Loading...
06-0829 (OFC) Structural CalcsSTRUCTURAL CALCULATIONS CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTkIUCTION FORT DATE n � PLAZA ESTADO LOT 10-12, BLOCK 9, DESERT CLUB SUB. LA QUINTA, CALIFORNIA .92253 January 6, 2006 Prepared By: ISUMMIT STRUCTURAL -ENGINEERING CONSULTING ENGINEERS ;(208) 634-8148 (208) 630-5079 fax SD -254 MAR 0 l 20Q6 TABLE OF, CONTENTS, ,,l-!.., DESCRIPTION PAGE DESIGN CRITERIA ................................................................................................ 1 DESIGNLOADS ..................... ........................................................................ 2 MATERIAL SPECIFICATION.:---- ... ....... * ......... 3 SHEAR WALL SCHEDULE ...................................... .............................................. 4 VERTICAL ANALYSIS .................................................................................... 5-102 LATERAL ANALYSIS .................................................................................. L1 -L53 I isiiiRyIITSM,UCTbPAL'WGINERUN6,'-�—Z Pbone-:l'(866)862;8'148":.Fa �',(209)63o-'S679'z..,�---,-;4.�I`,, Ste.206 ,IGicCaII;.ID 1 s SUMMIT STRUCTURAL ENGINEERING �. 106 E. Park Street ' Suite 206 McCall, ID 83638 primary structural system. 1 Non-structural elements and the attachment mechanism is the responsibility of the ' DESIGN CRITERIA FOR STRUCTURAL CALCULATIONS �. • The drawings, calculations, specifications and reproduction are instruments of service to be used only for the specific project covered by agreement and cover sheet. Any other use is solely prohibited. • The structural calculations included here are for the analysis and design of the primary structural system. Non-structural elements and the attachment mechanism is the responsibility of the architects or designer, unless specifically shown otherwise. ' All changes made to the subject project shall be submitted to Summit Structural Engineering in writing for review and comments. *.Sketches • and details in calculations are not to scale and may not present true ' conditions on plans: Architect or designer is responsible for drawing details in plan which represent true framing conditions and scale. 'Governing Code. 2001 UBC Seismic Zone 4 Seismic Zone Factor 0.4 - Wind Speed 70 mph Wind Exposure C Soil Report By: Sladen Engineering' Report No. 544-5814 Date: November 17, 2005 Soil Bearing Pressure 1500 psf continuous 1800 psf pad Equivalent Fluid Pressure 35 (Active) Prime Professional/Project Architect: South West Concepts 1 P _ 78-120 Calle Estado La Quinta, CA Phone No: (760) 564-4707.. SUMMIT STRUCTURAL ENGINEERING PHONE: (866) 862-8148 FAX (208) 630-5079 . 106 E. PARK STREET, MCCALL, ID Ll ' 24 psf. ' Total Live Load SUMMIT STRUCTURAL ENGINEERING Total Roof Load 106 E. Park Street ' J Suite 206 Ceiling McCall, ID 83638 Misc. Lt. Wt. Conc./hard surface 15 psf. Misc. 6:5 psf. DESIGN LOADS Roof Loads - Sloped 1 Clay Tile 14 psf: Sheathing (1/2" CDX) 1.5 psf. Framing 2.5 psf. Insulation 1.5 psf. Ceiling 2.5 psf. Misc. 2.0 psf. Total Dead Load 24 psf. ' Total Live Load 16 psf. Total Roof Load 40 psf. Floor Loads Roof Loads - Flat Roofing Sheathing (3/4" Plywd.) 2.5 psf. 1.5 psf. Framing Framing 3.5 psf. 1.8 psf. Ceiling 2.5 psf. Misc. Lt. Wt. Conc./hard surface 15 psf. Misc. 6:5 psf. Total Dead Load Total Dead Load 30 psf. 20 psf. Total Live Load Total Floor Load 50 psf. 80 psf. 1 Exterior Wall Stucco 10.0 psf. Studs 1.0 psf. Drywall 2.5 psf: 1 Misc. 1.0 psf. Total Wall Weight 15.0 psf Roof Loads - Flat Roofing 3.5 psf. Sheathing (1/2" CDX) 1.5 psf. Framing 2.5 psf. Insulation 1.8 psf. Ceiling 2.5 psf. Misc. 15.2 psf. Total Dead Load 27 psf. Total Live Load 20 psf. Total Roof Load 47 psf. Deck Loads Sheathing 2.5 psf. Framing 3.5 psf Ceiling 2.5 psf. Lt. Wt. Conc. 15 psf. Hard surface flooring mat. 13 psf. Misc. 3.5 psf Total Dead Load 40 psf. Total Live Load 50 psf. Total Load 80 psf. Interior Wall Drywall 5.0 psf. Studs 1.0 psf. 'Mechanical & Insulation 1.0 psf. Misc. 1.0 psf. Total Wall Weight . 10.0 psf SUMMIT STRUCTURAL ENGINEERING PHONE: .(866) 862-8148 FAX (208) 630-5079 106 E. PARK STREET, MCCALL, ID 1 2 SUMMIT STRUCTURAL ENGINEERING 106 E. Park Street Suite 206 McCall, ID 83638 MATERIAL SPECIFICATION # Timber: All timber shall be Douglas Fir Larch with a maximum moisture content of 19%. Grading rules agency: West Coast Lumber Inspection Bureau (WCLIB). Member Fb (psi) Fv (psi) E (psi) Sawn Lumber (DF -L)' Description Specification Allowable stress 2x Joists & Rafters (No.2) 1006 95 1.6006 4x Sawn Beams (No.2) 875 95 1.6006 6x Sawn Beams (No.2) 875 85 . 1.3006 4x Sawn Beams (No. 1) 1000 95 1.7x106 6x Sawn Beams (No.1) 1350 85 1.6006 Values may be increased according to size factor, CF Manufactured Products Glu -Lam 2400 165 1.8006 Paralam PSL 2900 290• 2.0006 Microllam LVL 2600 285 1.8006 # Concrete: Application Strength @ 28 days Slab on grade 2500 psi Footings and grade beams 3000 psi Design is based on 2500 psi concrete. No inspection is required, unless noted otherwise. *Reinforcing Steel: Bars Allowable stress #4 and smaller reinforcing bars shall conform to A.S.T.M. A - 615-40. Fy=40,000 psi #5 and larger reinforcing bars shall conform to A.S.T.M. A - 615-60. Fy=60,000 psi *Structural Steel: Description Specification Allowable stress Pipe ASTM A-53 Type E or S, Grade B Fy=30,000 psi Tube ASTM A-500, Grade B Fy=46,000 psi All -other shapes ASTM A-36 Fy=36,000 psi High strength bolts ASTM A-325 All other bolts ASTM A-307 *CONCRETE MASONRY UNITS All concrete masonry units shall conform. to standard specifications for hollow load bearing concrete - masonry units (ASTM C-90, Grade N-11). SUMMIT STRUCTURAL ENGINEERING PHONE: (866) 862-8148 FAX (208) 630-5079 106 E. PARK STREET, MCCALL, ID 3 SUMMIT STRUCTURAL ENGINEERING 106 E. Park Street Suite 206 McCall, ID 83638 SHEAR WALL SCHEDULE Number Construction Plate A35 Anchor Bolt Shear Nailing Equiv. Size and Value 16d sinker Spacing '/2" or 5/8" Drywall unblocked, w/ 5d (6d @ 5/8") 8" 48" 5/8" @ 48" 100 plf. '50 pit in zone 1 cooler nails @ 7" o.c. @ edges 3&4 and field '/2" or 5/8" Drywall - 8" 32"' 5/8" @ 48" 200 plf. unblocked, w/ 5d (6d @ 5/8") *10 in 1 a cooler nails.@ 7" o.c. @ edges zone 3If 8 4 and field. Both Sides. 3/8" Plywood, w/ 8d.'nails @ 2" 2" 8" _ 5/8" @ 16" 640 plf. 2 o.c. @edges and 12" o.c. field'. 3/8" Plywood, w/ 8d nails @ 2" 2-16d @ 2". 4" 7/8" @ 12" 1280 plf. 2a o.c. @ edges and 12" o.c. field. Both Sides. 3/8" Plywood, w/ 8d nails @ 3" 3" 12" 5/8" @ 16" 490 plf. 3 o.c. @ edges and 12" o.c. field. 3/8" Plywood, w/ 8d nails @ 3" 2-16d @ 3" 6" 7/8" @ 12" 980 plf. 3a o.c. @ edges and 12" o.c. field. Both Sides. 3/8" Plywood, w/ 8d nails @ 4" 4" 16" 5/8" @ 24" 385 plf. 4 o.c. @ edges and 12" O.C. (limited to field. 350 PIC) 3/8" Plywood, w/ 8d nails @ 4" 2" 8" '/<" @ 12" 760 plf. 4a o.c. @ edges and 12" o.c. field. Boni Sides. 3/8" Plywood, w/ 8d nails @ 6" 6" 24" 5/8" @ 32" 260 plf. 6 o.c. @ edges and 12" o.c. field. 7 7/8" Stucco o/ paper backed lath w/ 16 8" 32" 5/8" @ 48" 180 plf gauge staples @ 6" o.c. @ top, bottom, -ed e, and field. '/Z' Plywood, w/ 10d nails @ 2" 2" 7" 5/8" @ 16" 770 plf. 8 o.c. @ edges and 12" o.c. field. c SUMMIT STRUCTURAL ENGINEERING PHONE: (866) 862-8148 FAx (208) 630-5079 106 E. PARK STREET, MCCALL, ID 4 RM 0- 0 .lam L � SUMMITgg'STRUCTURAL'ENGINEERING AT os NoK�"7" �--: _ wt._ JE t„ti+•s ..:t �'� :. a °. ,�"`_ '�„ s�t Y-yMy.�l1 `i: we .Gi., �" YC+ -•.»r {106 EAST PARK STREET . �05— z cw�x CALCULATED BYFrst, s r; Y wa+'-x T t>.✓,+:}.i. `j�.. :i"�-rY FL: �.5'rc , - r ;McCall; IC 83638,£ats"�Yxy�tl2YsCfIECKEDBY :(208) 634=8148 ,faX;(208) 634=4157. "k .r"'4 a"7SCALE 1 00 Mm I "m SfRO& _ SUMMIT X106 EAST PARK ST EET 57 4F I Rmq 'CHECKED BY ;SCALE -' mm ©m [J 1 n t 1 t i 11 1- Roof Beam.wbc WoodWorks® Sizer for ANTHONY POWER PRODUCTS 4 WoodWorks® Sizer 97e Jan. 3, 2006 15:58:01 *Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) ( 6.50 ft A -I------------------- Dead 1 2232 2232 Live 1 1456 1456 Total 1 3688 3688 -BSLength=l====1=1======1=1____________ ########################################################################### DESIGN SECTION: D.Fir-L, No. 1, 6x10 @12.411 plf This section PASSES the design code check. ########################################################################### SECTION vs. DESIGN CODE (stress=psi, deflection --in) Criterion I Analysis Value I Design Value I Analysis/Design I - -------------I---------------- I----------------I------------------I Shear fv @d = 80 Fv' = 106 fv/Fv" = 0.75 Bending(+) fb = 867 Fb' = 1687 fb/Fb' = 0.51 Live Defl'n 0.03 = <L/999 0.22 = L/360 0.13 Total Defl'n 0.07 = <L/999 0.43 = L/180 0.17 FACTORS: F CD. CM Ct CL CF CV Cfu Cr LC# --------------- ----- ------ ------------------------------------ Fb'+= 1350 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1:00 2 Fv' = 85 1.25 1.00 1.00 (CH = 1.000) 2 FCp'=' 625 1.00 1.00 - E' = 1.6 million '1.00 1.00 2 Custom duration factor for Live load = 1.25 ADDITIONAL DATA --�----------_ --- - ---- -------------------------_--------- ,Bending(+): LC# 2 ='D+L, M = 5981 -lbs -ft Shear LC# 2 = D+L, V = 3680, V@d = 2784 lbs Deflection: LC# 2 = D+L. -EI= 628.73e06'lb-in2 'Total Deflection- 1.00(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) ------------ 7- DE IGN NOTES: -_----- --- --- - ---- ---------------------------------- 1. Please verify that the default deflection limits are appropriate for your application. 2.. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. PAGE SUMMIT STRUCTCIRAL ENGINEERING 'ter Phone"(208) 634 8148 Fax (208) 630.5079 ' 5 �P06 ETai} S66et Ste. 206.,MXA,'Id, COMPANY I PROJECT Summit Structural Engineering 270 North Main I Donnelly, ID 83615 I DESIGN CHECK --.NDS-1997 Beam DESIGN DATA: --x material: Timber -soft ---------------- lateral support: Top= Full Bottom= @Supports total length: 6.50 [ft) Load Combinations: ASCE 7-95 LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically ------------ included<< Load I Type I Distribution I Magnitude I Location I Pattern I. I I Start End I Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Full Area 24 (3.00)* No 2 Live Full Area 16 (3.00)* No 3 Dead Full Area 15 (4.00)* No 4 Dead Full Area 27 (20.00)* No 5 Live Full Area 20 (20.00)* No *Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) ( 6.50 ft A -I------------------- Dead 1 2232 2232 Live 1 1456 1456 Total 1 3688 3688 -BSLength=l====1=1======1=1____________ ########################################################################### DESIGN SECTION: D.Fir-L, No. 1, 6x10 @12.411 plf This section PASSES the design code check. ########################################################################### SECTION vs. DESIGN CODE (stress=psi, deflection --in) Criterion I Analysis Value I Design Value I Analysis/Design I - -------------I---------------- I----------------I------------------I Shear fv @d = 80 Fv' = 106 fv/Fv" = 0.75 Bending(+) fb = 867 Fb' = 1687 fb/Fb' = 0.51 Live Defl'n 0.03 = <L/999 0.22 = L/360 0.13 Total Defl'n 0.07 = <L/999 0.43 = L/180 0.17 FACTORS: F CD. CM Ct CL CF CV Cfu Cr LC# --------------- ----- ------ ------------------------------------ Fb'+= 1350 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1:00 2 Fv' = 85 1.25 1.00 1.00 (CH = 1.000) 2 FCp'=' 625 1.00 1.00 - E' = 1.6 million '1.00 1.00 2 Custom duration factor for Live load = 1.25 ADDITIONAL DATA --�----------_ --- - ---- -------------------------_--------- ,Bending(+): LC# 2 ='D+L, M = 5981 -lbs -ft Shear LC# 2 = D+L, V = 3680, V@d = 2784 lbs Deflection: LC# 2 = D+L. -EI= 628.73e06'lb-in2 'Total Deflection- 1.00(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) ------------ 7- DE IGN NOTES: -_----- --- --- - ---- ---------------------------------- 1. Please verify that the default deflection limits are appropriate for your application. 2.. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. PAGE SUMMIT STRUCTCIRAL ENGINEERING 'ter Phone"(208) 634 8148 Fax (208) 630.5079 ' 5 �P06 ETai} S66et Ste. 206.,MXA,'Id, 1 o? WoodWorks® Sizer for ANTHONY POWER PRODUCTS Roof Beam.wbc WoodWorks® Sizer 97e Oct. 3, 2005 15:26:27 ' COMPANY I PROJECT Summit Structural Engineering I 270 North Main I Donnelly, ID 83615 I ' DESIGN CHECK - NDS -1997 • Beam DESIGN DATA: ------------ ----------------------- material: Timber -soft lateral support: Top= Full Bottom= @Supports total length: 3.50 [ft], --Load Combinations: ASCE 7-95 --------------------------------- LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< --------------------- Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load - ----I--------I--------------I-----------------I-----------------I-------- 1 Dead Full Area 27 (20.00)* No 2 Live Full Area 20 (20.00)* No 3 Dead Full Area 15 (2.00)* No 9 Dead Full Area 29 (5.00)* No 5 Live Full Area 16 (5.00)* No ' -Tributary -Width -(ft)____________ _ _______________________ MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) -- ------------------------------------ I 3.50 ft ----------1------------------- Dead I 1221 1221 Live I 890 890 =---Total------061=====2061________________________________________________ B.Length I 1.0 1.0 DESIGN-SECTION######################x6--@-7 185-p1f----------------------- This section PASSES the design code check. ########################################################################### SECTION vs. DESIGN CODE (stress=psi, deflection=in) ' --Criterion- I Analysis Value I Design Value I Analysis/Design I --I---------------- I----------------I-----------=------I Shear fv @d = ' 75 Fv' = 106 fv/Fv' = 0.71 Bending(+) fb = 780 Fb' = 1500 fb/Fb' = 0.52 -Live --Deft=n----001-=-<L/999----012-=--L/360-------------�-011----=---- Total Defln 0.03 = <L/999 0.23 = L/180 0.19 FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# ' Fb'+= 1200 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 (CH 1.000) 2 Fcp'= 625 1.00 1.00 E' = 1.6 million 1.00 1.00 2 Custom duration factor for Live load = 1.25 ' ADDITIONAL -DATA ====_________________________________________ Bending(+): LC# 2 = D+L, M = 1803 lbs -ft Shear LC# 2 = D+L, V = 2060, V@d ='1521 lbs ' Deflection: LC# 2 = D+L EI= -122.01e06 lb-in2 Total Deflection = 1.00(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (A11 LC's are listed in the Analysis output) DESIGN NOTES_____________________________ 1. Please.verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 9.9.1. PAGE 1 Sum 1VIITSiRUCTURALENGINEERING Phone(208).G348I18{Fax(208)G305079`�� 1 X106E?PackSheet $te 20G;NtcCaIl ID t 1 F1 1 1 1 I� t Roof Beam.wbc WoodWorks® Sizer _ for ANTHONY POWER PRODUCTS Woodworks® Sizer 97e Jan. 3, 2006 16:13:09 COMPANY I PROJECT Summit Structural. Engineering 270 North Main I Donnelly, ID 83615 I DESIGN CHECK - NDS -1997 Beam DESIGN DATA: --- --- - ---------------------- material: Timber -soft lateral support: Top= Full Bottom= @Supports total length: 5.50 [ft] Load Combinations: ASCE 7-95 --------------------- --- ------------------- LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) >>Self -weight automatically included<< Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load - ----I--------I-------------- I ----------------- I -----------------I--- : 1 Dead Full Area 24 (3.00)* No 2 Live Full Area .16 (3.00)* No 3 Dead Full Area 15 (4.00)* - No 4 Dead Full Area 27 (15.00)* No 5 Live Full Area 20 (15.00)* No *Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) I 5.50 ft I " (------------------- Dead I 1508 1508 Live I 957 957 Total I 2465 2465 B,Length I 1.0 1.0 ########################################################################### DESIGN SECTION: D.Fir-L, No. 1, 6x8 @ 9.798 plf This section PASSES the design code check. SECTION vs. DESIGN CODE (stress=psi, deflection=in) --------------- - - -- ---- ------------------------ Criterion I Analysis Value I Design Value I Analysis/Design I --------------I----------------I----------------I------------------I Shear fv @d = 69 Fv' = 106 fv/Fv' = 0.'65 Bending(+) fb = 787 Fb' = 1500 fb/Fb' = 0.52 Live Defl'n 0.02 = <L/999 0.18 = L/360 0.13 Total Defl'n 0.06 = <L/999 0.37 = L/180 0.16 FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# - - -- ------------ ---- Fb'+= 1200 ' 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 (CH = 1.000) 2 FCp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1:00 2 Custom duration factor for Live load = 1.25 ADDITIONAL DATA --------------- ---- ---------- --------------------------- Bending(+): LC# 2 = D+L, M = 3383 lbs -ft Shear LC# 2 = D+L, V = 2461, V@d = 1901 lbs Deflection: LC# 2 = D+L 'EI= 309.37e06 lb-in2 Total Deflection = 1.00(Defln_dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: --_-- - 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. PAGE SUMMIT S [R[JCIURAL$EIVGINEER[N6<' �A€ Phorie (208),634 8138Fax (208) 630 507.9*�y" L06 E?PgcicStreet SteY206 McCa[I [D WOOdWorkSO Sizer for ANTHONY POWER PRODUCTS Roof Beam.wbc WoodWorks® Sizer 97e Sep. 29, 2005 17:17:42 COMPANY I PROJECT ' Summit Structural Engineering 1 106 E. Park St. Suite 206 I McCall, ID 83638 I ii I� �I DESIGN CHECK - NDS -1997 Beam DESIGN DATA: --------------- -------------------------------------- material: Timber -soft lateral support: Top=•Full Bottom= @Supports total length: 5.50 (ft) Load Combinations: ASCE 7-95 ------------------------------------ LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< ------------------- ---------------------------------- Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start 'End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 DeadFull Area 20 .(2.00)* No 2 Live. Full Area 20 (2.00)* No 3 bead Full Area 15 (2.00)* No *Tributary width (ft) ------------------------------- MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) - ---------------------------------- I 5.50 ft I " ---------- ------------------- Dead I 214 214 Live I 110 110 Total I 329 324 B.Length 1 1.0 1.0 ########################################################################### DESIGN SECTION: D.Fir-L, No. 1, 6x6 @ 7.185 plf This section PASSES the design code check. ########################################################################### ------------------------- SECTION vs. DESIGN CODE (stress=psi, deflection=in) - ---------------------------------- Criterion I Analysis Value I Design Value I Analysis/Design I --------- ----- I----------------I----------------I------------------I Shear fv @d = 13 Fv' = 106 fv/Fv' = 0.13 Bending(+) fb = 192 Fb' = 1500 fb/Fb' = 0.13 Live Defl'n 0.01 = <L/999 0.18 = L/360 0.04 Total Defl'n 0.02 = <L/999 0.37 = L/180' 0.05 ---------------•-------------- FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# ------------------- -------------------------------- ,Fb'+= 1200 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - .E'= 1.6 million 1.00 1.00 2 Custom duration factor for Live load = 1.25 ------------ ---- -------- ADDITIONAL DATA ' Bending(+): LC# 2 = D+L, -M -===493 lbs -ft_________________________________ Shear :. LC# 2 = D+L,• V = 322, V@d = 269 lbs Deflection: LC# 2 = D+L EI= 122.01e06 lb -int Total Deflection = 1.00(Defln dead) + Defln Live. live--S=snow-wind--I=impact--C=construction)-------------- (All LC's are listed in the the Analysis output) ---(D=dead DESIGN NOTES: 1 Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to`.�,-•-•.,,,.\ the provisions of NDS Clause 4.4.1. PAGE - - C' SUMMITS tRUCTURAL: ENGINEERING Plo e (208)634f 8148 Fax (208) 630 5019 x1Q6 E Park'Stree[ .Ste 206,',McCall; [D; ' - - --- - - -- -... •----- ---------- for ANTH POWER Woodworks@ Sizer ONY PO PRODUCTS ' Roof Beam.wbc WoodWorks® Sizer 97e Jan. 3, 2006 16:29:23 COMPANY I PROJECT ' Summit Structural Engineering I 270 North Main I Donnelly, ID 83615 I DESIGN CHECK - NDS -1997 Beam DESIGN DATA:- ------ ------------- -------------------------------- material: Timber -soft ` lateral support: Top= Full Bottom= @Supports 5.50 total -length: =s:ASC=-(ft)________________________________________ Load Combinations: ASCE 7-95 LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) . »Self -weight automatically included<< ' Load I Type I Distribution I Magnitude I Location I Pattern I .I I Start End I Start End I Load -----I----'----I--------------I-----------------1=----------------1-------- 1 Dead Full Area 24 (3.00)* No 2 Live Full Area 16 (3.00)* No 3 Dead Full Area 15 (2.00)* No 4 Dead Full Area 27 (15.00)* No 5 Live Full Area •20 (15.00)* No ' *Tributary -Width -(ft)______________________________________________________ MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) -------------------- ------------------------------------- I 5.50 ft 1 I-------------------. Dead I 1425 1425 Live I 957 957 Total =�===2382=====2382 B.Length ______________________ I 1.0 1.0 ########################################################################### DESIGN SECTION: D.Fir-L, No. 1, 6x8 @ 9.798 plf ' ThissectionPASSES -the-design -code-check- -------------------------------- ########################################################################### - - SECTION vs. DESIGN CODE (stress=psi, deflection=in) ' --Criterion- I Analysis Value I Design- Value I Analysis/Design I --I----------------I----------------I------------------I Shear fv @d = 67--- 7 Fv' - 106--- 06 fv/Fv' = 0.63 Bending(+) fb = 761 Fb' = 1500 fb/Fb' = 0.51 ' Live Defl'n 0.02 = <L/999 0.18 = L/360 0.13 Total Defl'n. 0.06 = <L/999 0.37 = L/180 0.16 FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# --------------------------------------------------------------------------- Fb'+= 1200 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 E' = 1.6 million 1.00 1.00 2 Custom duration factor for Live load = 1.25 ADDITIONAL DATA --------- - ------------------------------------ Bending(+): LC# 2 = D+L, M = 3270 lbs -ft' Shear : LC# 2 = D+L, V =.2378, V@d = 1838 lbs Deflection: LC# 2 = D+L EI= -309.37e06 lb-in2 Total Deflection = 1.00(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN -NOTES: --------------- ___________________________------------ ___________ 1. Please verify that the default deflection limits are appropriate for your application. ' ' 2. Sawn lumber bending members shall be laterally supported according to the provisions,of NDS Clause 4.4.1. PAGE I�- _- 'SUMMIT, STRCJCTURAL ENGINEERING 't - {P..9 a (208) G34 8148 Fax (208) 630 5079 1 �' i`1;06`E'ParkStreet `Sfe=20G3N(cCall [D; WoodWorkS® Sizer for ANTHONY POWER PRODUCTS ' Roof Beam.wbc Wood Works® Sizer 97e Jan. 3, 2006 16:32:11 COMPANY I PROJECT ' Summit Structural Engineering I 270 North Main I Donnelly, ID 83615 I 1� t DESIGN CHECK - NDS -1997 Beam DESIGN DATA: 'iueCei'iel-G1Llah, UnU616'd lateral support: Top= Full - Bottom= @Supports total length: 16.50 [ft) Load Combinations: ASCE 7-95 ' LOADS: (force -lbs, pressure-psf, udl-plf, location -ft) »Self -weight automatically included<< Load I Type I Distribution 1 Magnitude I' Location I Pattern I I I Start End 1 Start End I Load .a.==Ie===-===I_=----= I-------------e___-I==__-_n__________ ---- ====. 1 Dead Full Area 27 (4.00)* No 2 Live Full Area 20 (4.00)' No 3 Dead Full Area 15 (2.00)' No 4 Dead Point 1425 12.00 No 5 Live, Point 957 12.00 No 'Tributary Width (ft) ------------- MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) I 16.50 ft I=_-_____ I " ---------- ------------------- Dead I 1673 2321 Live 1 921 1356 Total 1 2594 3677 B.Length 1 1.0 1.1• ########################################################################### DESIGN SECTION: VG West.DF, 24F -V4, 5.125x12 @14.608 plf This section PASSES the design code check. ########################################################################### _____________________________________ SECTION vs. DESIGN CODE (stress=psi, deflection=in) __Criterion=* I Analysis Value =I Design = Value I Analysis/Design I = - ------------- I ----------------I---------------- I ------------------I Shear fv @d = 81 Fv' = 237 fv/Fv' = 0.34 Bending(+) fb - 1384 Fb' - 3000 fb/Fb' = 0.46 Live Defl'n 0.19 - <L/999 0.55 - L/360 0.34 Total Defl'n 0.51 = L/391 1.10 - L/180 0.46 FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2900 1.25 1.00 1.00 1.000 1.00- 1.000 1.00 1.00 2 Fv' - 190 1.25 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 Custom duration factor for Live load - 1.25 ADDITIONAL DATA =Bending(+) LC# 2 - D+L M = 14188 lbs -ft______________________________' Shear : LC# 2 = D+L, V = 3531, V@d - 3327 lbs D'efl'ection: LC8 2 = D+L EI=1328.38E06 lb -int Total Deflection = 1.00(Defln dead) + Deflri_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LCs are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. '2. GLULAM: The loading'coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 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. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). PAGE ' SUfvtN[{T STRUCTURAL ENGINEERINGa�;Phoie (208) 634 8.148Eax (208) G30 5079, ��1:06' E&Park.StreerSte. 20G McCatl; IDa . WOOdWOrkS® Sizer for ANTHONY POWER PRODUCTS Roof Beam.wbc WoodWorks@ Sizer 97e Sep. 29, 2005 17:27:00 COMPANY I PROJECT Summit Structural Engineering I 106,E. Park St. Suite 206 I McCall, ID 83638 I ' DESIGN CHECK - NDS -1997 Beam DESIGN DATA: ------------ ------------------------------- material: Timber -soft lateral support: Top= Full Bottom= @Supports total length: 7.50 [ft] ' Load'Combinations: ASCE 7-95 ------------------------------------- ------------------------------------- LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< ' Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Full Area 24 (5.00)* No 2 Live Full Area 16 (5.00)* No 3 Dead Full Area 15 (2.00)*. No *Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) ---------_---------_-----------------------________________________________________ ' - ---------I------------------- . Dead 1 604 604 Live 1 300 300 Total 1 904 904 B.Length 1 1.0 1.0 ' ########################################################################### DESIGN SECTION: D.Fir-L, No. 1, 6x8 @ 9.798 plf , This section PASSES the design code check. ########################################################################### ' SECTION -DESIGN -vs. -CODE ---(stress=psi_-deflection=in)---------------------- Criterion I Analysis Value I Design Value -1 Analysis/Design I -------------- ------- Shear fv @d = 27 Fv' = 106 fv/Fv' 0.26 ' Bending(+) fb = 392 Fb' = 1500 fb/Fb' = 0.26 Live Defl'n 0.02 = <L/999 0.25 = L/360 0.07 Total Defl'n 0.06 = <L/999 0.50 = L/180 0.11 'FACTORS: CL-----CF-----CV----Cfu-----Cr----LC#- -F------CD-=---CM-----Ct---- Fb'+= 1200 1.25 1.00 1.00 1.000. 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 . 1.00 (CH = 1.000) 2 Fcp'= 625- 1.00 1.00 - E' 1.6 million 1.00 1.00 2 Custom duration factor for Live load = 1.25 ADDITIONAL DATA __ Bending(+) LC# 2 = D+L, M = 1686 lbs -ft_______________________ Shear ,LC# 2 = D+L, V = 899, V@d = 749 lbs Deflection: LC# 2 = D+L EI= 309.37e06 lb-in2 Total Deflection = 100(Defln-dead).+-Defln-Live (D=dead L=live S=snow W=wind I=impact C=construction) ' (All LC's are listed in the Analysis output) --- -- ---------------------- .DESIGN NOTES: ' ------------ 1• Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to ;�.-•-.,,.� the provisions of NDS Clause 4.4.1. PAGE $UMM1T STRUCTURAC'ENGINEERIIYG i% Phoge :(208)'634 8148Fax (208') 630 5079.E ai ,, z YQ6 E Park"Street;'Ste 206, McCall; [D; - _WoodWorksO Sizer ' Roof Beam.wbc for ANTHONY POWER PRODUCTS Wood Works® Sizer 97e Oct 3, 2005 17:26:22 ' Co PAId I I PROJECT Summit Structural Engineering I 270North Main 1 Donnelly, ID 83615 I Cr LC# DESIGN CHECK - NDS -1997 1.00 2 Beam DESIGN DATA: 2 ' material:Glulam Unbala'd - lateral support: Top= Full Bottom= @Supports 2 total length: 19.00 (ft) ' Load Combinations: ASCE 7-95 ' LOADS (force -lbs, pressure=psf udl-plf, location=ft) »Self -weight automatically included« ==I=Distribution Load I Type I Magnitude I Location I Pattern I I I Start End I Start End I -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Full Area 24 (5.00)' Load No 2 Live Full Area 16(5.00)+ No 3 Dead Full Area 15 (2.00)' No 'Tributary Width (ft) _ ' --------------- MAXIMUM =and =BEARING =LENGTHS for your application. -==(force=lbs===le=ngth==n) -REACTIONS I 19.00 ft i I " De -ad --:---1--6-1-9 ___-1-6--___ Dead I 1619 � 1619 is assumed to be unity for all cases. This is conservative Live 1 760 760 where point loads occur at 1/3'points of a span (NDS Table Total I 2379. 