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20006417 Permit Pkg 02112000CITY OF YELM BUILDING DEPT. Phone: (360) 458-8407 Fax: (360) 458-8417 N/ Name ~ /L~ '' A/'D ZA A ~~ tlT s /L~~ S ~ O Phone ( ) N E -L~ ~ ~/ ~ ~E' City State Zip Code R Address t Site Address (>v ~ ',~ / 7 F[-YY~ ~ / ~ ~'v P R Assessor's Parcel No. / Lot Size (sq. ff./acres) 0 F E Subdivision Block Lot it T Y OR Short Plat No. Existing Structures, if Building Hermit N ° 6 41 7 Date .-~ ' ~~ ~ ~ (Work must be started within 120 days) Block Name 5 /V a ~) ~ S Contact ~/~ /vA ~/ ~ Phone ( ) `l`~~ -~ ~ 7 Address f~(~~ ~X ~754~ City /~z-;'~l State ~j~ Zip Code 9~~~j'7 Yelm Bus. Lic. No. License No. ~/ (~ L Exp. 9 / /S/DN mod OFFICIAL USE ONLY Ilh Description of Work Q~ . ~/~ie Permit Type: I J ~ Sq. Ft. per floor: (1st) (2nd) Residential / Sign / Sewer Septic Approval No. Other Commercial City Water Private Well Private System Shoreline Permit Y N Heat: Electric Gas Other Sepa Exempt Y N ITEM BASIS FOR FEE FEE Floor Plan Y N Sets of Prints Z- Building Value Plumbing Permit # Other WA. ST. BC. Fee (4.50 -New Const. Only) Mechanical Permit # C 'L ~ J TOTAL FEE em/~ ~~ a /~ ! L7U Plan Check By Minimum distance of structure from property lines: ~ ~ ~m Issued By ~. o d R 1l~~ Finallnsp: ~V /~~/~ oo Front to of Side Side Rear Owner L & I Form Assessor Floor Plan and Permit Applicant's Affidavit: I certify that I have read and examined the information contained within the application and know the same to be true Submitted / / and correct. I also certify that the proposed structure is in conformity with all applicable City of Yelm regulations including those governing zoning and land subdivision, and in addition, all covenants, easements and restrictions of record. If applying as a contractor, I further certify that I am a currently registered contract in the State of Washington. Quarterly Reports Signature Date ~ %~ ~U(~ Assessor / / TRPC / / Firm: CITY OF YELM BUILDING DEPT. Phone: (360) 458-8407 Fax: (360) 458-8417 F'AI D MAR 1 3 2000 CITY OF YELM w Name ~/ /~ /JQ~ /V III) ~'/a~U ~~Qrl~lGi~I ~C V it D Phone ( ) N ~ State Zip Code E -'~.~ /Q~ ~ City R Address / Site Address r P „ n I of Size (sq ft /acres) R Assessor's Parcel No. ,~/ 7~ C,l/laL~ A_ci c~ V P E Subdivision R T v OR Shorf Plat No. Existing Structures, if Block Name ~c ~~ ~~ / f i ~.p/7,S 1 /) Contact ~~h~ ,F~( Phone ~ ) yJ d^ ~ ~o! / / ~~( /~ f} 02 City fLvr-~ State (~~ Zip Code 9 Address ~~ , License No. Exp. Yelm Bus. Lic. No. - 0(' / d / ~ Description of Work ~~ ~j/U/1^r,~~ .4~ i ~ d OFFICIAL USE ONLY Permit Type: Sq. Ft. per floor: (1st) (2nd) Residential Sign / Approval No. Sewer Septic Other Commercial Private System City Water Private Well Shoreline Permit Y N Heat: Electric Gas Other Sepa Exempt Y N ITEM BASIS FOR FEE FEE Floor Plan Y N Building Value `~ 3 Sets of Prints Other Plumbing Permit # JJ U ~j WA. ST. BC. Fee (4.50 -New Const. Only) ~ Mechanical Permit # S~ TOTAL FEE ~ / / Plan Check By ~~~y ~~[ /'t/~ /// Minimum distance of structure from property lines: / + Issued By ~-' Front to of Road Finallnsp: / / Side Side Rear Owner L & I Form Applicant's Affidavit: I certify that I have read and examined the information contained within the application and know the same to be true and correct. I also certify that the proposed structure is in conformity with all applicable City of Yelm regulations including those governing zoning and land subdivision, and in addition, all covenants, easements and restrictions of record. If applying as a contractor, I further certify that I am a currently registered contract in the State of Washington. Assessor Floor Plan and Permit Submitted / / uarterly Reports /L, Date ~ - f ~j- U~ Signature - Assessor / / /'~ TRPC / / Firm: ~ (lil.-C./ Lot Building Permit N ° 6 41 4 Date ~ ~~ ~ (Work must be st rte within 120 days) / ~ ~3~ Block ~~~ ~o~' CIN OF YELM N, P~~ °fT~ PLUMBING PEkMIT ., P.O. Box 479 Separate application for each structure Yelm, Washington 98597 ~ ~i ~i~,, TeleOphone (360) 458-32/4~4 /~ Date ~ ~ ^^^^ Const. Address O 0 a ~/EL ~-'r /q / E (,~ ~ ~ Occupancy /Y " ~~~S~k~^ ~'`~ f Owner ~//,t/iF /nn Zia ~~t-~ ~n o~~P~a7/r! fl V i 1e+i.t,~1 Address r~(P1/ . ~i S~ /~/ r S~ h n Contractor~2~ ~ ~u ~ ~~~l,~S Address ~y OX /~FlZ Phone " 5 Z. 7 State Contrs. No. ~+r~lL~~1~~~ Building Permit Number ~ `~~~~ ITEM FEE 61UANTITY FEE Toilets . !9 ~ •~ Urinals / ~ Lavatory J , U ~ Bath Tubs Shower Baths Kitchen Sink ,Dl~ 7,0 Disposal Units Dish Washers . U!~ / ~ Drinking Fountains Laundry Tub Automatic Laundry Equip. Catch Basin Floor Drains ~ ~ Floor Sink Hot Water Tanks Misc. Misc. Permit Fee , ~( TOTAL ENCLOSED FEE I~/ ~(~ I hereby make application for a Plumbing permit and certify that our firm is registered as a contractor with the State of Washington and City of Yelm and that work shall be performed in accordance with all Codes and Ordinances~o~f Ci(t)y~oQf,Yelm. (~,~ Firm ~ ~ ~ ~() W~v`'~'ur- 'T -~C.i Signature,) }~~'~. ~ ~/~-'' - No work shall be performed prior to receipt of validated permit. Call (360) 458-8407 for inspection. FOR CITY OF YELM USE ONLY Recd by Date Permit # CONTRACTOR'S AFFIDAVIT J'°~T~~ CITY OF YELM MECHANICAL F~RMIT ~ ~~j~ i P.O. Box 479 Separate application for each structure NO ~ Yelm, Washington 98597 / Telephone (360) 458-3244 Date ~/~ .(~ ~y~~~ ~ ~ ~ l~ - 3 ~a~ ~~ u~. ,..~ AR 1 3 2000 Const. A~dtdress M I L ~ / 1 . Occupancy ~/ Owner Al U.J/1 /~A21,~ ~1 n/ D ~t4 /~~ ~~/Pi-~6+ C~ USG (MCOAddress ~/~!/ ~S 4` /~df s~ /~~ n Contractor ~ ~ rQa(~Jc~P/l...S / Address ~l~ ~ ~x / ~ Phone I State Contrs. No.~/~~/~~ 7E ~}~jZ~~ Building Permit Number ~o~/~ ^ Hot Air Furnaces ^ Under 100,000 BTU Fee S ^ Over 100,000 BTU Fee S ^ Under 100,000 Fee S ^ 100,001 - 500,000 Fee S ^ Hot Water or ^ 500,001 - 1,000,000 Fee $ Steam Boiler ^ 1,000,001 - 1, 750,000 Fee S ^ Over 1,750,000 Fee S ^ Air Handling Units ^ Under 10,000 CFM Fee S ^ Over 10,000 CFM Evaporator Coolers (Not portable) Fee S Fee S ^ Repairs or alterations to any of the above Fee S / ~ Vent or Vent Fan (not covered by other perm it) Fee S ^ Exhaust Hood Fee $ ^ Incinerators D Domestic Fee S ^ Commercial Fee S ^ Other Appliances (list) Fee $ ^ Other mechanical Installations (list) By Value Permit Fee Permit ~ Gas ^ Oil ^ Electric ^ Others CONTRACTOR'S AFFIDAVIT I hereby make application for a Mechanical permit and certify that our firm is registered as a contractor with the State of Washington and City of Yelm and that work shall be performed in accordance with all Codes and (Ordinances of City of Yelm. Firm ~ `~ ~T ~-l.~ Signature I ~ d~+"l~ ~~ No work shall be performed prior to receipt of validated permit. Call (360) 458-8407 for inspection. FOR CITY OF YELM USE ONLY Recd by Date Permit # TOTAL ENCLOSED FEE ~~, ~S CITY OF YELM BUILDING PERMIT APPLICATION YELM BUILDING DEPARTMENT (360) 458-8407 No permits will be issued after 4 n.m. Project Type Commercial Residential Permits Requested Building ~ Mechanical Project Address Project Plumbing ~ Sewer Zoning ~-/ Lot# Block ~~a-/ Sign: New Replace Reface Parcel# ~/~2 5~/ ~Oc~o© Subdivision Description L a Building Area (Sq. Ft.) Floor: Basement lst ~,7,,j~ s~= Garage Deck Patio Heating Gas ~ Electric Number of Buildings / ^^Units Owner ~}y~w-9. yut~rlP w I'~QdA / G~r,r,~~.J7~ lk lA1GO Address o2,(o If 35 ~~ W-Ue Sh General Q:~~ ~ W Contractor ll~~ ~ u.. < <?l'S T L Address ~,,~01G 138 ~ Contractor' s Lic # ,~~Q ~ ~ ~ 0~3G l~ Architect ~ P~f'~nJ h o~~ ~ A SSo c•i r8- reS Address 0 ~ ~0 ~ Engineer nn ~ o ~Q. Address ~~o'~ ~r~~tl/ • ~c Est . Value 300, o-oo, v-a 2nd 3rd Carport Sign Face Bedrooms Bathrooms Phone City p_ V /T~ St fy~_ / ~ Q~ ~ /7~ Zip l~L }Phone ~} S~ -- 3 x ? ~ Phone City yP/r~.t St ~ ~ Zip 9~sr~ Yelm Bus . Lic # 9~ 'dO3~Sb• o Phone o'Z3"3 -,Z ~} - oz t' y City I ~. LOS St ~_ Zip ~~ Phone o2s3 -~7y• az yY City 4--~-~ StL ~ >~ _ Zip ~ Q Plumbin Contractor W µi. L O Phon~e~ ~5~ - 7D /7 Address D 5 city-~--- st ~ zip ~7 Contractor~~~~,~ l t `1 I/I~Oy~ ~I Pb ~ Phone ~=' ~D/SJ Address ~3~~ c, G /'e~~. ST vV ~' city ~ St ~uAQ zip 1 Copy of City mitigation documentation. (TIA) Copy of mitigation agreement with Yelm Community Schools, if applicable to your project. I hereby certify that the above information is correct and that the construction on, and the occupancy and the use of the above described property will be in