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HomeMy WebLinkAbout1615 Delores Pl Technical - Building TECHNICAL Permit # �Sok No Address I � 15 Delores P �ace- Project description E rtq;vleertln,q Ah Sq-S I fan s `two S-f-0 r 'y M ay\UW4 17 Nome Date the permit was finaled Number of technical pages_ 111cd[Ord 110HICS RD. 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' «"rz�,3d�:.,9 '•.•,��'°S�'. • "'�-�aZ"b. ` '.''k'''s'',�Jam,}/t'�`�""f s� � ii _' " - � { £> q: fj .., '.'`'y�.,rg... ''Ls� .xF t '%?r' .� 2091 '�• -M1�x�.. `��' rt'`. r., 84 sr4Ts i L_ D E LCO N SERVICES ��s���,►�e������►o�������� 3701 E.BASELINE RD. STE 106-191 GILBERT AZ 85234 Telephone 14800-215-6743(PIN 1313) Fax 1.800.215.6743(PIN 1346) ENGINEERING ANALYSIS FOR ST ALBANS TWO STORY (JOB NO 6-142) i MANUFACTURER. STRATFORD HOMES P O BOX 545 POST FALLS,ID 83854 ENGINEER. DELCON SERVICES 3701 E.BASELINE RD SUITE 106-191 GILBERT AZ 85234 CONTENTS DESIGN CRITERIA AND DESIGN LOADS 10 VERTICAL ANALYSIS 1 1 SUMMARY AND ILLUSTRATIONS 1.2 ROOF JOIST OR TRUSS 1.3 ROOF BEAM (MICROLAM) 14 ROOF BEAM COLUMN 1.5 WALL FRAMING 16 FLOOR JOISTS 17 FLOOR BEAM 1.8 FOOTINGS 2.0 LATERAL ANALYSIS 2.1 SUMMARY OF SHEAR WALL & HOLDDOWNS 2.2 INPUT DATA INCLUDING WIND & SEISMIC 2.3 FORCE PRINTOUTS 2 2. 2.4 CONNECTIONS 2.5 VERTICAL & HORIZONTAL DIAPHRAGM ILLUSTRATIONS 2.6 TABLES SHEAR WALL SCHEDULE, HOLDDOWN SCHED- ULE, DRAG STRUT SCHEDULE, ANCHOR SCHEDULE, & ROOF DIAPHRAGM SCHEDULE. 2.7 OVERTURNING AND ANCHOR SYSTEM 30 ENGINEERS CERTIFICATION STATEMENT I I I i DESIGN CRITERIA. I CODES- 1) 1994 Edition- Uniform Building Codes(Volume 2) 2) ANSI A58 1 - Building Code Requirement for mimmum design loads in buildings and other structures. 3) ANSI/NFoPA NDS - 1991 ,National Design Specification for Wood Construction (Including Revised supplement) (Copyright 1993) 4) International Conference of Building Officials (ICBO) a) Evaluation report no 1591, "Steel Gusset Plate Fasteners b)Report number 2403, "Diaphragms. it c) Report number NER- 108 , "Diaphragms. " d) Report number NER-272, "Diaphragms. " 5) Plywood Design Specifications with supplements 1,2,&3 by the American Plywood Association(APA) SPECIFICATIONS- 1) WAC 296-150A. 2) WAC 296-150B 3) OSSC ORS 455 4) Contract number MATERIALS- 1) Plywood- CDX Plugged (Diapghragms use "Structural Grade)per U.B C. Std. 23-3, or, 23-9 2) Structural Panel (OSB, Waferboard, & Composite Panels) Panel Grade 2-M-W 3) Lumber- HemFir , or, DougFir No 2 or better Per U.B C. table 23-I-A-1 for framing other than studs. All studs to be "Stud grade" 4) Steel -Mild steel to be ASTM A36 or equal and bolts to be ASTM A325 and allthread to be ASTM A36 or equal. 5) Anchor systems a) Block and pad footings Tie Down Engineering, Inc. Strap# MS670 (3150 lb cap'y)and Anchor#M12H (7500 lb ultimate strength) 5.1 yj p5;o N "m A-5' A 14 C"Rf (7 U 1-!� -4r y) i I DESIGN LOADS i LIVE LOADS- UNIFORM CONCENTRATED j Roof 40 PSF 300 lb.on 3"dia. Floor 41) PSF w 0 y lb. on 2.5 ft. Sq.Area ' (U.B C. table# 16 -A) WIND LOADS- gd MPH,EXPOSURE Per U.B C Chapter 16,Division H Section 1618, "Wind Pressures" P=Ce Cq qs I Method 1 for roofs and walls and Method 2 for overturning. SEISMIC COEFFICIENT Per U.B C Chapter 16, Division III Z o N f. 3 Section 1628.2 "Static Force. " V=(ZIC/Rw) W COMPUTER PRINTOUT FOR INPUT DATA Vertical design loads specified on member specific sheets. Lateral wind and seismic loads are on sheet 2.2.3 (Program details available upon request) WoodWorks UER SOFTWARE FOR WOOD DESIGN i File Name 6-142 WoodWorks SIZER 1 0q 16 Nov 1996 11 01 COMPANY PROJECT Delcon Services St Albans I Gilbert Arizona Port Angeles Washington l Phone 1-800-215-6743-PIN#1313 Stratford Homes Fax 1-822-215-6743-PIN#1346 6-142 CONCEPT DESIGN RESULTS - NDS-1991 SUGGESTED SECTIONS by GROUP for ROOF i Manuf Trusses Not designed by request * Wall Lumber Studs D Fir-L Stud 2x6 @16 SUGGESTED SECTIONS by GROUP for FLOOR # 3 * Roof Joist Lumber-soft D Fir-L No 2 2x12 @24 Wall Lumber Studs D Fir-L Stud 2x6 @16 ***WARNING PARTIAL LOAD(S) ON JOIST(S) HAVE BEEN DETECTED AND IGNORED*** X566 .57Y-V-C^-Le- SUGGESTED SECTIONS by GROUP for FLOOR # 2 F1oorJoist Lumber soft D Fir-L No 2 2x8 @16 Bonus Rm Joist Lumber-soft D Fir-L No 2 1 5000x9 25 @16 MicroLam Bm Multi-ply Lumb D Fir-L No 2 No section found Garage Header Glulam Simple VG West DF 16F-V3 5 125x12 0000 Column Timber-soft D Fir-L No 2 6x6 Wall Lumber Studs D Fir-L Stud 2x6 @16 ***WARNING PARTIAL LOAD(S) ON JOISTS) HAVE BEEN DETECTED AND IGNORED*** Gk-rt7 5T72.v- L/ +�L S H-T;) SUGGESTED SECTIONS by GROUP for FLOOR # 1 F1oorJoist Lumber-soft D Fir-L No 2 2x8 @16 Foundation Not designed by request ***WARNING PARTIAL LOAD(S) ON JOISTS) HAVE BEEN DETECTED AND IGNORED*** * = member length exceeds typical stock length 65" f WTV CRITICAL MEMBERS and DESIGN CRITERIA Group Member Criteria Analysis/Design Values RoofJoist j21 Deflection 0 99 F1oorJoist j16 Deflection 0 82 Bonus Rm Joist Bending 0 00 MicroLam Bm No section found Garage Header Bending 0 00 Column c3 Axial 0 53 Wall w23 Axial 0 09 DESIGN NOTES 1 Please verify that the default deflection limits are appropriate for your application 2 BEARING the designer is responsible for ensuring that adequate 1 . 1. 2 bearing is provided ` 3 GLULAM bxd = actual breadth x actual depth 4 Glulam Beams shall be laterally supported according to the provisions ' of NDS Clause 3 3 3 5 Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4 4 1 6 BUILT-UP BEAMS it is assumed that each ply is a single continuous member (that is no butt joints are present) fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top-loaded Where beams are side-loaded special fastening details may be required i I I I WoodWorks SOFTWARE FOR WOOD DESIGN 4� - 13 1� 4 `-- 17 i 14 3p 1 16 5 2 1 )2- A ZA EF I%C J GH File Name 6-142 WoodWorks SIZER 1 Og 16 Nov,1996 11 04 View fioi� 1:0 V W 0 APr 10N WoodWorks SIZER SOFTWARE FOR WOOD DESIGN I. 13 1� 4 a 17 1� 14 16 8 5 d.w 1 AB EF I%C J GH File Name 6-142 WoodWorks SIZER 1 Og 16 Nov 1996 11 04 view Loads ' '�'P" FL.0o A A i i 00 OPS SIZER SOFTWARE FOR WOOD DESIGN w i 13 4 i 17 14 16 8 5 2 , 1 AB EF ITC J GH File Name 6-142 WoodWorks SIZER 1 Og 16 Nov 1996 11 05 View "' WN LLS s7' Fl.oY>>rL, WoodWorks SOFTWARE FOR WOOD DESIGN r 13 14 17 1� 14 16 8 6� 5 2 1 AB EF 11C J GH File Name 6-142 WoodWorks SIZER 1 Og 16 Nov 1996 11 05 view iWasak ft SOA�4 S� Z Nb F L 00 fZ 12 ps F n• L • 40 pS F L. L . ( Zoe-Syr 1►� jsvtJvs mom 00 ors SIZER SOFTWARE FOR WOOD DESIGN 13 4 1 17 1� 14 16 8 5 2 1 AB EF lic J GH File Name 6-142 WoodWorks SIZER 1 Og 16 Nov 1996 11 05 View Loads Co XA Co Ir JZOd it M rsf P. L. 4f) 10-6 ft L. L . WoodWorks SIZER SOFTWARE FOR WOOD DESIGN i 13 I 4 117 1� 14 16 8 5 2 1 1 AB EF I%C J GH File Name 6-142 WoodWorks SIZER 1 Og 16 Nov,1996 11 05 View Loads P.dlp F 1 pt 40 Ps P L. L.. I WoodWorks 51ZhK SOFTWARE FOR WOOD DESIGN East-West 1 I I A B E F DI C J G H File Name 6-142 WoodWorks SIZER 1 09 16 Nov 1996 11 06 View Cross Sections l• � . to WoodWorks SIZER SOFTWARE FOR WOOD DESIGN North-South F I 00000 000 I 1 2 5 67 8 16 14 910 115 17 4 312 13 File Name 6-142 WoodWorks SIZER 1 Og 16 Nov 1996 11 05 View Cross Sections 1 . 2. E d. i Roof Rafter[94 UBC (91 NDS)]Ver V4000122 By DALE E. LAURIN, P.E. DELCON SERVICES on: 11 16-1996 I Project: Location: Garage Roof Summary' I 1 50 IN x 7.25 IN x 12.5 FT(Actual 16.271 FT) @ 16.00 O C /#2 DOUGLAS FIR-LARCH Dry Use Section Adequate By 43.5% Controlling Factor-Section Modulus Deflections: Dead Load. DLD= 0.12 IN Live Load. LLD= 0.37 IN=U460 i Total Load: TLD= 049 IN=U347 I Rafter End Loads and Reactions. LOADS. RXNS Upper Live Load: 166 PLF 221 LB Upper Dead Load: 54 PLF 72 LB Upper Total Load: 220 PLF 293 LB Lower Live Load: 218 PLF 291 LB j Lower Dead Load: 71 PLF 95 LB Lower Total Load: 289 PLF 386 LB Upper Equiv Tributary Width: UTWeq= 7 159 FT Lower Equiv Tributary Width: LTWeq= 9.245 FT Rafter Data. Interior Span: L= 11.0 FT Cantilever Span: CS1= 1.5 FT Live Load Deflect. Criteria. U 240 Total Load Deflect. Criteria: U 180 Rafter Spacing: SPC= 16.00 IN 0 C Rafter Loads. Roof Live Load: LL= 40 PSF Roof Dead Load: DL= 10 PSF Rafter Pitch. RP= 1000 12 Rafter Unbraced Length: Lu= 0.0 FT Roof Duration Factor Cd= 1 15 Slope Adjusted Spans And Loads. Interior Span. Ladj= 14.3 FT Cantilever Span. CS1adj= 2.0 FT Rafter Live Load: wL= 31 PLF Rafter Dead Load: wD= 10 PLF Rafter Total Load: wT= 42 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_perp= 625 PSI Adjusted Properties Fb' (Tension): Fb'= 1389 PSI Adjustment Factors: Cd=1 15 Cf--1.20 Cr=1 15 Fv' Fv'= 109 PSI Adjustment Factors: Cd=1 15 Design Requirements: Maximum Moment(Interior Span) Mcent= 1059 FT-LB At Location(From Upper Support)- X= 7 127 FT Moment At Cantilever, Mcant= 80 FT-LB Maximum Shear- Vmax= 304 LB Shear At Peak: Vpeak= 297 LB Required Cantilever Depth. D(cant)= 1.66 IN Comparisons With Required Sections: Section Modulus: Sreq= 9.2 IN3 S= 131 IN3 Area. Areq= 4.2 IN2 A= 10.8 IN2 Moment of Inertia: Ireq= 24.9 IN4 1= 47.6 IN4 Rooi Reiter(94 UBC(911(DS)]Vcr.V4000122 By:DALE E.LAURIN,P.E. DELCOTf SERVICES on:11.16-1996 U2 DOUGLAS YIR-LARCH I DimencionalLumber Proiect: Location:Garage Moot Roof Pitch 10 18 LL-40 P3Z M.10PSY �c n9E-3G9 i i i i S i i CS1-1.5 Pt L=11 Pt RLI-391 LB 7112=331 LB RD1=95 LB RD202LB AM 386 LB RT2=293 LB 1. 