2379 ' 3. GLULAM: bxd = actual breadth x actual depth. B.Length I 1.0 1.0 4. Glulam Beams shall be laterally supported according to the provisions DESIGN SECTION: ' VG West.DF, 24F -V4, 5:125x13.5 @16.434 plf This section PASSES the design code check. ########################################################################### ' SECTION-vs3 DESIGN=CODE=------(stress_p=i_=defle3tio= in) ---- ---- -- --- Criterion I Analysis Value I Design Value I Analysis/Design - I -------------- I ---------------- I ---------------- I ------------------I Shear fv @d = 45 Fv' = 237 fv/Fv' = 0.19 Bending(+) fb - 857 Fb' = 2995 fb/Fb' = 0.29 ' Live Defl'n 0.12 = <L/999 0.63 = L/360 0.20 Total Defl'n 0.38 - L/596 1.27 - L/180 0.30 PAGE SUNfNI1T.5iRUCIURALENG.INEERtNG .3 Phone (208)`04 8148kEa6c.(2'08')'j63'0-3079a ? E? 196 ExPaikStree SEes206; McCa11;`ID; FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+- 2400 1.25 1.00 1.00 1.000 ' 1.00 0.998 1.00 1.00 2 Fv' = 190 1.25 1.00 1.00 2 Fcp'- 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 Custom duration factor for Live load - 1.25 ' ADDITIONAL -DATA=== _ >_ Bending(+): LC# 2 = D+L, M 11120 lbs -ft Shear : LC# 2 = D+L, V - 2341, V@d = 2064 lbs Deflection:LC# 2 = D+L EI=1891.38e06 lb -int Total Deflection - 1.00(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: _ 1. Please verify that the default deflection =limits are=appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3'points of a span (NDS Table 5.3.2). ' 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. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). PAGE SUNfNI1T.5iRUCIURALENG.INEERtNG .3 Phone (208)`04 8148kEa6c.(2'08')'j63'0-3079a ? E? 196 ExPaikStree SEes206; McCa11;`ID; 1 1 1 1 1 1 1 1 Wood'Works@ Sizer for ANTHONY POWER PRODUCTS � Roof Beam.wbc WoodWorks@ Sizer 97e Jan. 3, 2006 16:34:47 COMPAN`f j PROJECT SurrJnit Structural Engineering I 270 North Main I Donnelly, ID 83615 i DESIGN CHECK - NDS -1997 Beam --DESIGN DATA: ----------------------- material: Timber -soft lateral support: Top= Full Bottom= @Supports total length: 8.50 [ft] Load Combinations: ASCE 7-95 LOADS (force=lbs; pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< Load I Type I Distribution I Magnitude ) Location ) Pattern I I I Start End I Start End I Load -----I--------I--------------- I----------------- 1-. ---------------- I-------- 1 Dead Full Area. 27 (15.50)* No 2 Live Full Area 20 (15.50)* No 3 Dead Full Area 15 (2.00)* No 4 Dead Full Area 24 (3.00)* No 5 Live Full Area 16 (3.00)* No *Tributary Width. (,ft) ------------------------------- MAXIMUM REACTIONS and BEARING LENGTHS- (force=lbs, length=in) 8.50 ft ------------------- Dead I 2290 2290 Live I 1522 1522 Total ) 3811 3811 -B.Length-Ix===1=1======1=1________________________________________________ ########################################################################### DESIGN SECTION: D.Fir-L, No. 1, 6x12 @15.023 plf This section PASSES the design code check. SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criterion I Analysis Value I Design Value I Analysis/Design I --------------I----------------I---------------- I ------------------I Shear fv @d = 70 Fv' = 106 fv/Fv' = 0.66 Bending(+) fb = 799 Fb' = 1687 fb/Fb' = 0.47 Live Defl'n 0.04 = <L/999 0.28 = L/360 0.13 Total Defl'n 0.09 _ <L/999 0.57 L/180 0.17 FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# ---- ---- -------------------------------------- Fb'+= 1350 1.25 1.00 1.'00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Custom duration factor for Live load = 1.25 ----------------------- ----- ADDITIONAL DATA ------------------------------- Bending.(+): LC# 2 = D+L, M = 8070 lbs -ft Shear ; LC# 2 = D+L, V = 3797, V@d = 2941 lbs Deflection: LC# 2 = D+L EI=1115.29e06 lb -int Total Deflection = 1.00(Defln dead) + Defln_Live. (D=dead__L=live §=snow W=wind I=impact C=construction) (All LC'S are listed in the Analysis output) DESIGN NOTES: -------- - ---------------------------- 1 Please verify that the default deflection limits are appropriate --••.,,.� . for your application. s:.1 2. Sawn lumber bending members shall be laterally.supported according.to the provisions of NDS Clause 4:4.1. '�� _- PAGE _ ' SUMIvIITSIRCJCTURALENGIN6ERIlYG ,`tet'' Phone (208) 634 8148rFax� 208 630 5079"�R`lcrs ��` 10 .... ,_.� �, « 6 E?Park Street Ste'20G{NicCall, 'ID; WoodWorks@ Sizer for ANTHONY POWER PRODUCTS Roof Beam.wbc WoodWorks@ Sizer 97e Jan. 3, 2006 16:44:07 COMPANY I PROJECT Summit Structural Engineering I 270 North Main I Donnelly, ID 83615 I DESIGN CHECK - NDS -1997 ' Beam DESIGN DATA: ------ ---------------------------- material: Timber -soft_ lateral support: Top= Full Bottom= @Supports total ft, Load Combinations: ASCE 7-95 -lengthions1900--[ ________________________________________ LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) ` »Self -weight automatically'included<< Load I Type I Distribution ( Magnitude I Location I Pattern I I I Start End I Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Full Area 24 (2.00)* No 2 Live Full Area 16 (2.00)* No 3 Dead Full Area 15 (6.00)* No *Tributary Width (ft) ------ --- ---------------------------------- MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) ______------------------------ - --------------- --- I 19.00 ft ----------I------------------- Dead 1094 1094 Live I 224 224 Total I 1318 1318 B.Length I 1.0 1.0 ########################################################################### DESIGN SECTION: D.Fir-L, No. 1, 6x12 @15.023 plf This section PASSES the design code check. ########################################################################### ' SECTION deflection=in)------- -vs. -DESIGN -CODE ---(stress=psi, ------- ------ Criterion I Analysis Value I Design Value I Analysis/Design I --------------I----------------1----------------I------------------I Shear fv @d = 22 Fv' 76 fv/Fv' = 0.29 Bending(+) fb = 371 Fb' 1215 fb/Fb' = 0.31 Live Defl'n 0.02 = <.L/999 0.47 L/360 0.05 Total Defl'n 0.14 = <L/999 0.93 L/180 0.15 ' FACTORS:-F------CD-----CM-----Ct-----CL-----CF-----CV----Cfu-----Cr----LC#- Fb'+= 1350 0.90 1.00 1.00 1.000 1.00 1.000 1..00 1.00 1 Fv' = 85 0.90 1,QQ• 1,QQ (CH 1.QQQ) 1 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Custom duration factor for Live load = 1.25 ADDITIONAL DATA Bending(+) LC# 1 = D only, -M =-=3749 lbs -ft______________________________ Shear LC# 1 = D only, V = 1071,, V@d = 925 lbs Deflection: LC# 2 D+L EI=1115.29e06 lb-in2 Total Deflection 1.00(Defln dead) + Defln Live. LC�-L=live--S=snow--W=windlysiimpactut).construction)- (All LC's are listed in the Analysis output). ---(All ------------ DESIGN NOTES: 1 Please verify that the default deflection limits are appropriate ' for your application. 2. lumber bending be laterally Sawn members shall supported according to •-..,� the provisions of NDS Clause 4.4.1. PAGE SOMM-U STRLf&URA_L ENGINEERING:'�,� � +Rhone (208) 634 8140ax (2Q8) 630.50,79���`} E'ParkStieet�Ste: 20G, McCall; ID � � � �*��� ;�r�h X106 t L t 1, 1 1 WoodWorks® Sizer for ANTHONY POWER PRODUCTS Roof Beam.wbc WoodWorks@ Sizer 97e Sep. 29, 2005 17:45:19 COMPANY Summit Structural Engineering 106 E. Park St. Suite 206 McCall, ID 83638 DESIGN CHECK - NDS -1997 Beam DESIGN DATA: ' ---------x material: Timber -soft ------------------------ lateral support: Top= Full Bottom= @Supports total length: 3.50 [ft] Load Combinations: ASCE 7-95 LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< Load I Type I Distribution I Magnitude I Location I Patter I I I Start End I Start End I Load -----I--------I-------------=I------------ 1 Dead Full Area 27 ----I-----------------I---- (22.00)* -- o 2 Live Full Area 20 (22.00)* No 3 Dead Full Area 15 (6.00)* No *Tributary Width (ft) ------------- MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=i ------------------- I 3.50 ft ---------- -------------- k ------ --------------- Dead 1211 1211 Dead 6k- Live I 770 770 Total 1 1981 1981 B.Length 1 1.0 1.0 ############################################ DESIGN SECTION: D.Fir-L, No. 1, 6x6 @ 7 This section PASSES the design code check. ########################### 85 85 plf ######################################################################### SECTION -vs. -DESIGN -CODE ---(stress=psi,--eflection=in)-----------------�---- criterion I Analysis Value I Des gn Value I Analysis/Design I -------------- I ----------------I--- ------------ I ------------------I Shear fv @d = 72 Fv' = 106 fv/Fv' = 0.68 Bending(+) fb = 750 Fb' = 1500 fb/Fb' = 0.50 Live Defl'n 0.01 = <L/999 0.12 = L/360 0.10 Total Defl'n 0.03 = <L/99 0.23 = L/180 0.13 FACTORS: F CD Fb'+= 1200 1.25 FV' = , 85 1.25 Fcp'= 625 E' = 1.6 million Custom duration fact CM Ct CL CF • CV Cfu Cr LC# 1.0 1.00 1.000 1.00 1.000 1.00 1.00 2 1 0 1.00 (CH = 1.000) 2 .00 1.00 - .00 1.00 2 for Live load = 1.25 ADDITIONAL DATA Bending(+) LC 2 = D+L, M = 1732 lbs -ft_________________________________ Shear L 2 = D+L, V = 1980, V@d = 1461 lbs Deflection: C# 2"= D+L EI= 122.01e06 lb-in2 Total Defl .tion = 1.00(Defln_dead) + Defln_Live. ---(D=dea---L=live--S=snow--W=wind--I=impact--C=construction)-------------- (All LC's are listed in the Analysis output) DESIGN NOTES: 1 Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. PAGE SUMMITgSTR,UC?iIR4LENGINEERING�1?hone'(208j634'8148yFa1c(208j630H5079r,PaikStreet:Ste.20CrNicCall, [D; t t t t 1 WoodWorks® Sizer for ANTHONY POWER PRODUCTS Roof Beam.wbc Woodworks@ Sizer 97e Jan. 3, 2006 17:15:21 COMPANY j PROJECT Summit Structural Enyineeriny I 270 North Main I Dunnelly, ID 83615 I DESIGN CHECK - NDS -1997 Beam DESIGN DATA: Ti lateral lateral support: Top= Full Bottom- @Supports total length: 13.00 Iftl Load Combinations: ASCE 7-95 LOADS (force -lbs, pressure=psf, udl=plf, location -ft) _ »Self -weight automatically included<< Load I Type= I Distribution I= =Magnitude I =Location= ==I Pattern I I I Start End'I Start End I Load -----I--------I--------------1'-----------------I-----------------I-------- 1 Dead Full Area 27 (22.00)* No 2 Live Full Area 20 (22.00)* No 3 Dead Full Area 15 (2.00)* No *Tributary Width (ft) MAX IMUM=REACTIONS and BEARING LENGTHS (force=lbs, length=in)- I 3.00 7.00 3.00 ft ---------- ---------------------- ----------- Dead 1 229 3923 3923 229 Live 1 158 2702 2702 158 Total 1 386 6625 6625 386 B.Length 1 1.0 1.9 1.9 1.0 �.. DESIGN SECTION: D.Fir-L, No. 1, 6x10 @12 11 plf This section PASSES the design code check. m==_==____________________________ SECTION vs. DESIGN CODE (stress=psi, eflection=in). Criterion I Analysis Value I De gn Value I Analysis/Design I --------------I----------------I-- -------------I------------------I Shear fv @d 64 Fv' = 106 fv/Fv' - 0.79 Bending(+) fb 421 Fb' = 1687 fb/Fb' - 0.25 Bending(-) fb 535 Fb' 1687 fb/Fb' = 0.32 Live Defl'n 0.01 <L/9 0.23 L/360 0.05 Total Defl'n 0.03 <L/ 99 0.97 L/180 0.07 _______________________ FACTORS: F CD Ct CL CF CV Cfu Cr LC# Fb'+- 1350 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fb'-= 1350 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.2 1.00 1.00 (CH = 1..000) 2 Fcp'= 625 1.00 1.00 - E' 1.6 mi ion 1.00 1.00 2 Custom duration facto------Li=e=load ==-1=25- ADDITIONAL DATA -------------------------m=mem------------------==a== ____-___®_______ Bending(+): LC# 2 - D+L, M = 2905 lbs -ft Bending(-): LC# 2 - D+L, M = 3688 lbs -ft Shear : LC# 2 - D+L, V = 3767, V@d - 2915 lbs Deflection:'LC# 2 - D+L -EI- 628.73e06 lb-in2 Total Deflection - 1.00(Defln dead) + Defln Live. t (D=dead L=live S=snow W=wind I-impacC=construction) (All LC's are in the Analysis output) _listed ______T_________________________________________________________________ DESIGN NO ES: lm=Please=verify=that the default deflection =limits are appropriat-e o = for your application. 2. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended.to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 3. Sawn lumber bending members shall be laterally supported according to the provisions of,NDS Clause 4.4.1. PAGE k SUMISILT S IRU`CTURAL'ENGINEERING' 5 �s Phorie .(208) 634 81k48fy. (208) 630 5079 8106 -E -Park S&e i:,Ste .20G;'NtcGaIl; ID'. L�3 WoodWorks® Sizer for ANTHONY POWER PRODUCTS Roof Beam.wbc WoodWorks® Sizer 97e Jan. 3, 2006 17:19:14 COMPANY I PROJECT Summit Structural Engineering I 270 North Main I Donnelly, ID 83615 I DESIGN CHECK - NDS -1997 Beam DESIGN DATA: material: Timber -soft lateral support: Top= Full Bottom= @Supports total length: 15.00 [ft] Load Combinations: ASCE 7-95 -------- ------------------ LOADS: (force=lbs, pressure=psf, udl=plf, location' --ft) »Self -weight automatically included<< Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End 1 Start End I Load -----I--------1--------------I-----------------I-----------------I-------- 1 Dead Full Area 24 (6.00)* No 2 Live Full Area 16 (6.00)* No 3 Dead Full Area 15 (6.00)* No *Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) I -_15_00--ft ----------I-------------------• Dead 1 1892 1892 Live 1 720 720 Total 1 2612 2612 B.Length 1 1.0 1.0 ########################################################################### DESIGN SECTION': D.Fir-L, No. 1, 6x12 @15.023 plf This section PASSES the design code check. ########################################################################### SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criterion I Analysis Value I Design Value Analysis/Design I --------------I----------------I----------------I------------------I Shear fv @d = 39 Fv' = 76 fv/Fv' 0.51 Bending(+) fb = 693 Fb' = 1215 fb/Fb' = 0.57 Live Defl'n 0.10 = <L/999 0.50 = L/360 0.20 Total Defl'n 0.35 = L/510 1.00 =1 L/180 0.35 FACTORS:-FCD-_---CM-----Ct----"CL --y_-CF-----CV----Cfu-----Cr----LC#- _ Fb'+= 1350 0.90 1.00 1.00 1.000 1.00 1.000 1.00 1.00 1 Fv' = 85 0.90 1.00 1.00 (CH = 1.00'0) 1 Fcp'= 625 1.00 1.00 - _E1-6_ million ==1=o0===1=0____ ___________2_ Custom duration factor for Live load = 1.25 ADDITIONAL DATA Bending(+) LC# 1 = D only, -M =_=7004 lbs -ft______________________________ Shear : LC# 1 = D only, V = 1868, V@d = 1629 lbs Deflection: LC# 2 = D+L EI=1115.29e06 lb -int Total Deflection = 1.00(Defln dead) + Defln_Live. ---(D=dead--L=live--S=snow--W=wind--I=impact--C=construction)-------------- (All LC's are listed in the Analysis output) DESIGN NOTES: 1 Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to 'the provisions of NDS Clause 4.4.1. PAGE SUfvtMlT STRUCCURAL ENGINEERMGt"'�Phone 208 '634 8148kax 208, 6305079 �i ' c 1'06 E fPark.Street!Ste;'20G, McCall,` [D . n.. , �. vfi»ori WoodWorks® Sizer for ANTHONY POWER PRODUCTS Roof Beam.wbc WoodWorks® Sizer 97e Jan. 3, 2006 17:21:15 COMPANY I PROJECT Summit Structural Engineering I 270 North Main I Donnelly, ID 83615 I DESIGN•CHECK - NDS -1997 Beam DESIGN DATA: ------------------- -------------------------------------- material: Timber -soft lateral support: Top= Full -Bottom= @Supports ........ total length: (ft)________________________________________ Load Combinations: ASCE 7-95 LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Full Area 20 (4.00)*. No 2 Live Full Area 16 (6.00)* No 3 Dead Full Area 15 (8.00)* No *Tributary width (ft) ----------------- --------------------------- MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) I 15.00 ft ----------I------------------- Dead I 1637 1637 Live I 720 720 Total I 2357 2357 B.Length I 1.0 1.0 1########################################################################### DESIGN SECTION: D.Fir-L, No. 1, 6x12 @15.023 plf This section PASSES the design code check. ########################################################################### SECTION -vs. -DESIGN -CODE ---(stress=psi, deflection=in)-------------------,--- Criterion I Analysis Value I Design Value I Analysis/Design I --------------I---------------- I ---------------- I ------------------I Shear fv @d = 48 Fv' = 106 fv/Fv' 0.45 Bending(+) fb = 866 Fb' = 1687 fb/Fb' = 0.51 Live- Defl'n 0.10 = <L/999 0.50 = L/360 0.20 Total Defl'n 0.32 = L/566 1.00 = L/180 0.32 FACTORS: _-F------CD-----CM-----Ct-----CL-----CF-----CV----Cfu-----Cr----LC#- Fb'+= 1350 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 . 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Custom duration factor for Live load = 1.25. ADDITIONAL DATA -_ Bending(+) LC# 2 = D+L,-M=--=8748 lbs -ft - Shear : LC# 2 = D+L, V = 2333, V@d = 2035 lbs Deflection: LC# 2 = D+L EI=1115.29e06'lb-in2 Total Deflection = 1.00(Defln_dead) + Defln Live. construction) (All LC's are listed in the Analysis output) ---(D=dead--L=livfisteSnow-thewind--I=impactut) -------------- DESIGN NOTES: 1 Please verify that the default deflection limits are appropriate L for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.,\' PAGE - SUNIMITSTR.UCTURA;L ENGINEERINGg agPhq e x(208)„G34 814$, Fax 208 630 30,79 x.a<!; # `a106:E'Park'Streer"Ste: 20G `.McCall; ID, t 1 t (�B _ WOodWorkS® Sizer_ for ANTHONY POWER PRODUCTS Roof Beam.wbc WoodWorks® Sizer 97e Jan. 9, 2006 15:19:24! COMPANY Summit Structural Enyineeriny 106 E. Park Street, Suite 206 McCall, Idahu 83638 DESIGN CHECK - NDS -1997 Beam DESIGN DATA: material: Timber -soft lateral support: Top= Full Bottom= @Supports total length: 15.00 [ft)' Load Combinations: ASCE 7-95 LOADS: (force=lbs, pressure=psf, udl=plf, location=ft). »Self_=eight-automatically included<< ----- - ------ -- ---- Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Full Area 27 '(22.00)' No 2 Live Full Area 20 (22.00)' No 3 Dead Full Area 15 (6.00); No 'Tributary Width (ft) MAXIMUM=REACTIONS and BEARING LENGTHS (force=lbs_ len=gth=in)== 1 4.00 6.50 4.50 ft ---------- I_____________________________________ Dead I 874 4191 4398 1071 Live I 548 2626 2756 671 Total 1 1422 6817 7154 1742 B.Length•1 1.0 2.0 2.1 1.0 ########################################################################### DESIGN SECTION: D.Fir-L, No. 1, 6x12 @15.023 plf This section PASSES the design code check. ########################################################################### SECTION vs. DESIGN CODE (stress=psi, deflection=in) -_--_ === CriterionI -Analysis=Value I Design Value I Analysis/Design I --------------I----------------I----------------I------------------1 Shear fv @d = 63 Fv' - 106 fv/Fv' = 0.59 Bendingl+) fb = 241 Fb' - 1687 fb/Fb' = 0.14 Bending(-) fb = 368 Fb' - 1685 fb/Fb' - 0.22 Live Defl'n 0.00 - <L/999 0.22 = L/360 0.02 Total Defl'n 0.01 - <L/999 0.43 - L/180 0.03 FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1350 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fb'-= 1350 1.25 1.00 1.00 0.999 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 (CH 1.000) 2 F'cp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Custom duration factor for Live load = 1.25 ADDITIONAL DATA Bendingl+l: LC# 2 = D+L, M 2437 lbs -ft = _ Bending(-): LC# 2 = D+L, M 3717 lbs -ft Shear : LC# 2 = D+L, V 3744, V@d = 2653 lbs Deflection: LC# 2 - D+L EI-1115.29e06•lb-in2 Total Deflection = 1.00(Defln dead) + Defln_Live. (D -dead L=live S=snow W=wind I=impact C=construction)• (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate 'for your application. 2. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 3• Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. PAGE '� - SUNIMIT,,STRUC 1 URAL ENG- INEERING,� K Phone (208);634 8148 Fax (208) 630'5079 ' � y J�p6106 &,Pack Sheet Sfe. 206,''McCa11, "IDI IFloor Beammbc t r WoodWorks® Sizer COMPANY Summit Structural Engineering 106 E. Park Street, Suite 206 McCall, Idaho 83638 DESIGN C Beam DESIGN DATA: for ANTHONY POWER PRODUCTS WoodWorks® Sizer 97e PROJECT ------------------------------------------- material: Timber -soft lateral support: Top= Full Bottom= @Supports total length: 4.00 '[ft) Load Combinations:.ASCE 7-95 -------------------------------------- LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< Load I Type I Distribution I Magnitude ( Location I Pattern I I I Start End I Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Full Area 27. (21.00)* No 2 Live Full Area 20 (21.00)* No 3 Dead Full Area 15 (2,.00)* No *Tributary Width (ft) - ----------------------------------------- MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) ---------------------- ------------------- I 4.00 ft I ---------- ------------------- Dead I 1231 1231 Live I 840 840 Total 1 2071 2071 B.Length 1 1.0 1.0 ########################################################################### DESIGN SECTION:• D.Fir-L, No. 1, 6x12 @15.023 plf This section PASSES the design code check. ########################################################################### -- ------ ------- SECTION vs. DESIGN CODE (stress=psi, deflection=in) - --------------------------------- Criterion I Analysis Value I Design Value I Analysis/Design I -------------- I ---------------- I----------------I---=--------------I Shear fv @d = 25 Fv' = 85 fv/Fv' = 0.30 Bending(+) fb = 204 Fb' = 1350 fb/Fb' = 0.15 Live Defl'n 0.00 = <L/999 0.13 = L/360 0.02 Total Defl'n 0.01 = <L/999 0.27 = L/180 0.02 FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1350 1.00 1.00 1.00 1.000 1.00 1.000 1.00. 1.00 2 Fv' = 85 1.00 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 ADDITIONAL DATA -------------------------------------- Bending(+): LC# 2 = D+L, M = 2064 lbs -ft Shear : LC# 2 = D+L, V = 2064, V@d = 1075 lbs Deflection: LC# 2 = D+L EI=1115.29e06 lb -int Total Deflection = 1.00(Defln_dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: ------------ --------------------------------------- 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Jan. 9, 2006 17:56:50 PAGE L3 -= SUMMIT S i R[7CTUFtAI ENGINEERING4V,,*Phb e (208) G34 81 i8 Fax (2U8)n630 5079x± 106 EµPark'Street?Ste 1206 McCall 'i D WoodWorks® Sizer for ANTHONY POWER PRODUCTS Roof Beam.wbc WoodWorksOO Sizer 97e Oct. 3, 2005 15:12:48 COMPANY I PROJECT Summit Structural Engineering I 270 North Main - Donnell y, ainDonnelly, ID 83615 I DESIGN CHECK - NDS -1997 Beam DESIGN DATA: material: Timber -soft lateral support:.Top= Full Bottom= @Supports total length: 9.50 [ft] I Load -Combinations_-ASCE ___ =_===== __________________________________________ LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I--------I--------------I-----------------1-----------------I-------- 1 Dead Full Area 27 (20.00)* No 2 Live Full'Area 20 (20.00)* No 3 Dead Full Area 15 (2.00)* No 9 Dead Full Area 29 (5.00)* No 5 Live Full Area 16 (5.00)* No ------------ *Tributary -Width -(ft)====__________________________________________________ MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) I 9.50 ft ---------- ------------------- Dead I 1578 157.8 Live I 1080 1080 Total I 2658 2658 B.Length 1 1.0 1.0 ----------------------- ########################################################################### DESIGN SECTION: D.Fir-L, No. 1, 6x8 @ 9.798 plf ' ThissectionPASSES -the -design -code-check- -------------------------------- ########################################################################### - - SECTION vs. DESIGN CODE (stress=psi, deflection=in) --------------------------------------------------------------------------- --------------------------------------------------------------------------- Criterion I Analysis Value I Design Value I Analysis/Design I --------------I----------------I----------------I------------------1 Shear fv @d = 70 Fv' = 106 fv/Fv' = 0.66 Bending(+) fb = 695 Fb' = 1500 fb/Fb' = 0.96 1 -Live --Defl'n----001-=-<L/999----0.15-=--L/360---------------0 10-----�--- Total Defl'n 0.09 = <L/999 0.30 = L/180 0.12 FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# - ------------------------------ Fb'+= 1200 1.25 1.00 1.00 1.000 1.00 1:000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 (CH = 1.000) .2 Fcp'= 625 1.00 1.00 E' = 1.6 million 1.00 1.00 2 Custom duration factor for Live load = 1.25 ADDITIONAL -DATA _________________________________c=====_______________=_____ Bending(+): LC# 2 = D+L, M = 2986 lbs -ft Shear :'LC# 2 = D+L, V = 2655, V@d = 1917 lbs Deflection: LC# 2 = D+L EI= -309.37e06 lb -int Total Deflection = 1.00(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output). --------------------------------------------------------------------------- DESIGN NOTES: ----------------------- 1 Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 9.9.1. hk PAGE SUMMITS [ [2UCTLIRAL�ENGINEERINGN w�0 Phone (208} G34 81 i8 Fax (208) 630 5079 �Y r ;;';'? 106 E",Park'Street,, Ste. 20G; McCall; ID' i S WoodWorks® Sizer for ANTHONY POWER PRODUCTS Roof Beam.wbc WoodWorks® Sizer 97e Oct. 3, 2005 15:16:30 COMPANY ( PROJECT Summit Structural Engineering I 270 North Main I Donnelly, ID 83615 I I 2.50 ft I i ----------1 ------------------- Dead I 886 886 .Live I 590 590 ====Total =l===1976 1476 =====________________________________________________ B.Length 1 1.0 1.0 ########################################################################### DESIGN SECTION: D.Fir-L, No. 1, 6x6 @ 7.185 plf ThissectionPASSESthedesign -code-check - -------------------------- - - - --------------------------------- SECTION vs. DESIGN CODE (stress=psi, deflection=in) --------------------------------------------------------------------------- --------------------------------------------------------------------------- Criterion I Analysis Value I Design Value I Analysis/Design I --------------I----------------I----------------I------------------I Shear fv @d = 71--- 1 Fv' = 106--- 06 fv/Fv' = 0.66 Bending(+) fb = 759 Fb' = 1500 fb/Fb' = 0.51 Live Defl'n 0.01 = <L/999 0.08'= L/360 0.06 ,Total Defl.'n 0.01 = <L/999 0.17 = L/180 0.08 FACTORS: F CD CM Ct CL CF CV Cfu 'Cr LC# Fb'+= 1200 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00(CH = 1.000) 2 Fcp'= 625 1.00 1.00 E' = 1.6 million 1.00 1.00 2 Custom duration factor for Live load = 1.25 ADDITIONAL DATA Bending(+): LC# 2 = D+L, M = 1753 lbs -ft Shear : LC# 2 = D+L, V = 1475, V@d = 1422 lbs Deflection: LC#'2 = D+L EI=-122.O1e06 lb-in2 Total Deflection = 1.00(Defln dead) + Defln Live. .(D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN -NOTES: ------------------------ 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. PAGE ( ) ( ) X106 E Pail. Street Ste. 20G McCall ID; SUM(yIITSTRUGTURALENGINEERINGMPfioae 208 6348148rFaz208 G30 5Q79� DESIGN CHECK - NDS -1997 Beam DESIGN DATA: material: Timber -soft - -------------------------- lateral support: Top= Full Bottom= @Supports .50 Load Combinations: ASCE 7-95 __-----total-length------------(ft)====____________________________________ LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included« Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Full Area 20 (2.00)* No 2 Live Full Area 20 (2.00)* No 3 Dead Full Area 15 (2.00)* No 4 Dead Point 1578 1.25 No 5 Live Point 1080 1.25 No *Tributary Width (ft) MAXIMUM -REACTIONS -and -BEARING -LENGTHS ---(force=lbs_-length=in)------------- I 2.50 ft I i ----------1 ------------------- Dead I 886 886 .Live I 590 590 ====Total =l===1976 1476 =====________________________________________________ B.Length 1 1.0 1.0 ########################################################################### DESIGN SECTION: D.Fir-L, No. 1, 6x6 @ 7.185 plf ThissectionPASSESthedesign -code-check - -------------------------- - - - --------------------------------- SECTION vs. DESIGN CODE (stress=psi, deflection=in) --------------------------------------------------------------------------- --------------------------------------------------------------------------- Criterion I Analysis Value I Design Value I Analysis/Design I --------------I----------------I----------------I------------------I Shear fv @d = 71--- 1 Fv' = 106--- 06 fv/Fv' = 0.66 Bending(+) fb = 759 Fb' = 1500 fb/Fb' = 0.51 Live Defl'n 0.01 = <L/999 0.08'= L/360 0.06 ,Total Defl.'n 0.01 = <L/999 0.17 = L/180 0.08 FACTORS: F CD CM Ct CL CF CV Cfu 'Cr LC# Fb'+= 1200 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00(CH = 1.000) 2 Fcp'= 625 1.00 1.00 E' = 1.6 million 1.00 1.00 2 Custom duration factor for Live load = 1.25 ADDITIONAL DATA Bending(+): LC# 2 = D+L, M = 1753 lbs -ft Shear : LC# 2 = D+L, V = 1475, V@d = 1422 lbs Deflection: LC#'2 = D+L EI=-122.O1e06 lb-in2 Total Deflection = 1.00(Defln dead) + Defln Live. .(D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN -NOTES: ------------------------ 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. PAGE ( ) ( ) X106 E Pail. Street Ste. 20G McCall ID; SUM(yIITSTRUGTURALENGINEERINGMPfioae 208 6348148rFaz208 G30 5Q79� W__.-_-_.