accordance with the laws, rules and regulations of the State of Washington and the City of Yelm. cant'~ignature ~ -- 2 7- od Date Plea see additional information on the reverse side. Cantilever Roof Beam(97 UBC (91 NDS)1 Ver. v4052912 By: A. Helge Dordal, P.E. , 702 Broadway, Tacoma Wa 98402 on: 01-26-2000 Project: 98JRSP2 -Location: ROOF BEAM @ LOUNGE W/ I-IVAC Summary: - 6.75 IN x 24.00 IN x 37.5 FT / 24F-V4 -VISUALLY GRADED WESTERN SPS -Dry Use Section Adequate By: 22.7% Controlling Factor: Moment of Inertia /Depth Required 22.42 In Deflections: Cant Tip 1 Live Load: Cant Tip 1 Total Load: Interior Span Live Load: Interior Span Totgl Load: End Reactions: Left End Total Load Reactions: Right End Total Load Reactions: Dead Load Uplift F.S.: Bearing Length Bearing Length Regd.: Bearing Length Regd.: Beam Data: Span: Maximum Unbraced Span: Pitch Of Roof: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Beam Loading: Live Load: Dead Load: Beam Self Weight: Cantilever End One: End Span: Tributarv_ Width: Interior Span: Tributarv Width: Point Live Load: Point Dead Load: Location: Beam Uniform Loading Summary: End One: Dead Load: End One: Live Load: Interior Span: Dead Load: Interior Span: Live Load: Properties For:24F-V4- VISUALLY GRADED WESTERN SPS Bending Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Bending Stress of Comp. Face in Tension: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd=1.15 Cv~.87 Fb' (Compression Face in Tension (End I1): Adjustment Factors: Cd=1.15 CI=1.00 Fv': Adjustment Factors: Cd=1.15 Design Requirements: Maximum Moment: 16.5 Ft From Left Support (End 1) Critical M created by combining all dead loads and Maximum Shear: At Interior Span Edge of Left Support (End 1) Critical V created by combining all dead loads and Comparisons With Required Sections: Section Modulus: Area: Moment of Inertia: w live loads. w and wl live loads. LLD1= -0.25 IN TLD1= -0.45 IN LLD= 0.75 IN = 0543 TLD= 1.38 II~1= IJ295 Rlmax= 12961 LB Rlmin= 0 LB R2max= 10678 LB R2min= 0 LB FS= 1.5 BL1= 2.95 IN BL2= 2.43 IN L= 34.0 FT Lu= 0.0 FT RP= 0.00 : l2 U 360 L 240 LL= 25 PSF DL= 15 PSF BSW= 39 PLF CS1= 3.5 FT TW1= 14.0 FT TW= 14.0 FT PL= 0 LB PD= 1100 LB X= 16.5 FT wD1= 249 PLF wL1= 350 PLF wD= 249 PLF wL= 350 PLF Fb= 2400 PSI Fv-- 190 PSI E~= 1800000 PSI E~= 1600000 PSI Fc peril= 650 PSI Fb_cpr 1200 PSI Fb`= 2388 PSI Fb'1= 1376 PSI Fv'= 219 PSI M= 95090 FT-LB V= 10864 LB Sreq= 477.8 IN3 S= 648.0 II~I3 Areq= 74.6 IN2 A= 162.0 IN2 Ireq= 6335.2 IN4 I= 7776.0 IN4 ~~sY~; ta; ZOo Z -a.,e a--_..._.,.n~ .~..a ~' Z -7-' 7,poo Cantilever Roof Beam[ 97 UBC (91 NDS) ] Ver. v4052912 By: A. Helge Dordal, P.E. , 702 Broadway, Tacoma Wa 98402 on: 01-26-2000 24F-V4 /VISUALLY GRADED WESTERN SPS / Glulam Project: 98JRSP2 -Location: ROOF BEAM @ LOUNGE W/ HVAC PD= 1100 LB na, 16.5 Ft wLl= wD 1= R 1 min= 0 LB R 1 max= 12961 LB R2min= 0 LB R2max= 10678 LB Multi-Loaded Beams 97 UBC (91 NDS) ~ Ver. v4052912 By: A. Helge Dordal, P.E. , 702 Broadway, Tacoma Wa 98402 on: 01-26-2000 Project: 98JRSP2 -Location: Rafter @ lounge w/ hvac unit Summan•: (2) 1.50 IN x 11.25 IIV x 14.0 FT / #2 -DOUGLAS FIR-LARCH -Dry Use Section Adequate By: 81.0% Controlling Factor: Section Modulus /Depth Required 8.36 In Deflections: Dead Load: DLD= 0.08 W Live Load: LLD= 0.08 IN = 02206 Total Load: TLD= 0.16 IN = 01049 End Reactions(Left Side): Live Load: RL1= 351 LB Dead Load: RD1= 320 LB Total Load: RT1= 671 LB End Reactions(Rig}tt Side): Live Load: RL2= 353 LB Dead Load: RD2= 583 LB Total Load: RT2= 936 LB Bearing Length Regd.(Left) : BL1= 0.36 IN Bearing Length Regd.(Right): BL2= 0.50 III! Beam Data: Span: L= 14.0 FT Maximum Unbraced Span: Lu= 0.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Uniform Load: Live Load: wL= 50 PLF Dead Load: wD= 30 PLF Beam Self Weight: BSW= 8 PLF Total Load: wT= 88 PLF Uniform Load (Partially Distributed): Live Load: wL PD= 1 PLF Dead Load: wD PD= 92 PLF Total Load: wT PD= 93 PLF Load Start: A= 10.0 FT Load End: B= 14.0 FT Load Length: C= 4.0 FT Properties For: #2- DOUGLAS FII2-LARCH Bending Stress: Fb= 875 PSI Shear Stress: Fv= 95 PSI Modulus of Elasticity: E= 1600000 PSI Stress Perpendicular to Grain: Fc~et~ 625 PSI Adjusted Properties: Fb' (Tension): Fb'= 875 PSI Adjustment Factors: Cd=1.00 Cf=1.00 Fv': Fv'= 95 PSI Adjustment Factors: Cd=1.00 Design Requirements: Maximum Moment: M= 2549 FT-LB 7.603 FT From Left Support Shear (na, d from beam end): V= 766 LB Comparisons With Required Sections: Section Modulus: Sreq= 35.0 IN3 S= 63.2 IIV3 Area: Areq= 12.2 IIV2 A= 33.7 IIV2 Moment of Inertia: Ireq= 81.5 IN4 I= 355.9 IN4 Muhi-Loaded Beam[ 97 UBC (91 NDS) ] Ver. v4052912 By: A. Helge Dordal, P.E. , 702 Broadway, Tacoma Wa 98402 on: 01-26-2000 #2 /DOUGLAS FIR-LARCH /Dimensional Lumber Project: 98JRSP2 -Location: Rafter @ lounge w/ hvac unit RL1= 351 LB RL2= 353 LB RD1= 320 LB RD2= 583 LB RT1= 671 LB RT2= 936 LB Cantilever Roof Beams 97 UBC (91 NDS) ~ Ver. v4052912 By: A. Helge Dordal, P.E. , 702 Broadway, Tacoma Wa 98402 on: 01-26-2000 Project: 98JRSP2 -Location: ROOF BEAM @ LOUNGE Summary: 6.75 IN x 24.00 IN x 37.5 FT / 24F-V4 -VISUALLY GRADED WESTERN SPS - Drv Use Section Adequate By: 33.4% Controlling Factor: Moment of Inertia /Depth Required 21.80 in Deflections: Cant Tip 1 Live Load: LLD1= Cant Tip 1 Total Load: TLD1= interior Span Live Load: LLD= Interior Span Total Load: TLS End Reactions: Left End Total Load Reactions: Rlmax= Right End Total Load Reactions: Dead Load Uplift F.S.: Bearing Length Bearing Length Regd.: Bearing Length Regd.: Beam Data: Span: Maximum Unbraced Span: Pitch Of Roof: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Beam Loading: Live Load: Dead Load: Beam Self Weight: Cantilever End One: End Span: Tributary Width: Interior Span: Tributary Width: Beam Uniform Loading Summary: End One: Dead Load: End One: Live Load: Interior Span: Dead Load: Interior Span: Live Load: Properties For: 24F-V4- VISUALLY GRADED WESTERN SPS Bending Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Bending Stress of Comp. Face in Tension: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd=1.15 Cv~.87 Fb' (Compression Face in Tension fEnd 1~): Adjustment Factors: Cd=1.15 C1=1.00 Fv': Adiustment Factors: Cd=1.15 Design Requirements: Maximum Moment: 17.075 Ft From Left Support (End 1) Critical M created by combining all dead loads and Maximum Shear: At Interior Span Edge of Left Support (End 1) Critical V created by combining all dead loads and Comparisons With Required Sections: Section Modulus: Area: Moment of Inertia: w live loads. w and wl live loads. Rlmin= R2max= R2min= FS= -0.25 IN -0.42 IN 0.75 IN = 0543 1.27 IN = U320 12395 LB 0 LB 10144 LB 0 LB 1.5 BL1= 2.83 IN BL2= 2.31 IN L= 34.0 FT Lu= 0.0 FT RP= 0.00 : 12 U 360 U 240 LL= 25 PSF DL= 15 PSF BSW= 39 PLF CS1= 3.5 FT TW 1= 14.0 FT TW= 14.0 FT wD1= 249 PLF wL1= 350 PLF wD= 249 PLF wL= 350 PLF Fb= 2400 PSI Fv= 190 PSI Ex= 1800000 PSI E~= 1600000 PSI Fc peril= 650 PSI Fb_cpr- 1200 PSI Fb'= 2388 PSI Fb'1= 1376 PSI Fv`= 219 PSI M= 85848 FT-LB V= 10297 LB Sreq= 431.4 IN3 S= 648.0 IN3 Areq= 70.7 IN2 A= 162.0 IN2 Ireq= 5827.2 IN4 I= 7776.0 IN4 Cantilever Roof Beam[ 97 UBC (91 NDS)) Ver. v4052912 By: A Helge Dordal, P.E. , 702 Broadway, Tacoma Wa 98402 on: 01-26-2000 24F-V4 /VISUALLY GRADED WESTERN SPS / Glulam Project: 98JRSP2 -Location: ROOF BEAM @ LOUNGE wLl= wD1= R 1 min= 0 LB R 1 max= 12395 LB R2min= 0 LB R2max= 10144 LB Multi-Loaded Beam( 97 UBC (91 NDS) ~ Ver. v4052912 By: A. Helge Dordal, P.E. , 702 Broadway, Tacoma Wa 98402 on: 01-26-2000 Protect: 98JRSP2 - Location: 8 'ROOF RAFTER W/ DRIFT' LOAD Summary: 1.50 IN x 5.50 IN x 8.0 FT / #1 -DOUGLAS FIR-LARCH -Dry Use Section Adequate By: 11.1% Controlling Factor: Section Modulus /Depth Required 5.22 In Deflections: Dead Load: DLD= 0.11 IIV Live Load: LLD= 0.13 IN = U728 Total Load: TLD= 0.24 IN = 0398 End Reactions(Left Side): Live Load: RL1= 225 LB Dead Load: RD1= 168 LB Total Load: RT1= 393 LB End Reactions(Right Side): Live Load: RL2= 179 LB Dead Load: RD2= 168 LB Total Load: RT2= 347 LB Bearing Length Regd.(Left) : BL1= 0.42 IN Bearing Length Regd.