3A Roof Beam[94 UBC (91 NDS)]Ver V4000122 By DALE E. LAURIN, P.E. DELCON SERVICES on. 11 16-1996 Project: Location:2nd Flr Door Hdr(M.L.Beam) Summary, 1.50 IN x 11.875 IN x 7 0 FT /2.0E ES MicroLam TRUS JOIST-MACMILLAN Section Adequate By 347 7% Controlling Factor-Area 1 3/4 inch by 16 inch or 18 inch beams to be used in multiple member units only Deflections. Dead Load: DLD= 001 IN Live Load: LLD= 0.03 IN=U2712 Total Load: TLD= 0.04 IN=U1880 Reactions (Each End) Live Load: RL= 840 LB Dead Load: RD= 372 LB Total Load: RT= 1212 LB Bearing Length Reqd. BL= 1.08 IN Beam Data: Span: L= 7.0 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= 40 PSF Side One. Roof Dead Load: DL1= 17 PSF Roof Rafter Tributary Width. TW1= 6.0 FT Side Two Roof Dead Load: DL2= 0 PSF Roof Rafter Tributary Width: TW2= 0.0 FT Roof Duration Factor- Cd= 1 15 Slope Adjusted Lengths and Loads. Adjusted Beam Length: Ladj= 70 FT Beam Live Load W/Slope Red'n: wL= 240 PLF Beam Self Weight: BSW= 4 PLF Beam Total Dead Load: wD= 106 PLF Total Maximum Load: wT= 346 PLF Controlling Total Design Load: wTcont= 346 PLF Properties For- 2.0E ES MicroLam-TRUS JOIST-MACMILLAN Bending Stress: Fb= 2925 PSI Shear Stress- Fv= 285 PSI Modulus of Elasticity- E= 2000000 PSI Stress Perpendicular to Grain. Fc_perp= 750 PSI Adjusted Properties: Fb'(Tension): Fb'= 3369 PSI Adjustment Factors:Cd=1 15 Cf=1.00 Fv' Fv'= 328 PSI Adjustment Factors:Cd=1 15 Design Requirements: Maximum Moment: M= 2121 FT-LB Shear(@ d from beam end). V= 869 LB Comparisons With Required Sections: Section Modulus: Sreq= 7.6 IN3 S= 35.2 IN3 Area: Areq= 4 0 IN2 A= 17.8 IN2 Moment of Inertia. Ireq= 20.1 IN4 1= 209.3 IN4 Root Baml 94 UBC(91NDS)]Vcr.V4000122 By:DALE E.LAUMf.?.E. DELCON SERVICES on:11-16.1996 2.0E ES MicraLum 1 T11USJOQST-MACM UA1Y 1Luminatud Vcnecr Lumbor Proitct: Locution:2nd l4.Door Hdr(MS.Bcum) L-7.0 h RL-840 LB BL-840 LB 'AD=372 LB wL 240PLP RD=372LB RT-1212LB wd 106M RT=1212LB WoodWorks 51ZER SOFTWARE FOR WOOD DESIGN File Name untitled WoodWorks SIZER 1 Og 16 Nov 1996 12 04 COMPANY i PROJECT S-F ft-DO2D Delcon Services Gilbert Arizona i v L v Y-t N— Z N FL n, ,SvPr Phone 1-800-215-6743-PIN#1313 Fax 1-822-215-6743-PIN#1346 N �°lf'L;Sj Lp/�y� ✓gyp j� T C004011JArn r---to` ANALYSIS RESULTS INPUT LOADS (force=kips pressure=psf, udl=plf, location=ft) Load Distribute Type Magnitude Location I Pattern Start End Start End Load ----- ------------ -------- ----------------- ----------------- -------- 1 Axial Dead 2 70 (Eccentricity = 0 0 in) 2 Axial Live 4 80 (Eccentricity = 0 0 in) 3 Axial Snow 4 80 (Eccentricity = 0 0 in) Self-weight of members has NOT been included Custom duration factor for Snow load = 1 00 Load combination factors based on ASCE 7-88 LC# 1 = Dead loads only LC# n = Dead & Live loads AXIAL SHEAR and BENDING Values ( +ve axial = tension ) (shear and bending are due to side loads only) Load Axial Shear@ Bending@ Span_Bending Combo bottom top base mag loc kips kips kip-ft kip-ft ft -------- ---------- -------------------- ---------- -------------------- 1 -2 70 2 -12 30 1 . 4 . E WoodWorks 51ZER . SOFTWARE FOR WOOD DESIGN File Name untitled WoodWorks SIZER 1 Og 16 Nov 1996 12 04 COMPANY PROJECT �- Delcon Services � )ZS rub O Gilbert Arizona Phone 1-800-215-6743-PIN#1313 Fax 1-822-215-6743-PIN#1346 ! DESIGN CHECK DESIGN DATA code NDS-1991 type Column (with pinned base) database Default material Multi-ply Lumb built-up fastener nails Ke x Lb 1 00 x 8 50= 8 50 [ft] Ke x Ld 1 00 x 8 50= 8 50 [ft] total length 8 50 [ft] repetitive factor applied where applicable INPUT LOADS (force=kips pressure=psf udl=plf location=ft) Load Distribute Type Magnitude Location I Pattern Start End Start End I Load ----- ------------ -------- ----------------- ----------------- I -------- 1 Axial Dead 2 70 (Eccentricity = 0 0 in) 2 Axial Live 4 80 (Eccentricity = 0 0 in) 3 Axial Snow 4 80 (Eccentricity = 0 0 in) Self-weight of members has NOT been included Custom duration factor for Snow load = 1 00 ************************************************************************ DESIGN SECTION D Fir-L No 2 2x6 4-Plys @ 0 plf SECTION vs DESIGN CODE (stress=psi deflection=in) Criteria I Analysis Value Design Value Analysis/Design -------------- I ---------------- ---------------- ------------------ � Axial fc = 373 Fc' = 635 fc/Fc' = 0 59 Axial Bearing fg = 373 Fg' = 2020 fg/Fg' = 0 18 Axial Crit LC#= 2 CD= 1 00 Cp=O 444 Kf = 0 60 DESIGN NOTES 1 Please verify that the default deflection limits are appropriate for your application 2 BUILT-UP COLUMNS nailed or bolted built-up columns shall conform to the provisions of NDS Clause 15 3 t �. 3 I. WoodWorks SOFTWARE FOR WOOD DESIGN File Name untitled WoodWorks SIZER 1 Og 16 Nov 1996 12 09 COMPANY PROJECT Delcon Services L nj ��C.C7 D x7 Gilbert Arizona }— Phone 1-800-215-6743-PIN#1313 6OLV17i NS Fax 1-822-215-6743-PIN#1346 i ANALYSIS RESULTS INPUT LOADS (force=kips pressure=psf udl=plf location=ft) I Load Distribute Type Magnitude Location Pattern Start End Start End Load ----- ------------ -------- ----------------- ----------------- -------- 1 Axial Dead 0 96 (Eccentricity = 0 0 in) 2 Axial Live 1 72 (Eccentricity = 0 0 in) 3 Axial Snow 1 72 (Eccentricity = 0 0 in) Self-weight of members has NOT been included Custom duration factor for Snow load = 1 00 Load combination factors based on ASCE 7-88 LC# 1 = Dead loads only LC# n = Dead & Live loads AXIAL SHEAR and BENDING Values ( +ve axial = tension ) (shear and bending are due to side loads only) Load Axial Shear@ ( Bending@ Span_Bending Combo bottom top base mag loc kips kips kip-ft kip-ft ft -------- ---------- -------------------- ---------- -------------------- 1 -0 96 - 2 -4 40 i _VVoodWorks_MZ R SOFTWARE FOR WOOD DESIGN File Name untitled Woodworks SIZER 1 Og 16 Nov 1996 12 09 COMPANY PROJECT Delcon Services , I Gilbert Arizona �1 YLST r�1-UdYL� Phone 1-800-215-6743-PIN#1313 6.01_ / :K15 Fax 1-822-215-6743-PIN#1346 l DESIGN CHECK DESIGN DATA code NDS-1991 i type Column (with pinned base) database Default material Multi-ply Lumb built-up fastener nails Ke x Lb 1 00 x 8 50= 8 50 [ft] Ke x Ld 1 00 x 8 50= 8 50 [ft] total length 8 50 [ft] repetitive factor applied where applicable INPUT LOADS (force=kips, pressure=psf udl=plf, location=ft) Load Distribute Type Magnitude Location I Pattern Start End Start End I Load ----- ------------ -------- ----------------- ----------------- I -------- 1 Axial Dead 0 96 (Eccentricity = 0 0 in) 2 Axial Live 1 72 (Eccentricity = 0 0 in) 3 Axial Snow 1 72 (Eccentricity = 0 0 in) Self-weight of members has NOT been included Custom duration factor for Snow load = 1 00 ************************************************************************ DESIGN SECTION D Fir-L No 2 2x6 3-Plys Q 0 plf SECTION vs DESIGN CODE (stress=psi deflection=in) Criteria I Analysis Value Design Value Analysis/Design -------------- I ---------------- ---------------- ------------------ � Axial fc = 178 Fc' = 457 fc/Fc' = 0 39 Axial Bearing fg = 178 Fg' = 2020 fg/Fg' = 0 09 Axial Crit LC#= 2 CD= 1 00 Cp=O 319 Kf = 0 60 DESIGN NOTES 1 Please verify that the default deflection limits are appropriate for your application 2 BUILT-UP COLUMNS nailed or bolted built-up columns shall conform to the provisions of NDS Clause 15 3 WoodWorks SIZER SOFTWARE FOR WOOD DESIGN File Name untitled WoodWorks SIZER 1 Og 16 Nov,1996 12 18 COMPANY PROJECT Delcon Services Gilbert Arizona ' T (-LOJyL LA/A (.L S TV bS Phone 1-800-215-6743-PIN#1313 Fax 1-822-215-6743-PIN#1346 I ANALYSIS RESULTS INPUT LOADS (force=kips pressure=psf udl=plf location=ft) ' Load Distribute Type Magnitude ( Location Pattern Start End Start End Load ----- ------------ -------- ----------------- ----------------- -------- 1 Axial Dead 0 25 (Eccentricity = 0 0 in) 2 Axial Live 0 32 (Eccentricity = 0 0 in) 3 Axial Snow 0 32 (Eccentricity = 0 0 in) 4 Full Area Wind 24 34 (Trib Width = 16 00 in) No Self-weight of members has NOT been included Custom duration factor for Snow load = 1 00 Load combination factors based on ASCE 7-88 LC# 1 = Dead loads only LC# n = Dead & Live loads AXIAL SHEAR and BENDING Values ( +ve axial = tension ) (shear and bending are due to side loads only) Load Axial Shear@ Bending@ Span—Bending Combo bottom top base mag loc kips kips kip-ft kip-ft ft -------- ---------- -------------------- ---------- -------------------- 1 -0 25 0 00 0 00 0 00 0 00 9 0 2 -0 25 0 15 -0 15 0 00 0 33 4 5 3 I -0 73 0 15 -0 15 0 00 0 33 4 5 4 I -0 89 0 07 -0 07 0 00 0 16 4 5 5 -0 89 0 00 0 00 0 00 0 00 9 0 + 00 Work_sSIZER SOFTWARE FOR WOOD DESIGN File Name untitled Woodworks SIZER 1 Og 16 Nov,1996 12 18 COMPANY PROJECT Delcon Services Gilbert Arizona Phone 1-800-215-6743-PIN#1313 Fax 1-822-215-6743-PIN#1346 DESIGN CHECK DESIGN DATA code NDS-1991 type Wall (with pinned base) database Default material Lumber Studs Ke x Lb 1 00 x 0 00= 0 00 [ft] Ke x Ld 1 00 x 9 00= 9 00 [ft] lateral support Top = Lb Bottom = Lb total length 9 00 [ft] repetitive factor applied where applicable INPUT LOADS (force=kips pressure=psf udl=plf location=ft) Load Distribute Type Magnitude Location I Pttern Start End Start End I Ltad ----- ------------ -------- ----------------- ----------------- I -------- 1 Axial Dead 0 25 (Eccentricity = 0 0 in) 2 Axial Live 0 32 (Eccentricity = 0 0 in) 3 Axial Snow 0 32 (Eccentricity = 0 0 in) 4 Full Area Wind 24 34 (Trib Width = 16 00 in) No Self-weight of members has NOT been included Custom duration factor for Snow load = 1 00 ************************************************************************ DESIGN SECTION D Fir-L, Stud 2x6 9 0 plf ************************************************************************ MAXIMUM REACTIONS and BEARING LENGTHS (force kips length=in) 9 0 ft ---------- ------------------ � Reaction 0 15 0 15 B Length 1 0 1 0 SECTION vs DESIGN CODE (stress=psi deflection=in) Criteria Analysis Value Design Value Analysis/Design -------------- ---------------- ---------------- ------------------ � Shear fv ®d = 24 Fv' = 152 fv/Fv' = 0 16 Bending(+) fb = 521 Fb' = 1242 fb/Fb' = 0 42 Axial fc = 108 Fc' = 641 fc/Fc' = 0 17 Axial Bearing fg = 108 Fg' = 2020 fg/Fg' = 0 05 Combined (axial compression + side load bending) Eq 3 9-3 = 0 47 Live Defl'n 0 16 = L/656 0 60 = L/180 0 27 Total Defl'n 0 16 = L/656 0 60 = L/180 0 27 I . S, 3 Bending(+) Crit LC#= 2 CD= 1 60 CL= 1 00 Cr= 1 15 Shear Crit LC#= 2 CD= 1 60 V@d= 0 13 Deflection Crit LC#= 2 Total Deflection = 1 50 (Defln_dead) + Defln_Live Axial Crit LC#= 5 CD= 1 00 Cp=O 777 Combined Crit LC#= 3 CD= 1 60 (1 - fc/FcE) = 0 92 DESIGN NOTES 1 Please verify that the default deflection limits are appropriate for your application i 1. WoodWorks SIZER SOFTWARE FOR WOOD DESIGN support shear bending deflection (excludes M=P x e) i.l File Name untitled WoodWorks SIZER 1 Og 16 Nov 1996 12 18 Column Diagram Combination Roof and Floor Beam[94 UBC(91 NDS)]Ver V4000122 By- DALE E. LAURIN P.E. DELCON SERVICES on: 11 16-1996 Project: Location: 6 Ft door&window header(1st Fir) Summary* i (3) 1.50 IN x 7.25 IN x 6.0 FT /#2 DOUGLAS FIR-LARCH Dry Use Section Adequate By-22.5% Controlling Factor-Area "Laminations are to be fully connected to provide uniform transfer of loads to all members Deflections. Dead Load: DLD= 0.03 IN Live Load: LLD= 0.06 IN=U1176 f Total Load: TLD= 0.09 IN=U802 Reactions (Each End) Live Load: RL= 1440 LB Dead Load: RD= 672 LB Total Load: RT= 2112 LB Bearing Length Reqd. BL= 0.75 IN Beam Data. Span: L= 6.0 FT Maximum Unbraced Span: Lu= 6.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect.Criteria: U 240 Roof Loading: Live Load: LLroof= 40 PSF i Dead Load: DLroof= 17 PSF Roof Rafter Tributary Width. TWroof= 60 FT Roof Duration Factor* Cdroof= 100 Floor Loading. Code Live Load: LLfloor— 40 PSF Floor Dead Load: DLfloor= 19 PSF Floor Joist Tributary Width: TWfloor— 6.0 FT Floor Duration Factor- Cdfloor— 1.00 Wall Load: WALL= 0 PLF Beam Loads. Roof Live Load: wLroof= 240 PLF Floor Live Load: wLfloor= 240 PLF Beam Self Weight: BSW= 8 PLF Beam Total Dead Load: wD= 224 PLF Total Maximum Load: WT= 704 PLF Controlling Total Design Load: wTcont= 704 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_perp= 625 PSI Adjusted Properties: Fb' (Tension) Fb'= 1202 PSI Adjustment Factors: Cd=1 00 CI=1.00 Cf=1.20,Cr=-1 15 Fv' Fv'= 95 PSI Adjustment Factors: Cd=1 00 Design Requirements: Maximum Moment: M= 3168 FT-LB Shear(@ d from beam end): V= 1686 LB Comparisons With Required Sections: Section Modulus: Sreq= 31 7 IN3 S= 394 IN3 Area: Areq= 26.7 IN2 A= 32.6 IN2 Moment of Inertia: Ireq= 43.8 IN4 1= 142.9 IN4 Combination Roo!and 710or Baam[94 UBC(91NDS)]Var.V4000122 By:DALE E.LAURITT,PS. DELCOR(SZRV10ES on:11.16-1996 1121 DOUGLAS 7LA-LARCH I DimensionalLamber Project: Location 6 h door&window header(ut 71r) 1 IIF ! ' � IEIII ! I ' llII � 1 � 11If � L-6.0 7t n-1440 LB 3M_1440LB RD:612LB WL 480PLr ADa672LB RT-2112 LB wd 224 PL7 IT=2112 LB S. ca Combination Roof and Floor Beam[94 UBC(91 NDS)]Ver V4OOO122 By- DALE E. LAURIN, P.E. DELCON SERVICES on: 11 16-1996 Project: Location. 3 Ft window header(1 st Flr) Summary- (2) 1 50 IN x 5.50 IN x 3.0 FT /#2 DOUGLAS FIR-LARCH-Dry Use Section Adequate By-43.3% Controlling Factor-Area Deflections: Dead Load: DLD= 001 IN Live Load: LLD= 0.01 IN=U2739 Total Load. TLD= 0.02 IN=U1878 Reactions (Each End). Live Load: RL= 720 LB Dead Load: RD= 330 LB Total Load: RT= 1050 LB Bearing Length Reqd. BL= 0.56 IN Beam Data. Span: L= 3.0 FT Maximum Unbraced Span: Lu= 3.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Roof Loading: Live Load: LLroof= 40 PSF Dead Load: DLroof= 17 PSF Roof Rafter Tributary Width: TWroof= 6.0 FT Roof Duration Factor- Cdroof= 1.00 Floor Loading: Code Live Load: LLfloor= 40 PSF Floor Dead Load: DLfloor- 19 PSF Floor Joist Tributary Width: TWfloor= 60 FT Floor Duration Factor Cdfloor- 1.00 Wall Load: WALL= 0 PLF Beam Loads: Roof Live Load: wLroof= 240 PLF Floor Live Load: wLfloor- 240 PLF Beam Self Weight: BSW= 4 PLF Beam Total Dead Load: wD= 220 PLF Total Maximum Load: wT= 700 PLF Controlling Total Design Load: wTcont= 700 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_perp= 625 PSI Adjusted Properties. Fb'(Tension): Fb'= 1133 PSI Adjustment Factors: Cd=1.00 CI=1.00 Cf--1.30 Fv' Fv'= 95 PSI Adjustment Factors: Cd=1 00 Design Requirements: Maximum Moment: M= 788 FT-LB Shear(@ d from beam end): V= 729 LB Comparisons With Required Sections. Section Modulus. Sreq= 84 IN3 S= 151 IN3 Area: Areq= 11.6 IN2 A= 16.5 IN2 Moment of Inertia. Ireq= 5.5 IN4 1= 41.5 IN4 Combination Roof and rloor Beam[94 UBC(91NDS))Ver.V4000122 By:DALE E.LAUZXPX DELCON SERVICES on:11.16.1996 42 t DOUGLAS YIR-LARCH t Dlmenalonal Lumbar Proiect: Location 3 Yt window header(1:t?1r) L-3.0 rt RL-720 LB RL-730 LB RD=330 LB wL 480 PLY RD-330 LB RT 1050LB wd 220PLY IT=1050 LB i I . S .7 Roof Beam[94 UBC (91 NDS)]Ver V4000122 By- DALE E. LAURIN, P.E. DELCON SERVICES on: 11 16-1996 Project: Location: 2nd Floor 4 Ft.Window Hdrs Summary* (2) 1.50 IN x 5.50 IN x 4 0 FT /#2 DOUGLAS FIR-LARCH-Dry Use Section Adequate By- 95.9% Controlling Factor-Area Deflections Dead Load: DLD= 0.01 IN Live Load. LLD= 0.02 IN=U2311 Total Load: TLD= 0.03 IN=U1603 Reactions (Each End). Live Load: RL= 480 LB Dead Load: RD= 212 LB Total Load: RT= 692 LB Bearing Length Reqd. BL= 0.37 IN Beam Data. Span: L= 4.0 FT Maximum Unbraced Span: Lu= 4.0 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= 40 PSF Side One: Roof Dead Load: DLI= 17 PSF Roof Rafter Tributary Width: TW1= 6.0 FT Side Two Roof Dead Load: DL2= 0 PSF Roof Rafter Tributary Width: TW2= 00 FT Roof Duration Factor* Cd= 1.00 Slope Adjusted Lengths and Loads: Adjusted Beam Length: Ladj= 4.0 FT Beam Live Load W/Slope Red'n: wL= 240 PLF Beam Self Weight: BSW= 4 PLF Beam Total Dead Load: wD= 106 PLF Total Maximum Load: wT= 346 PLF Controlling Total Design Load: wTcont= 346 PLF Properties For, #2 DOUGLAS PIR- LARCH Bending Stress. Fb= 875 PSI Shear Stress: Fv= 95 PSI Modulus of Elasticity- E= 1600000 PSI Stress Perpendicular to Grain: Fc_perp= 625 PSI Adjusted Properties: Fb'(Tension): Fb'= 1132 PSI Adjustment Factors:Cd=1 00 CI=0.99 Cf--1.30 Fv' Fv'= 95 PSI Adjustment Factors:Cd=1.00 Design Requirements: Maximum Moment: M= 692 FT-LB Shear(@ d from beam end). V= 533 LB Comparisons With Required Sections: Section Modulus: Sreq= 74 IN3 S= 15.1 IN3 Area. Areq= 8.5 IN2 A= 16.5 IN2 Moment of Inertia: Ireq= 47 IN4 1= 41.5 IN4 Root Beam(94 UBC(9170S))Vu.V4000122 By:DALE Z.LAUMf P.Z. DZLC07f SERVICES on:11-16-1996 #2I DOUGLAS 7IR-LARCH I Dimensional Lumber Project: Locution:2nd Ploor 4 Zt.Window Hdra I I I I I ! I ' I i ! 113 ! � I I ! 1 ' I 4 lil ► � ' lllll I I L=4.0 n RL-480 LB RL=480 LB RD=212LD wL 240PLP RDz212LB AT 692LB wd 106 PLP IT=692 LB r. Floor Joist[94 UBC(91 NDS)]Ver V4000122 By- DALE E. LAURIN P.E. DELCON SERVICES on: 11 16-1996 Project: Location 1 st&2nd Firs. Summary* 1.50 IN x 9.25 IN x 11.67 FT @ 16.00 O C /#2 DOUGLAS FIR-LARCH Dry Use Section Adequate By 37 1% Controlling Factor Section Modulus Deflections. Interior Span Live Load. LLD= 010 IN=U1436 Interior Span Total Load. TLD= 013 IN =U1044 i Bearing Length Reqd. BL1= 046 IN Bearing Length Reqd. BL2= 0.46 IN Equivalent Wall Loadings: Left End: WTL1= 321 PLF Right End: WTL2= 321 PLF Joist Reactions: Left End Total Load Reactions: R1max= 428 LB R1 min= 0 LB Right End Total Load Reactions: R2max= 428 LB R2min= 0 LB Joist Data. Span: L= 1167 FT Maximum Unbraced Length. Lu= 0.0 FT Live Load Deflect. Criteria: L/ 480 Total Load Deflect. Criteria. L/ 360 Joist Loading: Uniform Live Load: LL= 40 PSF Floor Duration Factor* Cd= 1 00 Code Required Concentrated Live Load: LLconc= 1000 LB Uniform Dead Load: DL= 15 PSF Joist Live Load: wL= 53 PLF Joist Dead Load: wD= 20 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_perp= 625 PSI Adjusted Properties Fb'(Tension) Fb'= 1107 PSI Adjustment Factors. Cd=1.00 Cf--1 10 Cr-1 15 Fv' Fv'= 95 PSI Adjustment Factors: Cd=1.00 Design Requirements. Maximum Shear- V= 542 LB Note: Concentrated Load Criteria Controls Maximum Moment: M= 1248 FT-LB Note. Concentrated Load Criteria Controls Decking Information: Plywood Thickness T= 075 IN Plywood is glued Moment Of Inertia Calculations For Glued Floor* Joist Area. Ajoist= 13.9 IN2 Plywood Area: Aply= 2.0 IN2 Section Centroid: C= 5.25 IN ABOVE BASE Moment Of Inertia: [comb= 142.7 IN4 Comparisons With Required Sections: Section Modulus. Sreq= 15.7 IN3 S= 21.3 IN3 Area. Areq= 9.6 IN2 A= 13.8 IN2 Ireq= 49.2 IN4 Moment of Inertia: Icomb= 142.6 IN4 rloor Joist(94 UBC(91 NDS)]Vo.V4000122 By:DALE Z.LAURW,P.Z. DZLCO1f SZRVlCZS on:11.16.1996 #21 DOUGLAS M-LARCH 1 DimansionalLvmbcr Proicct: Location:1st 6 2nd rlr^ L-11.67 rt R1min=0 LB wL=53 PLP Ramin-0 LB R 1max=438 LB wD=20 PLr 22max=428 LB Multi-Loaded Beam[94 UBC (91 NDS)]Ver V4000122 By DALE E. LAURIN P.E. DELCON SERVICES on: 11 16-1996 Project: Location 1000 Ib Concentrated Load Summary, 1 50 IN x 9.25 IN x 11.67 FT /#2 DOUGLAS FIR-LARCH Dry Use Section Adequate By 13 4% Controlling Factor- Section Modulus Deflections Dead Load: DLD= 003 IN Live Load: LLD= 0.18 IN=L/792 Total Load: TLD= 0.21 IN =U669 End Reactions(Left Side) Live Load: RL1= 250 LB Dead Load: RD1= 72 LB Total Load: RT1= 322 LB End Reactions(Right Side): Live Load: RL2= 250 LB Dead Load: RD2= 72 LB Total Load* RT2= 322 LB Bearing Length Regd.(Left) BL1= 0.34 IN Bearing Length Regd.