__ R ._ for ANTHONY oodWorks@ Sizer POWER PRODUCTS Roof Beam.wbc WoodWorks® Sizer 97e Oct. 3, 2005 15:18:42 COMPAN`! I PROJECT Summit Structural Engineering 270 North Main I Donnelly, ID 83615 DESIGN CHECK - NDS -1997 Beam DESIGN DATA: ------------ material: Timber -soft lateral support: Top= Full Bottom= @Supports total -length: ions: 5SCE7-t)________________________________________ -Load Combinations: ASCE 7-95 LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Full Area 27 (2.00)*. No 2 Live Full Area 20 (2.00)* No 3 Dead Full Area 15 (2.00)* No *Tributary width (ft) ------------------------------- MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) I ---6_50--ft I I ----------I------------------- I Dead I 299 299 Live I 130 130 Total I 429 429 B.Length I 1.0 1.0 DESIGN SECTION: D.Fir-L, No. 1, 6x6 @ 7.185 plf This section PASSES the design code check. ########################################################################### 1 SECTION -vs. -DESIGN -CODE ---(stress=psi, deflection=in)----------------- ---- Criterion I Analysis Value I Design Value I Analysis/Design I -------------- I ---------------- I----------------I------------------I 1, Shear fv @d'= 18 Fv' = 106 fv/Fv' 0.17 Bending(+) fb = 300 Fb' = 1500 fb/Fb' = 0.20 Live Defl'n 0.01 = <L/999 0.22 = L/360 0.06 Total Defl'n 0.04 = <L/999 0.43 = L/180 0.10 ------------ FACTORS: _-F----_-CD-----CM-----Ct-----CL----_CF-.---CV----Cfu-----Cr----LC#- Fb'+= 1200 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' 1.6 million 1.00 1.00 2 Custom duration factor for Live load = 1.25 ----- ---------- ADDITIONAL DATA Bending(+) LC# 2 = D+L, M = 693 lbs -ft Shear LC# 2 = D+L, V = 426, V@d = 366 lbs Deflection: LC# 2 = D+L EI= 122.01e06 lb-in2 Total Deflection = 1.00(Defln dead) + Defln_Live. -- (l the dead--L=live--S=snow-wind--I=impact_-C=construction)-------------- (All LC's are listed in the Analysis output) DESIGN NOTES: 1 Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to s11;; the provisions of NDS Clause 4.4.1. PAGE -. - " SUMMIT STRUCTURA, L ENGINEERING' _ � Phone (208)''634 8148 Fax (208) 630 5079 a it 'a + j06 E Rar1 Stre94 &6.,206 ' McCall; IDI t 1 t 1 t Roof Beam.wbc Woodworks® Sizer for ANTHONY POWER PRODUCTS WoodWorksO Sizer 97e COMPANY ( Summit Structural Engineering I 270 North Main I Donnelly, ID 83615 I PROJECT DESIGN CHECK - NDS -1997 . Beam DESIGN DATA: material: Timber -soft ------------------------------- lateral support: Top= Full Bottom= @Supports total length: 6.50 (ft] Load Combinations: ASCE 7-95---------------------------------------------- ----------- ----------------------------- LOADS: (force=lbs, pressure=psf,-udl=plf, location=ft) »Self -weight automatically included<< - ------------------------------------ Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End 1 Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Full Area 27 (20.00)* No 2 Live Full Area 20 (20.00)* No 3 Dead Full Area 15 (2.00)* No 4 Dead Full Area 24- (5.00)* No 5 Live Full Area 16 (5.00)* No *Tributary Width (ft) ---------------------------- MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) -- ---------------------------------- I 6.50 ft I ---------- ------------------- Dead I 2290 2290 Live I 1560 1560 Total I 3850 3850 B.Length I 1.1 1.1 ########################################################################### DESIGN SECTION: D.Fir-L, No. 1, 6x10 @12.411 plf This section PASSES the design code check. ########################################################################### SECTION vs. DESIGN CODE (stress=psi, deflection=in) ------------------------------------- Criterion I Analysis Value I Design Value I Analysis/Design I --------------I---------------- I -------------- I ------------------I Shear fv @d = 83 Fv' = 106 fv/Fv' = 0.79 Bending(+) fb = 906 Fb' = 1687 fb/Fb' = 0.54 Live Defl'n 0.03 = <L/999 0.22 = L/360 0.14 Total Defl'n 0.08 = <L/999 0.43 = L/180 0.17 ------------- FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# ----------------------------------------- Fb'+= 1350 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Custom duration factor for Live load = 1.25 ADDITIONAL DATA Bending(+): LC# 2 = D+L, M = 6245 lbs -ft Shear : LC# 2 = D+L, V' 3843, V@d = 2907 lbs Deflection: LC# 2 = D+L EI= 628.73e06 lb -int Total Deflection = 1.00(Defln_dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) - - -------------- DESIGN NOTES:----------------------- ------- - -------------------------------------- 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Oct. 3, 2005 15:28:17 PAGE ----- �� IS[3NIlv11T S LRUCTURAL ENGINEERING w Phone (20$) G34 8148 Fas (208j 630 5079 106E Park!§ ee4.Ste:.206, McCall, WoodWorks® Sizer for ANTHONY POWER PRODUCTS Roof Beam.wbc WoodWorks® Sizer 97e Jan. 4, 2006 10:23:02 COMPANY I PROJECT Summit Structural Engineering I 106 E. Park Street, Suite 206 I McCall, Idaho 83638 I DESIGN CHECK - NDS -1997 Beam DESIGN DATA: material: Timber -soft lateral support: Top= Full Bottom= @Supports 9.50 total -length: ====:ASCE=(ft)________________________________________ Load Combinations: ASCE 7-95 LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Full Area 24 (10.50)* No i 2 Live Full Area 16 (10.50)* No 3 Dead Full Area 15 (6.00)* No *Tributary Width (ft) ------------- ------ MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) ------------------ ---------- I 9.50. ft ----------I------------------- Dead I 1694 1694 Live 1 798 798. Total 1 2492 • 2492 B.Length 1 1.0 1.0 1########################################################################### DESIGN SECTION: D.Fir-L, No. 1, 6x10 @12.411 plf This section PASSES the design code check. ################################################################.########### SECTION -vs. DESIGNCODE-(stress=psi, deflection=in)---------------------- Criterion I Analysis Value -1 Design Value (•Analysis/Design I -------------------- ------------------- Shear fv @d = 59 Fv' = 106 fv/Fv' = 0.56 Bending(+) fb = 855. Fb' = 1687 fb/Fb' = 0.51 Live Defl'n 0.05 = <L/999 0.32 = L/360 0.15 Total Defl'n- 0:15 = L/748 0.63 = L/180 0.24 FACTORS: F CD CM, Ct CL CF CV Cfu Cr LC# ---------- � -------------------------------- Fb'+= 1350 .1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 (CH = 1.000) 2 ' Fcp'= 625 1.00 1.00 - E' 1.6 million 1.00 1.00 2 Custom duration factor for Live load = 1.25 ---------- - ADDITIONAL DATA 1 Bending(+) LC# 2 = D+L, M =- 5893 lbs -ft -Shear LC# 2 = D+L, V = 2481, V@d = 2068 lbs Deflection: LC# 2 = D+L EI= 628.73e06 lb -int Total Deflection = 1.00(Defln_dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1 Pleaseverifythat the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. PAGE -- 11. SUM(yIIT,STRUCTURA'L` ENGINEERiNG'r� 4XPhone (208)~634 8148'.Fax (208) G30-$079�e1Q6 E�Park.Street ^Ste: 20G McCall; [D; !°� WoodWorks® Sizer for ANTHONY POWER PRODUCTS 1 Roof Beam.wbc WoodWorksO Sizer 97e Oct. 3, 2005 15:37:38 COMPANY I PROJECT Summit Structural Engineering I 270 North Main Donnelly, ID 83615 I DESIGN CHECK - NDS -1997 Beam DESIGN DATA: ------------------- material: Timber -soft lateral support: Top= Full Bottom= @Supports total length: 4.00 (ft] Load Combinations: ASCE 7-95------------------------------- --------------------- -- ----------------------- LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Full Area 20 (9.00).* No 2 Live Full Area 20 (9.00)* No 3 Dead Full Area 15 (2.00)* No *Tributary Width (ft) -- ------------------- MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) ------------------------------ I 4.00 ft I ----------I------------------- ' Dead I 236 236 Live I 160 160 Total I 396 396 B.Length I 1.0 1.0 ########################################################################### DESIGN SECTION: D.Fir-L, No. 1, 6x6 @ 7.185 plf This section PASSES the design code check. ########################################################################### SECTION -vs. DESIGN -CODE ---(stress=psi_-deflection=in)------------------ Criterion I Analysis Value I Design Value I Analysis/Design I -------------- I ---------------- I ---------------- I ------------------I Shear fv @d = 15 Fv' = 106 fv/Fv' = 0.14 Bending(+) fb = 171 Fb' = 1500 fb/Fb' = 0.11 Live Defl'n 0.00 = <L/999 0.13 = L/360 0.03 Total Defl'n 0.01 = <L/999 0.27 = L/180 0.03 ________________________ FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# ----------------------- Fb'+= 1200 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - ' E' = 1.6 million 1.00 1.00 2 Custom duration factor for Live load = 1.25 , ---------------------------------------------------------- ADDITIONAL DATA - ' ____________ Bending(+) LC# 2 = D+L,-M ---=399 lbs -ft_____________________ Shear LC# 2 = D+L, V = 399, V@d = 304 lbs Deflection: LC# 2 = D+L EI= 122.01e06 lb-in2 Total Deflection = 1.00(Defln_dead) + Defln_Live. ' (All LC's are listed in the Analysis output) ---(D=dead--L=live--S=snow--W=wind--I=impact--C=construction)-------------- DESIGN NOTES: 1 Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally to supported according the provisions of NDS Clause 4.4.1. -. PAGE - x SIR_UCGRALENGiNEERING,, , PakStiee1 ,Se206;NCall DSUMM 1IT _.... .._.- ------------- ._.____��_� WoodWorks® Sizer for ANTHONY POWER PRODUCTS Roof Beammbc WoodWorks® Sizer 97e Oct. 3, 2005 15:57:07 COMPANY I PROJECT Summit Structural Engineering I 270 North Main I Donnelly, ID 83615 I DESIGN CHECK - NDS -1 Beam DESIGN DATA: --------------- -------- ----- material: Timber -soft lateral support:•Top= Full Bottom= @Supports total length: 4.00 (ft) Load Combinations:..ASCE 7-95 --- -- ---- -- - ----------- -------------------------- LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Full Area 20 (11.00)* No 2 Live Full Area 20 (11.00)* No 3 Dead Full Area 15 (4.00)* No *Tributary Width (ft) - --------------------- MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) I 4.00 ft I ----------I------------------- Dead I' 576 576 Live 1 440 440 Total 1 1016 1016 B.Length 1 1.0 1.0 ########################################################################### DESIGN SECTION: D.Fir-L, No. 1, 6x6 @ 7.185 plf This section PASSES the design code check. ####################################4###################################### 1 SECTION.vs_- DESIGN -CODE ---(stress=psi_-deflection=in)---------------------- Criterion I Analysis Value I. Design Value I. Analysis/Design I --------------I---------------- I-----.-----------I------------------I Shear fv @d 39 Fv' = 106 fv/Fv' 0.36 Bending(+) fb = 439 Fb' = 1500 fb/Fb' = 0.29 Live Defl'n 0.01 = <L/999 0.13 = L/360 0.08 Total Defl'n 0.02 = <L/999 0.27 = L/180 0.09 FACTORS: F CD CM Ct CL CF' CV Cfu Cr LC# Fb'+= 1200 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Custom duration'factor for Live load = 1.25 ADDITIONAL DATA ------------ Bending(+): LC# 2 = D+L, M = 1014 lbs -ft Shear : LC# 2 - D+L, V = 1014, V@d = 782 lbs Deflection: LC# 2 = D+L EI= 122.01e06 lb-in2 Total Deflection = 1.00(Defln dead) + Defln Live. ' ~--(D=dead--L=liveesnow--w=wind--I=impact--C=construction)-------------- (A11 LC's are listed in the Analysis output) DESIGN NOTES: -1 Please verify that the default deflection limits'are appropriate for your application. 2. Sawn lumber bending members shall -be laterally supported according to the provisions of NDS Clause 4.4.1. PAG E 4D �------v SUMMIT S iR(JCTLIRAL E[VGINEERING` � Phone (2b8) 634 8I i8 Fax (208) 630 5079 d ye X106 E �Parlc.StreeG.Ste 20G ''IyTcCall; ID; �) WoodWOrkS® Sizer for ANTHONY POWER PRODUCTS f 1 Roof Beam.wbc WoodWorks® Sizer 97e - Oct. 3, 2005 16:05:36 COMPANY I PROJECT Summit Structural Engineering 1 270 North Main 1 Donnelly, ID 83615 1 DESIGN CHECK - NDS -1997 ' Beam DESIGN DATA: --------x - ---- ---------------------- material: Timber=soft lateral support: Top= Full Bottom= @Supports ' total length: 6.00 [ft] Load Combinations: ASCE 7-95 ---------- - ----- --------------------------- LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Full Area 24 (8.00)* No 1 2 Live Full Area 16 (8.00)* No 3 Dead Full Area 15 (2.00)* No *Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) --------------- -- I 6.00 ft I ----------1------------------- Dead 1 690 690 Live 1 384 384 Total 1 1074 1074 B.Length 1 1.0 1.0 ########################################################################### DESIGN -SECTION: D.Fir-L, No. 1, 6x6 @ 7.185 plf This section PASSES the design code check. ########################################################################### SECTION vs DESIGN CODE (stress=psi, deflection=in) Criterion I Analysis Value I Design value I Analysis/Design I --------------I---------------- I----------------I------------------ I I Shear fv @d = 45 Fv' = 106 fv/Fv' = 0.42 Bending(+) fb = 696 Fb' = 1500 fb/Fb' = 0.46 Live Defl'n 0.03 = <L/999 0.20 = L/360 0.15 Total Defl'n 0.09 = L/843 0.40 = L/180 0.21 FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1200 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' 1.6 million 1.00 1.00 2 Custom duration factor for Live load = 1.25 ADDITIONAL DATA 1 Bending(+) LC# 2 = D+L, M = 1607 lbs -ft _ Shear LC# 2 = D+L, V = 1072, V@d = 908 lbs Deflection: LC# 2 = D+L EI= 122.01e06 lb-in2 Total Deflection = 1.00(Defln_dead) +'Defln_Live. 1---(D=de=d--L=live--S=sno=--W=wind--I=impact--C=construction)-------------- _ (All IC's are listed in the Analysis output) DESIGN NOTES: 1 Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to y.� the provisions of NDS Clause 4.4.1. PAGE 1 SUMMITS bENG1NEFJZINP:Zff Phone(208) 634 8148i9ij,',1068 Park Street Ste."20G'McCall [D; -7& oe_c C-PC��s��sZ6 o � jF� Cloo�sfy�'� 'S6 6 POl\A-4 (c) 4 cg NO _v* SUMIIIIIT SYA-u&f -U-AAbBEk-dl'h-klikljl�N-dG 7 e-®rrr'. L1:06 E4§T;-OrW�ihiif�M rip CALCULATED W 4 S' r6T OW HECKED y IYM -(208)':,634-8.148,.' JjXr. (208)'634-- "�CALE Line 1 Title , Line 2 Scope Line 3 Number: Line 4 Misc Line 5 Dsngr Date:********** ------------------------------------------------------------------------ STEEL BEAM DESIGN & ANALYSIS Page ------------------------------------------------------------------------- DESCRIPTION >>Steel beam 22 ---------- BEAM DATA -------------- ---------- MEMBER DATA----------- AISC SECTION [F8][S]>>W24x76 Fy = ' 36 ksi CENTER SPAN LENGTH = 5.5 ft LOAD DURATION FACTOR = 1.00 LEFT = ft MINOR AXIS ? N y/n RIGHT = ft Graphics: (1,2,3,4) 3 UNBRACED LENGTH = ft --------- END CONDITIONS --------- INCLUDE BEAM WT ? Y y/n FIXITY CODE ----->> 1 << INCLUDE LL w/ ST ? N y/n 1:P/P,2:F/F,3:F/P,4:P/F,5:F/Free --------------------------- APPLIED LOADS ------------------------------ --->> All distances refer to left support, use '—' for left cantilever POINT ... ..#1.. ..#2.. ..#3.. ..#4.. ..#5.. ..#6..' ..#7.. ..#8.. Dead 37.6 k Live = 27.6 k Short= k Dist.= 4.5 ft DISTRIBUTED..... .Dead = 0.076 0.2 0.15 klf Live = 0.5 klf Short= klf X Lft= ft X Rt = MOMENTS..... Dead = k -ft Live = k -ft Short= k -ft Dist.= ft TRAPEZOIDAL.... Dead Live Short Location Load @ Left = klf. X Left = ft " @ Right= klf X Right = ft Load @ Left = klf -X Left = ft " @ Right= klf X Right = ft ------------------------------- SUMMARY ------------------------------I USE : W24X76, Max Stress Ratio = 0.16, Max Defl Ratio = 17621.83 Max Values: ..Actual..Allow.. fb / Fb % max = 0'.16 OK Moment = 55.5 347.7 k -ft fv / Fv % max = 0.37 OK .....Stress = 3.79 23.76 ksi Max. DL Defl Ratio = 30917 Shear = 56.1 151.6 k Max. TL Defl Ratio = 17622 .....Stress'= 5.33 14.40 ksi Deflection = -0.004 in :SUMMIT+STRUCTURALENGINEERING„ __"�`'T`�1�JosNo'vr�� �---'•,. ttf +irvs� c s - r^+r.-r-<.L lr ^�41 b v - F ' 106 EASTxPARK STREETi SHEET NO v Ll.CPt s�s,,�;,E y'k" '� CY } ,� , . s�,� Suit_e206 a � ' �, ��� _ # +c t°CALCULATED By,"* }t 4 y.. y. "�ti.�.. � R9i• 3 �:� 6u3 fi' � � + �.r �� n r _e :r McCa1fA1,°83638 M � ; .CHECKED BY (208)M4"- , 8148, lik (208)634-4.157 'SCALE Line 1 Title :. -32.1 Line 2 Scope : 23.92 Line 3 Number: in. Iyy Line 4 Misc . in Line 5 --------------------------------------------------------------- Dsngr . Date:********** #/ft 7 STEEL BEAM DESIGN & ANALYSIS rT, y ------------------------------------------------------------------------ Dead Load + Skip Loadings TABULAR SUMMARY OF Placed DL LL LL+ST LL LL+ST LOAD COMBINATIONS... for Max Only @Cntr @Cntr @Cants @Cants Moments..M+ @ Center = ------ ------ 55.5 31.8 ----- I ------- 55.5 I ------ I ------ k -ft M- @ Center = - -0.0 -0.0 k -ft @ Left- _ @ Right Shears ... @Left = @ Right = Defl..... @ Center = @ Left = @ Right = @ ft = Reaction.@ Left = @ Right = ------------------------ DEPTH = WEB THICKNESS = FLANGE WIDTH = FLANGE THICKNESS = SECTION AREA = SECTION WEIGHT = 14.6 8.2 14.6 56.1 32.1 56.1 -0.00 -0.00 -0.00 14.6 8.2 14.6 56.1 -32.1 56.1 STEEL.SECTION DATA 23.92 in Ixx 0.440 in. Iyy 8.990 in Sxx 0.680 in Syy 22.40 in -2 rxx 76.05 #/ft ryy rT, y k -ft k -ft kips kips -0.00 in in in in 8.2 kips 32.1 kips ---------------------------- = 2100 in^4 = 82.5 in^4 =175.58 in^3 = 18.35 in^3 = 9.682 in = 1.919 in - 2.290 --------------- NOTES FROM ALLOWABLE STRESS DETERMINATION-------------- F'b : Allowable = 23.76 ksi Ara'' 1JOB N6.0" W"ASUMMITSTRUCURALENSTREET-,,I Ma 106EASTPARK + i! NK s x ps a^c M' $HEFT NO: a o - -,�-- Suite206_it- `t" �F t ,t l _" s 61 F F s �r }� ttY#> ' i ; ; CALCULATED BY r McCall, ID °83638 �" �� �`"� �: ` "l CHECKED BY '"(208)'634-81.48 ;fax (208) 6344157 SCALE `' WoodWorks® Sizer Floor Beam.wbc COMPANY I PROJECT Summit Structural Engineering I 106 E. Park Street, Suite 206 1 McCall, Idaho 83638 1 DESIGN CHECK - NDS -1997 Beam DESIGN DATA: for ANTHONY POWER PRODUCTS WoodWorks® Sizer 97e Jan. 9, 2006 17:48:02 ' material: Glulam Unbala'd lateral support:•Top= Full Bottom= @Supports total length: 15.50 [ft] Load Combinations: ASCE 7-95 --------------- LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< Load I Type I Distribution 1 Magnitude I Location== I Pattern Start End I Start End I Load -------------- I----------------- I ----------------- I________ 1 Dead Full Area 30 (13.00)• No 2' Live Full Area 50 (13.00)• No ' 3 Dead Full Area 15 (12.00)' No 4 Dead Point 1567 3.00 No 5 Live Point 1734, 3.00 No 6 Dead Full Area 40 (2.00)+ No 7 Live Full Area 50 (2.00)` Yes *Tributary Width (ft) MAXIMUM =REACTIONS =and BEARING -LENGTHS _-=(f==c=a=1b===1==g=h===)_ I 4.50 6.50 4.50 ft __________I_____________________________________ . Dead I 1427 5473 4027 1073 Live 1 1640 6119 4518 1249 TotalI 3067 11592 8545 2322 B.Length I 1.0 3.5 2.6 1.0 ggqqqqqqNqqqqqqqqqNqqqqqqqqqqqqqqqqqqqqNNqqqqqqqqqqqqqqqqqqqqqqqqqqqqqNqqqq 'DES IGN==E===ION==_===G==edesign_=2=F=Vcheck.125=15==@18=260 pl===-=---------- This section PASSES the design code check. ggqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqq SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criterion I Analysis Value I Design Value I Analysis/Design I = -------------- ------- -------- Shear fv @d 96 Fv' = 190 fv/Fv' = 0.50 Ben ding(+) fb = 205 Fb' 2400 fb/Fb' = 0.09 Bending(-) fb = 363 Pb' 1199 fb/Fb' - 0.30 Live Defl'n 0.00 <L/999 0.15 = L/360 0.01 Total Defl'n 0.00 = <L/999 0.30 L/180 0.01 FA=CTORS==F======CU=====CM=====C======c== ===CF ====CV====Cf'==`= Cr= - LCq= Fb'+= 2400 1.00 1.00 1.00 1.000= 1.00 1.000 1.00 '1.00 3 Fb'-= 1200 1.00 1.00 1.00 0.999 1.00 1.000 1.00 1.00 5 Fv' 190 1.00 1.00 1.00 2 ===650====Iion=_1.00===1-.3 E' 1.8 million 1.00 1.00 3 ADDITIONAL DATA Bending)-): LCq 3 = D+L (pattern: L ), M 3283 lbs -ft Bending(-): LCq 5 = D+L (pattern: LL_), M - •5817 lbs -ft Shear: LCq 2 D+L, V - 6623, V@d = 4896 lbs Deflection: LCq 3 D+L (pattern: L ) EI=2594.49e06 lb -int Total Deflection 1.00(Defln deadl + Defln Live. (D --dead L=live S=snow W=wind I=impact C=construction) All LC's are listed in the Analysis output) (Load Pattern: s -S/2, X=L+S or L+C, -no pattern load in this span) 1 DESIGN _NOTES: 1. Please verify that the default deflection limits are appropriate for your application. ' 2. GLULAM: The loading coefficient KL used in the calculation of Cv ' is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span INDS Table 5.3.2). 3. Grades with equal bending capacity in the top and bottom edges of the beam cross-section are recommended for continuous beams. 4. GLULAM: bxd = actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. ' 6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). PAGE✓ '$UlytIyIITSTRUCT[IRALENGINEERINGrkPhone (208)63481 i8: Fax{208)6305079�r„106,EPar1'Street Ste20GN1cCa11ID; .. u J �I [I- 11 3 WoodWorks® Sizer for ANTHONY POWER PRODUCTS Floor Beam.wbc WoodWorks@ Sizer 97e Jan. 9, 2006 17:51:47 COMPANY Summit Structural Engineering 106 E. Park Street, Suite 206 McCall, Idaho 83638 DESIGN CHECK - NDS -1997 Beam DESIGN DATA: - ----------� --------------------------- material: Timber -soft lateral support: Top= Full Bottom= @Supports total length: 4.00 (ft) Load Combinations: ASCE 7-95 --------------------- LOADS: (force=lbs, pressure=psf, udl=plf, location=.ft) »Self -weight automatically included<< Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Full Area 30 (15.00)* No 2 Live Full Area 50 (15.00)* No 3 Dead Full Area 15 (12.00)* No 4 Dead Full Area 27 (21.00)* No 5 Live Full Area 20 (21.00)* No *Tributary Width.(ft) MAXIMUM BEARING -REACTIONS -and -LENGTHS ---(force=lbs_-length=in)------------- ( 4.00 ft -I------------------- Dead 1 2431 2431 Live I 2340 2340 Total 1 4771 4771 B.Length 1 1.4 1.4 _ ___________________________________________________________ ------------ ###########################################################################' DESIGN SECTION: D.Fir-L, ' No. 1, 6x12 @15.023 plf This section PASSES the design code check. ########################################################################### SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criterion I Analysis Value I Design Value I Analysis/Design I --------------I----------------I----------------I------------------I Shear fv @d = 59 Fv' = 85 fv/Fv' = 0.69 Bending(+) fb = 472 Fb' = 1350 fb/Fb' = 0.35 Live Defl'n 0.01 = <L/999 0.13 = L/360 0.05 Total Defl'n 0.01 = <L/999 0.27 = L/180 0.05 ------------ FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1350 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.00 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 ADDITIONAL DATA ----_ ------------------------------------------------------- Bending(+): LC# 2 = D+L, M = 4764 lbs -ft Shear : LC# 2 = D+L, V = 4764, V@d = 2481 lbs Deflection: LC# 2 = D+L EI=1115.29e06 lb-in2 Total Deflection = 1.00(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: - --- ----- ------------------- 1. Please verify that the default deflection limits are appropriate for your application. ;....... 2. Sawn lumber bending members shall be laterally supported according to `- .the provisions of NDS Clause 4.4.1. PAGE ' SUMMIT S i RUCTUR,AL ENGINEERING �,'w Pt one (208) 634 8 4¢ '. x (208) G30. 5079 � "I06' E RailcStreee Ste t20G N1cCaII; ID - - - - ---W -----.-.. _--- R -- - for ANTHONY P P -- oodWorks& Sizer OWER PRODUCTS ' Floor Beam.wbc Wood Works® Sizer 97e Jan. 3, 2006 16:52:19 COMPANY I - PROJECT Summit Structural Enyineering I 270 Nurth Main I Donnelly, ID 83615 I 1 LI [j FA DESIGN CHECK - NDS -1997 Beam DESIGN DATA: material: Glulam Unbala'd lateral support: Top= Full Bottom= @Supports total length: 19.00 [ft) Load Combinations: ASCE 7-95 LOADS (force=lbs pressure-psfI udl plf, location -ft) =s==�==___====>Self_weight=au=tomatically>=n=luded«---=_--____-_>_ >------ Load I Type I Distribution I Magnitude 1 Location I Pattern I I I Start End I Start End I Load - ----I--------I--------------I----------------- I-----------------I-------- 1 Dead Full Area 40(2.00)* No 2 Live Full Area 50 (2.00)* No 3 Dead Full Area 15 (8.00)* No 4 Dead Point 1094 2.50 No 5Live Point 224 2.50 -No 6 Dead Point 1094 16.50 No 7 Live Point 224 16.50 No *Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) 19.00 ft I " ---------- ------------------- Dead I 3214 3214 Live I 1174 1174 Total 1 4388 4388 B.Length 1 1.3 1.3 ########################################################################### DESIGN SECTION: VG West.DF, 24F -V4, 5.125x15 @18.260 plf This section PASSES the design code check. ########################################################################### SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criterion I Analysis Value I Design Value I Analysis/Design I -------------- I ---------------- I----------------I------------------I Shear fv @d = 77 Fv' = 190 fv/Fv' = 0.41 Bending(+) fb = 1102 Fb' = 2371 fb/Fb' = 0.47 Live Defl'n 0.13 = <L/999 0.63 = li/360 0.20 Total Defl'n 0.46 L/499 1.27 = L/180 0.36 FACTORS: F CD CM Ct. CL CF CV Cfu Cr LC# e===m=====__>_________-__>__>_»____>_____==mese>====m Fb'+= 2400 1.00 1.00 1.00 1.000 1.00 0.988 1.00 1.00 2 Fv'190 1.00 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' 1.8 million 1.00 1.00 2 ADDITIONAL DATA ----------------=-=-----------==-----=-=_=-----_==__==_==============_===_= Bending(+): LC# 2 = D+L, M = 17656 lbs -ft Shear LC# 2 = D+L, V - 4341, V@d - 3944 lbs Deflection: LCA 2 = D+L EI=2594.49e06 lb -int Total Deflection = 1.00(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's a=e=listed -in= the =Analysis -output) --- - -- - -- - DESIGN NOTES: =lemPleasesverify that the default=deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 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. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). PAGE SUIyiMIT STRUCTURAL ENGINEERING> a Phone (208 G34 8198 Fax 208 630 507.9 r l06 E `Park StreetiSte 206, McCall,;ID; n Ll 1 �I t 1 7 WOOdWOrkS® Sizer for ANTHONY POWER PRODUCTS Floor Beam.wbc WoodWorks@ Sizer 97e Dec. 20, 2005 17:06:48 COMPANY I PROJECT Summit Structural Engineering I 270 North Main I Donnelly, ID 83615 I DESIGN CHECK - NDS -1997 Beam DESIGN DATA: --------------- -------------------- material: Timber -soft lateral support: Top= Full Bottom= @Supports total length: 4.00 (ft) Load.Combinations: ASCE 7-95 ------------------ ------ -- ------------------------- LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< Load I Type I Distribution I Magnitude I Location - I Pattern I I I Start End I Start End I Load -----I--------I--------------1-----------------I-----------------I-------- 1 Dead Full Area 40 (5.00)* No 2 Live Full Area 100 (5.00)* No 3 Dead Full Area 15 (10.00)* No *Tributary Width (ft) --------------------------------------------------------------------------- --------------------------------------------------------------------------- MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) -- ----------------------- I 4.00 ft I ---------- ------------------- Dead I 722 722 Live I 1000 1000 Total 1 1722 1722 B.Length 1 1.0 1.0 -------- ----- --- --- ----- ----------------------------------- ###########################################################,################ DESIGN SECTION: D.Fir-L, No. 1, 6x8 @ 9.798 plf This section PASSES the design code check. ########################################################################### ------ ----------- SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criterion I Analysis Value I Design Value I Analysis/Design I -------------- I ---------------- I----------------I------------------I Shear fv @d = 43 Fv' = 85 fv/Fv' = 0.51 Bending(+) fb = 400 Fb' = 1200 fb/Fb' = 0.33 Live Defl'n 0.01 = <L/999. 0.13 = L/360 0.07 Total Defl'n 0.02 = <L/999 0.27 = L/180 0.06 --------------------------------------------------------------------------- --------------------------------------------------------------------------- FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# ------ --------------------- Fb'+= 1200 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.00 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - -E'--=---1_6-million 1.00 1.00 2 --------------------------------------------------------------------------- ADDITIONAL DATA --------------------------------------------------------------------------- --------------------------------------------------------------------------- Bending(+): LC# 2 = D+L, M = 1720 lbs -ft Shear : LC# 2 = D+L, V = 1720, V@d = 1182 lbs Deflection: LC# 2 = D+L EI= 309.37eO6 lb-in2 Total Deflection = 1.00(Defln'dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are -listed -in- the -Analysis -output) ----------------------- ---- DESIGN NOTES: --------------------------------------------------------------------------- --------------------------------------------------------------------------- 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. PAGE '2 SUMN97STRUCTURAL.ENGINEERING r' Phone .