(Right): BL2= 0.37 IN Beam Data: Span: L= 8.0 FT Maximum Unbraced Span: Lu= 8.0 FT Live Load Duration Factor: Cd= I.15 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Uniform Load: Live Load: wL= 33 PLF Dead Load: wD= 40 PLF Beam Self Weight: BSW= 2 PLF Total Load: wT= 75 PLF Triangular Load (Max. @ Left): Live Load: wL TL= 35 PLF Dead Load: wD TL= 0 PLF Total Load: wT TL= 35 PLF Properties For: #l-DOUGLAS FIR-LARCH _ Bending Stress: Fb= 1000 PSI Shear Stress: Fv= 95 PSI Modulus of Elasticity: E= 1700000 PSI Stress Perpendicular to Grain: Fc~erp= 625 PSI Adjusted Properties: Fb' (Tension): Fb~ 1307 PSI Adjustment Factors: Cd=1.15 C1~.87 Cf=1.30 Fv': Fv'= 109 PSI Adjustment Factors: Cd=1.15 Design Requirements: Maximum Moment: M= 741 FT-LB 3.877 FT From Left Support Shear ((~ d from beam end): V= 343 LB Comparisons With Required Sections: Section Modulus: Sreq= 6.9 W3 S= 7.5 IN3 Area: Areq= 4.8 IN2 A= 8.2 IlV2 Moment of Inertia: Ireq= 12.6 W4 I= 20.7 IN4 -- _ i ~~: nisi __O `~ .~-- ~ , Z7 ~ ZDOo Muhi-Loaded Beam[ 97 UBC (91 NDS) ] Ver. v4052912 By: A. Helge Dordal, P.E. , 702 Broadway, Tacoma Wa 98402 on: 01-26-2000 wL 1'L= 35 PLF # 1 /DOUGLAS FIR-LARCH /Dimensional Lumber wD_TL= 0 PLF Project: 98JRSP2 - Location: 8 'ROOF RAFTER W/ DRIFT' LOAD RL1= 225 LB RL2= 179 LB RD1= 168 LB RD2= 168 LB RT1= 393 LB RT2= 347 LB Multi-Loaded Beam(97 UBC (91 NDS) ~ Ver. v4052912 By: A. Helge Dordal, P.E. , 702 Broadway, Tacoma Wa 98402 on: 01-26-2000 Project: 98JRSP2 -Location: ROOF BEAM @ SUNROOM Summary: 5.125 IN x 12.00 III x 12.0 FT / 24F-V4 -VISUALLY GRADED WESTERN SPS -Dry Use Section Adequate By: 230.0% Controlling Factor: Section Modulus /Depth Required 7;48 In Deflections: Dead Load: DLD= 0.08 IN Live Load: LLD= 0.07 IN = 02080 Total Load: TLD= 0.15 IN = 0992 End Reactions(Left Side): Live Load: RL1= 1183 LB Dead Load: RDI= 1297 LB Total Load: RT1= 2480 LB End Reactions(Right Side): Live Load: RL2= 1183 LB Dead Load: RD2= 1297 LB Total Load: RT2= 2480 LB Bearing Length Regd.(Left) : BL1= 0.74 IN Bearing Length Regd.(Right): BL2= 0.74 IN Camber Regd.: C= 0.1 I IN Beam Data: Span: L= 12.0 FT Maximum Unbraced Span: Lu= 1.33 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Camber Adjustment Factor: CAF= 1.5 X DLD Uniform Load: Live Load: wL= 197 PLF Dead Load: wD= 201 PLF Beam Self Weight: BSW= 15 PLF Total Load: wT= 413 PLF Properties For: 24F-V4- VISUALLY GRADED WESTERN SPS Bending Stress: Fb= 2400 PSI Shear Stress: Fv= 190 PS[ Modulus of Elasticity: Ex= 1800000 PSI Ey= 1600000 PSI Stress Perpendicular to Grain: Fc~erp= 650 PSI Adjusted Properties: Fb' (Tension): Fb~ 2395 PSI Adjustment Factors: Cd=1.00 C1=1.00 Fv': Fv'= 190 PSI Adjustment Factors: Cd=1.00 Design Requirements: Maximum Moment: M= 7440 FT-LB 6.0 FT From Left Support Shear (n d from beam end): V= 2067 LB Comparisons Witl'i'Required Sections: Section Modulus: Sreq= 37.3 IN3 S= 123.0 IN3 Area: Areq= 16.4 IN2 A= 61.5 IN2 Moment of Inertia: Ireq= 178.6 1N4 I= 73 8.0 IN4 Muhi-Loaded Beam[ 97 UBC (91 NDS) ] Ver. v4052912 By: A Helge Dordal, P.E. , 702 Broadway, Tacoma Wa 98402 on: 01-26-2000 24F-V4 /VISUALLY GRADED WESTERN SPS / Glulam Project: 98JRSP2 -Location: ROOF BEAM @ SUNROOM wL = 197 PLF wD = 201 PLF RL1= 1183 LB RD1= ]297 LB RT1= 2480 LB Ft RL2= 11183 LB RD2= 1297 LB RT2= 2480 LB Roof Rafters 97 UBC (91 NDS) ~ Ver. v4052912 By: A. He1Qe Dordal, P.E. , 702 Broadway, Tacoma Wa 98402 on: 01-26-2000 Project: 98JRSP2 -Location: RAFTERS ~ LOUNGE ROOF Summary: y I.50 1N x 11.25 II~1 x 14.0 FT tea, 24.00 O.C. / #2 -DOUGLAS FIR-LARCH -Dry Use Section Adequate By: 55.7% Controlling Factor: Section Modulus /Depth Required 9.02 In Deflections: ' Dead Load: DLD= 0.09 IN Live Load: LLD= 0.15 IN = 01107 Total Load: TLD= 0.24 IN = 0692 Rafter End Loads and Reactions: LOADS: RXNS: Upper Live Load: 175 PLF 350 LB Upper Dead Load: 105 PLF 210 LB Upper Total Load: 280 PLF 560 LB Lower Live Load: 175 PLF 350 LB Lower Dead Load: 105 PLF 210 LB Lower Total Load: 280 PLF 560 LB Upper Equiv. Tributary Width: UTWeq= 7.0 FT Lower Equiv. Tributary Width: LTWeq= 7.0 FT Rafter Data: Interior Span: L= 14.0 FT Cantilever Span: CS1= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Rafter Spacing: SPC= 24.00 IN O.C. Rafter Loads: Roof Live Load: LL= 25 PSF Roof Dead Load: DL= 15 PSF Rafter Pitch: RP= 0.00 : 12 Rafter Unbraced Length: Lu= 0.0 FT Roof Duration Factor: Cd= 1.15 Slope Adjusted Spans And Loads: Interior Span: Ladj= 14.0 FT Cantilever Span: CSladj= 0.0 FT Rafter Live Load: wL= 50 PLF Rafter Dead Load: wD= 30 PLF Rafter Total Load: wT= 80 PLF Properties For: #2- DOUGLAS FIR-LARCH Bending Stress: Fb= 875 PSI Shear Stress: F~= 9~ PSI Modulus of Elasticity: E= 1600000 PSI Stress Perpendicular to Grain: Fc~erp= 625 PSI Adjusted Properties Fb' (Tension): Fb'= 1157 PSI Adjustment Factors: Cd=1.1~ 01.00 Cr=1.15 Fv': Fv~ 109 PSI Adjustment Factors: Cd=1.1~ Design Requirements: Maximum Moment(Interior Span): Mcent= 1960 FT-LB At Location(From Upper Support): X= 7.0 FT Moment At Cantilever: Mcant= 0 FT-LB Maximum Shear: Vmax= 560 LB Shear At Peak: Vpeak= 560 LB Required Cantilever Depth: D(cant}= 0.00 1N Comparisons With Required Sections: Section Modulus: Sreq= 20.4 IN3 S= 31.6 IN3 Area: Areq= 7.7 IN2 A= 16.8 IN2 Moment of Inertia: Ireq= 61.8 IN4 I= 177.9 ~I4 Roof Rafter[ 97 UBC (91 NDS) ] Ver. v4052912 By: A Helge Dordal, P.E. , 702 Broadway, Tacoma Wa 98402 on: O 1-26-2000 #2 /DOUGLAS FIIt-LARCH /Dimensional Lumber Project: 98JRSP2 -Location: RAFTERS @ LOUNGE ROOF LL= 25 PSF DL= 15 PSF Spacing= 24.00 In L= 14 Ft RL1= 350 LB RL2= 350 LB RD 1= 210 LB RD2= 210 LB RT1= 560 LB RT2= 560 LB Column( 97 UBC (91 NDS) ~ Ver. v4052912 By: A. Helge Dordal, P.E. , 702 Broadway, Tacoma Wa 98402 on: 01-26-2000 Project: 98JRSP2 -Location: COLUMN @ LOUNGE Summary: 5.50 x 5.50 x 13.0 FT / #1 -DOUGLAS F1R-LARCH - Drv Use - Section Adequate By: 17.7% Base Reactions: ' Live: RL= 7750 LB Dead: RD= 4759 LB Total: RT= 12509 LB Axial Loads: Live Loads: PL= 7750 LB Dead Loads: PD= 4650 LB Total Loads: PT= 12400 LB Column Data: Length: L= 13.0 FT Column End Condition: Ke= 1.0 Maximum Unbraced Length (X Axis): Lx= 13.0 FT Maximum Unbraced Length (Y Axis): Ly= 13.0 FT Eccentricity (X Axis): ex= 0.00 IIV Eccentricity (Y Axis): ey= 0.00 IN Column Design Stresses: Compressive Stress: F~ 1000 PSI Modulus of Elasticity: E= 1600000 PSI Bending Stress (X Axis): Fbx= 1200 PSI Bending Stress (Y Axis): Fbv= 1200 PSI Adjusted Properties: Fbx': Fbx'= 1200 PSI Adjustment Factors: Cd=1.00 0-1.00 Fbv': Fby'= 1200 PSI Adjustment Factors: Cd=1.00 01.00 Fc'(parallel): Fc'~arl= 498 PSI Adjustment Factors: Cd=1.00 Cp~.50 Controlling Direction: (Y Axis) Compressive Stress: fc= 410 PSI Allowable Compressive Stress: Fc'= 498 PSI Column Properties: Column Section (X Axis): dx= 5.50 IN Column Section (Y Axis): dy= 5.50 IlV Area: A= 30.25 IN2 Section Modulus (X Axis): Sx= 27.7 IN3 Section Modulus (Y Axis): Sy= 27.7 IN3 Length Depth Ratio: Lex/dx= 28.4 Lev/d~° - 28.4 Column Bending Calculations: Combined Stress Factor: CSF= 0.82 Multi-Loaded Beam(97 UBC (91 NDS)1 Ver. v4052912 By: A. Helge Dordal, P.E. , 702 Broadway, Tacoma Wa 98402 on: 01-26-2000 Proiect: 98JRSP2 - Location: 7 'RAFTER W/ DRIFT LOAD Summarv_ 1.50 IN x 5.50 IN x 7.0 FT / # 1 -DOUGLAS FIR-LARCH -Dry Use Section Adequate By: 50.1% Controlling Factor: Section Modulus /Depth Required 4.49 In Deflections: Dead Load: DLD= 0.06 IN Live Load: LLD= 0.08 IN = U1088 Total Load: TLD= 0.14 IN = 0594 End Reactions(Left Side): Live Load: RL1= 197 LB Dead Load: RD 1= 147 LB Total Load: RT1= 344 LB End Reactions(Right Side): Live Load: RL2= 156 LB Dead Load: RD2= 147 LB Total Load: RT2= 303 LB Bearing Length Regd.(Left) : BL1= 0.37 IN Bearing Length Regd.