(Right). BL2= 0.34 IN Beam Data: Span: L= 1167 FT Maximum Unbraced Span: Lu= 00 FT Live Load Duration Factor- Cd= 100 Live Load Deflect. Criteria. L/ 360 Total Load Deflect.Criteria. L/ 240 Uniform Load: Live Load: wL= 0 PLF Dead Load: wD= 9 PLF Beam Self Weight: BSW= 3 PLF Total Load: wT= 12 PLF Uniform Load (Partially Distributed)- Live Load: wL_PD= 200 PLF Dead Load: wD PD= 0 PLF Total Load: wT_PD= 200 PLF Load Start: A= 4.58 FT Load End: B= 7.08 FT Load Length: C= 2.5 FT 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_perp= 625 PSI Adjusted Properties: Fb' (Tension)• Fb'= 963 PSI Adjustment Factors: Cd=1 00 Cf=1 10 Fv' Fv'= 95 PSI Adjustment Factors:Cd=1.00 Design Requirements: Maximum Moment: M= 1513 FT-LB 5.831 FT From Left Support Shear(@ d from beam end) V= 313 LB Comparisons With Required Sections. Section Modulus: Sreq= 18.9 IN3 S= 21.3 IN3 Area: Areq= 5.0 IN2 A= 13.8 IN2 Moment of Inertia. Ireq= 45.0 IN4 1= 98.9 IN4 k(alciLoaded Beamt 94 UBC(91703))Ver.V4000122 By:DALE E.LAURT7.P.E. DELCC<<f SERVICES on:11.16.1996 #21 DOUGLAS nit LARCH 1 DiravoiowLamber Proicct: Location:10001b.Coneentratcdload wLjD=200 PLY 4.58 Pt to 7.08 Pt L_11.67 Pt RLa_2s0 LB RLI=250 LB WL 0 PLP RD2=72 LB RDI=72 LB RT2=322 LB RT1=322 LB wD 9 PLP I. G. 3 Multi-Loaded Beam[94 UBC(91 NDS)]Ver V4000122 By DALE E. LAURIN, P.E. DELCON SERVICES on: 11 16-1996 Project: Location. Bonus Room Floor Joist Summary, 1.50 IN x 9.25 IN x 22.0 FT /#2 DOUGLAS FIR-LARCH Dry Use Section Adequate By 1.2% Controlling Factor* Section Modulus Deflections. Dead Load DLD= 045 IN Live Load: LLD= 0.45 IN =U582 Total Load: TLD= 0.90 IN =U294 End Reactions(Left Side) Live Load: RL1= 101 LB Dead Load: RD1= 147 LB Total Load: RT1= 248 LB End Reactions(Right Side): Live Load: RL2= 101 LB Dead Load: RD2= 147 LB Total Load: RT2= 248 LB Bearing Length Regd.(Left) BL1= 0.26 IN Bearing Length Regd.(Right) BL2= 0.26 IN Beam Data: Span. L= 22.0 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= 0 PLF Dead Load: wD= 10 PLF Beam Self Weight: BSW= 3 PLF Total Load: WT= 13 PLF Uniform Load (Partially Distributed): Live Load: wL PD= 23 PLF Dead Load: wD PD= 0 PLF Total Load: wT_PD= 23 PLF Load Start: A= 6.5 FT Load End: B= 15.5 FT Load Length. C= 9 0 FT 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_perp= 625 PSI Adjusted Properties: Fb' (Tension)• Fb'= 963 PSI Adjustment Factors: Cd=1.00 Cf--1 10 Fv' Fv'= 95 PSI Adjustment Factors: Cd=1.00 Design Requirements: Maximum Moment: M= 1695 FT-LB 11 0 FT From Left Support Shear(@ d from beam end): V= 238 LB Comparisons With Required Sections. Section Modulus: Sreq= 21.2 IN3 S= 21.3 IN3 Area. Areq= 3.8 IN2 A= 13.8 IN2 Moment of Inertia: Ireq= 80.9 IN4 1= 98.9 IN4 Multi-Loaded Beam[94 UBC(91703)1 Ver.V4000122 By:DALE E.LAUW1,Y.L DELCON SERVICES on:11.16.1996 7121 DOUGLAS rIR-LARCH 7 Dimensional Lumbcr Yrojcct: Location:Bonus Room rloorJoist WLJD=23 W 65 rt to 15.5 rt L-22.0 rt RLI=101 LB RL2=101 LB RD, -147 LB WL Onr RD2=147LB RT1=248LB wD 10rLr RT2=248 LB WoodWorks 51ZER SOFTWARE FOR WOOD DESIGN File Name untitled WoodWorks SIZER 1 Og 16 Nov 1996 11 52 COMPANY PROJECT i Delcon Services Gilbert Arizona I 2 Fl�OD S✓3'�'O�I- '� Phone 1-800-215-6743-PIN#1313 Fax 1-822-215-6743-PIN#1346 I ANALYSIS RESULTS INPUT LOADS (force=kips pressure=psf, udl=plf location=ft) Load Distribute Type Magnitude Location Pattern Start End Start End Load ----- ------------ -------- ----------------- -=--------------- -------- 1 Full UDL Dead 372 00 No 2 Full UDL Live 480 00 No 3 Full UDL Snow 480 00 No Self-weight of members has NOT been included Custom duration factor for Snow load = 1 00 Load combination factors based on ASCE 7-88 LC# 1 = Dead loads only LC# n = Dead & Live loads SHEARS AND BENDING (+ve bending = compression on top) SPAN Load Shear@ Bending@ Span Bending Comb start end start end mag loc kips kip-ft kip-ft ft ------ ------- -------------------- -------------------- ----------------- 1 1 1 92 -2 92 0 00 -6 51 4 94 5 2 1 1 2 6 86 -10 45 0 00 -23 32 17 69 5 2 - ----- i ------- I -------------------- -------------------- ----------------- 2 1 2 45 1 52 -6 51 -1 56 -1 56 2 5 2 2 8 76 5 43 -23 32 -5 59 -5 59 2 5 ------ ------- I -------------------- -------------------- ----------------- 3 I 1 1 68 -1 29 -1 56 0 00 2 25 4 5 3 2 6 03 -4 63 -5 59 0 00 8 04 4 5 VERTICAL REACTIONS ( -ve = uplift ) [kips] 13 0 2 5 8 0 ft Load ---------------------------- -------------------- Comb ---------- ------------------------------------ 1 1 92 5 36 0 17 1 29 2 6 86 19 21 0 60 4 63 f oo or s SIZER SOFTWARE FOR WOOD DESIGN File Name untitled WoodWorks SIZER 1 Og 16 Nov 1996 11 52 COMPANY PROJECT Delcon Services Gilbert Arizona 2 N� FLova2 SL) 0Al- 15Le-A-01 Phone 1-800-215-6743-PIN#1313 Fax 1-822-215-6743-PIN#1346 DESIGN CHECK DESIGN DATA code NDS-1991 type Beam database Default material Glulam Simple lateral support Top= Full Bottom= @Supports total length 23 50 [ft] i ! INPUT LOADS (force=kips, pressure=psf, udl=plf, location=ft) Load Distribute Type Magnitude Location Pattern Start End Start End Load ----- ------------ -------- ----------------- ----------------- -------- 1 Full UDL Dead 372 00 No 2 Full UDL Live 480 00 No 3 Full UDL Snow 480 00 No Self-weight of members has NOT been included Custom duration factor for Snow load = 1 00 ************************************************************************ DESIGN SECTION VG West DF 24F-V4 8 75x12 @ 0 plf ************************************************************************ MAXIMUM REACTIONS and BEARING LENGTHS (force=kips length=in) 13 0 2 5 8 0 ft ---------- ------------------------------------ I Reaction 6 86 19 21 0 60 4 63 B Length 1 2 3 4 1 0 1 0 ***** WARNING This section violates the following design criteria ***** Bending SECTION vs DESIGN CODE (stress-psi deflection-in) Criteria Analysis Value Design Value Analysis/Design -------------- ---------------- ---------------- ------------------ � Shear fv @d = 130 Fv' = 190 fv/Fv' = 0 69 Bending(+) fb = 1011 Fb' = 2400 fb/Fb' = 0 42 Bending(-) fb = 1332 Fb' = 1200 fb/Fb' = 1 11 Live Defl 'n 0 14 = <L/999 0 43 = L/360 0 32 Total Defl'n 0 22 = L/721 0 87 = L/180 0 25 Bending(+) Crit LC#= 2 CD= 1 00 CL= 1 00 CV= 1 00 (KL=1) f 107005 Shear Crit LC#= 2 CD= 1 00 V@d= 9 12 Deflection Crit LC#= 2 Total Deflection = 1 50 (Def ln_dead) + Def ln Live i DESIGN NOTES 1 Please verify that the default deflection limits are appropriate for your application 2 Grades with equal bending capacity in the top and bottom edges of the beam cross-section are recommended for continuous beams 3 GLULAM bxd = actual breadth x actual depth 4 Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3 3 3 I 1• 'l. 4 INoodWorks SIZER SOFTWARE FOR WOOD DESIGN SUPPORT Z N� FL000t S✓r�a�a� T— i LSHEAR ZLI BENDING DEFLECTION File Name untitled WoodWorks SIZER 1 Og 16 Nov,1996 11 53 Diagram(s) 1. 7. E j Uniformly Loaded Floor Beam[94 UBC(91 NDS)]Ver V4000122 By- DALE E. LAURIN, P.E. DELCON SERVICES on. 11 16-1996 Project: Location. Living/Dining Room Summary, (3) 1.50 IN x 11.875 IN x 13.0 FT /2.0E ES Microhm-TRUS JOIST-MACMILLAN Section Adequate By,44.3% Controlling Factor-Section Modulus * 1 3/4 inch by 16 inch or 18 inch beams to be used in multiple member units only Deflections. Dead Load. DLD= 0.31 IN I Live Load: LLD= 0.12 IN=U1270 Total Load: TLD= 0.43 IN=U360 Reactions (Each End) Live Load: RL= 1560 LB Dead Load: RD= 3945 LB Total Load: RT= 5505 LB Bearing Length Reqd. BL= 1.63 IN Beam Data: Span: L= 13.0 FT Maximum Unbraced Span: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Floor Loading: Floor Dead Load: DL= 19 PSF Side One: Floor Live Load: LL1= 40 PSF Tributary Load Span(Side One). TW1= 6.0 FT Side Two. Floor Live Load: LL2= 0 PSF Tributary Load Span(Side Two) TW2= 0.0 FT Live Load Duration Factor, Cd= 1 00 Wall Load: WALL= 480 PLF Average Uniform Live Load: LLave= 40 PSF Beam Loading: Beam Total Live Load: wL= 240 PLF Beam Self Weight: BSW= 13 PLF Beam Total Dead Load: wD= 607 PLF Total Maximum Load: wT= 847 PLF Controlling Total Design Load: wTcont= 847 PLF Properties For- 2.0E ES MicroLam-TRUS JOIST-MACMILLAN Bending Stress: Fb= 2925 PSI Shear Stress. Fv= 285 PSI Modulus of Elasticity- E= 2000000 PSI Stress Perpendicular to Grain. Fc_perp= 750 PSI Adjusted Properties. Fb'(Tension) Fb'= 2929 PSI Adjustment Factors:Cd=1 00 Cf=1 00 Fv' Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Maximum Moment: M= 17893 FT-LB Shear(@ d from beam end). V= 4667 LB Comparisons With Required Sections. Section Modulus: Sreq= 73.4 IN3 S= 105.7 IN3 Area. Areq= 24.6 IN2 A= 53.4 IN2 Moment of Inertia: Ireq= 418.7 IN4 1= 627.9 IN4 Unitormly Loaded door Beam(94 UBC(91 NDS)]Ver.V4000122 By:DALZ Z.LAUER.P.Z. DZLCCQf SZRVICZS on:11-16.1996 S.OZ ZS MicroLam r TRUSJCQST-MACMILLAN ILaminated Veneer Lumber Project LocardowLiving/Dining Room L_13.0 Pt RL-1560 LB RL_1560 LB RD=3945LB wL 340PLP RD=3945LB RT-5505 LB wd 607 PLP RT_5505 LB Delcon Services QLAT- LateralPro Technology Time 14 59 41 File 6-142 Date 11-16-1996 Page 1 ------------------------------------------------------------------------- ------------------------------------------------------------------------- SUMMARY OF SHEAR WALL AND HOLDDOWN SELECTIONS i Walls Parallel to Y axis Story Line Wall SW LtHD RtHD ----- ---- ---- -- ---- ---- 2 B 8 2 1 1 2 B 9 2 - 2 F 10 4 3 3 2 F 11 4 2 2 2 F 12 4 3 3 2 D 13 3 1 1 2 D 14 3 1 1 2 D 15 1 - - 2 D 16 3 1 1 1 B 2 6 5 6 1 B 3 6 6 7 1 F 4 * 9 9 1 D 6 5 3 4 1 G 7 4 1 1 * Exceeds table capacity SW selection based on file W12DF8C TBL None required HD selection based on file HDSMP3N TBL USE U64Ld LST V. PLy w/ loco Nn LL-V@ 3 �BuT�1 5 t �Er� � , 33 K Lf > 1 18 sb u. 4X6 s 7v n s "U,12 AT pro f 1 oz. Delcon Services QLAT- LateralPro Technology Time 14 59 41 File 6-142 Date 11-16-1996 Page 2 -------------------------- ------------------------- SUMMARY OF SHEAR WALL AND HOLDDOWN SELECTIONS i Walls Parallel to X axis Story Line Wall SW LtHD RtHD ----- ---- ---- -- ---- ---- i 2 4 26 4 3 3 2 4 27 4 2 2 2 6 29 8 8 8 2 2 31 3 2 2 2 2 32 3 2 2 1 4 17 4 5 3 1 4 18 4 3 3 1 4 19 4 5 3 1 4 20 4 5 5 1 4 21 4 2 2 1 6 22 1 6 23 1 2 24 5 5 5 1 2 25 5 5 5 * Exceeds table capacity SW selection based on file W12DF8C TBL None required HD selection based on file HDSMP3N TBL 1 785' 1cLf leEQ1-0 U5E V6C LC Z3—) _ j< — ) h'f rJ"K rdz7 wl 10 /4AiL e, 2 " G'T�S C2UT Y L 0 6.t� 1�1..GUw ►r-= e 7 o x Z t o� �xG STLYJt ���h M �p�J 2. 