 546346 ft -Ib 237906 ft -Ib Lsw2 = 0.0 ft O ft -Ib O ft -Ib Lsw3 = 0.0 ft O ft -lb O ft -lb Lsw4 = 0.0 ft O ft -Ib O ft -Ib Lsw5 = 0.0 ft O ft -Ib O ft -Ib DRAG STRUT FORCE Req'd: SHEAR WALL NO.2 Uplift A-307 Retrofit M/D allthrd dia. HD 7523 Ib 5/8 RFB#5x16 / SET -22 0 Ib Not req'd NOT REQ'D 0 Ib Not req'd NOT REQ'D 0 Ib Not req'd NOT REQ'D 0 Ib Not req'd NOT REQ'D Holdown HD10A / 4x6 / SSTB34 NOT REQ'D NOT REQ'D NOT REQ'D NOT REQ'D DSF1 = (vgovl * LswTOT / L) * L1 = 147 Ib DS F2 = vgov1 * Lsw1 - (vgov1 * LswTOT / L) * (L1 + Lswl) = 147 Ib DSF3 = vgovl * Lsw1 - (vgovl * LswTOT / L) * (1-1 + Lswl + 1-2) = 0 Ib DSF4 = vgovl * (Lswl + Lsw2) - (vgovl * LswTOT / L) * (1-1 + Lswl + L2 + Lsw2) = 0 Ib DSF5 = vgovl * (Lswl + Lsw2) - (vgovl * LswTOT / L) * (1-1 + Lswl + L2 + Lsw2 + 1-3) = 0 Ib DSF6 = vgovl * (Lswl + Lsw2 + Lsw3) - (vgovl * LswTOT / Q * (L1 + Lswl + L2 + Lsw2 + L3 + Lsw3) = 0 Ib DSF7 = vgovl * (Lswl + Lsw2 + Lsw3) - (vgovl * LswTOT / Q * (L1 + Lswl + L2 + Lsv✓2 + L3 + Lsw3 + L4) = 0 Ib DSF8 = vgovl * (Lswl + Lsw2 + Lsw3 + Lsw4) - (vgovl * LswTOT / L) * (L1 + Lswl + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4) = 0 lb DSF9 = vgovl * (Lswl + Lsw2 + Lsw3 + Lsw4) - (vgovl * LswTOT / L) * (L1 + Lswl + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4 + L5) = 0 Ib DSF10 = vgovl * (Lsw1 + Lsw2 + Lsw3 + Lsw4 + Lsw5) - (vgovl * LswTOT / L) * (L1 + Lswl + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4 + L5 + Lsw5) = 0 lb MAX. DRAG STRUT FORCE = 147 Ib MIN. DRAG STRUT FORCE = 0 Ib USE: LSTA36 STRAP AT ALL TOP PLATE SPLICES By: SM / JR Date: 9/17/02 Job No: -M 7 S Page ?2 of PARTIAL LATERAL DESIGN SHEAR WALL: (TOP FLOOR OR ROOF) Location: Grid F INDICATES LENGTH OF DIAPHRAGM WITHOUT SHEAR PANEL, TYP. L1 L1 = 0.0 ft L2 = 14.0 ft L3 = 12.0 ft L4 = 0.0 ft L5 = 0.0 ft L6 = 0.0 ft L2 LLsw2 L L3 NorthStar ENGINEERING 20 DECLARATION DRIVE CHICO, CA 95973 530-893-1600 FAX 530-893-2113 INDICATES SHEAR WALL PANEL SECTION, TYP. L4 L Lsw4L L5 LLsw5 I L6 LENGTH OF SHEARWALL (LswTOT) = 16.0 ft WALL HEIGHT = 10.0 ft TOTAL LENGTH OF WALL (L) = 42.0 ft SEISMIC ZONE = 3 CONSTANT FOR SEISMIC CALCULATIONS (K) = 0.238 W SNOW LOAD, % TO INCLUDE (SL) = 25 % or 0.0 psf SL not req'd. (Pf <= 30 psf) TRIB. COMPONENT H / W ratio Lswl = 12.0 ft 0.83:1 Lsw2 = 4.0 ft 2.50:1 Lsw3 = 0.0 ft Lsw4= 0.0 ft Lsw5 = 0.0 ft LENGTH OF SHEARWALL (LswTOT) = 16.0 ft WALL HEIGHT = 10.0 ft TOTAL LENGTH OF WALL (L) = 42.0 ft SEISMIC ZONE = 3 CONSTANT FOR SEISMIC CALCULATIONS (K) = 0.238 W SNOW LOAD, % TO INCLUDE (SL) = 25 % or 0.0 psf SL not req'd. (Pf <= 30 psf) TRIB. COMPONENT LENGTH HT. OR W DL CG A wDL veQDL %wDL to use ROOF DIAPHR. LEFT 50.5 ft 13.0 ft 17.0 psf 14.0 ft 657 ft^2 40 Ib/ft 166 Ib/ft 15% ROOF DIAPHR. RIGHT 50.5 ft 4.0 ft 17.0 psf 14.0 ft 202 ft^2 12 Ib/ft 51 Ib/ft 15% PARALLEL WALL 42.0 ft 10.0 ft 10.0 psf 5.0 ft 420 ft^2 100 Ib/ft 63 Ib/ft 100% PERP. WALL 34.5 ft 10.0 ft 10.0 psf 5.0 ft 345 ft^2 0 Ib/ft 51 Ib/ft 0% PORTCO ROOF 31.0 ft 8.5 ft 17.0 psf 14.0 ft 264 ft^2 0 Ib/ft 67 Ib/ft 0% Total wDL = 152 Ih/ft Total vegDL = 398 Ib/ft TRIB. SNOW LOAD TO SHEARWALL (wSL) = SL * Adia / L = TRIBUTARY WALL AREA FOR WIND (Aw) = BUILDING HEIGHT TO USE FOR WIND PRESSURE, (Hbuild) _ WIND PRESSURE (P) = C.G. OF WIND PRESSURE FROM BASE OF THIS SW, cgw = LAT. EQ FORCE (vegTOT) = vegDL+ K*SL*Adia/LswTOT = %wSL to use 0 Ib/ft 15% 205 ft"2 30.0 ft (up to 40'-0" max) 23.2 psf 10.0 ft 398 Ib/ft LAT. WIND FORCE (v w) = Aw * P / LswTOT = 297 Ib/ft GOVERNING LATERAL FORCE v ov = 398 Ib/ft SEISMIC GOVERNS , By: SM / JR Date: 9/17/02 Job No: -7 9 Page 3 3 of N®rthStar ENGINEERING 20 DECLARATION DRIVE CHICO, CA 95973 530-893-1600 FAX 530-893-2113 SHEAR WALL: (TOP FLOOR OR ROOF) (CONTINUED) Location: Grid F UNIT OVERTURNING MM'T (mo), EQ = veq(dia) * CGdia + veq(extwall) * ... = 4545 ft - Ib /ft WIND = (v w) * cgw = 2971 ft - Ib /ft max (mo) = 4545 ft - Ib /ft OVERTURNING MOMENT (Mo) = mo * Lswi RIGHTING MOMENT (Mr) = ([0.66 - wind] or [0.85 - eq] * wDL * Lswi^2)/2 (Add wSL to wDL if veq controls) NET UPLIFT FORCE (MID) = (Mo - Mr) / Lswi SEISMIC ZONE = 3 SHEAR DESIGN FOR SHEARWALL 0 Ib DSF2 = vgov * Lswl - (vgov * LswTOT / L) * (L1 + Lsw1) = 2955 Ib DSF3 = vgov * Lsw1 - (vgov * LswTOT / L) * (1-1 + Lswl + 1-2) = (1/2" dia. anc. bolt) (5/8" dia. anc. bolt) DSF5 = vgov * (Lsw1 + Lsw2) - (vgov * LswTOT / L) * (L1 + Lswl + L2 + Lsw2 + 1-3) = 0 Ib DSF6 = vgov * (Lsw1 + Lsw2 + Lsw3) - (vgov * LswTOT / L) * (L1 + Lswl + L2 + Lsw2 + L3 + Lsw3) = 0 Ib Sill plate Anc. bolt Sill plate Anc. bolt DSF9 = vgov * (Lsw1 + Lsw2 + Lsw3 + Lsw4) - (vgov * LswTOT / L) * (L1 + Lswl + L2 + Lsw2 + L3 + Lsv✓3 + L4 + Lsw4 + L5) = , DSF10 = vgov * (Lsw1 + Lsw2 + Lsw3 + Lsw4 + Lsw5) - (vgov' LswTOT / L) * (L1 + Lsw1 + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4 + L5 + Lsw5) = 0 Ib thick. in spacing ft thick. in spacing (ft) 2X 1.91 2X 2.78 Req'd: SHEAR WALL NO.4 HOLDOWNS FOR SHEARWALL Uplift A-307 Length Mo Mr M/D allthrd dia. Holdowns Strap Holdowns Lswl = 12.0 ft 54535 ft -Ib 9310 ft -Ib 37691b 5/8 PHD5 / 2-2x / (5/8") MSTC66 / 68-16d 14x Lsw2 = 4.0 ft 18178 ft -Ib 1034 ft -Ib 4286 Ib 5/8 PHD5 / 2-2x / (5/8") MSTC66 / 68-16d / 4x Lsw3 = 0.0 ft 0 ft -Ib 0 ft -Ib 0 Ib Not req'd NOT REQ'D NOT REQ'D Lsw4 = 0.0 ft 0 ft -Ib 0 ft -Ib 0 Ib Not req'd NOT REQ'D NOT REQ'D Lsw5 = 0.0 ft 0 ft -Ib 0 ft -Ib 0 Ib Not req'd NOT REQ'D NOT REQ'D DRAG STRUT FORCE DSF1 = (vgov * LswTOT / L) * L1 = 0 Ib DSF2 = vgov * Lswl - (vgov * LswTOT / L) * (L1 + Lsw1) = 2955 Ib DSF3 = vgov * Lsw1 - (vgov * LswTOT / L) * (1-1 + Lswl + 1-2) = 834 Ib DSF4 = vgov * (Lswl + Lsw2) - (vgov * LswTOT / L) * (1-1 + Lswl + L2 + Lsw2) = 1819 Ib DSF5 = vgov * (Lsw1 + Lsw2) - (vgov * LswTOT / L) * (L1 + Lswl + L2 + Lsw2 + 1-3) = 0 Ib DSF6 = vgov * (Lsw1 + Lsw2 + Lsw3) - (vgov * LswTOT / L) * (L1 + Lswl + L2 + Lsw2 + L3 + Lsw3) = 0 Ib DSF7 = vgov' (Lsw1 + Lsw2 + Lsw3) - (vgov * LswTOT / L) * (L1 + Lswl + L2 + Lsw2 + L3 + Lsw3 + L4) = 0 Ib DSF8 = vgov' (Lsw1 + Lsw2 + Lsw3 + Lsw4) - (vgov * LswTOT / L) * (Li + Lswl + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4) = 0 Ib DSF9 = vgov * (Lsw1 + Lsw2 + Lsw3 + Lsw4) - (vgov * LswTOT / L) * (L1 + Lswl + L2 + Lsw2 + L3 + Lsv✓3 + L4 + Lsw4 + L5) = 0 Ib DSF10 = vgov * (Lsw1 + Lsw2 + Lsw3 + Lsw4 + Lsw5) - (vgov' LswTOT / L) * (L1 + Lsw1 + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4 + L5 + Lsw5) = 0 Ib MAX. DRAG STRUT FORCE = 2955 Ib MIN. DRAG STRUT FORCE = 0 Ib USE: MSTC40 STRAP AT ALL TOP PLATE SPLICES By: SM / JR Date: 9/17/02 Job No: --M 7 $� Page ?f of SHEAR WALL: (BOTTOM FLOOR) Location: Grid F INDICATES LENGTH OF DIAPHRAGM WITHOUT SHEAR PANEL, TYP. L1 L Lsw1 L L2 LLSW2 L L3 N o rth Sta r 20 DECLARATION DRIVE ENGINEERING CHICO, CA 95973 530-893-1600 FAX 530-893-2113 INDICATES SHEAR WALL PANEL SECTION, TYP. L4 L Lsw& L5 L Lsw5 I. L6 L6= 0.0 ft LENGTH OF SHEARWALL (LswTOT) = 28.0 ft WALL HEIGHT = 12.0 ft TOTAL LENGTH OF WALL (L) = 42.0 ft SEISMIC ZONE = 3 CONSTANT FOR SEISMIC CALCULATIONS (K) = 0.238 W TRIB. COMPONENT LENGTH HT. OR W H / W ratio L1 = 0.0 ft Lsw1 = 12.0 ft 1.00:1 L2= 14.0 ft Lsw2= 16.0 ft 0.75:1 L3= 0.0 ft Lsw3= 0.0 ft L4= 0.0 ft Lsw4= 0.0 ft L5= 0.0 ft Lsw5= 0.0 ft L6= 0.0 ft LENGTH OF SHEARWALL (LswTOT) = 28.0 ft WALL HEIGHT = 12.0 ft TOTAL LENGTH OF WALL (L) = 42.0 ft SEISMIC ZONE = 3 CONSTANT FOR SEISMIC CALCULATIONS (K) = 0.238 W TRIB. COMPONENT LENGTH HT. OR W DL CG A wDL vegDL %wDL to use FLOOR DIAPHR. LEFT 42.0 ft 13.0 ft 14.0 psf 12.0 ft 546 ft^2 27 Ib/ft 65 Ib/ft 15% FLOOR DIAPHR. RIGHT 30.0 ft 4.0 ft 14.0 psf 12.0 ft 120 ft^2 6 Ib/ft 14 Ib/ft 15% PARALLEL WALL 42.0 ft 12.0 ft 10.0 psf � 6.0 ft 504 ft^2 120 Ib/ft 43 Ib/ft 100% PERP. WALL 28.0 ft 12.0 ft 10.0 psf 6.0 ft 336 ft"2 0 Ib/ft 29 Ib/ft 0% DECK 18.0 ft 9.0 ft 14.0 psf 12.0 ft 162 ft^2 0 Ib/ft 19 Ib/ft 0% Total wDL = 153 Ib/ft Total vegDL = 170 Ib/ft TRIBUTARY WALL AREA FOR WIND (Aw) = 190 ft^2 FLOOR HEIGHT TO USE FOR WIND PRESSURE, (Hbuild) = 12.0 ft (up to 40'-0" max) WIND PRESSURE (P) = 20.0 psf C.G. OF WIND PRESSURE FROM BASE OF THIS SW, cgw = 12.0 ft HEIGHT TO BASE OF SHEARWALL ABOVE, (Habove) = 12.0 ft LAT. EQ FORCE (vegTOT) = Total vegDL = 170 Ib/ft LAT. EQ FORCE FROM LEVEL ABOVE (vegTOT*LswTOTab/LswTOTbel) = 227 Ib/ft 397 Ib/ft LAT. WIND FORCE (v w) = Aw * P / LswTOT = 136 Ib/ft LAT. WIND FORCE FROM LEVEL ABOVE (v w ab*LswTOTab/LswTOTbel)= 170 Ib/ft 305 Ib/ft TOTAL GOVERNING LATERAL FORCE v ov1 = 397 Iblft SEISMIC GOVERNS . f, By: SM / JR NOrthStar 20 DECLARATION DRIVE Date: 9/17/02 ENGINEERING CHICO, CA 95973 Job No: 1 9 7 530-893-1600 Page ?50 of FAX 530-893-2113 SHEAR WALL: (BOTTOM FLOOR) (CONTINUED) Location: Grid F UNIT OT MM'T, THIS LVL (mol), EQ = veq(dia) * CGdia + veq(extwall) * CG(ext wall) ..= 1612 ft - Ib /ft WIND =(v w)*cgw= 1627 ft -lb/ft UNIT OT MMT, TOP FLOOR (mo2), EQ = veq(dia) * (CGdia + Habove) + veq(extwall)' ...= 5325 ft - Ib /ft WIND = (v w) * cgw = 6535 ft - Ib /ft max (mo) = 8162 ft - Ib /ft OVERTURNING MOMENT (Mo) = (mol+mo2) * Lswi RIGHTING MOMENT (Mr) = [[0.66 - wind] or [0.85 - eq] * (wDL2 + wDL1) * Lswi^2] / 2 NET UPLIFT FORCE (MID) = (Mo - Mr) / Lswl (Add wSL to wDL2 if veq controls) SHEAR DESIGN FOR SHEARWALL (1/2" dia. anc. bolt) (518" dia. anc. bolt) Sill plate Anc. bolt Sill plate Anc. bolt thick. in sDacing (ftlthick. in spacing (ft) LrZ-I P�Ca rNaLc. 2X 1.91 2X 2.78 Req'd: SHEAR WALL NO.4 00CS uoT- oecwz. HOLDOWNS FOR SHEARWALL Gravity load from above = 100% Uplift A-307 Retrofit Length Mo Mr M/D allthrd dia. . HD Holdown Lswl = 12.0 ft 97949 ft -Ib 18692 ft -Ib 6605 Ib 5/8 RFB#5xl6 / SET -22 PHD8 / 4x / SSTB34 Lsw2 = 16.0 ft 130599 ft -Ib 33230 ft -Ib 6086 Ib 5/8 RFB#5x16 / SET -22 PHD8 / 4x / SSTB34 Lsw3 = 0.0 ft 0 ft -Ib 0 ft -Ib 0 Ib Not req'd NOT REQ'D NOT REQ'D Lsw4 = 0.0 ft 0 ft -lb 0 ft -Ib 0 lb Not req'd NOT REQ'D NOT REQ'D Lsw5 = 0.0 ft 0 ft -Ib 0 ft -Ib 0 Ib Not req'd NOT REQ'D NOT REQ'D DRAG STRUT FORCE DSF1 = (vgovl * LswTOT / L) * L1 = 0 Ib DSF2 = vgovl * Lswl - (vgovl * LswTOT / L) * (1-1 + Lswl) = 1590 Ib DSF3 = vgovl * Lsw1 - (vgovl * LswTOT / L) * (1-1 + Lswl + 1-2) _ -2119 Ib DSF4 = vgovl * (Lswl + Lsw2) - (vgovl * LswTOT / L) * (1-1 + Lswl + L2 + Lsw2) = 0 Ib DSF5 = vgovl * (Lsw1 + Lsw2) - (vgovl * LswTOT / L) * (1-1 + Lsw1 + L2 + Lsw2 + 1-3) = 0 Ib DSF6 = vgovl * (Lswl + Lsw2 + Lsw3) - (vgovl * LswTOT / Q * (1-1 + Lswl + L2 + Lsw2 + L3 + Lsw3) = O I b DSF7 = vgovl * (Lswl + Lsw2 + Lsw3) - (vgovl * LswTOT / L) * (1-1 + Lswl + L2 + Lsw2 + L3 + Lsw3 + L4) = 0 Ib DSF8 = vgovl * (Lswl + Lsw2 + Lsw3 + Lsw4) - (vgovl * LswTOT / L) * (1-1 + Lswl + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4) = 0 lb DSF9 = vgovl * (Lswl + Lsw2 + Lsw3 + Lsw4) - (vgovl * LswTOT / Q * (1-1 + Lswl + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4 + 1-5) = 0 lb DSF10 = vgovl * (Lswl + Lsw2 + Lsw3 + Lsw4 + Lsw5) - (vgovl * LswTOT / Q * (1-1 + Lswl + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4 + 1-5 + LsW5) = 0 Ib MAX. DRAG STRUT FORCE = 1590 Ib MIN. DRAG STRUT FORCE _ -2119 Ib USE: MSTC28 STRAP AT ALL TOP PLATE SPLICES By: SM / JR Date: 9/17/02 Job No: -�tq -7 :r Page ?6 of PARTIAL LATERAL DESIGN SHEAR WALL: (TOP FLOOR OR ROOF) Location: Grid G INDICATES LENGTH OF DIAPHRAGM WITHOUT SHEAR PANEL, TYP. L1 LLswl L L2 L1 = 0.0 ft L2 = 14.0 ft L3 = 9.0 ft L4 = 0.0 ft L5 = 0.0 ft L6 = 0.0 ft NorthStar ENGINEERING 20 DECLARATION DRIVE CHICO, CA 95973 530-893-1600 FAX 530-893-2113 INDICATES SHEAR WALL PANEL SECTION, TYP. L3 I,LsW/3 L L4 L Lsw4L L5 Usw5 I, L6 LENGTH OF SHEARWALL (LswTOT) = 19.0 ft WALL HEIGHT = 10.0 ft TOTAL LENGTH OF WALL (L) = 42.0 ft SEISMIC ZONE = 3 CONSTANT FOR SEISMIC CALCULATIONS (K) = 0.238 W SNOW LOAD, % TO INCLUDE (SL) = 25 % or 0.0 psf SL not req'd. (Pf <= 30 psf) TRIB. COMPONENT H / W ratio Lswl = 12.0 ft 0.83:1 Lsw2 = 7.0 ft 1.43:1 Lsw3 = 0.0 ft Lsw4= 0.0 ft Lsw5 = 0.0 ft LENGTH OF SHEARWALL (LswTOT) = 19.0 ft WALL HEIGHT = 10.0 ft TOTAL LENGTH OF WALL (L) = 42.0 ft SEISMIC ZONE = 3 CONSTANT FOR SEISMIC CALCULATIONS (K) = 0.238 W SNOW LOAD, % TO INCLUDE (SL) = 25 % or 0.0 psf SL not req'd. (Pf <= 30 psf) TRIB. COMPONENT LENGTH HT. OR W DL CG A wDL veoDL %wDL to use ROOF DIAPHR. LEFT 50.5 ft 4.0 ft 17.0 psf 14.0 ft 202 ft^2 12 Ib/ft 43 Ib/ft 15% ROOF DIAPHR. RIGHT 50.5 ft 10.0 ft 17.0 psf 14.0 ft 505 ft^2 31 Ib/ft 108 Ib/ft 15% PARALLEL WALL 42.0 ft 10.0 ft 10.0 psf 5.0 ft 420 ft^2 100 Ib/ft 53 Ib/ft 100% PERP. WALL 28.0 ft 10.0 ft 10.0 psf 5.0 ft 280 ft^2 0 Ib/ft 35 Ib/ft 0% PORTCO ROOF 31.0 ft 8.5 ft 17.0 psf 14.0 ft 264 ft^2 0 lb/ft. 56 Ib/ft 0% Total wDL = 143 Ib/ft Total vegDL = 295 Ib/ft %wSL to use TRIB. SNOW LOAD TO SHEARWALL (wSL) = SL * Adia / L = 0 Ib/ft 15% TRIBUTARY WALL AREA FOR WIND (Aw) = 150 ft^2 BUILDING HEIGHT TO USE FOR WIND PRESSURE, (Hbuild) = 30.0 ft (up to 40'-0" max) WIND PRESSURE (P) = 23.2 psf C.G. OF WIND PRESSURE FROM BASE OF THIS SW, cgw = 10.0 ft LAT. EQ FORCE (vegTOT) = vegDL+ K*SL*Adia/LswTOT = 295 Ib/ft LAT. WIND FORCE (v w) = Aw * P / LswTOT = 183 Ib/ft GOVERNING LATERAL FORCE v ov = 2951b1ft SEISMIC GOVERNS By: SM / JR Date: 9/17/02 Job No: —79 -7 Page '? ? of NorthStar ENGINEERING 20 DECLARATION DRIVE CHICO, CA 95973 530-893-1600 FAX 530-893-2113 SHEAR WALL: (TOP FLOOR OR ROOF) (CONTINUED) Location: Grid G UNIT OVERTURNING MM'T (mo), EQ = veq(dia) * CGdia + veq(extwall) * ... = 3334 ft - Ib /ft WIND = (v w) * cgw = .1830 ft-lb/ft max (mo) = 3334 ft - Ib /ft OVERTURNING MOMENT (Mo) = mo * Lswi RIGHTING MOMENT (Mr) = ([0.66 - wind] or [0.85 - eq] * wDL * Lswi^2) / 2 (Add wSL to wDL if veq controls) NET UPLIFT FORCE (M/D) = (Mo - Mr) / Lswi SEISMIC ZONE = 3' (1/2" dia. anc. bolt) (518" dia. anc. bolt) Sill plate Anc. bolt Sill plate Anc. bolt thick. in spacing ft thick. in _spacing (ft) 2X 2.58 2X 3.76 Req'd: SHEAR WALL NO.2 Uplift A-307 DRAG STRUT FORCE DSF1 = (vgov * LswTOT / L) * L1 = Length Mo Mr M/D allthrd dia. Holdowns Strap Holdowns Lsw1 = 12.0 ft 40011 ft -Ib 8747 ft -Ib 2605 Ib 5/8 PHD2 / 2-2x / (5/8") MSTC52 / 48-16d / 2-2x Lsw2 = 7.0 ft 23340 ft -Ib 2976 ft -Ib 2909 Ib 5/8 PHD2 / 2-2x / (5/8") MSTC52 / 48-16d / 2-2x Lsw3 = 0.0 ft 0 ft -Ib 0 ft -Ib 0 Ib Not req'd NOT REQ'D NOT REQ'D Lsw4 = 0.0 ft 0 ft -Ib 0 ft -Ib 0 Ib Not req'd NOT REQ'D NOT REQ'D Lsw5 = 0.0 ft 0 ft -Ib 0 ft -Ib 0 Ib Not r 'd NOT REQ'D NOT REQ'D, DRAG STRUT FORCE DSF1 = (vgov * LswTOT / L) * L1 = 0 Ib DSF2 = vgov * Lswl - (vgov * LswTOT / L) * (L1 + Lswl) = 1936 Ib DSF3 = vgov * Lswl - (vgov * LswTOT / L) * (L1 + Lsw1 + 1-2) = 70 Ib DSF4 = vgov * (Lswl + Lsw2) - (vgov * LswTOT / L) * (1-1 + Lswl + L2 + Lsw2) = 1199 Ib DSF5 = vgov * (Lsw1 + Lsw2) - (vgov * LswTOT / L) * (L1 + Lsw1 + L2 + Lsw2 + 1-3) = 0 Ib DSF6 = vgov * (Lsw1 + Lsw2 + Lsw3) - (vgov * LswTOT / L) * (L1 + Lswl + L2 + Lsw2 + L3 + Lsw3) = 0 Ib DSF7 = vgov * (Lsw1 + Lsw2 + Lsw3) - (vgov * LswTOT / L) * (L1 + Lswl + L2 + Lsw2 + L3 + L SW3 + L4) = 0 Ib DSF8 = vgov * (Lsw1 + Lsw2 + Lsw3 + Lsw4) - (vgov * LswTOT / L) * (L7 + Lswl + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4) = 0 lb DSF9 = vgov * (Lswi + Lsw2 + Lsw3 + Lsw4) - (vgov * LswTOT / L) * (L1 + Lswl + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4 + L5) = 0 lb DSF10 = vgov * (Lswl + Lsw2 + Lsw3 + Lsw4 + L.sw5) = (vgov * LswTOT / L) * (L1 + Lsw1 + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4 + L5 + Lsw5) = 0 lb MAX. DRAG STRUT FORCE = 1936 Ib MIN. DRAG STRUT FORCE = 0 Ib USE: MSTC28 STRAP AT ALL TOP PLATE SPLICES By: SM / JR Date: 9/17/02 Job No: -71-7 ,5"- Page 3 6 of SHEAR WALL: (BOTTOM FLOOR) Location: Grid G INDICATES LENGTH OF DIAPHRAGM WITHOUT SHEAR PANEL, TYP. L1 LLswl L L2 LLsw2 L L3 NorthStar 20 DECLARATION DRIVE ENGINEERING CHICO, CA 95973 530-893-1600 FAX 530-893-2113 INDICATES SHEAR WALL PANEL SECTION, TYP. L4 � Lsw4L L5 LLsw5 I. L6 L6 = 0.0 ft LENGTH OF SHEARWALL (LswTOT) = 28.0 ft WALL HEIGHT = 11.0 ft TOTAL LENGTH OF WALL (L) = 42.0 ft SEISMIC ZONE = 3 CONSTANT FOR SEISMIC CALCULATIONS (K) = 0.238 W TRIB. COMPONENT LENGTH HT. OR W H / W ratio L1 = 0.0 ft Lswl' = 12.0 ft 0.92:1 L2 = 14.0 ft Lsw2 = 16.0 ft 0.69:1 L3= 0.0 ft Lsw3= 0.0 ft L4= 0.0 ft Lsw4= 0.0 ft L5= 0.0 ft Lsw5= 0.0 ft L6 = 0.0 ft LENGTH OF SHEARWALL (LswTOT) = 28.0 ft WALL HEIGHT = 11.0 ft TOTAL LENGTH OF WALL (L) = 42.0 ft SEISMIC ZONE = 3 CONSTANT FOR SEISMIC CALCULATIONS (K) = 0.238 W TRIB. COMPONENT LENGTH HT. OR W DL CG A wDL veciDL %wDL to use FLOOR DIAPHR. LEFT 30.0 ft 4.0 ft 14.0 psf 11.0 ft 120 ft^2 6 Ib/ft 14 Ib/ft 15 %' FLOOR DIAPHR. RIGHT 42.0 ft 10.0 ft 14.0 psf 11.0 ft 420 ft"2 21 Ib/ft 50 Ib/ft 15% PARALLEL WALL 42.0 ft 11.0 ft 10.0 psf 5.5 ft 462 ft^2 110 Ib/ft 39 Ib/ft 100% PERP. WALL 28.0 ft 11.0 ft 10.0 psf 5.5 ft 308 ft^2 0 Ib/ft 26 Ib/ft 0% DECK 18.0 ft 9.0 ft 14.0 psf 11.0 ft 162 ft^2 0 Ib/ft 19 Ib/ft 0% Total wDL = 137 Ib/ft TRIBUTARY WALL AREA FOR WIND (Aw) = FLOOR HEIGHT TO USE FOR WIND PRESSURE, (Hbuild) _ WIND PRESSURE (P) = C.G. OF WIND PRESSURE FROM BASE OF THIS SW, cgw = HEIGHT TO BASE OF SHEARWALL ABOVE, (Habove) = Total vegDL = 149 Ib/ft 150 ft^2 11.0 ft (up to 40'-0" max) 20.0 psf 11.0 ft 11.0 ft LAT. EQ FORCE (vegTOT) = Total vegDL = 149 Ib/ft LAT. EQ FORCE FROM LEVEL ABOVE (vegTOT*LswTOTab/LswTOTbel) = 200 Ib/ft 349 Ib/ft LAT. WIND FORCE (v w) = Aw * P / LswTOT = 107 Ib/ft LAT. WIND FORCE FROM LEVEL ABOVE (v w ab*LswTOTab/LswTOTbel)= 124 Ib/ft 231 Ib/ft TOTAL GOVERNING LATERAL FORCE v ov1 = 349 Ib/ft SEISMIC GOVERNS By: SM / JR N®rthStar 20 DECLARATION DRIVE Date: 9/17/02 ENGINEERING CHICO, CA 95973 Job No: '1. q -7 S 530-893-1600 Page of FAX 530-893-2113 SHEAR WALL: (BOTTOM FLOOR) (CONTINUED) Location: Grid G UNIT OT MMT, THIS LVL (mol), EQ = veq(dia) * CGdia + veq(extwall) * CG(ext wall) ..= 1280 ft - Ib /ft WIND =(v w)*cgw= 1177 ft -lb/ft UNIT OT MMT, TOP FLOOR (mo2), EQ = veq(dia) * (CGdia + Habove) + veq(extwall) * ...= 4461 ft - Ib /ft WIND = (v w) * cgw = 3844 ft - Ib /ft max (mo) 5741 ft -lb/ft OVERTURNING MOMENT (Mo) = (mol+mo2) * LsvA RIGHTING MOMENT (Mr) = [[0.66 - wind] or [0.85 - eq) * (wDL2 + wDL1) * Lswi^2] / 2 NET UPLIFT FORCE (MID) = (Mo - Mr) / LsvA (Add wSL to wDL2 if veq controls) (1/2" dia. anc. bolt) (518" dia. anc. bolt) DSF2 = vgov1 * Lswl - (vgovl * LswTOT / Q * (L1 + Lsw1) = 1396 Ib DSF3 = vgovl * Lsw1 - (vgovl * LswTOT / L) * (1-1 + Lswl + L2) _ -1861 Ib Sill plate Anc. bolt Sill plate Anc. bolt DSF6 = vgovl * (Lswl + Lsw2 + Lsw3) - (vgovl * LswTOT / Q * (1-1 + Lswl + L2 + Lsw2 + L3 + Lsw3) = 0 Ib DSF7 = vgovl * (Lswl + Lsw2 + Lsw3) - (vgovl * LswTOT / Q * (1-1 + Lswl + L2 + Lsw2 + L3 + Lsw3 + L4) = 0 Ib thick. in spacing ft thick: in spacing (ft) DSF10 = vgovl * (Lswl + Lsw2 + Lsw3 + Lsw4 + LswS) - (v90v1 - LSwTOT / L) * (Ll + Lswl + L2 + LSW2 + L3 + LSW3 + L4 + Lsw4 + L5 + Lsw5) = 0 Ib 2X 2.18 2X 3.17 Req'd: SHEAR WALL NO. 3 Grt, ► e PLE Iw AG(- HOLDOWNS FOR SHEARWALL po eS N oT r ccu/ Gravity load from above = 100% Uplift A-307 Retrofit ��6- Length Mo Mr M/D allthrd dia. HD Holdown Lswl = 12.0 ft , 68894 ft -Ib 17131 ft -Ib 4314 Ib 5/8. RFB#5xl6 / ET -22 PHD5 / 2-2x / SSTB24 Lsw2 = 16.0 ft 91859 ft -lb 30456 ft -Ib 3838 Ib 5/8 RFB#5x16 / ET -22 PHD5 / 2-2x / SSTB24 Lsw3 = 0.0 ft 0 ft -Ib -0 ft -Ib 0 Ib Not req'd NOT REQ'D NOT REQ'D Lsw4 = 0.0 ft 0 ft -Ib 0 ft -Ib 0 Ib Not req'd NOT REQ'D NOT REQ'D Lsw5 = 0.0 ft 0 ft -Ib 0 ft -Ib 0 Ib Not req'd NOT REQ'D NOT REQ'D DRAG STRUT FORCE DSF1 = (vgovl * LswTOT / L) * L1 = 0 Ib DSF2 = vgov1 * Lswl - (vgovl * LswTOT / Q * (L1 + Lsw1) = 1396 Ib DSF3 = vgovl * Lsw1 - (vgovl * LswTOT / L) * (1-1 + Lswl + L2) _ -1861 Ib DSF4 = vgovl * (Lswl + Lsw2) - (vgovl * LswTOT / L) * (L1 + Lswl + L2 + Lsw2) = 0 Ib DSF5 = vgovl * (Lswl + Lsw2) - (vgovl * LswTOT / L) * (1-1 + Lswl + L2 + Lsw2 + 1-3) = 0 Ib DSF6 = vgovl * (Lswl + Lsw2 + Lsw3) - (vgovl * LswTOT / Q * (1-1 + Lswl + L2 + Lsw2 + L3 + Lsw3) = 0 Ib DSF7 = vgovl * (Lswl + Lsw2 + Lsw3) - (vgovl * LswTOT / Q * (1-1 + Lswl + L2 + Lsw2 + L3 + Lsw3 + L4) = 0 Ib DSF8 = vgovl * (Lswl + Lsw2 + Lsw3 + Lsw4) - (vgovl * LswTOT / L) * (L1 + Lswl + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4) = 0 Ib DSF9 = vgovl * (Lswl + Lsw2 + Lsw3 + Lsw4) - (vgovl * LswTOT / L) * (L1 + Lswl + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4 + L5) = 0 lb DSF10 = vgovl * (Lswl + Lsw2 + Lsw3 + Lsw4 + LswS) - (v90v1 - LSwTOT / L) * (Ll + Lswl + L2 + LSW2 + L3 + LSW3 + L4 + Lsw4 + L5 + Lsw5) = 0 Ib MAX. DRAG STRUT FORCE = 1396 Ib MIN. DRAG STRUT FORCE _ -1861 Ib USE: MSTC28 STRAP AT ALL TOP PLATE SPLICES By: SM / JR Date: 9/17/02 Job No: -1 q '7 � Page Q 0 of PARTIAL LATERAL DESIGN SHEAR WALL: (TOP FLOOR OR ROOF) Location: Grid H INDICATES LENGTH OF DIAPHRAGM WITHOUT SHEAR PANEL, TYP. L1 LLsw1 L L2 N®rthStar ENGINEERING 20 DECLARATION DRIVE CHICO, CA 95973 530-893-1600 FAX 530-893-2113 INDICATES SHEAR WALL PANEL SECTION, TYP. L3 LLsw3 L L4 L Lsw4L L5 LLsw5 I, L6 ' LENGTH HT. OR W H / W ratio L1 = 7.0 ft Lsw1 = 7.0 ft 1.43:1 L2 = 11.5 ft Lsw2 = 5.0 ft 2.00:1 L3= 11.5 ft Lsw3= 0.0 ft 41 Ib/ft L4= 0.0 ft Lsw4= 0.0 ft 28.3 ft L5= 0.0 ft Lsw5= 0.0 ft 155 ft^2 L6= 0.0 ft 52 Ib/ft 20% PARALLEL WALL LENGTH OF SHEARWALL (LswTOT) = 12.0 ft WALL HEIGHT = 10.0 ft TOTAL LENGTH OF WALL (L) = 420 ft^2 42.0 ft SEISMIC ZONE = 3 CONSTANT FOR SEISMIC CALCULATIONS (K) = 0.238 W SNOW LOAD, % TO INCLUDE (SL) = 25 % or 0.0 psf SL not req'd. (Pf <= 30 psf) TRIB. COMPONENT LENGTH HT. OR W DL CG A wDL veciDL %wDL to use ROOF DIAPHR. LEFT 50.5 ft 10.0 ft 17.0 psf 14.0 ft 505 ft^2 41 Ib/ft 170 Ib/ft 20% ROOF DIAPHR. RIGHT 28.3 ft 5.5 ft 17.0 psf 12.0 ft 155 ft^2 13 Ib/ft 52 Ib/ft 20% PARALLEL WALL 42.0 ft 10.0 ft 10.0 psf 5.0 ft 420 ft^2 100 Ib/ft 83 Ib/ft 100% PERP. WALL 27.0 ft 10.0 ft 10.0 psf 5.0 ft 270 ft^2 0 Ib/ft 54 Ib/ft 0% OTHER 0.0 ft 0.0 ft 0.0 psf 0.0 ft O ft^2 0 Ib/ft 0 Ib/ft 0% Total wDL = 153 Ib/ft Total vegDL = 360 Ib/ft %wSL to use TRIB. SNOW LOAD TO SHEARWALL (wSL) = SL * Adia / L = 0 Ib/ft 20% TRIBUTARY WALL AREA FOR WIND (Aw) = 100 ft^2 BUILDING HEIGHT TO USE FOR WIND PRESSURE, (Hbuild) = 25.0 ft (up to 40'-0" max) WIND PRESSURE (P) = 22.4 psf C.G. OF WIND PRESSURE FROM BASE OF THIS SW, cgw = 9.0 ft LAT. EQ FORCE (vegTOT) = vegDL+ K*SL*Adia/LswTOT = 360 Ib/ft LAT. WIND FORCE (v w) = Aw * P / LswTOT = 187 Ib/ft GOVERNING LATERAL FORCE v ov = 360 Ib/ft SEISMIC GOVERNS Y By:. SM / JR N®rthStar 20 DECLARATION DRIVE Date: 9/17/02 CHICO, CA 95973 Job No: �9 —� ENGINEERING 530-893-1600 Page of FAX 530-893-211; 3 SHEAR WALL: (TOP FLOOR OR ROOF) (CONTINUED) Location: Grid H UNIT OVERTURNING MM'T (mo), EQ = veq(dia) * CGdia + veq(extwall) * :.. = 3699 ft - Ib /ft WIND =(v w)*cgw= 1682 ft -lb/ft max (mo) = 3699 ft - Ib /ft OVERTURNING MOMENT (Mo) = mo * Lswi RIGHTING MOMENT (Mr) = ([0.66 - wind] or [0.85 - eq] * wDL * Lswi^2)/2 (Add wSL to wDL if veq controls) NET UPLIFT FORCE (MID) = (Mo - Mr) / Lsw4 4 SEISMIC ZONE = 3 (1/2" dia. anc. bolt) (5/8" dia. anc. bolt) Sill plate Anc. bolt Sill plate Anc. bolt thick. in spacing ft thick. in spacing (ft) 2X 2.11 2X 3.08 Req'd: SHEAR WALL NO.3 Y Strap Holdowns MSTC52/48-16d / 2-2x MSTC52 / 48-16d 12-2x NOT REQ'D NOT REQ'D NOT REQ'D DRAG STRUT FORCE, DSF1 = (vgov * LswTOT / L) * L1 = 720 Ib DSF2 = vgov * Lswl - (vgov * LswTOT / L) * (L1 + Lswl) _ 1079 Ib DSF3 = vgov * Lswl - (vgov * LswTOT / L) * (1-1 + Lswl + 1-2) _ -103 Ib DSF4 = vgov * (Lswl + Lsw2) - (vgov * LswTOT / L) * (L1 + Lswl + L2 + Lsw2) = 1182 Ib DSFS = vgov * (Lswl + Lsw2) - (vgov * LswTOT / L) * (1-1 + Lswl + L2 + Lsw2 + 1-3) = 0 Ib DSF6 = vgov * (Lswl + Lsw2.