(208) 631 Sat8 ^ Fax'(208),630-5079 :., ', ,, `,,;1.U6 E Palk:'Street:Ste 206; McC'pll; tD' 1� it Woodworks® Sizer for ANTHONY POWER PRODUCTS Floor Beam.wbc WoodWorks® Sizer 97e Dec. 20, 2005 17:20:55 COMPANY I P Summit Structural Engineering I 270 North Main I Donnelly, ID 83615 I DESIGN CHECK - NDS -1997 Beam DESIGN DATA: ---------------- ---------------------- material: Timber -soft lateral support: Top= Full Bottom= @Supports total length: 5.50 (ft] Load Combinations: ASCE 7-95 ------ - - - -- -------------------------- LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< Load 1 Type I Distribution I Magnitude I Location I Pattern I I 1. Start End I Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Full Area 30 (20.00)* No 2 Live Full Area 50 (20.00)* No 3 Dead Full Area 15 (2:00)* No *Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) ----------------------- I 5.50 ft I" " ---------- ------------------- Dead I 1783 1783 Live I 2750 2750 Total ( 4533 4533 B.Length I 1.3 1.3 ########################################################################### DESIGN SECTION: D.Fir-L, No. 1, 6x12 @15.023 plf This section PASSES the design code check. ########################################################################### SECTION -vs. -DESIGN -CODE ---(stress=psi, deflection=in)---------------------- Criterion I Analysis Value I Design Value 1 Analysis/Design 1 -------------- I ---------------- I----------------i------------------I Shear fv @d = 70 Fv' = 85 fv/Fv' = 0.82 Bending(+) fb = 616 Fb' = 1350 fb/Fb' = 0.46 Live Defl'n 0.02 = <L/999 0.18 = L/360 0.10 Total Defl'n 0.03 = <L/999 0.37 = L/180 0.08 ------------- FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# -------------- ------------------------- Fb'+= 1350 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.00 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' 1.6 million --1.00---1.00---- -----------------------------------2- ADDITIONAL DATA ----- -- ---- ------ ------------------------------------ Bending(+): LC# 2 = D+L, M = 6220 lbs -ft Shear : LC# 2 = D+L, V = 4524, V@d = 2947 lbs Deflection: LC# 2 = D+L EI=1115.29e06 lb-in2 Total Deflection = 1.00(Defln_dead) + Defln_Live. (D=dead L=live S=snow .W=wind I=impact C=construction) (All LC's are listed in the Analysis output) ------------- DESIGN NOTES: ------------ 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. ti PAGE"? SUMMIT STRUCTURAL ENGINEERING = ,,;.Pfiiine ;(ZO8j 63 t -8P4:8 ,Fax (208) 630=507.9 .,;r >,,.1.061E: P.ark:S6e6�1 ie .206,1vtcCall ID WoodWorks® Sizer for ANTHONY POWER PRODUCTS ' Floor Beam.wbc WoodWorks® Sizer 97e Dec. 20, 2005 17:20:12 COMPANY I PROJECT Summit Structural Engineering I ' 270 North Main I. Donnelly, ID 63615 I DESIGN CHECK - NDS -1997 ' Beam DESIGN DATA: ------ ----- - -- ------------------------------------ material: Timber -soft lateral support: Top= Full Bottom= @Supports total 1*50 Load Combinations: ASCE 7-95 -length: =s:ASC==ift)________________________________________ LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< ' Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Full Area 30 (20.00)* No 2 Live Full Area 50 (20.00)*. No ' 3 Dead Full Area 15 (2.00)* No *Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) ------------------ -- ------ I 3.50 ft I" ----------I------------------- Dead I 1122 1122 Live I 1750 1750 Total 1 2872 2872 B.Length 1 1.0 1.0 ' ########################################################################### DESIGN SECTION: D.Fir-L, No. 1, 6x8 @ 9.798 plf This section PASSES the design code check. ###########################.################################################ ------------ ------------ SECTION vs. DESIGN CODE (stress=psi, deflection=in). Criterion I Analysis Value I Design Value I Analysis/Design I -------------- I----------------I----------------I------------------I Shear fv @d = 67 Fv' = 85 fv/Fv' = 0.79 ' Bending(+) fb = 584 Fb' = 1200 fb/Fb' = 0.49 Live Defl'n 0.01 = <L/999 0.12 = L/360 0.09 Total Defl'n 0.02 = <L/999 0.23 = L/180 0.08 ' FACTORS:-F------CD----------Ct-----CL----CF-----CV----Cfu-----Cr----LC# --- - Fb'+= 1200 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.00 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 ADDITIONAL DATA ----- ----- -------------------------------------------- Bending(+) LC# 2 = D+L, M = 2511 lbs -ft ' Shear : LC# 2 = D+L, V = 2870, V@d =.1845 lbs Deflection: LC# 2 = D+L EI= 309.37e06 lb-in2 Total Deflection = 1.00(Defln_dead).+ Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: ----- --- --- ------------------------------------------- 1. Please verify that the default deflection limits are appropriate for your application. ' 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. PAGE $UMMITSTRUOTURA.ENGINEERING.; .:"-. P.fione:(208)634,81!48u,,Fax.(208)630.=_5079 w 1.06 E:.Pa"'' &''Ste:206;IyicC341;:[D 1 1 WoodWorks® Sizer for ANTHONY POWER PRODUCTS - Floor Beam.wbc WoodWorks® Sizer 97e Dec. 20, 2005 17:23:42 COMPANY I PROJECT Summit Structural Engineering 270 North Main I Donnelly, ID 83615 I DESIGN CHECK - NDS -1997 Beam DESIGN DATA: -- ---------------------------------------- material: Timber -soft lateral support: Top= Full Bottom= @Supports total length: 6.00 [ft] Load Combinations: ASCE 7-95 LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Full Area 30 (4.00)* No' 2 Live Full Area 50 (4.00)* No 3 Dead Full Area 15 (2.00)* No *Tributary Width (ft) ------ ------- MAXIMUM REACTIONS and BEARING LENGTHS' (force=lbs, length=in) --------- - ---- ----- - -------------------------- I 6.00 ft ---------- ------------------- Dead I 464 484 Live I 600 600 Total I 1084 1084 B.Length I 1.0 1.0 ########################################################################### DESIGN SECTION: D.Fir-L, No. 1, 6x8 @ 9.798 plf This section PASSES the design code check. ########################################################################### SECTION -vs. -DESIGN -CODE ---(stress=psi_-deflection=in)---------------------- Criterion I Analysis Value I Design Value I Analysis/Design I --------------I---------------- I----------------I------------------I Shear fv @d = 31 Fv' = 85 fv/Fv' = 0.37 Bending(+) fb = 377 Fb' = 1200 fb/Fb' = 0.31 Live Defl'n 0.02 = <L/999 0.2D = L/360 0.09 Total Defl'n 0.03 = <L/999 0.40 = L/180 0.08 FACTORS: F CD CM Ct CL CF CV Cfu , -Cr LC# ------------ Fb'+= 1200 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.00 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 ADDITIONAL DATA Bending(+): LC# 2 = D+L, M = 1619 lbs -ft - Shear : LC# 2 = D+L, V = 1079, V@d = 855 lbs Deflection: LC# 2 = D+L EI= 309.37e06 lb-in2 Total Deflection = 1.00(Defln_dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: -- --------------------- 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. PAGE SUMIytIT: STRUCTURAL: ENGINEERING :Phone "(208) 6341'8148 y. :(2O 9),, 630-5079 `, :.,:. .. P.06 E Park.SUeet Staa206; iyicCalf ID WoodWorks® Sizer for ANTHONY POWER PRODUCTS ' Roof Beam.wbc WoodWorks® Sizer 97e Jan. 5, 2006 13:44:22 COMPANY j PROJECT ' Summit Structural Engineering 1 106 E. Park Street,, Suite 206 I McCall, Idaho 83638 I ' DESIGN CHECK - NDS -1997 Beam DESIGN DATA: ------------ material: Timber -soft lateral support: Top= Full Bottom= @Supports ' total length: 10.00 (ft) Load Combinations: ASCE 7-95 -- -------- ------------------------------ LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< ' Load I Type- I Distribution I Magnitude I Location I Pattern I I I Start End I Start End ( Load -----I--------I------=-------I----------------- I ----------------- I-------- 1 Dead Full Area 24 (5.00)* No ' 2 Live Full Area 16 (5.00)* No 3 Dead Full Area 15 (6.00)* No *Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) I 10.00 ft I" ----------------------- Dead 1 1142 1142 ---- Live -1 900 400 Total 1 1542 1542 B.Length 1 1.0 1.0 '########################################################################### DESIGN SECTION: D.Fir-L, No. 1, 6x12 @15.023 plf This section PASSES the design code check. ########################################################################### SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criterion I Analysis Value I Design Value I Analysis/Design 1 ' --------------------- Shear fv @d = 22 Fv' = 76 fv/Fv' 0.28 Bending(+) fb = 278 Fb' = 1215 fb/Fb' = 0.23 < Live Defl'n 0.02 = L/999 0.33 = L/360 0.05 Total Defl'n 0.06 = <L/999 0.67 = L/180 0.09 tFACTORS: -F-=----CD-----CM-----Ct-----CL-----CF-----CV----Cfu-----Cr----LC#- Fb'+= 1350 0.90 1.00 1.00 1.000 1.00 1.000 1.00 1.00 1 Fv' = 85 0.90 1.00 1.00 - (CH = 1.000) 1 ' Fcp'= 625 1.00 1.00 - E'= 1.6 million 1.00 1.00 2 Custom duration factor for Live load = 1.25 ADDITIONAL DATA 1 Bending(+) LC# 1 = D only, M = 2613 lbs -ft Shear LC# 1 = D only, V = 1125, V@d = 909 lbs Deflection: LC# 2 = D+L EI=1115.29e06 lb -int Total Deflection = 1.00(Defln dead) + Defln Live. ' (D=dead L=live S=snow W=wind I=impact C=construction) ---(All LC's are listed.in the Analysis output) DESIGN NOTES: ' 1 Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 1 PAGE ' Si1MMIT S'IRUCCURAL4ENGINEERQYds�7i- cFhone (208):634- 448jFax (2Q8) G3Q 5019 c #^ �� �T�� 106E Park.Slreet Ste,20G (v1cCaII; ID 3p . WoodWorks® Sizer tFloor Beam.wbc for ANTHONY POWER PRODUCTS Wood Works® Sizer 97e COMPANY I PROJECT ' Summit Structural Engineering I 106 E. Park 5treet, Suite 206 I McCall, Idaho 83638 I DESIGN CHECK - NDS -1997 Beam DESTGN DATA: material:Glulam Unbala'd lateral support: Top- Full Bottom= @Supports total length: 9.00 (ftl Load Combinations: ASCE 7-95 LOADS: (force-lbs,=pressure=psf =udl=plf, location -ft) »Self -weight automatically included<< Load 1 Type I Distribution I Magnitude 1 Location I Pattern I I I Start End I' Start End I Load -----I-=------I-------------- 1-----------------I-----------------I-------- 1 Dead Full Area 30 (7.00)* No 2 Live Full Area 50 (7.00)* No 3 Dead Full Area 15 (12.00)* No 4 Dead Full Area 24 (2.00)* No 5 Live Full Area 16 (2.00)* No *Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) 9=00 ft ----------1------------------- Dead ------ ----- ------ Dead 1 2051 2051 Live 1 1719 1719 Total 1 3770 3770 B.Length 1 1.1 1.1 ########################################################################### DESIGN SECTION: VG West.DF, 24F -V4, 5.125x12 @14.608 plf This section PASSES the design code.check. ########################################################################### SECTION=vs mDESIGN CODE (stress=psi deflection in) = ==s Criterion l Analysis Value I Design Value I Analysis/Design I = ----------- ----- Shear fv @d - 71 Fv' - 190 fv/Fv' - 0.37 Bending(+) fb = 824 Fb' - 2400 fb/Fb' = 0.34 Live Defl'n 0.04 = <L/999 0.30 = L/360 0.14 Total Defl'n 0.09 - <L/999 0.60 = L/180 0.15 FACTORS F x CD = CM Ct CL = CF CV Cfu = Cr = LC# 2400 1 00 1:00 =1 00 1 000 = 1 00 1 000 = 1 00 1 00= 2 Fv' - 190 1.00 1.00 1.00 2 Fcp'- 650 1.00 1.00 - E' - 1.8 million 1.00 1.00 2 ADDITIONAL DATA Bending)+): LC# 2 D+L, M - 8450 lbs -ft Shear : LC# 2 D+L, V 3756, V@d 2921 lbs Deflection: LC# 2 D+L EI=1328.38e06 lb-in2 Total Deflection 1.00(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I -impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: - 1 Please verify that =the =default deflection =limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except' where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 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. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). Jan. 4, 2006 10:36:16 PAGE ' SUMMITSTRUCTURALENGINEERING ?, � � Phone (208) G34 8148 Fax (208),630�50Z9 106E Park'Street Ste."20G'N1cCall'ID: i r. C� WoodWorks® Sizer for ANTHONY POWER PRODUCTS Floor Beam.wbc Wood Works(D Sizer 97e Jan. 4, 2006 10:48:07 COMPAIdy I PROJECT Summit Structural Engineering I 106E. Park Street, Suite 206 I McCall, Idaho 83638 I DESIGN CHECK - NDS -1997 Beam DESIGN DATA: _ material Glulam Unbala'd lateral support: Top- Full Bottom- @Supports total length: 17.00 (ft) Load Combinations: ASCE 7-95 LOADS: (force=lbs, pressure-psf, udl=plf, location -ft) =Self-weight=automatically=in=luded=<-- - ---------- ------- Load I Type I Distribution l Magnitude I Location I Pattern I I I Start End I Start End I Load -- - -I--------I--------------I--- --------------I-----------------I-------- 1 Dead Partial Area 30 (9.00)* 0.00 12.50 No 2 Live Partial Area 50 (9.00)* 0.00 12.50 No 3 Dead Partial Area 15 (12.00)* 0.00 12.50 No 4 Dead Partial Area 24 (2.00)* 0.00 12.50 No 5 Live Partial Area 16 -12.00)* 0.00 12.50 No 6 Dead Point 1694 1.50 No 7 Live Point 798 1.50 No 8 Dead Point 1694 11.00 No 9 Live Point 798 11.00 No 10 Live Point 798 13.00 No 11 Dead Point 1694 13.00 No -Tributary Width-(ft)= MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) I 17.00 ft I " ---------- ------------------- Dead I 6854 5207 Live I 5007 3412 Total I 11861 8619 B,Length 1 1.7 1.2 DESIGN SECTION: VG West.DF, 24F -V4, 10.75x12 @30.640 plf 1D This section PASSES the design code check. ########################################################################### =mm====_______________®_- ____-__-- _---___------ - --- - _--__- SECTION vs. DESIGN CODE (stress=psi, deflection -in) -___ ------------ ____________________________________________________________ Criterion I Analysis Value I Design Value I Analysis/Design I -------------- Shear fv @d = 125 Fv' - 190 fv/Fv' = 0.66 Bending(+) fb = 2144 Fb' - 2276 fb/Fb' = 0.94 Live Defl'n 0.36 = L/560 0.57 = L/360 0.64 Total Defl'n 0.86 = L/237 1.13 = L/180 0.76 FACTORS F CD =CM Ct CL = = CF CV= Cfu Cr =LC# Fb'+= 2400 1.00 1.100 1.00 1.000 1.00 0.948 1.00 1.00 2 Fv' = 190 1.00 1.00 1.00 2 Fcp'- 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 ADDITIONAL DATA Bending(+): LC# 2 - D+L, M = 46101 lbs -ft Shear : LC# 2 = D+L, V =11744, V@d -10734 lbs Deflection: LC# 2 = D+L EI=2786.35e06 lb-in2 Total Deflection = 1.00(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv, is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 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. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). aS 19/if x �Z h>u� U C) j�C-, -(oAJa to�4n to 12 ( (Do -eC, PAGE -- - "` 106E Park'Streef Sfi ._ 20G, McCall, ID SUMMIT S'i'RUCTUR,4L ENGIIVEERINC,n,r�„ Phone r(208);;634 8148,., Fax 0208) 630 5079,y,.,4, ,,,�,,��. WoodWorks@ Sizer or ANTHONY POWER PRODUCTS ' Floor Bearnmbc Wood Works® Sizer 97e Jan. 4, 2006 10:45:08 COMPANY I PROJECT Summit Structural Enyineeriny I 106 E. Park Street, Suite 206 I McCall, Idahu 83638 I DESIGN CHECK - NDS -1991 Beam DESIGN DATA: material: Glulam Unbala'd lateral support: Top= Full, Bottom- @Supports total length: 17.00 [ft) Load Combinations: ASCE 7-95 LOADS (force=lbs pressure=psf� udl=pIf, location -ft) _ _ >=Self_=wweight_automatically in=cluded«--==------------- ------ Load 1 Type =1 Distribution I Magnitude I Location I Pattern I I I Start End I Start End'l Load -----I--------I--------------1-----------------I-----------------I-------- 1 Dead Partial Area 30 (9.00)' 0.00 12.50 No 2 Live Partial Area 50 (9.00)' 0.00 12.50 No 3 Dead Partial Area 15 (12.00)' 0.00 12.50 No 4 Dead Partial Area 24 (2.00)' 0.00 12.50 No 5 Live Partial Area 16 (2.00)' 0.00 12.50 No 6 Dead Point 1694 .1.50 No 7 Live Point 798 1.50 No 8 Dead Point 1694 11.00 No 9 Live Point 198 11.00 No 10 Live Point 798 13.00 No 11 Dead Point 1694 13.00 No *Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) l 17.00 ft I " ---------- ------------------- Dead I 6985 5337 Live I 5007 3412 Total I 11992 8749 B.Length I 1.7 1.3 ########################################################################### DESIGN SECTION: VG West.DF, 24F -V4, 10.75x15 @38.300 plf This section PASSES the design code check. ########################################################################### =====esu=gym===s---------------------------- =__________-suss-------==a===== SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criterion =I Analysis Value I Design Value 1 Analysis/Design I = ----------- ----- Shear fv @d - 98 Fv' = 190 fv/Fv' = 0.52 Bending)+) fb - 1381 Fb' = 2226 fb/Fb' - 0.62 Live Defl'n 0.19 = <L/999 0.57 = L/360 0.33 Total Defl'n 0.44 = L/460 1.13 = L/180 0.39 FACTORS= F= __= CD ====CM=== Ct = =CL=c ==CF =_= CV====Cfu=====C ====LC#= Fb'+= 2900 1.00 1.00 1.00 1.000 1 00 0.928 1.00 1.00 2 Fv' - 190 1.00 1.00 1.00 2 Fcp'- 650 1.00 1.00 - E' 1.8 million 1.00 1.00 2 ADDITIONAL DATA Bending(+): LC# 2 - D+L, M = 46378 lbs -ft Shear : LC# 2 - D+L, V -11809, V@d =10537 lbs Deflection: LC# 2 = D+L EI=5442.10e06 lb -int Total Deflection = 1.00(Defln dead) + Defln Live. (D -dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) __----=---____-_-'-------------=--__=_=___===_-__-=_===-_-_=-_-_=----===_ DESIGN NOTES: _ 1 Please verify that=the default deflection limits=are appropriate===-=__ for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 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. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). PAGE (A - --- :- SUNtMfTS iTtCICTURA'L'ENGINEERING � �Phbne (208)'634 8148 Fax (208) 630 5079 c � w ,� `7 v� 106E Pai treet: to 206j IMcCall;*ID kS WoodWorks® Sizer for ANTHONY POWER PRODUCTS ' Floor Beam.wbc Wood Works® Sizer 97e COMPANY I PROJECT ' Summit Structural Engineering I 106 E. Park Street, Suite 206 I McCall, Idaho 83638 I F1 1 DESIGN CHECK - NDS -1997 Beam DESIGN DATA: material: GlulamUnbala'd lateral support: Top= Full Bottom= @Supports total length: 13.00 (ftl Load Combinations: ASCE 7-95 LOADS (force -lbs, pressure=psf, udl-plf, location=ft) »Self -weight automatically included<< Load I =Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I--------I--------------I-----------------I-----------------1-------- 1 Dead Partial Area 15 (10.00)* 0.00 6.00 No 2 Dead Partial Area 20 (5.00)* 0.00 6.00 No 3 Live Partial Area 20 (5.00)* 0.00 6.00 No 4 Dead Point 2051 6.00 No 5 Live Point 1719 6.00 No 6 Dead Point 1694 6.00 No 7 Live Point 798 6.00 No *Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) 13000==fe====-'_-__'______________m- I" ----------- ------------------- Dead I 3331 2235 Live I 1817 1300 Total I 5147 3535 B.Length I 1.2 1.0 DESIGN SECTION: VG West.DF, 24F -V4, 6.75x12 @19.239 plf This section PASSES the design code check. ########################################################################### SECTION =vs. DESIGN CODE (stress=psi, deflection=in)= Criterion o I Analysis Value I Design =Value I Analysis/Design I -------------- I ---------------- I----------------I------------------I Shear fv @d = 88 Fv' = 190 fv/Fv' = 0.46 Bendingl+) fb = 1780 Fb' = 2400 fb/Fb' = 0.74 Live Defl'n 0.13 = <L/999 0.43 = L/360 0.30 Total Defl'n 0.34 = L/453 0.87 = L/180 0.40 FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# b'+= 2400 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 , Fv'= 190 1.00 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 ADDITIONAL DATA = Bending(+): LC# 2 D+L, M = 24030 lbs -ft Shear LC# 2 = D+L, V - 5112, V@d 4743 Its Deflection: LC# 2 = D+L EI -1749.57e06 lb-in2 Total Deflection = 1.00(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) lAll LC's are listed in the Analysis output) =e===---------------------------------------------------------------- ---- DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 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. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). Jan. 4, 2006 11:33:51 06y 4m,,, o'j (0 PAGE SUMMIT STRUCTURAL ENGINEERING 4it Phone (208j 634'8148 Fae (208) 630 5079 10fi E Pack Street, S0206 McCall;llb 3 Woodworks® Sizer for ANTHONY POWER PRODUCTS ' Floor Beam.wbc Wood Works® Sizer 97e Jan. 4, 2006 11:33:36 COM PAfI Y ) PROJECT Summit Structural Enyineeriny ) 106 E. Park Street, Suite 206 I McCall, idahu 83638 I DESIGN CHECK - NDS -1997 Beam DESIGN DATA:. _======P=============== --=-=====-==--=======--===========----===--- material: Glulam Unbala'd lateral support: Top= Full Bottom- @Supports total length: 13.00 [ft] Load Combinations: ASCE 7-95' 1 , LOADS (force -lbs, pressure-psf, udl=plf, location -ft) ====Self -weight automatically included<< Load =I Type Ip Distribution =I= =Magnitude =I Location =I Pattern I I I Start EndI Start End I Load -----I--------I-------------- I -----------------I-----------------1-------- 1 Dead Partial Area 15 (10.00)` 0.00 6.00 No 2 Dead Partial Area 20 (5.00)* 0.00 6.00 No 3 Live Partial Area 20 (5.00)* 0:00 6.00 No 4 Dead Point 2051 6.00 No ' 5 Live Point 1719 6.OQ No 6 Dead Point 1694 6.00 No 7 Live Point 798 6.00 No *Tributary Width (ft) ---------- MAXIMUM REACT.IONS and BEARING LENGTHS Iforce=lbs, length,in) __------eMAXIMUMREACTIONSandBEARINGLENGTHS(fon=e=lb==length=jn) 1.3.00 ft I I ---------- I ------------------- 1 Dead 1 3382 2286 Live 1 1817 1300 Total 1 5198 3586 B.Length 1 1.2 1.0 ########################################################################### DESIGN SECTION: VG West.DF, 24F -V4, 6.75x15 @24.049 plf This section PASSES the design code check. ########################################################################### SECTION vs. DESIGN CODE (stress=psi =deflection -in) Criterion I Analysis Value I Design value I Analysis/Design I --------------I----------------1----------------1------------------I Shear fv @d = 69 Fv' = 190 fv/Fv' - 0.36 Bending(+) fb = 1144 Fb'-= 2395 fb/Fb' = 0.48 ' =Live =====Def1'n= ==0.07===<L/999 0= = 43-==L/360= =0=15=====____ Total Defl'n 0.16 L/880 0.87 =• L/180' 0.20 === FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# --------------------------------------------- ------------- Fbl+= 2400 1.00 1.00 1.00 1.000 1.00 0.998 1.00 1.00 2 1 Fv'190 1.00 1.00 1.00 2 Fcp'= 650 1.00 1.00 E' 1.8 million 1.00 1.00 2 ADDITIONAL DATA lS ending(+) LC#2=D+L,M24131lbs-ft=========_=_==.--=============-=-- hear : LC# 2 = D+L, V = 5144, V@d - 4676 lbs eflection: LC# 2 = D+L EI=3417.13eO6 lb-in2 Total Deflection = 1.00(Defln dead) + Defln Live. ---(D=d=ad=-L=1i=l_-S=snow==he Anal=I==mpact--C==on=truct=on)====-----_--_ (All LC's are listed in the Analysis output) DESIGN NOTES: 1 Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 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. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). ZP PAGE Li -1 = ' SUIvTMITSTRCJCCURAL ENGINEERINCrPtione;(208),634 8t48"Faz (208) 630 5079'x` z1!Q6rEnPaileStreeK1Ste �206NitcCall; [D'. : _._... 11 WOOdWOrkS® Sizer for ANTHONY POWER PRODUCTS ) Floor Beam.wbc WoodWorks® Sizer 97e Jan. 4, 2006 11:11:25 COMPA14Y I PROJECT Summit Structural Engineering I 106 E. Park Street; Suite 206 McCall, Idaho 8363E ) DESIGN CHECK - NDS -1997 Beam DESIGN DATA: material: Glulam Unbala'd lateral support: Top= Full Bottom= @Supports total length: 13.00 (ft) Load Combinations: ASCE 7-95 LOADS =(force=lbs pressure=psf, udl-plf, location=ft) ==Self -weight automatically =in=ccludedc=>-= - Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I----=---I--------------I-----------------I-----------------I-------- 1 Dead Partial Area 15 (10.00)* 0.00 6.00 No 2 Dead Partial Area 20 (5.00)* 0.00 6.00 No 3 Live Partial Area 20 (5.00)* 0.00 6.00 No 4 Dead Point 6854 6.00 No 5 Live Point 5007 6.00 No *Tributary Width (ft) __>_ > - MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) a I 13.00 It I ---------- ------------------- Dead I 5133 3798 Live 1 3158 2449 Total 1 8290 6247 B.Length 1 1.2 1.0 ########################################################################### DESIGN SECTION: VG West.DF, 24F -V4, 10.75x12 @30.640 plf This section'PASSES the design code check. ########################################################################### SECTION vs DESIGN CODE > (stress=psi, deflection=in) Criterion= I Analysis Value I Design = Value I Analysis/Design 1 > > --------------I---------------- I ----------------I------------ I Shear fv @d = 91 Fv' = 190 fv/Fv' = 0.48 Bending(+) fb = 1970 Fb' = 2338 fb/Fb' = 0.84 Live Defl'n 0.15 = <L/999 0.43 = L/360 0.35 Total Defl'n 0.38 = L/414 0.87 = L/180 0.43 FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# =Fb +_= 2900 =1 00 1.00 1.00v 1x000 > 1 00 =0 974= 1 00= 1 00 = > 2 Fv' - 190 1.00 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 ADDITIONAL DATA Bending(+): LC# 2 D+L, M 92360 lbs -ft Shear LC# 2 - D+L, V = 8201, V@d - 7821 lbs Deflection: LC# 2 = D+L EI=2786.35e06 lb-in2 Total Deflection - 1.00(Defln dead) + Defln_Live. ID=dead L=live Sasnow W=wind I -impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: -- 1 =Please verify that the default deflection limits are appropriate >e» for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 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. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). 0, 31 Q P1 �e l O" L, PAGE L�� -- - 's• ' SUMMIT STRUCTLIRAI;"ENGINEERiNC,' ,�P,honer(208)¢34y8148TFax(208)X630,5079e�a106-EPack'Street'Ste'20G;McCall[D; 3 WoodWorks® Sizer for ANTHONY POWER PRODUCTS ' Floor Bearn.wbc Wood Works® Sizer 97e Jan. 4, 2006 10:52:16 COMPA14Y I PROJECT 1 Summit Structural Enyineering I JOG E. Park Street, Suite 206 1 McCall, Idaho 83638 I � I rA DESIGN CHECK - NDS -1997 Beam DESIGN DATA: material: GlulamUnbala'd lateral support: Top= Full Bottom- @Supports total length: 14.00 [ft) Load Combinations: ASCE 7-95 LOADS: (force=lbs, pressure=psf, udl=plf, location -ft) =====Self_w=eight=automatically=includ=d<< Load=I=Type I Distribution I Magnitude I . Location I Pattern= I I I Start End I Start End I Load ----------------- 1 Dead Partial Area 10 (10.00)* 0.00 6.00 No 2 Dead Partial Area 20 (5.00)' 0.00 6.00 No 3 Live Partial Area 20 (5.00)' 0.00 6.00 ' No 4 Dead. Point 6854 6.00 No 5 Live Point 5007 6.00 No 'Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, len gth=in) 14.00==ft________________________________________ I I ------ ------- --------------- Dead -1 I 5277 3613 Live 1 3333 2274 Total 1 8.610 5887 B.Length 1 1.2 1.0 --------------------------------------------------------- DESIGN SECTION: VG West.DF, 24F -V4, 10.75x15 @38.300 plf This section PASSES the design code check. ########################################################################### SECTION vs. DESIGN CODE (stress -psi, deflection=in) Criterion I Analysis Value I Design Value 1 Analysis/Design I --------------I---------------- I----------------I------------------I Shear fv @d = 75 Fv' - 190 fv/Fv' = 0.39 Bending(+) fb - 1330 Fb' - 2270 fb/Fb' - 0.59 Live Defl'n 0.09 - <L/999 0.47 - L/360 0.20 Total Defl'n 0.23 - L/719 0.93 - L/180 0.25 FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.00 1.00 1.00 1.000 1.00 0.946 1.00 1.00 2 Fv' - 190 1.00 1.00 1.00 2 Fcp'- 650 1.00 . 1.00 - E'1.8 million 1.00 1.00 2 __===_=_=_____=-'___=_==--_=====-_-----_==_======_ ADDITIONAL DATA Bending(+): LC# 2 - D+L, M - 44664 lbs -ft Shear : LC# 2 - D+L, V - 8460, V@d - 8037 lbs Deflection: LC# 2 = D+L EI-5442.10eO6 lb -int Total Deflection = 1.00(Defln dead) + Defln_Live. (D -dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) -------------------- DESIGN NOTES: 1 Please =verify that the default deflection limits are appropriate= for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 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. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). PAGE `'( -=- x 3UMIyI1T S�TRUCTUR 4L ENCxINEERINGt '� h ' r Ph ne x(208) G34 5148 f (208) G30'3079 " r r x � 106E Park Street,. Ste :20G , N1cGall;�<ID, WoodWorks® Sizer for ANTHONY POWER PRODUCTS ' Floor Beam.wbc WoodWorks® Sizer 97e Jan. 5, 2006 14:43:11 COMPA-14 Y I PROJECT ' Summit Structural Engineering I 106 E. Park Street, Suite 206 1 McCall, Idaho 83638 1 t 1 i DESIGN CHECK - NDS -1997 Beam DESIGN DATA: material: PSL total length: 12.00 (ft] Load Combinations: ASCE 7-95 =____=___________________________________________________________________ LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< _ Load I Type =I Distribution I = =Magnitude I = Location == I Pattern I I I Start End I Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Full Area 40 (3.00)* No 2 Live Full Area 15 (10.00)•* No 3 Dead Full Area 30 (2.00)* No 4 Live Full Area 50 .