1 . 3 r Delcon Services QLAT- LateralPro Technology Time 14 59 41 File 6-142 Date 11-16-1996 Page 3 SUMMARY OF ACCUMULATED HOLDDOWN FORCES @ LEFT END OF SHEAR WALL Walls Parallel to Y axis LEFT END SEIS WIND X Y Lt Lt Dis Dis HD HD Story Line Wall ft ----ft- -----K- -----K- I ----- ---- ---- ------- 2 B 8 0 00 0 00 0 00 0 65 1 B 1 0 00 0 00 0 00 5 40 2 F 12 12 00 28 00 0 00 2 01 1 F 4 12 00 23 50 0 64 10 27 2 D 13 24 00 0 00 0 08 0 69 1 D 5 24 00 0 00 0 00 3 09 2 D 14 24 00 7 00 0 20 0 78 1 D 5 24 00 0 00 0 00 3 09 2 D 15 24 00 12 50 0 00 0 40 1 D 5 24 00 0 00 0 00 3 09 2 D 16 24 00 29 00 0 05 0 73 1 D 6 24 00 20 50 0 00 2 52 2 , 1. 4 Delcon Services QLAT- LateralPro Technology Time 14 59 41 File 6-142 Date 11-16-1996 Page 4 ------------------------------------------------------------------------- SUMMARY OF ACCUMULATED HOLDDOWN FORCES @ RIGHT END OF SHEAR WALL Walls Parallel to Y axis RIGHT END SEIS WIND. X Y Rt Rt Dis Dis HD HD ! Story Line Wall ft ft K K ----- ---- ---- ------- ------- ------- ------- 2 B 9 0 00 23 20 0 00 0 60 1 B 3 0 00 23 00 1 92 6 03 2 F 11 12 00 24 50 0 00 1 64 1 F 4 12 00 29 00 0 00 12 21 2 F 12 12 00 29 80 0 00 2 01 1 F 4 12 00 29 00 0 00 12 21 2 D 13 24 00. 2 80 0 00 0 69 1 D 5 24 00 17 40 0 00 1 87 2 D 14 24 00 9 10 0 00 0 78 1 D 5 24 00 17 40 0 00 1 87 2 D 15 24 00 24 50 0 00 0 40 1 D 6 24 00 29 20 0 00 2 93 2 D 16 24 00 31 80 0 00 0 73 1 D 6 24 00 29 20 0 00 2 93 i i Z, i, s Delcon Services QLAT- LateralPro Technology Time 14 59 41 File 6-142 Date 11-16-1996 Page 5 SUN94ARY OF ACCUMULATED HOLDDOWN FORCES @ LEFT END OF SHEAR WALL Walls Parallel to X axis j LEFT END SEIS WIND X Y Lt Lt Dis Dis HD HD Story Line Wall ----ft- ----ft- -----K- -----K- -_-- ---- 2 4 26 0 00 0 00 0 54 1 96 i 1 4 17 0 00 0 00 1 35 4 07 2 4 27 12 00 0 00 0 43 1 19 1 4 19 12 00 0 00 1 14 3 24 2 4 28 20 50 0 00 0 92 2 21 1 4 20 19 50 0 00 1 41 3 73 2 6 29 0 00 24 00 3 23 6 78 1 6 22 0 00 24 00 11 14 24 38 2 6 30 8 00 24 00 3 31 6 91 1 6 23 9 50 24 00 11 90 25 92 2 2 31 12 00 30 00 0 42 1 18 1 2 24 12 00 30 00 1 94 4 70 2 2 32 20 00 30 00 0 42 1 18 1 2 25 20 00 30 00 1 79 4 48 2. l. � Delcon Services QLAT- LateralPro Technology Time 14 59 41 File 6-142 Date 11-16-1996 Page 6 SUMMARY OF ACCUMULATED HOLDDOWN FORCES @ RIGHT END OF SHEAR WALL Walls Parallel to X axis RIGHT END SEIS WIND X Y Rt Rt Dis Dis HD HD Story Line Wall ft ft K K i ----- ---- ---- ------- ------- ------- ------- 2 4 27 21 00 0 00 0 46 1 19 1 4 20 23 70 0 00 1 86 4 59 2 4 28 23 50 0 00 0 98 2 21 1 4 20 23 70 0 00 1 86 4 59 2 6 29 3 60 24 00 3 17 6 78 1 6 22 2 90 24 00 11 03 24 36 2 6 30 11 10 24 00 3 26 6 91 1 6 23 11 60 24 00 11 01 24 26 2 2 31 15 60 30 00 0 37 1 18 1 2 24 14 10 30 00 1 83 4 68 2 2 32 23 60 30 00 0 37 1 18 1 2 25 23 10 30 00 1 68 4 46 2. 2. 1 Delcon Services QLAT- LateralPro Technology Time 14 59 42 File 6-142 Date 11-16-1996 Page 1 of 7 INPUT DATA - Walls Calc Plot Wall Length Wall Lt Trib Rt Dis Dis Dis Ht Shear Holddown DL San Width S an (ft) (ft) (ft) (ft) (ft) (ft) (Ksf) (?t) (ft) (?t) WALLS Parallel to Y-Axis Story 2 X X Y Line B Wall 8 0 0 0 0 0 0 8 0 7 5 7 0 0 010 12 0 6 0 0 0 Wall 9 0 0 0 0 14 5 8 0 9 2 8 7 0 010 12 0 6 0 0 0 Line F Wall 10 12 0 12 0 0 0 8 0 2 5 2 1 0 010 12 0 12 0 12 0 Wall 11 12 0 12 0 14 0 8 0 11 0 10 5 0 010 12 0 12 0 12 0 Wall 12 12 0 12 0 28 0 8 0 2 0 1 8 0 010 12 0 12 0 12 0 Line D Wall 13 24 0 24 0 0 0 8 0 3 0 2 8 0 010 0 0 6 0 12 0 Wall 14 24 0 24 0 7 0 8 0 2 5 2 1 0 010 0 0 6 0 12 0 Wall 15 24 0 24 0 12 5 8 0 12 5 12 0 0 010 0 0 6 0 12 0 Wall 16 24 0 24 0 29 0 8 0 3 2 2 8 0 010 0 0 6 0 12 0 Story 1 Line B Wall 1 0 0 0 0 0 0 9 0 2 5 2 1 0 010 12 0 6 0 0 0 Wall 2 0 0 0 0 8 5 9 0 3 0 2 6 0 010 12 0 6 0 0 0 Wall 3 0 0 0 0 22 0 9 0 1 2 1 0 0 010 12 0 6 0 0 0 Line F Wall 4 12 0 12 0 23 5 9 0 6 0 5 5 0 010 12 0 12 0 12 0 Line D Wall 5 24 0 24 0 0 0 9 0 17 9 17 4 0 010 0 0 6 0 12 0 Wall 6 24 0 24 0 20 5 9 0 9 2 8 7 0 010 0 0 6 0 12 0 Line G Wall 7 44 0 44 0 0 0 9 0 22 0 21 5 0 010 0 0 6 0 2 0 WALLS Parallel to X-Axis Y Y X Story 2 Line 4 Wall 26 0 0 0 0 0 0 8 0 9 0 8 5 0 010 2 0 1 0 0 0 Wall 27 0 0 0 0 12 0 8 0 5 5 9 0 0 010 2 0 1 0 0 0 Wall 28 0 0 0 0 20 5 8 0 3 3 3 0 0 010 2 0 1 0 0 0 Line 6 Wall 29 24 0 24 0 0 0 8 0 4 0 3 6 0 010 0 0 1 0 2 0 Wall 30 24 0 24 0 8 0 8 0 3 5 3 1 0 010 0 0 1 0 2 0 Line 2 Wall 31 30 0 30 0 12 0 8 0 4 0 3 6 0 010 0 0 1 0 2 0 Wall 32 30 0 30 0 20 0 8 0 4 0 3 6 0 010 0 0 1 0 2 0 Story 1 Line 4 Wall 17 0 0 0 0 0 0 9 0 3 0 2 8 0 010 2 0 1 0 0 0 Wall 18 0 0 0 0 9 0 9 0 3 0 2 8 0 010 2 0 1 0 0 0 i1 Z, 2. 2 i Delcon Services QLAT- LateralPro Technology Time 14 59 43 File 6-142 Date 11-16-1996 Page 2 of 7 --------------------- INPUT DATA - Walls Calc Plot Wall Length Wall Lt Trib Rt Dis Dis Dis Ht Shear Holddown DL Span Width S an (ft) (ft) (ft) (ft) (ft) (ft) (Ksf) (1t) (ft) (?t) ------------------------------------------------------------------------- ------------------------------------------------------------------------- WALLS Parallel to X-Axis Y Y X i Wall 19 0 0 0 0 12 0 9 0 4 5 4 2 0 010 2 0 1 0 0 0 Wall 20 0 0 0 0 19 5 9 0 4 5 4 2 0 010 2 0 1 0 0 0 Wall 21 0 0 0 0 24 0 9 0 20 0 19 5 0 010 2 0 1 0 0 0 Line 6 Wall 22 24 0 24 0 0 0 9 0 3 2 2 9 0 010 0 0 1 0 2 0 Wall 23 24 0 24 0 9 5 9 0 2 5 2 1 0 010 0 0 1 0 2 0 Line 2 Wall 24 30 0 30 0 12 0 9 0 2 5 2 1 0 010 0 0 1 0 2 0 Wall 25 30 0 30 0 20 0 9 0 3 5 3 1 0 010 0 0 1 0 2 0 Delcon Services QLAT- LateralPro Technology Time 14 59 43 File 6-142 Date 11-16-1996 Page 3 of 7 ------------------------------------------------------------------------- ------------------------------------------------------------------------- INPUT DATA - Diaphragms Build Dead Part Live Dia Cant Ext Roof Slope Dimen Load Load Load Case Dia Wall Front Back (ft) (Ksf) (Ksf) (Ksf) # (Ksf) LINES Parallel to Y-Axis Roof Level Lines B F 24 0 0 017 0 000 0 040 1 N 0 010 6 6 Lines F D 30 0 0 017 0 000 0 040 1 N 0 010 6 6 Level 1 Lines B F 24 0 0 019 0 000 0 040 1 N 0 010 0 Lines F D 30 0 0 019 0 000 0 040 1 N 0 010 0 Lines D G 22 0 0 015 0 000 0 040 1 N 0 010 10 10 LINES Parallel to X-Axis Roof Level Lines 4 6 24 0 0 017 0 000 0 040 1 N 0 010 P7 5 Lines 6 2 24 0 0 017 0 000 0 040 1 N 0 010 P7 5P Level 1 Lines 4 6 24 0 0 019 0 000 0 040 1 N 0 010 Lines 6 2 24 0 0 019 0 000 0 040 1 N 0 010 Delcon Services QLAT- LateralPro Technology Time 14 59 43 File 6-142 Date 11-16-1996 Page 4 of 7 ------------------------------------------------ SEISMIC DATA 1994 UBC Seismic Zone = 3 Z = 0 30 Occupancy Cat = IV I = 1 00 Soil Type = S3 S = 1 50 Period = 0 19 C = 2 75 Snow Factor = 1 00 Rw Y-Axis = 8 BSF Y-Axis = 0 103 I Rw X-Axis = 8 BSF X-Axis = 0 103 WIND DATA 1994 UBC1 I Wind Exposure = C Wind Speed = 90 Structure = Encl/Unencl Imp Factor = 1 00 11 to Y LOAD SUMMARY to X Ht (ft) Level Seismic Wind (Kips) Seismic Wind --------- -- 2 -- 5 7 7 2 6 0 11 7 9 0 - Story 2 --------- -- 1 -- 5 5 17 7 3 5 8 7 10 5 - Story 1 Base Total 11 2 24 9 9 5 20 3 2. 20 5 Delcon Services QLAT- LateralPro Technology Time 14 59 43 File 6-142 Date 11-16-1996 Page 5 of 7 ------------------------------------------------------------------------- ------------------------------------------------------------------------- OUTPUT DATA - Shear Walls and Holddown Forces Shear/Line Shear/Wall H Dra Force Holddowns Seis Wind Seis Wind --- L9 Rt Left Det Rght Det (K) (K) (Klf) (Klf) W (K) (K) (K) # (K) # ------------------------------------------------------------------------- ------------------------------------------------------------------------- WALLS Parallel to Y-Axis I. Story 2 Ln B 1 2 1 7 Wall 8 0 075 0 101 1 1 0 0 0 2 0 65 0 65S Wall 9 0 075 0 101 0 9 0 1 0 0 -- S -- Ln F Wall 10 2 8 3 6 0 180 0 232 3 2 0 0 0 1 2 13S 2 13S Wall 11 0 180 0 232 0 7 1 2 0 0 1 64S 1 64 Wall 12 0 180 0 232 4 0 2 1 0 0 2 01 2 01 LW1 5 1 9 all 13 0 073 0 090 2 7 0 0 0 1 0 69 0 69 Wall 14 0 073 0 090 3 2 0 1 0 1 0 78 0 78 Wall 15 0 073 0 090 0 6 0 2 0 0 -- -- Wall 16 0 073 0 090 2 5 0 2 0 0 0 73 0 73 Story 1 Ln B 2 0 3 4 Wall 1 0 298 0 513 3 6 0 0 0 2 5 40 5 29 Wall 2 0 298 0 513 3 0 0 0 0 2 4 56 5 09 Wall 3 0 298 0 513 7 5 0 2 0 1 4 89 6 03 Ln F 4 5 7 1 Wall 4 0 742 1 181 1 5 2 0 0 0 10 27 12 21 Ln D 3 5 9 0 Wall 5 0 128 0 333 0 5 0 0 0 1 3 09 1 87 Wall 6 0 128 0 333 1 0 0 3 0 0 2 52 2 93 Ln G Wall 7 1 0 5 4 0 046 0 244 0 4 0 0 0 0 0 89 0 83 WALLS Parallel to X-Axis Story 2 Ln 4 2 3 4 7 Wall 26 0 131 0 262 0 9 0 0 0 3 1 96 1 96S Wall 27 0 131 0 262 1 5 0 0 0 1 1 19 1 19 Wall 28 0 131 0 262 2 4 0 1 0 1 2 21 2 21 Ln 6 Wall 29 2 9 5 8 0 388 0 777 2 0 0 0 1 1 6 78 6 78 Wall 30 0 388 0 777 2 3 0 6 1 7 6 91 6 91 Ln 2 0 6 1 2 Wall 31 0 073 0 146 2 0 0 3 0 1 1 18 1 18 Wall 32 0 073 0 146 2 0 0 2 0 0 1 18 1 18 Story 1 LW3 7 8 1 all 17 0 106 0 232 3 0 0 0 0 1 4 07 2 12 Wall 18 0 106 0 232 3 0 0 6 0 7 2 11 2 12 Wall 19 0 106 0 232 2 0 0 7 0 8 3 24 2 07 Z. Z. 6 Delcon Services -QLAT- LateralPro Technology Time 14 59 43 File 6-142 Date 11-16-1996 Page 6 of 7 OUTPUT DATA - Shear Walls and Holddown Forces Shear/Line Shear/Wall H Drag Force Holddowns Seis Wind Seis Wind --- Lt Rt Left Det Rght Det (K) (K) (Klf) (Klf) W (K) (K) (K) # (K) # ----------------------------- WALLS Parallel to X-Axis Wall 20 