+ Lsw3) - (vgov * LswTOT / L) * (L1 + Lswl + L2 + LsN2 + L3 + Lsw3) _ '0 lb DSF7 = vgov' (Lswl + Lsw2 + Lsw3) - (vgov * LswTOT / L) * (L1 + Lswl + L2 + Lsw2 + L3 + Lsw3 + L4) = 0 Ib DSF8 = vgov * (Lswl + Lsw2 + Lsw3 + Lsw4) - (vgov * LswTOT / L) * (L1 + Lswl + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4) = 0 lb DSF9 = vgov * (Lswl + Lsw2 + Lsw3 + Lsw4) - (vgov * LswTOT / L) * (L1 + Lswl + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4 + LS) = 0 Ib DSF10 = vgov * (Lsw1 + Lsw2 + Lsw3 + Lsw4 + Lsw5) - (vgov * LswTOT / L) * (L1 + Lswl + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4 + L5 + Lsw5) = 0 lb MAX. DRAG STRUT FORCE = 1182 Ib MIN. DRAG STRUT FORCE _ -103 Ib USE: LSTA36 STRAP AT ALL TOP PLATE SPLICES Uplift A-307 Length Mo Mr MID allthrd dia Holdowns Lswl = 7.0 ft 25896 ft -Ib 3196 ft -Ib 3243 Ib 5/8 PHD2 / 2-2x / (5/8") Lsw2 = 5.0 ft 18497 ft -Ib 1631 ft -Ib 3373 Ib 5/8 PHD2 / 2-2x / (5/8") Lsw3 = 0.0 ft -- 0 ft -Ib 0 ft -Ib 0 Ib Not req'd NOT REQ'D Lsw4 = 0.0 ft 0 ft -Ib 0 ft -Ib 0 Ib Not req'd NOT REQ'D Lsw5 = 0.0 ft 0 ft -Ib 0 ft -lb 0 Ib Not req'd NOT REQ'D Strap Holdowns MSTC52/48-16d / 2-2x MSTC52 / 48-16d 12-2x NOT REQ'D NOT REQ'D NOT REQ'D DRAG STRUT FORCE, DSF1 = (vgov * LswTOT / L) * L1 = 720 Ib DSF2 = vgov * Lswl - (vgov * LswTOT / L) * (L1 + Lswl) _ 1079 Ib DSF3 = vgov * Lswl - (vgov * LswTOT / L) * (1-1 + Lswl + 1-2) _ -103 Ib DSF4 = vgov * (Lswl + Lsw2) - (vgov * LswTOT / L) * (L1 + Lswl + L2 + Lsw2) = 1182 Ib DSFS = vgov * (Lswl + Lsw2) - (vgov * LswTOT / L) * (1-1 + Lswl + L2 + Lsw2 + 1-3) = 0 Ib DSF6 = vgov * (Lswl + Lsw2.+ Lsw3) - (vgov * LswTOT / L) * (L1 + Lswl + L2 + LsN2 + L3 + Lsw3) _ '0 lb DSF7 = vgov' (Lswl + Lsw2 + Lsw3) - (vgov * LswTOT / L) * (L1 + Lswl + L2 + Lsw2 + L3 + Lsw3 + L4) = 0 Ib DSF8 = vgov * (Lswl + Lsw2 + Lsw3 + Lsw4) - (vgov * LswTOT / L) * (L1 + Lswl + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4) = 0 lb DSF9 = vgov * (Lswl + Lsw2 + Lsw3 + Lsw4) - (vgov * LswTOT / L) * (L1 + Lswl + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4 + LS) = 0 Ib DSF10 = vgov * (Lsw1 + Lsw2 + Lsw3 + Lsw4 + Lsw5) - (vgov * LswTOT / L) * (L1 + Lswl + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4 + L5 + Lsw5) = 0 lb MAX. DRAG STRUT FORCE = 1182 Ib MIN. DRAG STRUT FORCE _ -103 Ib USE: LSTA36 STRAP AT ALL TOP PLATE SPLICES By: SM / JR • - Date: 9/17/02 Job No: -A7,5- Page A7,5-Page lL -Z of SHEAR WALL: (BOTTOM FLOOR) Location: Grid H INDICATES LENGTH OF DIAPHRAGM WITHOUT SHEAR PANEL, TYP. L1 b Lsw1 L L2 b Lsw2 b L3 L1 = 0.0 ft L2 = 20.0 ft L3 = 0.0 ft L4 = 0.0 ft L5= 0.0 ft L6 = 0.0 ft N®rthStar ENGINEERING Lswl = 14.0 ft Lsw2 = 8.0 ft Lsw3 = 0.0 ft Lsw4= 0.0 ft Lsw5 = 0.0 ft 20 DECLARATION DRIVE CHICO, CA 95973 530-893-1600 FAX 530-893-2113 INDICATES SHEAR WALL PANEL SECTION, TYP. L4 L Lsw4, L5 L Lsw5 I. L6 H / W ratio 0.57:1 1.00:1 LENGTH OF SHEARWALL (LswTOT) = 22.0 ft WALL HEIGHT = 8.0 ft TOTAL LENGTH OF WALL (L) = 42.0 ft SEISMIC ZONE = 3 CONSTANT FOR SEISMIC CALCULATIONS (K) = 0.238 W TRIG. COMPONENT LENGTH HT. OR W DL CG A wDL veoDL %wDL to use FLOOR DIAPHR. LEFT 42.0 ft 10.0 ft 14.0 psf 8.0 ft 420 ft^2 14 Ib/ft 64 Ib/ft 10% FLOOR DIAPHR. RIGHT 20.0 ft 5.5 ft 14.0 psf 8.0 ft 110 ft^2 4 Ib/ft 17 Ib/ft 10% PARALLEL WALL 42.0 ft 8.0 ft 10.0 psf 4.0 ft 336 ft^2 80 Ib/ft 36 Ib/ft 100% PERP. WALL 27.0 ft 8.0 ft 10.0 psf 4.0 ft 216 ft^2 0 Ib/ft 23 Ib/ft 0% OTHER 0.0 ft 0.0 ft 0.0 psf 0.0 ft O ft^2 0 Ib/ft 0 Ib/ft 0% Total wDL = 98 Ib/ft Total vegDL = 140 Ib/ft TRIBUTARY WALL AREA FOR WIND (Aw) = 150 ft^2 FLOOR HEIGHT TO USE FOR WIND PRESSURE, (Hbuild) = 8.0 ft (up to 40'-0" max) WIND PRESSURE (P) = 20.0 psf C.G. OF WIND PRESSURE FROM BASE OF THIS SW, cgw = 8.0 ft HEIGHT TO BASE OF SHEARWALL ABOVE, (Habove) = 8.0 ft LAT. EQ FORCE (vegTOT) = Total vegDL = 140 Ib/ft LAT. EQ FORCE FROM LEVEL ABOVE (vegTOT*LswTOTab/LswTOTbel) = 196 Ib/ft 336 Ib/ft LAT. WIND FORCE (v w) =.Aw * P / LswTOT = 136 Ib/ft LAT. WIND FORCE FROM LEVEL ABOVE (v w ab*LswTOTab/LswTOTbel)= 102 Ib/ft 238 lb/ft TOTAL GOVERNING LATERAL FORCE v ov1 = 336 Ib/ft SEISMIC GOVERNS By: SM / JR NorthStar 20 DECLARATION DRIVE Date: 9/17/02 ENGINEERING CHICO, CA 95973 Job No: -79 -7,5- 530-893-1600 Page 43 Of FAX 530-893-2113 SHEAR WALL: (BOTTOM FLOOR) (CONTINUED) Location: Grid H UNIT OT MM'T, THIS LVL (moll), EQ = veq(dia) * CGdia + veq(extwall) * CG(ext wall) ..= 882 ft - Ib /ft WIND = (v w) * cgw = 1090 ft - Ib /ft UNIT OT WT, TOP FLOOR (=2), EQ = veq(dia) * (CGdia + Habove) + veq(extwall) * ...= 3588 ft - Ib /ft WIND =(v w)*cgw= 3178 ft -lb/ft max (mo) = 4470 ft - Ib /ft OVERTURNING MOMENT (Mo) = (mol+mo2) * Lswi RIGHTING MOMENT (Mr) = [[0.66 - wind] or [0.85 - eq] * (wDL2 + wDL1) * Lswi^2] / 2 NET UPLIFT FORCE (MID) = (Mo - Mr) I Lswi (Add wSL to wDL2 if veq controls) (1/2" dia. anc. bolt) (5/8" dia. anc. bolt) Sill plate Anc. bolt Sill plate Anc. bolt thick. in spacing ft thick. in _spacing (ft) 2X 2.26 2X 3.29 Req'd: SHEAR WALL NO.3 HOLDOWNS FOR SHEARWALL Gravity load from above = 100% Uplift A-307 Retrofit -1281 Ib DSF4 = vgovl * (Lswl + Lsw2) - (vgovl * LswTOT / L) * (1-1 + Lswl + L2 + Lsw2) = Length Mo Mr M/D allthrd dia. HD Holdown Lsw1 = 14.0 ft 62574 ft -Ib 20919 ft -Ib 2975 Ib 5/8 RFB#5x16 / ET -22 PHD2 / 2-2x / SSTB20 Lsw2 = 8.0 ft 35756 ft -Ib 6831 ft -Ib 3616 Ib 5/8 RFB#5x16 / ET -22 PHD5 / 2-2x / SSTB24 Lsw3 = 0.0 ft 0 ft -Ib 0 ft -Ib 0 Ib Not req'd NOT REQ'D NOT REQ'D Lsw4 = 0.0 ft 0 ft -Ib 0 ft -Ib 0 Ib Not req'd NOT REQ'D NOT REQ'D Lsw5 = 0.0 ft 0 ft -Ib 0 ft -Ib 0 Ib Not req'd NOT REQ'D NOT REQ'D DRAG STRUT FORCE DSF1 = (vgovl * LswTOT / L) * L1 = 0 Ib DSF2 = vgovl * Lsw1 - (vgovl * LswTOT / L) * (1-1 + Lsw1) = 2242 Ib DSF3 = vgovl * Lswl - (vgovl * LswTOT / L) * (1-1 + Lsw1 + 1-2) _ -1281 Ib DSF4 = vgovl * (Lswl + Lsw2) - (vgovl * LswTOT / L) * (1-1 + Lswl + L2 + Lsw2) = 0 Ib DSF5 = vgovl * (Lswl + Lsw2) - (vgovl * LswTOT / L) * (L1 + Lswl + L2 + Lsw2 + 1-3) = 0 Ib DSF6 = vgovl * (Lswl + Lsw2 + Lsw3) - (vgovl * LswTOT / L) * (1-1 + Lswl + L2 + Lsw2 + L3 + Lsw3) = 0 lb DSF7 = vgovl * (Lswl + Lsw2 + Lsw3) - (vgovl * LswTOT / Q * (1-1 + Lswl + L2 + Lsw2 + L3 + Lsw3 + 1-4) = 0 Ib DSF8 = vgovl * (Lswl + Lsw2 + Lsw3 + Lsw4) - (vgovl * LswTOT / L) * (Lt + Lswl + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4) = 0 lb DSF9 = vgovl * (Lswl + Lsw2 + Lsw3 + Lsw4) - (%govt * LswTOT / L) * (1-1 + Lswl + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4 + 1-5) = 0 lb DSF 10 = vgovl * (Lswl + Lsw2 + Lsw3 + Lsw4 + Lsw5) - (vgovl * LswTOT / L) * (1-1 + Lswl + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4 + L5 + Lsw5) = 0 lb MAX. DRAG STRUT FORCE = 2242 Ib MIN. DRAG STRUT FORCE _ -1281 Ib USE: MSTC28 STRAP AT ALL TOP PLATE SPLICES BY: DATE: p — o —L— JOB NO: PAGE t4- OF NorthStar CW Engineers • Planners • Surveyors 20 DECLARATION DRIVE CHICO, CALIFORNIA 95973 530-893-1600 FAX 530-893-2113 SHEAR WALL SCHEDULE SHEAR WALLA Q p3 ® ® 0 0 ALLOWABLE LOAD/FOOT 208 304 392 512 608 T84 940 1 3/811 3 8" / 3/811 3 8" / X 3/8"CD 3/8"CDX 3 8"CDX / PLYWOOD '2 CDX COX CDX CDX 2 SIDES 2 SIDES 2 SIDES EDGE NAILING 5 8d 0 6" 8d 0 4i3 8d 0 3n3 8d 0 2i 3 8d A 4i 3 8d 0 3i 3 10d 0 3"3 FIELD NAILING 5 8d 0 12" 8d 0 12" 8d 0 12" 8d 0 12" 8d 0 12" 8d 0 12" 10d R 12" FOUNDATION SILL 6 PLATE THICKNESS 2X 2X 2X 2X 3X 3X 3X CLIP, BLOCK'l 1_650 1_950 L990 L990 L690 L690 L690 TO PLATE 0 24" 0 ib" 0 20" 0 14" 0 12" 01011 0811 5/8,10 ANCHOR BOLT B 48" oz. 42" oz. I6" oz. 12" o.c. 26" oz. 20" oz. 18" oz. SPACING 1/2" m 1/2" m 1/2" 0 1/2110 1/2110 1/2110 1/2" m 42" oz. 30" oz. 11" oz. 8" oz. IS" oz. 14" oz. il" oz. RETROFIT ANCHORIO 12FBOBXIO 12FB*5xIO RFBs5xio RFB*5x10 12FBOSYJO RFB#5x10 RFB#5x10 BOLT SPACING 48" oz. 42n oz. 16" oz. 12" oz. 26" O.C. 20" oz. IS" oz. 1. OVER DOUGLAS FIR STUDS 0 16" O.C., HEM -FIR TOP PLATES ARE OKAY 2. ALL PANEL EDGES BACKED WITH 2 -INCH NOMINAL OR WIDER FRAMING U.O.N. 3. ALL VERTICAL STUDS RECEIVING EDGE NAILING FROM ABUTTING PANELS SHALL BE AS SHOWN IN NOTE 04 4. APPLIED OVER 3 -INCH NOMINAL OR WIDER FRAMING WITH NAILS STAGGERED 5. NAILS SHALL BE SINKERS. IF MACHINE NAILS ARE USED, NAILS WITH A PARTIAL HEAD ARE NOT PERMITTED. 6. PRESSURE TREATED DOUGLAS FIR SILLS REQUIRED, I. SIMPSON MANUFACTURED CLIPS AT 24" O.C. FOR ENTIRE BALANCE OF WALL LINE. "BLOCK" MAY BE TRUSS CHORD OR RAFTER PER DETAIL. S. ANCHOR BOLTS SHALL HAVE A MINIMUM 2" X 2" X 3/16" THICK PLATE WASHER. 9. OSB WITH ALLOWABLE STRESS AND THICKNESS EQUIVALENT TO SPECIFIED PLYWOOD MAY BE SUBSTITUTED FOR 3/8" CDX WHERE OCCURS. OSB SHALL BE RATED FOR EXTERIOR USE. 10. FOR ANCHOR BOLTS REQ'D IN RETROFIT SITUATIONS, SEE NOTE 6-3 ON SHEET S-1. BY:�"7 DATE: ( O JOB NO: -7 0) i 5 - PAGE t+ OF NorthStar Civil Engineers - Planners • Surveyors 20 DECLARATION DRIVE CHICO, CALIFORNIA 95973 530-893-1600 FAX 530-893-2113 DESIGN VALUES FOR ANCHOR BOLTS AND SILL NAILS SHEAR WALL IQ 0 Q3 ® 0 0 0 ALLOWABLE LOAD/FOOT 208 304 392 512 608 184 940 BILL NAIL l 16d 0 4" 16d a 4" 16d 0 3" 5DS 1/4x SDS I/4x 5D5 1/4x 5D5 1/4x roll oro roll 04 roll is 411 roll 311 SILL CONN. CAP. 342 342 456 514 861 86l 1149 2 5/8" m 5/8" m 5/8" m 3 5/8" m 3 5/8" m 5/8" o 5/8" m ANCHOR BOLT 48" 42" 16" 12" 26" 20" 18" SPACING 1/2" m 1/2" m 1/2" 0 3 1/2" m 3 1/2" m 1/2" 0 1/2" m 42" 30" 11" 8" 1811 14" 1111 SILL THICKNESS 2X 2X 2X 2X 3X 3X 3X ANCHOR BOOLTT CAPACITY 216 304 413 568 620 198 1,015 5/8" m ANCH012 BOLT CAPACITY 275 315 413 551 638 829 1;037 NOTES: 1. NAILS PER NER-212 CAPACITY OF 16d SINKER = 86*133 = 114 # / NAIL SIMPSON SDS 1/4 x 6" WOOD SCREWS PER ICBG REPORT NO. ER -5268 CAPACITY OF SDS 1/4 x 6" WOOD SCREW = 216*133 = 287 # / SCREW 2. DESIGN CAPACITY OF BOLTS PER TABLE 82E OF THE '91 NDS. CAPACITY OF 1/2" m ANCHOR BOLT IN 2X SILL = 133 * 510# = 158 # / BOLT CAPACITY OF 1/2" m ANCHOR BOLT 1N 3X BILL = 133 * 700# = 931 # / BOLT CAPACITY OF 5/8" 0 ANCHOR BOLT IN 2X SILL = 133 * 830 = 1103 # / BOLT CAPACITY OF 5/8'.'0 ANCHOR BOLT 1N 3X BILL = 133 $1040 = 1383 # / BOLT 3. REDUCE ANCHOR BOLT CAPACITY IN NOTE 2 BY 50% FOR 2X SILL PLATE WHEN ALLOWABLE SHEAR PER FOOT 15 > THAN 350 PLF < 600 PLF. BY: 5", (,i ' DATE: 10 — ci-t_ JOB NO: —7 q -1,5- PAGE 1j'PAGE +./„ OF NorthStar Civil Engineers • Planners - Surveyors 20 DECLARATION DRIVE CHICO, CALIFORNIA 95973 530-893-1600 FAX 530-893-2113 BRACED. WALL SCHEDULE 1, 2, 3, 4 1/2" GYPSUM WALLBOARD ON STUDS SPACED 0 16" O.C. MAXIMUM. DRYWALL SCREWS 0 7" O.C. TO ALL STUDS, TOP AND BOTTOM PLATES, AND 2x BLOCKING. ALL VERTICAL EDGES SHALL BREAK ON A STUD. BLOCKING 1S REQUIRED FOR ALL HORIZONTAL EDGES. OPTION 1: "THERMO-PLY" STRUCTURAL GRADE SHEATHING ON STUDS SPACED 16" O.C. MAXIMUM WITH 16 GAUGE GALVANIZED STAPLES, I" CROWN x 1-1/4" LEG. CROWN SHALL BE IN LINE WITH FRAMING MEMBER AT 3" O.C. EDGE, 12" FIELD. BLOCKING REQUIRED a ALL EDGES. 5 OPTION 2: CDX PLYWOOD ON STUDS SPACED 0 16" O.C. MAXIMUM WITH IOd ®3/8" 0 6" O.C. EDGE;12" O.C. FIELD. ALL VERTICAL EDGES SHALL BREAK ON A STUD. BLOCKING 15 REQUIRED FOR ALL HORIZONTAL EDGES. OPTION 3: 1/811(3 COAT) STUCCO ON STUDS SPACED 0 16" O.C. MAXIMUM. NAIL OR STAPLE TO ALL STUDS, TOP AND BOTTOM PLATES WITH NO. II GAGE, 11/2" LONG, l/16" HEAD OR NO. 16 GAGE STAPLE, 7/8" LEGS 0 6" O.G. MAX. TO ALL STUDS, AND TOP AND BOTTOM PLATES. UNBLOCKED. ALTERNATE BRACED PANEL. 3/8" CDX PLYWOOD ON STUDS SPACED 0 16" O.C. MAXIMUM WITH IOd 0 6" O.C. EDGE, 12" O.C. FIELD. ALL VERTICAL EDGES SHALL BREAK ON A STUD. BLOCKING 15 REQUIRED FOR ALL HORIZONTAL EDGES. INSTALL 1/2" DIAMETER ANCHOR BOLTS WITH ?" MIN. EMBEDMENT 0 PANEL QUARTER POINTS (2 BOLTS PER PANEL). INSTALL HOLDOWNS AS SHOWN ON PLANS. FOR RETROFIT SITUATIONS, SEE NOTE 4. NOTES: FOR A AND ® : NAIL BILL PLATE TO WOOD FLOOR (WHERE OCCURS) WITH 4-16d PER 16". ANCHOR SILL PLATE TO FOUNDATION WITH 1/2" DIAMETER ANCHOR BOLTS EMBEDDED l" MIN. A 4'-0" O.C. MAX. SPACING. USE A MINIMUM OF TWO BOLTS PER PIECE WITH I BOLT LOCATED WITHIN 12" OF EACH END. 2. AT INTERIOR WALLS FOR A AND ® : ANCHOR BOLTS MAY BE REPLACED WITH I/2" HILTI-KW1K BOLT KB2-3 1/2" EMBED. AND ONE BOLT a 12" FROM EA. END. SPACE 0 48" O.G. INTERIOR FOOTINGS SHALL BE A MINIMUM OF 12" WIDE AND 10" THICK (INCLUDING SLAB THICKNESS) UNLESS OTHERWISE NOTED ON PLANS. 3. FOR a : INSTALL ANCHOR BOLTS AT ONE-FIFTH POINTS (3 BOLTS PER PANEL):, 4. FOR ANCHOR BOLTS REQ'D 1N RETROFIT SITUATIONS, SEE NOTE 6 -3 -ON SHEET 5-I. 5. OPTION I, 2 OR 3 MAY BE USED (CONTRACTOR'S OPTION). BY: SM / JR NORTHSTAR ENGINEERING September -02 20 DECLARATION DRIVE JOB NO: 7975 CHICO, CA 95973 PG. � -) OF (530) 893-1600 CHECK COMBINED AXIAL AND BENDING (DUE TO WIND) FOR STUDS BASED ON 1997 NDS SECTION 3.7.1, AT 24" O.C. MAX. COLUMN PROPERTIES: C! = 0.8 .8 FOR SAWN, .85 FOR ROUND, .9 FOR GLULAM / MFRD. *** YOU HAVE SELECTED A RECTANGULAR COLUMN *** DEPTH = 5.5 IN WIDTH = 1.5 IN LENGTH (L) = 10 FT L / DEPTH = 21.82 OKAY < 50 AREA = 8.3 SQ.IN S = 7.56 CU.IN Ke = 1 SEE 1997 NDS APPENDIX G KCE = 0.3 .3 FOR VISUALLY GRADED, .418 FOR GLULAM / MFRD. KbE = 0.438 .438 FOR VISUALLY GRADED, .609 FOR GLULAM / MFRD. Fb = 900 PSI Fb Cf = 1.3 SIZE FACTOR PER TABLE 4A IN NDS Fb Cr = 1.15 REP. MEMBER FACTOR PER SECTION 4.3.4 IN NDS Fb* = 1345.5 PSI( TABULATED VALUE* ADJUSTMENT FACTORS) Fc = 1350 PSI Fc Cf = 1.1 SIZE FACTOR PER TABLE 4A / 2.3.1 IN NDS Fc* = 1485 PSI( TABULATED VALUE * ADJUSTMENT FACTORS) E' = 1.6 E6 PSI FcE = 1008.2 FcE = KCE*E' / ( (L/d)(L/d) ) Fc = 812.1 PSI Fc = Fc*( (1 + FcE / Fc*) / 2c' - SQRT( (1 + FcE / Fc*) / 2c') ( (1 + FcE / Fc*) / 2c') (FcE /Fc*)/c')) LOADING CONDITIONS: AXIAL LOAD = 4000 LBS • fc = P / A = 482 PSI PC = 812 PSI OKAY F'c > fc WIND LOAD = 28.4 PLF MOMENT = 4260 IN -LBS (MAX.) F b = 1790 PSI = Fb * 1.33 (LOAD DURATION FACTOR) fb = M / S = 563 UNITY CHECK UNITY =(fc/Fc)(fc/Fc)+fb/Fb[1-(fc/FcE)] < 1.0 OR ELSE NO GOOD UNITY = 0.95 < 1.0 OKAY FOR COMBINED AXIAL AND BENDING DEFLECTION CHECK 0 = 5 * w * L ^4 / (384 * E * I L/360 OR ELSE NO GOOD 0 = 5 * 28.4/12 * (10.0' * 12)^4 / (384:1.6E6 * 20.8 IN^4) = 0.19 IN = L/625 >= L/360 DEFLECTION OK USE: 2X6 DOUGLAS FIR LARCH #2 STUDS @ 16" O.C. NorthStarEngineering Title: / Job# -71-7y- 20 Declaration Drive Dsgnr Date: 1:57PM, 2 OCT 02 Chico, CA 95973 Description �t Scope: Page 4 $ of Rev: 00 User: Kw-0so3o75ver 5.5.0 25-Sep_2001 Timber Beam & Joist Page 1 (c)1983-2001 ENEI�CALC Engineering Software d: acts 7975 randy h(II 7975 hill.ecw:U Description randy hill #1 Timber Member Information It Calculations are designed to 1997 NDS and 1997 UBC Requirements 61 62 B3 B4 B5 66 B7 Timber Section VersaLamS. 5.12.9x12.0 6x12 6x10 6x12 5.125x18.0 5.125x18.0 Beam Width in 5.250 5.125 5.500 5.500 5.500 5.125 5.125 Beam Depth in 9.500 12.000 11.500 9.500 11.500 18.000 18.000 Le: Unbraced Length ft 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Timber Grade 31se Cascade, Versa buglas Rr, 24F - V Douglas Rr - larch, Douglas Fr - larch, Douglas Rr - larch, Douglas lir, 24F - V Douglas Fir, 24F - V Fb - Basic Allow psi 2,800.0 2,400.0 875.0 875.0 875.0 2,400.0 2,400.0 Fv - Basic Allow psi 190.0 190.0 85.0 85.0 85.0 190.0 190.0 Elastic Modulus ksi 2,000.0 1,800.0 1,300.0 1,300.0 1,300.0 1,800.0 1,800.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Member Type 0.2606 Manuf/Pine Glul-am Sawn Sawn Sawn Glul-am Glul-am Repetitive Status 144.33 No No No No No No No Center Span Data 6.50 Mmax @ Cantilever in -k 0.00 0.00 0.00 -12.69 -12.69 Span ft 14.00 9.50 9.50 6.50 6.50 14.00 14.50 Dead Load #/ft 95.00 310.00 310.00 120.00 120.00 873.9 125.00 Live Load Wit 220.00 290.00 290.00 115.00 115.00 Bending OK 120.00 Dead Load #/ft fv : Actual psi 58.9 89.7 54.1 295.00 580.00 Live Load #/ft Fv : Allowable psi 190.0 190.0 85.0 275.00 550.00 Start ft Shear OK Shear OK Shear OK Shear OK Shear OK End ft 9.500 0.500 Point#1 DL lbs 1,450.00 1,900.00 535.00 455.00 LL lbs 1,390.00 1,790.00 500.00 430.00 @ X ft 4.750 2.000 1.500 10.000 2.500 Point #2 DL lbs 450.00 385.00 LL lbs 425.00 365.00 @ X It 12.000 4.500 Point #3 DL lbs 370.00 290.00 LL lbs 350.00 275.00 °@ X fl 14.000 6.500 Point #4 DL lbs 90.00 LL lbs 85.00 @X ft 8.500 Cantilever Span Span It 3.00 3.00 7.00 Uniform Dead Load #/ft 120.00 120.00 145.00 Uniform Live Load #/ft 115.00 115.00 135.00 Point #1 DL lbs 560.00 LL Its 530.00 @ X It 7.000 Point #2 DL lbs 1,290.00 LL lbs 1,240.00 @ X ft 7.000 Results Ratio = 0.4197 0.5508 0.7669 0.2510 0.8983 0.5841 0.2606 Mmax @ Center in -k 92.61 162.16 81.22 11.83 60.12 83.69 144.33 @ X = ft 7.00 4.75 4.75 2.89 1.51 4.93 6.50 Mmax @ Cantilever in -k 0.00 0.00 0.00 -12.69 -12.69 -386.40 0.00 fb : Actual psi 1,172.7 1,318.4 670.0 153.4 495.9 1,396.2 521.5 Fb : Allowable psi 2,794.3 2,393.8 873.7 873.9 873.7 2,390.5 2,382.1 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv : Actual psi 58.9 89.7 54.1 21.3 76.4 91.5 49.5 Fv : Allowable psi 190.0 190.0 85.0 85.0 85.0 190.0 190.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK NorthStar Engineering 20 Declaration Drive Chico, CA 95973 Page of Title: Dsgnr: Description: Scope: Job # i --)'? 5 - Date: 1:57PM, 2 OCT 02 rftr uw ops ver 5.5.0, 25 -Sep -2001 Timber Beam $i Joist Page 2 �1�caz�mi cnicdrei r c..,.�.,m.:.,., c..e.. - Description randy hill #1 Reactions @ Left End DL lbs 665.00 2,197.50 11472.50 306.92 1,768.46 890.04 2,030.56 LL lbs 1,540.00 2,072.50. 1,377.50 373.75 1,750.67 1,929.69 1,934.74 Max DL+LL lbs 2,205.00 4,270.00 2,850.00 680.67 3,519.13 2,819.73 3,965.30 • Right End DL lbs 665.00 2,197.50 1,472.50 833.08 1,271.54 6,132.45 1,291.94 LL lbs 1,540.00 2,072.50 1,377.50 798.37 1,211.44 5,794.06 1,235.26 Max DL+LL lbs 2,205.00 4,270.00 2,850.00 1,631.44 2,482.98 11926.52 2,527.20 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.109 -0.076 -0.063 -0.005 -0.016 0.028 -0.050 L/Defl Ratio 1,534.9 1,491.0 1,818.4 16,567.7 4,808.2 5,981.8 3,449.4 Center LL Deft in -0.253 -0.072 -0.059 -0.009 -0.018 -0.053 -0.048 UDefl Ratio 662.8 1,576.7 1,943.8 8,627.2 4,378.7 3,164.1 3,615.1 Center Total Defl in -0.363 -0.149 -0.121 -0.014 -0.034 0.056 -0.099 Location ft 7.000 4.750 4.750 3.094 2.912 9.968 7.018 UDefl Ratio 462.9 766.3 939.5 5,697.9 2,292.5 3,022.5 1,765.2 Cantilever DL Defl in -0.002 0.015 -0.216 Cantilever LL Defl i -0.002 0.015 -0.208 Total Cant. Defl in -0.004 0.030 -0.424 UDefl Ratio 18,014.6 2,398.5 396.5 NorthStar Engineering 20 Declaration Drive Chico, CA 95973 Page 5.0 of Rev: 550100 User. KW -0603075. Ver 5.5.0. 25-5 Description randy hill #2 Title: Dsgnr. r., l J (Z -- Description Scope: Timber Beam & Joist Job # %'�l Date: 1:57PM, 2 OCT 02 Page 1 Timber Member Information ft Calculations are designed to 1997 NDS and 1997 UBC Requirements 88 B9 B10 B11 B12 B13 B14 Timber Section 1,642.50 6x12 5.125x15.0 5.125x16.5 5.125x16.5 5.125x16.5 5.125x12.0 6x12 Beam Width in 5.500 5.125 5.125 5.125 5.125 5.125 5.500 Beam Depth in 11.500 15.000 16.500 16.500 16.500 12.000 11.500 Le: Unbraced Length ft 2.00 2.00 2.00 11.20 8.50 8.00 2.00 Timber Grade 1,551.25 Douglas Fir - larch, )ouglas Hr, 24F - V Douglas Hr, 24F - V Douglas Hr, 24F - V Douglas Hr, 24F - V Douglas Fir, 24F - V Douglas Rr - larch, Fb - Basic Allow psi 875.0 2,400.0 2,400.0 2,400.0 2,400.0 2,400.0 875.0 Fv - Basic Allow psi 85.0 190.0 190.0 190.0 190.0 190.0 85.0 Elastic Modulus ksi 1,300.0 1,800.0 1,800.0 1,800.0 1,800.0 1,800.0 1,300.0 Load Duration Factor 4.25 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Member Type 0.00 Sawn Glutam Glul-am Glul-am Glul-am Glul-am Sawn Repetitive Status 402.3 No No No No No No No Center Span Data 873.7 Center Total Defl in Bending OK Bending OK Bending OK Bending OK Bending OK Span ft 9.50 21.50 18.25 22.50 22.50 8.00 8.50 Dead Load #/ft 290.00 140.00 180.00 70.00 140.00 190.0 230.00 Live Load #/ft 275.00 130.00 170.00 65.00 130.00 Shear OK 220.00 Point #1 DL lbs 1,650.00 1,650.00 LL lbs 1,560.00 1,560.00 @ X It 11.250 4.000 Cantilever Span Span ft 8.50 Uniform Dead Load #/ft 1,377.50 1,505.00 1,642.50 1,612.50 70.00 825.00 977.50 Uniform Live Load #/ft 1,306.25 1,397.50 1,551.25 1,511.25 65.00 780.00 935.00 Point #1 DL lbs 2,683.75 2,902.50 3,193.75 3,123.75 480.00 1,605.00 1,912.50 LL lbs 1,377.50 1,505.00 1,642.50 1,612.50 .450.00 825.00 977.50 @ X ft 1,306.25 1,397.50 1,551.25 1,511.25 8.500 780.00 935.00 Results Ratio = 0.7221 0.4173 0.3201 0.6101 0.3174 0.2640 0.4604 Mmax @ Center inti 76.49 187.21 174.86 319.19 167.30 77.04 48.77 @ X = ft 4.75 10.75 9.12 11.25 10.17 4.00 4.25 Mmax @ Cantilever in -k 0.00 0.00 0.00 0.00 -153.38 0.00 0.00 fb : Actual psi 630.9 974.1 751.9 1,372.6 719.4 626.3 402.3 Fb : Allowable psi 873.7 2,334.1 2,349.3 2,249.7 2,266.3 2,372.3 873.7 Center Total Defl in Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv : Actual psi 50.9 50.3 48.5 52.2 57.5 39.1 35.2 Fv : Allowable psi 85.0 190.0 190.0 190.0 190.0 190.0 85.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 1,377.50 1,505.00 1,642.50 1,612.50 1,281.28 825.00 977.50 LL lbs 1,306.25 1,397.50 1,551.25 1,511.25 1,462.50 780.00 935.00 Max DL+LL lbs 2,683.75 2,902.50 3,193.75 3,123.75 2,743.78 1,605.00 1,912.50 @ Right End DL lbs 1,377.50 1,505.00 1,642.50 1,612.50 2,943.72 825.00 977.50 LL lbs 1,306.25 1,397.50 1,551.25 1,511.25 2,739.36 780.00 935.00 Max DL+LL lbs 2,683.75 2,902.50 3,193.75 3,123.75 5,683.08 1,605.00 1,912.50 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.059 -0.259 -0.130 -0.313 -0.131 -0.023 -0.030 L/Defl Ratio 1,943.8 994.5 1,683.4 863.1 2,063.6 4,193.2 3,421.7 Center LL Defl in -0.056 -0.241 -0.123 -0.294 -0.217 -0.022 -0.029 L/Defl Ratio 2,049.9 1,071.1 1,782.4 919.1 1,243.8 4,435.2 3,577.2 Center Total Defl in -0.114 -0.500 -0.253 -0.607 -0.347 -0.045 -0.058 Location It 4.750 10.750 9.125 11.250 10.800 4.000 4.250 L/Defl Ratio 997.7 515.7 865.7 445.1 778.3 2,155.4 1,748.9 NorthStar Engineering 20 Declaration Drive Chico, CA 95973 Pages ( of Description randy hill #2 Title: I Dsgnr: f''M Description: Scope : Timber Beam & Joist Cantilever DL Defl i -0.000 Cantilever LL Defl i -0.002 Total Cant. Defl i -0.003 L/Defl Ratio 75,283.9 Job # 7 -1-7 Date: 1:57PM, 2 OCT 02 Page 2 NorthStar Engineering 20 Declaration Drive Chico, CA 95973 Page 5- Z- of Rev: 550100 User: KW -0603075 Ver 5.5.01 25 -Sep -2001 (c)1983-2001 ENE�tCALC Engineering Sottvrare Description randy hill #3 Title : Osgnr: Description: Scope: Timber Beam & Joist Job # 79 - Date: 1:57PM, 2 OCT 02 Page 1 Timber Member Information Calculations are designed to 1997 NDS and 1997 UBC Requirements 615 Timber Section 5.128x19.5 Beam Width in 5.125 Beam Depth in 19.500 Le: Unbraced Length ft 2.00 Timber Grade loughs Fir, 24F - V Fb - Basic Allow psi 2,400.0 Fv - Basic Allow psi 190.0 Elastic Modulus ksi 1,800.0 Load Duration Factor 1.000 Member Type Glut -am Repetitive Status No Center Span Data Span ft 21.00 Dead Load #fft 415.00 Live Load Nit 390.00 Results Ratio = 0.7201 Mmax @ Center in -k 532.51 @ X = ft 10.50 fb : Actual psi 1,639.5 Fb : Allowable psi 2,276.9 Bending OK fv : Actual psi 107.6 Fv : Allowable psi 190.0 Shear OK Reactions @ Left End DL lbs 4,357.50 LL lbs 4,095.00 Max. DL+LL lbs 8,452.50 @ Right End DL lbs 4,357.50 LL lbs 4,095.00 Max DL+LL lbs 8,452.50 Deflections Ratio OK Center DL Defl in -0.319 L/Defl Ratio 791.0 Center LL Dell in -0.299 LIDefl Ratio 841.7 Center Total Defl in -0.618 Location It 10.500 LIDefl Ratio 407.8 NorthStar Engineering 20 Declaration Drive Chico, CA 95973 Page 5-3 of Rev: 550100 User. KW -0603075, ver 5.5.0, 25-5 Description S1 Title: Dsgnr. V" -j (_4 Description: Scope: Steel Beam Design Job # -] `1"-1 7 - Date: 1:58PM, 2 OCT 02 Page 1 General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements j Steel Section : W10X22 -0.111 -0.177 Fy 36.00ksi 0.000 0.000 in Pinned -Pinned Load Duration Factor 1.00 Center Span 17.