(2.00)* No 5 Live Full Area 100 (3.00)* No 6 Dead Full Area 27 (2.00)No 7 Live Full Area 20 (2.00)* No *Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force -lbs, length -in) ---------- ------------------- Dead I 1622 1622 Live -1 3540 -3540 Total 1 5162 5162 B.Length 1 1.3 1.3 ########################################################################### DESIGN SECTION: Eastern, Fb2900-E2.0, 5.25x16 @26.250 plf This section PASSES the design code check. f ########################################################################### SECTION vs. DESIGN CODE (force -lbs, moment=lbs-ft, deflection=in) I Criterion I Analysis Value I=Design Value I Analysis/Design =I= -------------- I ---------------- I ---------------- I ------------------ I Shear V @d = 3968 Vr = 16240 V/Vr = 0.24 Bending(+) M = 15304 Mr - 52432 M/Mr = 0.29 Live Defl'n 0.08 - <L/999 0.40 - L/360 0.19 Total Defl'n 0.11 = <L/999 0.80 = L/180 0.14 FACTORS:=F--===CD =---CM-====Ct=====CL _-� CF-====CV--==Cfu====Cr=====LC#= Fb'+- 2900 1.00 1.00 1.00 1.000 0.97 1.000 1.00 1.00 2 Fv' = 290 1.00 1.00 1.00 (CH = 1.000) 2 Fcp'= 750 1.00 1.00 E' = 2.0 million 1.00 1.00 2 ADDITIONAL DATA - ----- - ---- Bending(+): LC# 2 - D+L, M = 15304 lbs -ft Shear : LC# 2 = D+L, V = 5101, V@d - 3968 lbs Deflection: LC# 2 - D+L EI=3584.00eO6 lb-in2 Total Deflection = 1.00(Defln dead) + Defln Live. (D -dead L=live S=snow W=wind I -impact C=Construction) (All LC's are listed'in the Analysis output) DESIGN=NOTES=====___________'________===��e�e=====_____�___________________ 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. PAGEGo --= s SUMMIT STRUCTURAL ENGINEERING ", a r Phone (208) G34 8148 Fax (208) 630-5079 106,E�P3ikStreet'Ste:°20G1McCa11;­ID' .cam WoodWorks® Sizer for ANTHONY POWER PRODUCTS Floor Beam.wbc WoodWorks(D Sizer 97e Jan. 5, 2008 14:54:35 COMPANY I PROJECT Summit Structural Engineering I ' 106'E. Park Street, Suite 206 I- . McCall, Idaho 63638 I DESIGN CHECK NDS -1997 Beam DESIGN DATA: 'aterialGlulam Unbala'd===_________________________________ ' lateral 5upport: Top= FullBottom= @Supports total length: 9.50 IftI Load Combinations: ASCE 7-95 LOADS: (force -lbs, pressure=psf, udl=plf, location=ft) - »self -weight automatically included<< _ Load I Type I$Distribution I Magnitude I Location I Pattern I 1 I Start End 1 Start End I Load -------- 1--- 1_--------- -------- I Dead Partial Area40 14.001` 0.00 .5.00 No 2 Live Partial Area 100 (4.00)` 0.00 5.00 No 1 3 DeadPoint 1622 5.00 No 4 Live Point 3540 5.00 No 5 Dead Partial Area50 13.001` 5.00 9.50 No 6 Live Partial Area .100 13.00)' 5.00 9.50 No 7 Dead Partial Area 30 19.00)' 5.00 9.50. No 8 Live Partial Area 50 (9.00)` 5.00 9.50 No ' 9 Lead Partial Area 15 (10.00)` 5.00 9.50 No 10 Dead Partial Area 27 (15.00)+ 5.00 9.50 No 11 Live Partial Area 20 115.00)+ 5.00 9.50 No 12 Dead Partial Area 24 (5.00)1 5.00 9.50 No 13 Live Partial Area 16 15.00)' 5.00 9.50 No , +Tributary Width (ft) ' MAXIMUM=REACTIONS=and=BEARING= LENGTHS _==Ifo=r=e=lb=v_le==gt=h=in)___= I 9.50 ft I " ----------I------------------- ' Dead I 2713 5013 Live I 4355 6270 .To tal 1 7068 11283 B.Length 1 1.2 2.0 tINNN8NNk88NNNNNNNWNNNNBHHfl tl.fl tlN i1N88 kitNHtIN NIINNNitgNNNNNNNBNitN8H8N8Nfl NfIkNHHkHNN DESIGN SECTION: VG West.DF, 24F -V4, 8.75x13.5 @28.057 plf This1 section PASSES the design code check. N=N NNNNNNNNNNNNNNNNH@BNNNNNORNNDROPNNNNNNNNNNNNtIN88NNNNHNBHNtINNNNNNNNNNNNNk SECTION vs. DESIGN CODE (stress -psi, deflection=in) = Criterion =I�Analysis Value IDesign Value I=Analysis/Design I = --------------I----------------I----------------I------------------I Shear fv @d = 110 Fv' = 190 fv/Fv' = 0.58 Bending(+) fb = 1251 Fb' = 2400 fb/Fb' - 0.52 ' Live Defl'n 0.08 =.<L/999 0.32 = L/360 0.24 Total Defl'n- 0.13 = L/906 0.63 = L/180 0.20 ' FACTORS_-F----xCD-__=_CM__=Cf=-=--CL-==--CF=====Cv=====f======C=====L="= 2400 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' - 190 1.00 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' 1.8 million 1.00 1.00 2 ADDITIONAL =DATA a s======_=__======_==========-=====_ _====__====_====_==_=___= Bending(+): LCN 2 - D+L, M = 27715 lbs -ft Shear LCN 2 - D+L, V =11094, V@d - 8623 lbs Deflection:LCN 2 = D+L EI-3229.19eO6 lb -int Total Deflection - 1.0O(Defln dead) + De Live. ' ind D=dead==L=rev==steel in the Ana==I=='p==[==C==onstvuatio=)===____'______ )All Lt's are listed in the Analysis output) DESIGN NOTES: =1 Please verify that the default deflection limits =are appropriate= I for your application 2. GLUCAN: The loadingcoefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 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. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). 1 , PAGE ' SUN (T- 18TRUCTURALrENG#q RIN, G Ph a (208) x634�8148M Faz (208) 630 507Slo "M- 06 E'Pail Streek Ste 20G McCall ;[D a WoodWorks® Sizer for ANTHONY POWER PRODUCTS Floor Beam.wbc Wood Works® Sizer 97e Jan. 5, 2006 14:58:22 COMPANY I PROJECT 1 Summit Structural Engineering I 106 E. Park Street, Suite 206 1 McCall, Idaho 83638 I 1� i �I DESIGN CHECK - NDS -1997 Beam DESIGN DATA: material- PSL total length: 5.00 (ft) Load Combinations: ASCE 7-95 LOADS (force lbs, pressure=psf, udl=plf, location -ft) _ »Self -weight automatically included<< Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Full Area 30 (4.50)* No 2 Live Full Area 50 (4.50)* No 3 Dead Full Area 40 (2.00)* No 4 Live Full Area 100 (2.00)* No 5 Dead Full Area 15 (10.00)* No 6 Dead Full Area 27 (15.00)* No 7 Live Full Area 20 (15.00)* No 8 Dead Full Area 24 (5.00)* No 9 Live Full Area 16 (5.00)* No *Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force -lbs, length -in) 5.00 ft I ----------------------------- Dead II2280 2280 • Live 1 2012 2012 Total 1 4292 4292 B.Length 1 1.6 1.6 -------------- ########################################################################### DESIGN SECTION: Eastern, Fb2900=E2.0, 3.5x16 @17.500 plf This section PASSES the design code check. ########################################################################### SECTION vs. DESIGN CODE (force -lbs, moment=lbs-ft, deflection=in) Criterion I Analysis Value I Design Value I Analysis/Design I --------------I----------------1----------------I------------------I Shear V @d = 1998 Vr - 10827 V/Vr - 0.18 Bending(+) M = 5352 Mr - 34955 M/Mr - 0.15 Live Defl'n 0.00 = <L/999 0.17 = L/360 0.03 =Total =Defl ==_0=01 ==<L/999= 0_33-===L/180====- = 0_03 FACTORS: F CD CM Ct CL CF CV Cfu =Cr LC# Fb += 2900 1 00 1 00 =1 00 1.000= 0397 =1 000 =1300= 1.00 2 Fv' - 290 1.00 1.00 1.00 (CH = 1.000) 2 Fcp'= 750 1.00 1.00 - .E' = 2.0 million 1.00 1.00 2 ADDITIONAL DATA Bending(+) =LC#=2 -=D+L, M ===5352 lbs -ft=_===_----'--___'________________ Shear : LC# 2 = D+L, V = 4281, V@d = 1998 lbs Deflection: LC# 2 - D+L EI=2389.33e06 lb-in2 Total Deflection - 1.00(Defln dead) + Defln_Live.' (D=dead L=live S=snow W=wind I -impact C=construction) ===(All =LCc====e listed =i==the Analysis ====output) ===_________________________ DESIGN NOTES: 13 Please verify that =the =default deflection limits =are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. -• t;. -v.•. -«mom.. PAGE-- ' SQMMIT STRUCTURALtENGINEERiNG QW,Phone (208 G34 8148 ^Fait:(208),63'0 $079 i ti � 106 E` Park$treet Ste 20G McCall; IDa WoodWorks® Sizer for ANTHONY POWER PRODUCTS ' Floor Beam.wbc Wood Works® Sizer 97e Jan. 5, 2006 15:05:09 COMPAIJy I - PROJECT ' Summit Structural Engineering I 106 E. Park Street, Suite 206 1 McCall, Idaho 83638 . I 11 1 ii DESIGN CHECK - NDS -1997 Beam DESIGN DATA: material: Glulam Unbala'd lateral support: Top- Full Bottom= @Supports total length: 9.00 [ft) Load Combinations: ASCE 7-95 LOADS Iforce�lbs pressure=psf udl=plf location=ft) _ ______ Self -weight= automatically =i===cluded« Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I. Start End 'I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Full Area 40 (3.00)* No 2 Live Full Area 100 (3.00)* No 3 Dead Full Area 15 (10.00)* No 4 Dead Full Area 24 (5.00)* No 5 Live Full Area 16 (5.00)* No 6 Dead Point 604 1.50. No 7 Live Point 300 1.50 No 8 Dead Point 604 7.50 No 9 Live Point 300 7.50 No *Tributary Width (ft) MAXIMUM =REACTIONS =and -BEARING -LENGTHS =-=(fort==lbss, length===) I 9.00 ft -I------------------- -- -Dead 1 2427 2427 Live 1 2010 2010 Total 1 9937 4437 B.Length 1 1.3 1.3 ------------------- DESIGN SECTION: VG West.DF, 24F -V4, 5.125x10.5 @12.782 plf This section PASSES the design code check. ########################################################################### SECTION vs =DESIGN CODE (stress=psiv deflection=inl __________ _ _________________________________________ Criterion I Analysis Value I Design Value I Analysis/Design I --------------I---------------- I ---------------- I ------------------I Shear fv @d = 104 Fv' = 190 fv/Fv'-= 0.55 Bending(+) fb = 1183 Fb' = 2400 fb/Fb' - 0.49 Live Defl'n 0.07 = <L/999 0.30 = L/360 0.24 Total Defl'n 0.16 = L/694 0.60 = L/180 0.26 FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# ______________________________=________ Fb'+= 2900 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 190 1.00 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' 1.8 million 1.00 1.00 2 ADDITIONAL DATA Bending(+): LC# 2 = D+L, M = 9282 lbs -ft Shear : LC# 2 = D+L, V = 4427, V@d = 3742 lbs Deflection: LC# 2 - D+L EI= 889.91eO6 lb-in2 Total Deflection = 1.00(Defln dead) + Defln_Live. (D -dead L,live S=snow W=wind I -impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1 Please=verify that the default deflection limits are appropriate = _ for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 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. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). PAGE'b 3 -- ' SUlytlytlisS IRUCIURAli ENGINEERING,*i sPhone,(208)634 8148„Fax,(208) 630 507r9� yfj106 E�PaikS�eet §0,2 6C 1 [D; � Go (6 -6 f st— P, (ter,, -36) = Vic- _Zd,z Lae- `�4 &,, ; q J SUMMIT STRUCTURAL ENGINEERING�``rx�t�� `'twill aJos No" _ _106!EAST P -ARK STREET`` "aY a2f T lSUlte?06.��`� rx� fir, ?CALCULAED } s + f t + s { 4a ns a'ri f _ ;McCall,°ID;83638'k 5 ;yti �, trJ , ., ri CHECKED BY -- (208):634-8148 ; fax: -(208)634-4157, - SCALE'"' ,:; Line 1 Title : fb / Line 2 Scope : 0.69 OK Line 3 Number: 1050.5 Line 4 Misc . Fv Line 5 ------------------------------------------------------------------------ Dsngr . Date:********** .....Stress STEEL BEAM DESIGN & ANALYSIS Page ------------------------------------------------------------------------ DESCRIPTION >> DL Defl Ratio = �v o Shear = 65.2 ---------- BEAM DATA -------------- ---------- MEMBER DATA Max. AISC SECTION (F8](S]>>W24x207 Fy = 36 ksi CENTER SPAN LENGTH = 46 ft LOAD DURATION FACTOR = 1.00 LEFT to" = ft MINOR AXIS ? N y/n RIGHT " it = ft Graphics: (1,2,3,4) 3 UNBRACED LENGTH = ft --------- END CONDITIONS --------- INCLUDE-BEAM WT ? Y y/n FIXITY CODE ----->> 1 << INCLUDE LL w/ ST ? N y/n 1:P/P,2:F/F,3:F/P,4:P/F,5:F/Free --------------------------- APPLIED LOADS ------------------------------ --- >> All distances refer to left support, use '-' for left cantilever POINT ..... #1.. ..#2.. ..#3.. ..#4.. ..#5.. ..#6.. ..#7.. ..#8.. Dead = 2.28 k Live = 2.012 k Short= k Dist.= 9 ft DISTRIBUTED..... Dead = 0.207 0.15 0.21 0.66 0.12 klf Live = 0.35 0.48 0.3 klf Short= klf X Lft= ft X Rt = MOMENTS..... Dead = k -ft Live = k -ft Short= k -ft Dist.= ft TRAPEZOIDAL.... Dead Live Short Location Load @ Left = klf X Left = ft " @ Right= klf X Right = ft Load @ Left = klf X Left = ft " @ Right= klf X Right = ft ------------------------------- SUMMARY ------------------------------ USE W24X207, Max Stress Ratio = 0.69, Max Defl Ratio = 391.767 Max Values: ..Actual..Allow.. fb / Fb % max = 0.69 OK Moment = 729.1 1050.5 k -ft fv / Fv % max = 0.20 OK .....Stress = 16.49 23.76 ksi Max. DL Defl Ratio = 678 Shear = 65.2 322.1 k Max. TL Defl Ratio = 392 .....Stress = 2.91 14.40 ksi Deflection = -1.409 in t INry.ag UM SMIT STRUCTURAL ENGINEERG i; :, "�`'yj iiiJoe Noi"''�'�- s -c.•-' �..� ! r - •-"x Pier 3 -'''.� �,,, u� U6 EAST PARK STREET"�+sy cv "r"itx r sxK'`4 SHEET No: S z� rx rw 9 v.r - :c yy..y *�, opts '.�. "` ar fix` a $UItE 2�6 tca j: a ' s rt a4 CALCULATED BY ; -.,.�..� 9i"#Sy� fi Z h .tkiA :ara wry �. McCall; ID 83638,—.0; !lax ? } : :a '' v ,x y. i "s ' HE CCKED BY -_ " " '(208)'634=814$ ` faz (208) 634=4157 .'SCALE' Line 1 Title : 36.2 Line 2 Scope : 25.71 Line 3 Number: in Iyy Line 4 Misc . in Line 5 Dsngr . ----------------------- Date:********** ------------------------------------------------- STEEL BEAM DESIGN & ANALYSIS rT, y ------------------------------------------------------------------------ Dead Load + Skip Loadings TABULAR SUMMARY OF Placed DL LL LL+ST LL LL+ST LOAD COMBINATIONS... for Max Only @Cntr @Cntr @Cants @Cants Moments..M+ @ Center = ------ ------ 729.1 421.1 ------------ 729.1 ------ ------ k -ft M- @ Center = -0.0 -0.0 k -ft @ Left = @ Right = Shears ... @ Left = @ Right = Defl..... @ Center = @ Left = @ Right = @ ft = Reaction.@ Left = @ Right = ------------------------ DEPTH = WEB THICKNESS = FLANGE WIDTH = FLANGE THICKNESS = SECTION AREA = SECTION WEIGHT = 65.2 37.6 65.2 62.6 36.2 62.6 -1.41 -0.81 -1.41 65.2 37.6 65.2 62.6 36.2 62.6 STEEL SECTION DATA 25.71 in Ixx 0.870 in Iyy 13.010 in Sxx 1.570 in Syy 60.70 in^2 rxx 206.09 #/ft ryy rT, y k -ft k -ft kips kips -0.81 in in in in 37.6 kips 36.2 kips ---------------------------- = 6820 in^4 578 in^4 =530.53 in^3 = 88.85 in^3 =10.600 in = 3.086 in 3.480 --------------- NOTES FROM ALLOWABLE STRESS DETERMINATION F'b : Allowable = 23.76 ksi ' SUMMIT�STRUCTURAL �,•.. '� _ r - r Y.' `+?N�;"X k.t•.ja" q. c r'.1'i'f i! ..t i 9 h106 EASTa.PARK STREET ,' _ of C4:• �.i3 _.J T.Mt ...i.iT� °`3f ' _ Suite✓206 r ti� , t �� &'r -s t . o gsx1 a rn ,;. r CAUCULATED BY ' JMcCa11, ID;836384 ,:.;at, t lz.� 1� 1 %"' f a CHECKED BY -- (208)'634-8148:'faz;(2U8)"634=4157.. t,• 'SCALE "' - gecIA,,\ CA) 01 `3oQs��,�` Z,d Flo fl(- 2-6 ,} 24 �5 r) a �� 4 (16�t6� DL = 46Q� LC, = leo _ (3') =300 lll��- SUMMIT3STRUCTURAL`ENGINEERING `° �, > 'ix�<��° J0s er�^�,Ci' .� ,t �$y;} `Y06,EAST PARK STREET y�/�;� { =`,t s rt�;; �'a�SHEET NO: ��'" a- t b 4 t• ,w I c '�` x +h ..'�L- — ..y.,.�2t".�„F,;�'cPTiµ�7r=����Y�S �' .:i. i.-..a'rt'��.i,�. fir�,��a"Ri�r9a'.�...'r s �`ti:t��,+n. rc �, ,•,, :..ti' McCaII.ID;83638'. :fit °,t-; ,4..*,ar .CHECKED BY,., =- (208)`.634=8148 ",fax}(208) 634=4157 r : ',SCALE' Line 1 Title : Line 2 Scope : Line 3 Number: Line 4 Misc Line 5 Dsngr Date:********** ---------------=-------------------------------------------------------- STEEL BEAM DESIGN & ANALYSIS Page --------------------- ----------------------------------------------- .DESCRIPTION >>BEAM 39 ---------- BEAM DATA -------------- ---------- MEMBER DATA----------- AISC SECTION [F8][S]»W24x207 Fy = 36 ksi CENTER SPAN LENGTH = 40 ft LOAD DURATION FACTOR = 1.00 LEFT = ft MINOR AXIS ? N y/n RIGHT = ft Graphics: (1,2,3,4) 3 UNBRACED LENGTH = ft --------- END CONDITIONS --------- INCLUDE BEAM WT ? Y y/n FIXITY CODE ----->> 1 << INCLUDE LL w/ ST ? N y/n 1:P/P,2:F/F,3:F/P,4:P/F,5:F/Free --------------------------- APPLIED LOADS ------------------------------ --->> All distances refer to left support, use '—' for left cantilever POINT ..... #1.. ..#2.. ..#3.. ..#4.. ..#5.. ..#6.. ..#7.. ..#8.: Dead = 2.28 k Live = 2.012 k Short= k Dist.= 9 ft DISTRIBUTED..... Dead 0.207 0.15 0.21 0.66 0.12 klf Live = 0.35 0.48 0.3 klf Short= klf X Lft= ft X Rt = MOMENTS..... Dead = k -ft Live = k -ft Short= k -ft Dist.= ft TRAPEZOIDAL.... Dead Live Short Location Load @ Left = klf X Left = ft " @ Right= klf X Right = ft Load @ Left = klf X Left = ft " @ Right=klf X Right = ft ------------------------------- SUMMARY ------------------------------I USE : W24X207, Max Stress Ratio = 0.53, Max Defl Ratio = 590.504 Max Values: ..Actual..Allow.. fb / Fb % max = 0.53 OK Moment = 556.1 1050.5 k -ft fv / Fv % max = 0.18 OK ...Stress = 12.58 23.76 ksi Max. DL Defl Ratio = 1023 Shear = 57.0 322.1 k Max. TL Defl Ratio = 591 .....Stress = 2.55 14.40 ksi Deflection = -0.813 in _ — _. SUMMIT;STRUCTURAL},:4E, yNGyINzE�..tRR.x.G+ S_-�, JOB»�t NoNS OW.c-j : af% 57SHETYT '06.EASTPARK STREET -� ;R SUlte'206'; CHS ALCUL}ATED BY •` * 3L # McCaIIID83638'M;..�, c1 i'= t r t `` YD: r:CHECKED BY == - (208) 634=81481' -fax;(208) 634-.. . . -,SCALE"j Line 1 Title : 54.6 Line 2 Scope : SECTION Line 3 Number: Ixx Line 4 Misc . 13.010 Line 5 Dsngr . Date:********** ------------------------------------------------------------------------ STEEL BEAM DESIGN & ANALYSIS rkx ------------------------------------------------------------------------ #/ft ryy Dead Load + Skip Loadings TABULAR SUMMARY OF Placed DL LL LL+ST LL LL+ST LOAD COMBINATIONS... for Max Only @Cntr @Cntr @Cants @Cants Moments..M+ @ Center = ------ ------ ----- I ------- 556.1 321.0 556.1 I ------ I ------ k -ft M- @ Center = -0.0 -0.0 k -ft @ Left = @ Right = Shears ... @ Left =. @ Right = Defl..... @ Center = @ Left = @ Right = @ ft = Reaction.@ Left = @ Right = ------------------------ DEPTH = .WEB THICKNESS = FLANGE WIDTH = FLANGE THICKNESS = SECTION AREA = SECTION WEIGHT = 57.0 32.8 57.0 54.6 31.6 54.6 -0.81 -0.47 -0.81 57.0 32.8 57.0 54.6 '31.6 54.6 STEEL SECTION DATA 25.71 in Ixx 0.870 in Iyy 13.010 in Sxx 1.570 in Syy 60.70 in -2 rkx 206.09 #/ft ryy rT, y k -ft k -ft kips kips -0.47 in in in in 32.8 kips 31.6 kips ---------------------------- in^4 = 578 in^4 =530.53 in^3 = 88.85 in^3 =10.600 in 3.086 in 3.480 --------------- NOTES FROM ALLOWABLE STRESS DETERMINATION-------------- F'b : Allowable = 23.76 ksi e. "1ri i :7. a yr k s4 � .JOB NO :sig; x4 '1e x;t� S11, UMMIT STRUCTURAL ENGINEERING i-,���t�x� Suite 206) CALCULATED McCall,kir,. -- f .,CHECKED BY { (208).634-8148. fax (208)'634'-`-4157 ' - ` » ` SCALE �" &WoodWorks® Sizer for ANTHONY POWER PRODUCTS l tFloor Beam•wbc WoodWorksOO Sizer 97e Jan. 5, 2006 15:48:04 COMPANY ( PROJECT Summit Structural Engineering I 106 E. Park Street, Suite 206 I McCall, Idaho 83638 I I 15.00 ft . I " ---------- ------------------- Dead I 2105 2105 Live 1 1500 1500 Total 1 3605 3605 B.Length 1 1.0 1.0 ########################################################################### DESIGN SECTION: Eastern, Fb2900-E2.0, 5.25x14 @22.968 plf This section PASSES the design code check. ########################################################################### -- - ----------- SECTION vs. DESIGN CODE (force=lbs, moment=lbs-ft, deflection=in)------- ---------_ -- - --------------------- Criterion I Analysis Value I Design Value I Analysis/Design I --------------I---------------- I----------------I------------------I Shear V @d = 2995 Vr = 14210 V/Vr = 0.21 Bending(+) M = 13302 Mr = 40743 M/Mr = 0.33 Live Defl'n 0.09 = <L/999 0.50= L/360 0.19 Total Defl'n 0.22 = L/802 1.00 = L/180 0.22 FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2900 1.00 1.00 1.00 1.000 0.98 1.000 1.00 1.00 2 Fv' = 290 1.00 1.00 1.00 (CH = 1.000) 2 Fcp'= 750 1.00 1.00 E' = 2.0 million 1.00 1.00 2 ------------ ADDITIONAL DATA ----- ---------------------------------------- Bending(+): LC# 2 = D+L, M = 13302 lbs -ft Shear : LC# 2 = D+L, V = 3547, V@d = 2995 lbs Deflection: LC# 2 = D+L EI=2401.00e06 lb-in2 Total Deflection = 1.00(Defln dead) + Defln_Live. (D=dead L=live S=snow w=wind I=impact C=construction)' (All LC's are listed in the Analysis output) DESIGN NOTES: ---------- ------ -------------------------- 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. PAGE &O 1 SUMNILT S RUCTURAL ENGINEERINGr Pty ne (208j G34�8148 �Faz ,(208j G30 507,.9 �°" ' `` x 106'E Park Street Ste.°20G McCallJD; t �, `'� DESIGN CHECK - NDS -1997 Beam DESIGN DATA: material: PSL total length: 15.00 [ft] Load Combinations: ASCE 7 -95 --------- LOADS: -------------- (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Full Area 40 (4.00)* No 2 Live Full Area 50 (4.00)* No 3 Dead Full Area .15 (6.00) No *Tributary width (ft) --------- MAXIMUM REACTIONS and BEARING LENGTHS - (force=lbs, length=in) --------- I 15.00 ft . I " ---------- ------------------- Dead I 2105 2105 Live 1 1500 1500 Total 1 3605 3605 B.Length 1 1.0 1.0 ########################################################################### DESIGN SECTION: Eastern, Fb2900-E2.0, 5.25x14 @22.968 plf This section PASSES the design code check. ########################################################################### -- - ----------- SECTION vs. DESIGN CODE (force=lbs, moment=lbs-ft, deflection=in)------- ---------_ -- - --------------------- Criterion I Analysis Value I Design Value I Analysis/Design I --------------I---------------- I----------------I------------------I Shear V @d = 2995 Vr = 14210 V/Vr = 0.21 Bending(+) M = 13302 Mr = 40743 M/Mr = 0.33 Live Defl'n 0.09 = <L/999 0.50= L/360 0.19 Total Defl'n 0.22 = L/802 1.00 = L/180 0.22 FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2900 1.00 1.00 1.00 1.000 0.98 1.000 1.00 1.00 2 Fv' = 290 1.00 1.00 1.00 (CH = 1.000) 2 Fcp'= 750 1.00 1.00 E' = 2.0 million 1.00 1.00 2 ------------ ADDITIONAL DATA ----- ---------------------------------------- Bending(+): LC# 2 = D+L, M = 13302 lbs -ft Shear : LC# 2 = D+L, V = 3547, V@d = 2995 lbs Deflection: LC# 2 = D+L EI=2401.00e06 lb-in2 Total Deflection = 1.00(Defln dead) + Defln_Live. (D=dead L=live S=snow w=wind I=impact C=construction)' (All LC's are listed in the Analysis output) DESIGN NOTES: ---------- ------ -------------------------- 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. PAGE &O 1 SUMNILT S RUCTURAL ENGINEERINGr Pty ne (208j G34�8148 �Faz ,(208j G30 507,.9 �°" ' `` x 106'E Park Street Ste.°20G McCallJD; t �, `'� t°L TA n / o p6w- t mak S4,,- ; vm 38 0- L I ---, �- 32- r v7 rg ' t F t 7^ q d�z;'1k tvaFy izF s,x _ SUMMIT;STRUCTURAL ENGINEERING ���.��- �;��Y��� �� � Jos No 1-`.•• _•G SzNL Y?F - �{. +1ie S.•' YV -"Y i9 � j 3AL "1• � .iw {Y 106 EAST PARK STREET'r " '3" , t x< }i*• � � + �:y � ' SHEET No" (D Y • � ,�: 1 f5 4 14 i '� f : �' y � a•1 f` J' #�.T ,A�. - 7.�4 M, T .�'3x. .� .r} � y ��4 d'� .ti.`�: Y��� 1 .t � t „n .� rs { .�• rr�ztA�attFy�(<77CALCULATEDBYi' r. j`" -•tV L 4 L Ysv� f'r V ?- i?4"1� y- 7 Y 37Y f2{: .F.., n McCall, IC=;83638,• }, r�^ z ✓CHECKED BY T13 ?(208)Y634=8148 cix?(208)�634=4157/: }SCALE t ' Line 1 Title Line 2 Scope : Line 3 Number: Line 4 Misc Line 5 Dsngr : Date:********** STEEL BEAM DESIGN & ANALYSIS Page ' DESCRIPTION >>BEAM ---------- BEAM DATA -------------- ---------- MEMBER DATA AISC SECTION [F8][S]>>W24x162 Fy = 36 ksi ' CENTER SPAN LENGTH 19.5 ft LOAD DURATION FACTOR = 1.00 LEFT to 11ft MINOR AXIS ? N y/n RIGHT = ft Graphics: (1,2,3,4) 3 ' UNBRACED LENGTH = ft --------- END CONDITIONS --------- INCLUDE BEAM WT ? Y y/n FIXITY CODE ----->> 1 << INCLUDE LL w/ ST ? N y/n 1:P/P,2:F/F,3:F/P,4:P/F,5:F/Free --------------------------- APPLIED LOADS ------------------------------' ' --->> All distances refer to left support, use '-' for left cantilever POINT ..... #1':. ..#2.. ..#3.. ..#4.. ..#5.. ..#6.. ..#7.....#8.. Dead = 36.2 32.8 k ' Live = 26.4 24.2 k Short= k Dist.= 5 5 ft ' DISTRIBUTED..... Dead = 0.162 0.15 0.06 klf Live = 0.1 klf ' Short= _ klf X Lft= ft X Rt MOMENTS..... ' Dead = k -ft Live = k -ft Short= k -ft ' Dist .= ft TRAPEZOIDAL... Dead Live Short Location Load @ Left = klf X Left = ft I. @ Right= klf X Right = ft Load @ Left = klf X Left ft it @ Right= klf X Right tt ------------------------------- SUMMARY ------------------------------ ' USE : W24X162, Max Stress Ratio = 0.57, Max Defl Ratio = 1415.05 Max Values: ..Actual..Allow.. fb / Fb % max = 0.57 OK ' Moment 466.9 818.9 k -ft fv / Fv % max 0.37 OK ..Stress = 13.55 23.76 ksi Max. DL Defl Ratio 2364 Shear 95.1 253.8 k Max. TL Defl Ratio 1415 .....Stress = 5.40 14.40 ksi ' Deflection -0.165 in - SUMMITISTRUCTURAL-ENGINEERING JOB; No. -'j 1106 EAST PARK STREET "� `... k ti i t SHEET NO: % t•.. 'SU'teJ 206 N $ t. 3 . r z ' CALCULATED BY — MCCaII,iD.?83638b G�4p r''?s zy ra J ' , :j *CHECKED BYnil W�h, 634L8148- fax'(208) 634-4152- SCALE ' ' Line 1 Title Line 2 Scope Line 3 Number: Line 4 Misc Line 5 Dsngr Date:********** ----------------7------------------------------------------------------- STEEL BEAM DESIGN & ANALYSIS ------------------------------------------------------------------------ Dead Load + Skip Loadings TABULAR SUMMARY OF Placed DL LL LL+ST LL LL+ST LOAD COMBINATIONS... for Max Only @Cntr @Cntr @Cants @Cants Moments..M+ @ Center = 466.9 275.5 466.9 k -ft M- @ Center = -0.0 -0.0 k -ft @ Left = @ Right = Shears ... @ Left = @ Right = Def 1 .... @ Center = @ Left = @ Right = @ ft = Reaction.@ Left = @ Right = ------------------------ DEPTH = WEB THICKNESS = FLANGE WIDTH = FLANGE THICKNESS = SECTION AREA = SECTION WEIGHT = 95.1 56.5 95.1 36.8 22.9 36.8 -0.17 -0.10 -0.17 95.1 56.5 95.1 36.8 22.9 36.8 STEEL SECTION DATA 25.00 in Ixx 0.705 in Iyy 12.955 'in Sxx 1.220 in Syy 47.70 in^2 rxx 161.96 #/ft ryy rT, y k -ft k -ft kips kips -0.10 in in in in 56.5 kips 22.9 kips ---------------------------- 5170 in^4 = 443 in^4 = 413.6 in^3 = 68.39 in^3 =10.411 in 3.047 in 3.450 --------------- NOTES FROM ALLOWABLE STRESS DETERMINATION-------------- F'b : Allowable = 23.76 ksi .,._^ SUMMIT S-T"--R-'U'-C' T"61R"AU ENGINEER ING��s 366,No.``� ;106 EAST PARK STREET SUItE 206 $ r zn r� .st z r es �t 't XtF t ^_ ,� b �s -> 4 t, sns n CALCULATED BY 3 `McCall, ID 83638.°';'e === '(23'48148. fax:(208) 6344157"'` SCALE 08)'6 = WoodWorks® Sizer for ANTHONY POWER PRODUCTS Floor Bearnmbc WoodWorks® Sizer 97e Jan. 5, 2006 15:51:16 COMPANYI PROJECT ' Summit Structural Engineering I 106 E. Park Street, Suite 206 I McCall, Idaho 83638 I 1 t DESIGN CHECK - NDS -1997 Beam DESIGN DATA: material: Glulam Unbala'd lateral support: Top= Full Bottom= @Supports total length: 15.00 [ft] Load Combinations: ASCE 7-95 LOADS Iforce=lbs, pressure=psf,=udl=plf location=ft) »Self -weight automatically included« Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load ---------------- 1 Dead Full Area 24 (4.00)* No 2 Live Full Area 16 (4.00)* No 3 Dead Full Area 15 (6.00)* No *Tributary Width (ft) MAXIMUM REACTIONS and BEARING -LENGTHS -=-(foice-lb=,=length-in)-- 1 15.00 ft I" " (-'------------------ Dead 1 1528 1528 Live 1 480 480 Total 1 2008 2008 B.Length 1 1.0 1.0 ########################################################################### DESIGNSECTION: VG West.DF,. 24F -V4, 5.125x12 @14.608 plf This section PASSES the design code check. ########################################################################### SECTION vs. DESIGN CODE (stress -psi, deflection=in) - -- Criterion= =I Analysis Value I Design Value I=Analysis/Design I ----------- I----------------I----------------I------------------I Shear fv @d = 42 Fv' = 190 fv/Fv' - 0.22 Bending(+) fb = 726 Fb' - 2400 fb/Fb' - 0.30 Live Defl'n 0.05 = <L/999 0:50 = L/360 0.11 Total Defl'n 0.23 = L/793 1.00 = L/180 0.23 FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' - 190 1.00 1.00 1.00 2 Fcp'- 650 1.00 1.00 - E' a 1.8 million 1.00 1.00 2 ADDITIONAL DATA - -- - Bending(+): LC# 2 = D+L, M = 7442 lbs -ft Shear : LC# 2 = D+L, V = 1985, V@d - 1720 lbs Deflection: LC# 2 = D+L EI=1328.38e06 lb-in2 Total Deflection = 1.00(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) ==-(All =LC===are -listed =i==the Analysis =output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 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. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). PAGE ' SUMMIT STRUCTURAL`ENGINEERING Phone (208) 634 81`48 Eaz (208) G30 5079 : ` . ��106 E1Park Stre6L St20G McCa11'ID; Line 1 Title : Line 2 Scope : Line 3 Number: Line 4 Misc . Line 5 Dsngr : Date:********** ------------------------------------------------------------------------ STEEL BEAM DESIGN & ANALYSIS Page -------------------- ----------------------------------------------- DESCRIPTION >>BEAM 41 ---------- BEAM DATA -------------- ---------- MEMBER DATA----------- AISC SECTION [F8][S]>>W24x104 Fy = 36 ksi CENTER SPAN LENGTH = 19.5 ft LOAD DURATION FACTOR = 1.00 LEFT = ft MINOR AXIS ? N y/n RIGHT = ft Graphics: (1,2,3,4) 3 UNBRACED LENGTH = ft --------- END CONDITIONS --------- INCLUDE BEAM WT ?. Y y/n FIXITY CODE ----->> 1 << INCLUDE LL w/ ST ? N y/n 1:P/P,2:F/F,3:F/P,4:P/F,5:F/Free --------------------------- APPLIED LOADS ------------------------------ --- >> All distances refer to left support, use '-' for left cantilever POINT ..... #1.. ..#2.. ..#3.. ..#4.. ..#5.. ..#6.. ..#7.. ..#8.. Dead = 31.6• 2.786 k Live = 23 3.436 k Short= k Dist.= 5 5 ft DISTRIBUTED..... Dead = 0.162 0.15 0.06 klf Live = 0.1 klf Short= klf X Lft= ft X Rt = . MOMENTS..... Dead = k -ft Live = k -ft Short= k -ft Dist.= ft TRAPEZOIDAL.... Dead Live Short Location Load @ Left = klf X Left = ft @ Right= klf X Right = ft Load @ Left = klf X Left = ft @ Right= klf X Right = It ------------------------------- SUMMARY ------------------------------ USE W24X104, Max Stress Ratio = 0.48, Max Defl Ratio = 1567.27 Max Values: :.Actual..Allow.. fb / Fb % max = 0.48 OK Moment = 246.6 510.2 k -ft fv / Fv % max = 0.29 OK ...:.Stress = 11.48 23.76 ksi Max.. DL Defl Ratio = 2606 Shear = 50.8 173.2 k Max. TL Defl Ratio = 1567 .....Stress = 4.23 14.40 ksi Deflection = -0.149 in SUMMITrSTRUCTURALENGINEERING i.��M1��'.����+�� .1�ax-.r{ � z�SHEETNO06EASTPARK TREET� : ti (O •t., a � �•. K,43 r M yg .# Ur r 2' � ! ( � ♦ -t fty+ r fi^ i A , f � i. - -.,py t.., F � -ar T.+ ,Y % :� r' T•' '"`t .ftp.-,� _,� f j. CALCULATED BY • ', '.McCall; fD83638��;"�'�° ,�' '",''�';.��''-`� ; `'���s-` `K •:CHECKED�BY _' �� '. __- `(208);634=8148'`{faz'(208)'634=41'57 c SCALE Line 1 Title : Line 2 Scope : Line 3 Number: Line 4 Misc Line 5 ------------------------------------------------------------------------ Dsngr Date:********** STEEL BEAM DESIGN & ANALYSIS ------------------------------------------------------------------------ Dead Load + Skip Loadings TABULAR SUMMARY OF Placed DL LL LL+ST LL LL+ST LOAD COMBINATIONS... for Max Only @Cntr @Cntr @Cants @Cants Moments..M+ @ Center =. ------ 246.6 ------ 144.9 ----- 246.6 I------- I------ I------ k -ft M- @ Center = -0.0 -0.0 k -ft @ Left = k -ft @ Right = k -ft Shears ... @ Left = 50.8 30.2 50.8 kips @ Right = 21.2 13.5 21.2 kips Defl..... @ Center = -0.15 -0.09 -0.15 -0.09 in @ Left = in @ Right = in @ ft = in Reaction.