0 106 0 232 2 0 1 1 0 0 3 73 4 59 Wall 21 0 106 0 232 0 4 1 2 0 0 1 38 1 40 Ln 6 4 6 10 2 Wall 22 0 815 1 785 2 8 0 0 1 0 24 38 24 36 Wall 23 0 815 1 785 3 6 0 3 1 4 25 92 24 26 Ln 2 0 9 2 0 Wall 24 0 155 0 339 3 6 0 2 0 1 4 70 4 68 Wall 25 0 155 0 339 2 6 0 2 0 0 4 48 4 46 S-Support required beneath holddown M-Manaul input of holddown 2. Z. 1 Delcon Services QLAT- LateralPro Technology Time 14 59 43 File 6-142 Date 11-16-1996 Page 7 of 7 OUTPUT DATA - Diaphragms and Chord Forces H Dia Load Seismic Shear Wind Shear Chord Force --- Seismic Wind Left Rigght Left Rigght Max at W (Kips) (Kips) (Klf) (Kif) (Klf) (K f) (Kip) xxL ------------------------------------------------------- LINES Parallel to Y-Axis Roof Level Lines B F 0 5 2 56 3 38 0 05 -0 05 0 07 -0 07 0 2 50 Lines F D 0 4 3 16 3 82 0 05 -0 05 0 06 -0 06 0 2 50 Level 1 Lines B F 0 5 1 99 3 49 0 04 -0 04 0 07 -0 07 0 2 50 Lines F D 0 4 2 43 3 49 0 04 -0 04 0 06 -0 06 0 2 50 Lines D G 0 9 2 71 10 73 0 06 -0 06 0 24 -0 24 1 2 50 LINES Parallel to X-Axis Roof Level Lines 4 6 1 0 4 76 9 32 0 10 -0 10 0 19 -0 19 1 2 50 Lines 6 2 0 3 1 19 2 33 0 02 -0 02 0 05 -0 05 0 1 50 Level ' 1 Lines 4 6 1 0 3 99 6 95 0 08 -0 08 0 14 -0 14 0 9 50 Lines 6 2 0 3 1 00 1 74 0 02 -0 02 0 04 -0 04 0 1 50 Delcon Services QLAT- LateralPro Technology i Time 14 59 44 File 6-142 Date 11-16-1996 Page 1 of 8 ------------------------------------------------- ---------- ********** Detailed Calculations ********** i WALLS Parallel to Y-Axis Story 2 Line B Wall 8 Height 8 0 SW Len 7 5 HD Len 7 0 Wt 0 010 Seismic Wind Wall Force 0 560 0 759 OTM 4 730 6 070 Uniform DL 0 342 -0 000 Header DL LT 2 052 RT 0 000 LT -0 002 RT 0 000 Max Down LT -2 728 RT -0 676 LT -0 865 RT -0 867 Res Moment LT 23 170 RT 10 088 LT 1 493 RT 1 502 Holddown LT -2 634 RT -0 766 LT 0 654 RT 0 653 Story 2 Line B Wall 9 Height 8 0 SW Len 9 2 HD Len 8 7 Wt 0 010 Seismic Wind Wall Force 0 687 0 931 OTM 5 802 7 446 Uniform DL 0 342 -0 000 Header DL LT 2 052 RT 0 000 LT -0 002 RT 0 000 Max Down LT -2 719 RT -0 667 LT -0 854 RT -0 856 Res Moment LT 31 227 RT 15 180 LT 2 249 RT 2 260 Holddown LT -2 922 RT -1 078 LT 0 597 RT 0 596 Story 2 Line F Wall 10 Height 8 0 SW Len 2 5 HD Len 2 1 Wt 0 010 Seismic Wind Wall Force 0 450 0 580 OTM 3 680 4 643 Uniform DL 0 684 -0 001 Header DL LT 4 104 RT 4 104 LT -0 004 RT -0 004 Max Down LT -5 856 RT -5 856 LT -2 207 RT -2 207 Res Moment LT 10 750 RT 10 750 LT 0 160 RT 0 160 Holddown LT -3 367 RT -3 367 LT 2 135 RT 2 135 Story 2 Line F Wall 11 Height 8 0 SW Len 11 0 HD Len 10 5 Wt 0 010 Seismic Wind Wall Force 1 978 2 554 OTM 16 190 20 429 Uniform DL 0 684 -0 001 Header DL LT 4 104 RT 4 104 LT -0 004 RT -0 004 Max Down LT -5 646 RT -5 646 LT -1 942 RT -1 942 Res Moment LT 77 661 RT 77 661 LT 3 192 RT 3 192 Holddown LT -5 854 RT -5 854 LT 1 642 RT 1 642 Story 2 Line F Wall 12 Height 8 0 SW Len 2 0 HD Len 1 8 Wt 0 010 Seismic Wind Wall Force 0 360 0 464 OTM 2 944 3 714 Uniform DL 0 684 -0 001 Header DL LT 4 104 RT 4 104 LT -0 004 RT -0 004 Max Down LT -5 739 RT -5 739 LT -2 060 RT -2 060 Res Moment LT 8 276 RT 8 276 LT 0 102 RT 0 102 Holddown LT -2 962 RT -2 962 LT 2 007 RT 2 007 Z 3. 2 Delcon Services QLAT- LateralPro Technology Time 14 59 45 File 6-142 Date 11-16-1996 Page 2 of 8 ------------------------------------------------------------------------- WALLS Parallel to Y-Axis Story 2 Line D Wall 13 Height 8 0 SW Len 3 0 HD Len 2 8 Wt 0 010 Seismic Wind Wall Force 0 218 0 270 OTM 1 843 2 161 Uniform DL 0 342 -0 000 Header DL LT 0 000 RT 2 052 LT 0 000 RT -0 002 Max Down LT -0 658 RT -2 710 LT -0 772 RT -0 770 Res Moment LT 1 614 RT 6 847 LT 0 240 RT 0 237 Holddown LT 0 082 RT -1 787 LT 0 686 RT 0 687 Story 2 Line D Wall 14 Height 8 0 SW Len 2 5 HD Len 2 1 Wt 0 010 Seismic Wind Wall Force 0 182 0 225 OTM 1 536 1 801 Uniform DL 0 342 -0 000 Header DL LT 0 000 RT 2 052 LT 0 000 RT -0 002 Max Down LT -0 731 RT -2 783 LT -0 857 RT -0 856 Res Moment LT 1 121 RT 5 481 LT 0 167 RT 0 164 Holddown LT 0 197 RT -1 879 LT 0 778 RT 0 779 Story 2 Line D Wall 15 Height 8 0 SW Len 12 5 HD Len 12 0 Wt 0 010 Seismic Wind Wall Force 0 908 1 125 OTM 7 678 9 004 Uniform DL 0 342 -0 000 Header DL LT 0 000 RT 2 052 LT 0 000 RT -0 002 Max Down LT -0 640 RT -2 692 LT -0 750 RT -0 748 Res Moment LT 28 023 RT 49 826 LT 4 172 RT 4 157 Holddown LT -1 695 RT -3 512 LT 0 403 RT 0 404 Story 2 Line D Wall 16 Height 8 0 SW Len 3 2 HD Len 2 8 Wt 0 010 Seismic Wind Wall Force 0 232 0 288 OTM 1 965 2 305 Uniform DL 0 342 -0 000 Header DL LT 0 000 RT 2 052 LT 0 000 RT -0 002 Max Down LT -0 702 RT -2 754 LT -0 823 RT -0 821 Res Moment LT 1 837 RT 7 418 LT 0 273 RT 0 270 Holddown LT 0 046 RT -1 947 LT 0 726 RT 0 727 Story 1 Line B Wall 1 Height 9 0 SW Len 2 5 HD Len 2 1 Wt 0 010 Seismic Wind Wall Force 0 745 1 282 OTM 6 814 11 534 Uniform DL 0 354 0 114 Header DL LT 2 124 RT 0 000 LT 0 684 RT 0 000 Max Down LT -5 369 RT -3 245 LT -6 176 RT -5 492 Res Moment LT 5 693 RT 1 179 LT 1 573 RT 0 427 Holddown LT 0 534 RT 2 683 LT 4 743 RT 5 289 Delcon Services QLAT- LateralPro Technology Time 14 59 45 File 6-142 Date 11-16-1996 Page 3 of 8 ------------------------------------------------------------------------- ------------------------------------------------------------------------- WALLS Parallel to Y-Axis Story 1 Line B Wall 2 Height 9 0 SW Len 3 0 HD Len 2 6 Wt 0 010 Seismic Wind Wall Force 0 895 1 538 OTM 8 177 13 841 Uniform DL 0 354 0 114 Header DL LT 2 124 RT 0 000 LT 0 684 RT 0 000 Max Down LT -5 269 RT -3 145 LT -6 007 RT -5 323 Res Moment LT 7 115 RT 1 698 LT 1 990 RT 0 615 Holddown LT 0 409 RT 2 492 LT 4 558 RT 5 087 Story 1 Line B Wall 3 Height 9 0 SW Len 1 2 HD Len 1 0 Wt 0 010 Seismic Wind Wall Force 0 358 0 615 OTM 3 271 5 536 Uniform DL 0 354 0 114 Header DL LT 2 124 RT 0 000 LT 0 684 RT 0 000 Max Down LT -5 395 RT -3 271 LT -6 220 RT -5 536 Res Moment LT 2 438 RT 0 272 LT 0 648 RT 0 098 Holddown LT 0 832 RT 2 999 LT 4 888 RT 5 438 Story 1 Line F Wall 4 Height 9 0 SW Len 6 0 HD Len 5 5 Wt 0 010 Seismic Wind Wall Force 4 453 7 088 OTM 40 331 63 795 Uniform DL 0 708 0 228 Header DL LT 4 248 RT 4 248 LT 1 368 RT 1 368 Max Down LT -11 581 RT -11 581 LT -12 967 RT -12 967 Res Moment LT 33 874 RT 33 874 LT 9 334 RT 9 334 Holddown LT 1 174 RT 1 174 LT 9 902 RT 9 902 Story 1 Line D Wall 5 Height 9 0 SW Len 17 9 HD Len 17 4 Wt 0 010 Seismic Wind Wall Force 2 296 5 957 OTM 21 413 53 611 Uniform DL 0 354 0 114 Header DL LT 0 000 RT 2 124 LT 0 000 RT 0 684 Max Down LT -1 231 RT -3 355 LT -3 081 RT -3 765 Res Moment LT 60 461 RT 92 778 LT 21 897 RT 30 100 Holddown LT -2 244 RT -4 101 LT 1 823 RT 1 351 Story 1 Line D Wall 6 Height 9 0 SW Len 9 2 HD Len 8 7 Wt 0 010 Seismic Wind Wall Force 1 180 3 062 OTM 11 006 27 554 Uniform DL 0 354 0 114 'Header DL LT 0 000 RT 2 124 LT 0 000 RT 0 684 Max Down LT -1 265 RT -3 389 LT -3 167 RT -3 851 Res Moment LT 15 972 RT 32 581 LT 5 784 RT 10 000 Holddown LT -0 571 RT -2 480 LT 2 502 RT 2 018 Z. 31416fM6 Delcon Services QLAT- LateralPro Technology Time 14 59 57 File 6-142 Date 11-16-1996 Page 4 of 8 WALLS Parallel to Y-Axis Story 1 Line G Wall 7 Height 9 0 SW Len 22 0 HD Len 21 5 Wt 0 010 Seismic Wind Wall Force 1 021 5 364 OTM 10 107 48 280 Uniform DL 0 330 0 090 Header DL LT 0 000 RT 0 330 LT 0 000 RT 0 090 Max Down LT -0 470 RT -0 800 LT -2 246 RT -2 336 Res Moment LT 86 394 RT 92 565 LT 29 185 RT 30 512 Holddown LT -3 548 RT -3 835 LT 0 888 RT 0 826 Delcon Services QLAT- LateralPro Technology Time 15 00 01 File 6-142 Date 11-16-1996 Page 5 of 8 WALLS Parallel to X-Axis Story 2 Line 4 Wall 26 Height 8 0 SW Len 9 0 HD Len 8 5 Wt 0 010 Seismic Wind Wall Force 1 177 2 356 OTM 9 713 18 851 Uniform DL 0 057 0 000 Header DL LT 0 057 RT 0 000 LT 0 000 RT 0 000 Max Down LT -1 200 RT -1 143 LT -2 218 RT -2 218 Res Moment LT 5 152 RT 4 716 LT 2 174 RT 2 174 Holddown LT 0 537 RT 0 588 LT 1 962 RT 1 962 Story 2 Line 4 Wall 27 Height 8 0 SW Len 5 5 HD Len 9 0 Wt 0 010 Seismic Wind Wall Force 0 719 1 440 OTM 5 936 11 520 Uniform DL 0 057 0 000 Header DL LT 0 057 RT 0 000 LT 0 000 RT 0 000 Max Down LT -0 717 RT -0 660 LT -1 280 RT -1 280 Res Moment LT 2 028 RT 1 761 LT 0 812 RT 0 812 Holddown LT 0 434 RT 0 464 LT 1 190 RT 1 190 Story 2 Line 4 Wall 28 Height 8 0 SW Len 3 3 HD Len 3 0 Wt 0 010 Seismic Wind Wall Force 0 432 0 864 OTM 3 561 6 912 Uniform DL 0 057 0 000 Header DL LT 0 057 RT 0 000 LT 0 000 RT 0 000 Max Down LT -1 244 RT -1 187 LT -2 304 RT -2 304 Res Moment LT 0 794 RT 0 634 LT 0 292 RT 0 292 Holddown LT 0 922 RT 0 976 LT 2 207 RT 2 207 Story 2 Line 6 Wall 29 Height 8 0 SW Len 4 0 HD Len 3 6 Wt 0 010 Seismic Wind Wall Force 1 552 3 107 OTM 12 547 24 855 Uniform DL 0 057 0 000 Header DL LT 0 000 RT 0 057 LT 0 000 RT 0 000 Max Down LT -3 485 RT -3 542 LT -6 904 RT -6 904 Res Moment LT 0 932 RT 1 125 LT 0 429 RT 0 430 Holddown LT 3 227 RT 3 173 LT 6 785 RT 6 785 Story 2 Line 6 Wall 30 Height 8 0 SW Len 3 5 HD Len 3 1 Wt 0 010 Seismic Wind Wall Force 1 358 2 719 OTM 10 979 21 748 Uniform DL 0 057 0 000 Header DL LT 0 000 RT 0 057 LT 0 000 RT 0 000 Max Down LT -3 542 RT -3 599 LT -7 016 RT -7 016 Res Moment LT 0 713 RT 0 883 LT 0 329 RT 0 329 Holddown LT 3 311 RT 3 257 LT 6 909 RT 6 909 Z. 3 . � Delcon Services QLAT- LateralPro Technology Time 15 00 08 File 6-142 Date 11-16-1996 Page 6 of 8 ------------------------------------------------------------------------- ------------------------------------------------------------------------- WALLS Parallel to X-Axis Story 2 Line 2 Wall 31 Height 8 0 SW Len 4 0 HD Len 3 6 Wt 0 010 Seismic Wind Wall Force 0 291 0 583 OTM 2 460 4 660 Uniform DL 0 057 0 000 j Header DL LT 0 000 RT 0 057 LT 0 000 RT 0 000 Max Down LT -0 683 RT -0 