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL & ST Act Together Actual Right Cant 0.00 ft k -ft Moment 11.634 k -ft Lu: Unbraced Length 0.00 ft -0.177 in fb : Bending Stress 6.016 ksi Distributed Loads Length/DL Defl 1,838.6: 1 fb / Fb 0.253 :1 #1 #2 #3 #4 #5 #6 #7 DL 0.180 Length/(DL+LL Defl) 1,153.5 :1 k/ft LL 0.120 2.74 k k/ft ST I Beam Passes 1.5.1.4.1, Para 1, 2, 4, & 5, Fb = 0.66 Fy k/ft Start Location ft End Location ft """"'�'r ■ -0.111 -0.177 Beam OK 0.000 0.000 in Static Load Case Governs Stress Using: W1 OX22 section, Span = 17.00ft, Fy = 36.0ksi DL LL LL+ST LL LL+ST End Fbdty = Pinned -Pinned, Lu = 0.00ft, LDF =1.000 Only Center Center Cants Cants Actual Allowable 11.63 k -ft Moment 11.634 k -ft 45.947 k -ft Max. Deflection -0.177 in fb : Bending Stress 6.016 ksi 23.760 ksi Length/DL Defl 1,838.6: 1 fb / Fb 0.253 :1 k k -ft Shear @ Left 2.74 k 1.72 Length/(DL+LL Defl) 1,153.5 :1 Shear 2.737 k 35.148 k 2.74 k fv : Shear Stress 1.122 ksi 14.400 ksi I Beam Passes 1.5.1.4.1, Para 1, 2, 4, & 5, Fb = 0.66 Fy tv / Fv 0.078 :1 Force & Stress Summary -0.111 -0.177 -0.177 0.000 0.000 in «_ These columns are Dead + Live Load placed as noted ->> 0.000 DL LL LL+ST LL LL+ST Ma)dmum Only Center Center Cants Cants Max. M + 11.63 k -ft 7.30 11.63 k -ft Max M - 0.000 0.000 k -ft Max M @ Left Reaction @ Left 2.74 1.72 k -ft Max M @ Right k k -ft Shear @ Left 2.74 k 1.72 2.74 k Shear @ Right 2.74 k 1.72 2.74 k Center Defl. -0.177 in -0.111 -0.177 -0.177 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft _ 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 2.74 1.72 2.74 2.74 k Reaction @ Rt 2.74 1.72 2.74 2.74 k Fa calc'd per 1.5-1, K•L/r < Cc I Beam Passes 1.5.1.4.1, Para 1, 2, 4, & 5, Fb = 0.66 Fy Section Properties W10X22 Depth 10.170 in Weight 22.04 #Ift r-xx 4.264 in Width 5.750in I-xx 118.00 in4 r-yy 1.325 in Web Thick 0.240 in I-yy 11.40 in4 Rt 1.510 in Flange Thickness 0.360 in S-xx 23.206 in3 Area 6.49 int S-yy 3.965 in3 NorthStar Engineering 20 Declaration Drive Chico, CA 95973 Page Sf of Description S2 Title: Dsgnr. snil Description: Scope: Steel Beam Design Job # '79 -7 Date: 1:5813M, 2 OCT 02 Page 1 LGeneral Information Calculations are designed to AMC Rh Edition ASD and 1997 UBC Requirements Steel Section: W1OX22 Fy 36.00ksi LL+ST LL Pinned -Pinned Load Duration Factor 1.00 Center Span 15.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000,0 ksi Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft Lu: Unbraced length 0.00 ft k -ft Max M @ Left Distributed Loads k -ft #1 #2 #3 #4 #5 #6 #7 ' DL 0.420 k -ft Shear @ Left 5.42 k k/ft LL 0.280 k k/ft ST 3.32 5.42 k{ft Start Location Center Defl. -0.240 in -0.147 ft End Location 0.000 0.000 in Left Cant Defl ft Summary I 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 .0.000 Beam OK 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 Static Load Case Governs Stress 0.000 0.000 Using: Wt OX22 section, Span = 15.00ft, Fy = 36.Oksi 5.42 3.32 5.42 5.42 End Fbdty = Pinned -Pinned, Lu = O.00ft, LDF = 1.000 Reaction @ Rt 5.42 3.32 5.42 5.42 Actual Allowable Fa calc'd per 1.5-1, K•Ur < Cc Moment 20.307 k -ft 45.947 k -ft Max. Deflection -0.240 in fb : Bending Stress 10.501 ksi 23.760 ksi fb / Fb OA42 : 1 10.170 in Length/DL Defl 1,223.3:1 22.04 #/ft r -roc 4.264 in Width 5.750in Length/(DL+LL Defl) 748.9 :1 118.00 in4 r-yy Shear 5.415 k 35.148 k I -YY 11.40 in4 Rt fv : Shear Stress 2.219 ksi 14.400 ksi S-xx 23.206 in3 fv / Fv 0.154 :1 6.49 int S -YY 3.965 in3 Force & Stress «- These columns are Dead + Live Load placed as noted -» DL LL LL+ST LL LL+ST Mabmum OnN Center Center Cants Cants Max M + 20.31 k -ft 12.43 20.31 k -ft Max. M - k -ft Max M @ Left k -ft Max M @ Right k -ft Shear @ Left 5.42 k 3.32 5.42 k Shear @ Right 5.42 k 3.32 5.42 k Center Defl. -0.240 in -0.147 -0.240 -0.240 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 .0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 5.42 3.32 5.42 5.42 k Reaction @ Rt 5.42 3.32 5.42 5.42 k Fa calc'd per 1.5-1, K•Ur < Cc 1 Beam Passes 1.5.1.4.1, Para 1, 2, 4, & 5, Fb = 0.66 Fy Section Properties W10X22 Depth 10.170 in Weight 22.04 #/ft r -roc 4.264 in Width 5.750in I-xx 118.00 in4 r-yy 1.325 in Web Thick 0.240 in I -YY 11.40 in4 Rt 1.510 in Flange Thickness 0.360 in S-xx 23.206 in3 Area 6.49 int S -YY 3.965 in3 WorthStar Engineering 20 Declaration Drive Chico, CA 95973 Page 5'5- of Rev: 550100 User: KW -0603075. Ver 5.5.0. 25-5 Description S3 Title: Dsgnr. 9-V-1 t/ -j (� Description : Scope: Steel Beam Design Job # I Date: 1:58PM, 2 OCT 02 Page 1 General Information #4 Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section: W1OX22 Dead Load 2.100 0.000 in Fy 36.00ksi 0.000 Live Load 1.400 Pinned -Pinned Load Duration Factor 1.00 Center Span 16.50 It Bm Wt. Added to Loads Elastic Modulus 29,000.Oksi Left Cant. 0.00 It LL & ST Act Together k -ft Right Cant 0.00 it 0.000 k -ft Lu : Unbraced Length 0.00 it 2.72 k -ft Distributed Loads k Static Load Case #1 #2 #3 #4 #5 #6 #7 DL 0.180 End Fbdty = Pinned -Pinned, Lu = 0.00ft, LDF = 1.000 4.41 k/ft LL 0.120 Actual Allowable k/ft ST Moment 25.397 k -ft 45.947 k -ft k/ft Start Location fb : Bending Stress 13.133 ksi 23.760 ksi it End Location tb / Fb 0.553 :1 ft Point Loads #1 #2 #3 #4 #5 #6 #7k Dead Load 2.100 0.000 in «- These columns are Dead + Live Load placed as noted -» 0.000 Live Load 1.400 LL LL+ST LL LL+ST 0.000 k Short Tenn Al Center Center Cants Cants 0.000 k Location 8.250 25.40 k -ft ft summary 0.000 k -ft Max M @ Left Reaction @ Left 4.41 2.72 k -ft Beam OK k Static Load Case Governs Stress Using: W10X22 section, Span=16.50ft, Fy = 36.Oksi 4.41 k Shear @ Right 4.41 k End Fbdty = Pinned -Pinned, Lu = 0.00ft, LDF = 1.000 4.41 k Actual Allowable Moment 25.397 k -ft 45.947 k -ft Max. Deflection -0.322 in fb : Bending Stress 13.133 ksi 23.760 ksi tb / Fb 0.553 :1 Length/DL Defl 1,001.5: 1 Length/(DL+LL Defl) 614.3 :1 Shear 4.407 k 35.148 k fv : Shear Stress 1.806 ksi 14.400 ksi tv / Fv 0.125 :1 Force & Stress Summary -0.198 -0.322 -0.322 0.000 0.000 in «- These columns are Dead + Live Load placed as noted -» 0.000 DL LL LL+ST LL LL+ST 0.000 Maximum Only Al Center Center Cants Cants 0.000 Max M + 25.40 k -ft 15.54 25.40 k -ft Max M - 0.000 0.000 k -ft Max M @ Left Reaction @ Left 4.41 2.72 k -ft Max M @ Right k k -ft ' Shear @ Left 4.41 k 2.72 4.41 k Shear @ Right 4.41 k 2.72 4.41 k Center Defl. -0.322 in -0.198 -0.322 -0.322 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Deb 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 it 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 4.41 2.72 4.41 4.41 k Reaction @ Rt 4.41 2.72 4.41 4.41 k Fa calc'd per 1.5-1, K°Ur < Cc I Beam Passes 1.5.1.4.1, Para 1, 2, 4, & 5, Fb = 0.66 Fy NorthStar Engineering 20 Declaration Drive Chico, CA 95973 Page 5 6 of Rev: 550100 User. KIN 71 Ver 5.5.0, 25-5 (.)1983-2001 ENEkCALC Engineerh Description S3 Title: Dsgnr: 5-rA Description Scope: Steel Beam Design Job # '7—) I T Date: 1:58PM, 2 OCT 02 Page 2 Section Properties W10X22 Depth 10.170 in Weight 22.04 #/k r -roc 4.264 in Width 5.750in I -la 118.00 in4 r-yy 1.325 in Web Thick 0.240 in I-yy 11.40 in4 Rt 1.510 in Flange Thickness 0.360 in S-xx 23.206 in3 Area 6.49 int S-yy 3.965 in3 'NorthStar Engineering 20 Declaration Drive Chico, CA 95973 Page S of Rev: 550100 User: KW -0603075. Ver 5.5.0. 25-S Description S4 Title: Dsgnr: S✓ `I /J %Z - Description: Scope: Steel Beam Design Job It ?9i Date: 1:5813M, 2 OCT 02 Page 1 LGeneral Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirement Steel Section : W10X22 10. 170 in Weight Fy 36.00ksi Width k -ft Pinned -Pinned Load Duration Factor 1.00 Center Span 8.50 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL & ST Act Together Actual Right Cant 0.00 ft Shear @ Left 5.00 k Moment 10.630 k -ft Lu : Unbraced Length 0.00 ft -0.040 in fb : Bending Stress 5.497 ksi Distributed Loads 3.41 5.00 'fb/Fb 0.231:1 #1 #2 #3 #4 #5 #6 #7 DL 0.420 0.360 2.524.9:1 k/ft LL 0.375 0.000 0.000 k/ft ST 0.000 in Right Cant Defl 0.000 in kfft Start Location 0.000 0.000 ft End Location 0.000 0.000 ft 0- ..... "NY ■ 10. 170 in Weight 'Beam OK Width k -ft Static Load Case Governs Stress Using: W10X22 section, Span = 8.50ft, Fy = 36.Oksi Web Thick 0.240 in I-yy End Fbdty = Pinned -Pinned, Lu = 0.00ft, LDF =1.000 Max M @ Right 0.360 in S-xx Actual Allowable k -ft Shear @ Left 5.00 k Moment 10.630 k -ft 45.947 k -ft Max. Deflection -0.040 in fb : Bending Stress 5.497 ksi 23.760 ksi 3.41 5.00 'fb/Fb 0.231:1 Length/DL Defl 3,705.4:1 -0.028 -0.040 Length/(DL+LL Defl) 2.524.9:1 Shear 5.002 k 35.148 k 0.000 0.000 fv : Shear Stress 2.050 ksi 14.400 ksi 0.000 in Right Cant Defl 0.000 in tv / Fv 0.142 :1 0.000 0.000 0.000 Force & Stress Summary «- These columns are Dead + Live Load placed as noted -» DL LL LL+ST LL LL+ST Maximum OnN Center A Center Cants A Cants Max M + 10.63 k -ft 7.24 10.63 k -ft Max M - 10. 170 in Weight 22.04 #/ft r-xx 4.264 in Width k -ft Max M @ Left 118.00 in4 r-yy 1.325 in Web Thick 0.240 in I-yy k -ft Max M @ Right 0.360 in S-xx 23.206 in3 Area k -ft Shear @ Left 5.00 k 3.41 5.00 k Shear @ Right 5.00 k 3.41 5.00 k Center Defl. -0.040 in -0.028 -0.040 -0.040 0.000 0.000 in Left Cant Defl 0.000in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 5.00 3.41 5.00 5.00 k Reaction @ Rt 5.00 3.41 5.00 5.00 k Fa caled per 1.5-1, K'L/r < Cc 1 Beam Passes 1.5.1.4.1, Para 1, 2, 4, a 5, Fb = 0.66 Fy Section Properties W10X22 Depth 10. 170 in Weight 22.04 #/ft r-xx 4.264 in Width 5.750in I-xx 118.00 in4 r-yy 1.325 in Web Thick 0.240 in I-yy 11.40 in4 Rt 1.510 in Flange Thickness 0.360 in S-xx 23.206 in3 Area 6.49 int S-yy 3.965 in3 NorthStar Engineering 20 Declaration Drive Chico, CA 95973 Page 5 Bof Rev: 550100 Title: Dsgnr. T t�j W'L- Description : Scope: Job # '7)7S_ Date: 2:39PM, 2 OCT 02 User: KW -0603075 ver 5.5.0, 25-Sep-2001Steel Page 1 r,itoav-nm;wr6reirc.,._a.,Column Description SC -1 General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section P12 (CASING) Fy 36.00 ksi X -X Sidesway : Restrained Duration Factor 1.150 Y -Y Sidesway : Restrained Column Height 18.500 ft Elastic Modulus 29,000.00 ksi 23.76 ksi End Fb* Pin -Pin X -X Unbraced 18.500 ft Kxx 1.000 Live & Short Term Loads Combined Y -Y Unbraced 18.500 ft Kyy 1.000 Loads F'ex : DL+LL 56,813 psi Axial Load... 0.60 Cb:x DL+LL 1.75 F'ey : DL+LL Dead Load 6.50 k Cm:y DL+LL Ecc. for X -X Axis Moments 2.000 in 1.75 Live Load 4.30 k 65,335 psi Ecc. for Y -Y Axis Moments 2.000 in Cb:x DL+LL+ST Short Term Load k F'ey : DL+LL+ST 65,335 psi Cm:y DL+LL+ST 0.60 Distributed lateral Loads... DL LL ST Start End Along Y -Y -0.013 in at 0.021 kfft 18.500 ft Along X -X Wit ft ---------' Column Design OK Section: P12 (CASING), Height = 18.50ft, Axial Loads: DL = 6.50, LL = 4.30, ST = 0.00k, Ecc. = 2.000in Unbraced Lengths: X -X = 18.50ft, Y -Y = 18.50ft Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen) AISC Formula H1 -1 AISC Formula H1 - 2 AISC Formula H1 - 3 0.0751 0.0497 0.1248 0.1085 XX Axis: Fa calc'd per 1.5-1, K'Ur < Cc YY Axis : Fa calc'd per 1.5-1. K"Ur < Cc Stresses Allowable & Actual Stresses Dead Live DL + LL DL + Short Fa: Allowable 18.24 ksi 18.24 ksi 18.24 ksi 20.97 ksi fa : Actual 0.68 ksi 0.45 ksi 1.13 ksi 1.13 ksi Fb:xx : Allow [F3.1] 23.76 ksi 23.76 ksi 23.76 ksi 27.32 ksi fb : xx Actual 0.45 ksi 0.30 ksi 0.75 ksi 0.84 ksi Fb:yy : Allow [F3.1] 23.76 ksi 23.76 ksi 23.76 ksi 27.32 ksi fb : yy Actual 0.45 ksi 0.30 ksi 0.75 ksi 0.75 ksi Analysis Values F'ex : DL+LL 56,813 psi Cm:x DL+LL 0.60 Cb:x DL+LL 1.75 F'ey : DL+LL 56,813 psi Cm:y DL+LL 0.60 Cb:y DL+LL 1.75 F'ex : DL+LL+ST 65,335 psi Cm:x DL+LL+ST 1.00 Cb:x DL+LL+ST 1.00 F'ey : DL+LL+ST 65,335 psi Cm:y DL+LL+ST 0.60 Cb:y DL+LL+ST 1.75 Max X -X Axis Deflection -0.024 in at 9.990 ft Max Y -Y Axis Deflection -0.013 in at 10.730 ft NorthStar Engineering 20 Declaration Drive Chico, CA 95973 Pagesq of Rev: 550100 user: Kw -0603075 ver 5.5.0, 2S -Sep -2001(c)1983-2001 ENR(34LC Engineering Software Description SC -1 Section Properties P12 (CASH Diameter 12.50 in Thickness 0.250 in n Title: Dsgnr Description Scope: Steel Column Weight 32.61 #fft Area 9.60 in2 Job # ­74175— Date: 2:39PM, 2 OCT 02 I -roc 180.00 in4 I-yy 180.00 1n4 S -roc 28.800 in3 S-yy 28.800 in3 r-xx 4.330 in r-yy 4.330 in Page 2 ' NorthStar Engineering 20 Declaration Drive Chico, CA 95973 Paqe (90 of Ver 5.5.0, 25 -Sep -2001 Description SC -2 Title: Dsgnr: Q4+i tJ (e - Description Scope: Steel Column Job# 791r Date: 2:36PM, 2 OCT 02 Page 1 General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section P8STD Fy 36.00 ksi X -X Sidesway : Restrained Duration Factor 1.150 Y -Y Sidesway : Restrained Column Height 18.500 ft Elastic Modulus 29,000.00 ksi 1.29 ksi Fb:xx : Allow [F3.1] End Fb* Pin -Pin X -X Unbraced 18.500 ft Kxx 1.000 Live & Short Term Loads Combined Y -Y Unbraced 18.500 ft Kyy 1.000 Loads Fb:yy : Allow [F3.1] 23.76 ksi 23.76 ksi Axial Load... 27.32 ksi fb : yy Actual 0.51 ksi 0.34 ksi Dead Load 6.50 k 0.85 ksi Ecc. for X -X Axis Moments 1.330 in Live Load 4.30 k Ecc. for Y -Y Axis Moments 1.330 in F'ex: DL+LL Short Term Load k Cm:x DL+LL 0.60 Cb:x DL+LL 1.75 Distributed lateral Loads... DL LL ST Start End Along Y -Y F'ex : DL+LL+ST 0.021 kilt --> 18.500 It Along X -X 1.00 k/ft a ft Column Design OK Section: P8STD, Height = 18.50ft, Axial Loads: DL = 6.50, LL = 4.30, ST = 0.00k, Ecc. = 1.330in Unbraced Lengths: X -X = 18.50ft, Y -Y = 18.50ft Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen) AISC Formula H1 - 1 AISC Formula H1 - 2 AISC Formula H1 - 3 0.0921 0.0609 0.1531 0.1357 XX Axis : Fa calc'd per 1.5-1, K*Ur < Cc YY Axis : Fa calc'd per 1.5-1, K*Ur < Cc Stresses Allowable & Actual Stresses Dead Live DL + LL DL + Short Fa: Allowable 15.84 ksi 15.84 ksi 15.84 ksi 18.22 ksi fa : Actual 0.77 ksi 0.51 ksi 1.29 ksi 1.29 ksi Fb:xx : Allow [F3.1] 23.76 ksi 23.76 ksi 23.76 ksi 27.32 ksi fb : xx Actual 0.51 ksi 0.34 ksi 0.85 ksi 1.14 ksi Fb:yy : Allow [F3.1] 23.76 ksi 23.76 ksi 23.76 ksi 27.32 ksi fb : yy Actual 0.51 ksi 0.34 ksi 0.85 ksi 0.85 ksi Analysis values F'ex: DL+LL 26,152 psi Cm:x DL+LL 0.60 Cb:x DL+LL 1.75 F'ey: DL+LL 26,152 psi Cm:y DL+LL 0.60 Cb:y DL+LL 1.75 F'ex : DL+LL+ST 30,075 psi Cm:x DL+LL+ST 1.00 Cb:x DL+LL+ST 1.00 F'ey : DL+LL+ST 30,075 psi Cm:y DL+LL+ST 0.60 Cb:y DL+LL+ST 1.75 Max.X-X Axis Deflection -0.048 in at 9.867 It Max Y -Y Axis Deflection -0.022 in at 10.730 It NorthStar Engineering 20 Declaration Drive Chico, CA 95973 (� Page of Rev: 550100 User. KW -0603075 Ver 5.5.0 25 -Sep -2001 (c)1983-2001 ENE�tCALC Engineering Software Description SC -2 Section Properties PBSTD Diameter 8.63 in Thickness 0.322 in a Title: Dsgnr. Description Scope: Steel Column Job# Date: 2:36PM, 2 OCT 02 Weight 28.53 #/ft I-xx 72.50 in4 Area 8.40 int I-yy 72.50 in4 S -rot 16.812 in3 S-yy 16.812 in3 r -1a 2.938 in r-yy 2.938 in I Page 2 Northstar Engineering Title : hill concrete Page: Co Z 20 Declaration Drive Job # : 7975 Dsgnr: 'S�4 j jL- Date: SEP 20,2002 Chico, CA 95973 Description.... 530-893-1600 113 Retain ro Ver This Wall in File: d•1 orolects17975 randy hi1117975 hill rp5 Build at Version 6.0 Cantilevered RetainingWall Design Build Date: 10SEP-2001, (c) 1989-2001 9 Criteria Soil Data FFooting Dimensions & Strengths Retained Height = 3.00 ft Wall height above soil = 0.00 ft Slope Behind Wall = 3.00:1 Height of Soil over Toe = 3.00 in Soil Density = 110.00 pcf Wind on Stem = 0.0 psf Surcharge Loads = 1,500.0 psf Surcharge Over Heel = 50.0 psf Used To Resist Sliding 8 Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning = 200.0 psf/ft Design Summary -� Total Bearing Load = 1,266 lbs ...resultant ecc. = 2.16 in Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure = 35.0 psf/ft Passive Pressure = 200.0 psf/ft Water height over heel = 0.0 It FoctingIlSoil Friction = 0.350 Soil height to ignore fc = 2,500 psi for passive pressure = 3.00 in Soil Pressure @ Toe = 974 psf OK Soil Pressure @ Heel = 292 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,319 psf ACI Factored @ Heel = 395 psf Footing Shear @ Toe = 2.9 psi OK Footing Shear @ Heel = 3.0 psi OK Allowable = 85.0 psi Wall Stability Ratios Overturning = 2.38 OK Sliding = 1.64 OK Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 342.8 lbs less 100% Passive Force= - 218.8 lbs less 100% Friction'Force = - 345.0 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5: 1 Stability = 0.0 lbs OK Footing Design Results Toe Heel Factored Pressure - 1,319 395 psf Mu': Upward = 583 59 ft-# Mu': Downward = 124 181 ft-# Mu: Design = 458 122 ft-# Actual 1 -Way Shear = 2.87 2.96 psi Allow 1 -Way Shear = 85.00 85.00 psi Toe Reinforcing = # 4 @ 18.00 in Heel Reinforcing = # 4 @ 18.00 in Key Reinforcing = None Spec'd Lateral Load Applied to Stem Lateral Load = 0.0 #M ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Toe Width = 1.00 ft Heel Width = 1.00 Total Footing Width = 2.00 Footing Thickness = 12.00 in Key Width = 12.00 in Key Depth = 3.00 in Key Distance from Toe = 1.00 ft fc = 2,500 psi Fy = 40,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0020 Cover @ Top = 3.00 in @ Btm = 3.00 in Axial Load Applied to Stem A)aal Dead Load = 100.0 lbs Apal Live Load = 280.0 lbs A>oal Load Eccentricity = 1.5 in Stem Construction Top Stem 2nd aro mummull Design height ft = Stem OK 2.00 Stem OK 1.00 Stem OK 0.00 Wall Material Above "Ht" = Concrete Concrete Concrete Thickness = 6.00 6.00 6.00 Rebar Size = # 4 #' 4 # 4 Rebar Spacing = 18.00 18.00 18.00 Rebar Placed at = Edge Edge Edge Design Data fb/FB + fa/Fa = 0.069 0.144 0.320 Total Force @ Section lbs = 56.8 173.1 347.0 Moment.... Actual ft-#= 100.4 210.4 466.3 Moment..... Allowable ft-#= 1,458.0 1,458.0 1,458.0 Shear.....Actual psi = 1.3 3.8 7.7 Shear..... Allowable psi = 85.0 85.0 85.0 Lap Splice If Above in = 20.80 20.80 20.80 Lap Splice if Below in= 20.80 20.80 6.00 Wall Weight psf= 75.0 75.0 75.0 Rebar Depth 'd' in= 3.75 3.75 3.75 Masonry Data I'm psi = Fs psi = Solid Grouting = Special Inspection = Modular Ration' _ Short Term Factor = Equiv. Solid Thick. _ Masonry Block Type = Medium Weight Concrete Data fc psi = Fy psi = Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S • Fr Heel: Not req'd, Mu < S ' Fr Key. Not Req'd = Mu<S'Fr 2,500.0 2,500.0 2,500.0 40,000.0 40,000.0 40,000.0 Northstar Engineering Title : hill concrete Page: 3 20 Declaration Drive Job # 7975 Dsgnr: j'y,� Date: SEP 20,2002 .Chico, CA 95973 Description.... 530-893-1600 530-893-2113 This Wall in File: d:1 urojectsl7975 randy hiIR7975 hill rp5 RetamPro Version 6.0 Cantilevered RetainingWall Design 9 Build Date: 10-SEP-2001, (c) 1989-2001 Summary of Overturning & Resisting Forces & Moments .....OVERTURNING.... ....RESISTING..... Force Distance Moment Force Distance Moment Item lbs It ft-# Ib . ft ft-# Heel Active Pressure = 370.1 1.51 560.1 Sal Over Heel = 165.0 1.75 288.8 Toe Active Pressure _ -27.3 0.42 -11.4 Sloped Soil Over Heel = 4.6 , 1.83 8.4 Surcharge Over Toe = Surcharge Over Heel = 25.0 1.75 43.8 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Araal Dead Load on Stem = 100.0 1.13 112.5 Load @ Stem Above Soil = Sal Over Toe = Surcharge Over Toe _ 27.5 R 0.50 13.8 Total = 342.8 O.T.M. = 548.7 Stem Weight(s) Earth @ Stem Transitions _ 225.0 1.25 281.3 Resisting/Overturning Ratio = 2.38 Footing Weight = 300.0 1.00. 300.0 Vertical Loads used for Soil Pressure = 1,265.9 lbs Key Weight = 37.5 1.50 56.3 < Vert. Component = 101.3 2.00 202.5 Vertical component ofactive pressure used for sal pressure Total = 985.9 lbs R.M = 1,307.2 6. in Concw/I f� #4@18.in @Toe Designer select #4@18.in all horiz, reinf. @ Heel See Appendix A 2'-U' Northstar Engineering Title : hill concrete Page: 65- 20 Q -20 Declaration Drive Job # : 7975 Dsgnr: S y y [ I �. Date: SEP 20,2002 Chico, CA 95973 Description.... J� 530-893-1600 530-893-2113 This Wall in File: d:1 oroiects17975 randy hi1117975 hill rp5 RetamPro Version 6.0 Cantilevered RetainingWall Design Build Date: 10 -SEP -2001, (c) 1989-2001 9 Criteria Soil Data Footing Dimensions & Strenaths Retained Height = 5.00 ft Allow Sal Bearing = 1,500.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Slope Behind Wall = 3.00:1 Heel Active Pressure = 35.0 psf/ft Total Bearing Load = 3,034 lbs Toe Active Pressure = 35.0 psftft Height of Soil over Toe = 3.00 in Passive Pressure = 200.0 psf/ft Soil Density = 110.00 pcf Water height over heel = 0.0 ft = E FootingIlSoil Friction = 0.350 Wind on Stem = 0.0 psf Soil height to ignore 0 Total Force @ Section lbs = for passive pressure = 3.00 in Surcharge Loads j1 Surcharge Over Heel = 50.