@ Left = 50.8 30.2 50.8 30.2 kips @ Right = 21.2 13.5 21.2 13.5 kips ------------------------ STEEL SECTION DATA ---------------------------- DEPTH = 24.06 in Ixx = 3100 in^4 .WEB THICKNESS = 0.500 in Iyy = 259 in^4 FLANGE WIDTH = 12.750 in Sxx =257.68 in"3 FLANGE THICKNESS = 0.750 in Syy = 40.63 in^3 SECTION AREA = 30.60 in -2 rxx =10.065 in SECTION WEIGHT = 103.90 #/ft ryy = 2.909 in rT, y = 3.350 --------------- NOTES FROM ALLOWABLE STRESS DETERMINATION-------------- F'b : Allowable = 23.76 ksi SUMMIT'STRUCTURAL'ENGINEERING" rF `" `'No ki �� r r is c 4 }�� l06 EAST PARK STREET,, r ;, x SHEET NO. Cv7= h+� g3„'� =- � }(208).5634-81'48 ��fax (208) 634-4157•'` • " • �` � ;ScA�e'= "" i i L� u 1 WoodWorks® Sizer for ANTHONY POWER PRODUCTS Floor Beam.wbc WoodWorks® Sizer 97e Jan. 5, 2006 17:02:57 COMPANY I PROJECT Summit Structural Engineering I 106 E. Park Street, Suite 206 I McCall, Idaho 83638 I DESIGN CHECK - NDS -1997 Beam DESIGN DATA: ---- --------- -------- material: PSL total length: 6.00 [ft)• Load Combinations: ASCE 7-95 ---� --------------------- LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< Load I Type I Distribution I Magnitude I Location I Pattern I I ----_I Start End I Start End I Load -----I--------I--------- I-----------------I-----------------I-------- I Dead Full Area 15 (10.00)* No' 2 Dead Full Area 30 (2.00)* No 3 Live Full Area 50 (2.00)* No 4 Dead Full Area 40 (3.00)* No 5 Live Full Area 100 (3.00)* No *Tributary Width (ft) ---x----------------- MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) ------------ I 6.00 ft I " ----------i------------------- Dead I 1056 1056 Live 1 1200 1200 Total I 2256 2256 B.Length 1 1.0 1.0 ########################################################################### DESIGN SECTION: Eastern, Fb2900-E2.0, 3.5x16 @17.500 plf This section PASSES the design code check. ########################################################################### ---� - ------------------------ SECTION vs. DESIGN CODE (force=lbs, moment=lbs-ft, deflection=in) Criterion I Analysis Value I Design Value I Analysis/Design I ----------- ------- -------------- Shear V @d.= 1246 Vr = 10827 V/Vr = 0.12 Bending(+) M = 3364 Mr = •34955 M/Mr = 0.10 Live Defl'n 0.00 = <L/999 0.20 = L/360 0.02 Total Defl'n 0.01 = <L/999 0.40 = L/180 0.02' FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# - - ------------------------- Fb'+= 2900 1.00 1.00 1.00 1.000 0.97 1.000 1.00 1.00 2 Fv' = 290 1.00 1.00 1.00 (CH = 1.000) 2 Fcp'= 750 1.00 1.00 - _E' = 2.0 million 1.00 1.00 2 ------------- ADDITIONAL DATA --- ----- ---------------------------------------- Bending(+): LC# 2 = D+L, M = 3364 lbs -ft Shear : LC# 2 = D+L, V = 2242, V@d = 1246 lbs Deflection: LC# 2 = D+L EI=2389.33e06 lb-in2 Total Deflection = 1.00(Defln_dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. PAGE 62 ' SUMMIT S iRUCTURA:CxENGINEERING;*�,�kPhone (208);634 81�i8;Fax (208)sG30 5079`'x1`06 E„Park Street; Ste: 206 McCall;'ID 11 t 0 3 " " WoodWorks® Sizer for ANTHONY POWER PRODUCTS Floor Beam.wbc Wood Works® Sizer 97e Jan. 5, 2006 17:18:14 COMPANY I PROJECT Summit Structural Enyineering I 106 E. Park Street, Suite 206 I McCall, Idaho 83638 I DESIGN CHECK - NDS -1997 Beam DESIGN DATA: material: PSL total length: 25.00. (ft) Load Combinations: ASCE 7-95 LOADS (force=lbs pressure=psf,sudl=plf, location=ft) > Self -weight automatically included<< > Load =I Type= I Distribution I' Magnitudes I= Location= I Pattern I I I Start End I Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Full Area 15 114.00)' No 2 Dead Partial Area 40 (3.00)' 5.00 25.00 No 3 Live Partial Area 100 (3.00)* 5.00 25.00 No 4 Dead Full Area 30 (2.00)* No 5 Live Full Area 50 (2.00)* No 6 Dead Point 2372 5.00 No 7 Live Point 2689 5.00 No *Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) 1 19.00 6.00 ft ----------I-----------------------3587----- Uplift I Dead 1 4352 10143 Live 1 3556 9354 Total 1 7908 19497 B.Length 1 1.5 3.7 ########################################################################### DESIGN SECTION: Eastern, Fb2900-E2.0, 7x14 @30.625 plf This section PASSES the design code check. ########################################################################### SECTION vs. DESIGN CODE (force=lbs, moment=lbs-ft, deflection=in) Criterion I Analysis Value I Design Value I Analysis/Design -- I -------I----------------I----------------I------------------I Shear V @d = 9515 Vr - 18947 V/Vr - 0.50 Bending(+) M - 34367 Mr = 54324 M/Mr - 0.63 Bending(-) M - 36054 Mr = 54324 M/Mr = 0.66 Live Defl'n 0.26 = L/883 0.63 - L/360 0.41 Total Defl'n 0.53 - L/429 1.27 - L/180 ===0=42==>== FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2900 1.00 1.00 1.00 1.000 0.98 1.000 1.00 1.00 2 Fb'-= 2900 1.00 1.00 1.00 1.000 0.98 1.000 1.00 1.00 2 Fv' 290 1.00 1.00 1.00 (CH 1.000) 2 Fcp'= 750 1.00 1.00 - E' = 2.0 million 1.00 1.00 2 ADDITIONAL DATA Bending(+): LC# 2 D+L, M = 34367 lbs -ft Bending(-): LC# 2 = D+L, M = 36054 lbs -ft Shear : LC# 2 - D+L, V =10401, V@d - 9515 lbs Deflection:LC# 2 = D+L EI=3201.33eO6 lb -int Total Deflection - 1.00(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1 =Please verify=that the=default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. PAG L� 9 -=_- 1 SUMMIT STRCJ("TURA!L` ENC�INfiERING�=Phbne (2�8) G34 8148"Fax (208)»63050795 IU6 E Pack StieerSfe�20Cr McCall IDa WoodWorks® Sizer for ANTHONY POWER PRODUCTS Floor Beam.wbc Wood Works® Sizer 97e Jan. 5, 2006 17:08:30 COMPANY I PROJECT I Summit Structural Engineering I 106 E. Park Street, Suite 206 1 McCall, Idaho 83638 I DESIGN CHECK - NDS -1997, ' Beam__DESIGN=DATA=====___________'___________________'_____________________ material:Glulam Unbala'd lateral support: Top= Full Bottom- @Supports total length: 10.00 (ft] Load Combinations: ASCE 7-95 ===e=====_______________________=______________________=____=_________==___ • LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< Load=l=Type== I Distribution Magnitude == Magnitude = I== Location = I Pattern I I I Start End I. Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Full Area 15 (10.00)* No 2 Dead Partial Area 30 (7.00)* 0.00 5.50 No 3 Live Partial Area 50 (7.00)* 0.00 5.50 No 4 Dead Full Area 40 (3.00)• No 5 Live Full Area 100 (3.00)' No 6 Dead Point 1056 5.50 No 7 Live Point 1200 5.50 No *Tributary Width (ft) 'MAXIMUM=REACTIONS=and=BEARING LENGTHS (force=lbs, length=in)=10=00=-ft_________________________________________________ I 1 ----------I------------------- Dead I 2786 2372 Live I 3436 2689 Total I 6221 5061 B.Length 1 1.4 1.2 ########################################################################### ' DESIGN SECTION: VG West.DF, 24F -V4, 6.75x12 @19.239 plf This section PASSES the design code check. SECTION vse DESIGN CODE =(stress=psi deflection=in) ==Criterion _=nI Analysis Value 1 Design Value =1 Analysis/Design I -I ---------------- I ---------------- I ------------------ I Shear fv @d - 93 Fv' = 190 fv/Fv' = 0.49 Bending(+) fb = 1237 Fb' = 2400 fb/Fb' - 0.52 Live Defl'n 0.09 = <L/999 0.33 - L/360 0.27 Total Defl'n 0.16 = L/734 0.67 = L/180 =0.24===== FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# __________________________________=====a==_=_=_==me_________________-_____ Fb'+= 2400 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 ' Fv' - 190 1.00 1.00 •1.00 2 Fcp'= 650 1.00 1.00 E' = 1.8 million 1.00 1.00 2 ADDITIONAL DATA Bending(+): LC# 2 = D+L, M = 16695 lbs -ft Shear : LC# 2 = D+L, V 6194, V@d 5045 lbs Deflection: LC# 2 - D+L EI-1749.57eO6 lb -int Total Deflection = 1.00(Defln dead) + Defln Live. ID=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) -------------------------------- DESIGN NOTES: =1 =Please =verify that the default deflection limits =are o appropriate ' for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5,.3.2). 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. GLULAM: bearing length based on smaller -of Fcp(tension), Fcp(comp'n). PAGE 7C' VII -Z 101 -��56. - J- -71 16. 5 �3 P (20 xl0.S I -'Z-ICS LC, 6 X60) r2o C�Yt 6C� = �06 rSUMMIT,STRUCTUR X1.06 EAST PARK STRE $ McCali, ID;83638;�W (204634-8148 ;-Jak 'iSCALE' a Line 1 Title : Line 2 Scope : Line 3 Number: Line 4 Misc . Line 5 Dsngr . Date:********** ----------------------------------------------------------------------- STEEL BEAM DESIGN & ANALYSIS Page -------------------- --------------------------------------------- DESCRIPTION >>BEAM 45 ---------- BEAM DATA -------------- ---------- MEMBER DATA ----------- ' AISC SECTION (F8](S]>>W24x162 Fy = 36 CENTER SPAN LENGTH = 40 ft LOAD DURATION FACTOR = 1.00 ksi LEFT 1. 11= ft MINOR AXIS ? N y/n RIGHT = ft Graphics: (1,2,3,4) 3 ' UNBRACED LENGTH = ft --------- END CONDITIONS --------- INCLUDE BEAM WT ? Y y/n FIXITY CODE ----->> 1 << INCLUDE LL w/ ST ? N y/n 1:P/P,2:F/F,3:F/P,4:P/F,5:F/Free --------------------------- APPLIED LOADS ------------------------------ ' ->> All distances refer to left support, use '-' for left cantilever POINT ..... #1.. ..#2.. ..#3.. ..#4.. ..#5.. ..#6.. ..#7.. ..#8.. Dead = 1.619 Live = 0.76 k k Short- k Dist.= 9 ft DISTRIBUTED..... Dead = 0.162 0.21 0.315 0.284 0.12 klf Live = 0.525 0.21 0.3 klf ' Short= X Lft= 9 9 klf ft X Rt = 40 40 9 MOMENTS..... 1 Dead = k -ft Live = k -ft Short= k -ft Dist.= TRAPEZOIDAL.... Dead Live Short Location ft Load @ Left = klf X Left = ft " @ Right= klf X Right = Load @ Left = klf X Left ft ft of@ Right= klf X Right - ft ------------------------------- SUMMARY ------------------------------ IUSE : W24X162, Max Stress Ratio = 0.45, Max Defl Ratio = 686.307 Max Values: ..Actual..Allow.. fb / Fb % max = 0.45 OK Moment 365.8 818.9 k -ft fv / Fv % max 0.15 ..Stress = 10.61 23.76 ksi Max. DL Defl Ratio 1118 OK Shear 37.0 253.8 k Max. TL Defl Ratio = 686 .....Stress = 2.10 14.40 ksi ' Deflection = -0.699 in SUMMIT STRUCTURAL ENGINEERING JOB No. _ - 106 EAST PARK STREET SHEET No. �:2 Suite 206 CALCULATED BY McCall, ID 83638 CHECKED BY oil (208) 634-8148 fax (208) 634-4157 SCALE a i l Line 1 Title : Line 2 Scope Line 3 Number: Line 4 A Misc Line 5 Dsngr Date:********** ------------------------------------------------------------------------ STEEL BEAM DESIGN & ANALYSIS ------------------------------------------------------------------------ Dead Load + Skip Loadings TABULAR SUMMARY OF Placed DL LL. LL+ST LL LL+ST LOAD COMBINATIONS... for Max Only @Cntr @Cntr @Cants @Cants ------ ----------- I ------- I ------ I ------ Moments..M+ @ Center = 365.8 224.2 365.8 k -ft M- @ Center = -0.0 -0.0 k -ft @ Left = k -ft @ Right = kips Shears ... @ Left = 31.9 20.1 31.9 @ Right = 37.0 22.5 37.0 Defl..... @ Center =" -0.70• -0.43 -0.70 @ Left = = 443 in^4 @ Right = = 68.39 in^3 @ ft = = 3.047 in Reaction.@ Left = 31.9 20.1 31.9 @ Right = 37.0. 22.5 37.0 ---------- -_------------- STEEL SECTION DATA DEPTH = 25.00 in Ixx WEB THICKNESS = 0.705 in Iyy FLANGE WIDTH = 12.955 in Sxx FLANGE THICKNESS = 1.220 in Syy SECTION AREA = 47.70 in^2 rxx SECTION WEIGHT = 161.96 #/ft ryy rT, y --------------- NOTES FROM ALLOWABLE STRESS DETERMINATION-------------- F'b : Allowable SUMMIT STRUCTUR_W 406fAsr PARK'STREET Suite' 206 ;a"� 'McCall, ID'83638, =- (208) 634-8148 r* fax (201 VGINEERING';, 'ij��`{�/uF�{� Joso < a SHEET NO 3 V 9r, y iv�i r t Vis. ,stw• u.n;=,;�.. t s }w r_ r - wizSir CALCULATED BY { } CHECKED BY - 634 Y 634-4T57 `.'.' t SCALE k -ft k -ft kips kips -0.43 in in in in 20.1 kips 22.5 kips ---------------------------- = 5170 in^4 = 443 in^4 = 413.6 in^3 = 68.39 in^3 =10.411 in = 3.047 in = 3.450 --------------- NOTES FROM ALLOWABLE STRESS DETERMINATION-------------- F'b : Allowable SUMMIT STRUCTUR_W 406fAsr PARK'STREET Suite' 206 ;a"� 'McCall, ID'83638, =- (208) 634-8148 r* fax (201 VGINEERING';, 'ij��`{�/uF�{� Joso < a SHEET NO 3 V 9r, y iv�i r t Vis. ,stw• u.n;=,;�.. t s }w r_ r - wizSir CALCULATED BY { } CHECKED BY - 634 Y 634-4T57 `.'.' t SCALE 0 40 �) C1 OL 7 •o CC _ _ .SUMMIT STRUCTURAL. ENGINEERING 106 EAST PARK STREET r- - r.-.� Suite 206 k McCall, ID 83638 a (208) 634-8148 fax (208) 634-4157 JOB No. SHEET No. CALCULATED BY CHECKED BY SCALE Line 1 Title : Line 2 Scope : Line 3 Number: Line 4 Misc Line 5 Dsngr : Date:********** ------------------------------------------------------------------------ STEEL BEAM DESIGN & ANALYSIS Page --------------------- --------------------------------------------- DESCRIPTION >>BEAM 46 ---------- BEAM DATA -------------- -------- MEMBER DATA AISC SECTION [F8][S]>>W24x104 Fy = 36 ksi CENTER SPAN LENGTH = 40 ft LOAD DURATION FACTOR = 1.00 LEFT = ft MINOR AXIS ? N y/n RIGHT = ft Graphics: (1,2,3,4) 3 UNBRACED LENGTH = ft --------- END CONDITIONS --------- INCLUDE BEAM WT ? Y y/n FIXITY.CODE ----->> 1 << INCLUDE LL w/ ST ? N y/n 1:P/P,2:F/F,3:F/P,4:P/F,5:F/Free --------------------------- APPLIED LOADS ------------------------------ --- >> All distances refer to left support, use '-' for left cantilever POINT ..... #1.. ..#2.. ..#3.. ..#4.. ..#5.. ..#6.. ..#7.. ..#8.. Dead = 1.619 1.619 1.619 1.619 k Live = 0.76 0.76 0.76 0.76 k Short= k Dist.= 8 9.5 28.5 30.5 ft DISTRIBUTED..... Dead = 0.104 0.15 0.12 klf Live = 0.3 klf Short= klf X Lft= ft X Rt = MOMENTS..... Dead = k -ft Live = k -ft Short= k -ft Dist.= ft TRAPEZOIDAL.... Dead Live Short Location Load @ Left = klf X Left = ft 66 @ Right= klf X Right = ft Load @ Left = klf X Left = ft 41 @ Right= klf X Right = ft --------=---------------------- SUMMARY ------------------------------I USE W24X104, Max Stress Ratio = 0.39, Max Defl Ratio = 727.095 Max Values: ..Actual..Allow..' fb / Fb % max = 0.39 OK .Moment = 201.4 510.2 k -ft fv / Fv % max = 0.12 OK .....Stress = 9.38 23.76 ksi Max. DL Defl Ratio = 1153 Shear = 20.5 173.2 k Max. TL Defl Ratio = 727 .....Stress = 1.71 14.40 ksi Deflection = -0.660 in SUMMIT STRUCTURAL ENGINEERING; �`' ' . Jos No: I06,EASTPARK STR`SHEET. No..•`7 . � $Ulte 206 ` �) - r k i u CALCULATED. BY McCall,. ID'83638.' " :�_ t j CHECKED BY a -_-- - (208).634-8148 fax (208) 634-4157 SCALE J 1 Line 1 20.5 Title : 12.7 Line 2 SECTION Scope : 24.06 Line 3 g Number: Iyy Line 4 Sxx Misc in Line 5 in -2 Dsngr : Date:********** ------------------------------------------------------------------------ ryy STEEL BEAM DESIGN & ANALYSIS rT, y ------------------------------------------------------------------------ Dead Load + Skip Loadings TABULAR SUMMARY OF Placed DL LL LL+ST LL LL+ST LOAD COMBINATIONS... for Max Only @Cntr @Cntr @Cants @Cants - Moments..M+ @ Center = ------ ------ ----- ------- 201.4 126.8 201.4 I ------ ------ k -ft M- @ Center = -0.0 -0.0 k -ft @ Left = @ Right = Shears ... @ Left = @ Right = Defl..... @ Center = @ Left = @ Right = @ ft = Reaction.@ Left = @ Right = ------------------------ DEPTH = WEB THICKNESS = FLANGE WIDTH = FLANGE THICKNESS = SECTION AREA = SECTION WEIGHT = 20.5 12.9 20.5 20.1 12.7 20.1 -0.66 -0.42 -0.66 20.5 12.9 20.5 20.1 12.7 20.1 STEEL SECTION DATA 24.06 in Ixx 0.500 in Iyy 12.750 in Sxx 0.750 in Syy 30.60 in -2 rxx 103.90 #/ft ryy rT, y k -ft k -ft kips kips -0.42 in in in in 12.9 kips 12.7 kips ---------------------------- 3100 in^4 259 in^4 =257.68 in^3 = 40.63 in^3 =10.065 in = 2.909 ,in = 3.350 --------------- NOTES FROM ALLOWABLE STRESS DETERMINATION-------------- F'b : Allowable = 23.76 ksi SUMMIT: STRUCTURAL ENGINEERING JOB No. 1:06 EAST.P.ARK STREET " � z''" „3' SHEET NO. `7 (f - "t - Suite.206�'=:0 z`ys �, s w « ' b CALCULATED BY MCCaII.ID 83638`__ " ' '` ,.CHECKED BY _= (208).634-8148 fax (208) 634-4157 SCALE ,t:.�. ✓tet , (,.�C c . V1 S Y40 �zd IIA C-5 Y/ go ) , - 766 L,6- 36 h 3 `7 7Z `-Z -7 Q (- Zo )o 1,(. e)4,S SUMIUIITSTRUCTURAL ENGINEERING`,,'` t ''k _ r -�-_," -.� •.. ,�, ,� � •,: r � ;; "�;NO a �i f,; rr•, `��� s %f t t3 i �, 106 EAST PARK STREET �` r°' SHEETsNO `7� -___ '� ,Rr ♦ ,:,�� v,s c ,i� y �'# ;n 'tart, .rr x � .s rw� ,.,a e ' �' CALCULAT,. ED BY" � L i Y +� t- MCCaII,"ID83638CHECKED BY CALE iz '(208)'634=8148•' fax'(208)'634=4157 1 i Line 1 Title Line 2 Scope Line 3 Number:* Line 4 Misc . Line 5 Dsngr . Date:********** ------------------------------------------------------------------------ STEEL BEAM DESIGN & ANALYSIS Page --------------- >> DESCRIPTION >>----- ----------------------------------------------- BEAM 47 ---------- BEAM DATA -------------- ---------- MEMBER DATA AISC SECTION [F8][S]>>W24x162 Fy = 36 ksi CENTER SPAN LENGTH = 46 ft LOAD DURATION FACTOR = 1.00 LEFT = ft MINOR AXIS ? N y/n RIGHT = ft Graphics: (1,2,3,4) 3 UNBRACED LENGTH = ft --------- END CONDITIONS --------- INCLUDE BEAM WT ? Y y/n FIXITY CODE ----->> 1 << INCLUDE LL w/ ST ? N y/n 1:P/P,2:F./F,3:F/P,4:P/F,5:F/Free --------------------------- APPLIED LOADS ------------------------------ --- >> All distances refer to left support, use '-' for left cantilever POINT ..... #1.. ..#2.. ..#3.. ..#4.. .#5.. ..#6.. ..#7.. ..#8.. Dead = 1.619 1.619 1.619 2.427 .5.013 2.28 k Live = 0.76 0.76 0.76 2.01 6.27 2.012 k Short= k Dist.= 13.5 34 36 14.5 9 9 ft DISTRIBUTED..... Dead= 0.104 0.15 0.12 klf Live = 0.3 klf Short= klf X Lft= ft X Rt = MOMENTS..... Dead = k -ft Live = k -ft Short= k -ft Dist.= ft TRAPEZOIDAL.... Dead Live Short Location .Load @ Left = klf X Left ft @ Right= klf X Right = ft Load @ Left = klf X Left = ft " @ Right= klf X Right = ft ------------------------------- SUMMARY ------------------------------ USE W24X162, Max Stress Ratio = 0.46, Max,Defl Ratio = 570.549 Max Values: ..Actual..Allow.. fb / Fb % max = 0.46 OK Moment = 375.2 818.9 k -ft fv / Fv % max = 0.15 OK .. ..Stress = 10.89 23.76 ksi Max. DL Defl Ratio = 949 Shear = 37.6 253.8 k Max. TL Defl Ratio = 571 .....Stress = 2.13 14.40 ksi Deflection = -0.967 in SUMMIT'STRUCTURAL-. ENGINEERING �106�EAST PARK STREETr _.r lh k t SFiEETNO";� 1, ' - �.... SUIt@206 ` �r .' u r •' %ALCULATED BY' " McCall;' ID'83638 kyr3rti}rhx'' CHECKED BY (208) 634-8148 fax (208) 634-41'57 SCALE w LJ Line 1 Title : Line 2 Line 3 Scope Number: : Line 4 Misc Line 5 -------------------------------------------------- Dsngr STEEL BEAM DESIGN & --------Date:********** ------------- ANALYSIS ---------------------- -_----7-------------------------------------------- Dead Load + Skip Loadings ' TABULAR SUMMARY OF Placed DL LL LL+ST LL LL+ST LOAD COMBINATIONS... for Max Only @Cntr @Cntr @Cants @Cants ' Moments..M+ ------ ------ @ Center = 375.2 224.3 ----- I ------- ------ ------ 375.2 k -ft M- @ Center = -0.0 -0.0 k -ft @ Left = k -ft ' @ Right k -ft Shears ... @ Left 37.6 21.8 37.6 kips @ Right = 28.0 17.5 28.0 kips Defl..... @ Center -0.97 -0.58 -0.97• -0.58 in ' @ Left _ in @•Right = in ' @ Reaction.@ ft Left 37.6 21.8 37.6 21.8 in kips - @ Right 28.0 17.5 28.0 17.5 kips ------------------------ STEEL SECTION DATA ---------------------------- ' DEPTH = 25.00 in Ixx = 5170 in"4 WEB THICKNESS = 0.705 in Iyy = 443 in"4 FLANGE WIDTH' = 12.955 in Sxx = 413.6 in"3 ' FLANGE THICKNESS _ 1.220 in SECTION AREA 47.70 in^2 Syy = 68.39 rxx =10.411 in^3 in SECTION WEIGHT = 161.96 #/ft ryy = 3.047 in ' --------------- rT, y = 3.450 NOTES FROM ALLOWABLE STRESS DETERMINATION-------------- F'b Allowable = 23.76 ksi r 1 _ - :,�.-�--- -_ ' S U M M ITiSTRUCT U RAL EN GIN EE RING ��� :s `� - JOB, No``' dd''ff rkSHEET NO Suite: 206` s`t ' s ' ,j . �d ` ; i r t i:rr s '�. `CALCULATED BY' - McCall;..,CHECKED By4. , (208):634=8148 'fax (208)' 634=4157 SCALE ` LJ 0 j�i-f 1 C.� l c'7r rJ tV•� — 1 ck � 1 �Z 7 5-4- p � 1 i �iu „�• 8 — Z e, cq i . 1 z 7 PL, Zc�jo LL i SUMMIT STRUCTURAL ENGINEERINGNo " �P K- a .' +�`'SET,SHEET NO — - 106`EAST.PAR$TRE'a46, K fTmL�;t'€CALCULATED McCall,"ID 83638 " ?�z'�} s�„” ` �} ?.1z' + CHECKED'BY — -- " `(208):634-8148fax: 208). 634-4� 57, tip `. . SCALE 0 ~~ Line I Title : Line 3 Scope ; U� Line 3 Number: ' N� �~ Line 4 Miao : Line 5 Doogr : _ Date:********** _________________________________________________ N� 8TEEL BEAM DESIGN & ANALYSIS Page ______ DE8C8IPTZON >>8teel Beam �48y _______________________________________ � . ---------- BEAM DATA -------------- ---------- MEMBER DATA ----------- ' AZSC SECTION [F8][8]>>WI6x100 Fv = '36 koi CENTER SPAN LENGTH = ` 35 ft LOAD DURATION FACTOR = 1.00 I,8FT " ^ = ft MINOR AXIS ? . B/ }//n RIGHT- " " = 10.5 ft. Gza[»bioo: (1,2,3'4) ; 3 DNBR&CED LENGTH = ft --------- END -CONDITIONS --------- U� ZNCLDI]E BEAM WT ? Y l`/o FIXITY CODE ----->> l << INCLUDE LL vv/ ST ? lJ l`/o ' I :P/P, 2 :F/F, 3 :F/P, 4 :P/F, 5 :F/Free --------------------------- APPLIED LOADS ------------------------------ ----------------------------- --- >> --->> All distances refer -to left support, use ^-' for left cantilever ~~ POINT ..... #l,. ..#2.. ,.#3.. ..#4.. ..#5.. ..#d', ,.#7,. ..#8.. Dead = 3'321 3'713 2.437 . b Live = 1.356 4.]55 2.01 0l � k U� Short= ' k Dist.= 34 38 35.5 ft. N� DISTRIBDTED..... = O� lb2 O' I5 ^ 0.054 0.12 klf N� .Dead Live = � 0.04 D4 0 . l klf ' ~,w~ Short= Y� klf ' N� }{ I,ft= ' 18 ft }{ Rt = ' 35.5 MOMENTS ..,,, Dead = k -ft U� Live = k -ft Short= k -ft U� Dist,= TRAPEZOIDAL.... Dead I,i`/e S�bort ft Location Load .@ eft = I.@ � klf }{ Left= ft ^ Right= klf }{ Right = ft Load @ Left . klf }{ Left = ft U� " @ Right= kIf }{ Right = -ft ------------------------------- SUMMARY ------------------------------ DSE : VV16X100/ Max Stress Ratio = O , 45, Max Defl Ratio = 1949.45 -~ Max Values: . .Aotual . .&llow. . flz / Irb : % max = 0.45 OK Moment = I55 . O 347.7 k -ft f\/ / Fn : % max = 0.16 OK N� ' . . , , Stress = 10.59 23.76 ksi Max. DI, Z>afl Ratio = 5349 Shear = 22.7 143.0 k Max. TL Defl Ratio = 1949 ,....8treoa = 3.29 14.40 koi | Deflection = O 59g ^^ ' i� | | CHECKED By- � i i i @ Left = @ Right = Shears ... @ Left = @ Right = Defl..... @ Center = @ Left = @ Right = @ ft = Reaction.@ Left = @ Right = ------------------------ DEPTH = .WEB THICKNESS = FLANGE WIDTH = FLANGE THICKNESS = SECTION AREA = SECTION WEIGHT = -92.2 -92.2 2.8 2.3 2.8 22.7 46 13.5 Line 1 Title : -0.30 -0.28 Line 2 Scope : 23.8 24.9 Line 3 Number:" 16.97 in Ixx Line 4 Misc . in Sxx Line'5 in Dsngr . in -2 Date:********** ------------------------------------------------------------------------ STEEL BEAM DESIGN & ANALYSIS ---------------------------- ------------------------------------------------------------------------ 1490 in^4 Dead Load + Skip Loadings in^4 TABULAR SUMMARY OF Placed DL LL LL+ST LL LL+ST LOAD COMBINATIONS... for Max Only @Cntr @Cntr @Cants @Cants Moments..M+ @ Center = 155.0 5.4 8.0 = 2.515 k -ft M- @ Center = -92.2 -92.2 -155.0 k -ft @ Left = @ Right = Shears ... @ Left = @ Right = Defl..... @ Center = @ Left = @ Right = @ ft = Reaction.@ Left = @ Right = ------------------------ DEPTH = .WEB THICKNESS = FLANGE WIDTH = FLANGE THICKNESS = SECTION AREA = SECTION WEIGHT = -92.2 -92.2 2.8 2.3 2.8 22.7 13.5 13.5 0.15 0.06 0.05 0.60 -0.30 -0.28 2.8 2.3 2.8 36.7 23.8 24.9 STEEL SECTION DATA 16.97 in Ixx 0.585 in Iyy 10.425 in Sxx 0.985 in Syy 29.40 in -2 rxx 99.82 #/ft ryy kips ---------------------------- rT, y --------------- NOTES FROM ALLOWABLE STRESS DETERMINATION-------------- F'b : Allowable STRUCTURAL 106 EAST PARK STREETt McCall, ID:83638'' .'I,;°' (208) i 634=814&'Jdx,(20 .,rVj.+fRS fi;' �h . Y R x.x' NGINEERING < JOB NO' fir+.Y �,. •T 2gy,'-r "i ',.r,�.� SHEET NO. k -ft rfGiaY4 CALCULATED. BY.. -. -155.0 s, „• �b BY k -ft 4 ;.CHECKED 0.3 SCALE . kips 22.7 kips 0.06 0.15 0.06 in in -0.30 -0.60 -0.30 in in 2.3 -0.3 2.3 kips 23.8 35.5 23.8 kips ---------------------------- 1490 in^4 = 186 in^4 =175.60 in -3 - 35.68 in^3 = 7.119 in = 2.515 in - 2.810 --------------- NOTES FROM ALLOWABLE STRESS DETERMINATION-------------- F'b : Allowable STRUCTURAL 106 EAST PARK STREETt McCall, ID:83638'' .'I,;°' (208) i 634=814&'Jdx,(20 .,rVj.+fRS fi;' �h . Y R x.x' NGINEERING < JOB NO' fir+.Y �,. •T 2gy,'-r "i ',.r,�.� SHEET NO. ,,"r'"� -�.�"' rfGiaY4 CALCULATED. BY.. -. fia �z s, „• �b BY 4 ;.CHECKED s634-41 57 SCALE . 1 1 WoodWorks® Sizer Floor Beam.wbc COMPANY Summit Structural Engineering 106 E. Park Street, Suite 206 McCall, Idaho 83638 DESIGN CHECK for ANTHONY POWER PRODUCTS WoodWorks® Sizer 97e 1997 PROJECT Beam DESIGN DATA: ------------- material: PSL total length: 4.50 (ft) Load Combinations: ASCE 7-95 LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< -------x ------------------ Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I--------I--------------I-----------------I-----------------1-------- 1 Dead Full Area 30 (13.00)* No 2 Live Full Area 50 (13.00)* No 3 Dead Full Area 15 (10.00)* No 4 Dead Point 10143 3.50 No 5 Live Point 9354 3.50 No *Tributary Width (ft) ----x -- - ----------------------- MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) I 4.50 ft I ^ ---------- ------------------- Dead 1 3538 9173 Live 1 3541 8738 Total 1 7079 17911 B.Length 1 1.8 4.5 ########################################################################### DESIGN SECTION: Eastern, Fb2900-E2.0, 5.25x14 @22.968 plf This section PASSES the design code check. ########################################################################### -------x - ------------------- SECTION vs. DESIGN CODE (force=lbs, moment=lbs-ft, deflection=in) Criterion I Analysis Value I Design Value I Analysis/Design I -------------- I----------------I----------------I------------------I Shear V @d = 5647 Vr = 14210 V/Vr = 0.40 Bending(+) M = 17290 Mr = 40743 M/Mr = 0.42 Live Defl'n 0.01 = <L/999 0.15 = L/360 0.07 Total Defl'n 0.02 = <L/999 0.30 = L/180 0.07 FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# ------------ ------------------------------------------------ Fb'+= 2900 1.00 1.00 1.00 1.000 0.98 1.000 1.00 1.00 2 Fv' = 290 1.00 1.00 1.00. (CH = 1.000) 2 Fcp'= 750 1.00 1.00 - E' = 2.0 million 1.00 1.00 2 ADDITIONAL DATA -------------- Bending(+):-LC# 2 = D+L, M = 17290 lbs -ft Shear . : LC# 2 = D+L, V = 7062, V@d = 5647 lbs Deflection: LC# 2 = D+L EI=2401.00e06 lb -int Total Deflection = 1.00(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) - --- ----------- DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. Jan. 6, 2006 15:55:22 44 PAGE 0 SUMMIT STRUCTURAL ENGINEERING` , Phone(208) 634-844814 F; 630 5079 � 106E Park:Stre t Ste 420G ,McCa11';.IDa J Line 1 Title Line 2 Scope Line 3 Number: Line 4 Misc Line 5 Dsngr Date:********** --------=--------------------------------------------------------------- STEEL BEAM DESIGN & ANALYSIS Page --------------------------- ---------------------------------- DESCRIPTION >>Steel beam 50 ---------- BEAM DATA -------------- ------ ----- MEMBER DATA AISC SECTION (F8](S]>>W24x76 Fy = 36 ksi CENTER SPAN LENGTH = 8.5 ft LOAD DURATION FACTOR = 1.00 LEFT = ft MINOR AXIS ? N y/n RIGHT ft Graphics: (1,2,3,4) 3 UNBRACED LENGTH = ft --------- END CONDITIONS --------- INCLUDE BEAM WT ? Y y/n FIXITY CODE ----->> 1 << INCLUDE LL w/ ST ? N y/n 1:P/P,2:F/F,3:F/P,4:P/F,5:F/Free --------------------------- APPLIED LOADS ------------------------------ --->> All distances refer to left support, use '—' for left cantilever POINT ..... #1.. ..#2.. ..#3.. ..#4.. ..#5.. ..#6.. ..#7.. ..#8.. Dead = 22.9 k Live = 13.9 k Short= . k Dist.=• 6 ft DISTRIBUTED..... .Dead = 0.076 0.21- klf Live = 0.35 klf Short= klf X Lft= ft X Rt = MOMENTS..... Dead = k -ft Live = k -ft Short= k -ft Dist.= ft TRAPEZOIDAL.... Dead Live Short Location Load @ Left = klf X Left = ft @ Right= klf X Right = ft Load @ Left = klf X. Left = ft @ Right= klf X Right = -ft ------------------------------- SUMMARY ------------------------------ USE W24X76, Max Stress Ratio = 0.20, Max Defl Ratio = 8556.696 Max Values: ..Actual..Allow.. fb / Fb % max = 0.20 OK Moment = 70.-1 347.7 k -ft fv / Fv % max = 0.19 OK .....Stress = 4.79 23.76 ksi Max. DL Defl Ratio = 14043 Shear , = 29.0 151.6 k Max. TL Defl Ratio = 8557 .....Stress = 2.76 14.40 ksi Deflection = -0.012 in ,SUMMIT STRUC 106 EAST PARK ; fSuite'206 M" McCaII, ID'8363 =- (208):634-8148,, RAL`�ENGINEERING EETr`�iVia.'► ��'fSHEET.No'i� rn .l' F - :ti 3 i s'.'c' CALCULATED BY ECKED'BY �" �•., a`. el'• .. .Y 1c•'. b ,.Ai,r x:(208) 634'41'5.57 - SCALE Line 1 Title : Line 2 rQ / Scope : Line 3 Number: Line 4 Misc Line 5 ------------------------------------------------------------------------ Dsngr . Date:********** STEEL BEAM DESIGN & ANALYSIS ------------------------------------------------------------------------ Dead Load + Skip Loadings TABULAR SUMMARY OF Placed DL LL LL+ST LL LL+ST LOAD COMBINATIONS..: for Max Only @Cntr @Cntr @Cants @Cants Moments..M+ @ Center = ------ 70.1 ------ 43.0 ----- 70.1 I------- I------ I------ k -ft M- @ Center = -0.0 -0.0 k -ft @ Left = k -ft @ Right = k -ft Shears...@ Left = 13.8 8.3 13.8 kips @ Right = 29.0 17.7 _29.0 kips .Defl ..... @ Center = -0.01 -0.01 -0.01 -0.01 in @ Left = in @ Right = in @ ft = in Reaction.