740 LT -1 295 RT -1 295 Res Moment LT 0 932 RT 1 125 LT 0 429 RT 0 430 Holddown LT 0 425 RT 0 371 LT 1 175 RT 1 175 Story 2 Line 2 Wall 32 Height 8 0 SW Len 4 0 HD Len 3 6 Wt 0 010 Seismic Wind Wall Force 0 291 0 583 OTM 2 460 4 660 Uniform DL 0 057 0 000 Header DL LT 0 000 RT 0 057 LT 0 000 RT 0 000 Max Down LT -0 683 RT -0 740 LT -1 295 RT -1 295 Res Moment LT 0 932 RT 1 125 LT 0 429 RT 0 430 Holddown LT 0 425 RT 0 371 LT 1 175 RT 1 175 Story 1 Line 4 Wall 17 Height 9 0 SW Len 3 0 HD Len 2 8 Wt 0 010 Seismic Wind Wall Force 0 318 0 697 OTM 2 992 6 277 Uniform DL 0 059 0 019 Header DL LT 0 059 RT 0 000 LT 0 019 RT 0 000 Max Down LT -1 127 RT -1 068 LT -2 261 RT -2 242 Res Moment LT 0 720 RT 0 570 LT 0 367 RT 0 329 Holddown LT 0 811 RT 0 865 LT 2 111 RT 2 125 Story 1 Line 4 Wall 18 Height 9 0 SW Len 3 0 HD Len 2 8 Wt 0 010 Seismic Wind Wall Force 0 318 0 697 OTM 2 992 6 277 Uniform DL 0 059 0 019 Header DL LT 0 059 RT 0 000, LT 0 019 RT 0 000 Max Down LT -1 127 RT -1 068 LT -2 261 RT -2 242 Res Moment LT 0 720 RT 0 570 LT 0 367 RT 0 329 Holddown LT 0 811 RT 0 865 LT 2 111 RT 2 125 Story 1 Line 4 Wall 19 Height 9 0 SW Len 4 5 HD Len 4 2 Wt 0 010 Seismic Wind Wall Force 0 478 1 046 OTM 4 488 9 416 Uniform DL 0 059 0 019 Header DL LT 0 059 RT 0 000 LT 0 019 RT 0 000 Max Down LT -1 127 RT -1 068 LT -2 261 RT -2 242 Res Moment LT 1 508 RT 1 282 LT 0 797 RT 0 739 Holddown LT 0 709 RT 0 763 LT 2 052 RT 2 066 Delcon Services QLAT- LateralPro Technology Time 15 00 12 File 6-142 Date 11-16-1996 Page 7 of 8 ------------------------------------------------ ---------- WALLS Parallel to X-Axis i Story 1 Line 4 Wall 20 Height 9 0 SW Len 4 5 HD Len 4 2 Wt 0 010 Seismic Wind Wall Force 0 478 1 046 OTM 4 488 9 416 i Uniform DL 0 059 0 019 Header DL LT 0 059 RT 0 000 LT 0 019 RT 0 000 Max Down LT -1 127 RT -1 068 LT -2 261 RT -2 242 Res Moment LT 1 508 RT 1 282 LT 0 797 RT 0 739 Holddown LT 0 709 RT 0 763 LT 2 052 RT 2 066 Story 1 Line 4 Wall 21 Height 9 0 SW Len 20 0 HD Len 19 5 Wt 0 010 Seismic Wind Wall Force 2 123 4 650 OTM 19 945 41 850 Uniform DL 0 059 0 019 Header DL LT 0 059 RT 0 000 LT 0 019 RT 0 000 Max Down LT -1 082 RT -1 023 LT -2 165 RT -2 146 Res Moment LT 26 333 RT 25 330 LT 14 861 RT 14 606 Holddown LT -0 328 RT -0 276 LT 1 384 RT 1 397 Story 1 Line 6 Wall 22 Height 9 0 SW Len 3 2 HD Len 2 9 Wt 0 010 Seismic Wind Wall Force 2 608 5 710 OTM 23 601 51 394 Uniform DL 0 059 0 019 Header DL LT 0 000 RT 0 059 LT 0 000 RT 0 019 Max Down LT -8 138 RT -8 197 LT -17 722 RT -17 741 Res Moment LT 0 648 RT 0 809 LT 0 374 RT 0 415 Holddown LT 7 915 RT 7 860 LT 17 593 RT 17 579 Story 1 Line 6 Wall 23 Height 9 0 SW Len 2 5 HD Len 2 1 Wt 0 010 Seismic Wind Wall Force 2 037 4 461 OTM 18 439 40 151 Uniform DL 0 059 0 019 Header DL LT 0 000 RT 0 059 LT 0 000 RT 0 019 Max Down LT -8 780 RT -8 839 LT -19 120 RT -19 139 Res Moment LT 0 396 RT 0 521 LT 0 228 RT 0 260 Holddown LT 8 592 RT 8 532 LT 19 011 RT 18 996 Story 1 Line 2 Wall 24 Height 9 0 SW Len 2 5 HD Len 2 1 Wt 0 010 Seismic Wind Wall Force 0 387 0 848 OTM 3 588 7 629 Uniform DL 0 059 0 019 Header DL LT 0 000 RT 0 059 LT 0 000 RT 0 019 Max Down LT -1 709 RT -1 768 LT -3 633 RT -3 652 Res Moment LT 0 396 RT 0 521 LT 0 228 RT 0 260 Holddown LT 1 520 RT 1 460 LT 3 524 RT 3 509 ! Delcon Services QLAT- LateralPro Technology Time 15 00 23 File 6-142 Date 11-16-1996 Page 8 of 8 ------------------------------------------------------------------------- ------------------------------------------------------------------------- WALLS Parallel to X-Axis Story 1 Line 2 Wall 25 Height 9 0 SW Len 3 5 HD Len 3 1 Wt 0 010 Seismic Wind Wall Force 0 542 1 187 OTM 5 023 10 680 Uniform DL 0 059 0 019 Header DL LT 0 000 RT 0 059 LT 0 000 RT 0 019 Max Down LT -1 620 RT -1 679 LT -3 445 RT -3 464 Res Moment LT 0 776 RT 0 951 LT 0 447 RT 0 492 Holddown LT 1 370 RT 1 313 LT 3 301 RT 3 287 I I I i I DSL CONNECTlO1�l5 — W A 1„t- --TO -F'L vo �. ! Z0,I F, ! w / \ FL- = (U,,34)64,.5) r lSl Z4� CM►N) - w 24 T= (200 Z X !Z) -f-(s3X-.-r,)--(0; 7) i2) rj' = 3 6 o. ¢ Z 4- z 15 2.5 L S )f-r- 0.,to 3 f-r-0.to30-) T ,: Gs7. 24 Z Z7, Ldlt� LJ S = - -- - Va3G T?,�-dLE __ N.v, 23 -.111-- �} _ -- _- Al L S-fN,l_ Z"T�4'�- S 1 b6-7-17�yrt hr C lU J��'n- lcr3v S � GI.N� Og �2�Iovrt-S' N �2-27Z ��j � •s'H_L�4T?'!1 iJ �----'77 �?i1'Yvl �OIST�� 7- d.33� �2 oq_ JAI tj'EL G o1J1J E GT 1015 - R VOF' - 1-0 -WALL- 20.x( FSF T 8' 29 34 pSf i I 335 Cin�x) WINO - FVC �z�.� — �s ps i �33,s FT) tq s Cz4 - P's r 9 3J FTr - Zo4-- L>6 f FT - FL f (33=5JCU.:�j3}=190 Lt;1-Fr- d,37J l3,37 - - L u z+ �S = zo I- Rs -s �IOtC;2) 8,37E RL rix -534 'Zo 4-Lr./Trzvsc S 11'"ti P-50 p # L U Z-4 W/4, -16 d, PYr-tLS +X+2-t !l9 L a, t 2/AFn- rrt 1 =rL > s �m psi N#t+ z.s CA-Py = 41S LS > F� 6457- L 51 ri ro L S TA 52 .00 I � DEL ---`-- -M r1ti'tnIAGE --LIN£ GDNNEGTI �N — -- - --- ---- R.0oF SPLIcE TIFF T- ---- _6 - ---- - --C- LIS 51 Yl►P 5 OH Via, L'S-i' AVL Z ( C4P Y= S65 Lis) - - - -- - -- ROOF SeLICC TO P-rzsls ` SIfit7cp-)50, - ---- --- — - - - -- 16c( NAILS W/ STL. PLA-Tt E 16 4,A T*14_ - _: 6,C, •TAt 13 Lf- Z 3- I t l- L L DOL/Ci - FIC c_p- -y = a7 LIS- --- y --- - -- ----- �l7X4- _ �.-5 FT SPftcltNCa --- -- R ISO HE- --— --- -_- --- - 58 G 0 LT S JS L ,- _.fit is�.T -11-4 .3 ~.l,v_ �h2 -- --_�/Ll2TrV&L WO?2K M&7Wao-- MNO Fv2CC -_7U—bLPLCe.- '-ri oio b L/AL P = f �T. 6.3 L U--1 L-7T �3d?yie?6N Svrvo2/� 11-16-1996 6-142 B i Story 2 D V 12 24 4 3 3 31 —i 3 1 t 3 1 2 2 4 i 6 24 - 8 ��81�8� 2 30 - S q 3 3 &1 2 2 1 1 Walls E 3/8" Sheathing w/ 8d Common 3 EGr I/II Species] Holddowns E Simpson Strong-Tie Holdown 3 E Gr III Species 3 Struts E Simpson Cnnctr 3 *-Exceeds maximum tahle value N in 11-16-1996 6-142 w -� Story i F D G i 12 24 44 3 3 3 3 5 5 2 4 ' 6 4 4 4 4 4 1 6 5P 5 6 4 3 C$OSy- Syrol� 3- 6 6 24 � 5 2 30 - 9 .+..P. 5 5 5 5 Walls E 3/8" Sheathing w/ $d Common 3 EGr I/II Species] Holddowns E Simpson Strong-Tie Holdown 3 E Gr III Species Struts E Simpson Cnnctr 3 *-Exceeds maximum table value N N 11-16-1996 6-142 B -� FRoof Level D Y 12 24 1 4 — I I 6 24 - 2 30 Roof 1 15132 Sheathing wt 1Od Common [Gr I/II Species] Fastnerr Schedule 1IM FM 3 MOW,4 ItUrS 6 7 8 N X Level i 11-16-1996 6-142 -> B F D G Y 12 24 44 4 I 4 I 6 24 - 2 3o - �• Floor C 23/32" Sheathing w/ 10d Common ] [Gr I/II Species] Fastner Schedule 1 2-kSNNN, 3 MW 4 RRY N Line B - X Distance S A ft from origin S tory SW # 8 9 Q Q Det# 4) 4 HD # 1 1 Story I SW # U6 LO m HeDt## 2). 2 2) 2 2 2 6 5 5 6 N Line F - M Distance 12 10 ft from origin Stora SW # ® 21 Det# 4} 4 4} 44} 4 HD # 3 3 2 2 121 3 S tiny SW # 0 Det# 2} 2 HD # g g N v'f 0� Line D - X Distance 24 0 ft from origin S tory 13 14 15 16 SW # Q Ol ❑3 De t# 4} 4 4} 4 q} q HD # 1 1 1 1 1 1 Stirs SW #5 6 Heet## (2) 2 2} 2 4 3 3 4 i_ Line B - X Distance 0 0 ft from origin Story S 9 S W # ❑2 Det# 4) 4 HD # 1 1 Story SW # LO L�j H #eet# 2) 2 2) 2 2 2 6 6 5 6 N h 04 Line F - X Distance 12 0 ft front origin S tort 10 a SW # Det# 4) 4 4} 4 4} 4 HD # 3 3 2 2 3 3 Stirs SW #4 10 HD t# 2) 2 9 9 N Line D - X Distance 24 0 ft f vom origin Story 13 14 15 16 SW # 10 Q Ol 3❑ De t# 4} 44) 4 4} 4 HD # 1 1 1 1 1 1 S tiny SW #5 6 a a De t# 2} 2 2} 2 HD 4 3 8 4 N in O Line G - X Distance 44 0 ft from origin Stir SW # Q 4 Det# 1} 1 HD # 1 1 N Line 4 - Y Distance 0 0 ft from origin Story SW # 26 21 28 ® ❑4 04 Det# 4} 4 4} 4 4} 4 HD # $ 3 2 2 3 3 Story SW # 0 0 a 11 18 HD 2} 2 2} 2 2 2} 1 1 5 3 131 5 2 N N Line 6 - Y Distance 24 0 ft from origin Story SW # 29 30 91 lil Det# 5) 5 5) 5 HD # g g 181 S tory SW # 22 23 ❑0 �0 HD #et# 0) 0 0} 0 0 0 0 0 N U) Line 2 - Y Distance 30 0 ft from origin Story SW 31 32 # Det# 4} 4 4} 4 HD # 2 2 2 2 Stirs S W # 24 25 ❑5 Q DD t# 2} 2 '2} 2 5 5 5 5 N Line 4 - Y Distance 0 0 ft from origin S tory 26 21 28 SW # o a o Det# q} q 4} q q) q HD # 3 3 2 2 3 3 Stiry SW # 0 18 2 20 21 HDt## 2} 2 2} 2 2 2} 1 1 5 3 3 3 5 5PI 2 N �I1 Line 6 - Y Distance 24 0 ft from origin S tory SW 29 30 # Det# 5} 5 5} 5 HD # 8 88 Stirs WL # 22 23 Vg pLYWOOO SW # pp 4x+ %T'V 10 S HD °} ° 'a} 0 0 40 0 0 ` tet. 12. KWPOs wa t7.�z K►rs ' SI M rsv N * H O 2 n A C 2 WO - 4 c"Y = Ilow X t zt.c K�Ys p. t day Line 2 - V Distance 30 0 ft from origin Story SW 31 32 # 3❑ Det# 4} 4 .4) 4 HD # 2 2 2 2 Stirg SW #24 25 FM 0 De t# rl2 2} 2 5 HD # 5 5 5 N Z. G , 1 Iced 'Shear Wall Schedule ] 8888888888eeeeeeeeee88888 [Gr I/II Species] 888E a 3/8" Sheathing,w/,8d Common ] `aaoaaaaaaaaaaaaaaoaaaaaaaSdaaaaaaid8ddiaaaaaaoaaaaaaaaaaoaaaaaaaoaaaaaaN Shear Wall ° Edye ° Anchor ° Bottom °Rim/Blk too Allow ° a SW° Sheathingg °Nai�ing0 Bolts ° Plate °Top plate ° Shear ° Notesa a,$�° jThick, Sside) ] ° Sin oc) ° ,Sin oc) Sin oc) ° Sin oc) , ° SKlf) ,° a uaaeaaaaaaaaaaadaaeaadaaaaeaaaaaadaaeaaaaadaaaeaaaaaaaaaaeaaaaaaaeddddadN 1°:- 1/2 " GB 1 °6d @ 7 °5/8" @ 720 16d 9160 16d @10T ° 0 10 ° a 2°-r 1/2" GB 2 °6d @ 7 °5/8" @ 72° 16d @ 8° 16d @ 5T ° 0 20 ° a 303/8" RS 1 °8d @ 6 °5/8" @ 64° 16d @ 70 16d @ 5T ° 0 22 ° 1 a a 4° � 3/8" RS 1 °8d @ 4 °5/8" @ 400 16d @ 50 16d @ 3T ° 0 32 ° 1 a i� 5° 3/8" RS 1 °8d @ 3 °5/8" @ 320 16d @ 40 16d @ 2T ° 0 41 ° 1 a 6°1 3/8" RS 1 °8d @ 2 05/8" @ 240 16d @ 30 16d @ 2T ° 0 53 ° 1, 3 a 70 3/8" RS 2 08d @ 4 05/8" @ 160 16d @ 20 A35@12 ° 0 64 ° 1,4, 50 a 80 .t_. 3/8" RS 2 08d @ 305/8" @ 160 16d @ 20 A35@ 9 0 0 82 ° 1, 4, 5a a 9° 3/8" RS 2 08d @ 2 05/§11 ,9,1202-16d @ 302-A35@15 0 1 . 06 ° 1,3,50 aaeaaaaaaaaaaaaaaeaaaaaaaeaaaaaaaaaeaaaaaaaaaeaaaaaaaaaaeaaaaaaaeaaaaaaN T for Toe Nailing, GB for Gypsm Board; RS for APA Rated Sheathing a ae888868688e8888888eeeeeeeeeeueeeeeeeeeeeeeeee888ee8e888e8e8eeeeeeeeee&88y 68888 [ Shear Wall Notes ] SSSSSeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeee888888£/ GENERAL NOTES (apply to all shear walls) as a) For Rated Sheathing panels, space nails @ 12 in (305 mm) oc along intermediate framing members a a b Block all panel edges with minimum 2x (51mm) blocking a a c Apply nailing to ail studs, top and bottom plates and blocking a d Framing to be a maximum of 24 in .