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Design height Design Summary Key Depth = Total Bearing Load = 3,034 lbs ...resultant ecc. = 2.44 in Soil Pressure @ Toe = 1,422 psf OK Soil Pressure @ Heel = 600 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,931 psf ACI Factored @ Heel = 815 psf Footing Shear @ Toe = 11.9 psi OK Footing Shear @ Heel = 4.8 psi OK Allowable = 85.0 psi Wall Stability Ratios Overturning = 2.64 OK Sliding = 1.71 OK Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 775.4 lbs less 100% Passive Force = - 500.0 lbs less 100% Friction Force = - 829.0 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5: 1 Stability = 0.0 lbs OK Footing Design Results Toe Heel Factored Pressure = 1,931 815 psf Mu': Upward = 1,963 469 ft-# Mu': Downward = 280 940 ft-# Mu: Design = 1,684 471 ft-# Actual 1 -Way Shear = 11.92 4.78 psi Allow 1 -Way Shear = 85.00 85.00 psi Toe Reinforcing = # 4 @ 18.00 in Heel Reinforcing = # 4 @ 18.00 in Key Reinforcing = None Spec'd Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Stem Construction j1 Heel Width = Top St Total Footing Width = 3.00 Footing Thickness = Ste Design height ft= Key Depth = Wall Material Above "Ht" = Conc Thickness = 4 Rebar Size = # Rebar Spacing = 10 Rebar Placed at = E Design Data 75.0 fb1FB + fa/Fa = 0 Total Force @ Section lbs = 1 Moment.... Actual ftaf = Moment..... Allowable ft-# = 2, Shear..... Actual psi= Shear..... Allowable psi = Lap Splice if Above in = 2 Lap Splice if Below in= 20 Wall Weight psf= Rebar Depth 'd' in = Masonry Data fm psi = Fs psi = Solid Grouting = Special Inspection = Modular Ratio'n' _ Short Term Factor = Equiv. Solid Thick. _ Masonry Block Type = Medium Weight Concrete Data fc psi = 2, Fy psi = 40,0 Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S ' Fr Heel: Not req'd, Mu < S ' Fr Key. Not Req'd = Mu<S'Fr Toe Width = 1.50 ft Heel Width = 1.50 Total Footing Width = 3.00 Footing Thickness = 12.00 in Key Width = 12.00 in Key Depth = 12.00 in Key Distance from Toe = 1.50 ft fc = 2,500 psi Fy = 40,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0020 Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem Axial Dead Load = 500.0 lbs Axial Live Load = 665.0 lbs Axial Load Eccentricity = 1.5 in em m 6.00 2nd 3rd OK Stem OK Stem OK 3.00 1.00 0.00 rete Concrete Concrete 3.8 6.00 6.00 4 # 4 # 4 .00 10.00 10.00 dge Edge Edge .141 73.1 362.2 564.1 85.0 0.80 75.0 3.75 0.421 0.704 584.2 877.1 1,079.8 1,806.3 2,564.1 2,564.1 3.8 13.0 19.5 85.0 85.0 20.80 20.80 .80 20.80 6.00 75.0 75.0 3.75 3.75 500.0 2,500.0 2,500.0 00.0 40,000.0 40,000.0 Norfhstar Engineering Title hill concrete Page: rs 20 Declaration Drive Job # : 7975 Dsgrm�;-,M n Date: SEP 20,2002 'Chico, CA 95973 Description.... l�- 530-893-1600 530-893-2113 This Wall in File: d:1 projecfs17976 randy hilIV975 hill.rp5 RetainPro Version 6.0 Cantilevered Retaining Wall w,��a Harp • 10RFP.TA01 Icl 10R9.2nn1 9 Design Item rieer Active vressure = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = .....OVERTURNING.... Force Distance Moment lbs ft ft-# 802.7 2.24 1,800.9 -27.3 0.42 -11.4 Total = 775.4 O.T.M. = 1,789.6 ResistinglOverturning Ratio = 2.64 Vertical Loads used for Soil Pressure = 3,033.6 lbs Vertical component of active pressure used for soil pressure .....RESISTING..... Force Distance Moment lbs ft ft-# Soil Over Heel = 550.0 2.50 1,375.0 Sloped Soil Over Heel = 18.3 2.67 48.9 Surcharge Over Heel = 50.0 2.50 125.0 Adjacent Footing Load = Abal Dead Load on Stem = 500.0 1.63 812.5 Soil Over Toe = 41.3 0.75 30.9 Surcharge Over Toe = Stern Weight(s) 375.0 1.75 656.3 Earth @ Stem Transitions = Footing Weight = 450.0 1.50 675.0 Key Weight = 150.0 2.00 300.0 Vert. Component = 234,0 3.00 701.9 Total = 2,368.6 lbs R.M = 4,725.5 • _ �, �� -gam . . • ~';• .3• = 6.in Conc w/ #4 @ 10.in do :v+;, , 3.. g -77j-- #4@18.in @Toe Designer Sel@ct r t #4@18.in 'all horiz reinf. • ' ' @ Heel See Append'a A .. T•6" 11-a. 6„ +od, 1.-T T-0,. , Northstar Engineering Title hill concrete Page: C� 20 Declaration Drive Job # : 7975 Dsgnr: S'v� Date: SEP 20,2002 Chico, CA 95973 Description.... 530-893-1600 53093-2113 This Wall in File: d:1 orojects17975 randy hi1117975 hill rp5 RetainPro Version 6.0 Cantilevered RetainingWall Design Build Date: 110-2001. lei 1989-2001 9 Criteria Retained Height = 7.00 ft Wall height above soil = 0.00 ft Slope Behind Wall = 3.00:1 Height of Soil over Toe = 3.00 in Soil Density = 110.00 pcf Wind on Stem = 0.0 psf Surcharge Loads = 1,500.0 psf Surcharge Over Heel = 50.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning = 200.0 psf/ft Design Summary = 0.0 ft Total Bearing Load = 4,814 lbs ...resultant ecc. = 2.76 in Soil Data Allow Sal Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psffft Toe Active Pressure = 35.0 psffft Passive Pressure = 200.0 psf/ft Water height over heel = 0.0 ft FootingIlSoil Friction = 0.350 Soil height to ignore = 9.5 psi OK for passive pressure = 3.00 in Soil Pressure @ Toe 1,398 psf OK Soil Pressure @ Heel = 742 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe 1,832 psf ACI Factored @ Heel = 973 psf Footing Shear @ Toe 13.2 psi OK Footing Shear @ Heel = 9.5 psi OK Allowable = 85.0 psi Wall Stability Ratios Rebar Spacing Overturning = 2.80 OK Sliding = 1.69 OK Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 1,448.6 lbs less 100% Passive Force = - 996.5 lbs less 100% Friction Force = - 1,452.3 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5: 1 Stability = 0.0 lbs OK Footing Design Results Moment.... Actual ft-#= Toe Heel Factored Pressure = 1,832 973 psf Mu': Upward = 4,275 1,346 ft-# Mu': Downward = 762 3,046 ft-# Mu: Design = 3,513 1,700 ft-# Actual 1 -Way Shear = 13.18 9.46 psi Allow 1 -Way Shear = 85.00 85.00 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = # 5 @ 18.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #tft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Stem Construction Toe Width Top S Heel Width = 2.25 Total Footing Width Stem Design height ft = Key Width Wall Material Above "Ht" = Con Thickness Key Distance from Toe 2.25 ft Rebar Size = # Rebar Spacing = 16 Rebar Placed at = E Design Data = 500.0 lbs Apal Live Load fb/FB + fa/Fa = 0 Total Force @ Section lbs = Moment.... Actual ft-#= 61 Moment..... Allowable ft-# = 5, Shear ..... Actual psi = Shear..... Allowable psi = Lap Splice if Above in = 39 Lap Splice if Below in = 3 Wall Weight psf= 1 Rebar Depth 'd' in= Masonry Data I'm psi = Fs psi = Solid Grouting = Special Inspection = Modular Ratio'n' _ Short Term Factor = Equiv. Solid Thick. _ Masonry Block Type = Medium Weight Concrete Data fc psi = 2,50 Fy psi = 60,00 Footing Dimensions & Strengths Toe Width = 2.25 ft Heel Width = 2.25 Total Footing Width = 4.50 Footing Thickness = 15.00 in Key Width = 12.00 in Key Depth = 20.00 in Key Distance from Toe 2.25 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem-� Abal Dead Load = 500.0 lbs Apal Live Load = 665.0 lbs Abal Load Eccentricity = 1.5 in tem 2nd 3rd OK Stem OK Stem OK 4.00 2.00 0.00 Crete Concrete Concrete 8.00 8.00 8.00 5 # 5 # 5 .00 16.00 16.00 dge Edge Edge .109 0.319 0.758 348.9 879.0 1,645.2 8.3 1,806.5 4,292.7 666.1 5,666.1 5,666.1 5.1 12.9 24.1 85.0 85.0 85.0 .00 39.00 39.00 9.00 39.00 10.50 00.0 100.0 100.0 5.69 5.69 5.69 0.0 2,500.0 2,500.0 0.0 60,000.0 60,000.0 Other Acoeptabte sizes t4 Spacings Toe: Not req'd, Mu < S* Fr Heel: Not req'd, Mu < S . Fr Key. #4@ 12.50 in, #5@ 19.25 in, #6@ 27.25 in, #7@ 37.25 in, .109 0.319 0.758 348.9 879.0 1,645.2 8.3 1,806.5 4,292.7 666.1 5,666.1 5,666.1 5.1 12.9 24.1 85.0 85.0 85.0 .00 39.00 39.00 9.00 39.00 10.50 00.0 100.0 100.0 5.69 5.69 5.69 0.0 2,500.0 2,500.0 0.0 60,000.0 60,000.0 Other Acoeptabte sizes t4 Spacings Toe: Not req'd, Mu < S* Fr Heel: Not req'd, Mu < S . Fr Key. #4@ 12.50 in, #5@ 19.25 in, #6@ 27.25 in, #7@ 37.25 in, 0.0 2,500.0 2,500.0 0.0 60,000.0 60,000.0 Other Acoeptabte sizes t4 Spacings Toe: Not req'd, Mu < S* Fr Heel: Not req'd, Mu < S . Fr Key. #4@ 12.50 in, #5@ 19.25 in, #6@ 27.25 in, #7@ 37.25 in, Northstar Engineering Title hill concrete Page: 20 Declaration Drive Job # : 7975 Dsgnr. S -M /4(Z- Date: SEP 20,2002 .Chico, CA 95973 Description.... 530-893-1600 530-893-2113 This Wall in File: d:1 projects17975 randy hi1117975 hill rp5 RetamPro Version 6.0 Cantilevered RetainingWall Design Build Date: 10 -SEP -2001, (c) 1989-2001 9 Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... M Force Distance oment Force Distance Moment Item Heel Active Pressure = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = lbs It ft-# lbs ft ft-# 1,488.0 3.06 4,558.1 -39.4 0.50 -19.7 Total = 1,448.6 O.T.M. = 4,538.4 Resisting/Overturning Ratio = 2.80 Vertical Loads used for Soil Pressure = 4,814.4 lbs Vertical component of active pressure used for soil pressure Sal Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Farting Load = A)aal Dead Load on Stem = Soil Over Toe Surcharge Over Tce = Stem Weight(s) Earth @ Stem Transitions Footing Weight Key Weight = Vert. Component Total = 1,219.2 3.71 4,521.1 46.0 3.97 182.6 79.2 3.71 293.6 500.0 2.46 1,229.2 61.9 1.13 69.6 700.0 2.58 1,808.3 843.8 2.25 1,898.4 250.0 2.75 687.5 449.4 4.50 2,022.5 4,149.4 lbs R.M.= 12,712.7 3 8.in Conc w/ fly @ 16.in o/c S. t icr2�Lbt r i � .. 2 1/4", a„ T-0„ T-0" 3„ •' 3' #0@18.in v4 �, V-8' @Toe' i - Designer select #0@18.in all horiz reinf. @Heel - See Appendix A ^ • �. - r - Y , No 44 t 2'-3" 2'-3!' polo 4,-6„ Northstar Engineering 20 Declaration Drive Chico, CA 95973 530-893-1600 530-893-2113 Title hill concrete Page: I Job # : 7975 Dsgnr: JA,, / J� Date: SEP 20,2002 Description.... This Wall in File: d:1 orojects17975 randy hi1117975 hill rp5 RetainPro Version 6.0 Cantilevered RetainingWall Design Build Date: 10 -SEP -2001, (c) 1989-2001 9 Criteria I I Soil Data Footing Dimensions & Strenaths Retained Height = 9.00 ft Wall height above soil = 0.00 ft Slope Behind Wall = 3.00:1 Height of Soil over Toe = 3.00 in Soil Density = 110.00 pcf Wind on Stem = 6.0 psf Surcharge Loads = 1,500.0 psf Surcharge Over Heel = 50.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overtuming = 200.0 psf/it Design Summary = 0.0 ft Total Bearing Load = 6,846 lbs ...resultant ecc. = 2.57 in Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure =_ 35.0 psf/ft Toe Active Pressure = 35.0 psf/ft Passive Pressure = 200.0 psf/it Water height over heel = 0.0 ft FootingIlSoil Friction = 0.350 Soil height to ignore Footing Shear @ Heel for passive pressure = 3.00 in Soil Pressure @ Toe = 1,386 psf OK Soil Pressure @ Heel = 896 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,779 psf ACI Factored @ Heel = 1,151 psf Footing Shear @ Toe = 20.3 psi OK Footing Shear @ Heel = 17.5 psi OK Allowable = 85.0 psi Wall Stability Ratios Rebar Spacing Overturning = 2.94 OK Sliding = 1.57 OK Sliding Cates (Vertical Component Used) Lateral Sliding Force = 2,264.3 lbs less 100% Passive Force = - 1,400.0 lbs less 100% Friction Force = - 2,163.3 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5: 1 Stability = 0.0 lbs OK Footing Design Results ft� = 61 Toe Heel Factored Pressure = 1,779 1,151 psf Mu': Upward = 7,535 3,355 ft-# Mu': Downward = 1,355 7,709 ft-# Mu: Design = 6,181 4,354 ft-# Actual 1 -Way Shear = 20.29 17.53 psi Allow 1 -Way Shear = 85.00 85.00 psi Toe Reinforcing = # 5 @ 15.00 in Heel Reinforcing = # 5 @ 15.00 in Key Reinforcing = # 5 @ 19.25 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Stem Construction 3.00 ft Heel Width = Top S Total Footing Width = NMI Footing Thickness = Ste Design height ft= Key Depth = Wall Material Above "Ht" = Conc Thickness - Rebar Size = # Rebar Spacing = 10 Rebar Placed at = E Design Data fb/FB + fa/Fa = o Total Force @ Section lbs = Moment.... Actual ft� = 61 Moment..... Allowable ft-#= 8,7 Shear..... Actual psi = Shear..... Allowable psi = Lap Splice if Above in = 3 Lap Splice if Below in = 3 Wall Weight psf= 1 Rebar Depth 'd' in = Masonry Data I'm psi = Fs psi = Solid Grouting = Special Inspection = Modular Ratio'n' _ Short Term Factor = Equiv. Solid Thick. _ Masonry Block Type= Medium Weight Concrete Data fc psi = 2,500 Fy psi = 60,00 Toe Width = 3.00 ft Heel Width = 3.00 Total Footing Width = 6.00 Footing Thickness = 15.00 in Key Width = 12.00 in Key Depth = 27.00 in Key Distance from Toe = 3.00 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top = 3.00 in @ Btm.= 3.00 in �ial Load Applied to Stem 111. Abal Dead Load = 500.0 lbs - A)aal Live Load = 665.0 lbs Abal Load Eccentricity = 1.5 in tem 2nd 3rd Stem OK Stem OK Stem OK 6.00 3.00 0.00 rete Concrete Concrete 8.00 8.00 8.00 5 # 5 # 5 .00 10.00 10.00 dge Edge Edge .070 0.325 0.973 348.9 ' 1,233.3 2,651.3 8.3 2,857.6 8,553.2 90.2 8,790.2 8,790.2 5.1 18.1 38.8 85.0 85.0 85.0 9.00 39.00 39.00 9.00 39.00 10.50 00.0 100.0 100.0 5.69 5.69 5.69 .0 2,500.0 2,500.0 0.0 60,000.0 60,000.0 Other Acceble Sizes & Spacings Toe: #4@ 9.75 in, #5@ 15.00 in, #6@ 21.50 in, #7@ 29.00 in, #8@ 38.25 in, #9@ 48 Heel: #4@ 9.75 in, #5@ 15.00 in, #6@ 21.50 in, #7@ 29.00 in, #8@ 38.25 in, #9@ 48 Key- #4@ 12.50 in, #5@ 19.25 in, #6ca 27.25 in, #7@ 37.25 in, . - .070 0.325 0.973 348.9 ' 1,233.3 2,651.3 8.3 2,857.6 8,553.2 90.2 8,790.2 8,790.2 5.1 18.1 38.8 85.0 85.0 85.0 9.00 39.00 39.00 9.00 39.00 10.50 00.0 100.0 100.0 5.69 5.69 5.69 .0 2,500.0 2,500.0 0.0 60,000.0 60,000.0 Other Acceble Sizes & Spacings Toe: #4@ 9.75 in, #5@ 15.00 in, #6@ 21.50 in, #7@ 29.00 in, #8@ 38.25 in, #9@ 48 Heel: #4@ 9.75 in, #5@ 15.00 in, #6@ 21.50 in, #7@ 29.00 in, #8@ 38.25 in, #9@ 48 Key- #4@ 12.50 in, #5@ 19.25 in, #6ca 27.25 in, #7@ 37.25 in, . - .0 2,500.0 2,500.0 0.0 60,000.0 60,000.0 Other Acceble Sizes & Spacings Toe: #4@ 9.75 in, #5@ 15.00 in, #6@ 21.50 in, #7@ 29.00 in, #8@ 38.25 in, #9@ 48 Heel: #4@ 9.75 in, #5@ 15.00 in, #6@ 21.50 in, #7@ 29.00 in, #8@ 38.25 in, #9@ 48 Key- #4@ 12.50 in, #5@ 19.25 in, #6ca 27.25 in, #7@ 37.25 in, . - Northstar Engineering Title : hill concrete Adjacent Footing Load = Page: 12- 20 Declaration Drive Job # 7975 Dsgnr: �� /J� Date: SEP 20,2002 Chico, CA 95973 Description.... 337.5 Stem Weight(s) 530-893-1600 Earth @ Stem Transitions _ Resisting/Overturning Ratio = 2.94 Footing Weight = 530-893-2113 _ Key WeighVert. Component Vertical component of active pressure used for sal pressure This Wall in File: d:\ projects\7975 randy hiIA7975 hill.ry5 RetainPro Version 6.0 Cantilevered Retaining Wall Design Build Date: 10SEP-2001, (c) 1989-2001 Summary of Overturning & Resistina Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs It ft-# Heel Active Pressure = 2,303.6 3.82 8,790.5 Sal Over Heel = 2,310.0 4.83 11,165.0 Toe Active Pressure = -39.4 0.50 -19.7 Sloped Soil Over Heel = 99.8 522 5213 Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = A>aal Dead Load on Stem = Load @ Stem Above Soil = Soil Over Toe = 1,125.0 Surcharge Over Toe = 337.5 Stem Weight(s) Total 2,264.3 O.T.M. = 8,770.8 Earth @ Stem Transitions _ Resisting/Overturning Ratio = 2.94 Footing Weight = Vertical Loads used for Soil Pressure = 6,845.9 lbs _ Key WeighVert. Component Vertical component of active pressure used for sal pressure Total = 0 116.7 4.83 500.0 3.21 82.5 1.50 900.0 3.33 1,125.0 3.00 337.5 3.50 709.4 6.00 6,180.9 lbs R.M.= 0 563.9 1,604.2 '123.8 3,000.0 3,375.0 1,181.3 • i #5@15.in @Toe #5@15.in @ Heel -219-75 3. Nohlhstar Engineering Title : hill conc-restrain Page: 20 Declaration Drive Job # 7975 Dsgnr: SAA I J Date: SEP 20,2002 Chico, CA 95973 Description.... 530-893-1600 530-893-2113 _ This Wall in File: d:\ projects\7975 randy hill\7975 hill rp5 RetarnPro version 6.0 Restrained Retaining Wall Design Build Date : 10SEP-2001, c 1989-2001 Criteria Soil Data Footing Strengths 8 Dimensions Retained Height = 3.00 ft Wall height above soil = 0.00ft Total Wall Height = 3.00 ft Top Support Height = 3.00 ft Slope Behind Wal = 0.00: 1 Height of Soil over Toe = 3.00 in Allow Soil Bearing i = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 55.0 psf/ft Toe Active Pressure = 35.0 psf/ft Passive Pressure = 200.0 psf/ft Water height over heel = 0.0 ft FootingIlSoil Frictior = 0.350 Soil hei ht to ' Toe Width = 0.50 ft Heel Width = 1.00 Total Footing Widtt = 1.50 Footing Thickness = 12.00 in Key Width = 12.00 in Key Depth = 13.00 in Key Distance from Toe = 0.50 ft Soil Density g gnore = 110.00 pcf for passive pressure = 3.00 in Y 40,000 si D _ Footing Concrete ensity 150.00 pcf Wind on Stem = 0.0 psf Min. As % - 0.0020Cover @ Top = 3.00 in @ Btm.= 3.00 in Surcharge Loads Uniform Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 100.0 psf >>>Used To Resist Sliding & Overturning Lateral Load= 0.0 #/ft Adjacent Footing Load = 0.0 lbs Surcharge Over Toe = 0.0 psf Height to Top = 11.00 ft Footing Width = 1.00 ft Used for Sliding &Overturning ...Height to Bolton- = 5.50 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.50 It Axial Load Applied to Stem Footing Type Axial Dead Load = 0.0 lbs Base Above/Below Soil = 0.0 ft Axial Live Load = 0.0 lbs at Back of Wall Axial Load Eccentricity = 0.0 in Design Summary Concrete Stem Construction Total Bearing Load = 841 lbs Thickness = 6.00 in Fy = 40,000psi ...resultant ecc. = 1.35 in Wall Weight = 75.0 pcf fc = 2,500 psi Soil Pressure @ Toe = 813 psf OK Stem is FIXED to top of footing Soil Pressure @ Heel = 308 psf OK Allowable = 1,500 psf MBetween Soil Pressure Less Than Allowable @Top Support Top Top 8 Base @Base of Wall ACI Factored @ Toe = 1,139 psf ACI Factored @ Heel = 432 psf Stem OK Stem OK Stem OK Footing Shear @ Toe = 0.0 psi OK Design height = Rebar Size = 3.00 ft 1.75 ft # 4 0.00 ft Footing Shear @ Heel = 1.4 psi OK Rebar Spacing = # 4 18.00 in 18.00 in # 4 18.00 in Allowable = 85.0 psi Rebar Placed at = Center Center Center Reaction at Top = 105.7 lbs Rebar Depth 'd' = 3.00 in 3.00 in 3.00 in Reaction at Bottom = 533.2 lbs Design Data Sliding Stability Ratio = 1.56 OK fb/FB + fa/Fa = 0.000 0.110 0.228 Sliding Calcs Lateral Sliding Force = 533.2 lbs Mu .... Actual = 0.0 ft-# 127.9 ft-# 263.8 ft-# less 100% Passive Force= - 538.2 lbs Mn ' Phi..... Allowable = 1,158.0 ft-# 1,158.0 ft-# 1,158.0 ft-# less 100% Friction Force= - 294.4 lbs Shear Force @ this height = 0.0 lbs 494.1 lbs Added Force Req'd = 0.0 lbs OK Shear..... Actual = 0.00 psi 13.73 psi ....for 1.5 : 1 Stability = 0.0 lbs OK Shear..... Allowable = 85.00 psi 85.00 psi Footing Design Results -�Toe Rebar Lap Required = 31.20 in 31.20 in Rebar embedment into footing = 6.00 in Factored Pressure = 1,139 432 psf Other Acceptable Sizes & Spacings: Mu': Upward = 133 64 ft-# Toe: None Spec'd -or- Not req'd, Mu < S ` Fr Mu': Downward = Mu: Design = 31 102 ft-# 101 38 ft-# Heel: None Spec'd -or- Not req'd, Mu < S ' Fr Key: Not Req'd = Mu<S'Fr -or- Not Req'd = Mu<S'Fr Actual 1 -Way Shear = 0.00 1.43 psi Allow 1 -Way Shear = 85.00 85.00 psi Northstar Engineering Title '• hill conc-restrain Page: 20 Declaration Drive Job # : 7975 Dsgnr: cS/`�'J(L Date: SEP 20,2002 Chico, CA 95973 Description.... 530-893-1600 530-893-2113 This Wall in File: d:1 projects\7975 randy hill17975 hill rp5 RetainPro Version 6.0 Restrained Retaining Wall Design Build Date: 10SEP-2001, c 1989-2001 Summary of Forces on Footing : Slab is NOT providing sliding, stem is FIXED at footing Forces acting on footing for sliding & soil pressure.... Sliding Forces Load & Moment Summary For Footing : For Soil Pressure Calcs Stem Shear @ Top of Footing = -290.7 lbs Moment @ Top of Footing Applied from Stem = -155.2ft-# Heel Active Pressure = -242.5 Sliding Force = 533.2 lbs Surcharge Over Heel = 50.0 lbs 1.25ft 62.5ft-# ' Adjacent Footing Load = lbs ft ft-# Net Moment User For Soil Pressure Calculations Axial Dead Load on Stem = lbs ft ft-# 94.7 ft-# Soil Over Toe = 13.8 lbs 0.25 ft 3.4ft-# Surcharge Over Toe = lbs ft ft-# Stem Weight = 225.0 lbs 0.75 ft 168.8ft-# Soil Over Heel = 165.0 lbs 1.25ft 206.3ft-# Footing Weight = 387.5 lbs 0.65 ft 250.5ft-# Total Vertical Force = 841.3 lbs Base Moment = 536.3ft-# 6.' B 6-- #0@18. in @ Heel 6" 1'-0" 6" 1'-0" 1'-6" Notttistar Engineering 20 Declaration Drive Chico, CA 95973 530-893-1600 Title hill conc-restrain / 'Page: 7 Job # : 7975 Dsgnr: S rol I� (Z_ Date: SEP 20,2002 Description.... 530-893-2113 This Wall in File: d:1 projects17975 randy hi1117975 hill rp5 RetamPro version 6.0 Restrained Retaining Wall Design Build Date : 10SEP-2001, c 1989-2001 Criteria Soil Data Footing Strengths & Dimensions Retained Height = 5.00 ft Allow Soil Bearing = 1,500.0 psf Toe Width = 1.00 ft Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Heel Width = 1.00 Total Wall Height = 5.00 It Heel Active Pressure = 55.0 psf/ft Total Footing Widtt = 2.00 Reaction at Top = 231.2 lbs Toe Active Pressure = 35.0 psf/ft Footing Thickness = 12.00 in To Support Height = p pp 9 5:00 ft Passive Pressure = 200.0 psf/ft Water height over heel = 0.0 It Key Width _ - 12.00 in Slope Behind Wal = 0.00: 1 FootingIlSoil Frictior = 0.350 Key Depth Key Distance from Toe = 26.00 in = 1.00 ft Height of Soil over Toe = 3.00 in Soil height to ignore Toe eel 1,556 337 psf Mu': Upward = Soil Density = 110.00 pcf for passive pressure = 3.00 in i F_ ,00 Density 40,000 si y Actual 1 -Way Shear = 3.49 3.24 psi Allow 1 -Way Shear = Footing Concretefc .150.00psf Wind on Stem = 0.0 psf Min. As % = 0.0020 Cover @ Top = 3.00 in @ Btm.= 3.00 in Surcharge Loads Uniform Lateral Load Applied to Stem Adjacent Footing Load -� Surcharge Over Heel = 100.0 psf >>>Used To Resist Sliding & Overturning Lateral Load = 0.0 Wit Adjacent Footing Load = 0.0 lbs Surcharge Over Toe = 0.0 psf ...Height to Top = 11.00 ft Footing Width = 1.00 ft Used for Sliding & Overturning ...Height to Bolton- = 5.50 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.50 It Axial Load Applied to Stem Footing Type Line Load Axial Dead Load = 0.0 lbs Base Above/Below Soil = 0.0 ft Axial Live Load = 0.0 lbs at Back of Wall Axial Load Eccentricity = 0.0 in Design Summary Concrete Stem Construction Total Bearing Load = 1,353 lbs Thickness = 6.00 in Fy = 40,000 psi .:.resultant ecc. = 2.58 in Wall Weight = 75.0 pcf fc = 2,500 psi Soil Pressure @ Toe = 1 112 psf OK Stem is FIXED to top of footing Soil Pressure @ Heel = 241 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,556 psf ACI Factored @ Heel = 337 psf Footing Shear @ Toe = 3.5 psi OK Footing Shear @ Heel = 3.2 psi OK Allowable = 85.0 psi Reaction at Top = 231.2 lbs Reaction at Bottom = 1,057.7 lbs Sliding Stability Ratio = 1.55 OK Sliding Calcs Lateral Sliding Force = 1,057.7 lbs less 100% Passive Force= - 1,161.1 lbs less 100% Friction Force= - 473.4 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 0.0 lbs OK Footing Design Results Factored Pressure = Toe eel 1,556 337 psf Mu': Upward = 677 55 ft-# Mu': Downward = 124 140 ft-# Mu: Design = 552 85 ft-# Actual 1 -Way Shear = 3.49 3.24 psi Allow 1 -Way Shear = 85.00 85.00 psi @ Top Support Design height Rebar Size Rebar Spacing Rebar Placed at Rebar Depth 'd' Design Data fb/FB + fa/Fa Mu .... Actual Mn' Phi..... Allowable Shear Force @ this height Shear..... Actual Shear..... Allowable Rebar Lap Required = Rebar embedment into footing Stem OK 5.00 ft # 4 15.00 in Center 3.00 in Mmax Between Top & Base Stem OK 2.87 ft # 4 15.00 in Center 3.00 in 0.000 0.358 0.0 ft-# 493.9 ft-# 1,379.6 ft-# 1,379.6 ft-# 0.0 lbs 0.00 psi 85.00 psi 31.20 in 31.20 in Other Acceptable Sizes & Spacings: Toe: None Spec'd -or- Heel: None Spec'd -or- Key: #4@ 11.25 in, #5@ 17 -or- @ Base of Wall Stem OK 0.00 ft # 4 15.00 in Center 3.00 in 0.757 1,044.7 ft-# 1,379.6 ft-# 1,198.8 lbs 33.30 psi 85.00 psi Not req'd, Mu < S ' Fr Not req'd, Mu < S' Fr #4@ 11.25 in, #5@ 17.25 in, #6@ 24. " 6.00 in Nortlistar Engineering Title hill conc-restrain Page: , 20 Declaration Drive Job # 7975 Dsgnr: Slk') /,J(,L_ Date: SEP 20,2002 Chico, CA 95973 Description.... 