@ Left = 13.8 8.3 13.8 8.3 kips @ Right = 29.0 17.7 29.0 17.7 kips ------------------------ STEEL SECTION DATA ---------------------------- DEPTH = 23.92 in Ixx = 2100 in^4 WEB THICKNESS = 0.440 in Iyy = 82.5 in"4 FLANGE WIDTH = 8.990 in Sxx =175.58 in"3 FLANGE THICKNESS = 0.680 in Syy = 18.35 in -3 SECTION AREA = 22.40 in -2 rxx = 9.682 in SECTION WEIGHT = 76.05 #/ft ryy = 1.919 in rT, y = 2.290 --------------- NOTES FROM ALLOWABLE STRESS DETERMINATION-------------- F'b : Allowable = 23.76 ksi iSUMMIT STRUCTURAL ENGINEERING ' { 106 EAST PARK STREET q��,'n �y .. K i - . sFit� ``�, 'f's' f i �7- QTY t� �` s x E �� � Y 4 }�}�P�., �� ♦,,��t.T,+, -- �.�- ;SUiter206.r�. .t- 4�y.:t �yP t�N` 'k' #s '[� S•.i. r� � -r ��i76`�� Ti {'S "ir McC'all,,-113E,3638: ` 634-8148_' fak.,(266) 634-4157 �'. Joe No,; r, ,Y _ 3 CALCULATED BY"• ` CHECKED BY `SCALE I VIC (f cj4- It/ LZ,7-c� �o�s�Icl,S)71 I -It 73" u. PARK STREI 'j,(208),634-8148!i.fax; 57 m JOB NO L", ^ u -,It -,'AFP -"-s' SCALE' Line 1 ..Actual..Allow.. Title : Fb Line 2 = 0.06 OK Scope : 20:9 Line 3 k -ft Number: Fv Line 4 = 0.10 OK Misc . 1.43, Line 5 ksi Dsngr : Date:********** DL ------------------------------------------------------------------------ STEEL BEAM DESIGN & ANALYSIS Page ---------------------------- DESCRIPTION >>Steel beam 51 --------------------------------------- Max. TL Defl•Ratio = 67094 ....Stress = ---------- BEAM DATA -------------- 14.40 -=-------- MEMBER DATA AISC SECTION (F8](S)»W24x76 Fy = 36 ksi CENTER SPAN LENGTH = 3.5 ft LOAD DURATION FACTOR = 1.00 _ LEFT of .ft MINOR AXIS ? N y/n RIGHT 10= ft Graphics: (1,2,3,4) 3 UNBRACED LENGTH = ft --------- END CONDITIONS -----7 ---- INCLUDE BEAM WT ? Y y/n FIXITY CODE ----->> 1 << INCLUDE LL w/ ST ? N y/n 1:P/P,2:F/F,3:F/P,4:P/F,5:F/Free --------------------------- APPLIED LOADS ------------------------------ --- >> All distances refer to left support, use '—' for left cantilever POINT ..... #1.. ..#2.. ..#3.. ..#4.. ..#5.. .#6.. ..#7.. ..#8.. Dead = 13.5 k Live = 7.7 k Short= k Dist.= 2• ft DISTRIBUTED..... .Dead = 0.076 0.585 0.15 klf Live = 0.975 klf Short= klf X Lft= ft X Rt = MOMENTS..... Dead = k -ft Live = k -ft Short= k -ft Dist.= ft TRAPEZOIDAL.... Dead Live Short Location Load @ Left = klf X Left = ft " @.Right= klf X Right = ft Load @ Left = klf X Left = ft " @ Right= klf X Right = ft ------------------------------- SUMMARY ------------------------------I USE W24X76, Max Stress Ratio = 0.06, Max Defl'Ratio = 67093.66 Max Values: ..Actual..Allow.. fb / Fb % max = 0.06 OK Moment = 20:9 347.7 k -ft fv / Fv % max = 0.10 OK .....Stress.= 1.43, 23.76 ksi Max. DL Defl Ratio = 109919 Shear = 15.4 151.6 k Max. TL Defl•Ratio = 67094 ....Stress = 1.46 14.40 ksi Deflection = -0.001 in SUMMIT STRUCTURA" 1106:EAST PARK STREE �k IWCall, ID 83638 : At' (208);634-8148: fax 634-4157 a '� - I Y 4 .rrbyt.� s• .sFk ". .JOB No SHEET NO. "��• � '.;��E CALCULATED BY r•r r,.' SCHEC KED BY 'SCALE < . Line 1 Title : Line 2 Scope : Line 3 Number: Line 4 Misc Line 5 Dsngr : Date:********** ------------------------------------------------------------------------ STEEL BEAM DESIGN & ANALYSIS ------------------------------------------------------------------------ Dead Load + Skip Loadings TABULAR SUMMARY OF Placed DL LL LL+ST LL LL+ST LOAD COMBINATIONS... for,Max Only @Cntr @Cntr @Cants @Cants ------ ------ ------------ I ------ I ------ Moments..M+ @ Center = 20.9 12.9 20.9 k -ft M- @ Center = @ Left = @ Right = Shears ... @ Left = @ Right = Defl..... @ Center = @ Left = @ Right = @ ft = Reaction.@ Left = @ Right = ------------------------ DEPTH = .'WEB THICKNESS = FLANGE WIDTH = FLANGE THICKNESS = SECTION AREA = SECTION WEIGHT = 12.3 7.3 12.3 15.4 9.3 15.4 -0.00 -0.00 -0.00 12.3 7.3 12.3 15.4 9.3 15.4 STEEL SECTION DATA 23.92 in Ixx 0.440 in Iyy 8.990 in Sxx 0.680 in Syy 22.40 in^2 rxx 76.05 #/ft ryy rT, y k -ft k -ft k -ft kips kips -0.00 in in in in 7.3 kips 9-.3 kips ---------------------------- 2100 in -4 82.5 in -4 =175.58 in^3 = 18.35 in^3 = 9.682 in = 1.919 in = 2.290 --------------- NOTES FROM ALLOWABLE STRESS DETERMINATION-------------- F'b : Allowable = 23.76 ksi �S t x10 's, MC '(2( IMMITxSTRUCTU 5, EASTRARK STR Cali,'ID 83638-,Aj 8):634=8148-`.f fa: ENGINEERING.,•' �. ,.: 634-4157 Ip K11 Y rJOBt , SHEET NO. ,� 3 '' 4 t r�' ..CHECKED BY •;� • �" .. },�.. WoodWorks® Sizer for ANTHONY POWER PRODUCTS ' Floor Beam.wbc WoodWorks@ Sizer 97e Jan. 9, 2006 17:01:35 ' COMPANY I PROJECT Summit Structural Engineering 1 106 E. Park Street, Suite 206 I McCall, Idaho 83638 I F", DESIGN CHECK - 'NDS -1997 Beam DESIGN DATA: ------------ ----------------------------------- material: Timber -soft lateral support: Top= Full Bottom= @Supports total length: 6.00 (ft) Load Combinations: ASCE 7-95 -- ----------------------------- LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< ------------------------ Load I Type I Distribution 1 Magnitude I Location I Pattern I I I Start End -1, Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Full Area 30 (13.00)* No 2 Live Full Area 50 (13.00)* No 3 Dead Full Area 10 (10.00)* No *Tributary Width (ft) -- ----------------------- MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) 1 6.00 ft I ---------- ------------------- Dead I 1525 1525 Live I 1950 1950 Total 1 3475 3475 •B.Length 1 1.0 1.0 ########################################################################### DESIGN SECTION: D.Fir-L, No. 1, 6x12 @15.023 plf This section PASSES the design code check. ########################################################################### -------------------------------------- SECTION vs. DESIGN CODE (stress=psi, deflection=in) -------------------------------------- Criterion I Analysis Value ,1 Design Value I Analysis/Design I -------------- I --------- =------ I ---------------- 1------------------I. Shear fv @d = 56 Fv' = 85 fv/Fv' = 0.66 Bending(+) fb = 514 Fb' = 1-350 fb/Fb' = 0.38 Live Defl'n 0.02 = <L/999 0.20 = L/360 0.08 Total Defl'n 0.03 = <L/999 0.40 = L/180 0.08 -------------------------- FACTORS: F CD CM Ct CL CF CV Cfu Cr LC#_ ---------------------------------------------- Fb'+= 1350 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.00 1.00 1.00 - (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 -- -------------------- ADDITIONAL DATA ---------------------------------------------------- Bending(+): LC# 2 = D+L, M = 5198 lbs -ft Shear : LC# 2 = D+L, V = 3465, V@d = 2358 lbs Deflection: LC# 2 = D+L EI=1115.29e06 lb-in2 Total Deflection = 1.00(Defln_dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are -listed -in -the -Analysis -output)------ --------------------- -------------------------------- DESIGN NOTES: ------------------------ -------------------------------- 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. PAGE D -- 1 SUN[MITSTRUCTURAL'ENGINEERING; r Phone (208);634;8148 Fac (208) 630 5079 ;i, � aK� x106 E'Parl Street Ste 20.6'McCall,°16, 1 WoodWorks® Sizer for ANTHONY POWER PRODUCTS Floor Beam.wbc WoodWorks® Sizer 97e Jan. 9, 2006 17:05:49 COMPANY I PROJECT Summit Structural Engineering I 106 E. Park Street, Suite 206 I McCall, Idaho 83638 I DESIGN CHECK - NDS - Beam DESIGN DATA: ------------- material: PSL total length: 25.50 (ft) Load Combinations: ASCE 7-95 LOADS: _(force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Full Area 30 (2.00)* No 2 Live Full Area 50. (2.00)* No 3 Dead Partial Area 10 •(10.00)* 0.00 6.00 No 4 Dead Point 1525 6.00. No 5 Live Point 1950 6.00 No *Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) I 25.50 ft (------------------- Dead I 2923 1657 Live I 2766 1734 Total 1 5690 3391 B.Length 1 1.4 1.0 ########################################################################### DESIGN SECTION: Eastern, Fb2900-E2.0, 5.25x16 @26.250 plf This section PASSES the design code check. - --------------------------- SECTION vs. DESIGN CODE (force=lbs, moment=lbs-ft, deflection=in) _ --------------------- Criterion I Analysis Value I Design Value I Analysis/Design I -------------- I ---------------- I----------------I------------------I Shear V @d = 5180 Vr = 16240 V/Vr = 0.32 .Bending(+) M = 28396 Mr = 52432 M/Mr = 0.54 Live Defl'n 0.48 = L/640 0.85 = L/360 0.56 Total Defl'n 0.91 = L/337 1.70 = L/180 0.53 FACTORS: F CD CM Ct CL CF CV. Cf. Cr LC# - --- ----------------------------- Fb'+= 2900 1.00 1.00 1.00 1.000 0.97 1.000 1.00 1.00 2 Fb' = 290 1.00 1.00. 1.00 (CH = 1.000) 2 Fcp'= 750 1.00 1.00 - E' = 2.0 million 1.00 1.00 2 ----------- ---------- ADDITIONAL DATA Bending(+): LC# 2 = D+L, M = 28396 lbs -ft Shear LC# 2 = D+L, V = 5561, V@d = 5180 lbs Deflection: LC# 2 = D+L EI=3584.00eO6 lb-in2 Total Deflection = 1.00(Defln dead) + Defln Live. ' -=-(Aldead-=L=live--S=snow--w=windlysiimpact--C=construction)-------------- (All LC's are listed in the Analysis output) DESIGN NOTES: 'T Pleaseverifythatthedefaultdeflectionlimitsareappropriatefor your application. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member ' design contact. your local SCL manufacturer. z-;'1:.. .. PAGE f2 ' SUMIgIPi STRPgWlR,1[ ENGINEERING ? Phone (208) 634 8148 fax.(208!1630.5079 � x,° 106E Park,StreetTSce 20G;'N1cCall ID; �� , WOOdWOrkS® SIZ@r for ANTHONY POWER PRODUCTS Floor Bearnmbc WoodWorks@ Sizer 97e Jan. 10, 2006 10:19:53 COMPANY I PROJECT Summit Structural Engineering 1 106 E. Park Street, Suite 206 McCall, Idaho 83638 1 ' ' Beam DESIGN DESIGN DATA: CHECK NDS -1997 material: PSL total length: 13.00 [ft] Load -Combinations: -ASCE -7=95________________________________________ LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< Load I I Magnitude I Location I Pattern 1 I I I --I-----------------I-----------------I- Start End I Start End I Load -I 1 -Type - --I=Distribution I Dead Full Area 30 (10.00)*. No 2 Live Full Area 50 (10.00)* No 3 Dead Full Area 15 (10.00)* No ' 4 Dead Full Area 24 (2.00)* No 5 Live Full Area 16 (2.00)* No *Tributary width (ft) MAXIMUM -REACTIONS -and -BEARING -LENGTHS ---(force=lbs, length=ln)------------ ------------- ( 13.00 ft I------------------- Dead -1 3473 3473 Live 1 3458 3458 Total 1 6931 6931 ' -B_Length=l====1=g======1=8________________________________________________ ############################ ############################################### DESIGN SECTION: Eastern, Fb2900-E2.0, 5.25x16 @26.250 plf This section PASSES the design code check. ########################################################################### SECTION vs. DESIGN CODE (force=lbs, moment=lbs-ft, deflection=in) ' --Criterion I Analysis Value I Design Value I Analysis/Design 1 ------------I---- , ------------ I----------------I------------------ I, Shear v @d = 5457 yr = 16240 v/vr = 0.34 Bending(+) M = 22313 Mr = 52432 M/Mr = 0.43 Live Defl'n 0.10 = <L/999 0.43 = L/360 0.22 Total Defl'n 0.19 = L/823 0.87 = L/180 0.22, FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2900 1.00 1.00 1.00 1.000 0.97 1.000 1.00 1.00 2 ' Fv' = 290 1.00 1.00 1.00 (CH = 1.000) 2 Fcp'= 750 1.00 1.00 E' 2.0 million 1.00 1.00 2 -------------- ADDITIONAL DATA -- -------------- Bending(+): LC# 2 = D+L, M = 22313 lbs -ft Shear : LC# 2 = D+L, V = 6866, V@d, = 5457 lbs Deflection: LC# 2 = D+L 'EI=3584.00e06 lb-in2 Total Deflection = 1.00(Defln dead) + Defln Live. ' ---(D=dead--L=live S=snow w=wind I=impact C=construction) ---(All -LC's-arm-listed in the Analysis output) DESIGN NOTES: ' 1 Please verify that the default deflection limits are appropriate for your application. 2.'SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member ' design contact your local SCL manufacturer. PAGE - SUMMIT S'iRi7CTURAL, ENGINEERING 91 4, �Pho`ne (208),634 81 iB Fax (208) G30 5079 ,' � � 1Q6 E1Pai1 Spee%?Ste 20G McCall; IDa �o Woodworks® Sizer for ANTHONY POWER PRODUCTS I Floor Beam.wbc Wood Works@ Sizer 97e COMPANY I PROJECT ' Summit Structural Engineering I 106 E. Park Street, Suite 206 I McCall, T.daho 83638 I DESIG14 CHECK - NDS -1997 ' Beam==DESIGN_DATA_=='=____________________________ material: PSL total length: 28.00 [ft) Load Combinations: ASCE 7-95 1 1 LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) _ »Self -weight automatically'included<< Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I--------I--------------1-----------------I-----------------I-------- 1 Dead Full Area 30 (2.00)' No 2 Live Full Area 50 (2.00)' No 3 Dead Point 500 21.00 No 4 Dead Full Area 27 (2.00)• No 5 Live Full Area 20 (2.00)- Yes 6 Dead - Full Area 15 (10.00)- No 7 Dead Partial Area 24 (9.00)- 15.00 26.00 No 8 Live Partial Area 16 (9.00)- 15.00 26.00 Yes 9 Dead Point- 1994 15.00 No 10 Live Point 1440 15.00 Yes Tributary Width (ft) G11 -------------- MAXIMUM=REACTIONS=and =BEARING =LENGTHS _==(fo=e==lb= length=in) I 10.00, 4.50 10.50 3.00 ft ---------- ---------------------------------------------- Uplift I 1882 Dead 1 1286 1908 5781 5515 Live.( 607 1283 3492 2736 Total 1 1893 3192 9274 8251 B.Length 1 1.0 1.0 2.4 2.1 ########################################################################### DESIGN SECTION: -Eastern, Fb2900-E2.0, 5.25x16 @26.250 plf This section PASSES the design code check. SECTION vs. DESIGN CODE (force=lbs, moment -lbs -ft, deflection=in) Criterion = I Analysis Value I=Design Value I Analysis/Design= I = --------------I---------------- I----------------I------------------I Shear V @d - 3577 Vr - 16240 V/Vr = 0.22 Bending(+) M = 5706 Mr - 52432 M/Mr = 0.11 Bending(-) _ M = 7482 Mr = 52432 M/Mr = 0.14 Live Defl'n 0.01 - <L/999 0.35 - L/360 0.02 Total Defl'n 0.02<L/999 0.70 - L/180 0.04 FACTORS: F======CD=====CM ====Ct== ==CL=====CF=====CV====Cfu== =-Cr= =LC# Fb'+= 2900 1.00 1.00= 1.00 1.000 0.97 1.000 1.00 1.00 2 Fb'-= 2900 1.00 1.00 1.00 1.000 0.97 1.000 1.00 1.00 2 Fv' = 290 1.00 1.00 1.00 (CH - 1.000) 2 Fcp'= 750 1.00' 1.00 E' = 2.0 million 1.00 1.00 2 ---------------------- ADDITIONAL DATA Bending(+): LC# 2 = D+L, M - 5706 lbs -ft Bending(.-): LC# 2 = D+L, M - 7482 lbs -ft Shear : LC# 2 = D+L, V = 4561, V@d = 3577 lbs Deflection: LC# 2 - D+L EI=3584.00eO6 lb-in2 Total Deflection 1.00(Defln dead) + Defln Live. Z=dead L=live S=snow W=wind I=impact C=construction) 1 LCs are listed in the Analysis output) (Load Pattern: s -S/2, X=L+S or L+C, =no pattern load in this span) DESIGN NOTES: =1 Please=verify that=the default deflection limits are appropriate for your application. 2. SCL-BEAMS'(Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. Jan. 10, 2006 10:26:52 ikk: PAGE 3 SUMMIT STRUCIURALiEN6 NEERT'Nq " `�x Phone 208) 634-8148 FaX (208) 630 5079 � � IU6 E Park Street*Ste?206N1EcaII;ID WoodWorks® Sizer for ANTHONY POWER PRODUCTS ' Floor Beam.wbc WoodWorks® Sizer 97e Jan. 10, 2006 10:23:38 COMPANY I PROJECT ' Summit Structural Engineering I 106 E. Park Street,.Suite 206 I McCall, Idaho 83638 I DESIGN CHECK - NDS -1997 ' Beam DESIGN DATA: ------ -------------------------------- material: PSL total length: 25.00 [ft] Load Combinations: ASCE 7-95 t __________ LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) >>Self -weight automatically included<< Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load. -----1=-------I--------------1-----------------I-----------------I-------- 1 Dead Full Area 30 (2.00)* No ' 2 Live Full Area 50 . (2.00)* No, 3 Dead Point -3473 20.50 No 4 Live Point 3458 20.50 No *Tributary Width (ft) --------------------------------------------------------------------------- --------------------------------------------------------------------------- MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) ------- _--------- _--- _----------------- ____________________________________ I 25.00 ft 'I------------------- Dead 1 1829 4052 Live -1 1872 4086 Total 1 3701 8137 B.Length 1 1.0. 2.1 '##################################################################### DESIGN SECTION:• Eastern, -E2E2.0,Fb2900 5.25x16 @26.250 plf This section PASSES the design code check. ########################################################################### ' SECTION -vs. -DESIGN -CODE ---(force=lbs_-moment=lbs_ft_-deflection=in)-------- Criterion I Analysis'Value I Design Value I Analysis/Design I -------------- ------------ ------------ ' Shear V @d = 7505 Vr = 16240 V/Vr = 0.46 Bending(+) M = 34098 Mr = 52432 M/Mr = 0.65 Live Defl'n 0.53 = L/570 0.83 = L/360 0.63 Total Defl'n 1.02 = L/294 1.67 = L/180 0.61 FACTORS F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2900 1.00 1.00 1.00 1.000 0.97 1.000 1.00 1.00 2 Fv' = 290 1.00 1.00 1.00 (CH = 1.000) 2 ' FcP= 750 1.00 1.00 - E 2.0 million 1.00 1.00 2 ADDITIONAL DATA -------------------------------------------------------_-------------------- --------------------------------------------------------------------------- ' Bending(+): LC# 2 = D+L, M = 34098 lbs -ft Shear : LC# 2 = D+L, V = 7683, V@d = 7505 lbs Deflection: LC# 2 = D+L EI=3584.00eO6 lb-in2 Total Deflection = 1.00(Defln_dead) + Defln Live. ' ---(D=dead--L=live--S=snow--W=wind--I=impact--C=construction)-------------- (All LC's are listed in the Analysis output) DESIGN NOTES. ------------ 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local.SCL manufacturer. 1 , PAGE 4 - ~� ' S:UMMIT STRUCTURALENGINEERiNGIPhon'e (208) 634 8148 =Faz (2U8)?G30x5079Mt,106 E°PaikStreet Ste 20G ivicCall;ID' 4--e- I Calvlec47 �'-' �'L� 7�( CCt �A ea to 3/8 VC -A- cc z- loo pica crf 4- t Cl 5 V_ C � 4�) MV -"JOB No A U L XTED' 13 LC zs ;.tX 441� E X 'el by WI cCall Di8363W -4 CA _81 08 '634� 157 �(2 ;4 s LE;' 46 5 / /71 IP Ca Z. 7d�Z O yz� c C -P �,� <� L-tf� ` z 1 C-7, S ttic, �1 t14�- w„1in C � Q , -&,� -7 kc - t—rc 'Dom �vc�`e. � ��u-� Gk C2 ((off �j (L 3 A zoo *) _ SUMMIT STRUCTUF x106 EAST PARK STRE ,> f .. ;McCall; ID:;83638 ;�r� t (208)-634"8148 :'^' fax, ,,b1 EETNO'i'I ^+�", �t.�� •��}. ik` +'�SCALCULATEDBY' r.�'�SY+�*` Tfi*�,r CHECKED'BY ti if tw 157- ; SCALE' 3t- Allowable Soil Pressure (q) Minimum footing width (b) = W/q x Trib. Area = 20x 2= 50x 2= x 29 Total (W) 1500 psf 689 Ib / bmin= Use 15" wide x 18" thick footing Typical Interior Footing 2 DL + LL Roof Load 18 Floor Load 30 Wall Load 15 Allowable Soil Pressure (q) Minimum footing width (b) = W/q Load 94 160 435 689 1500 psf 5.51 in. x FOUNDATION DESIGN ' Typical Exterior Footing 1 0= DL + LL ' Roof Load 27 1760 Floor Load 30 12 Wall Load 15 Allowable Soil Pressure (q) Minimum footing width (b) = W/q x Trib. Area = 20x 2= 50x 2= x 29 Total (W) 1500 psf 689 Ib / bmin= Use 15" wide x 18" thick footing Typical Interior Footing 2 DL + LL Roof Load 18 Floor Load 30 Wall Load 15 Allowable Soil Pressure (q) Minimum footing width (b) = W/q Load 94 160 435 689 1500 psf 5.51 in. x Trib. Area = Load 16x 0= 0 50 x 22 = 1760 x 12 180 Total (W) 1940 = 1500 psf = 1940 Ib / 1500 psf bmin= 15.52 in. Use 18" wide x 18" thick footinq. SUMMIT STRUCTURAL ENGINEERING JOB No. 106 EAST PARK STREET SHEET No. I O Suite 206 CALCULATED BY McCall,1D 83638 CHECKED BY a = (208) 634-8148 fax (208) 634-4157 SCALE FOUNDATION DESIGN ' Interior Footing 3 DL + LL x Thb.Arao = Load Roof Load 27 20 x O = O Floor Load 30 50x 10 = 800 Wall Load ' 16 x 11 165 Toto (W) 965 ' Allowable Soil Pressure (q) � = 1500 pmf ' Minimum footing width (b)=VV/x 965 lb 1500oof bmi,= 7.72 in. Use 15" wide x 18" thick footing. Interior Footing 4 . ' DL + LL x Trib.Aram = Load RoofLood 27 20 23 = 1081 Floor Load' 30 50 11 = 880 Wall Load 16 x 33 ' 345 - Total (VV). 2306 Allowable Soil Pressure (q) = 1500peV Minimum footing width (b)=VV/q = 2306|b/ 1500psf bmio= 18.45 in. Use 24" wide x 18" thick footing. .. SUite 206. W N5 HECKED BY .8148 I PAD FOOTING TABLE I1 PAD FTG SIZE1800 PSF 2500 max'wC. increase .: 24" 7,200 LB 36,700 30" 11,250 LB 143,600 36" 19,800 LB 400 psf increase for width 42" 26,950 LB 400 psf increase for width 48" (18" thick #5 rebar 12" o.c. e/w) 40,000 LB (700 psf increase for width 54" 50,625 LB 700 psf increase for width 60" 24" thick #6 rebar 8". o. c. e/w 62,500 LB 700 psf increase for width 66" 75,625 LB 700 psf increase for width 72" 90,000 LB (700 psf increase for width) 78" 105,625 LB 700 psf increase for width 84" 122,500 LB 700 psf increase for width 90" 140,625 LB 700 psf increase for width 96" 160,000 LB 700 psf increase for width PAD FTG NO. °~:LOAD LB) ;.SIZE (SO. PAD, INCHES) 1 36,700 48" 2 143,600 96" 3 102,800 78" 4 37,000 48" 5 2,800 36" 6 56,100 60" 7 52,200 60" 8 17,611 36" 9 32,811 48" 10 12,300 36" 11 15,400 36" 12 13,335 36" 13 12,335 36" 14 3084 24" 15 6931 24" 16 1882 up 24" 17 12,674 36 _ SUMMIT STRUCTURAL ENGINEERING >Fa C ,Jog NOS F eta ' 4106 EAST PARK STREETS — SUIte 206 �rt'd3 Ecsy r ' , f �'�r z ri Y� K .CALCULATED BY.' McCall, ID 83638,7 z,°,' rn (208);634'=8148. _.fax(208) 634=4157 :SCALE FOUNDATION DESIGN Grade Beam Design Grade Beam Line 1 DL + LL x Trib. Area = Load Roof Load 18 16 x 0 = 0 Floor Load 12 40 x 0 0 Wall Load 15 x 0 0 Point Load 25000 25000 Total (W) 25000 Lateral Force (V)= 8850 Ib. Height of applied force .11.5 ft. Allowable Soil Pressure (q) = 2500 psf Adjusted Soil Pressure (q') 1.33*q = 3325 psf Grade Beam Geometry b= 24" h= 30" d= 27" toe = 8 ft heel 8 ft General Stability Check Mot = V x (H+h) = 123,900 ft.lb Mr= W x toe + (b x h x (toe + heel) x toe x 150 pcf = 1,428,800 ft.lb General Stability 0. K. - 1 r• �; +i+zt`� b.,k. ,�{ .a , a of gkz SUMMITSTRUCTURAL: ENGINEERING �� k} }t Jos Not: F„ •� _ _ Y,.-7 N b xf"+#: t/;' �, �. 106 EAST PARK STREET;'+ rx �Y urrt� s '' F"SHEET, NO "$ / "j $U �te"206%'a.4'p, c� y i , ` .s r j' z�' �i. }_ { ^ - 1+39" =i Ji�y �i�aw ae 1l is { r 3 i� C s A7{i di y r: i i°`CALCULATED BY ` ac,t �,'a sir i, .n f+ i, n47 i.,.4, p { > ! ..r { 3'. i 3 r s , :, f .•*q ,}.: McCall, IC83638 Y `aY� ;t, ;r. ��* CHECKED BY 208'34-814-"'a2.634-4+ SCALEE 1,((08157�- Soil Pressure Check - q F x (H + h) / (b*Toe/2) - 1,936 psf Allowable Soil Pressure = 3325 psf ' Soil Pressure 0 ' Grade Beam Strength Check Ms= 101.775 ft -kip ' Mu= 0.75 x (1.4D + 1.7L x 1.7(1.1 E)) = fc= 2500 psi 142.485 ft -kip fy= 60000 psi b= 24" ' d= 27" As= 6 x # 6 rebar = 2.65 in.^2 T= As x fy= 159038.4 Ib. a = T/(0.85 x fc'x b)= 3.12 in. 1 Mu'= 0.9 x (As x fy x (d -a/2)) = 303.45 ft -kip ' Mu'= 303.45 ft -kip > Mu = 142.49 0. K. 1 r• �; +i+zt`� b.,k. ,�{ .a , a of gkz SUMMITSTRUCTURAL: ENGINEERING �� k} }t Jos Not: F„ •� _ _ Y,.-7 N b xf"+#: t/;' �, �. 106 EAST PARK STREET;'+ rx �Y urrt� s '' F"SHEET, NO "$ / "j $U �te"206%'a.4'p, c� y i , ` .s r j' z�' �i. }_ { ^ - 1+39" =i Ji�y �i�aw ae 1l is { r 3 i� C s A7{i di y r: i i°`CALCULATED BY ` ac,t �,'a sir i, .n f+ i, n47 i.,.4, p { > ! ..r { 3'. i 3 r s , :, f .•*q ,}.: McCall, IC83638 Y `aY� ;t, ;r. ��* CHECKED BY 208'34-814-"'a2.634-4+ SCALEE 1,((08157�- FOUNDATION DESIGN Grade Beam Design Grade Beam Line A DL + LL x Trib. Area = Load Roof Load 18 16 x 0 = 0 Floor Load 12 40 x 0 = 0 Wall Load 15 x 0 0 Point Load 9100 9100 Total (W) 9100 Lateral Force (V)= 7555 Ib. Height of applied force 23 ft. Allowable Soil Pressure (q) = 2500 psf Adjusted Soil Pressure (q') 1.33*q = 3325 psf Grade Beam Geometry b= 30" h= 36" d= 33" toe = 8 ft heel = 8 ft General Stability Check Mot = V x (H+h) = 196,430 ft.lb Mr= W x toe + (b x h x (toe + heel) x toe x 150 pcf = 1,301,600 ft.lb General Stability O.K. Soil Pressure Check q = F x (H + h) / (b*Toe/2) = 2,455 psf Allowable Soil Pressure = 3325 psf Soil Pressure O.K. Grade Beam Strength Check Ms= 173.765 ft -kip Mu= 0.75 x (1.4D + 1.7L x 1.7(1.1 E)) = 243.271 ft -kip fc= 2500 psi fy= 60000 psi b= 30" d= 33" As= 6 x # 6 rebar = 2.65 in.^2 T= As x fy= 159038.4 Ib. a = T/(0.85 x fc' x b) = 2.49 in. Mu'= 0.9 x (As x fy x (d -a/2)) = 378.74 ft -kip Mu'= 378.74 ft -kip > Mu = 243.27 O.K. SUMMIT STRUCTURAL ENGINEERING JOB No. ' - 106 EAST PARK STREET SHEET NO. GI Suite 206 CALCULATED BY McCall, ID 83638 CHECKED BY _ - " (208) 634-8148 fax (208) 634-4157 SCALE FOUNDATION DESIGN Grade Beam Design Grade Beam Line D Lateral Force (V)= 14120 Ib. Height of applied force 11.5 ft. Allowable Soil Pressure (q) = 2500 psf Adjusted Soil Pressure (q') 1.33*q = 3325 psf Grade Beam Geometry b= 30" h= 36" d= 33" toe = 8 ft heel = 8 ft General Stability Check Not = V x (H+.h) = 204,740 ft.lb Mr= W X toe + (b x h x (toe + heel) x toe x 150 pcf = 2,372,800 ft.lb General Stability O.K. Soil Pressure Check q = F x (H + h) / (b*Toe/2) = 2,559 psf Allowable Soil Pressure = 3325 psf Soil Pressure OX Grade Beam Strength Check Ms= 162.38 ft -kip Mu= 0.75 x (1.4D + 1.7L x 1.7(1.1 E)) = 227.332 ft -kip fc= 2500 psi fy= 60000 psi b= 30" d= 33" ■ DL + LL x Trib. Area = Load Roof Load 18 16 x 0 = 0 Floor Load 12 40 z 0 = 0 Wall Load 15 x 0 0 Point Load 143000 SCALE 143000 Total (W) 143000 Lateral Force (V)= 14120 Ib. Height of applied force 11.5 ft. Allowable Soil Pressure (q) = 2500 psf Adjusted Soil Pressure (q') 1.33*q = 3325 psf Grade Beam Geometry b= 30" h= 36" d= 33" toe = 8 ft heel = 8 ft General Stability Check Not = V x (H+.h) = 204,740 ft.lb Mr= W X toe + (b x h x (toe + heel) x toe x 150 pcf = 2,372,800 ft.lb General Stability O.K. Soil Pressure Check q = F x (H + h) / (b*Toe/2) = 2,559 psf Allowable Soil Pressure = 3325 psf Soil Pressure OX Grade Beam Strength Check Ms= 162.38 ft -kip Mu= 0.75 x (1.4D + 1.7L x 1.7(1.1 E)) = 227.332 ft -kip fc= 2500 psi fy= 60000 psi b= 30" d= 33" ■ As= 6 x # 6 rebar = 2.65 in.^2 T= As x fy= 159038.4 Ib. ,,, $HEFT NO '• C) s R ' a = T/(0.85 x fc' x b) = 2.49 in. ' Mu'= 0.9 x (As x fy. x (d -a/2)) = 378.74 ft -kip Mu'= 378.74 ft -kip > Mu = 227.33 0. K. SUMMIT�STRUCT_UR_AL}'ENGINEERING '3 � �;�r`" iJoB No ""tc' _ _ -• X1EAST PARK STREET `;3 �'ita 06 ,,, $HEFT NO '• C) s R ' -ICALCULATEDIT BY McCall, ID''83638, ` ' BY, _—_ s..CHECKED (208) 634-8148. fix'(208) 634=4157 SCALE FOUNDATION DESIGN ' Grade Beam Design Grade Beam Line E DL + LL x Trib. Area = Load ' Roof Load 18 16 x 0 = 0 _Floor Load 12 .40 x 0 = 0 Wall Load 15 x 0 0 ' Point Load 36700 36700 Total (W) 36700 ' Lateral Force (V)= 2600 Ib. Height of applied force 11.5 ft. ' Allowable Soil Pressure"(q) = 2500 psf Adjusted Soil Pressure (q') 1.33*q 3325 psf ' Grade Beam Geometry \ b= 24" h= 30" d= 27" toe = 6 ft ' heel _ 6 ft General Stability Check ' Mot = V x (H+h) = 36,400 ft.lb Mr= W x toe + (b x h x (toe + heel) x toe x 150 pcf = 609,000 ft.lb ' General Stability O.K. Soil Pressure Check ' q=Fx(H+h)/(b'Toe/2)= 1,011 psf Allowable Soil Pressure = 3325 psf ' Soil Pressure O.K. ' Grade Beam Strength Check Ms= 29.9 ft -kip Mu= 0.75 x (1.41D + 1.7L x 1.7(1.1 E)) = 41.86 ft -kip ' fc= 2500 psi fy= 60000 psi b= 24" ' d= 27" As= 6 x # 5 rebar = 1.84 In.^Z T= As x fy= 110443.4 Ib. a = T/(0.85 x fc' x b) = 2.17 In. ' Mu'= 0.9 x (As x fy x (d -a/2)) = 214.68 ft -kip Mu'= 214.68 ft -kip > Mu = 41.86 O.K. 1L ti t y SUM_IVIIT STRUCTURAENGINEERING�Jo6 Not — 106.EASTPAR KSTREET,�iw1�N s $HEETNO. ' -�.�. Suite'206f.r>,�u` "_ V', f� 1CALCULATED BY.,,. iy. McCall, ID'83638 is G r �. -. .CHECKED (208)_634-8148" .fax'(208)°'634-4157 - i .SCALE a. LATERAL ANALYSIS SUMMIT STRUCTURAL ENGINEERINGos 106zEAST PARK n µEET NO I SUIte. 206 six z skr;,�{ tixiz nor CALCULATED. ,:,,,�,.,...,...,� CHECKED BY 48 --" (208) 634-81:fax'(208) 634=41;57 ' ``'�" w Y�'- � i �'.SCALE'� 2001 UBC Lateral Analysis Wind and Seismic Load and Distribution Weight of Materials Roof DL 24 psf Floor DL 30 psf Exterior Wall 15 psf Interior Wall 10 psf Design Base Shear V=(C„ I/RT) x W Z= 0.4 Na = 1 V= 0.827 x W Soil Profile Sd Nv = 1.1 1= 1 Vmax = 2.5Ca1/R x W Cv = 0.70 Base CV= 0.64 Vmax = 0.244444 x W Ca = 0.44 Base Ca= 0.44 R = 4.5 h = 20 Vmin = 0.11 Cal x W T= C't(hn)314 Vmin = 0.0484 x W T= 0.189 Vmin2 = 0.8ZN„ I/R x W (Seismic Zone 4 only) Vmin2 = 0.078 Convert Design Base Shear from Strength Design to Allowable Stress Design (1612.3.1) D + E/1.4 = 0.244444 /1.4 = 0.175 V = 0.175 x W Design Wind Pressure (Method 2, Projected Area) P=CeCggslw Ce15- = 1.06 Ce25' = 1.19 Pis = 17.4 psf Cq = 1.3 Pts = 19.5 psf qs = 12.6 Iw = 1 _ ,SUMMITrSTRUCTURAL"ENGINEERING, at a::.cn r .aux s3s.+ i :106 EAST PARK STREETS iw t:- ♦j� }�tt` SHEET NO. L 'SU�te206 '.''L+si `'S'Y' �G ✓ tis 54r .