(Right): BL2= 0.32 IN Beam Data: Span: L= 7.0 FT Maximum Unbraced Span: Lu= 7.0 FT Live Load Duration Factor: Cd= 1.15 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Uniform Load: Live Load: wL= 33 PLF Dead Load: wD= 40 PLF Beam Self Weight: BSW= 2 PLF Total Load: wT= 75 PLF Triangular Load (Max. @ Left): Live Load: wL TL= 35 PLF Dead Load: wD TL= 0 PLF Total Load: wT TL= 35 PLF Properties For: #1-DOUGLAS FIR-LARCH Bending Stress: Fb= 1000 PSI Shear Stress: Fv= 95 PSI Modulus of Elasticity: E= 1700000 PSI Stress Perpendicular to Grain: Fc~erp= 625 PSI Adjusted Properties: Fb' (Tension): Fb'= 1351 PSI Adjustment Factors: Cd=1.15 C1~.90 Ci=1.30 Fv': Fv`-- 109 PSI Adjustment Factors: Cd=1.15 Design Requirements: Maximum Moment: M= 567 FT-LB 3.39 FT From Left Support Shear ((~ d from beam end): V= 294 LB Comparisons With Required Sections: Section Modulus: Sreq= 5.1 IN3 S= 7.5 IN3 Area: Areq= 4.1 IN2 A= 8.2 IN2 Moment of Inertia: Ireq= 8.4 IN4 I= 20.7 IN4 / ~ Z7 - zOd~ Multi-Loaded Beam[ 97 UBC (91 NDS) ] Ver. v4052912 By: A. Helge Dordal, P.E. , 702 Broadway, Tacoma Wa 98402 on: OI-26-2000 wL T)/= 35 PLF # 1 /DOUGLAS FIR-LARCH /Dimensional Lumber wD _TL= 0 PLF Project: 98JRSP2 - Location: 7 'RAFTER W/DRIFT LOAD RL1= 197 LB RL2= 156 LB RD 1= 147 LB RD2= 147 LB RT1= 344 LB RT2= 303 LB Roof Beams 97 UBC (91 NDS) ~ Ver. v4052912 By: A Helge Dordal, P.E. , 702 Broadway, Tacoma Wa 98402 on: 01-26-2000 Proiect: 98JRSP2 -Location: WALL SUPPORT BEAM @ CANOPY Summary: 3.50 IIV x 7.25 1N x 8.0 FT / #2 -DOUGLAS F1R-LARCH -Dry Use Section Adequate By: 77.0% Controlling Factor: Section Modulus /Depth Required 5.45 in Deflections: " Dead Load: DLD= 0.10 IN Live Load: LLD= 0.02 1N = ll5530 Total Load: TLD= 0.11 IN = 0849 Reactions (Each End): Live Load: RL= 134 LB Dead Load: RD= 739 LB Total Load: RT= 873 LB Bearing Length Regd.: BL= 0.40 IN Beam Data: Span: L= 8.0 FT Maximum Unbraced Span: Lu= 0.0 FT Pitch Of Roof: RP= 0.00 : 12 Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria: U 180 Beam Loading: Live Load: LL= 25 PSF Side One: Roof Dead Load: DL1= 40 PSF Roof Rafter Tributary Width: TW 1= 0.67 FT Side Two: Roof Dead Load: DL2= 40 PSF Roof Rafter Tributary Width: TW2= 0.67 FT Roof Duration Factor: Cd= 1.15 Wall Load: WALL= 125 PLF Slope Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= 8.0 FT Beam Live Load W/ Slope Red'n: wL= 34 PLF Beam Self Weight: BSW= 6 PLF Beam Total Dead Load: wD= 185 PLF Total Maximum Load: wT= 218 PLF Controlling Total Design Load: wTcont= 185 PLF Properties For: #2- DOUGLAS FIR-LARCH Bending Stress: Fb= 875 PSI Shear Stress: Fv= 95 PSI Modulus of Elasticity: E= 1600000 PSI Stress Perpendicular to Grain: Fc~erp= 625 PSI Adjusted Properties: Fb' (Tension): Fb'= 1024 PSI Adjustment Factors: Cd~.90 01.30 Fv': Fv~ 86 PSI Adiustment Factors: Cd~.90 Design Requirements: Maximum Moment: M= 1478 FT-LB Shear (tea, d from beam end): V= 627 LB Comparisons With Required Sections: Section Modulus: Sreq= 17.4 1N3 S= 30.6 1N3 Area: Areq= 11.1 iN2 A= 25.3 1N2 Moment of Inertia: Ireq= 23.6 IN4 I= 111.1 1N4 Roof Beam[ 97 UBC (9I NDS) ] Ver. v4052912 By: A Helge Dordal, P.E. , 702 Broadway, Tacoma Wa 98402 on: 01-26-2000 #2 /DOUGLAS FIR-LARCH /Dimensional Lumber Project: 98JRSP2 -Location: WALL SUPPORT BEAM @ CANOPY RL= 134 LB RD= 739 LB RT= 873 LB tu,= i s 4 LB RD= 739 LB RT= 873 LB Roof Beam(97 UBC (91 NDS) ~ Ver. v4052912 By: A. Helge Dordal, P.E. , 702 Broadway, Tacoma Wa 98402 on: 01-26-2000 Project: 98JRSP2 - Loe;ation: BEAM @ 13' CANOPY Summary: 5.50 W x 11.501N x 13.0 FT / #2 -DOUGLAS FIR-LARCH -Dry Use Section Adequate By: 69.6% Controlling Factor: Section Modulus /Depth Required 8.83 In Deflections: Dead Load: DLD= 0.10 IN Live Load: LLD= 0.10 IN = 01571 Total Load: TLD= 0.20 IN = 0776 Reactions (Each End): Live Load: RL= 910 LB Dead Load: RD= 932 LB Total Load: RT= 1842 LB Bearing Length Regd.: BL= 0.54 IN Beam Data: Span L= 13.0 FT Maximum Unbraced Span: Lu= 1.3 FT Pitch Of Roof: RP= 0.00 : 12 Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria: U 180 Beam Loading: Live Load: LL= 35 PSF Side One: Roof Dead Load: DL1= 32 PSF Roof Rafter Tributary Width: TW 1= 3.5 FT Side Two: Roof Dead Load: DL2= 32 PSF Roof Rafter Tributary Width: TW2= 0.5 FT Roof Duration Factor: Cd= 1.15 Slope Adjusted Lengths and Loads: Adjusted Beam Length: Ladj= 13.0 FT Beam Live Load W/ Slope Red'n: wL= 140 PLF Beam Self Weight: BSW= 15 PLF Beam Total Dead Load: wD= 143 PLF Total Maximum Load: wT= 283 PLF Controlling Total Design Load: wTcont= 283 PLF Properties For: #2- DOUGLAS FIR-LARCH Bending Stress: Fb= 875 PSI Shear Stress: Fv= 85 PSI Modulus of Elasticity: E= 1300000 PSI Stress Perpendicular to Grain: Fc~erp= 625 PSI Adjusted Properties: Fb' (Tension): ~~ Adjustment Factors: Cd=1.15 CI=1.00 Cf=1.00 Fv': Fv'= Adjustment Factors: Cd=1.15 Design Requirements: Maximum Moment: Sheaz (~a d from beam end): Comparisons With Required Sections: Section Modulus: Area: Moment of Inertia: 1005 PSI 98 PSI M= 5986 FT-LB V= 1570 LB Sreq= 71.5 IN3 S= 121.2 W3 Areq= 24.1 IN2 A= 63.2 IN2 Ireq= 161.7 IIV4 I= 697.0 IlV4 Roof Beam[ 97 UBC (91 NDS) ] Ver. v4052912 By: A Helge Dordal, P.E. , 702 Broadway, Tacoma Wa 98402 on: O 1-26-2000 #2 /DOUGLAS FTK-LARCH /Timbers (Beams and Stringers) Project: 98JRSP2 -Location: BEAM @ 10.5 CANOPY RL= 827 LB RD= 837 LB RT= 1664 LB n,,- 017 LB RD= 837 LB RT= 1664 LB Roof Beam(97 UBC (91 NDS) ~ Ver. v4052912 By: A. Helge Dordal, P.E. , 702 Broadway, Tacoma Wa 98402 on: 01-26-2000 Project: 98JRSP2 -Location: BEAM @ 13' CANOPY Summary: 5.50 Il~I x 11.50 III x 13.0 FT / #2 -DOUGLAS FIR-LARCH -Dry Use Section Adequate By: 69.6% Controlling Factor: Section Modulus /Depth Required 8.83 In Deflections: Dead Load: DLD= 0.10 IN Live Load: LLD= 0.10 IN = L/1571 Total Load: TLD= 0.20 W = 0776 Reactions (Each End): RL= 910 LB Live Load: Dead Load: RD= 932 LB Total Load: RT= 1842 LB Bearing Length Regd.: BL= 0.54 IN Beam Data: L= 0 13 FT Span: Maximum Unbraced Span: Lu= . 1.3 FT Pitch Of Roof: RP= 0.00 : 12 Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria: U 180 Beam Loading: LL= 35 PSF Live Load: Side One: Roof Dead Load: DL1= 32 PSF Roof Rafter Tributary Width: TW 1= 3.5 FT Side Two: Roof Dead Load: DL2= 32 PSF Roof Rafter Tributary Width: TW2= 0.5 FT Roof Duration Factor: Cd= 1.1~ Slope Adjusted Lengths and Loads: Adjusted Beam Length: Lath= 13.0 FT Beam Live Load W/ Slope Red'n: wL= 140 PLF Beam Self Weight: BSW= 15 PLF Beam Total Dead Load: wD= 143 PLF Total Maximum Load: wT= 283 PLF Controlling Total Design Load: wTcont= 283 PLF Properties For: #2- DOUGLAS FIR-LARCH Bending Stress: Fb= 875 PSI Shear Stress: Fv-- 85 PSI Modulus of Elasticity: E= 1300000 PSI Stress Perpendicular to Grain: Fc~erp= 625 PSI Adjusted Properties: ' Fb`= 1005 PSI (Tension): Fb Adjustment Factors: Cd=1.15 CI=1.00 C1=1.00 Fv': Fv~ 98 PSI Adjustment Factors: Cd=1.15 Design Requirements: M= 5986 FT-LB Maximum Moment: V= 1570 LB Shear ((a7 d from beam end): Comparisons With Required Sections: Sreq= 71.5 IIV3 Section Modulus: S= 121.2 IN3 Area: Areq= 24.1 IN2 A= 63.2 W2 Moment of Inertia: ; ~` wA r~`V) l I Ireq= I= 161.7 697.0 II~14 IN4 ~; tsi _,_ D~ _f ~_ z7_ ~a Roof Beam[ 97 UBC (91 NDS) ] Ver. v4052912 By: A. Helge Dordal, P.E. , 702 Broadway, Tacoma Wa 98402 on: O 1-26-2000 #2 /DOUGLAS FIR-LARCH /Timbers (Beams and Stringers) Project: 98JRSP2 -Location: BEAM @ 13' CANOPY KL= 910 LB RL= 910 LB RD= 932 LB RD= 932 LB RT= 1842 LB RT= 1842 LB Roof Beam( 97 UBC (91 NDS) ~ Ver. v4052912 By: A. Helge Dordal, P.E. , 702 Broadway, Tacoma Wa 98402 on: 01-26-2000 Project: 98JRSP2 -Location: BEAM @ SOUTH WALL EXISTING Summary: 3.50 IN x 11.875 IN x 18.0 FT /Versa Lam 2800 Fb -BOISE CASCADE Section Adequate By: 30.6% Controlling Factor: Moment of Inertia /Depth Required 10.87 In Deflections: Dead Load: DLD= 0.39 IN Live Load: LLD= 0.30 IN = U715 Total Load: TLD= 0.69 IN = 0313 Reactions (Each End): RL= 1125 LB Live Load: Dead Load: RD= 1441 LB Total Load: RT= 2566 LB Bearing Length Regd.: BL= 0.81 III Beam Data: L= 18.0 FT Span: Maximum Unbraced Span: Lu= 0.0 FT Pitch Of Roof: RP= 0.00 : 12 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Beam Loading: LL= 25 PSF Live Load: Side One: Roof Dead Load: DL1= 15 PSF Roof Rafter Tributary Width: TW 1= 1.0 FT Side Two: Roof Dead Load: DL2= 15 PSF Roof Rafter Tributary Width: TW2= 4.0 FT Roof Duration Factor: Cd= WALL= 1.15 75 PLF Wall Load: Slope Adjusted Lengths and Loads: Ladi= 18.0 FT Adjusted Beam Length: ' wL= 125 PLF n: Beam Live Load W/ Slope Red BSW= 10 PLF Beam Self Weight: wD= 160 PLF Beam Total Dead Load: wT= 285 PLF Total Maximum Load: Controlling Total Design Load: wTcont= 285 PLF Properties For: Versa Lam 2800 Fb- BOISE CASCADE Bending Stress: Fb= Fv= 2800 285 PSI PSI Shear Stress: Modulus of Elasticity: E= 2000000 PSI Stress Perpendiculaz to Grain: Fc~erp= 900 PSI Adjusted Properties: Fb'= 3224 PSI Fb' (Tension): Adjustment Factors: Cd=1.15 Cf=1.00 ' Fv'= 328 PSI : Fv Adjustment Factors: Cd=1.15 Design Requirements: M= 11547 FT-LB Maximum Moment: V= 2284 LB Shear ((t~, d from beam end): Comparisons With Required Sections: Sreq= 43.0 IN3 Section Modulus: S= 82.2 IN3 Area: Areq= 10.5 IN2 A= 41.5 IN2 Moment of Inertia: Ireq= I= 374.2 488.4 IIV4 IN4 Roof Beam[ 97 UBC (91 