(610mm) oc a e Fastners shall be driven flush with surface of sheathing a u SPECIAL NOTES FOR SHEAR WALLS (appplto walls specifically noted) a a 1 APA Rated Sheathing EXPl/EXP2/EKT or C-C/C-D/Struct II Plywood a 2 Struct I APA Rated Sheathing EXP1/EXT or Struct I Plywood a 3 Provide 3x' s (76mm) at adjoining panel edges w/nails staggered a 4 Offset panel points on each side of wall minimum one stud bay. a a 5 Provide minimum 3x (76mm) blocking or joists beneath bottom plate a a with bottom..plate„nails staggered a 88688886888888888eeeeeee88888888eeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeee888888Y 2. (O .2. bee Shear Wall Schedule ] eeeeeeeeeeeeeeeeeeeeeeee8e (Gr I/II Species) 888E ^, , ,15/32° ,Sheathing w/,lod,Common,1„ , , , , 0 aaoaaaaaaaaaaaaaaoaaaaaaaoaaaaaaaaaoaaaaaaaaaaoaaa'aaaaaaoaaaaaaaoaaaaaaN ° Shear Wall ° Edgge ° Anchor ° Bottom °Rim�Blk to° Allow ° 0 USW° Sheathing °Nailing° Bolts ° Plate °Top plate ° Shear ° NotesO U,$j° jThick, sside))° Sin oc) °, Sin oc) ° , Sin oc) ° , Sin oc) ° ,jKlf) ° U aaeaaaaaaaaaaaaaaeaaaaaaaeaaaaaaaaaeaaaaaaaaaaeaaaaaaaaaaeaaaaaaaeaaaaaaN 10 1/2 " GB 10 6d @ 705/8" @ 720 16d @ 150 16d @ 10T° 0 10 ° 0 20 1/2" GB 2 ° 6d @ 7°5/8" @ 640 16d @ 80 16d @ 5T° 0 20 ° 0 0 30 15/32" RS 1 010d @ 605/8" @ 400 16d @ 50 16d @ 3T° 0 31 ° 1 0 40 15/32" RS 1 010d @ 405/8" @ 320 16d @ 30 16d @ 2T° 0 46 ° 1 0 50 15/32" RS 1 010d @ 305/8" @ 240 16d @ 20 16d @ 2T° 0 60 ° 1, 3 , 50 60 15/32" RS 1 010d @ 205/8" @ 160 16d @ 20 A35@ 10 ° 0 77 ° 1 3 50 0 70 15/32" RS 2 °lod @ 4°5/8" @ 1602-16d @ 30 A35@ 9 ° 0 92 'O 1,4, 50 0 80 15/32" RS 2 °lod @ 3°5/8" @ 1202-16d @ 302-A35@ 12 ° 1 20 ° 1, 3 , 50 9° 15/32" RS 2 010d @ 205/811 @ 802-16d @ 202-A35@ 10 ° 1 .54 ° 1,3 ,50 aaeaaaaaaaaaaaaaaeaaaaaaaeaaaaaaaaaeaaaaaaaaaaeaaaaaaaaaaeaaaaaaaeaaaaaaN L T for Toe Nailing, _g ..for Gypsum,.Board, _RS for APA Rated Sheathing 0 a868d8ee8888eeeeeeeeeeeeeeeeeeeeeeeeeeeeeeee8888688888888eee88e88888e8aday '6888 [ Shear Wall Notes ] 8888868e666868eeeeee6e868668eeeeeeeeeee8888e688e£ GENERAL NOTES (apply to all shear walls) 0 a) For Rated Sheathing panels, space nails @ 12 in (305 mm) oc along 0 0 intermediate framing members 0 0 b Block all panel edges with minimum 2x (51mm) blocking 0 c Apply nailing to all studs, top and bottom plates and blocking 0 d Framing to be a maximum of 24 in (610mm) oc 0 e Fastners shall be driven flush with surfaceofsheathying 0 0 SPECIAL 13 APANOTES RatedFSheathingWALLS EXPl/EXMEXTtorwalls C-C/CSD/StructlII Plywood 0 2 Struct I APA Rated Sheathing EXP1/EXT or Struct I Plywood 0 3 Provide 3x' s �76mm) at adjoining panel edges w/nails staggered 0 0 4 Offset panel points on each side of wall minimum one stud bay. 0 0 5 Provide minimum 3x (76mm) blocking or joists beneath bottom plate 0 . .,with bottom,.plate„nails staggered 0 Seeeeeee8eeeeee eeeeeeeee86888868eeeeeeeeeee886e886888&888&8e8e8e888888dy `686 Holdown Schedule ] 6866888 [ Gr III Species 1880£ I ' 'Simpson Strop Tie Holdown ] � z Simpson, a 1995 �atalog,SBsed,on,1991NDS) ] 0 iaaaoaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaadgdOddaaaaaaN 9_0 Foundation Level 0 0 iaaeaaaaaaaoaaaaaoaaaaaaaaoaaaaaaa0aaaaaaaeaaaaaaaaN IHD° Type ° Stud° Fastner° Anchor0 Cap 0 Detail 0 Y40 Type° to Stud° Bolt 0 Kips,O Number 9 uaaeaaaaaaaeaaaaaeaaaaaaaaeaaaaaaaaeaaaaaaaeaaaaaaaaN 0 10PAHD42 2 2x° 7 16d ° --- 0 1 140 1 0 20HPAHD22: 2 2x° 9 16d,° --- 0 1 630 1 0 3°HD2A ° 2 2x° 2 5/8"U° 5/8"tJ0 2 570 2 0 0 40HD5A ° 2 2x° 2 3/4"U° 3/411U0 3 130 2 0 0 50HD6A 0 6x° 2 7/8"U° 7/811U0 4 800 2 0 n 60HD8A ° 2) 2x° 3 7/811U0 7/8"U0 5 400 2 0 r 70HD8A ° 6x° 3 7/8"U° 7/8"U0 7 190 2 0 X 8°HD10A ° 6x° 4 7/8"TJ° 7/8"v0 9 000 2 0 0 90HD14A ° 6x° 4 1" U° 1" U0 12 260 2 0 aeeueeeeeeeuee8eeu88888e8ezieee8e86oeeeeeeo8ee66eee�€ :e8 Holdown Schedule ] 8888888 [ Gr III Species 188E I Simpson Strong-Tie Holdown ] 0 a Simpson 1995 atalog,SBsed on 1991 NDS) ,] , 0 uaaoaaaaaaaaaa aaaaaaaaaaaaaaaaaaaaaaaaaaaa0aaaaaaaalV rj ° Other Levels 23 Q zaaeaaaaaaaoaaaaaoaaaaaaaaaoaaaaaa0aaaaaaaeaaaaaaaaN IHD° Type ° Stud° Fastner ° Tie 0 Cap 0 Detail 0 9,40 ° Type° to Stud Rod 0 Kips 0 Number 0 uaaeaaaaaaaeaaaaaeaaaaaaaaaeaaaaaaaeaaaaaac'2aaaaaaaaN z 10( CS180 2x° 22 8d --- 0 1 170 4 0 I 2°� flCS210° 2 2x° 188dea° --- 0 1 920 4 00 3°� CS8° 2 2x° 22 8d ea° --- 0 2 350 4 0 0 4°i;- CS160 2 2x° 28 8d ea° --- ,u 3 000 4 0 * 5°� HD6A° 2 2x° 2 7/8"U° 7/811UU 3 600 5 0 x 6°,< , HD6A° 6x° 2 7/8"TJ° 7/8"TJ0 4 800 5 R x 7°� HD8A° 2) 2x° fl.7/ 7/8"U° 7/8"U0 5 400 5 0 0 80<- HD10AO 2) 2x° 7/8"U° 7/8"U0 6 940 5 0 0 9°fi�- HD10A° 6x° 8!!U° „7�8"U0 9 000 5 0ieeueeeeeeeueeeeeueeeeeeeeueeeeeeoeeeeeeoeeeeeeee�€ 88888 ( Holddown Notes ] eeee88e6e8eeeeee8eeeeee8eeeeeeee86eeeeeeeeeeeeeeee£ 0 GENERAL NOTES 0 0 a Minimum concrete compresive strength to be 2 5 ksi (17 2 MPa) . 0 o b Refer to manufacturers' catalogs for minimum distance to foundation 0 I corner 0 I c Refer to manufacturers' catalogs for minimum backing member size 0 0 d Refer to manufacturers' catalogs for anchor bolt embedment de th 0 13 e Posts at holddown 2x & 4x (38mm x and 89mm x ___ #2 or bet er a 6x ( 140mm x 1 or better I f) The anchor type holddowns at other levels shal have a pair, one 0 I above and one„below, „tied„by_,a„threaded rod 0 ae8eeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeee68eeeee8eeeeeeeeeeee86e88668e�€ i 688 Roof Diapphraggm Schedule ] 8888888 [Gr I II Species] 88£ Z 15/32 " Sheathing,w/,lOd Common ] 0 laaaoaaaaaaaaaaaaaaaaaoaaaaaaaaaaaaaaoaaaaaaaaaaaoaaaddddN 1 ° 0 Nailing ° Allowable ° L] ODia° Diaphragm Case ° (in o c ) Shear ° Notes 0 ° a aa0 Bndrv, Edge.° . , . SKlf) . ..° ,, , , . . .13 iaaaeaaaaaaaaaaaaaaeaaaaaaaoaaaaaaeaaaaaaaaaaaeaaaaaaaN 1 0 Unblocked OTHER ° ° 6 ° 0 19 ° 1 0 Ll ° Unblocked CASE 10 0 6 0 0 25 ° 1 0 0 1 ° Blocked 0 6 0 6 0 0 29 ° 1 0 1 2 ° Blocked ° 4 ° 6 ° 0 38 ° 1 0 1 3 ° Blocked ° 2 5 ° 4 ° 0 57 ° 1, 3 0 t 4 ° Blocked ° 2 ° 3 ° 0 65 ° 1, 3 0 0 5 ° Blocked ° 2 0 3 0 0 73 ° 2,eeeee�3 , 8 0 ae88ueeeeeeeeeeeeeeeeeueeeeeeeueeeeeeueeeeeeeeeeeuee 681^Floor Diaphragm Schedule ] 888888 [Gr I/II Species] 888£ I 23/32 Sheathing,w/,10d,Common ] a uaaaoaaaaaaaaaaaaaaaaaoaaaaaaaaaaaaaaoaaaaaaaaaaaoaaaaaaaaN 0 0 0 Nailing ° Allowable ° 0 " D1i1a° Diaphragm Case ° (in o c ) ° Shear ° Notes 0 ° ° Bndry,_ ,Edge-,° , SKlf) , ° L7 laaaeaaaaaaaaaaaaaaaaaeaaaaaaaoaaaaaaeaaaaaaaaaaaeaaaaaaddN 0 ° Unblocked OTHER ° 0 6 0 0 21 ° 1 0 0 ° Unblocked CASE 10 0 6 0 0 28 ° 1 0 1 1 ° Blocked ° 6 ° 6 ° 0 32 ° 1 0 t 2 ° Blocked ° 4 ° 6 ° 0 42 ° 1 0 a 3 ° Blocked ° 2 5 ° 4 ° 0 64 ° 1, 3 0 0 4 ° Blocked 0 2 ° 3 0 0 73 ° 1, 3 0 1 5 ° Blocked ° 4 ° 6 ° 0 93 ° 1, 5, 6 0 16 ° Blocked ° 4 ° 4 ° 1 30 ° 1, 5, 6 0 t 7 ° Blocked ° 2 5 ° 3 ° 1 51 ° 1, 5, 6, 70 0 8 ° Blocked ° 2 5 ° 3 ° 1 81 ° 215161.70 aeeeueeeeeeeeeeeeeee88ueeeeeeeueeeeeeueeeeeeeeeeeueeeeeeee� 88888 [ Diaphragm Notes ] 88888888888eeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeee£ I GENERAL NOTES 0 * a Sta les shall be installed with crown parallel to framing member 0 0 b Fas ners shall be driven flush with surface of sheathing 0 c Space nails Q 12 in oc along intermediate framing members 0 d Provide boundary nailing @ continuous panel edges Cases 3 & 4 0 e Provide boundary nailing @ all panel edges Cases 5 & 6 0 0 f The high-load shear values as listed in ICBO ER 1952 can also be 0 0 found in Table 9 10 1 3a of the 1991 NEHRP Provisions and 0 Table 2306 4 6 1 of the 1993 National Building Code (by BOCA) 0 SPECIAL NOTES (apply to diaphragms specifically noted) 0 1 APA Rated Sheathing, STURD-I-FLOOR EXP1/EXP2/EXT or C-C/C-D Plywood 0 0 2 Struct I APA Rated Sheathing EXP1/EXT or Struct I Plywood 0 Provide 3x' s (76mm) at adjoining panel edges w/nails staggered 0 4 All members to be 4x minimum w/2 lines of fastners ((ICBO ER 1952) 0 5 All members to be 4x minimum w/3 lines of fastners (ICBO ER 1952) 0 0 6 Special inspection is required in accordance with ICBO ER 1952 0 0 7 Provide boundary nailingg Q all panel edges Cases 3 , 4, 5 & 6 i 8 . All members to be 3x f76mm)eeeeeeeeminimum 0 ieeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeee88888� 2. G . G 1. i ROOF DIAPHRAGM SCHEDULE STAPLE CONVERSION TABLE GRADE Ull SPECIES - 1/2"(15/32")SHEATHING W/ 10d COMMON VS 16 GA STAPLES (DIA#) BOUNDARY EDGE ALLOW SHEAR*16 GA STAPLE x 1 1/2 ( ) UNBLOCKED(CASE 1) 6' 6" 250 X (1) BLOCKED 6' 6" 290 2.5"BDY& 4"EDGE (2) BLOCKED 4" 6' 380 2"BDY& 3"EDGE (3) BLOCKED 2.5" 4" 570 X (4) BLOCKED 2' 3" 650 X (5) BLOCKED(3 FRAMING)2" 3" 730 X GRADE III SPECIES - 1/2"(15/32")SHEATHING W/ 10d COMMON VS 16 GA STAPLES (DIA#) BOUNDARY EDGE ALLOW SHEAR*16GA STAPLE x 1 1/2 ( ) UNBLOCKED(CASE 1) 6" 6" 230 X (1) BLOCKED 6' 6" 260 2.5"BDY& 4"EDGES (2) BLOCKED 4 6" 350 2"BDY& 3"EDGES (3) BLOCKED 2.5' 4" 520 X (4) BLOCKED 2' 3" 600 X (5) BLOCKED(3X FRAMING)2' 3" 670 X "Per ICBO Report No.NER 272 SHEAR WALL SCHEDULE STAPLE CONVERSION TABLE GRADE 1/II SPECIES 3/8 SHEATHING W/8d COMMON NAILS VS 16 GA STAPLES SINGLE SIDE (SW#) SPACING ALLOW SHEAR *16 GA STAPLE x 13/4 LG. (3) 6" 220 3 0 C. (4) 4 320 2"O.C. i (5) 3 410 X (6) 2" 530 X BOTH SIDES (7) 4 640 TOC. (8) 3 820 X (9) 2' 1060 X GRADE III SPECIES 3/8 SHEATHING WITH 8d NAILS VS 16 GA STAPLES x 13/4 LG. SINGLE SIDE (SW#) SPACING ALLOW SHEAR *16 GA STAPLE x 1/34 LG. (3) 6' 180 4 0 C. (4) 4 290 X (5) 3 370 x (6) 2' 500 x BOTH SIDES (7) 4 590 2' O.C. (8) 3 750 x (9) T 1000 X *Per ICBO Report No.NER-272