530-893-1600 530-893-2113 Wall in File: d:1 projects17975 randy hi1117975 hill rp5 RetaiThis g g Pro Version 6.0 ' Restrained Retaining Wall Design Build Build Date : 10-SEP-2001, c 1989-2001 Summary of Forces on Footing: Slab is NOT providing sliding, stem is FIXED at footing Forces acting on footing for sliding & soil pressure.... Sliding Forces Load & Moment Summary For Footing : For Soil Pressure Calcs Stem Shear @ Top of Footing = -705.2 lbs Moment @ Top of Footing Applied from Stem = -614.5ft-# Heel Active Pressure = -352.5 Sliding Force = 1,057.7 lbs Surcharge Over Heel = 50.0 lbs 1.75 ft 87.5ft-# Adjacent Footing Load = lbs ft ft-# Net Moment User For Soil Pressure Calculations Axial Dead Load on Stem = lbs ft ft-# 290.3 ft-# Soil Over Toe = 27.5 lbs 0.50 ft 13.8ft-# - Surcharge Over Toe = lbs ft ft-# Stem Weight = 375.0 lbs 1.25ft 468.8ft-# Soil Over Heel = 275.0 lbs 1.75 ft 481.3ft-# Footing Weight = 625.0 lbs 1.00ft 625.5ft-# Total Vertical Force = 1,352.5 lbs Base Moment = 1,062.2ft-# 6.' 6.' 6.' @ Heel Notthstar Engineering Title hill conc-restrain Page: $ O 20 Declaration Drive Job # : 7975 Dsgnr: !;^P1 1.^.. Date: SEP 20,2002 ,. Chico, CA 95973 Description.... 530-893-1600 530-893-2113 This Wall in File: d:1 projects17975 randy hilIV975 hill rp5 RetainPro Version 6.0 Restrained Retaining Wall Design Build Date : 10SEP-2001. (c) 1989-2001 Criteria Retained Height = 7.00 ft Wall height above soil = 0.00 ft Total Wall Height = 7.00 It Top Support Height = 7.00 ft Slope Behind Wal = 0.00: 1 Height of Soil over Toe = 3.00 in Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 55.0 psf/ft Toe Active Pressure = 35.0 psf/ft Passive Pressure = 200.0 psf/ft Water height over heel = 0.0 ft FootingIlSoil Frictior 0.350 Soil hei ht to i Wore Footing Strengths & Dimensions Toe Width = 1.75 ft Heel Width = 1.75 Total Footing Width = 3.50 Footing Thickness = 15.00 in Key Width = 12.00 in Key Depth = 34.00 in Key Distance from Toe = 1.75 ft Soil Density = 110.00 pcf for passive pressure = 3.00 in si Density Y 6150.00 0,000 pcf Footing Concrete Wind on Stem = 0.0 psf Min. As % = 0.0018Cover @ Top = 3.00 in @ Btm.= 3.00 in Surcharge Loads Uniform Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = -Used To Resist Sliding 100.0 psf & Overturning Lateral Load = 0.0 #/ft Adjacent Footing Load = 0.0 lbs Surcharge Over Toe = 0.0 psf ..,Height to Top = 11.00 ft Footing Width = 1.00 ft Used for Sliding & Overturning ...Height to Bottom = 5.50 ft Eccentricity = 0.00 in Wall to Fig CL Dist = 0.50 ft Axial Load Applied to Stem Footing Type Line Load Axial Dead Load = 0.0 lbs Base Above/Below Soil = 0.0 It Axial Live Load = 0.0 lbs at Back of Wall Axial Load Eccentricity = 0.0 in Design Summary Concrete Stem Construction Total Bearing Load = 2,772 lbs Thickness = 8.00 in Fy = 60,000 psi ...resultant ecc. = 1.01 in Wall Weight = 100.0 pcf fc = 2,500 psi Soil Pressure @ Toe = 906 psf OK Stem is FIXED to top of footing Soil Pressure @ Heel = 678 psf OK Allowable = 1,500 psf Mmax Between Soil Pressure Less Than Allowable @ Top Support Top & Base @ Base of Wall ACI Factored @ Toe = 1,269 psf ACI Factored @Heel = 949 psf Stem OK Stem OK Stem OK Footing Shear @ Toe = 5.3 psi OK Design height = Rebar Size = 7.00 ft 3.99 ft # 5 0.00 ft Footing Shear @ Heel = 4.0 psi OK Rebar Spacing = # 5 18.00 in 18.00 in # 5 18.00 in Allowable = 85.0 psi Rebar Placed at = Center Center Center Reaction at Top = 400.7 lbs Rebar Depth 'd' = 4.00 in 4.00 in 4.00 in Reaction at Bottom = 1,882.4 lbs Design Data . Sliding Stability Ratio = 1.51 OK fb/FB + fa/Fa = 0.000 0.355 0.761 Sliding Calcs Lateral Sliding Force = 1,882.41bs Mu .... Actual = 0.0 ft-# 1,240.6 ft-# 2,658.6 ft-# less 100% Passive Force= - 1,871.5 lbs Mn . Phi..... Allowable = 3,493.2 ft-# 3,493.2 ft-# 3,493.2 ft-# less 100% Friction Force= - 970.2 lbs Shear Force @ this height = 0.0 lbs 2,202.6 lbs Added Force Req'd = 0.0 lbs OK Shear..... Actual = 0.00 psi 45.89 psi ....for 1.5 : 1 Stability = 0.0 lbs OK Shear..... Allowable = 85.00 psi 85.00 psi Footing Design Results Rebar Lap Required = 58.50 in 58.50 in Toe eel Rebar embedment into footing = 10.50 in Factored Pressure = 1,269 949 psf Other Acceptable Sizes & Spacings: Mu': Upward = 1,861 576 ft-# Toe: None Spec'd -or- Not req'd, Mu < S' Fr Mu': Downward = 461 869 ft-# Heel: None Spec'd -or- Not req'd, Mu < S ' Fr Mu: Design = 1,400 293 ft-# Key: #4@ 12.50 in, #5@ 19 -or- #4@ 12.50 in, #5@ 19.25 in, #6@ 27. Actual 1 -Way Shear = 5.34 4.02 psi Allow 1 -Way Shear = 85.00 85.00 psi Noithstar Engineering Title hill conc-restrain Page: 18-1 20 Declaration Drive Job # : 7975 Dsgnr:s." 14f? Date: SEP 20,2002 -Chico, CA 95973 Description.... 530-893-1600 530-893-2113 This Wall in File: d:1 projects17975 randy hill17975 hill rp5 RetamPro Version 6.0 Restrained Retaining g Wall Design Build Date: 10-SEP-M,01, 1989-2001 c Summary of Forces on Footing : Slab is NOT providing sliding, stem is FIXED at footing Forces acting on footing for sliding & soil pressure.... Sliding Forces . Load & Moment Summary For Footing : For Soil Pressure Calcs Stem Shear @ Top of Footing = -1,295.7 lbs Moment @ Top of Footing Applied from Stem = -1,563.9ft-# Heel Active Pressure = -586.7 Sliding Force = 1,882.4 lbs Surcharge Over Heel = 108.3 lbs 2.96 ft 320.5ft-# Adjacent Footing Load = lbs ft ft-# Net Moment User For Soil Pressure Calculations Axial Dead Load on Stem = lbs ft ft-# 233.3 ft-# Soil Over Toe = 48.1 lbs 0.88 ft 42.1 ft-# Surcharge Over Toe = lbs ft ft-# Stem Weight = 700.0 lbs 2.08 ft 1,458.3ft-# Soil Over Heel = 834.2 lbs 2.96 ft 2,467.7ft-# Footing Weight = 1,081.3 lbs 1.75 ft 1,892.7ft-# Total Vertical Force = 2,771.9 lbs Base Moment = 4,617.5ft-# i 0 r i 0 Northstar Engineering Title hill conc-restrain Page: U 7 20 Declaration Drive Job # 7975 Dsgnr: 0 Date: SEP 20,2002 - -Chico, CA 95973 Description.... 530-893-1600 530-893-2113 This Wall in File: d:\ projects17975 randy hi1117975 hill rp5 RetainPro Version 6.0 Restrained Retaining Wall Design Build Date : 10SEP-2001, (cl 1989-2001 Criteria Soil Data Footing Strengths & Dimensions Retained Height = 9.00 ft Wall height above soil = 0.00 it Total Wall Height = 9.00 It Top Support Height = 9.00 ft Slope Behind Wal = 0.00: 1 Height of Soil over Toe = 3.00 in Allow Soil Bearing n = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 55.0 psf/ft Toe Active Pressure = 35.0 psf/ft Passive Pressure = 200.0 psf/ft Water height over heel = 0.0 ft FootingIlSoil Frictior = 0.350 Soil hei ht to i Toe Width = 2.00 ft Heel Width = 3.00 Total Footing Width = 5.00 Footing Thickness = 15.00 in Key Width = 12.00 in Key Depth = 42.00 in Key Distance from Toe = 2.00 ft Soil Density = 110.00 pcf for passive to= 3.00 in Density Y 6150.00 0,000 si Footing Concrete pcf Wind on Stem = 0.0 psf Min. As % = 0.0018Cover @ Top = 3.00 in @ Btm.= 3.00 in Surcharge Loads Uniform Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 100.0 psf >>>Used To Resist Sliding & Overturning Lateral Lateral Load = 0.0 #1ft Adjacent Footing Load = 0.0 lbs Surcharge Over Toe = 0.0 psf to Top = 11.00 ft Footing Width = 1.00 ft Used for Sliding &Overturning ...Height to Bottorr = 5.50 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.50 ft Axial Load Applied to Stem Footing Type Line Load Axial Dead Load = 0.0 lbs Base Above/Below Soil = 0.0 ft Axial Live Load = 0.0 lbs at Back of Wall Axial Load Eccentricity 0.0 in Design Summary Concrete Stem Construction Total Bearing Load = 4,961 lbs Thickness = 8.00 in Fy = 60,000 psi ...resultant ecc. = 0.68 in Wall Weight = 100.0 pcf Pc = 2,500 psi Soil Pressure @ Toe = 1,060 psf OK Stem is FIXED to top of footing Soil Pressure @ Heel = 924 psf OK Allowable = 1,500 psf Mmax Between Soil Pressure Less Than Allowable@ To Su p Top Support To &Base @Base of Wall ACI Factored @ Toe = 1,484 psf ACI Factored @Heel = 1,294 psf Stem OK Stem OK Stem OK Footing Shear @ Toe = 8.8 psi OK Design height = 9.00 ft 5.10 ft 0.00 ft Footing Shear @ Heel = 8.1 psi OK Rebar Size = Rebar Spacing = # 5 # 5 11.00 in 11.00 in # 5 11.00 in Allowable = 85.0 psi Rebar Placed at = Center Center Center Reaction at Top = 614.2 lbs Rebar Depth 'd' = 4.00 in 4.00 in 4.00 in Reaction at Bottom = 2,786.4 lbs Design Data Sliding Stability Ratio = 1.52 OK fb/FB + fa/Fa = 0.000 0.457 0.986 Sliding Calcs Lateral Sliding Force = 2,786.4 lbs Mu .... Actual = 0.0 ft-# 2,501.7 ft-# 5,404.7 ft-# less 100% Passive Force= - 2,493.8 lbs Mn ' Phi..... Allowable = 5,480.0 ft-# 5,480.0 ft-# 5,480.0 ft-# less 100% Friction Force= - 1,736.3 lbs Shear Force @ this height = 0.0 lbs 3,505.7 lbs Added Force Req'd = 0.0 lbs OK Shear..... Actual = 0.00 psi 73.03 psi ....for 1.5: 1 Stability = 0.0 lbs OK Shear..... Allowable = 85.00 psi 85.00 psi Footing Design Results Rebar Lap Required = 58.50 in 58.50 in Toe _eel Rebar embedment into footing = 10.50 in Factored Pressure = 1,484 1,294 psf Other Acceptable Sizes & Spacings: Mu': Upward = 2,917 3,603 ft-# Toe: None Spec'd -or- Not req'd, Mu < S ' Fr Mu': Downward = 602 4,869 ft-# Heel: None Spec'd -or- Not req'd, Mu < S ' Fr Mu: Design = 2,315 1,266 ft-# Key: #4@ 12.50 in, #5@ 19 -or- #4@ 12.50 in, #5@ 19.25 in, #6@ 27. Actual 1 -Way Shear = 8.78 8.12 psi Allow 1 -Way Shear = 85.00 85.00 psi k f� No?tl4star Engineering Title hill conc-restrain Page: 13 If • 20 Declaration Drive Job # 7975 Dsgnr: J Date: SEP 20,2002 - - Chico, CA 95973 Description.... i 530-893-1600 530-893-2113 RetaThis Wall in File: d:1 projects\7975 randy hillX7975 hill rp5 BuildPro Version 6.0 Date : 10 -SEP -2001,c 1989-2001 Restrained Retaining g Wall Design Build Summary of Forces on Footing : Slab is NOT providing sliding, stem is FIXED at footing Forces acting on footing for sliding & soil pressure.... Sliding Forces Load & Moment Summary For Footing : For Soil Pressure Calcs Stem Shear @ Top of Footing = -2,062.2 lbs Moment @ Top of Footing Applied from Stem =-3,179.2ft-# Heel Active Pressure = -724.2 Sliding Force = 2,786.4 lbs Net Moment User For Soil Pressure Calculations 282.6 ft-# Surcharge Over Heel = 233.3 lbs 3.83 ft Adjacent Footing Load = lbs ft Axial Dead Load on Stem = lbs ft Soil Over Toe = 55.0 lbs 1.00 ft Surcharge Over Toe = lbs ft Stem Weight = 900.0 lbs 2.33 ft Soil Over Heel = 2,310.0 lbs 3.83ft Footing Weight = 1,462.5 lbs 2.32 ft Total Vertical Force = 4,960.8 lbs Base Moment —= 894.4ft-# ft-# ft-# 55.0ft-# ft-# 2,100.Oft-# 8,855.Oft-# 3,394.3ft-# 12,119.5ft-# s., 8.1 8 . 1i Nohhstar Engineering 20 Declaration Drive Chico, CA 95973 530-893-1600 530-893-2113 Title hill cmu Page: fol Job # 7975 Dsgnr: �,..,�� Date: OCT 2,2002 Description.... This Wall in File: d:1 projects17975 randy hi1117975 hill rp5 RetainPro Version 6.0 Cantilevered Retaining Wall Design Build Date: 10SEP-2001, c 1989-2001 Criteria Soil Data Footing Dimensions & Strengths Retained Height = 2.67 It Wall height above soil = 0.50 It Slope Behind Wal = 3.00:1 Height of Soil over Toe = 3.00 in Soil Density = 110.00 pcf Wind on Stem = 0.0 psf Surcharge Loads Surcharge Over Heel = 50.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Design Summary Total Bearing Load = 1,515 lbs ...resultant ecc. = 5.61 in Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure = 35.0 psf/ft Passive Pressure = 200.0 psf/ft Water height over heel = 0.0 ft FootingIlSoil Frictior = 0.350 Soil height to ignore = 7.6 psi OK for passive pressure = 3.00 in Soil Pressure @ Toe = 779 psf OK Soil Pressure @ Heel = 86 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,020 psf ACI Factored @ Heel = 113 psf Footing Shear @ Toe = 8.5 psi OK Footing Shear @ Heel = 7.6 psi OK Allowable = 85.0 psi Wall Stability Ratios Total Force @ Section Overturning = 2.36 OK Sliding = 1.62 OK Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 571.0 lbs less 100% Passive Force= - 393.8 lbs less 100% Friction Force= - 530.1 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 0.0 lbs OK Footing Design Results Rebar Depth 'd' in= Factored Pressure = Toe Heel 1,020 113 psf Mu': Upward = 1,217 273 ft-# Mu': Downward = 345 1,041 ft-# Mu: Design = 872 768 ft-# Actual 1 -Way Shear = 8.49 7.58 psi Allow 1 -Way Shear = 85.00 85.00 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Stem Construction I ? Design height ft= Wall Material Above "Ht" _ Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data # 4 fb/FB + fa/Fa = Total Force @ Section lbs = Moment.... Actual ft-# = Moment..... Allowable ft-# = Shear..... Actual psi = Shear..... Allowable psi= Lap Splice if Above in= Lap Splice if Below in= Wall Weight psf = Rebar Depth 'd' in= Masonry Data fm psi = Fs psi = Solid Grouting = Special Inspection = Modular Ratio 'n' _ Short Term Factor = Equiv. Solid Thick. in = Masonry Block Type = Concrete Data fc psi = Fy psi = Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S' Fr Heel: Not req'd, Mu < S' Fr Key: Not Req'd = Mu<S'Fr Toe Width = 1.50 ft Heel Width = 2.00 Total Footing Widtt = 3.50 Footing Thickness = 12.00 in Key Width = 12.00 in Key Depth = 9.00 in Key Distance from Toe = 1.50 It fc = 2,500 psi Fy = 40,000 psi Footing Concrete Density = 150.00 pd Min. As % = 0.0020 Cover @ Top = 3.00 in @ Btm.= 3.00 in Adjacent Footing Load # 4 Adjacent Footing Load = 3,430.0 lbs Footing Width = 3.75 ft Eccentricity = 1.68 in Wall to Ftg CL Dist = 10.00 It Footing Type 78.0 Base Above/Below Soil 5.25 = at Back of Wall 6.0 ft ip Stem 2nd 3rd Stem OK Stem OK Stem OK 3.00 1.50 0.00 Masonry Masonry Masonry 8.00 8.00 8.00 # 4 # 4 # 4 16.00 16.00 16.00 Edge Edge Edge 0.000 0.436 0.925 0.0 206.7 381.9 0.0 394.6 837.1 905.4 905.4 905.4 0.0 3.6 6.7 19.4 19.4 19.4 24.00 24.00 24.00 24.00 24.00 8.40 78.0 78.0 78.0 5.25 5.25 5.25 1,500 1,500 1,500 24,000 24,000 24,000 Yes Yes Yes No No No 25.78 25.78 25.78 1.000 1.000 1.000 7.60 7.60 7.60 Northstar Engineering Title hill cmu Page: % 20 Declaration Drive Job # 7975 Dsgnr: S MIJIL Date: OCT 2,2002 Chico, CA 95973 Description.... 530-893-1600 530-893-2113 Wall in File: d:1 projects17975 randy hi1117975 hill rp5 RetaThis Version 6.0e Build Cantilevered Retaining Build Wall Design Date : 10.SEP-2001, (c) 1989-2001 Summary of Overtuming & Resistinq Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 361.1 1.49 539.5 Soil Over Heel = 391.0 2.83 1,107.9 Toe Active Pressure = -27.3 0.42 -11.4 Sloped Soil Over Heel = 32.6 3.06 99.6 Surcharge Over Toe = Surcharge Over Heel = 66.7 2.83 188.9 Adjacent Footing Load = 237.3 3.78 898.0 Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = 0.00 Load @ Stem Above Soil = Soil Over Toe = Surcharge Over Toe _ 41.3 0.75 30.9 Total = 571.0 O.T.M. = 1,426.2 Stem Weight(s) Earth @ Stem Transitions - ransitions_Resisting/Overturning 246.9 1.83 452.7 Res isting/Overturni ngRatio = 2.36 Footing Weighl = 525.0 1.75 918.8 Vertical Loads used for Soil Pressure = 1,514.5 lbs Key Weight = 112.5 2.00 225.0 Vert. Component = 98.6 3.50 344.9 Vertical component of active pressure used for soil pressure Total = 1,514.5 lbs R.M.= 3.368.7 3. 8.in Mas w/ #4 @ 1 Solid Gi #0@18. in @Toe Designer select #001A1i%oriz. reinf. @ Heel See Appendix A S Joe Nottlistar Engineering 20 Declaration Drive Chico, CA 95973 530-893-1600 530-893-2113 Title : hill cmu Page: 99 Job # : 7975 Dsgnr: S rt rJ (�L_ Date: SEP 20,2002 Description.... This Wall in File: d:\ projects17975 randy hi1117975 hill rp5 RetainPro Version 6.0 Cantilevered RetainingWall Design Build Date : 10 -SEP -2001. (c) 1989-2001 g Criteria Retained Height = 4.67 It Wall height above soil = 0.50 It Slope Behind Wal = 3.00: 1 Height of Soil over Toe = 3.00 in Soil Density = 110.00 pcf Wind on Stem = 0.0 psf Surcharge Loads Surcharge Over Heel = 50.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Design Summary Total Bearing Load = 2,478 lbs ...resultant ecc. = 4.83 in Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure = 35.0 psf/ft Passive Pressure = 200.0 psf/ft Water height over heel = 0.0 ft FootingIlSoil Frictior = 0.350 Soil height to ignore = 11.4 psi OK for passive pressure = 3.00 in Soil Pressure @ Toe = 846 psf OK Soil Pressure @ Heel = 255 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,035 psf ACI Factored @ Heel = 312 psf Footing Shear @ Toe = 13.4 psi OK Footing Shear @ Heel = 11.4 psi OK Allowable = 85.0 psi Wall Stability Ratios Total Force @ Section Overturning = 2.53 OK Sliding = 1.56 OK Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 977.8 lbs less 100% Passive Force= - 661.1 lbs less 100% Friction Force= - 867.3 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5: 1 Stability = 0.0 lbs OK Footing Design Results Line Load Base Above/Below Soil Factored Pressure = 1st` Heel 1,035 312 psf Mu': Upward = 2,816 441 ft-# Mu': Downward = 777 1,615 ft-# Mu: Design = 2,040 1,174 ft-# Actual 1 -Way Shear = 13.36 11.36 psi Allow 1 -Way Shear = 85.00 85.00 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottorr = 0.00 ft Stem Construction 2.25 ft Design height ft= Wall Material Above "Ht" _ Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data 40,000 psi fb/FB + fa/Fa = Total Force @ Section lbs = Moment.... Actual ft-# _ Moment..... Allowable ft-# _ Shear..... Actual psi = Shear..... Allowable psi = ip Stem Footing Dimensions & Strengths Toe Width = 2.25 ft Heel Width = 2.25 Total Footing Width = 4.50 Footing Thickness = 12.00 in Key Width = 12.00 in Key Depth = 16.00 in Key Distance from Toe = 2.25 ft Pc = 2,500 psi Fy = 40,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0020 Cover @ Top = 3.00 in @ Btm.= 3.00 in Adjacent Footing Load Yes Adjacent Footing Load = 3,430.0 lbs Footing Width = 3.75 It Eccentricity = 1.68 in Wall to Ftg CL Dist = 10.00 It Footing Type Line Load Base Above/Below Soil 7.60 = at Back of Wall 6.0 ft Stem OK 3.00 Masonry 8.00 # 4 16.00 Edge 0.568 255.4 514.2 905.4 4.5 19.4 Lap Splice if Above in= 24.00 Lap Splice if Below in= 24.00 Wall Weight psf= 78.0 Rebar Depth 'd' in= 5.25 Masonry Data Pm psi= 1,500 Fs psi = 24,000 Solid Grouting = Yes Special Inspection = No Modular Ratio'n' = 25.78 Short Term Factor = 1.000 Equiv. Solid Thick. in= 7.60 Masonry Block Type = Medium Weight Concrete Data Pc psi = Fy psi = Other Acceptable Sizes & Spacings ' Toe: Not req'd, Mu < S " Fr Heel: Not req'd, Mu < S ` Fr Key: Not Req'd = Mu<S"Fr 2nd Stem OK 2.00 Masonry 8.00 # 4 16.00 Edge 0.925 383.0 837.2 905.4 6.7 19.4 24.00 24.00 78.0 5.25 3rd Stem OK 0.00 Masonry 12.00 # 4 16.00 Edge 0.881 701.1 1,906.6 2,164.1 7.0 19.4 24.00 8.40 124.0 9.00 1,500 1,500 24,000 24,000 Yes Yes No No 25.78 25.78 1.000 1.000 7.60 11.60 Northstar Engineering Title hill cmu Page: / b 20 Declaration Drive Job # : 7975 Dsgnr: s �.i(2 Date: SEP 20,2002 Chico, CA 95973 Description.... 530-893-1600 530-893-2113 RetaiThis Wall in File: d:1 projects17975 randy hiII17975 hill rp5 Build Date: 10�EP-2001, (c) 1989-2001 PfO Version 6.0 Cantilevered Retaining Wall Design Build Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... Force Distance Moment Item lbs ft ft-# Heel Active Pressure = 744.2 2.16 1,607.1 Toe Active Pressure = -27.3 0.42 -11.4 Surcharge Over Toe = 3.88` 2,486.1 Sloped Soil Over Heel = Adjacent Footing Load = 260.9 5.38 1,403.0 Added Lateral Load 3.88 242.2 Adjacent Footing Load = Load @ Stem Above Soil = Axial Dead Load on Stem = Total = 0.00 O.T.M. = Soil Over Toe = 977.8 2,998.7 Resisting/Overturning Ratio Surcharge Over Toe _ = 2.53 Vertical Loads used for Soil Pressure = 2,478.1 lbs Vertical component of active pressure used for soil pressure z .....RESISTING..... Force Distance Moment lbs It ft-# Soil Over Heel = 641.6 3.88` 2,486.1 Sloped Soil Over Heel = 28.6 4.08 117.0 Surcharge Over Heel = 62.5 3.88 242.2 Adjacent Footing Load = Axial Dead Load on Stem = 0.00 Soil Over Toe = 61.9 1.13 69.6 Surcharge Over Toe _ Stem Weight(s) 494.9 2.67 1,319.9 Earth @ Stem Transitions= Footing Weighl 97.8 3.08 301.4 = 675.0 2.25 1,518.8 Key Weight = 200.0 2.75 550.0 Vert. Component = 215.8 4.50 971.2 Total = 2,478.1 lbs R.M.= 7,576.2 z 12.in Mas w/ #4 @ 16.in o/c Solid Grout, 2'-011 j 6 3/4,, ' 311 3„ °:.> • Y ,� 11 -oil , ra 311 #0@18.in 11-¢n' @Toe - a Designer select all#gPb'A :n reinf @SqfeeApPendix A • 21-311 11-011 11-31" • • '. 21-3" 2'-311 ` 41-611 41 s f O ..• M-, .. •.•/ U /1 1L 12.in Mas w/ #4 @ 16.in o/c Solid Grout, 2'-011 j 6 3/4,, ' 311 3„ °:.> • Y ,� 11 -oil , ra 311 #0@18.in 11-¢n' @Toe - a Designer select all#gPb'A :n reinf @SqfeeApPendix A • 21-311 11-011 11-31" • • '. 21-3" 2'-311 ` 41-611 41 Noithstar Engineering Title hill cmu Page: 20 Declaration Drive Job # : 7975 Dsgnr:(J Date: SEP 20,2002 ,Chico, CA 95973 Description.... 530-893-1600 530-893-2113 This Wall in File: d:1 projects17975 randy hi1117975 hill rp5 RetainPro Version 6.0 Cantilevered RetainingWall Design Build Date: 10 -SEP -2001, c 1989-2001 g Criteria I I Soil Data Footing Dimensions & Strengths Retained Height = 6.67 ft Allow Soil Bearing = 1,500.0 psf Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Slope Behind Wal = 3.00: 1 Heel Active Pressure = 35.0 psf/ft Footing Shear @ Toe = 14.9 psi OK Toe Active Pressure = 35.0 psf/ft Height of Soil over Toe = 3.00 in Passive Pressure = 200.0 psf/ft Soil Density = - 110.00 pcf Water height over heel = 0.0 ft Sliding Calcs (Vertical Component Used) FootingIlSoil Frictior = 0.350 Wind on Stem = 0.0 psf Soil height to ignore = 0.0 lbs OK ....for 1.5 : 1 Stability = 0.0 lbs OK for passive pressure = 3.00 in Surcharge Loads Design Summary Total Bearing Load = 3,427 lbs ...resultant ecc. = 1.68 in Soil Pressure @ Toe = 849 psf OK Soil Pressure @ Heel = 594 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 994 psf ACI Factored @ Heel = 695 psf Footing Shear @ Toe = 14.9 psi OK Footing Shear @ Heel = 15.6 psi OK Allowable = 85.0 psi Wall Stability Ratios = Overturning = 3.07 OK Sliding = 1.54 OK Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 1,269.5 lbs less 100% Passive Force= - 750.0 lbs less 100% Friction Force= - 1,199.3 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 0.0 lbs OK Footing Design Results 455.2 Moment.... Actual Factored Pressure = Toe Heel 994 695 psf Mu': Upward = 2,943 1,121 ft-# Mu': Downward = 777 3,050 ft-# Mu: Design = 2,167 1,929 ft-# Actual 1 -Way Shear = 14.89 15.56.psi Allow 1 -Way Shear = 85.00 85.00 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Surcharge Over Heel = 50.0 psf Heel Width = Used To Resist Sliding & Overturning Total Footing Widtf = 4.75 Stem Construction 11 Top Stem Design height ft= Stem OK 2.00 Wall Material Above "Ht" = Masonry Thickness = 8.00 Rebar Size = # 4 Rebar Spacing = 16.00 Rebar Placed at = Edge Design Data fb/FB + fa/Fa = 0.84E Total Force @ Section lbs = 455.2 Moment.... Actual ft-# = 765.8 - Moment..... Allowable ft-# = 905.4 Shear..... Actual psi = 8.0 Shear..... Allowable psi = 19.4 Lap Splice if Above in= 24.00 Lap Splice if Below in= 24.00 Wall Weight psf= 78.0 Rebar Depth 'd' in= 5.25 Masonry Data. I'm psi= 1,500 Fs psi = 24,000 Solid Grouting = Yes Special Inspection = No Modular Ratio'n' = 25.78 Short Term Factor = 1.000 Equiv. Solid Thick. in = 7.60 Masonry Block Type = Medium Weight Concrete Data fc psi = Fy psi = Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: Not Req'd = Mu<S*Fr Toe Width = 2.25 ft Heel Width = 2.50 Total Footing Widtf = 4.75 Footing Thickness = 12.00 in Key Width = 12.00 in Key Depth = 18.00 in Key Distance from Toe 12.25 ft fc = 2,500 psi Fy = 40,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0020 Cover @ Top = 3.00 in @ Btm.