NDS)) Ver. v4052912 By: A Helge Dordal, P.E. , 702 Broadway, Tacoma Wa 98402 on: 01-26-2000 Versa Lam 2800 Fb /BOISE CASCADE /Laminated Veneer Lumber Project: 98JRSP2 -Location: BEAM @ SOUTH WALL EXISTING RL= ?5 LB RD= 1441 LB RD= 1441 LB RT= 2%6 LB RT= 2566 LB A. Helge Dordal WOODCAD QLAT (Pro V4.0) Time 09:06:44 File: PUERTO Date 01-27-2000 Page: 1 of 7 SUMMARY SHEET SEISMIC DATA: 1997 UBC Seismic Zone = 3 Z = 0.30 Occupancy Cat. = IV I = 1.00 Soil Profile = C Ca= 0.33 Period = 0.14 Snow Factor = 0.25 R Y-Axis = 4.5 BSF Y-Axis = 0.220 R X-Axis = 4.5 BSF X-Axis = 0.220 WIND DATA: 1997 UBC2 Wind Exposure = B Wind Speed = 80 Structure = Encl/Unencl Imp Factor = 1.00 Load Summary ~ ~ to Y Ht (ft) Level (K} DL Seis Wind DL - 1 - 62.2 13.7 10.4 70.3 14.0 - Story 1 ______________ -- Base Total 13.7 10.4 Simplified Method ~~ to X Seis Wind 15.5 10.9 15.5 10.9 ~- z7- zoe~ A. Helge Dordal WOODCAD QLAT (Pro V4.0) Time 09 :06:44 File: PUERTO Date 01 -27-2000 Page: 2 of 7 INPUT DATA - Walls - --- ------ -------- ---- Calc Plot Wall Length Wall Lt Trib Rt Dis Dis Dis Ht Shear Holddown DL Span Width Span (ft) (ft} (ft) (ft) (ft) (ft) (Ksf) (ft) (ft) (ft) WALLS P ar allel to Y-Axis ------ ------ ------- ------ -------- ---- X X Y Story 1 Line 1 Wall 1 0.0 0.0 0.0 13.7 11.5 1.5 0.007 0.0 7.0 3.0 Wall 2 0.0 0.0 14.5 13.7 16.3 16.3 0.007 3.0 7.0 3.0 Wall 3 0.0 0.0 33.5 10.0 30.5 30.5 0.007 3.0 4.0 0.0 Line 2 Wall 1 8.0 8.0 34.0 10.0 12.5 12.5 0.007 0.0 4.0 3.0 Wall 2 8.0 8.0 49.5 10.0 7.0 7.0 0.007 3.0 4.0 3.0 Wall 3 8.0 8.0 59.5 10.0 14.5 14.5 0.007 3.0 2.0 0.0 Wall 4 8.0 11.0 74.0 10.0 10.0 10.0 0.007 0.0 2.0 0.0 Line 3 Wall 1 18.5 18.5 34.0 10.0 12.0 12.0 0.007 0.0 2.0 0.0 Wall 2 18.5 20.5 74.0 10.0 10.0 10.0 0.007 0.0 2.0 0.0 Line 4 Wall 1 30.0 30.0 34.0 10.0 12.0 12.0 0.007 0.0 2.0 0.0 Wall 2 30.0 29.0 '74.0 10.0 10.0 10.0 0.007 0.0 2.0 0.0 Line 5 Wall 1 42.5 42.5 0.0 14.0 4.0 4.0 0.007 0.0 11.0 22.0 Wall 2 42.5 42.5 26.0 14.0 4.0 4.0 0.007 22.0 11.0 0.0 Wall 3 42.5 40.5 34.0 10.0 8.0 8.0 0.007 0.0 11.0 0.0 Wall 4 42.5 40.5 60.0 10.0 8.0 8.0 0.007 0.0 2.0 0.0 Line 6 Wall 1 68.0 68.0 50.0 10.0 4.0 4.0 0.007 0.0 2.0 0.0 Wall 2 68.0 68.0 59.5 10.0 14.0 14.0 0.007 0.0 2.0 0.0 Line 7 - Wall 1 80.0 80.0 38.0 10.0 15.0 15.0 0.007 0.0 4.0 18.0 Wall 2 80.0 80.0 70.0 10.0 4.0 4.0 0.007 18.0 4.0 0.0 WALLS Parallel to X-Axis Y Y X Story 1 Line A Wall 1 0.0 0.0 0.0 14.0 Wall 2 0.0 0.0 11.5 14.0 Wall 3 0.0 0.0 26.5 14.0 Wall 4 0.0 0.0 38.5 14.0 Line B Wall 1 34.0 34.0 3.8 10.0 Line C Wall 1 38.0 38.0 40.0 10.0 Wall 2 38.0 38.0 54.5 10.0 Wall 3 38.0 38.0 65.0 10.0 Wall 4 38.0 38.0 76.0 10.0 4.0 4.0 0.007 0.0 2.0 11.0 4.5 4.5 0.007 11.0 2.0 11.0 4.0 4.0 0.007 11.0 2.0 11.0 4.0 4.0 0.007 11.0 2.0 0.0 26.3 26.3 0.007 0.0 20.0 0.0 6.5 6.5 0.007 10.0 20.0 8.0 2.9 2.9 0.007 8.0 20.0 8.0 2.9 2.9 0.007 8.0 20.0 8.0 18.0 18.0 0.007 8.0 20.0 0.0 A. Helge Dordal WOODCAD QLAT (Pro V4.0) Time 0 9: 06:45 Fi le: PUERTO Date 0 1- 27-2000 Page: 3 of 7 ________ __ _____________ INPUT DATA _____ - Wa _______ lls ______ _______ _______ _______ _______ ____ Calc Pl ot Wall Length Wall Lt Trib Rt Dis Dis Dis Ht Shear Holddown DL Span Width Span (ft) (ft} (f t) (f t) (ft) (ft) (Ksf) (f t) (f t) (ft) WALLS Pa rallel to X-Axi s Y Y X Line D Wall 1 46.0 46.0 12.0 10.0 8.0 8.0 0.007 3.0 20.0 3.0 Wall 2 46.0 46.0 22.0 10.0 8.0 8.0 0.007 3.0 20.0 0.0 Line E Wall 1 50.0 50.0 0.0 10.0 3.0 3.0 0.007 0.0 20.0 3.0 Wall 2 50.0 50.0 5.8 10.0 13.0 13.0 0.007 0.0 20.0 0.0 Wall 3 50.0 50.0 21.0 10.0 11.0 11.0 0.007 0.0 20.0 0.0 Wall 4 50.0 50.0 68.0 10.0 12.0 12.0 0.007 0.0 20.0 0.0 Line F Wall 1 64.0 64.0 0.0 10.0 8.5 8.5 0.007 0.0 2.0 0.0 Line G Wall 1 74.0 74.0 8.0 10.0 2.8 2.8 0.007 0.0 20.0 3.0 Wall 2 74.0 74.0 17.0 10.0 6.0 6.0 0.007 3.0 20.0 4.0 Wall 3 74.0 74.0 27.0 10.0 13.5 13.5 0.007 4.0 20.0 3.0 Wall 4 74.0 74.0 43.5 10.0 3.0 3.0 0.007 3.0 20.0 8.0 Wall 5 74.0 74.0 54.5 10.0 2.8 2.8 0.007 8.0 20.0 8.0 Wall 6 74.0 74.0 65.0 10.0 6.8 6.8 0.007 8.0 20.0 4.0 Wall 7 74.0 74.0 76.0 10.0 8.0 8.0 0.007 4.0 20.0 3.0 Wall 8 74.0 74.0 86.5 10.0 7.0 7.0 0.007 3.0 20.0 0.0 Line H Wall 1 84.0 84.0 13.5 8.0 16.0 16.0 0.007 0.0 5.0 0.0 A. Helge Dordal WOODCAD QLAT (Pro V4.0) Time 09:06: 45 File: PUERTO Date 01-27-2000 Page: 4 of 7 INPUT DATA --- - Diaphragms ------- ------- ' ---- -------- --------- Build Dead Part Live Start Cant Ext Roof Dimen Load Load Load Dia Dia Wall Ht (ft) (Ksf) (Ksf) (Ksf) (ft) (Ksf) (ft) LINES Paralle l to ------ Y-Axis -------- -------- ------ ---- -------- --------- Roof Level Lines 1 2 64.0 0.012 0.000 0.025 0.0 N 0.007 3.00 Lines 2 3 74.0 0.012 0.000 0.025 0.0 N 0.007 3.00 Lines 3 4 84.0 0.012 0.000 0.025 0.0 N 0.007 3.00 Lines 4 5 74.0 0.012 0.000 0.025 0.0 N 0.007 3.00 Lines 5 6 36.0 0.012 0.000 0.025 38.0 N 0.007 3.00 Lines 6 7 36.0 0.012 0.000 0.025 38.0 N 0.007 3.00 LINES Paralle l to X-Axis Roof Level Lines A B 42.5 0.012 0.000 0.025 0.0 N 0.007 3.00 Lines B C 46.0 0.012 0.000 0.025 0.0 N 0.007 3.00 Lines C D 94.0 0.012 0.000 0.025 0.0 N 0.007 3.00 Lines D E 94.0 0.012 0.000 0.025 0.0 N 0.007 3.00 Lines E F 94.0 0.012 0.000 0.025 0.0 N 0.007 3.00 Lines F G 94.0 0.012 0.000 0.025 0.0 N 0.007 3.00 Lines G H 16.0 0.012 0.000 0.025 13.5 N 0.007 3.00 A. Helge Dordal WOODCAD QLAT (Pro V4.0) Time 09 :06:45 File: PUERTO Date 01 -27-20 00 Page: 5 of 7 OUTPUT DATA _________ - Shear Walls _______________________ and Holddown Forces _______ _____________ Line Shear Wall Shear (klf) H Drag Force Holddowns Seis Wind CSeis Wind --- Lt Rt Left Rght (K) (K1 /1.4 W (K) (K} (K) (K) WALLS Par allel ---- to Y-Axis ----------- ----- ------- ------- -------------- Story 1 Redundancy Factor 1.00 Ln 1 0.5 0.5 Wall 1 0.009 0.009 1.2 0.0 0.0 1.9 1.8 Wall 2 0.009 0.009 0.8 0.0 0.0 -- -- Wall 3 0.009 0.009 0.3 0.0 0.0 -- -- Ln 2 1.4 1.2 Wall 1 0.031 0.027 0.8 0.9 0.7 -- -- Wall 2 0.031 0.027 1.4 0.8 0.7 -- -- Wall 3 0.031 0.027 0.7 0.8 0.4 -- -- Wall 4 0.031 0.027 1.0 0.4 0.0 -- -- Ln 3 1.8 1.4 Wall 1 0.082 0.065 0.8 1.1 0.0 -- -- Wall 2 0.082 0.065 1.0 1.0 0.0 -- -- Ln 4 2.0 1.6 wall 1 0.089 0.071 0.8 1.2 0.0 -- -- Wall 2 0.089 0.071 1.0 1.1 0.0 -- -- Ln 5 2.0 2.5 Wall 1 0.085 0.103 3.5 0.0 0.4 1.2 -- Wall 2 0.085 0.103 3.5 0.0 0.5 -- 1.2 Wall 3 0.085 0.103 1.3 0.4 1.1 -- -- Wall 4 0.085 0.103 1.3 0.0 0.4 -- -- Ln 6 1.6 2.4 Wall 1 0.087 0.136 2.5 0.8 0.5 1.2 1.2 Wall 2 0.087 0.136 0.7 1.0 0.0 -- -- Ln 7 0.5 0.8 Wall 1 0.026 0.041 0.7 0.0 0.3 -- -- Wall 2 0.026 0.041 2.5 0.0 0.0 -- -- WALLS Parallel to X-Axis Story 1 Redundancy Factor 1.00 Ln A 2.3 2.2 Wall 1 0.098 0.134 3.5 0.0 0.3 1.7 1.7 Wall 2 0.098 0.134 3.1 0.0 0.3 1.6 1.6 Wall 3 0.098 0.134 3.5 0.2 0.0 1.7 1.7 Wall 4 0.098 0.134 3.5 0.3 0.0 1.7 1.7 Ln B 2.6 2.5 Wall 1 0.070 0.094 0.4 0.2 0.7 -- -- Ln C 1.4 0.8 Wall 1 0.032 0.026 1.5 0.7 0.5 -- -- Wall 2 0.032 0.026 3.4 0.6 0.5 -- -- Wall 3 0.032 0.026 3.4 0.6 0.5 -- -- Wall 4 0.032 0.026 0.6 0.6 0.0 -- -- Ln D 1.6 0.8 A. Helge Dordal WOODCAD QLAT (Pro V4.0) Time 09:06:46 File: PUERTO Date 01-27-2000 Page: 6 of 7 OUTPUT DATA - Shear Walls --------------------- and Holddown Forces ------- -------------- Line Shear Wall Shear (klf) H Drag Force Holddowns Seis Wind CSeis Wind --- Lt Rt Left Rght (K) (K) /1.4 W (K) (K) (K} (K) WALLS Parallel to X-Axis -------- ----- ------- ------- -------------- Wall 1 0.072 0.049 1.3 0.2 0.5 -- -- Wall 2 0.072 0.049 1.3 0.4 1.1 -- -- Ln E 2.4 1.2 Wall 1 0.044 0.030 3.3 0.0 0.0 -- -- Wall 2 0.044 0.030 0.8 0.0 0.5 -- -- Wall 3 0.044 0.030 0.9 0.5 0.9 -- -- Wall 4 0.044 0.030 0.8 0.0 0.4 -- -- Ln F 3.2 1.6 Wall 1 0.272 0.184 1.2 0.0 3.0 2.4 2.4 Ln G 1.7 1.3 Wall 1 0.024 0.026 3.6* 0.0 0.0 -- -- Wall 2 0.024 0.026 1.7 0.3 0.4 -- -- Wall 3 0.024 0.026 0.7 0.6 0.4 -- -- Wall 4 0.024 0.026 3.3 0.4 0.3 -- -- Wall 5 0.024 0.026 3.6* 0.4 0.4 -- -- Wall 6 0.024 0.026 1.5 0.5 0.3 -- -- Wall 7 0.024 0.026 1.3 0.4 0.0 -- -- Wall 8 0.024 0.026 1.4 0.0 0.0 -- -- Ln H 0.3 0.7 Wall 1 0.014 0.041 0.5 0.0 0.0 -- -- S-Support required beneath holddown M-Manaul input o f holddown A. Helge Dordal WOODCAD QLAT (Pro V4.0) Time 09:06 :46 Fi le: PUERTO Date 01-27-2000 Page: 7 of 7 OUTPUT DATA - ---- Diaphragms and ------ Chord -------- Forces -------- ----- ---- H Dia Load Seismic Shear Wind Shear Chord Force --- Seismi c Wind Left Right Left Right Max at W (Kips) (Kips) (Klf) (Klf) (Klf) (Klf) (Kip}.xxL LINES Parallel to Y-Axis - ------- ------ -------- -------- ----- ---- Roof Level Lines 1 2 0.1 1.52 1.04 0.01 -0.01 0.01 -0.01 0.0 .50 Lines 2 3 0.1 2.28 1.37 0.02 -0.02 0.01 -0.01 0.0 .50 Lines 3 4 0.1 2.80 1.50 0.02 -0.02 0.01 -0.01 0.1 .50 Lines 4 5 0.2 2.71 1.63 0.02 -0.02 0.01 -0.01 0.1 .50 Lines 5 6 0.7 2.97 3.32 0.04 -0.04 0.05 -0.05 0.3 .50 Lines 6 7 0.3 1.40 1.56 0.02 -0.02 0.02 -0.02 0.1 .50 LINES Parallel to X-Axis Roof Level Lines A B 0.8 4.55 4.43 0.05 -0.05 0.05 -0.05 0.5 .50 Lines B C 0.1 0.57 0.52 0.01 -0.01 0.01 -0.01 O.D .50 Lines C D 0.1 2.16 1.04 0.01 -0.01 0.01 -0.01 0.0 .50 Lines D E 0.0 1.08 0.52 0.01 -0.01 0.00 -0.00 0.0 .50 Lines E F 0.1 3.78 1.82 0.02 -0.02 0.01 -0.01 0.1 .50 Lines F G 0.1 2.70 1.30 0.01 -0.01 0.01 -0.01 0.0 .50 Lines G H 0.6 0.64 1.30 0.02 -0.02 0.04 -0.04 0.1 .50 A. Helge Dordal WOODCAD QLAT (Pro V4.0) Time 09:09:56 File: PUERTO Date 01-27-2000 Page: 1 of 9 ------------------------------------ ********** Detailed Calculations *~********* WALLS Parallel to Y-Axis Story 1 Line 1 Wall 1 Height 13.7 SW Len Seismic 0.107 3.133 0.084 LT 0.000 RT 0.126 LT -2.089 RT -2.215 LT 0.182 RT 0.352 LT 1.967 RT 1.854 11.5 HD Len Wind 0.103 1.409 0.035 LT 0.000 LT -0.939 LT 0.099 LT 0.873 1.5 Wt 0.007 Wall Force: OTM Uniform DL: Header DL Max Down Res Moment: Holddown Story 1 Line 1 Wall Force: OTM . Uniform DL: Header DL Max Down Res Moment: Holddown Story 1 Line 1 Wall Force: OTM . Uniform DL: Header DL Max Down Res Moment: Holddown Story 1 Line 2 Wall Force: OTM Uniform DL: Header DL Max Down Res Moment: Holddown Story 1 Line 2 Wall Force: OTM . Uniform DL: Header DL Max Down Res Moment: Holddown Wall 2 Height 13.7 SW Len Seismic 0.152 4.441 0.084 LT 0.126 RT 0.126 LT -0.398 RT -0.398 LT 23.357 RT 23.357 LT -1.161 RT -1.161 Wall 3 Height 10.0 SW Len Seismic 0.285 5.196 0.048 LT 0.072 RT 0.000 LT -0.242 RT -0.170 LT 51.373 RT 49.396 LT -1.514 RT -1.449 Wall 1 Height 10.0 SW Len Seismic 0.386 4.820 0.048 LT 0.000 RT 0.072 LT -0.386 RT -0.458 LT 8.297 RT 9.107 LT -0.278 RT -0.343 Wall 2 Height 10.0 SW Len Seismic 0.216 2.699 0.048 LT 0.072 RT 0.072 LT -0.458 RT -0.458 LT 3.056 RT 3.056 LT -0.051 RT -0.051 RT 0.052 RT -0.991 RT 0.151 RT 0.838 16.3 HD Len 16.3 Wt 0.007 Wind 0.146 1.997 0.035 LT 0.052 RT 0.052 LT -0.175 RT -0.175 LT 12.212 RT 12.212 LT -0.627 RT -0.627 30.5 HD Len 30.5 Wt 0.007 Wind 0.273 2.727 0.020 LT 0.030 RT 0.000 LT -0.119 RT -0.089 LT 28.637 RT 28.026 LT -0.850 RT -0.829 12.5 HD Len 12.5 Wt 0.007 Wind 0.342 3.424 0.020 LT 0.000 RT 0.030 LT -0.274 RT -0.304 LT 4.707 RT 4.958 LT -0.103 RT -0.123 7.0 HD Len Wind 0.192 1.918 0.020 LT 0.030 LT -0.304 LT 1.616 LT 0.043 7.0 Wt 0.007 RT 0.030 RT -0.304 RT 1.616 RT 0.043 A. Helge Dordal WOODCAD QLAT (Pro V4.0) Time 09:09:57 File: PUERTO Date 01-27-2000 Page: 2 of 9 WALLS Parallel to Y-Axis Story 1 Line 2 Wall 3 Height 10.0 SW Len 14.5 HD Len 14.5 Wt 0.007 Seismic Wind Wall Force: 0.447 0.397 OTM 5.591 3.972 Uniform DL: 0.024 0.010 Header DL LT 0.036 RT 0.000 LT 0.015 RT 0.000 Max Down LT -0.422 RT -0.386 LT -0.289 RT -0.274 Res Moment: LT 9.363 RT 8.894 LT 5.778 RT 5.632 Holddown LT -0.260 RT -0.228 LT -0.125 RT -0.114 Story 1 Line 2 Wall 4 Height 10.0 SW Len 10.0 HD Len 10.0 Wt 0.007 Seismic Wind Wall Force: 0.309 0.274 OTM 3.856 2.739 Uniform DL: 0.024 0.010 Header DL LT 0.000 RT 0.000 LT 0.000 RT 0.000 Max Down LT -0.386 RT -0.386 LT -0.274 RT -0.274 Res Moment: LT 4.230 RT 4.230 LT 2.679 RT 2.679 Holddown LT -0.037 RT -0.037 LT 0.006 RT 0.006 Story 1 Line 3 Wall 1 Height 10.0 SW Len 12.0 HD Len 12.0 Wt 0.007 Seismic Wind Wall Force: 0.989 0.782 OTM 10.812 7.819 Uniform DL: 0.024 0.010 Header DL LT 0.000 RT 0.000 LT 0.000 RT 0.000 Max Down LT -0.901 RT -0.901 LT -0.652 RT -0.652 Res Moment: LT 6.091 RT 6.091 LT 3.858 RT 3.858 Holddown LT 0.393 RT 0.393 LT 0.330 RT 0.330 Story 1'Line 3 Wall 2 Height 10.0 SW Len 10.0 HD Len 10.0 Wt 0.007 Seismic Wind Wall Force: 0.824 0.652 OTM 9.010 6.515 Uniform DL: 0.024 0.010 Header DL LT 0.000 RT 0.000 LT 0.000 RT 0.000 Max Down LT -0.901 RT -0.901 LT -0.652 RT -0.652 Res Moment: LT 4.230 RT 4.230 LT 2.679 RT 2.679 Holddown LT 0.478 RT 0.478 LT 0.384 RT 0.384 Story 1 Line 4 Wall 1 Height 10.0 SW Len 12.0 HD Len 12.0 Wt 0.007 Seismic Wind Wall Force: 1.073 0.853 OTM 11.657 8.529 Uniform DL: 0.024 0.010 Header DL LT 0.000 RT 0.000 LT 0.000 RT 0.000 Max Down LT -0.971 RT -0.971 LT -0.711 RT -0.711 Res Moment: LT 6.091 RT 6.091 LT 3.858 RT 3.858 Holddown LT 0.464 RT 0.464 LT 0.389 RT 0.389 A. Helge Dordal WOODCAD QLAT (Pro V4.0) Time 09:09:57 File: PUERTO Date 01-27-200 0 Page: 3 of 9 WALLS Parallel t - o Y-Axis ---- ------------ -------- ------ ---- ----------- Story 1 Line 4 Wall 2 Height 10.0 SW Len 10.0 HD Len 10,0 Wt 0.007 Seismic Wind Wall Force: 0.894 0.711 OTM 9.714 7.108 Uniform DL: 0.024 0.010 Header DL LT 0.000 RT 0.000 LT 0.000 RT 0.000 Max Down LT -0.971 RT -0.971 LT -0.711 RT -0.711 Res Moment: LT 4.230 RT 4.230 LT 2.679 RT 2.679 Holddown LT 0.548 RT 0.548 LT 0.443 RT 0.443 Story 1 Line 5 Wall 1 Height 14.0 SW Len 4.0 HD Len 4.0 Wt 0.007 Seismic Wind Wall Force: 0.338 0.413 OTM 5.341 5,777 Uniform DL: 0.132 0.055 Header DL : LT 0.000 RT 1.452 LT 0.000 RT 0.603 Max Down LT -1.335 RT -2.787 LT -1.444 RT -2.047 Res Moment: LT 1.656 RT 6.883 LT 0.819 RT 2.435 Holddown LT 0.921 RT -0.386 LT 1.239 RT 0.835 Story 1 Line 5 Wall 2 Height 14.0 SW Len 4.0 HD Len 4.0 Wt 0.007 Seismic Wind Wall Force: 0.338 0.413 OTM 5.341 5.777 Uniform DL: 0.132 0.055 Header DL LT 1.452 RT 0.000 LT 0.603 RT 0.000 Max Down LT -2.787 RT -1.335 LT -2.047 RT -1.444 Res Moment: LT 6.883 RT 1.656 LT 2.435 RT 0.819 Holddown LT -0.386 RT 0.921 LT 0.835 RT 1.239 Story 1 Zine 5 Wall 3 Heig ht 10.0 SW Len 8.0 HD Len 8.0 Wt 0.007 Seismic Wind Wall Force: 0.677 0.825 OTM 7.384 8.253 Uniform DL: 0.132 0.055 Header DL LT 0.000 RT 0.000 LT 0.000 RT 0.000 Max Down LT -0.923 RT -0.923 LT -1.032 RT -1.032 Res Moment: LT 5.818 RT 5.818 LT 2.676 RT 2.676 Holddown LT 0.196 RT 0.196 LT 0.697 RT 0.697 Story 1 Line 5 Wall 4 Height 10.0 SW Len 8.0 HD Len 8.0 Wt 0.007 Seismic Wind Wall Force: 0.677 0.825 OTM 7.384 8.253 Uniform DL: 0.024 0.010 Header DL LT 0.000 RT 0.000 LT 0.000 RT 0.000 Max Down LT -0.923 RT -0.923 LT -1.032 RT -1.032 Res Moment: LT 2.707 RT 2.707 LT 1.714 RT 1.714 Holddown LT 0.585 RT 0.585 LT 0.817 RT 0.817 A. Helge Dordal WOODCAD QLAT (Pro V4.0} Time 09:09:58 File: PUERTO Date 01-27-2000 Page: 4 of 9 WALLS Parallel to Y-Axis Story 1 Line 6 Wall 1 Height 10.0 SW Len 4.0 HD Len 4.0 Wt 0.007 Seismic Wind Wall Force: 0.347 0.543 OTM 3.778 5.430 Uniform DL: 0.024 0.010 Header DL LT 0.000 RT 0.000 LT 0.000 RT 0.000 Max Down LT -0.945 RT -0.945 LT -1.357 RT -1.357 Res Moment: LT 0.677 RT 0.677 LT 0.429 RT 0.429 Holddown LT 0.775 RT 0.775 LT 1.250 RT 1.250 Story 1 Line 6 Wall 2 Height 10.0 SW Len Seismic Wall Force: 1.215 OTM 13.224 Uniform DL: 0.024 Header DL LT 0.000 RT 0.000 Max Down LT -0.945 RT -0.945 Res Moment: LT 8.291 RT 8.291 Holddown LT 0.352 RT 0.352 Story 1 Line 7 Wall 1 Height 10.0 SW Len Seismic Wall Force: 0.395 OTM 5.100 Uniform DL: 0.048 Header DL LT 0.000 RT 0.432 Max Down LT -0.340 RT -0.772 Res Moment: LT 11.948 RT 17.779 Holddown LT -0.456 RT -0.845 Story 1'Line 7 Wall 2 Height 10.0 SW Len Seismic Wall Force: 0.105 OTM 1.360 Uniform DL: 0.048 Header DL LT 0.432 RT 0.000 Max Down LT -0.772 RT -0.340 Res Moment: LT 2.405 RT 0.850 Holddown LT -0.261 RT 0.128 14.0 HD Len 14.0 Wt 0.007 Wind 1.900 19.003 0.010 LT 0.000 RT 0.000 LT -1.357 RT -1.357 LT 5.251 RT 5.251 LT 0.982 RT 0.982 15.0 HD Len 15.0 Wt 0.007 Wind 0.617 6.173 0.020 LT 0.000 RT 0.179 LT -0.412 RT -0.591 LT 6.779 RT 8.582 LT -0.040 RT -0.161 4.0 HD Len Wind 0.165 1.646 0.020 LT 0.179 LT -0.591 LT 0.963 LT 0.171 4.0 Wt 0.007 RT 0.000 RT -0.412 RT 0.482 RT 0.291 A. Helge Dordal WOODCAD QLAT (Pro V4.0) Time 09:09:59 File: PUERTO Date 01-27-2000 Page: 5 of 9 -------------------------------------- WALLS Parallel to X-Axis Story 1 Line A Wall Force: OTM Uniform DL: Header DL Max Down Res Moment: Holddown Wall 1 Height 14.0 SW Len Seismic 0.394 6.116 0.024 LT 0.000 RT 0.132 LT -1.529 RT -1.661 LT 0.878 RT 1.354 LT 1.309 RT 1.191 4.0 HD Len 4.0 Wt 0.007 Wind 0.537 7.518 0.010 LT 0.000 RT 0.055 LT -1.880 RT -1.934 LT 0.579 RT 0.726 LT 1.735 RT 1.698 4.5 HD Len 4.5 Wt 0.007 Wind 0.604 8.458 0.010 LT 0.055 RT 0.055 LT -1.934 RT -1.934 LT 0.898 RT 0.898 LT 1.680 RT 1.680 4.0 HD Len 4.0 Wt 0.007 Wind 0.537 7.518 