= 3.00 in Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overturning 2nd 3rd Stem OK Stem OK 1.33 0.00 Masonry Masonry 12.00 12.00 # 4 # 4 16.00 16.00 Edge Edge 0.514 0.962 583.2 882.6 1,112.8 2,081.3 2,164.1 2,164.1 5.8 8.8 19.4 19.4 24.00 24.00 24.00 8.40 124.0 124.0 9.00 9.00 1,500 1,500 24,000 24,000 Yes Yes No No 25.78 25.78 1.000 1.000 11.60 11.60 Norfhstar Engineering Title hill cmu Page: q2 20 Declaration Drive Job # : 7975 Dsgnr. SM /j(t. Date: SEP 20,2002 Chico, CA 95973 Description.... 530493-1600 , 530-893-2113 RetaiThis Wall in File: d:1 orojects17975 randy hi1117975 hill rp5 Build Date : 10-SEP-2001,P-2001, (c) 1989-2001 Version 6.0 Cantilevered Retaining Wall Design Build Summary of Overturning & Resisting Forces & Moments .....OVERTURNING........RESISTING..... .. Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = 1,296.9 2.86 3,706.9 -27.3 0.42 -11.4 Total = 1,269.5 O.T.M. = 3,695.5 Resisting/Overturning Ratio = 3.07 Vertical Loads used for Soil Pressure = 3,426.5 lbs Vertical component of active pressure used for soil pressure 0 Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem= Soil Over Toe _ Surcharge Over Toe _ Stem Weight(s) Earth @ Stem Transitions _ Footing Weight = Key Weight _ Vert. Component Total = 1,099.9 4.00 4,399.6 41.3 4.25 175.3 75.0 4.00 300.0 0.00 61.9 1.13 69.6 650.9 2.65 1,722.9 171.1 3.08 527.5 712.5 2.38 1,692.2 225.0 2.75 618.8 389.0 4.75 1,847.6 3,426.5 lbs R.M.= 11,353.5 8 . it 12 An k16 #0@18 @Toe Desi AV I& @& Lg.� -Northstar Engineering Title hill cmu Page: 20 Declaration Drive Job # : 7975 Dsgnr: S tj �Date: SEP 20,2002 Chico, CA 95973 Description.... 530-893-1600 530-893-2113 RetaiThis Wall in File: d:1 projects17975 randy hi1117975 hill rp5 Build Date: : 10�.SEP-2001, c 1989-2001 g g Verson 6.0 Cantilevered Retaining Wall Design Build Criteria Soil Data Footing Dimensions & Strengths Retained Height = 8.67 ft Allow Soil Bearing = 1,500.0 psf Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Slope Behind Wal = 3.00: 1 Heel Active Pressure = 35.0 psf/ft Footing Shear @ Toe = 15.8 psi OK Toe Active Pressure = 35.0 psf/ft Height of Soil over Toe = 3.00 in Passive Pressure = 200.0 psf/ft Soil Density = 110.00 pd Water height over heel = 0.0 ft Sliding Calcs (Vertical Component Used) Lateral Sliding Force FootingIlSoil Frictior = 0.350 Wind on Stem = 0.0 psf Soil height to ignore ....for 1.5 : 1 Stability = 0.0 lbs OK Footing Design Results for passive pressure = 3.00 in Surcharge Loads Design Summary Total Bearing Load = 5,498 lbs ...resultant ecc. = 4.45 in Soil Pressure @ Toe = 1,326 psf OK Soil Pressure @ Heel = 586 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,559 psf ACI Factored @ Heel = 689 psf Footing Shear @ Toe = 15.8 psi OK Footing Shear @ Heel = 17.6 psi OK Allowable = 85.0 psi Wall Stability Ratios Min. As % = Overturning = 2.66 OK Sliding = 1.53 OK Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 2,172.3 lbs less 100% Passive Ford - 1,400.0 lbs less 100% Friction Force= - 1,924.1 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 0.0 lbs OK Footing Design Results Edge 25.0 Factored Pressure = Toe Heel 1,559 689 psf Mu': Upward = 6,335 2,032 ft-# Mu': Downward = 1,591 6,817 ft-# Mu: Design = 4,745 4,785 ft-# Actual 1 -Way Shear = 15.77 17.55 psi Allow 1 -Way Shear = 85.00 85.00 psi Toe Reinforcing = # 5 @ 18.00 in Heel Reinforcing = # 5 @ 18.00 in Key Reinforcing = # 5 @ 18.00 in Toe Width = 2.75 ft Heel Width = 3.00 Total Footing Widtt = 5.75 Footing Thickness = 18.00 in Key Width = 12.00 in Key Depth = 24.00 in Key Distance from Toe = 2.75 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top = 3.00 in @ Btm.= 3.00 in Surcharge Over Heel = 50.0 psf Surcharge Over Toe = 0.0 psf Used To Resist Sliding & Overturning. NOT Used for Sliding & Overturning Stem Construction = Top Stem 2nd 3rd Design height Stem OK ft = 6.66 Stem OK 3.33 Stem OK 0.00 Wall Material Above "Ht" = Masonry Masonry Masonry Thickness = 8.00 8.00 12.00 Rebar Size = # 5 # 5 # 5 Rebar Spacing = 8.00 8.00 8.00 Rebar Placed at = Edge Edge Edge Design Data fb/FB + fa/Fa = 0.060 0.845 0.962 Total Force @ Section lbs = 102.3 583.2 1,451.0 Moment.... Actual ft-#= 79.1 1,112.8 4,393.7 Moment..... Allowable ft-#= 1,317.2 1,317.2 4,569.1 Shear..... Actual psi = 1.9 10.8 14.9 Shear..... Allowable psi = 19.4 19.4 25.0 Lap Splice if Above in= 30.00 30.00 33.20 Lap Splice if Below in = 30.00 30.00 10.50 Wall Weight psf= 78.0 78.0 124.0 Rebar Depth 'd' in= 5.25 5.25 9.00 Masonry Data fm psi= 1,500 1,500 2,500 Fs psi= 24,000 24,000 24,000 Solid Grouting = Yes Yes Yes Special Inspection = No No No Modular Ration' = 25.78 25.78 15.47 Short Term Factor = 1.000 1.000 1.000 Equiv. Solid Thick. in= 7.60 7.60 11.60 Masonry Block Type = Medium Weight Concrete Data fc psi = Fy psi = Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S " Fr Heel: Not req'd, Mu < S' Fr Key: #4@ 12.50 in, #5@ 19.25 in, #6@ 27.25 in, #7@ 37.25 in •Northitar Engineering Title hill cmu 4.75 Page: 96 • 20 Declaration Drive Job # : 7975 Dsgnr: S'� Date: SEP 20,2002 Chico, CA 95973 Description.... 4.75 475.0 530-893-1600 530-893-2113 0.00 Soil Over Toe = This Wall in File: d:1 projects17975 randy hi1117975 hill rp5 RetainPro Version 6.0 Cantilevered Retaining Wall Design Surcharge Over Toe _ Build Date : 10SEP-2001, (c) 1989-2001 Stem Weight(s) 868.1 Summary of Overturning & Resisting Forces & Moments 2,745.5 Earth @ Stem Transitions= 195.7 .....OVERTURNING..... 701.1 .....RESISTING...:. 1,293.8 Force Distance Moment 3,719.5 Force Distance Moment Item lbs ft ft-# 975.0 lbs ft ft-# Heel Active Pressure = 2,225.9 3.75 8,348.6 Toe Active Pressure = -53.6 0.58 -31.3 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil= Total = 2,172.3 O.T.M. = 8,317.4 Resisting/Overturning Ratio = 2.66 Vertical Loads used for Soil Pressure = 5,497.5 lbs Vertical component of active pressure used for soil pressure Soil Over Heel = 1,906.5 4.75 9,056.0 Sloped Soil Over Heel = 73.3 5.08 372.8 Surcharge Over Heel = 100.0 4.75 475.0 Adjacent Footing Load = Axial Dead Load on Stem= 0.00 Soil Over Toe = 75.6 1.38 104.0 Surcharge Over Toe _ Stem Weight(s) 868.1 3.16 2,745.5 Earth @ Stem Transitions= 195.7 3.58 • 701.1 Footing Weight = 1,293.8 2.88 3,719.5 Key Weight = 300.0 3.25 975.0 Vert. Component = 684.5 5.75 3,935.8 Total = , 5,497.5 lbs ,r R.M.= 22,084.7 � ♦ ' . , ,. - , 'hu , �V — 1 F J fes..-' � ♦ . joie i 3 8.in Mas w/ #5 @ 8.in o/c 1 6 PP Solid Grout, » + - / 2 3/4" .. s i 5--10" > ♦ 9'-2" • 2 3/4 81-811 12.in Mas w/.#5 @ 8.in o/c " r- Solid Grout', ✓i /311 > 3" - ,p.' 4� � s I�iYS'z<Yrw•'i 3=. 3 'ICJ ,. a r 11-6° 311 . #5@18.in ,• @Toe., .21 ' p PP Designer select ' l$ho�iz. re' inf F r r @ Hem Appendix A 2r_9n 11-0" 2'-0" r t 21-911 31-011 Fc: 2.5 ksi Fy: 40.0 ksi Allow. soil brg.: 1.5 ksf Lt. wt. conc. fact.: 1.00 Spread Footing Calculations Load factors - DL: 1.60 LL: 0.00 Min. reinf. ratio: 0.0020 Col. dim., x-dir.: 3.5 in . Col. dim., -dir.: 3.5 in Loads DL LL kis kis Min. req'd. ftg. dims. (ft) X Y Actual ftg. dims. (ft) X Y Actual soil brg. ks Depth req'd (in) Beam Punch. shear shear Act. "d" to rebar in. Ftg. - thick. in. Vpunch vu / phi ksi As req'd (x-dir) ult. min. s . in. s . in. As req'd (y-dir) ult. min. s . in. s . in. 1.4 0.0 0.97 . 0.97 1.00 1.00 1.40 0.66 0.69 8.00 12.00 0.001 0.01 0.29 0.01 0.29 3.2 0.0 1.46 1.46 1.50 1.50 1.42 1.14 1.42 8.00 12.00 0.010 0.03 0.43 0.03 0.43 5.7 0.0 1.95 1.95 2.00 2.00 1.43 1.61 2.21 8.00 12.00 0.022 0.07 0.58 0.07 0.58 9.0 0.0 2.45 2.45 2.50 2.50 1.44 2.10 3.07 8.00 12.00 0.039 0.15 0.72 0.15 0.72 13.0 0.0 2.94 2.94 3.00 3.00 1.44 2.58 3.94 8.00 12.00 0.060 0.27 0.86 0.27 0.86 17.5 0.0 3.42 3.42 3.50 3.50 1.43 3.03 4.78 8.00 12.00 0.083 0.43 1.01 0.43 1.01 23.0 0.0 3.92 3.92 4.00 4.00 1.44 3.52 5.68 8.00 12.00 0.111 0.67 1.15 0.67 1.15 29.0 0.0 4.40 4.40 4.50 4.50 1.43 3.98 6.55 8.00 12.00 0.142 0.97 1.30 0.97 1.30 39.5 0.0 5.13 5.13 5.00 5.00 1.58 4.84 7.88 14.00 18.00 0.069 0.84 2.16 0.84 2.16 47.8 0.0 5.65 5.65 5.50 5.50 1.58 5.35 8.81 14.00 18.00 0.085 1.14 2.38 1.14 2.38 57.0 0.0 6.16 6.16 6.00 6.00 1.58 5.87 9.77 14.00 18.00 0.103 1.49 2.59 1.49 2.59 66.8 0.0 6.67 6.67 6.50 6.50 1.58 6.38 10.70 14.00 18.00 0.122 1.92 2.81 1.92 2.81 77.5 0.0 7.19 7.19 7.00 7.00 1.58 6.90 11.65 14.00 18.00 0.142 2.42 3.02 2.42 3.02 89.0 0.0 1 7.70 7.70 1 7.50 7.50 1 1.58 1 7.41 12.59 1 14.00 18.00 1 0.164 1 3.00 3.24 1 3.00 3.24 Note: Increases for depth have been taken for the allowable soil bearing per '98 CBC Table 18-1-A GD) Om D M Z m c� c'P J O � Na � = N O X �v O m C.C' c0 00 `D 4' O W CA) 37 Z oo ? n v w c v m W G: L.2 SIMPSON t5tt'• The Predeflected Holdown (PHD) is a revolutionary development in holdown connections. Predeflected during manufacturing, the PHD virtually eliminates deflection from material stia,ch. PECIALFEATURES: Typical ) • Wood screws reduce slip due to overdrilled bolt holes. Install I • Smaller centerline reduces eccentricity in the stud. • No stud bolts to countersink. Hold • The slot in the seat provides anchor bolt adjustment. • Fits easily on a 4x stud. MATERIAL: See table. FINISH: Galvanized. INSTALLATION: • Use all specified fasteners. See General Notes. • Place the PHD over the anchor bolt. • Install Simpson's code -recognized SDS'/4X3 wood screws, which are provided with the holdown. (Lag screws will not achieve the same load.) • For an improved connection, use a steel nylon locking nut or a thread adhesive on the anchor bolt. • See SSTB Anchor Bolts, page 25, for anchorage options. The design engineer may specify any alternate anchorage calculated to resist the tension load for a specific job. Anchorage length should take the bearing plate height of 15/s° into account, to ensure adequate length of threads to engage the nut. For 3x sill plates use SSTBL. • To tie double 2x members together, the designer must determine the fasteners required to bind members to act as one unit without splitting the wood CODES: ICBO 5328; City of L.A. RR 25300. PHD5 (others similar) US Patent 5,979,130 For holdowns, per ASTM test standards, anchor bolt nuts should be finger -tight plus 1/3 to 1/2 turn with a wrench, with consideration given to possible future wood shrinkage. Care should be taken to not over -torque the nut. 1.Allowable loads have been increased 33% for earthquake or wind loading with no further increase allowed; reduce where other loads govern. 2.The designer must specify anchor bolt type, length and embedment. See the SSTB Anchor Bolts. 3. See page 10 and 32 for retrofit anchor bolt. 4. Loads are based on static tests on wood studs, limited by the lowest of 0.125' deflection, ultimate divided by 3, or the wood screw value. 5. Deflection at Highest Allowable Design Load: The deflection of a holdown measured between the anchor bolt and the strap portion of the holdown when loaded to the highest allowable load listed in the catalog table. This movement is strictly due to the holdown deformation under a static load test conducted on a steel jig. 6. Installs best with a low speed 'h' right angle drill with a 3/6' hex head driver. 7.PHD installed raised off the sill plate has greater deflection values. HDC product line eliminates eccentricity. Installs with SDS screws (included) to reduce slip and maintain post capacity. MATERIAL: 10 gauge strap. FINISH: Galvanized strap, aluminum base. INSTALLATION: • Use all specified fasteners. See General Notes. • Install on concrete. • Sized for 2-2x, 4x and 2-26 members in two load capacities. • Concentric to eliminate bending on the stud. • Install Simpson's code -recognized SDS'/4X21/2 wood screws, which are provided with the holdown. (Lag screws will not achieve the same load.) • Slot in the seat allows for 31e of adjustment perpendicular to plate. • Witness slot in the base to inspect the nut . • Maximum anchor bolt height above concrete is 21/2'. CODE: Submitted to ICBO 3/01. Model Post Dimensions Fasteners Number Allowable° Holdown5 Holdownr No. Size W H B Bolt No. of Tension at Highest Allowable �._«x ,,•,<:, Tension Loads Deflection Deflection Model Ga (133) Design Load HDC5/22-SDS2.5 Anchor Simpson Avg 2-2x and at Highest at Highest No. HDC5/4-SDS2.5 4x TWH B CL I 12 SDS}/X3 Ult Greater Vertical Allowable Allowable 316 143/8 3 7/8 24 9665 .075 Dia. Wood 39/16 141. Wood Member Design Load Design Load 9665 .075 Installation Screws (133) Flush Raised PHD2 SDS3 14 3 9%6 2+/ 13/6/ 10 12,520 3610 .033 .076 1 PHD5=SDS3 14 3 11 6 2r/ 1y, % 14� 15,670 4685 .047 .111 PHD6-SDS3 12 3y 131X6 2r/ 1 y / 18 18,250 5860 .045 .077 CPHD8-SDS3 10 3y 173/18 2r/ 1/ / 24 21,243 6730 .051 .060 1.Allowable loads have been increased 33% for earthquake or wind loading with no further increase allowed; reduce where other loads govern. 2.The designer must specify anchor bolt type, length and embedment. See the SSTB Anchor Bolts. 3. See page 10 and 32 for retrofit anchor bolt. 4. Loads are based on static tests on wood studs, limited by the lowest of 0.125' deflection, ultimate divided by 3, or the wood screw value. 5. Deflection at Highest Allowable Design Load: The deflection of a holdown measured between the anchor bolt and the strap portion of the holdown when loaded to the highest allowable load listed in the catalog table. This movement is strictly due to the holdown deformation under a static load test conducted on a steel jig. 6. Installs best with a low speed 'h' right angle drill with a 3/6' hex head driver. 7.PHD installed raised off the sill plate has greater deflection values. HDC product line eliminates eccentricity. Installs with SDS screws (included) to reduce slip and maintain post capacity. MATERIAL: 10 gauge strap. FINISH: Galvanized strap, aluminum base. INSTALLATION: • Use all specified fasteners. See General Notes. • Install on concrete. • Sized for 2-2x, 4x and 2-26 members in two load capacities. • Concentric to eliminate bending on the stud. • Install Simpson's code -recognized SDS'/4X21/2 wood screws, which are provided with the holdown. (Lag screws will not achieve the same load.) • Slot in the seat allows for 31e of adjustment perpendicular to plate. • Witness slot in the base to inspect the nut . • Maximum anchor bolt height above concrete is 21/2'. CODE: Submitted to ICBO 3/01. Model Post Anchor Number Allowable Holdown Deflection No. Size W H B Bolt of SDS Tension at Highest Allowable �._«x ,,•,<:, 6,109,850 1/4x21/2 (133) Design Load HDC5/22-SDS2.5 2.2x 316 193/. 3 M. 12 4870 .032 HDC5/4-SDS2.5 4x 39/,6 9'/. 3 5/. I 12 4870 .032 �HDC10/22-SDS2.5 2-2x 316 143/8 3 7/8 24 9665 .075 HDC10/4-SDS2.5 4x 39/16 141. 3 7/. 24 9665 .075 1. The designer must specify anchor bolt type, length and embedment. See the SSTB Anchor Bolts. 2. See page 10 and 32 for retrofit anchor bolt. 3. Loads are based on static tests on wood studs. limited by the lowest of 0.125' deflection, ultimate divided by 3. or the wood screw value. 8.SDS14x3 screws are required for PHD's. Call Simpson for PHD loads using shorter screws. 9. For Hem -Fir loads, request Technical Bulletin T-HEMFIR. ° .° % H ..�°. o ; ' 12 Vi HDC10 US Patent Pending 4. Deflection at Highest Allowable Design Load: The deflection of a holdown measured between the anchor bolt and the strap portion of the holdown when loaded to the highest allowable load listed in the catalog table. This movement is strictly due to the holdown deformation under a static load test conducted on a steel jig. 5. Installs best with a low speed 1/2' drill with a %' hex head driver. r.- . - - 44 _ For holdowns, per ASTM test standards, anchor bolt nuts should be finger -tight plus 1/3 to 1/2 turn with a wrench. ° SDSYex 2'/i °. Screws ' o Install on Concrete Typical HDC Installation with 2-2x4 studs (Similar with 2-2x6 studs) i'9 n , e--- Q /2 . 0- 17 SDS'/4X3 • Screw :: .'. :. '. US Patent No. �._«x ,,•,<:, 6,109,850 See screw HANGER NOT :' info on SHOWN r. page 8 Top View . a', Typical :j. Concrete Wall •' PHD Offset Installation 8.SDS14x3 screws are required for PHD's. Call Simpson for PHD loads using shorter screws. 9. For Hem -Fir loads, request Technical Bulletin T-HEMFIR. ° .° % H ..�°. o ; ' 12 Vi HDC10 US Patent Pending 4. Deflection at Highest Allowable Design Load: The deflection of a holdown measured between the anchor bolt and the strap portion of the holdown when loaded to the highest allowable load listed in the catalog table. This movement is strictly due to the holdown deformation under a static load test conducted on a steel jig. 5. Installs best with a low speed 1/2' drill with a %' hex head driver. r.- . - - 44 _ For holdowns, per ASTM test standards, anchor bolt nuts should be finger -tight plus 1/3 to 1/2 turn with a wrench. ° SDSYex 2'/i °. Screws ' o Install on Concrete Typical HDC Installation with 2-2x4 studs (Similar with 2-2x6 studs) i'9 n , e--- Q /2 . 0- 17 Holdowns are used to transfer tension loads between floors, to tie purlins to masonry or concrete, etc. Use HDAs and HDs for overturning requirements and other applications to transfer tension loads. All HDAs and the HD15 are self -jigging, ensuring code -required minimum 7 bolt diameter spacing from the end of the wood member to the center of the first bolt hole. HD6A, HD8A, HD10A and HD14A's seat design allows greater installation adjustability. An overall width of 31/4" for the HD6A, HD8A and HD10A, and 31/z for the HD14A provides an easy fit in a standard 4x wall. HDA SPECIAL FEATURES: • Single piece non -welded design results in higher capacity. • Load Transfer Plate eliminates the need for a seat washer. • Fewer inspection problems. MATERIAL: See table FINISH: HD2A, 5A, 6A, 8A, 10A—galvanized. HD8A may be ordered HDG; check with factory. HD14A, HD15, HD20A—Simpson gray paint INSTALLATION: • Use all specified fasteners. See General Notes. • For an improved connection, use a steel nylon locking nut or a thread adhesive on the anchor bolt. • Bolt holes shall be a minimum of 1/32 to a maximum of 1/16' larger than the bolt diameter (per 1997 NDS, section 8.1.2.1.). • Standard washers are required between the base plate and anchor nut (HD15 only), and on stud bolt nuts against the wood. The Load Transfer Plate is an integral part of the HDA Holdown and no washer is required. See page 10 for BP/LBP Bearing Plates. • See SSTB Anchor Bolts, Simpson's Anchoring Systems and Additional Anchorage Designs for anchorage options. The design engineer may specify any alternate anchorage calculated to resist the tension load for a specific job. • Locate on wood member to maintain a minimum distance of seven bolt diameters, distance is automatically maintained when end of wood member is flush with the bottom of the holdown. • To tie double 2x members together, the designer must determine the fasteners required to bind members to act as one unit without splitting. • For holdowns, anchor bolt nuts should be finger -tight plus 1/3 to 1/2 turn with a wrench, with consideration given to possible future wood shrinkage. Care should be taken to not over -torque the nut. • Stud bolts should be snugly tightened (1997 NDS, section 8.1.2.4). • For additional information, request T -HD. CODES: BOCA, ICBO, SBCCI NER-393, NER-469; City of L.A..RR 24818, RR 25158 and RR 25293. H06A and HD14A are not NER listed. HD10A (HD6A, HD8A HD14A and HD20A similar) w LtWBE WTAUM BEMEEN BMT NM ANDWOM HD5A (HD2A similar) U.S. Patent No. 4,665,672 Canada Patent No. 1,253,481 RM Typical HD15 Holdown Installation M Typical HD5A Tie between Floors 0 2x icking To achieve table loads, the minimum bolt end distance is seven bolt diameters. This distance is designed into holdowns. Bolt end distance may be increased, provided the anchor nut is not over -torqued, which could split the stud. Deflection values may be higher. Typical HD5A Holdown Installation with SSTB anchor bolt. Washers are not required at the base. Model No. Material Dimensions Fasteners ud Anchorlts Dias•9 koDia Avg Ult AllowableTension Loads 176.'"(133) Holdown" Length of Boltz 3 Deflection in Vertical Wood Member (DF%SP) at Highest Allowable 11fz ' 2 ` :. 21h ` ,3 3�k v 5'/i'? Design Load TGaGoa HB' SB W H B SO CL HD2A 7 12 4Y6 2y 2% 8 2% Y. 1% % 2 % 12150 1555 2055 2565 2775 2775 2760 0.058 HD5A 3 10 5y, 3 3y 91% 33(6 yz 2316 %or 34 2 1 Y. 207671 1870 2485 3095 3705 4010 3980 0.067 HD6A 3e 7 6?46 3y 3y, 11X6 3'/16 3S6 2X6 'X6 2 ,''/B 27333 2275; .2980 3685 ;4405 ' 5105, ' 5510. 0.041 HD8A % 7 6316 3y 3y. 145(6 3rr16 X6 2X6 '/6 3 '/e 28667 322U` 4350 -5415 6465 7460 F7910 ; 0.111 HD10A 3e 7 6)16 3y 3y 18X6 3,X6 X6 2X6 'X6 4 Y. 28667 3945': , 5540. _'6935 8310 9540 9906 0.269 HD14A y, 3 7 4 3y 205(6 3% % 23X6 1 4 1 38167 — — — — 11080 13380 0.215 HD20A Y. 3 7 4 1 4y, 2DX6 4y '/e 2% 1y, 4 1 51333 — — — — 11080 13380 0.250 HD15 % 3 7 4 1 3y I 24y 4X6 3% 2y 1y, 5 1 155333 1 — — 1 — 15305 0.082 1. Allowable loads have been increased 33% for earthquake or wind loading with no further increase allowed; reduce where other loads govern. 2. HD15 requires a minimum 6x6 nominal post. Minimum post size is required to ensure the load carrying capacityvof the critical net section meets the holdown capacity. 3. Use a minimum 4x6 nominal post for the HD14A and the HD20A. Minimum post size is required to ensure the load carrying capacity of the critical net section meets the holdown capacity. 4. HB is the required minimum distance from the end of the stud to the center of the first stud bolt hole. End distance may be increased as necessary for installation. 5. The designer must specify anchor bolt type, length and embedment. See SSTB Anchor Bolts and Additional Anchor Designs. 6. See page 32 for anchor bolt retrofit. 7. Lag bolls will not develop the listed loads. 8. Holdowns installed raised off the mudsill have larger deflection values. Consult Simpson for info. 9. Full tension loads apply when HD5A is used with a %' anchor bolt. 10. See pgs 6, 7 for testing and other important information. 11. Deflection at Highest Allowable Design Load: The deflection of a holdown measured between the anchor bolt and the strap portion of the holdown when loaded to the highest allowable load listed in the catalog table. This movement is strictly due to the holdown deformation under a static load test conducted on a steel jig. 12. For Hem Fir values request T-HEMFIR. 18 F:�) (Z, t �� O JJ" • .7 U _p 0 N U a U LTT131 i SST816 1 SSTB20 j HTT16 HDSA I _ I PHD5 SSTB20 SST624 PLACE !_ I MTTP8B x DIAGONAL F CD IN CORNER . u HTT22 ! M.a z APPLICATION Z HDC5/22 SST624 I �� NW HDC5/4 Mm 12 -MIN. FOR °•'i ,+ a PHO6' T— cc '%'DIA. SSTB ° x W ,JI LOCATE 'r1 a ! PHDS' I TA BLELOAD I APPROX.45'- ° Z I H06A FROM WALL I I HDSA aA• ° —� SSTB28 SSTB34 5• H010A I _.. o . HD08 { MIN. d HDC10/22 _! HDC10/4 -I Ir— 13/.'MIN. Continuous I. SSTBL models are recommended for Corner Installation Stemwall PHD holdowns on 2-2x and 3x sill plales. 7 Model Stemwall No. Width9 Min Dia Length Embed le Avg Ult Concrete �o:�ANCHOR LTS Extensive SSTB testinghas been done to determine the design load capacity 9 P Y �i Identification the bolt ' at a common application, the garage stem wall. Design loads are based on the lowest ultimate, from a series of five tests, with a three -times safety factor. SSTB is 3h' i head showing SSTBL is 5th• embedment PECIAL FEATURES: • Rolled threads for higher tensile capacity. rh• ; angle. • Offset angle reduces side -bursting, provides more concrete cover. SSTB16 EMBEDMENT • Stamped embedment line aids installation. LINE EMB EMB (others �', EMBEDMENT • Configuration results in minimum rebar interference. MATERIAL: ASTM similar = ) 4' A307 INSTALLATION: • SSTB is used for monolithic and two -pour installations. z U.S. Patent SLAB • Nuts and washers are not supplied with the SSTB; install 5,317,850 standard nuts, couplers and/or washers as required. (e le REINFORCED CONCRETE FOUNDATION SST624 • Install SSTB before the concrete pour using an MKP or AnchorMate (see page 11). Install the SSTB diagonally at approximately 45° from the wall. 205/e 1 Install one #4 rebar 3' to 5' from the top of the foundation. • FOOTING • The SSTB does not need to be tied to the rebar. " ° • Minimum concrete compression strength is 2500 psi. Unless noted MIN. EDGE otherwise, no special inspection is required for foundation concretey� �w DISTANCE d a when the structural design is based on concrete no greater than 32700 2500 psi (1997 Uniform Building Code, section 1701.5.1. ) 3'to Double Pour Installation • Use 90% of the table load for 2000 psi concrete. 5 (SSTB20, 24 and 34) REINFORCED CONCRETE BLOCK 7/e • Before concrete pour, install diagonally at approx. 45° in the cell. 14 REBAR� Ie • Horizontal #4 rebar (minimum 56° long)—approx. one rebar 12' from s oR b olA. 45° 135 /90°/45° 135° the top and two rebars approx. 28' from the top. Vertical #4 rebar ° SSTB (minimum 24' long)—install with maximum 24° o.c. spacing. • Grout all cells with minimum 2000 psi concrete. Vibrate the grout per the 1997 Uniform Building Code, 2104.6.2. A ° section 7/e OPTIONS: Available in hot -dip galvanized; consult factory. o� Q o ' o 0° CODES: ICBO 4935, City of L.A. RR 25248. "� a Plan View of SSTB Placement SELECTION TABLE :. ° in Concrete Stemwall Model 2x, 3x, 2-2x Sill Plates Typical SSTB j No. Mono Pour Two Pour Installation PHD2'�j� H02A I I TYPICAL PLAN VIEWS OF LTT206 REBAR INSTALLATION I I _,.11.11 �3 1► LTT131 i SST816 1 SSTB20 j HTT16 HDSA I _ I PHD5 SSTB20 SST624 PLACE !_ I MTTP8B x DIAGONAL F CD IN CORNER . u HTT22 ! M.a z APPLICATION Z HDC5/22 SST624 I �� NW HDC5/4 Mm 12 -MIN. FOR °•'i ,+ a PHO6' T— cc '%'DIA. SSTB ° x W ,JI LOCATE 'r1 a ! PHDS' I TA BLELOAD I APPROX.45'- ° Z I H06A FROM WALL I I HDSA aA• ° —� SSTB28 SSTB34 5• H010A I _.. o . HD08 { MIN. d HDC10/22 _! HDC10/4 -I Ir— 13/.'MIN. Continuous I. SSTBL models are recommended for Corner Installation Stemwall PHD holdowns on 2-2x and 3x sill plales. 7 Model Stemwall No. Width9 Min Dia Length Embed le Avg Ult Concrete Allowable Tension Load (133)1'2 Concrete Concrete Concrete f', = 2500 psi j Block Block End SSTB16 6 5/s 175/s 125/8 13640 4420 4780 1850 SSTB20 6 5/a 215/e 165/e 14745 4600 4780 1850 SST624 6I5/s 255/e 1 205/e 1 16439 5175 4780 1850 SSTB28' 8 7/e 297/8 247/8 32700 10100 j 6385 4815 SSTB34 I 8 7/e 347/8 287/8 32700 10100 j 6385 4815 SSTB36 8 7/e 367/8 287/e 32700 10100 i 6385 4815 1. Loads may not be increased for short-term loading. Alilillk Loads apply to earthquake and wind loading. Minimum anchor center -to -center spacing is 21e for anchors acting in tension at the same time for full load. 3. The SSTB was tested in a stem wall with a minimum amount of concrete cover. 4. Maximum allowable load is 8150 lbs. for SSTB28, 34 and 36 when used 5' from the end of a concrete foundation. Use full table load when installed 24' from the end or installed in a corner condition (see illustration). F r2_ eZ�' �� law L,,-( 5. Connection is limited by the lowest of bolt or holdown capacity. 6.PHD and HTT minimum end distance is 43W. 7. Order the SSTBL models for longer thread length (5'h'). SSTBL and SSTB loads are the same. 8.The minimum end distance for slab on grade Strong -Wall' Shearwall is 3'/e". The SSTB28 in a o"stemwall with an end wall condition and a 37/s" end distance.has a load of 6800 lbs. The SSTB in a 6" slemwall with an end wall condition and a 37/a" end distance has a load of 7690 lbs. 0 Typical SSTB Installation in Grouted Concrete Block U/'i .r' /— I 'N c 25 k\ fl 0 w � o\J •a. �¢ a Nz e`\ tMIN. MIN. T Typical SSTB Installation End Wall with mudsill and holdown 0 Typical SSTB Installation in Grouted Concrete Block U/'i .r' /— I 'N c 25 is SIMPSON A custom connection for post -beam combinations at medium design loads. MATERIAL: PC -12. gauge; PC -16-16 gauge INISH: Galvanized. Some products available in Z -MAX; see Corrosion Resistance information below. INSTALLATION: • Use all specified fasteners; see General Notes. • 9/,6 holes are provided for optional bolting. Loads do not apply to bolted connection. OPTIONS: • For end conditions, specify EPC post caps, providing dimensions are in accordance with table; see illustration. • Some PC and EPC models are available in rough sizes. • For heavy duty applications, see also CC series. CODES: BOCA, ICBG SBCCI NER-443; City of L.A. RR 25149. i Model No. Min DIMENSIONS Fasteners each side Allowable Loads Post Size W, Wz Li LZ U SurfacesAvg Uplift Uplift PC/EPC Latera 12 A B C Ult (133) (160 PC EPC (133/160) (133/160) PC44-16 4x4 3?46 3?46 2% 11 75(6 4-16d 6-16d 4-16d 3433 1000 10001 925 1000 PC44 4x4 33(6 3y6 2% 11 7X( 4-16d 6-16d .4-16d 4933 1470 17001 925 1070 PC46-16 4x6 3?46 5y 2% 13 9y, 4-16d 6-16d 4-16d 3433 1000 1000 925 1000 PC46 4x6 3X6 5y 2% 13 9y, 4-16d 6-16d 4-16d 4933 1470 1700 925 1070 PC48-16 48 3X6 7y 2% 15 11y, 4-16d 8-16d 6-16d 3433 1000 1000 1475 1285 PC48 48 35(6 7y 2% 15 11)14 4-16d 8-16d 6-16d 4933 1470 1700 2075 1610 PC64-16 46 5y 3%, 43(6 11 7Ye 4-16d 6-16d 4-16d 3433 1000 1000 925 1000 PC64 46 5y 3:(6 4;(6 11 lye 4-16d 6-16d 4-16d 4933 1470 1700 925 1070 PC66-16 6x6 5y 5y 4% 13 9y, 4-16d 6-16d 6-16d 3433 1000 1000 925 1285 PC66 6x6 5y 5y 4?46 13 9y, 4-16d 6-16d 6-16d 4933 1470 1700 925 1610 PC68 6x8 5y 7y 45(6 15 11y, 4-16d 8-16d 6-16d 1470 1700 2075 1610 PC84 48 7y 3j6 6?X6 11 7% 4-16d 6-16d 6-16d _4933 4933 1470 1700 925 1610 PC86 6x8 7y 5y 6X6 13 9y, 4-16d 6-16d 6-16d 4933 1470 1700 925 1610 1PC88 8x8 7y 7y 6j6 15 11y 4-16d 8-16d 6-16d 4933 1470 1700 2075 1610 1. Allowable loads have been increased 33% and 60% for earthquake 4. Uplift loads do not apply to splice conditions. or wind loading with no further increase allowed; reduce for other 5.Spliced conditions must be detailed by the specifier load durations according to the code. to transfer tension loads between spliced members 2. Lateral loads are in the direction of the beam's axis, as shown. by means other than the post cap. 3. Allowable loads are for nails only. Connectors are steel and will corrode and lose load -carrying capacity if exposed to ocean salt air, corrosive fire -retardant chemicals, fertilizers, fertilizer fumes or other substances that adversely affect steel. Simpson Strong -Tien offers two additional coating options and stain- less steel products to give you special corrosion -resistant NO -EQUAL quality. In corrosive environments, especially for connectors that are not exposed to rain or periodic washing, deterioration will occur at a faster rate. The service life of galvanized connectors in a temperate marine environment can be greatly improved by homeowner mainte- nance. Fasteners of comparable material should be used to install the product. O UPD GALVANIZED " Typical EPC End Post Cap Installation Typical PC Post Cap Installation Contact your Simpson representative for product availability, ordering information and lead times. Preservative pressure -treated and lire -retardant treated wood can be caustic to zinc coated (or galvanized) steel and can cause the metal to deteriorate. Galvanized connectors should not be placed in contact with treated wood unless the treated wood is adequately verified to be suitable for such contact. Some wood treatments may not accelerate metal deterioration. See the wood material supplier for specific recommendations. ZLYJAT/NG /PLE/I '� Ri Products are hot -dip galvanized after fabrication. (G185) 3 times the zinc of our standard (G60) Connectors are manufactured from Type 316L The coating weight increases with material galvanized products! Z -MAX meets all catalog stainless steel, and provide greater durability thickness. Hot -dip galvanizing is available for load specifications listed for the regular products against corrosion. Stainless steel nails should many products. These products require and all published building code reports. These be used with stainless steel products, and are .galvanized fasteners. products require galvanized fasteners. available from Simpson. 41 46 7%9­7 i—ii CAPS- s , 4 q x. �ii�,y i; t't`�tig4•• � 11 u� 9 CCOB. - e some mooels have additional bolt holes 1. Post sides are assumed to lie in the same vertical plane as the beam sides. 2. Loads may not be increased for short-term loading.' 3. Downloads are determined using Fcl equal to: 560 psi for glulam sizes and CC86, CC88 and CC106; 750 psi for 71k' ske; 625'psi for all others; reduce where end bearing value of post, UR of post, or other criteria are limiting. , 4. Uplift loads have been increased 33% and 60% for earthquake or wind loading; reduce for other loading conditions in accordance with the code. Uplift loads are limited by the beam shear capacity per 1997 NDS Section 3.4.5 except CC76, CC78, and CC96 through CC105. 5. ECC downloads assume a post of Wi x W2. i 6.Spliced conditions must be detailed by the specifier to transfer tension loads between spliced members by means other than the column cap. , 7.Uplift loads do not apply to splice conditions. The industry standard column -cap. Precision factory gang -punched holes speed installation on this product line. MATERIAL: CC31/4, CC44, CC46, CC64, CC66, CC68, CC6-7-'7 gauge; , all others -3 gauge T FINISH: Simpson gray paint; may be ordered HOG; CCO—no finish. INSTALLATION: • Use all specified fasteners. See General Notes. • Bolt holes shall be a minimum of 1/92' to a maximum of 1116" larger than the ' bolt diameter (per 1997 NDS, section 8.1.2.1.). OPTIONS:,- Straps may be rotated 90° where W1>W2 (see illustration). • For special, custom, or rough cut lumber sizes, provide dimensions. An +� optional W2 dimension may be specified with any column size given (note that the W2 dimension on straps rotated 90° is limited by the W1 dimension). • Column caps with W1, L, Hi, and hole schedules different from the table may ,be special ordered. Provide a drawing to ensure accuracy. •CCO/ECCO—Column cap only may be ordered for field -welding to pipe or other columns. No loads apply. CCO and ECCO dimensions are the same as CC/ECC. CCOB—Any two CCOs may be specified for back-to-back welding to create a cross beam connector. Use the table loads; the load is no greater than the lesser element employed. ECCU—For uplift at end conditions, see Technical Bulletin T-ECCUIP ECC—For end conditions, specify ECC. Uplift loads do not apply to the ECC. ECC9 and ECC10 use four beam bolts. CCC/CCT/ECCL—Crass Column Cap/T Column Cap/L Column Cap. 7 gauge stirrups may be welded to column cap sides. Uplift loads do not apply to side stirrups..ECCL has no uplift loads. To order, add the appropriate letters and ' dimensions to the model number in the table; see examples. . The fallowing criteria apply: 1.The side stirrup maximum allowable download cannot exceed 40% of the download in the table for the unmodified product, and cannot exceed 10,665 lbs. The sum of the loads cannot exceed the table load. The column width in the direction of the beam width must be the same as the beam width: W1. 2.Specify the stirrup height from the top of the cap. The minimum H2/H3 ' for the stirrup is 61/z' (31/2' for 44s). _ 3.The L dimension may vary depending on W3 or W4 Ordering examples: A CCC66 with W3 = 5112', H2 and H3 = 61/2' is a CC66 column cap with 51/2' beams on each side with all beam seats flush. An ECCLR66 with W3 = 39/16', H2 = 71/2" is an ECC66 end column cap with a 4x beam on the right side (specify L instead of R for left side stirrup) and stirrup seat 1' below the cap seat. CODES:•ICBO 1211; City of L.A. RR 22086. Dimensions w 1 e some mooels have additional bolt holes 1. Post sides are assumed to lie in the same vertical plane as the beam sides. 2. Loads may not be increased for short-term loading.' 3. Downloads are determined using Fcl equal to: 560 psi for glulam sizes and CC86, CC88 and CC106; 750 psi for 71k' ske; 625'psi for all others; reduce where end bearing value of post, UR of post, or other criteria are limiting. , 4. Uplift loads have been increased 33% and 60% for earthquake or wind loading; reduce for other loading conditions in accordance with the code. Uplift loads are limited by the beam shear capacity per 1997 NDS Section 3.4.5 except CC76, CC78, and CC96 through CC105. 5. ECC downloads assume a post of Wi x W2. i 6.Spliced conditions must be detailed by the specifier to transfer tension loads between spliced members by means other than the column cap. , 7.Uplift loads do not apply to splice conditions. The industry standard column -cap. Precision factory gang -punched holes speed installation on this product line. MATERIAL: CC31/4, CC44, CC46, CC64, CC66, CC68, CC6-7-'7 gauge; , all others -3 gauge T FINISH: Simpson gray paint; may be ordered HOG; CCO—no finish. INSTALLATION: • Use all specified fasteners. See General Notes. • Bolt holes shall be a minimum of 1/92' to a maximum of 1116" larger than the ' bolt diameter (per 1997 NDS, section 8.1.2.1.). OPTIONS:,- Straps may be rotated 90° where W1>W2 (see illustration). • For special, custom, or rough cut lumber sizes, provide dimensions. An +� optional W2 dimension may be specified with any column size given (note that the W2 dimension on straps rotated 90° is limited by the W1 dimension). • Column caps with W1, L, Hi, and hole schedules different from the table may ,be special ordered. Provide a drawing to ensure accuracy. •CCO/ECCO—Column cap only may be ordered for field -welding to pipe or other columns. No loads apply. CCO and ECCO dimensions are the same as CC/ECC. CCOB—Any two CCOs may be specified for back-to-back welding to create a cross beam connector. Use the table loads; the load is no greater than the lesser element employed. ECCU—For uplift at end conditions, see Technical Bulletin T-ECCUIP ECC—For end conditions, specify ECC. Uplift loads do not apply to the ECC. ECC9 and ECC10 use four beam bolts. CCC/CCT/ECCL—Crass Column Cap/T Column Cap/L Column Cap. 7 gauge stirrups may be welded to column cap sides. Uplift loads do not apply to side stirrups..ECCL has no uplift loads. To order, add the appropriate letters and ' dimensions to the model number in the table; see examples. . The fallowing criteria apply: 1.The side stirrup maximum allowable download cannot exceed 40% of the download in the table for the unmodified product, and cannot exceed 10,665 lbs. The sum of the loads cannot exceed the table load. The column width in the direction of the beam width must be the same as the beam width: W1. 2.Specify the stirrup height from the top of the cap. The minimum H2/H3 ' for the stirrup is 61/z' (31/2' for 44s). _ 3.The L dimension may vary depending on W3 or W4 Ordering examples: A CCC66 with W3 = 5112', H2 and H3 = 61/2' is a CC66 column cap with 51/2' beams on each side with all beam seats flush. An ECCLR66 with W3 = 39/16', H2 = 71/2" is an ECC66 end column cap with a 4x beam on the right side (specify L instead of R for left side stirrup) and stirrup seat 1' below the cap seat. CODES:•ICBO 1211; City of L.A. RR 22086. 42 f2 1 C�t't{i102.,AeJe, 41" ` &j L-4-! l� ,a.. A AA. U U P7 C7 0 W C a M U U r Dimensions Fasteners Allowable Loads Model No. W, Wz , CC L FECC H1 Beam Post Oty Dia (Ityl Dia Uplift Down CC (133) CC (160) CC (100) ECC (100) CC3 4 3y4 3% 11 7y 6y 4 % 2 % 3035 3170 19250 6125 CC3 -6 3y4 5y 11 7y 6y 4 % 2 .% 3035 3170 19250 9625 CC44 3% 3% 7 5y 4 2 % 2 % 1220 1465 15310 7655 CC46 3% 5y 11 8y 6y 4 % 2 % 2330 2800 24060 12030 CC48 3y 7/ 11 8y 6y, 4 % 2 % 2330 2800 24060 16405 CC5 -4 5y4 3% 13,,,9y2 8. 4 y44 2 1 y 6305 6690 37310 .10045 CC5 -6 5y4 `5y 13 9y 8 4 3; 2 1 35 6275 6690 37310 • 15785 CC5 -8 5y4 7y 13 9y 8 4'Y4 2 y44 6275 6690 37310 21525 CC64 5y 3% 11 7y 6y 4 % 2 % 3365 3660 37810 12030 CC66 5y 5y 11 7y 6y 4 % 2 % 3365 3660 37810 18905 CC68 5y 7y 11 9y 6y 4 % 2 % 3365 1 3660 37810 25780 CC6-7 5y 7y 11 9y 6y 4 % 2 % 3365 3660 37810 24060 CC7 -4 7y 3% 13 toy 8 4 y 2 3/, 6260 7510 68250 • 18375 CC7Yf6 ' 7y 5y 1 13 1 10y 8 4 3; 2 1 3y4 6320 7585 68250 28875 CC7y,-7y, 7y 7y 13 1 1Oy .8 4 3; 2 3/4 6320 7585 68250 36750 CC74 67/ 3% 13 10y 8 4 % 2 % 6270 7525 49140 13230 CC76 6�/ 5y 13 10y 8 4 y, 2 3; 6270 7525 49140 1 20790 CC77 61/ 67j 13, 10y 8 4 y4 2 3; 6270 7525 49140 1 25515 CC78 67/ 1 7y 13 10y 8' 4 y 2 y; 1 6270 7525 49140 28350 CC86 7y 5y 13 10y 8 4 �/4 2 y 6200 7440 54600 23100 CC88 7y 7y 13 1 10y 84 "34 2 X 6200 7440 54600 31500 CC96 8% Sy l;i 10i2 ti 4 ;a 2 6260 7515 63700 _ 26950 CC98 8/ 7y 13 10y 8. 4 y4 2 3; 6260• 751563700 36750 CC106 9y Sy I 13 Ti0y 8 '4 3; 2 j' 6260. 7515 69160 29260 42 f2 1 C�t't{i102.,AeJe, 41" ` &j L-4-! l� ,a.. A AA. U U P7 C7 0 W C a M U U r 5 0 0 V 0 U SIMPSON There are cost-enecuve anernatives Tor replacing column caps by using a combination of connectors. Here are some examples. Designer must specify the options equired. H3 For more information, request Form T -CC and the Product Worksheet. NOTE: The side cap will be welded flush with the top of the main cap. I Nl1 y J. H2 IR CCT44) Side stirrups are available in different depths. +–w,_ 6'k' MIN. H2 (314 FOR ECCL44) STIRRUP I-VV21LI�1' v CCC -......_. CCT ECCLL (for left), shown above. Order ECCLR for right condition N�" , , r� . ... slnstead of the :column caps consitl�er thes e�connneector combina�s `a Kt, ty iw_.i d� Yew icy �.ae� •.�� • � Order each '� �;::�;f,,. �� �-�� �;•_ connector E-1 NG �x CC and WD CC and GILT ECC and HW inb ueblyll uses bub screws to provide faster installation and maintain the wood cross section. The SDS screws provide for a lower profile compared to standard through bolts. MATERIAL: CC05, ECCQ5, CC07, ECC07-3 gauge; all others -7 gauge. FINISH: Simpson gray paint. + INSTALLATION: Fasteners provided. See General Notes. •Install Simpson's code -recognized SDS'/ax2'/2 wood screws, which are provided with the column cap. (Lag screws will not achieve the same load.) OPTIONS: Straps may be rotated. For end conditions, specify ECCQ. CODE: Submitted to IC80 10/99. CCOQ Model No. Dimensions I L W11 W2 H CCQ ECCQ No. of SDS''/s'x 21,z" Screws Beam Post Allowable Loads Uplift Down CCQ CCQ ECCQ CCQ I ECCQ (133) (160) 133/160 (100) (100) CCQ3.4SDS2.5 31/4 35/5, 11 81h 1 7 16 14 5680 5680 3695 14765 6125 CC03-6SDS2.5 31/4 51/2 11 8'h 7 16 14 5680 5680 3695 19250 9625 CCQ44SDS2.5 35/a:i35/1 11 81/2 7 16 14 5680 5680 4040 15315 i 7655 CC046SDS2.5 CC048SDS2.5 35/a 51/2 11 35.; 17!,z 11 81/2 7 8'/2 716 16 14 14 5955 7145 4040 5955 7145 e940 24065 12030 24065 :' 16405 CC05-4SOS2.5 CC05-6SDS2.5 511 35/a! 11 5114 51h 11 8'/2 7 8'/2 17 16 16 14 14 5680 i 5680 4040 6270 7245 , 5535 24215 31570 10045 15785 CC05 8SDS2.5 5'/ 7'h 11 8'/2 7 1 16 14 6270 7245 I 5535 31570 21525 CCO64SOS2.5 5- , 35.31 11 8';a 17 16 14 5680 5680 -740 25990 12030 ICCO66SOS2.5 5112 5112 11 8'/z ; 7 16 14 5955 7145 4040 37815: 18905 CC068SDS2.5 512; 71,12 11 8'/z 17 16 14 , 5955 7145 ' 740 37815 25780 1306-7.13SDS2.5 5' 21 7'i3 11 S1/z 17 16 14 5955 7145 =740 37815.24490 CC074SDS2.5 6- s 35; 11 8'i :7 16 14 5680 ! 5680 i _ :.0 31895 13230 CC076SDS2.5 6'. 5521 11 81i 7 16 1> 627017245 .35 41580 20790 1313077SDS2.5 67- 6z: j 11 8' z 17 16 1-1 6270 1 7245 = =.35 1 41,580 25515 CC078SOS25 6-=. 7:21_11 8'z 17 16 11 1 6211:7235 5=357! 11590 283501 '—mac %� Ir% �-? C -,.✓l rf-._ ].�, ,� . I LZ4 a, it c - n. a .. CC046SDS2.5 Typical Installation 1. Downloads are determined using Fc -L equal to: 560 psi for glulam sizes and. 625 psi for all others; reduce where end bearing value of post, UR of post, or other criteria are limiting. 2.Spliced conditions must be detailed by the specifier to transfer tension loads between spliced members by means other than the column cap. 3.Uplift loads do not apply to splice conditions, CCQ46SDS2.5 43 46 See Hanger tables on pages 47 to 53. See Hanger Options on pages 149 to 154 for hanger modifications, which may result in reduced loads. These hangers have the highest loads of any face mount hangers! All hangers in this series have double shear nailing. This patented innovation distributes the load through two points on each joist nail for greater strength. It also allows the use of fewer nails, faster installation, and the use of standard nails for all connections. (Do not bend or remove tabs) MATERIAL: See tables, pages 47 to 53. FINISH: Galvanized. Some products available in stainless steel or Z -MAX; see Corrosion -Resistance, page 5. INSTALLATION • Use all specified fasteners. See General Notes. • Nails must be driven at an angle through the joist or truss into the header to achieve the table loads. • Not designed for welded or nailer applications. • 16d sinkers (9 gauge x 31/4') may be used where 10d commons are a, L 10d commons or 16d sinkers (9 gauge x 31/4") may be used at 0.84 CODES: BOCA, ICBO, SBCCI Nos. of the table load.' v�. NER 209, NER 421; IC60 5619: + With 3x carrying members, use 16d x 21/2" nails into the header and 16d commons into the load breaking off (availableon Double Shear joist with no reduction. With 2x wsyn`x Nailing carrying members, use 10d x 11/2" nails into the header and 10d SI�MP�. O Side View = t s'f 335 OPTIONS: • LUS hangers cannot be modified. P 290 • HUS hangers available with the header flanges turned in for 335 2-2x (3'/e") and 4x only, with no load reduction. 3 See the HUSC Concealed Flange illustration. 758 • See Hanger Options, page 149. • 240 190 • Other sizes available; consult 205 L50 5 6-1od 1983 335 385 420 290 • i 360 L70 7 8-1Od 1983 I` I ''- .� A .' 4.1 i 555 380 LUS28 HLI 10 L90 (HUS26, HUS28, 10-10d and HHUS similar) speclfled with no reduction In load. Where 16d commons are specified, L 10d commons or 16d sinkers (9 gauge x 31/4") may be used at 0.84 CODES: BOCA, ICBO, SBCCI Nos. of the table load.' v�. NER 209, NER 421; IC60 5619: + With 3x carrying members, use 16d x 21/2" nails into the header and 16d commons into the load breaking off (availableon Double Shear joist with no reduction. With 2x wsyn`x Nailing carrying members, use 10d x 11/2" nails into the header and 10d SI�MP�. �sor+ Side View commons into the joist, reduce the load to 0.64 of the table value. 