0.010 LT 0.055 RT 0.055 LT -1.934 RT -1.934 LT 0.726 RT 0.726 LT 1.698 RT 1.698 4.0 HD Len 4.0 Wt 0.007 Wind 0.537 7.518 0.010 LT 0.055 RT 0.000 LT -1.934 RT -1.880 LT 0.726 RT 0.579 LT 1.698 RT 1.735 Story 1 Line A Wall 2 Height 14.0 SW Len Seismic Wall Force: 0.443 OTM 6.881 Uniform DL: 0.024 Header DL LT 0.132 RT 0.132 Max Down LT -1.661 RT -1.661 Res Moment: LT 1.646 RT 1.646 Holddown LT 1.163 RT 1.163 Story 1 Line A Wall 3 Height 14.0 SW Len Seismic Wall Force: 0.394 OTM 6.116 Uniform DL: 0.024 Header DL LT 0.132 RT 0.132 Max Down LT -1.661 RT -1.661 Res Moment: LT 1.354 RT 1.354 Holddown LT 1.191 RT 1.191 Story 1 mine A Wall 4 Height 14.0 SW Len Seismic Wall Force: 0.394 OTM 6.116 Uniform DL: 0.024 Header DL LT 0.132 RT 0.000 Max Down LT -1.661 RT -1.529 Res Moment: LT 1.354 RT 0.878 Holddown LT 1.191 RT 1.309 Story 1 Line B Wall 1 Height 10.0 SW Len Seismic Wall Force: 1.829 OTM 20.310 Uniform DL: 0.240 Header DL LT 0.000 RT 0.000 Max Down LT -0.772 RT -0.772 Res Moment: LT 96.491 RT 96.491 Holddown LT -2.897 RT -2.897 26.3 HD Len 26.3 Wt 0.007 Wind 2.476 24.759 0.100 LT 0.000 RT 0.000 LT -0.941 RT -0.941 LT 39.315 RT 39.315 LT -0.553 RT -0.553 A. Helge Dordal WOODCAD QLAT (Pro V4,0) Time 09:09:59 File: PUERTO Date : 01-27-200 0 Page: 6 of 9 WALLS Parallel t --- o X-Axis --- ------------ -------- ------ ---- ----------- Story 1 Line C Wall 1 Height 10.0 SW Len 6.5 HD Len 6.5 Wt 0.007 Seismic Wind Wall Force: 0.209 0.168 OTM 2.592 1.677 Uniform DL: 0.240 0.100 Header DL LT 1.200 RT 0.960 LT 0.498 RT 0.399 Max Down LT -1.599 RT -1.359 LT -0.756 RT -0.657 Res Moment: LT 12.914 RT 11.510 LT 4.572 RT 4.138 Holddown LT -1.588 RT -1.372 LT -0.445 RT -0.379 Story 1 Line C Wall 2 Height 10.0 SW Len 2.9 HD Len 2.9 Wt 0.007 Seismic Wind Wall Force: 0.093 0.075 OTM 1.156 0.748 Uniform DL: 0.240 0.100 Header DL LT 0.960 RT 0.960 LT 0.399 RT 0.399 Max Down LT -1.359 RT -1.359 LT -0.657 RT -0.657 Res Moment: LT 3.679 RT 3.679 LT 1.253 RT 1.253 Holddown LT -0.870 RT -0.870 LT -0.174 RT -0.174 Story 1 Line C Wall 3 Height 10.0 SW Len 2.9 HD Len 2.9 Wt 0.007 Seismic Wind Wall Force: 0.093 0.075 OTM 1.156 0.748 Uniform DL: 0.240 0.100 Header DL LT 0.960 RT 0.960 LT 0.399 RT 0.399 Max Down LT -1.359 RT -1.359 LT -0.657 RT -0.657 Res Moment: LT 3.679 RT 3.679 LT 1.253 RT 1.253 Holddown LT -0.870 RT -0.870 LT -0.174 RT -0.174 Story 1 ~i,ine C Wall Force: OTM Uniform DL: Header DL Max Down Res Moment: Holddown Wall 4 Height 10.0 SW Len Seismic 0.579 7.178 0.240 LT 0.960 RT 0.000 LT -1.359 RT -0.399 LT 60.750 RT 45.198 LT -2.976 RT -2.112 18.0 HD Len 18.0 Wt 0.007 Wind 0.464 4.645 0.100 LT 0.399 RT 0.000 LT -0.657 RT -0.258 LT 23.224 RT 18.416 LT -1.032 RT -0.765 Story 1 Line D Wall 1 Height 10.0 SW Len 8.0 HD Len Seismic Wind Wall Force: 0.578 0.391 OTM 6.396 3.909 Uniform DL: 0.240 0.100 Header DL LT 0.360 RT 0.360 LT 0.150 Max Down LT -1.159 RT -1.159 LT -0.638 Res Moment: LT 11.520 RT 11.520 LT 4.439 Holddown LT -0.641 RT -0.641 LT -0.066 8.0 Wt 0.007 RT 0.150 RT -0.638 RT 4.439 RT -0.066 A. Helge Dordal WOODCAD QLAT (Pro V4.0} Time 09:10:00 File: PUERTO Date : 01-27-2000 Page: 7 of 9 WALLS Parallel to X-Axis Story 1 Line D Wall 2 Height 10.0 SW Len Seismic Wall Force: 0.578 OTM 6.396 Uniform DL: 0.240 Header DL LT 0.360 RT 0.000 Max Down LT -1.159 RT -0.799 Res Moment: LT 11.520 RT 8.928 Holddown LT -0.641 RT -0.317 Story 1 Line E Wall 1 Height 10.0 SW Len Seismic Wall Force: 0.133 OTM 1.565 Uniform DL: 0.240 Header DL LT 0.000 RT 0.360 Max Down LT -0.522 RT -0.882 Res Moment: LT 1.255 RT 2.227 Holddown LT 0.103 RT -0.221 Story 1 Line E Wall 2 Height 10.0 SW Len Seismic Wall Force: 0.578 OTM 6.781 Uniform DL: 0.240 Header DL LT 0.000 RT 0.000 Max Down LT -0.522 RT -0.522 Res Moment: LT 23.576 RT 23.576 Holddown LT -1.292 RT -1.292 Story 1"I,ine E Wall 3 Height 10.0 SW Len Seismic Wall Force: 0.489 OTM 5.738 Uniform DL: 0.240 Header DL : LT 0.000 RT 0.000 Max Down LT -0.522 RT -0.522 Res Moment: LT 16.879 RT 16.879 Holddown LT -1.013 RT -1.013 Story 1 Line E Wall 4 Height 10.0 SW Len Seismic Wall Force: 0.534 OTM 6.259 Uniform DL: 0.240 Header DL : LT 0.000 RT 0.000 Max Down LT -0.522 RT -0.522 Res Moment: LT 20.088 RT 20.088 Holddown LT -1.152 RT -1,152 8.0 HD Len 8.0 Wt 0.007 Wind 0.391 3.909 0.100 LT 0.150 RT 0.000 LT -0.638 RT -0.489 LT 4.439 RT 3.638 LT -0.066 RT 0.034 3.0 HD Len 3.0 Wt 0.007 Wind 0.090 0.902 0.100 LT 0.000 RT 0.150 LT -0.301 RT -0.450 LT 0.512 RT 0.812 LT 0.130 RT 0.030 13.0 HD Len 13.0 Wt 0.007 Wind 0.391 3.909 0.100 LT 0.000 RT 0.000 LT -0.301 RT -0.301 LT 9.606 RT 9.606 LT -0.438 RT -0.438 11.0 HD Len 11.0 Wt 0.007 Wind 0.331 3.308 0.100 LT 0.000 RT 0.000 LT -0.301 RT -0.301 LT 6.877 RT 6.877 LT -0.325 RT -0.325 12.0 HD Len 12.0 Wt 0.007 Wind 0.361 3.609 0.100 LT 0.000 RT 0.000 LT -0.301 RT -0.301 LT 8.185 RT 8.185 LT -0.381 RT -0.381 A_ Helge Dordal WOODCAD QLAT (Pro V4.0) Time 09:10:24 File: PUERTO Date 01-27-2000 Page: 8 of 9 ------------------------------------------------------------------------- ------------------------------------------------------------------------- WALLS Parallel to X-Axis Story 1 Line F Wall 1 Height 10.0 SW Len Seismic Wall Force: 2.312 OTM 23.773 Uniform DL: 0.024 Header DL LT 0.000 RT 0.000 Max Down LT -2.797 RT -2.797 Res Moment: LT 3.056 RT 3.056 Holddown LT 2.437 RT 2.437 Story 1 Line G Wall 1 Height 10.0 SW Len Seismic Wall Force: 0.067 OTM 0.884 Uniform DL: 0.240 Header DL LT 0.000 RT 0.360 Max Down LT -0.316 RT -0.676 Res Moment: LT 1.094 RT 2.001 Holddown LT -0.075 RT -0.399 Story 1 Line G Wall Force: OTM Uniform DL: Header DL Max Down Res Moment: Holddown Wall 2 Height 10.0 SW Len Seismic 0.143 1.894 0.240 LT 0.360 RT 0.480 LT -0.676 RT -0.796 LT 6.966 RT 7.614 LT -0.845 RT -0.953 Story l mine G Wall 3 Height 10.0 SW Len Seismic Wall Force: 0.322 OTM 4.262 Uniform DL: 0.240 Header DL LT 0.480 RT 0.360 Max Down LT -0.796 RT -0.676 Res Moment: LT 31.256 RT 29.798 Holddown LT -2.000 RT -1.892 Story 1 Line G Wall Force: OTM Uniform DL: Header DL Max Down Res Moment: Holddown Wall 4 Height 10.0 SW Len Seismic 0.072 0.947 0.240 LT 0.360 RT 0.960 LT -0.676 RT -1.276 LT 2.227 RT 3.848 LT -0.427 RT -0.967 8.5 HD Len 8.5 Wt 0.007 Wind 1.564 15.637 0.010 LT 0.000 RT 0.000 LT -1.840 RT -1.840 LT 1.935 RT 1.935 LT 1.612 RT 1.612 2.8 HD Len 2.8 Wt 0.007 Wind 0.073 0.731 0.100 LT 0.000 RT 0.150 LT -0.261 RT -0.411 LT 0.446 RT 0.726 LT 0.102 RT 0.002 6.0 HD Len 6.0 Wt 0.007 Wind 0.157 1.567 0.100 LT 0.150 RT 0.199 LT -0.411 RT -0.460 LT 2.647 RT 2.848 LT -0.180 RT -0.213 13.5 HD Len 13.5 Wt 0.007 Wind 0.353 3.525 0.100 LT 0.199 RT 0.150 LT -0.460 RT -0.411 LT 12.162 RT 11.711 LT -0.640 RT -0.606 3.0 HD Len 3.0 Wt 0.007 Wind 0.078 0.783 0.100 LT 0.150 RT 0.399 LT -0.411 RT -0.660 LT 0.812 RT 1.313 LT -0.010 RT -0.176 A. Helge Dordal WOODCAD QLAT (Pro V4.0) Time 09:11:06 File: PUERTO Date 01-27-2000 Page: 9 of 9 WALLS Parallel to X-Axis Story 1 Line G Wall Force: OTM Uniform DL: Header DL Max Down Res Moment: Holddown Wall 5 Height 10.0 SW Len Seismic 0.067 0.884 0.240 LT 0.960 RT 0.960 LT -1.276 RT -1.276 LT 3.513 RT 3.513 LT -0.939 RT -0.939 2.8 HD Len 2.8 Wt 0.007 Wind 0.073 0.731 0.100 LT 0.399 RT 0.399 LT -0.660 RT -0.660 LT 1.194 RT 1.194 LT -0.165 RT -0.165 6.8 HD Len 6.8 Wt 0.007 Wind 0.178 1.776 0.100 LT 0.399 RT 0.199 LT -0.660 RT -0.460 LT 4.445 RT 3.536 LT -0.392 RT -0.259 Story 1 Line G Wall 6 Height 10.0 SW Len Seismic Wall Force: 0.162 OTM 2.147 Uniform DL: 0.240 Header DL LT 0.960 RT 0.480 Max Down LT -1.276 RT -0.796 Res Moment: LT 12.326 RT 9.388 Holddown LT -1.497 RT -1.065 Story 1 Line G Wall 7 Height 10.0 SW Len Seismic Wall Force: 0.191 OTM 2.526 Uniform DL: 0.240 Header DL LT 0.480 RT 0.360 Max Down LT -0.796 RT -0.676 Res Moment: LT 12.384 RT 11.520 Holddown LT -1.232 RT -1.124 Story 1 Zine G Wall Force: OTM Uniform DL: Header DL Max Down Res Moment: Holddown Story 1 Line H Wall Force: OTM Uniform DL: Header DL Max Down Res Moment: Holddown Wall 8 Height 10.0 SW Len Seismic 0.167 2.210 0.240 LT 0.360 RT 0.000 LT -0.676 RT -0.316 LT 9.104 RT 6.835 LT -0.985 RT -0.661 Wall 1 Height 8.0 SW Len Seismic 0.228 2.611 0.060 LT 0.000 RT 0.000 LT -0.163 RT -0.163 LT 13.363 RT 13.363 LT -0.672 RT -0.672 8.0 HD Len 8.0 Wt 0.007 Wind 0.209 2.089 0.100 LT 0.199 RT 0.150 LT -0.460 RT -0.411 LT 4.706 RT 4.439 LT -0.327 RT -0.294 7.0 HD Len 7.0 Wt 0.007 Wind 0.183 1.828 0.100 LT 0.150 RT 0.000 LT -0.411 RT -0.261 LT 3.486 RT 2.785 LT -0.237 RT -0.137 16.0 HD Len 16.0 Wt 0.007 Wind 0.652 5.212 0.025 LT 0.000 RT 0.000 LT -0.326 RT -0.326 LT 6.939 RT 6.939 LT -0.108 RT -0.108 A. Helge Dordal WOODCAD QLAT (Pro V4.0) Time 09:06:22 File: PUERTO Date 01-27-2000 Page: 1 SUMMARY OF SHEAR WALL AND HOLDDOWN SELECTIONS ------------ Walls Parallel to Y axis Story Line Wall ----- ---- ---- SW -- LtHD ---- RtHD ---- 1 1 1 1 1 1 1 1 2 1 - - 1 1 3 1 - - 1 2 1 1 - - 1 2 2 1 - - 1 2 3 1 - - 1 2 4 1 - - 1 3 1 1 1 1 1 3 2 1 1 1 1 4 1 1 1 1 1 4 2 1 1 1 1 5 1 3 1 - 1 5 2 3 - 1 1 5 3 2 1 1 1 5 4 2 1 1 1 6 1 3 1 1 1 6 2 2 1 1 1 7 1 1 - - 1 7 2 3 - 1 * Exceeds table capacity SW selection based on file: W15DF10C.TBL - None required HD selection based on file: HDSMPI2.TBL ODSMPI2.TBL A. Helge Dordal WOODCAD QLAT (Pro V4,0) Time 09:06:22 File: PUERTO Date 01-27-200 0 Page: 1 SUMMARY OF SHEAR WALL AND HOLDDOWN SELECTIONS Walls Parallel to X axis Story Line ----- ---- Wall ---- SW -- LtHD ---- RtHD ---- 1 A 1 3 1 1 1 A 2 3 1 1 1 A 3 3 1 1 1 A 4 3 1 1 1 B 1 1 - - 1 C 1 3 - - 1 C 2 3 - - 1 C 3 3 - - 1 C 4 1 - - 1 D 1 1 - - 1 D 2 1 - - 1 E 1 3 1 - 1 E 2 1 - - 1 E 3 1 - - 1 E 4 1 - - 1 F 1 3 2 2 1 G 1 3 - - 1 G 2 3 - - 1 G 3 1 - - 1 G 4 3 - - 1 G 5 3 - - 1 G 6 1 - - 1 G 7 1 - - 1 G 8 1 - - 1 H 1 1 - - * Exceeds table capacity SW selection based on file: W15DF10C.TBL - None required HD selection based on file: HDSMPI2.TBL ODSMPI2.TBL f C1-~o~r TALI l Cr+}ioAiil 0 1 f!'_~r T /TT C.-~oni owl [ 15/32" Sheathing w/ lOd Common ] Shear Wall Edge Anchor Bottom Rim/Blk to Allow SW Sheathing Nailing Bolts Plate Top plate Shear Notes # [Thick (side)] (in oc) (in oc) (in oc) (in oc) (Klf) 1 1/2" GB (1) 6d @ 7 5/8" @ 72 16d @ 15 16d @ lOT 0.10 2 1/2" GB (2) 6d @ 7 5/8" @ 64 16d @ 8 16d @ 5T 0.20 3 15/32" RS (1) lOd @ 6 5/8" @ 40 16d @ 5 16d @ 3T 0.31 1 4 15/32" RS (1) lOd @ 4 5/8" @ 32 16d @ 3 16d @ 2T 0.46 1 5 15/32" RS (1) lOd @ 3 5/8" @ 24 16d @ 2 16d @ 2T 0.60 1,3,5 6 15/32" RS (1) lOd @ 2 5/8" @ 16 16d @ 2 A35@ 10 0.77 1,3,5 7 15/32" RS (2) IOd @ 4 5/8" @ 16 2-16d @ 3 A35@ 9 0.92 1,4,5 8 15/32" RS (2) lOd @ 3 5/8" @ 12 2-16d @ 3 2-A35@ 12 1.20 1,3,5 9 15/32" RS (2) lOd @ 2 5/8" @ 8 2-16d @ 2 2-A35@ 10 1.54 1,3,5 T for Toe Nailing; GB for Gypsum Board; RS for APA Rated Sheathing [ Shear Wall Notes ] GENERAL NOTES (apply to all shear walls) a} For Rated Sheathing panels, space nails @ 12 in (305 mm) oc along intermediate framing members. b) Block all panel edges with minimum 2x (51mm) blocking. c) Apply nailing to all studs, top and bottom plates and blocking. d} Framing to be a maximum of 24 in ( 610mm) oc . e) Fastners shall be driven flush with surface of sheathing. SPECIAL NOTES FOR SHEAR WALLS (apply to walls specifically noted) 1) APA Rated Sheathing EXPl/EXP2/EXT or C-C/C-D/Struct II Plywood. 2) Struct I APA Rated Sheathing EXPl/EXT or Struct I Plywood. 3) Provide 3x's (76mm) at adjoining panel edges w/nails staggered. 4) Offset panel joints on each side of wall minimum one stud bay. 5) Provide minimum 3x (76mm) blocking or joists beneath bottom plate with bottom plate nails staggered. - [ Roof Diaphragm Schedule ] [Gr. I/II Species] - [ 15/32" Sheathing w/ lOd Common ] Nailing Allowable Dia Diaphragm Case (in o.c.) Shear Notes ## Bndry Edge (Klf) Unblocked OTHER 6 0.19 1 Unblocked CASE 1 6 0.25 1 1 Blocked 6 6 0.29 1 2 Blocked 4 6 0.38 1 3 Blocked 2.5 4 0.57 1,3 4 Blocked 2 3 0.65 1,3 5 Blocked 2 3 0.73 2,3,8 [ Diaphragm Notes ] GENERAL NOTES a) Staples shall be installed with crown parallel to framing member. b) Fastners shall be driven flush with surface of sheathing. c) Space nails @ 12 in oc along intermediate framing members. d) Provide boundary nailing @ continuous panel edges Cases 3 & 4. e) Provide boundary nailing @ all panel edges Cases 5 & 6. f) The high-load shear values as listed in ICBO ER 1952 can also be found in Table 9.10.1.3a of the 1991 NEHRP Provisions and Table 2306.4.6.1 of the 1993 National Building Code (by BOCA). SPECIAL NOTES (apply to diaphragms specifically noted) 1) APA Rated Sheathing, STURD-I-FLOOR EXP1/EXP2/EXT or C-C/C-D Plywood. 2) Struct I APA Rated Sheathing EXPl/EXT or Struct I Plywood. 3) Provide 3x's (76mm) at adjoining panel edges w/nails staggered. 4) All members to be 4x minimum w/2 lines of fastners (ICBO ER 1952). 5) All members to be 4x minimum w/3 lines of fastners (ICBO ER 1952). 6) Special inspection is required in accordance with ICBO ER 1952. 7) Provide boundary nailing @ all panel edges Cases 3,4,5 & 6. 8) All members to be 3x (76mm) minimum. ~ ri..__ /T _i ~ 17V1L.LV W11 J1.11G 111L1G J ~Vt 1~ 11 ViJG ~..ic-~J [ Simpson Strong-Tie Holdown ] [ Simpson 1996 Catalog ] Foundation Level HD Type Stud Fastner Anchor Cap Detail # Type to Stud Bolt Kips Number 1 HPAHD22 (2}2x (10) 16d --- 2.07 1 2 HD2A (2)2x (2)5/8"~ 5/8"~ 2.78 2 3 HD5A (2)2x (2)3/4"~ 3/4"~ 3.71 2 4 HTT22 (2)2x (32) 16d 5/8"~ 5.25 3 5 HD8A (2)2x (3)7/8"~ 7/8"~ 6.47 2 6 HD8A 6x (3) 7/8"Q~ 7/8"~ 7.91 2 7 HD10A 6x (4) 7/8"~ 7/8"~ 9.90 2 8 HD14A 6x (4) 1" ~ 1" ~ 13.38 2 9 HD15 6x (5) 1" ~ 1-1/4"~ 15.31 2 SIM 1 rl. __ /r n~- .l ~ 1ZVIU.V W11 J1.11G 11LL1G J ~Vl 1~ tt v1/c~.. s.c~~ [ Simpson Strong-Tie Holdown ] [ Simpson 1996 Catalog ] Other Levels ~ HD Type Stud Fastner Tie Cap Detail # Type to Stud Rod Kips Number 1 CS18 2x (18)lOd --- 1.27 4 2 (2) CS20 (2) 2x (14) lOd ea --- 2 . O1 4 3 (2) CS18 (2) 2x (18) lOd ea --- 2 .54 4 4 (2) CS16 (2) 2x (22) lOd ea --- 3 .30 4 5 HD6A (2)2x (2)7/8"~ 7/8"~ 4.41 5 6 HD6A 4x (2)7/8"~ 7/8"~ 5.10 5 7 HD8A (2)2x (3)7/8"~ 7/8"~ 6.47 5 8 HD10A (2~ 2x (4) 7/8"~ 7/8"~ 8 .31 5 9 HD10A 6x (4)7/8"~ 7/8"~ 9.90 5 [ Holddown Notes ] GENERAL NOTES a) Minimum concrete compresive strength to be 2.5 ksi (17.2 MPa). b) Refer to manufacturers' catalogs for minimum distance to foundation corner. c) Refer to manufacturers' catalogs for minimum backing member size. d) Refer to manufacturers' catalogs for anchor bolt embedment depth. e) Posts at holddown: 2x & 4x (38mm x and 89mm x) --- #2 or better 6x ( 140mm x ) --- #1 or better f) The anchor type holddowns at other levels shall have a pair, one above and one below, tied by a threaded rod. 01-27-2000 PIlERT4 K i Roof Level 1 2 3 4 5 6 7 i 8.0 18.5 30.0 42.5 68.0 80.0 A - I ~..~ ~ ..~ .. $ 34.0 ••• J C 38.0 .. ... .. .. .. ....~....~... .. D 46.0 ... .. ......:........................ : ... . . E 50.0 . ~ .............................. F 64.0 ... i.. .....i....l . .. .. .. .. .. .. .. .. .. .. ....., G '14.0 .'~... ~... .~ . H 84.0 ~1 \t 1 ~. J ~~. Roof [ 15/32" Sheathing w/ 1Od COMMOn [Gr. I/II Species] Legend for Blocked DiaphragMs 1 2 3 4 ~5 6 1 8 f 1 i 2Story 14 5 ~ 8.0 18.335 30.0 42.5 ~11 ~ 1 1 I 1 11 A ~ 3 .~.; .. ~ ... 3 3 1 IJ LLLIII. 1 6 7 68.0 80.0 01-27-2000 Pl1ERTO p B 34.0 C 38.0 D 46.0 E 50.0 F 64.0 G 14.0 H 84.0 -: ~r....~....~' , . 1 .................. .. .. 1 .......... .......... 1 2 3 .~~...~... 1 ..$.~- Walls [ 15f32" Sheathin9t wf 1Od COMMOn ] [Gr. IfII Species] Holddowns: [ SiMpson Strong-Tie Holdown ] [Gr. I/II Speoies] Struts : [ SiMpsan Cnnctr ] *-Exceeds Maxi MUM table value Line 1 - X Distance 0.0 ft fraM origin I Stlry WL # SW # Stiry WL # SW # 2 0 3 ^1 H D # r,T~il ' ' f Line 2 - K Distance 8.0 ft from origin Story 1 WL # SW # 1 ^1 2 3 ^1 Line 2 - X Distance 11.0 ft from origin Stiry . q SW # ~ ^1 Line 3 - ~ Distanoe 18.5 ft front origin Stirs ; • 1 SW # ^1 Line 3 - X Distance 20.5 ft front origin Stirs WL # SW # 2 0 f Line 4 - X Distance 29.0 ft front origin Stirs 2 sw # 0 Line 4 - }{ Distance 30.0 ft front origin Story • i • 1 5W # 0 Line 5 - }S Distance 40.5 ft front origin Stirs ; • 3 SW # Line 5 - X Distance 42.5 ft f roM origin Story i WL # SW # Line 6 - X Distance 68.0 ft front origin Stirs • 1 2 SW # ^Q ^2 Line 7- X Distance $0.0 f t f roM origrin Stiry . 1 SW # ~ ^1 Line p - Y Distance 0.0 ft front origin Stiry WL # SW # HD # m ...~.... m ... m ......................... Line B - Y Distance 34.0 ft front origin Stiry ; 1 SW # ^1 Line C - Y Distance 38.0 ft front origrin Stiry ' 1 2 3 4 SW # Q 3 3 ^1 Line D - Y Distance 46.0 ft front origin Story ' 1 ' ' 1 2 SW # 0 0 r Line E - Y Distance 50.0 ft front origin Stiry SW # 4 3 0 Line F - Y Distance 64.0 ft front origin Stiry WL # SW # n 1 Line G - Y Distance 74.0 ft front orfgin Stiry , ' 1 2 SW # S 0 Line H - Y Distance 84.0 ft front origin Stiry WL # SW # 1 0 I N J I ~` 0 C