6-1Od s'f 335 OPTIONS: • LUS hangers cannot be modified. 415 290 • HUS hangers available with the header flanges turned in for 335 2-2x (3'/e") and 4x only, with no load reduction. 3 See the HUSC Concealed Flange illustration. 758 • See Hanger Options, page 149. 240 240 190 • Other sizes available; consult 205 L50 5 your Simpson representative. L Dome Double Shear CODES: BOCA, ICBO, SBCCI Nos. Pine Allowable Loads 1.2.3 Floor Snow Roof (100) (115) (125) Nailing prevents tabs NER 209, NER 421; IC60 5619: �. " breaking off (availableon City of L.A. RR 24949 and RR 25076; 185 some models) Dade County No. 00-0512.06. 160 SI�MP�. U.S. Patent 5,603,580 GA2 3Y. 6-1Od 1600 The GA Gusset Angles' embossed bend section provides added strength. L—Staggered nail pattern reduces the possibility for splitting. LS—Field-adjustable 0' to 1.35° angles. MATERIAL: L-16 gauge; GA and LS -18 gauge FINISH: Galvanized INSTALLATION: • Use all specified fasteners; see General Notes. • LS—field skewable; bend one time only. • Joist must be constrained against rotation (for example, with solid blocking) when using a single LS per connection. CODES: BOCA, ICBG, SBCCI NER-413, NER-443; ICBO 5357; City of L.A. RR 25119, RR 25149; Dade Co., FL 99-0713.05 (L70, LS50). jDoug-Fir-Larch/So. Model i No L Fasteners Down Avg Ult Pine Allowable Loads 1.2.3 Floor Snow Roof (100) (115) (125) Spruce -Pine -Fir Allowable Loads Floor Snow Roof (100) (115) (125) GAI 23. 4-1Od 612 185 1 185 185 160 160 160 GA2 3Y. 6-1Od 1600 335 i 385 415 290 335 335 L30 3 4-10d 758 220 240 240 190 205 205 L50 5 6-1od 1983 335 385 420 290 335 360 L70 7 8-1Od 1983 445 510 555 380 435 475 L90 9 10-10d 4667 555 640 695 480 550 600 LS30 3Y. 6-1Od 1933 335 385 420 290 335 360 LS50 47/s 8-1Od 2180 450 1520 560 390 450 485 LS70 6 Y, 10-10d 4233 560 ' 645 675 485 560 580 LS90 73/s , 12-1Od 32331 670 1 770 840 580 6701 730 r Ib LS50 Ln��n LS70 r y V, LS LS Typical LUS28 Installation Standard LUS28 installation use.148x3" (10d common) or .148x31/4" (16d sinker) nail SIMPSON Kms; � 6 •. 6 .4 r• r - . f HUSC HUS412 4x•8 Concealed Double Shear Nailing Top View U.S. Patent 4,480,941 Canada Patent 1,193,418 Flanges (not available for HHUS, HGUS and HUS2x) ~1'T OtrH G_A2) I / 0. •LAR { GA1 ADJUSTABLE FROM 0• TO 135' / BEND ONE TIME ONLY. SHIPPED AT 45• LS Top View 1. GA and L angles -loads are for condition F1 or F2; LS angles -loads are for condition Ft only. 2.GA1 and GA2 angles -loads for F2 are 220 and 335 lbs (100) and 280 and 415 lbs (125), respectively. 3. Roof loads are 125'1 of fluor loads unless limited by other criteria; floor loads may be adjusted for other load durations according to the code, provided they do not exceed those in the roof column. 4. Use a minimum lumber thickness of VY.'. For 11/a" lumber, use 0.81 of table load, except GA1 in F1 direction, use 185 lbs. 5. Nail the L angle's wider leg into the joist to ensure table loads and allow correct nailing (see illustration). Typical LS70 Installation Al n tie 1 3/iS I L90 LSO ?..�+?' .: Li0 u 6. � • L90 Typical GA Installation I�I�II f111iiI F2 Typical 1_50 Installation 0 U 0 N J SIMPSON See tables on page 102. See Hanger Options on pages 149 and 154 for hanger modifications, which may result in reduced loads. GLT and HGLT accommodate typical structural requirements for timber. 1 d glulam beams. Top flange depth allows installation on minimum 4x (4 edger (31/2' net): Funnel flanges allow easy installation of beams. GLS and HGLS are heavy glulam saddle hangers. Tested and code -listed seismic tie provisions are added to the GLS or HGLS—order GLST or HGLST. _ The seismic tie models use three extra 3/a bolts through each carried member and two 3/4 bolts through the supporting member. Bolt holes shall be a minimum of 1/32' to a maximum of 1/,e' larger than the bolt diameter (1997 NOS, sec. 8.1.2.1.). MATERIAL: See tables, page 102. FINISH: Simpson gray paint. Hot -dip galvanized available; specify HOG. INSTALLATION: • Use all specified fasteners. See General Notes. GLT/HGLT • All GLTs used with sawn timbers have a 12' L dimension. • Fasteners are included. • GLT may be attached to steel headers by 3/,s° x 21/2' fillet welds at each end of the header angle to obtain the tabulated loads. HGLT may be attached to steel headers by 1/4' x 21/2' fillet welds at each end of the header angle to obtain the lesser of the tabulated loads or 12,000 lbs. Uplift loads do not apply to this weld -on application. GLS/HGLS • N54A nails are included with the hangers. • Seismic Ties: the carried member bolts should be located in -the upper half of the 13/16 x 11/2" slotted holes. Standard washers must be used with all bolts. • Loads listed are per stirrup. ,TO ORDER: GLS/HGLS—Specify r H1 and H2 (see illustration). f OPTIONS: See Hanger Options page 154. CODE: ICBO 5117; City of L.A. RR 24947.,. . FFunnel Flanges . ease installation See Hanger Options on pages 149-154 for hanger modifications, which may result in reduced loads. This whole series has precision fabrication which offers dimensional accuracy, and the funnel flanges which aid installation. MATERIAL: See table. FINISH: Simpson gray paint. Hot -dip - galvanized available;. specify HOG. INSTALLATION: • Use all specified fasteners. See General Notes. OPTIONS: • See Hanger Options. • Special models are available without top flanges; see table loads. CODE: ICBO 5117; City of L.A: RR 24947. Model Top Flange Ga(W) Flange "112 LEG/MEG 3 2%- 5y 10 EG5 EG7 EG9 3 • 113, 13yz 15yz Model Top Flange Ga(W) Stirrup Top Width Flange Length GLT 3 2%- 5y 10 55f6 - 6'/ 12 HGLT 3 2/ - 8y,12 8'j 14 GLS 3 3y, 6 5y, 9 6/ 12 HGLS 3 5y, - 8/ 12 GLST 3 3y, 1 oy 5y, 12y 9/ 133; HGLST 3 5y, 12y 67/ 15333' 8j 1 GLST Installed with Glulam Beams (HGLST similar) When H dimension is less than 18", product is supplied with seismic straps. (fasteners included) LEG and MEG • 0 1 LJ m ul 1 u 1 luaus umess mmneu oy otner Criteria. Floor loads may be adjusted for other load durations according to the code, provided they do not exceed those in the roof column. f uk- 2.Allowable loads assume a carrying member of 5th'. 3. "Min H" is the minimum H dimension that may be specified: L -U EG with "H" dimension less than the face plate height. The EG's back plate is always 171/2", regardless of the stirrup height. In Dimensions Bolts Allowable Loads Joist or Purlin Model Stirrup P Header Joistg Down Without No Triangle Trion le Size No. Ga W Min TF Avg Tap Flange Theory Theory H Oty Dia pry Of Dll Floor Roof Floor ,Roof Floor Roof (100) (125) (100) (125) (100) (125) 3/ LAM LEG3 7 3y, 9 2y 4 3; 2 i 3a 51000 3465 ' ' 4330 12675 13215 11865 12730 ' LEGS 7 5y, 9 2y 4 Y. 2 X 51000 3465 4330 16290 16290 11865 12730 SX LAM MEG5 7 5y, 9 2y 6 3a 2 3a 61540 5170 6460 19710 19710 13570 14865 EG5 7 5y, 11 2y 8 1 2 1 82830 8870 11085 20895 21815 17095 19310 9 6Y, LAM LEG7 7 6�/ 9 2y 4 3; 1 2 ; / 51000 i 3465 4330 16290 16290 ; 11865 12730 MEG7 i 7 61/ 9 2y 6 3; 1 2 I 3; 61540 15170 1 6460 19710 19710 1 13570 14865 j EG7 .7 6/ 11 2y 8 1 2 1 82830 18870 11085 25320 258351 17095 19310 By, LAM EG9 7 8'/ 11 2y 8 1 2 1 82830 8870 11085 25320 25835 17095 19310 • 0 1 LJ m ul 1 u 1 luaus umess mmneu oy otner Criteria. Floor loads may be adjusted for other load durations according to the code, provided they do not exceed those in the roof column. f uk- 2.Allowable loads assume a carrying member of 5th'. 3. "Min H" is the minimum H dimension that may be specified: L -U EG with "H" dimension less than the face plate height. The EG's back plate is always 171/2", regardless of the stirrup height. In Joist or Madel Purlin Ga Size No. W Dimensions i Fasteners H B 1 TF Header Joist SIMPSON Down Allowable Loads Avg Uplift Uplift Floar Snow Root fur ,.....r i. r t -I ilio) tica) ! 7y MIN 5 2y 10-N54A 6-N54A 21417 1455 ; 1745 8165 8165 8165 HGLT3 7 3y, 7y MIN 6 2y 18-N54A 6-N54A 39083 1455 1745 11590 11755'11865 GLS3-5 7 3y, 8y MIN 5 5y, 6-N54A 6-N54A 44533 1455 1745 9790 ' 9965 1.10080 GLST3-5 ! 7 3y, 9 MIN 6y 5y, 6-N54A 6-N54A 44533 1455 , 1745 12465 i 12630 1 12740 GLS3-7 j 7 i 3y, 8y MIN 5 1 67j 6-N54A 6-N54A 44533 1455-1 1745 9840 j 10005 110115 ,GLST3-7 j 7 3y, 9 MIN 6y 67% 6-N54A 6-N54A 44533 1455 1745 12465 ; 12630 12740 3y LAM .GLS3 9 i7 3y, 8y MIN 5 8% 6-N54A 6-N54A 44533 1455 1745 9840 ; 10005 10115 GLST3-9 i 7 3y, 9 MIN .6y 87% 6-N54A 6-N54A 44533 1455 1745 12465 12630 12740 HW3.25 11 3y, 5 MIN 4 2y 4-10d 2-10d 18333 - ; - 5285 5285 ' 5285 HHB3 7 3y, 7y MIN 3 2y 10-N54A 6-N54A 19100 1455 1745 6105 j 6235 6235 !GB3 7 3y, 7y MIN 3y 2y. 14-N54A 6-N54A 26833 1455 1745 7215 7380 7490 HU3.25/12TF 12 3y, 12 2y 2y 16-16d 6-10d 13667 935 1125 4310 4335 4335 'HU3.25/16.5TF 12 3y, 16y 2y 2y 20-16d 8-10d 19500 1250 1500 4860 5275 5545 I LTS 7 5y, I 7y MIN 5 2y 10-N54A 6-N54A 21417 1455 1745 8165 8165 8165 GLT5 7 5y, 7y MIN 6 2y 18-N54A ; 6-N54A 39083 1455 1745 11930 1245512750 LS5-5 7 5y, 8y MIN 5 5y, 6-N54A 6-N54A 44533 1455 1745 13080 1308013080 LSTS 5 7 5y, ! 9 MIN 6y Sy, 6 N54A 6-N54A 44533 1455 1745 14685 14685 14685 GLS5-7 7 5y, 8y MIN 5 67j 6-N54A '' 6-N54A 44533 1455 1745 13080 13080 13080 GLST5-7 7 5y, j 9 MIN 6y 67% 6-N54A 1 6-N54A 44533 1455 1745 14685 14685 14685 5y LAM HGLSS 7 5y, 10y MIN 6 SPEC 14-N54A j 8-N54A 51333 1940 2330 16835 16835 16835 HGLSTS 7 5y, ( 10y MIN 6y SPEC 14-N54Aj 8 N54A 51333 1940 2330 16835 16835 16835 HW5.25 11 5y, 5 MIN 2y 2y 4-10d 2-10d 16783 - - 5285 5285 5285 HHBS 7 5y, 7y MIN 3 2y 10-N54A 6-N54A 19100 1455 1745 6105 6235 6235 G85 7 5y, j 7y MIN 3y 2y 14-N54A 6-N54A 26833 1455 1745 7370 7640 8005 HG65 7 Sy, 7y MIN 4 2y 14-N54A 6-N54A 30300 1455 1745 7885 8265 8520 HU5.25/12TF 12 5y, 12 2y 2y 16-16d 6-16d 13667 1105 1325 4310 4335 4335 HU5.25/16.5TF 12 5y, 16y 2y 2y 20-16d ; 8-16d 19500 1470 1765 4860 5275 5550 HHB7 7 6% 7y MIN 3 2y 10-N54A j 6-N54A 19100 1455 1745 6105 6235 6235 ,G67 7 6/ 7y MIN 3y 2y 14-N54A i 6-N54A 26833 1455 1745 7370 7750 8005 HGB7 7 67/ 1 7y MIN 4 2y 14-N54A 6-N54A 30300 1455 1745 7885 8265 8520 GLT7 7 6j I 7y MIN 5 2y 10 N54A I 6-N54A 21417 1455 1745 8165 8165 8165 HGLT7 7 6�j ; 7y MIN 6 2y 18-N54A ; 6-N54A V44533 1455 1745 11930 12455 12750 GLS7-7 7 67/ i 8y MIN 5 67% 6-N54A 6-N54A 1455 1745 14040 14040 14040 6/, LAM GLST7 7 7 6j 9 MIN 6y 6/ 6-N54A 6-N54A 1455 1745 14685 14685 14685 GLS7-9 7 67/ 8y MIN 5 8y, 6-N54A 6-N54A 1455 1745 14040 14040 14040 GLST7 9 7 6/ i 9 MIN6y 8% 6-N54A 6-N54A 1455 1745 14685 14685 14685 HGLS7 7 67/ ! 10y MIN 6 SPEC 14-N54A 8-N54A 51333 1940 2330 16835 16835 16835 HGLST7 7 6j toy MIN 6y SPEC 14-N54A 8-N54A 51333 1940 2330 16835 16835 16835 HGLT9 7 87% 7y MIN 6 2y 18-N54A 6-N9083 1455 1745 12750 12750 12750 &'/a �M HGLS9 7 8�/ 10y MIN 6 SPEC 14 N54A E&NAW51333 1333 1940 2330 16835 16835 16835 HGLST9 7 8/ 10y MIN 6y SPEC 14-N54A 1940 2330 16835 16835 i16835 1. N54A fasteners are supplied with hangers. 2. Roof loads are 125% of floor loads unless limited by other criteria. 3. Uplift loads have been increased 33% and 60% for earthquake or wind loading with no further increase allowed. Reduce by 33% and 60% for normal loading such as in cantilever construction. 4. GLT, HGLT, GLS, HGLS uplift loads only apply when "H" is 28" or less. S.Allowable loads for glulam sizes are based on 560 psi wood bearing. 6. Maximum allowable horizontal load for the GLST/HGLST is 13080 lbs (133) 102 and 14580 lbs (160). Load is horizontal across the supporting member and independent of vertical loads and includes a 33% and 60% increase for earthquake or wind loading with no further increase allowed. 7."Min H" is the minimum H dimension that may be specified. 8.GLS, GLST, HGLS and HGLST loads must be distributed evenly on each side of the header, as they are saddle -style hangers. 9.GLS, GLST, HGLS, HGLST fasteners listed are for one side only. Fasteners supplied are for both sides of the saddle. D, Z U 0 N z CD N s a U 0 0 U GLT3 7 3y, 1. N54A fasteners are supplied with hangers. 2. Roof loads are 125% of floor loads unless limited by other criteria. 3. Uplift loads have been increased 33% and 60% for earthquake or wind loading with no further increase allowed. Reduce by 33% and 60% for normal loading such as in cantilever construction. 4. GLT, HGLT, GLS, HGLS uplift loads only apply when "H" is 28" or less. S.Allowable loads for glulam sizes are based on 560 psi wood bearing. 6. Maximum allowable horizontal load for the GLST/HGLST is 13080 lbs (133) 102 and 14580 lbs (160). Load is horizontal across the supporting member and independent of vertical loads and includes a 33% and 60% increase for earthquake or wind loading with no further increase allowed. 7."Min H" is the minimum H dimension that may be specified. 8.GLS, GLST, HGLS and HGLST loads must be distributed evenly on each side of the header, as they are saddle -style hangers. 9.GLS, GLST, HGLS, HGLST fasteners listed are for one side only. Fasteners supplied are for both sides of the saddle. D, Z U 0 N z CD N s a U 0 0 U V TJ S -7i I The MSTC series has countersunk nail slots for a lower nailing pro- quantity of fasteners used. The LSTI light strap ties are suitable where gun -nailing file. Coined edges ensure safer handling. The RPS meets UBC and City of is necessary through diaphragm decking and wood chord open web trusses. Los Angeles code requirements for notching plates where plumbing, FINISH: HST—Simpson gray paint; PS—HDG; all others—galvanized. Some products heating or other pipes are placed in partitions. are available in stainless steel or Z -MAX; see Corrosion -Resistance, page 5. Install Strap Ties where plates or soles are cut, at wall intersections, INSTALLATION: Use all specified fasteners. See General Notes. and as ridge ties. LSTA and MSTA straps are engineered for use on 11/2' OPTIONS: Special sizes can be made to order. See also HCST. members. The 3" center -to -center nail spacing reduces the possibility of CODES: BOCA, ICBO, SBCCI NER-413, NER-443; ICBO 4935,5357; splitting. For the MST, this may be a problem on lumber narrower than Dade County. FL. 00-1023.05 (MSTA30, MSTA36, ST12. STI8. ST22): 31/2"; either fill every nail hole with 1 Odx1 1/2" nails or fill every other nail City of L.A. RR 25119, FIR 25149, RA 25281. hole with 16d commons. Reduce the allowable load based on the size and 1%--J, E_ vw--� — 1 23/."�— jlh'-► co N MSTI MST o o Vol (n P". o' o o' 4! O r] LSTI 130 U.9 - i ST U.S. Patent 4,367,973 7.1 �%'L-1 f— MSTAM36 LSTA and MSTA (pilot holes not shown) D C\1 C\1 ST9, ST1 2, ST18, ST22 o '.0 0 . 7o' I., 0 1 1 0 o�, __o 3 0:`0 ". .9'.'- : o 1/2 16tron 0 00.. 0 4�0`� 0: 0 0 MSTC28 7YWV W HST A ------------------- ------ ---- f 2W HST2and HST5 HST2 HST5 1'h 3' 'HST3 and HST6 HST3 HST6 Typical MSTI Installation (MIT hanger shown) LSTI similar I -W ST2115 Floor -to -Floor Tie Installation showing a Clear Span ti 0 L-1 SIMPSOM Model kNo. Ga Dimensions Fasteners (Total) Allowable Tension Loads W L Nails Floor (133) (1 6U) (100) RPS18 16 1 y, 18& 12-16d 810 1080 1295 RPS22 1 y, 22X, 16-10d 905 1205 1445 RPS28 1 y, 28X, 12-16d 810 1080 1295 LSTA9 20 1 Y. 9 8-10d 450 605 725 LSTA12 1 y, 12 10-10d 565 755 905 LSTA15 14 15 12-10d 680 905 1085 LSTA18 ly, 18 14-10d 790 1055 1265 LSTA21 ly, 21 16-10d 905 1205 1295 LSTA24 1 y, 24 18-10d 1015 1295 1295 ST292 2X. 9 12-16d 790 1055 1130 ST2122 2X. 12IX. 16-16d 1070 1425 1505 ST2115 4 16 10-16d 450 600 600 ST2215 2X, 16K,20 -16d 1270 1695 1695 LSTA30 18 14 30 22-1Od 1255 1670 1715 LSTA36 14 36 26-10' 1480 1715 1715 LST149 3y4 49 32-10dxly, 1455 1940 2330 LST173 3Y, 73 48-10dxly, 2185 2910 3495 MSTA9 14 9 8-10d 455 610 730 MSTA12 1y4 12 10-10d 570 760 910 MSTA15 14 15 12-10d 685 910 1095 MSTA18 1y4 18 14-1Od 800 1065 1275 MSTA21 14 21 16-10d 910 1215 1460 MSTA24 14 24 18-10d 1025 1370 1640 MSTA30 16 1y4 30 22-10d 1265 1685 2025 MSTA36 14 36 26-10d 1495 1995 2135 ST6215 2X 1 6?4r, 20-16d 1330 1775 2130 ST6224 2X, 23y, 28-16d 1890 2520 2630 ST9 1y4 9 8-16d 530 705 850 ST12 1 y, 11%.10-16d 665 885 1065 ST18 ST22 1y, 17y, 14-16d 900 1200 1200 14 21 y, 18-16d 1025 1370 1370 MSTC28 3 28Y4 36-16d sinkers 2070 2760 3310 MSTC40 3 4 OY4 52-16d sinkers 2990 3985 4740 MSTC52 3 52Y4 62-16d sinkers 3555 4740 4740 MSTC66 14 3 65/4 76-16d sinkers 4390 5855 5855 MSTC78 3 177y,76-16'sinkers 4390 5855 5855 ST6236 2y, 33' 40-16d 2575 3430 3430 FHA6 12 1% 6y. 8-16d 550 735 885 FHA9 1% 9 8-16d 550 735 885 FHAl2 1% 11 8-16d 550 735 885 FHA18 1% 17y. 8-16d 550 735 885 FHA24 1X 23> 8-16d 550 735 885 FHA30 1% 30 8-16d 550 735 885 MST126 2X 26 26-10dxly, 1130 1510 1810 MST136 2 36 36-10dxly2 1565 2090 2505 MSTI48 2 48 48-10dxiy 2135 2850 3420 MSTI60 2 60 60-10dxly, 1 2760 3680 4415 MSTI72 2X6 72 72-10dx1y, 1 3310 4415 4725 2%* END DISTANCE _ BEAM and STRAP Typical LSTA Installation (hanger not shown) BEAM and 6v STRAP z END DISTANCE'= Typical LSTA Installation (hanger not shown) Model Plate Notch No. Width RPS18 2x4 s 5y" �5hZ' 28 - i II r-RPS28 f—.(I RPS22 2x6 <- 5y' RPS22 RPS28 2x4 < 12" RPS28 (INCOMPLETE NAIL PATTERN SHOWN) RPS Typical RPS Installation t4L Clear Span Dimensions Fasteners (Total) Allowable Tension Loads (133) Model No. Da 18 I 16 TWL Nails Bolts Dty Dia Nails Flo (100) (133) PS218 and PS418 2/i'' 15: (100) Bolts5 (133) PS MST27 16 36-16d sinker PS720 3'/.• 1'h' Typical PS720 Installation Model Ga Dimensions Bolts No. W L Dly Dia PS218` 1 2 18 4 PS418` 7 1 4 18 4 PS720` 6y; 20 8 y I Floor -to -Floor Clear Span Table Model No. Clear Span Dimensions Fasteners (Total) Allowable Tension Loads (133) Model No. Da 18 I 16 TWL Nails Bolts Dty Dia Nails Flo (100) (133) —loo (160) (100) Bolts5 (133) (160) MST27 16 36-16d sinker 2& 27 30-16' 4 y2 207012760 2790 1295 1 1725 2070 MST37 12 i 2X 37y142-16' 6 y, 2860 3815 3815 1825 ! 2435 2920 MST48 ; 2;{ 48 46-16d 8 y 3345 ; 4460 4460 2225 12970 ' 3560 MST602 2285 16 22-16d 60 56-16d 10 4350 5800 5800 2670 3565 4275 MST72 10 2X, 72 56-16d 10 y,4350 5800 5800 2670 3565 4275 HST2 71 2y 21 y4 — 6 a — — — 3130 4175 5005 HST5 5 1 21y4 — 12 % — 1 — — 6385 8510 10210 HST3 1660 3 125 — 6 4 — — — 4645 6195 7435 HST6 3 6 125y ._=__j 12J 3; __� — _ 9350 12465 14955 Floor -to -Floor Clear Span Table Model No. Clear Span Fasteners (Total)._. Allowable Tension Load (133) (160) MSTC28 _ 18 I 16 12-16d sinker 16-16d sinker 920 1225 1105 1470 MSTC40 18 28-16d sinker 2145 2575 16 36-16d sinker 2455 2945 MSTC52 18 44-16d sinker 3375 4050 16 48-16d sinker 3680 4415 MSTC66 18 16 64-16d sinker 68-16d sinker 5035 5350 5855 5855 MSTC781 18 80-16d sinker 5855 16 80-16d sinker _5855 5855 5855 MST37 18 20-16d 1905 1 2285 16 22-16d 2100 2515 MST48 118 16 32-16d 34-16d 3135 3765 3330 4000 MST60 18 16 46-16d 48-16d 4785 5740 4990 5800 MST72 18 16 1 56-16d 56-16d 5800 5800 5800 5800 MSTI36 18 16 14-10dx11h 16-1Odx11/2 810 975 930 1115 MST148 18 1 26-1 Odx l 1/2 16 28-10dx1'/z 1545 1855 1660 1990 MST1601 1 18 16 38-1Odx11/2 40-10dx1112 2330 2455 2800 2945 MST172 18 16 152-10dx11h 50-10'x111/z 13190 3065 3680 13830 1. Loads have been increased 33% and 60% for earthquake or wind loading with no further increase allowed. Floor loads may not be increased for other load durations. 2.10dx1'h' nails may be substituted where 16d sinkers are specified at 0.80 of the table loads. 3. Iud commons may be substituted where 16d sinkers are specified at 100% of table loads. 4.16d sinkers (9 gauge x 3'/d) or 10d commons may be substituted where 16d commons are specified at 0.84 of the table loads. 5.Allowable bolt loads are based on parallel -to -grain loading and these minimum member thicknesses: MST -2'/2'; HST2 and HST5-4'; HST3 and HST6-4'/z'. 6. PS strap design loads must be determined by the building designer for each installation. Bolts are installed both perpendicular and parallel -to -grain. 1. use half of the nails at each member being connected to achieve the listed loads. 8. For lap splice details, refer to T-CMST. r�2 0-C zp'=Z�Gt3 n y P:-6/2 .tet ^a A rN — I's — 131 7 JE P , M2 -a. P�s :NTES: TS. -.THIS ADDITIONAL '. INFORMATION SHEET SHOWS ADDITIONAL... 6. LOT B AND LOT BI ARE TO. BE DEEDED TO GRAN MUTUAL. - MFORMATION, IS FOR ADDITIONAL INFORMATIONAL PURPOSES.'..,. WATER COMPANY AND THEY ARE. NOT'APPROVED RESIDENTIAL - ONLY, DESCRIBING CONDITIONS AT THE TIME OF FILING AND BUILDING SITES. Is NbffkTtNDED TO AFFECT"RECORD TITLE INTEREST. - 7. THERE IS A 50 FOOT. BUILDING'. SETBACK FROM THE 2. -:THERE SHALL BE A 10 FOOT RADIUS NO DEVELOPMENT- -49NE -CENTERLINES OF ALL"INTER10O."tTf,(eETS.- :-.-`AR0'.VND. ALL SIDALICIA RQBUSTA PLANT POPULATIONS-A1i6�:7 -5 F0Ot..'.RAlDIU$' 8. THERE IS. A 20 FOOT BUILDING: BACK FROM THE LAF Nq DEVELOPMENT AREA AROUND. ALL.F KEASTWOODIAE POPULATIONS. NO DEVELOPMENT S NORTHERLY RIGHT-OF.WAY.OF..'T, DSCAPING' SOIL MEaFJO DISRUPTION VEGETATION R ...... EASEMENTAXT WiE EN LOTS 5 8 6 MAX Of- -DECKS OWCONSTRUCTION OF: ANY KIND.- T - NT 9. THE 10' UTILITY 1S70. XJ D IN.ITS NATURAL STATE. AS 'T NATIVE LOTS 6.7,.S, fll*VVEtAIt L`4k TS"' ANA AND THE 15' UTILITY EASEMENT:' APPR a 9'SHALL BE. KEPT CLEAR.OF' 'OTHER TH T POPULATION MAY BE RELOCATED WITH S -AND.... CALIFORNIA DEPARTMENT OFFISH AND. GAME.- DEVELOPMENT UNLESS'.A PEAM[T.' ,-QPTAIN�D FROM GRAN MUTUAL WATER COMPANY...... - 3.- ON LOTS II THROUGH .20 SOIL CUTS AND FILLS OUTSIDE'OP-: THE BUILDING FOOTPRINT AREA SHALL-- BE LIMITED TO 3 FEET EAdk. THE DESIGN S'SHALL 'CONFORM. TO. T E . ATURAL ..OFTHE.BUILDING TOPOGRAPHY. OF EACH LOT TO MINIMIZE THE REQUIRED CUTS -*AND FILLS*.r', L -VEGETATION WILL BE RETAINED. IN THE NO DEVELOPMENT .,ARE' AS."IT',SHALL BE RETAINED ELSEWHERE ON THE PARCEL- WHERE FtASIOLDIAMETER,.AS MEASURED 9*.:,ALL TREES OVER 6 INCHES IN 2 FEET ABOVE GR - ADE, SHALL- BE RETAINED UNLESS THEY ARE. Dl$tASED.. OR REMOVAL IS NEEDED FOR ROAD PURPOSES OR HOME CONSTRUCTION. 5. CONSTRUCTION SITE PREPARATION AND SOIL DISRUPTION SHALL BE LIMITED 70'THE DRY SEASON, MAY THROUGH OCTOBER. H 0jr Y Paae i Q. C'v firQ) tvNOZ91,; MAW# AL ry % to c LL] 41 7MAtPH FA#4 &9, W- 0 . 0 f j Jell,, tl 4—A Y SIDALICIA PLA y J ff, ([CKE __,ltJ_r_TE C Vi E R JJ ' LOP 10' RADI S NO D' E V� JAENT AREA AROUND PLANTS - PE7 MAP _Y BOOK Q6 PC. 60-:-65 LOCATI¢N APPR()X".,l3A_ L PA011 P *A PATO pr 411 P,VORMIAL AVENUE 01-11CO, CALIFORNIA 95928 530-345-1161 rr t-EGEND CONTROL POIN-T C. 0 FOUND IMOINUI<MEWF AS DECRIHED EXIS-1-It',10 WA-FER VALVE _RTY LINE AtPPROXIMA'VE PROP't:, 'TOE ........ EXIS-TINCA _TOP i:::- t tj Q0 EXIST! G EDGE OF PAVE =TENT 0 OAK TREE r'CRUB OAK -TREE :> Dj--) DIGUE.P PItNIE Q� all Or) 14 p'— A i me�.&MAAAM e4WOL W V. 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O#� 1 ' Y` QO , t/\�i � L "" ✓ � I - ", v 0 J5 C> C) 3,� 1(a> Is,1-4 ?b IZof:z-. r ufp 0+1, \ � I0 0 \ ` # "7 a pfz- P20-1/ I C-1 F-- 4) ci CP #Z WAL4, s;-rups e- JG'loi/c- -FYF-. E PLI -E-z7 4- \/o tv GO D NN ROSE 411 NORMAL AVENUE CHICO, CALIFORNIA 95928 530-345-1161 -7 w, it I! I it + 11 10 01 M i1 suffe County fe 11 SCALE C) id V142 1 P e enCL9 II DATE -107 Eagle Wco/ CD-rilouf--r. c, DRAWN BY Cl)lcoo Califorlil'it) r::112— JOB NO. X 0 4-