� ✓f H mat -t , ,S, i^t t .1 .X�+h` 4 ��xnt- McCall ID 83638 v 2� , %q x CHECKED BY '- y?; (208)'634-8148 fax;(208) 634=4157 W 4' uScALE _ 5700 Ib/ft Wind Load N - S Roof Level Vertical Distribution of Forces 19.5 psf x 12 ft. = ' North - South Direction W = 17.4 psf x 13 ft. = 226 plf. Roof Level H = 23 ft. 19.5 psf x 12 ft. = ' Dead Loads W = Tribituary Area 13 ft. = 226 plf. Roof 24 psf x 55 ft = 1320 ' Exterior Wall 15 psf x 5 ft x 2 150 Interior Wall 10 psf x 5 ft x 2 = 100 1570 Ib/ft ' Floor Level H = 11 ft. ' Dead Loads Floor 30 psf x Tribituary Area 55 ft 1650 Exterior Wall 15 psf x 10 ft x 2 - 300 Interior Wall 10 psf x 10 ft x 2 = 200 ' 2150 Ib/ft East - West Direction Roof Level H = 23 ft. Dead Loads Tribituary Area Roof 24 psf x 150 ft = 3600 Exterior Wall 15 psf x 5 ft x 4 = 300 Interior Wall 10 psf x 5 ft x 6 = 300 ' 4200 Ib/ft Floor Level H = 11 ft. Dead Loads Tribituary Area Floor 30 psf x 150 ft = 4500 Exterior Wall 15 psf x 10 ft x 4 600 ` Interior Wall 10 psf x 10 ft x 6 600 5700 Ib/ft Wind Load N - S Roof Level W = 19.5 psf x 12 ft. = 234 plf. N - S Floor Level W = 17.4 psf x 13 ft. = 226 plf. E - W Roof Level W = 19.5 psf x 12 ft. = 234 plf. E - W Floor Level W = 17.4 psf x 13 ft. = 226 plf. SUMMIT STRUCTURAL ENGINEERING JOB No. 106 EAST PARK STREET SHEET NO. -- Suite 206 CALCULATED BY McCall, ID 83638 CHECKED BY (208) 634-8148 fax (208) 634-4157 SCALE Summary of Forces - Comparison of Wind and Seismic Forces ' Vertical Distribution of Force = Fx = [(V-F,)w.,h,,/(sum w;hi)] ' North - South Direction Roof Fx 392 Vx total 392 Wind 234 Floor 257 650 226 650 460 ' East - West Direction Roof 1048 1048 234 Floor 680 1729 226 ' 1729 460 e/(.i P V-e-ek10r1 tz-- Z: -z- ( 54-e I VM01--e14 (v(,(IL- A S P01 i 4° 4�1 -z z� 35-3< f�- T©Tc- 1 SUMMIT STRUCTURAL ENGINEERING JOB No. _ 106 EAST PARK STREETSHEET No. L -, Suite 206 CALCULATED BY McCall, ID 83638. CHECKED BY (208) 634-8148 fax (208) 634-4157 SCALE 2001 UBC Lateral Analysis Rho Calculation Note: Max. ratio of column shear to story shear is 0.125 Shear Line = C 'Roof (worst case) Vmax = 6164 Vttw = 49,312 Amax (Vtwi V...) 0.125 AB = 3450 p=2-201(r.*(AB)A112)= -0.72 Note: This is typical of all steel columns at floor level for this project SUMMIT q.STRUCTUP `106EA3TPARKSTRE ;Suite,2064ft— ;Mc Ciffl,IDI�83638µ � '(208):634=8148 ."f Aix", -1- — - NEERINI 01� -4157. SHEET CALCULATED CHECKED By�-5',,*- Lateral Analysis Shear Wall Line L= V= 01= Load From Side Additional Load Unit Shear = 1 Roof level 15.5 392 392 Ib/ft x 0 lb/ft x 0 401 2 = 0/ 2 = Total Load 7840 0 0 7840 7840 / 15.5 ft. = 506 Ib./ft. Use Shear Wall Schedule No. 2 Capacity = 640 Ib./ft. Use 2-MST48 Cap. = 8920 Ib. ;SUMMIT$TRUCTURAL ENGINEERINGf = { rt=�'�?�O JOB N'»�^`st "'s�in r' �-'..'_'.J' _ i 1 A xt+ .r .✓Y 3 7M l 710 'ar.. Jy yery�t z *.. x 406 EAST PARK STREET, _ N � f{ t t,"akCv, �' ��� r�4� > ^x� - Fr s�.. f - �1 '� �,<• t u `�� t BY ;SUIte',206c t ? c� w"f`' c� a �ta�rTCALCULATED ' �5 McCall; IDn83638 1-MI„s- z * r CHECKED BY ==='� `(208)'634-8148 `fdi' (208) 634=4157= t..: SCALE s 3/8" Plywd. CDX w/ 8d @@ 2/2/12,0 II i d ,L ��^ v\C SO 4,/ Overturning Check O J �� cC),rA �=Cl Z -J 'ZI 3 Q vye Z - cs 16 Li h 15.5 17 C Ce _ Unit Shear = 506 Dead Load Tribituary Load x Arm2/2 Mr Roof/Clg Load 30 psf x 2 = 60 15.5 7207.5 Wall Load 15 psf x 17 = 255 15.5 30631.9 Floor Load 12 psf x 0 = 0 15.5 0 Additional Pt. D.L. 0 0 15.5 0 • Mr = 37839.4 Mot = 506 plf x 15.5 x 17 = 133280 Tup = (Mot -.85 x Mr) / 15.5 ft - 0.33 ft. T = 6666 Use 2-MST48 Cap. = 8920 Ib. ;SUMMIT$TRUCTURAL ENGINEERINGf = { rt=�'�?�O JOB N'»�^`st "'s�in r' �-'..'_'.J' _ i 1 A xt+ .r .✓Y 3 7M l 710 'ar.. Jy yery�t z *.. x 406 EAST PARK STREET, _ N � f{ t t,"akCv, �' ��� r�4� > ^x� - Fr s�.. f - �1 '� �,<• t u `�� t BY ;SUIte',206c t ? c� w"f`' c� a �ta�rTCALCULATED ' �5 McCall; IDn83638 1-MI„s- z * r CHECKED BY ==='� `(208)'634-8148 `fdi' (208) 634=4157= t..: SCALE s Lateral Analysis Shear Wall Line 1 Floor Level L= 3 V = 526 Q1 = 526 Ib/ft x 40 / 2 = 10520 Load From Side 0 Ib/ft x 10/ 2 = 0 Additional Load 16036 L—"=� l " Z� Z-' 16036 Total Load 26556 Unit Shear = 26556 / 3 ft. = 8852 Ib./ft. Use steel moment column per plan. See calculations on following pages. _ r,••'r X A<"� ti f �r fir F +�"'�"< f� � ,��. - Ri.. V,y ArYS F .� X106 ' iOARK'STREET x y' r> `* L �u>;�Ltiz t , '6<Y�•? �a SHEET i kt'"i,..ii' F 1&f - � 4+x !,.i,� u Hifi+ 'sy j>Y w} 4 f.S•. :�^ r c. .�- ;Suite 206 x r� — ..�--"-- � 's�k�-�: "';;! �r : kk;� �'� , -s t� CALCULATED BY � � t•. - 'McCall, ID83638 Yrs tri',yy gy �, T� �Y R' U s. S' :6�CFIECKED BY qn �. r (208);634=8148 -fax,(208) 634-4157 _ :.SCALE'L FASTFRAME Version 1.11 Project Client No. ` Two -Dimensional Static Frame Analysis Copyright (C) 1988,89 ENERCALC SOFTWARE v � 12A" to ! "2 - Date Date . 3�r --------------------------------------------------------------- 6 Nodes 5. Beams 3 Nodal Loads 0 Beam Point Loads 1 Load Cases 0 Beam.Distrib. Loads ---------------------------------------------------------- --- Prepared By SUMMIT STRUCTURAL ENGINEERS 2283 FIFTH STREET 91RUINTA7 0SUMIIT>S - '.106 EAST PARK STREET t" -'c .x ""'*rdn (90.9.) 596 0842 rPHONEb�c�at ', iSU1te;206,*;u r «t '. kap I+ CAI.CUI:ATED BY yMcCall, ID 83638 (208)'6634-8148fax (208) 634=4157 SCALE 1 1 ------------------------------------------------------------------------ NODAL DATA I Global Default Temperature = 0.00 ------------------------------------------------------------------------ NODE Coordinates Boundary Restraints Node LABEL X Y X-dof Y-dof Z-dof Temp ---------- --------- (ft) --------- --- (0,1,2,in,K-in,radians)-- ---(F)--- 1 0 0 1 1 1 0 2 0 11.5 Therm Ex Axis 0 3 28 0 1 1 1 0 4 28 11.5 (/100F) Flag 0 5 39 0 1 1 1 0 6 39 11.5 0.00065 36 0 BEAM DATA Beam Property End Releases BEAM PROPERTIES - Beam Definition Label I -end AISC/Other J-endBEAM Inertia Length I -node 'J -node -or- Tag x y z Property x y z -------------------------------- LABEL (ft) ------------------------------------- 1 - 2 1 Therm Ex Axis ' Tag ------------------------------------------------------------------------ 1 11.500 3. - 4 2 (/100F) Flag 2 11.500 ,5 - 6 2 29000 0.4896 0.00065 36 6 11.500 2 - 4 3 1 1 4 28.000 .4 - .6 3 1 79.3 1 5 11.000 ---------------------- BEAM STRESS CHECK DATA BEAM Unbraced Lengths K:Length Factors Bending Coeff 2nd LABEL- Y -Y (axis) X -X Y -Y (axis) X -X Cm Cb Member? -- ---------- (ft) ------- -_ ---------------- --------------------- Default Beam Length 1 1 1 1 No GAI 5�11�"RUdTUF 106 EAST PARK SIRE N.(. 1D8.363. r8 QMcCaII; ` 208);r634-86148'fax ' ENGINE'* -9A � ,�"su-` .'?�, `�'• �SHEET:NO'� I�r� �O *'`� �` z.; :CHECKED BY .'.SCALE -- BEAM PROPERTIES - - AISC/Other Area Inertia Elastic Weight Coef. of -Fy Y -Y Property SECTION I-xx Modulus Density Therm Ex Axis ' Tag ------------------------------------------------------------------------ PROP LABEL (in 2) (i.n"4) (Ksi) .(K/ft-3) (/100F) Flag Default 29000 0.4896 0.00065 36 6 TS12x4x3/8 11.1 178 ' 3 TS10x4x1/4 6.59 79.3 5 TS10x4x3/8 9.58 110 4 TS12x6xl/4 8.59 161 GAI 5�11�"RUdTUF 106 EAST PARK SIRE N.(. 1D8.363. r8 QMcCaII; ` 208);r634-86148'fax ' ENGINE'* -9A � ,�"su-` .'?�, `�'• �SHEET:NO'� I�r� �O *'`� �` z.; :CHECKED BY .'.SCALE ------------------------------------------------------------------------ NODAL LOAD DATA NODE Nodal Loads (K,.K-ft) I --Load-Case-Factors LABEL I Global X Global Y Moment) 1 2 3. 4 5 -------------------------------------------------------------------- ' 2 8.85 37 1 ---- 4 8.85 2 1 6 8.85 12.4 1 --------------------------------------------- BEAM POINT LOAD DATA BEAM Magnitude Location I Dir Load Case Factors LABEL l(K,K-ft,Deg) (ft)Flag-----1--_-. 2 3 4 5 t ------------------------------------- ------------------------- J ------------------------------------------------------------------------ BEAM DISTRIBUTED LOAD DATA ------------------------------------------------------------------------ BEAMShag' EMag.' SLoc ELoc Dir Load Case Factors LABELI (K/Ft, Deg F) (ft) (ft) I 11 2 3 4 5 ---------------------------------------- ------------------------------- --------------------- LOAD COMBINATION DATA CombinationIRunlIncreasel Stress Load Case Multipliers I Factorrs Y -Load Description ? 1 2 3 4 5 Xgrav Y rav Flag 1: Default 1 1.33 1 -1 2: 3: 5. 6: 7: 8: 9: 10: 11: 12: 13: SUM_MIT,STRUCTURAL ENGINEERING' — - *106';EAST�PARK STREET°x P �, s ;s s r ,;x s �}`s a zt; ^� r a ?` .•r+ xna 'iS'�•� �ti , ,K..�. �.�.. SHEETNo Suite 206 CALCULATED BY k t - �*naW� , R,. �= CHECKED BY" w. ,, McCaII, ID;83638 �,�, L . , . ,�� = _= " `(208);`634-8148 J`ik,'(208) 634-4157 SCAL' 1 LJ -----------------------------7------------------ NODAL DISPLACEMENTS AND SPRING/SUPPORT REACTIONS NODE Load Displacements (in,"rad) Reactions (k,k-ft) LABEL --------------7--------------------------------------------------------- I Comb. I X Y Rotation I X Y Rotation 1 1 0.000 0.000" -1E-12 -12.33 -35.13 141.75 2- 1 0.936 0.004 -0.0101 0.00 0.00 0.00 3 1 0.000 0.000 -8E-13 -7.11 -1.07. 81.73 4 1 0.942 0.000 -0.0102 -0.00 0.00 0.00 5 1 0.000 0.000 -8E-13 -7.12 -11.78 81.84 6 1 0.943 .0.005 -0.0102 0.00 0.00 0.00 ---------------------- ------------------------------------------------------------------------ 1%, END FORCES BEAM Load•I.......I Node End ........ ....... J Node End ........ LABEL lComb Axial Shear Moment Axial Shear Moment --------------------(K)-----(K)----(K-ft)--- ---(K)------(K) (K -ft) -- 1. 1 -35.126 12.326 141.751 36.686 -12.326 0.000 2 1 -1.070 7.107 81.735 1.563 -7.107 -0.000 6 1 -11.784 7.116 81.839 12.277 -7.116 0.000 4 -1 -3.476 0.314 0.000 3.476 0.314 0.000 .5 1 -1.734 0.123 0.000 -1.734 0.123 0.000 ------------------------------------------------------------------------ ------------------------------------------------------------------------ AISC UNITY CHECK RESULTS BEAM LoadOverall 'I' Center Points /if LABEL ------------------------------------------7----------------------------- Comb. I Maximum Node 1/4 1/2 3/4 Node 1 1 0.769 0.769 0.584 0.400 0.216 0.032 2 1 0.820 0.820 0-.616 0.412 0.208 0.004 6 1 0.850 0.850 ,0.646 0.442 0.238 -0.034 4 1 0.018 0.018 -0.216 -0.294 -0.216 0.018 5 1 0.017 0.009 0.015 0.017 0.015 - _... , to yre- i x nh i.�;` .K " SUMMM TRUCTURAL ENGINEERING �r ; g 2 ;JOB NO _ -.- r X106 EAST PARK STREET � 3 ` Pum ' - - - - $<: c" r.-" 1 f e. Ulte 206 der `�,'* +� CALCULFATED BY., McCall, ID ;83638HECKED BY _= (208);634-8148>` 'f (208 SCALE'' 2001 UBC Lateral Analysis Steel Column Drift Calculation Shear Line = 1 h = 11.5 feet T = T= 0.02*(h)^3/4 = 0.12 < 0.7 sec. R= 2.2 L"IS = 0.943 in 1.4*0.7R*aS = 2.03 in. 2.03 < 3.45 O.K. Therefore: Max Allowable drift Om = 0.025*h Am = 3.45 SUMMIT STRUCTURAL,ENGINEE, oe NoP- 1 O6 EAST PARK STREET -tl , � ��� ; r, ��,+ , k� ` a, SHEET NO L 0.� CALCULATED BY:""' I �f r•. McCali 3 '208 CHECKED'BY (208) `634.=8148 fax (208) 634=4157: : ` SCALE Lateral Analysis Shear Wall Line L= V= Q1 = Load From Side Additional Load 2 Roof level 39.5 392 392 Ib/ft x 57 / 2 = 0 Ib/ft x 0/ 2 = 0 Total Load Unit Shear = 11,172' / 39.5 ft. _ Overturning Check 11172 0 0 11172 283 Ib./ft. Use Shear Wall Schedule No. 4 Capacity= 350 Ib./ft. 3/8" Plywd. CDX w/ 8d @ 4/4/12 S� p1,,V Li 19.5 h 10 Unit Shear = 283 0 Dead Load Roof/Clg Load 24 psf x Wall Load 10 psf x Floor Load 12 psf x Additional Pt. D.L. 0 Tribituary Load 2 = 48 10 = 100 0 = 0 0 x Arm2/z, Mr 19.5 9126 19.5 19012.5 19.5 0 19.5 0 Mr = 28138.5 Mot = 283 plf x 19.5 x 10 = 55153 Tup = (Mot -.67 x Mr) / 19.5 ft - 0.33 ft. T = 1894 Use ST6236 Cap. = 3430 Ib. JOB NO: SUMMIT,STRUCTURAL" ENGINEERING' ' "`h`T r X106 EAST PARK STREETS 'SHEET -, --- $Ulte 206" is � a Z "^ ;> CALCULATED BY L rC,-, McCall, ID 83 638 y CHECKEDBY (208)`;634-8148 " faz.(208).634-4157 SCALE Lateral Analysis Shear Wall Line 2 floor level Block A L= 25.5 • V = 257 Q1 = 257 Ib/ft x 59/ 2 = 7581.5 Load From Side 0 Ib/ft x 0/ 2= 0 Additional Load 11172 11172 Total Load 18753.5 Unit Shear = 18753.5 / 25.5 ft. = 735 Ib./ft. Use Shear Wall Schedule No. 2a Capacity = 1280 lb./ft. 3/8" Plywd. CDX w/ 8d @ 2/2/12 Both Sides pv-c-%A-o -+vv� Overturning Check Li 25.5 25.5 32512.5 h 10 ' 25.5 0 Unit Shear = 735 Dead Load Tribituary Load Roof/Clg Load 30 psf k 2 = 60 Wall Load 10 psf x 10 = 100 Floor Load 12 psf x 0 ' = 0 T Additional Pt. D.L. 0 .0 Mot = 735 plf x 25.5 x 10 = Tup = (Mot -.85 x Mr) / 25.5 ft - 0.33 ft. Use HD8A Cap. = 7460 Ib. x Arm2/� Mr 25.5 19507.5 25.5 32512.5 25.5 0 25.5 0 Mr = 52020 187535 T = . 5694 . - - J - az - x,e ¢ Sp] 7x'�ktx T +[-v.t..C, SUMMIT�STRUCTURAL ENGINEERING ,Z % - &. ' JOB No` � =rile +,�fttxy"hxr7>•-,. a j't S + 3'«� •rt X106 EAST PARK S REETi "SHEET. NO:',.L-.�5 3 �r �. . ,.� ,3.. h - • y, + Y ' — SUlte,206 �c4C}}'��ttsx� rP �" f a 1F6 r a�C k i t+x �Ey�;tCALCUI.NATED BY x r w McCaII, ID 83638 i>:£��'tis �a#vs i�i� �k�r+� CHECKED (208)x634=8148'.faX (208)"-634=41'57' s =x ',,f .;t ' 1. L'SCALE ' • ` ` Lateral Analysis Shear Wall Line 3 Roof level . L= 38.5 V = 392 Q1 = 392 Ib/ft x 32 / 2 = 6272 Load From Side 0 Ib/ft x 0/ 2= 0 Additional Load 0 0 Total Load 6272 Unit Shear = 6272 / 38.5 ft. = 163 Ib./ft. Use Shear Wall Schedule No. 4 Capacity = 350 Ib./ft. 3/8" Plywd. CDX w/ 8d @ 4/4/12 ' Overturning Check - 111169 38.5 0 Li 38.5 t h 10 Unit Shear = 163 ' Dead Load Tribituary Load Roof/Clg Load 30 psf x 2 = 60 Wall Load psf x 10 = 150 ' Floor Load ,15 12 psf x 0 = 0 Additional Pt. D.L. 0 0 ' Mot = 163 x 38.5 10 = plf x Tup = (Mot -.85 x Mr) / 38.5 ft - 0.33 x Arm2/,, Mr 38.5 44467.5 38.5 111169 38.5 0 38.5 0 ' Standard Sole Plate Nailing Adequate No Holdown Required _ "SUMMIT STRUCTURAL�iE1" 0106 EAST PARK STREETA' x* 11�(208),634181148-,,`'fax ,(208) , 1 w i4r�iF�T�I� 62720 T = -1823 GINEERING';OB 0 >,�.. t iL .�'.'"�"' �k a�h n� �'z��5 SHEET NO. a �- `• L7 a . _ aj +�. " �� `CALCULATED s a t s ri r � tx4�mi)y`ys * CHECKED BY + , ru ; „ `it 34-4157 ;'SCALE' Lateral Analysis Shear Wall Line L= V= Q1 = Load From Side Additional Load Unit Shear = 3 floor level 25.5 257 257 Ib/ft x 32 0 lb/ft x 0 6272 Total Load Block A 10384 / 25.5 ft. = 4112 0 6272 10384 407 Ib./ft. Use Shear Wall Schedule No. 2 Capacity = 640 Ib./ft. 3/8" Plywd. CDX w/ 8d @ 2/2/12 Overturning Check Li 25.5 h 10 Unit Shear = 407 _ ;SUMMITS TRU 106 EAST PARK ' - Suite„206 McCall, ID 836; a (208);634=8148 Use HD5A Cap. = 4010 Ib. ENGINEERING 4 157• x ArM2/2 Mr 25.5 19507.5 25.5. 32512.5 25.5 0 25.5 0 Mr = 52020 103840 T = 2741 `FJOB }. r}� 9'• t.tlr71 rc Vf' CALCULi4TED BY,°' CHECKED BY Dead Load Tribituary Load Roof/Clg Load 30 psf x 2 = 60 Wall Load .10 psf x 10 = 100 Floor Load 12 psf x 0 = 0 Additional Pt. D.L. 0 0 Mot = a 407 plf x 25.5 x 10 = Tup = (Mot -.67 x Mr) / 25.5 ft - 0.33 ft. _ ;SUMMITS TRU 106 EAST PARK ' - Suite„206 McCall, ID 836; a (208);634=8148 Use HD5A Cap. = 4010 Ib. ENGINEERING 4 157• x ArM2/2 Mr 25.5 19507.5 25.5. 32512.5 25.5 0 25.5 0 Mr = 52020 103840 T = 2741 `FJOB }. r}� 9'• t.tlr71 rc Vf' CALCULi4TED BY,°' CHECKED BY Lateral Analysis. Shear Wall Line 4 Roof level L= 22.5 V = 392 Q1 = 392 Ib/ft x 24 / 2 = 4704 Load From Side 0 Ib/ft x 0/ 2= 0 Additional Load 0 0 Total Load 4704 Unit Shear= 4704 / 22.5 ft. _ . 209 Ib./ft. Use Shear Wall Schedule No. 4 Capacity = 350 Ib./ft. 3/8" Plywd. CDX w/ 8d @ 4/4/12 Overturning Check Li 22.5 h 10 Unit Shear = 209 Dead Load Tribituary Load x Arm2/� Mr Roof/Clg Load 30 psf x 2 = 60 22.5 15187.5 Wall Load 15 psf x 10 = , 150 22.5 37968.8 Floor Load 12 psf x 0 = 0 22.5 0 Additional'Pt..D.L. 0. 0 22.5 0 Mr = 53156.3 Mot = 209 plf x 22.5 x 10 = 47040 -Tup = (Mot -.85 x Mr) / 22.5 ft - 0.33 ft. T = 84 Standard Sole Plate Nailing Adequate No Holdown Required iSUT, STRUCTURAL ENGINEERING � 3 s? � " ; �`' O kRKST--•,RE Mw MI.r . i'R'EE,....t-y7y:i.A3a"a'`7' ..' TK r' 1061EAST PATy�� ;x� �fsal}yC�� `t«sSHEET NO: a'I. :� Si,ccrc� a'r' -'s,.. '��''''`Y#+ *":"r, - y'� r Yf {.1 206r '' ti x C*N, t ,CALCULATED BY— Suite '^:`'Gt�.a �.{+i 3,f' h :McCall, ID83638"�ii� Y �# +t` r� ��w ;' ' y3CHECKED BYtt�H.ixxi; r , (208) `,634=8148 faz (208) 634=`4157 ' _ ` IL 5 a. 4 i :SCALE" Lateral Analysis Shear Wall Line 5 floor level Block A ' L= 7.34 V = 257 tQ1 = 257 Ib/ft x 171 2 = 2184.5 Load From Side 0 Ib/ft x 0/ 2= 0 Additional Load 3332 3332 Total Load 5516.5 Unit Shear = 5516.5 / 7.34 ft. = 752 Ib./ft. ' Use 9 Simpson "Strop wall' ICBG No. PFC5492 SW32x10 Cap. = 2460 Ib. 1 auLoo C;Zq Cao�- Sw�U� *V4 o. SUMMIT STRUCTURAL ENGINEERING JOB No. 106 EAST PARK STREET SHEET NO.. L' ' EE�7 - Suite 206 CALCULATED BY McCall, ID 83638 CHECKED BY (208) 634-8148 . fax (208) 634-4157 SCALE Lateral Analysis Shear Wall Line 6 Roof level L= 34 V = 392 Q1 = 392 Ib/ft x Load From Side 0 Ib/ft X Additional Load 0 17/ 2 = 0/ 2 = Total Load 3332 0 0 3332 Unit Shear = 3332 / 34 ft. = 98 Ib./ft. Use Shear Wall Schedule No. 4 Capacity = 350 Ib./ft. 3/8" Plywd. CDX w/ 8d @ 4/4/12 Overturning Check Li 34 h 10 Unit Shear = 98 Tribituary Dead Load Roof/Clg Load 30 psf x Wall Load 15 psf x Floor Load 12 psf x Additional Pt. D.L. 0 Tribituary Load 2 = 60 10 150 0 = 0 0 x ArM2/2 Mr 34 34680 34 86700 34 0 34 0 Mr = 121380 Mot = 98 plf x 34 x 10 = 33320 Tup = (Mot -.85 x Mr) / 34 ft 0.33 ft. T = -2075 Standard Sole Plate Nailing Adequate No Holdown Required _ ;SUMMITrSTRUCTURALcENGINEERING ' r� �M-1- 11,11'06: '` Jo No Lh m, 9Lciv €na R? it it rtsT '."r t aSSr ti y� ;106EAST PARK STREET ^�� �� ;,� " c - _Iwo , :r W 's 4 - rSHEET,NO ySulte:206aC3.,�`�t n . `# ti i rrf +"h`;�x;CALCULATED BY :,rtr� r "r: ;McCall ID783638 �-, �5 - "'7t.a� > ��� r CHECKED BY f ., ,. t'vwtr:. .tf`>z!!r�yf'x (208) 634-8148 ,..fax.(208)•634-4157 dwL Lateral Analysis Shear Wall Line 7 floor level Block A . L= 23.5 V = 257 Q1 = 257 Ib/ft x 24 / 2 = 3084 Load From Side' 0 Ib/ft x 0/ 2= 0 Additional Load 4704 4704 Total Load .7788 Unit Shear = 7788 / 23.5 ft. = 331 Ib./ft. Use Shear Wall Schedule No. 2 Capacity = 640 lb./ft. 3/8" Plywd. CDX w/ 8d @ 2/2/12 Overturning Check Li 23.5 h 10 Unit Shear = 331 0 Dead Load Roof/Clg Load 30 psf x Wall Load 10 psf x Floor Load 12 psf x Additional Pt. D.L. 0 Mot = 331 plf x Tup = (Mot -.85 x Mr) / SUMMIT;STRUCTUR� 106'EAST PARK STREE - Suite 206p -•,5.;y= x- McCall; I0;183638& Tribituary Load 2 = 60 10 = , 100 0 = 0 0 23.5 x 10 = 23.5 ft - 0.33 ft. Use HTT16 Cap. = 3480 Ib. x Arm2/,, Mr 23.5 16567.5 23.5 27612.5 23.5 0 23.5 0 Mr = 44180 77880 T = 1740 NGINEERING�}KfJoallo°R'�.t 5"i;a �,�"``�,�'� ,',� � x� '�',x�'<�;�"' ,,.CALCULATED BY w • `�` ^tcr-� �.�. , ' —��„�,'��, �'_ .� .n,r�, �,� ,• a:.CHECKEDBY J r • 634=41;57 ,1'� . .. .. P _ . ..,SCALE" �.' � Lateral Analysis Shear Wall Line 8 floor level Block A L= 25.5 V = 257 Q1 = 257 Ib/ft x 33 / 2 = 4240.5 Load From Side 0 Ib/ft x 0/ 2= 0 Additional Load 10388 10388 Total Load 14628.5 Unit Shear = 14628.5 / 25.5 ft. = 574 Ib./ft. Use Shear Wall Schedule No. 2 Capacity = 640 Ib./ft. 3/8" Plywd. CDX w/ 8d @ 2/2/12 Use HTT22 Cap. = 5250 Ib. x ArmZ/d Mr 25.5 19507.5 25.5 32512.5 25.5 0 25.5 0 Mr = 52020 T = 4055 _ SUMMIT STRUCTURAL ENGINEERING JOB No. 106 EAST PARK STREET SHEET No. L'- Suite 206 CALCULATED By McCall, ID 83638 CHECKED By (208) 634-8148 fax (208) 634-4157 SCALE Overturning Check Li 25.5 ' h 10 Unit Shear = 574 ' Dead Load Tribituary- Load Roof/Clg Load 30 psf x 2 - 60 Wall Load 10 psf x 10 = 100 ' Floor Load 12 psf x 0 = 0 Additional Pt. D.L. 0 0 ' Mot = 574 plf x 25.5 x 10 = Tup = (Mot -.85 x Mr) / 25.5 ft - 0.33 ft. Use HTT22 Cap. = 5250 Ib. x ArmZ/d Mr 25.5 19507.5 25.5 32512.5 25.5 0 25.5 0 Mr = 52020 T = 4055 _ SUMMIT STRUCTURAL ENGINEERING JOB No. 106 EAST PARK STREET SHEET No. L'- Suite 206 CALCULATED By McCall, ID 83638 CHECKED By (208) 634-8148 fax (208) 634-4157 SCALE Lateral Analysis Shear Wall Line 8A floor level Block A L= 58.5 V= 257 Q1 = 257 Ib/ft x 38 / 2 = 4883 Load From Side 0 Ib/ft x 0/ 2= 0 Additional Load 0 0 Total Load 4883 Unit Shear = 4883 / 58.5 ft. = 83 Ib./ft. Use Shear Wall Schedule No. 4 Capacity = 350 Ib./ft. 3/8" Plywd. CDX w/ 8d @ 4/4/12 Overturning Check 19507.5 25.5 32512.5 Li 25.5 25.5 0 h 10 Unit Shear = 83 Dead Load Tribituary Load Roof/Clg Load 30 psf x 2 = 60 Wall Load 10 psf x 10 = 100 Floor Load 12 psf x 0 = 0 Additional Pt. D.L. 0 0 Mot = 83 plf x 25.5 x 10 = Tup = (Mot -.85 x Mr) / 25.5 ft - 0.33 ft. 1 _ 4SUM_MI STRUCT 4106+EAST PARK ST Suite 206 • ��+ McCali,•:ID`83638 (208);.634=810"f Use HTT16 Cap. = 3480 Ib. x Arm2/d Mr 25.5 19507.5 25.5 32512.5 25.5 0 25.5 0 Mr = 52020 ;F* -V T = -911 IGINEERING 7�' r�Jos No�" ',,,��.,k� ¢r€+fCpr + i i;J 3, L SEET�NO L of 71 t q'� CALCULATED BYt- �t r �. �i `xxrr�� r t'lj •t• titf t� ;, sCHECKED BY i34=4157:: 4 ;SCALE r Lateral Analysis Shear Wall Line 9 Roof level L= 56.5 V = 392 Q1 = 392 Ib/ft x 38/ 2 = 7448 Load From Side 0 Ib/ft x 0/ 2= 0 Additional Load 0 0 Total Load 7448 Unit Shear = 7448 / 56.5 ft. = 132 Ib./ft. Use Shear Wall Schedule No. 4 Capacity = 350 Ib./ft. 3/8" Plywd. CDX w/ 8d @ 4/4/12 Overturning Check Li 56.5 h 17 Unit Shear = 132 Dead Load Tribituary Load x ArM2/2 Mr Roof/Clg Load 30 psf x 2 = .60 56.5 95767.5 Wall Load 15 psf x 17 = , 255 56.5 407012 Floor Load 12 psf x 0 = 0 56.5 0 Additional Pt. D.L. 0 0 56.5 0 Mr = 502779 Mot = 132 plf x 56.5 x 17 = 126616 Tup = (Mot -.85 x Mr) / 56.5 ft - 0.33 ft. T = -5354 Standard Sole Plate Nailing Adequate No Holdown Required SUMMIT STRU'CTURALUE X106 EAST PARK STREET a. 11,ID;83638 (208)7634-8148 "fax(208) INEERING6WN6' �� tt���. � ,, � r� �,}k,�af;� ,'���"�$HEET NO aL - oZCI��.� •� a h: {� -•"f.t: s - :✓' . fi3ej' c tsa,s, �Y1S4� �5c *y;`� t `CALCULATED BY �'.�: ?, r „r�,`a_�-t •,{,+,:r r a +fix ri� S mxe is ; c,,'rCk1ECKED BY a .. ?;SCALE `'1 r Lateral Analysis Shear Wall Line 9 floor level Block A L= 58.5 V = 257 Q1 = 257 Ib/ft x 22 / 2 = 2827 Load From Side 0 Ib/ft x 0/ 2= 0 Additional Load 7448 7448 Total Load 10275 Unit Shear = 10275 / 58.5 ft. = 176 lb./ft. Use Shear Wall Schedule No. 4 Capacity = 350 Ib./ft. 3/8" Plywd. CDX w/ 8d @ 4/4/12 Overturning Check Li 58.5 h 10 Unit Shear = 176 Dead Load 30 psf x 15 psf x 12 psf x 0 Roof/Clg Load Wall Load Floor Load Additional Pt. D.L. Mot = Tup = 176 plf x (Mot -.85 x Mr) / Tribituary Load 2 = 60 10 = 150 0 = 0 0 58.5 x 10 58.5 ft - 0.33 ft. x Arm2/2 Mr 58.5 102668 58.5 256669 58.5 0 58.5 0 Mr = 359336 102750 T = -3484 Use HTT16 Cap. = 3480 Ib. 1 _ 'SUMMITSTRUCTURAL ENGINEERING s �4"`", `�y'n� ®r 'dx, ^ �QB N� ��� ty'rs$u i° '!Yne7"f.•-7s., 106!EAST PARK STREET�,�� x�,41;,� , z N t u ^A y i ,. * SHEET No. L � '�'_ +�' +-� ,� • ,.�....®- e?Os�'-�'��.':'� !McC .all, " +(208)x,634=8148�faz(208).634=4157 Lateral Analysis Shear Wall Line A Roof level L= 8 V= 2144 Q1 = 2144 Ib/ft x 40 / 2 = Load From Side 2144 Ib/ft x 3/ 1 = Additional Load 0 3)'634=4157• Total Load Unit Shear = 49312 / 8 ft. _ Use steel moment column per plan. See calculations on following pages. SUMMff�"'STRUCTUR 106 EAST, PARK SIRE .SUlte '206""'" __ (McCall, ID;83638 �n y°: 42880 6432 0 49312 6164 Ib./ft. ENGINEERING , JOB NO r: sm � ���(^�.�aPt '��'cra I -� \s "'+`y � 1.ggF¢f t�$s 4i �'��.^� n ?,�,yi � �'SMEET NO. (,- �� r Ls• U+`�``'w»..; { S.t • y rr. < ! .i- . C �� ,' St T ..ham � ��y.g CALCULATED BY BY j `CHECKED 3)'634=4157• ' SCALE' Lateral Analysis Shear Wall Line A Floor level L= 8 V = 1391 Q1 = 1391 Ib/ft x Load From Side 1391 Ib/ft x Additional Load 0 Unit Shear = 26/ 2 = 3/ 1 = Total Load 22256 / 8 ft. = 18083 4173 0 22256 2782 Ib./ft. Use steel moment column per plan. See calculations on following pages. Z78 � SIN G 4 7��'S. SUMMIITS;TRUCTURAL-'ENGINEERING " t' Jos No �+;s A �;s3�r �r_- `�-e .tz 5�� t-c:r.i _ 1 O6 EAST PARK STREET ``� ,i• HEET No , a2 + v "� E �3 2� �� r t+ ' i � � r � �`.._t -X tSa{ i }t s.aLta1r �Rtr es L a r+Y "v"' id ' ctY:CALCULATED BY, c McCall, ID 83638 4 ;xz y «, } �.. 4 •r.a.-�Y .��„� � � �" s�, � u L, `"ri CHECKED BY `"" ` (208) 634=8148 `s`fax'(208)634-`4157 J SCALE . ' Summit Structural Engineering l Youngs 1 Density ksi I kcf Title Plaza Estado Yield ksi Material 1.000 106 East Park Street, Ste. 206 ' Job # sd-254 Dsgnr: Benjamin Date: W12x96 T Steel McCall, ID 83638 0.900 in Description.... 12.160 in (208) 634-8148 270.00 in4 Steel Moment Column Gravity Load Factors Load Combination Factors ' (208) 630-5079 fax I Increase X Y # 1 # 2 # 3 # 4 # 5 I cdl 1.330 1 I 1.000 FastFrame 2-D Frame Analysis v5.0.9- Page 1' Nodes... Node Node Coordinates Node Label X Y X Restraint Y Restraint Z Restraint Temp ' ft ft deg F 1 0.0000.000 Fixed Fixed Fixed 0 2 0.000 I I 3 0.00 23.000 0 Member... MemberEndpoint Nodes I Member I End Releases J End Releases Label Property Label I 1 Node J Node I Length ft I X Y Z ` X Y Z 2 I W12x96 I 2 3 11.500 Member Stress Check Data... Member Unbraced Lengths I I Slenderness Factors . AISC Bending & Stability Factors Label Lu : Z ft Lu : XY K : Z K: XY Cm Cb 1 11.500 11.500 1.00 1.00 Internal Internal 2 11.500 11.500 1.00 1.00 Internal Internal Materials... Member Label l Youngs 1 Density ksi I kcf l Thermal I in/100d Yield ksi ' Default 1.00 0.000 0.000000 1.00 Steel 1 29,000.00 0.490 0.006500 36.00 -- Section Sections... Prop Label Default Area Depth Tf Ixx 0.000 in Material 1.000 Group Tag ' Width Tw lyy Node Displacements & Reactions Default Default 1.000 int 0.000 in 0.000 in 1.00 in4 1.000 X Y Z ' 0.000 in 0.000 in 0.00 in4 W12x96 T Steel 28.200 int 12.710 in 0.900 in 833.00 in4 12.160 in 0.550 in 270.00 in4 Node Displacements & Reactions Member 2 Node Displacements 2.782 k 6.200k 1.000 X Y Z ' 3 6.164k 2.900k 1.000 Load Combinations... Load Combination I StressI Gravity Load Factors Load Combination Factors ' Description 1 I Increase X Y # 1 # 2 # 3 # 4 # 5 I cdl 1.330 1 I 1.000 Node Displacements & Reactions Member Node Displacements Node Reactions Node Label Load Combination X Y Z I X Y Z in in Radians k k k -ft 1 cdl 8,946.E-014 0 0-8.94600 -9.10000 173.76500 ' 2 cdl 0.65971 0.00154 -0.00839 0 0 0 3 cdl 2.04045 0.00202 -0.01082 0 0 0 Member End Forces... 1 Member " I " End Forces Node " J " End Forces Label Load CombinationNode Axial Shear Moment Axial Shear Moment k k ft -k k k ft -k 1 cdl 9.10000 4600 2 cdl I -2.90000 6.1 1 6400 70.88600 2.90000 -6.73.76500 9.10000 1 4600 -70.88600 6400 0 Summit Structural Engineering Title : Plaza Estado 106 East Park Street, Ste. 206 Job # sd-254 Dsgnr: Benjamin Date: McCall, ID 83638 Description.... (208) 634-8148 Steel Moment Column (208) 630-5079 fax FastFrame 2-D Frame Analysis V5.0.9- Page L Steel Stress Checks... Member Load Combination Overall I @ Left End 1/4 Span 1/2 Span 3/4 Span @ Right Encs Shear Label Maximum 1 cdl 0.515 0.515 cdl I0.209 0.209 0.15 2 9 0.110 0.060 0.00. I 0.046 5q W ' 2001 UBC Lateral Analysis y s ' Steel Column Drift Calculation ' Shear Line = h = A 23 feet T = R = T= 0.02*(h)^3/4 = 0.21 < 0.7 sec. Therefore: 2.2 Max Allowable drift ' AS = LM = Am = 0.025*h 2.04 in Om = 6.9 1.4*0.71R*ZS = 4.40 in. ' 4.40 < 6.9 O.K. 1 1 — — -- " SUMMIT STRUCTURAL -ENGINEERING t �. s WN 106 EAST PARK STREET `�SHEET NO y..y„ .x*x "�'r 1; 0 4'S�# "Y?L. ��'jt�> R �+'� �''- Y 4 .: ., �;• Surfe 206 �r� ,x* .. yxsCAL Y;'`� ~' .. r c r:-, i" X 7 `i -Y �'4: F•` r 4�j C+UL'ATED B .0 ;McCai1ID 83638 r T"' a �c.s' ?' �^ '}*�aa .'' �' CHECKED BY (208);,634-8148 f'az;(708) 634-4157 SC'AL'E"F W 1 Lateral Analysis ' Shear Wall Line B Floor Level L= 90.5 V = 1391 r U ' Q1 = 1391 Ib/ft x 46./ 2 = 31993 Load From Side 0 Ib/ft x 0/ 2= 0 ' Additional Load 17794 L i 'k C 17794 Total Load 49787 Unit Shear = 49787 / 90.5 ft. = 550 Ib./ft. Use Shear Wall Schedule No. 2 Capacity = 640 Ib./ft. 3/8" Plywd. CDX w/ 8d @ 2/2/12 ' ' Overturning Check Li 11.5 h 11.5 ' Unit Shear = 550 ' Dead Load Tribituary Load x Arm2/,, Mr Roof/Clg Load 24 psf x 20 = 480 11.5 31740 Wall Load 10 psf x 11.5 = , 115 11.5 7604.38 ' Floor Load 12 psf x 0 = 0 11.5 0 Additional Pt. D.L. 0 0 11.5 0 Mr = 39344.4 ' Mot = 550 11.5 12 = plf x x 72755 ' Tup = (Mot -.67 x Mr) / 11.5 ft - 0.33 ft. T = 4153 ' Use HTT22 Cap. = 5250 Ib. !SUMMIT,STRUCTURAL ENGINEERING = °'JOB No x7 .=l •.. _.. l - t '#.ir _. »1061EAST PARK STREET SHEETLh x� Lv•< a ,4 ' vyw g n NO. SUite' 206 BY :McCall; IDi83638,A aveK 'i.L, i,�?` `'.',aCHECKED'BY —=(208) 634=8148.;; faz (208).634-4157 LJ Lateral Analysis Shear Wall Line C Roof Level L= 8 V = 2144 Q1 = 2144 Ib/ft x Load From Side 0 Ib/ft x Additional Load 0 Unit Shear = 49312 / 46 0/ 1 = Total Load 8ft. = Use steel moment column per plan. See calculations on following pages. 49312 0 0 49312 6164 Ib./ft. Ccz,) 4-•' (-, Lf 8 3 1Z- 34 rS1ed, t4 17c( 4 i 4�r, 31 i �' • � 3 �� � � g -�-� � ��, � e. `��c8 � ��i�-G ( - •Pcc�-t CCS �s r % / I U� �J�dc.L� '`'`Q'`'` ', o��V3 W/ S0Sx42'( Sous La 41166. Z �wS Z�� �-K l C3 _ SUMMIT STRUCTURAL`'ENGINEERING 2.. } j + X106 EAST PARK STREET ��y� 7', *r �;:, h �« .tea ; "s 4 SHEET N041� �l :. ty,CALCULATED BY's n CHECKED BY 4 ;: '(208);634 811'48°-! fax. '(208) 634=4157 h a : SCALE FASTFRAME Two -Dimensional Static Frame Analysis Version 1.11 Copyright (C) 1988,89 ENERCALC SOFTWARE Project Client 3 No. 0 1 z Date ***********16) SICK I__'==�----- 4 Nodes 3 Beams 1 Load Cases Prepared By 2 Nodal Loads 0 Beam Point Loads 0 Beam Distrib. Loads SUMMIT STRUCTURAL ENGINEERS 2283 FIFTH STREET _ ,SUMMITSTRUCTURAL E4401$ I4IN.(1rA' 917,50 Jos No.. `106. EAST:'PARK.STREET SHEET NO. L - 3 ,Suite 206."(909') 59'6 0842 PHONE CALCULATED By McCall, lD ;83638 CHECKED BY (208) 634-8148 fax (208) 634-4157 SCALE ------------------------------------------------------------------------ NODAL DATA I Global Default Temperature = 0.00 ------------------------------------------------------------------------- NODE Coordinates Boundary Restraints Node LABEL X Y X-dof Y-dof Z-dof Temp ---------- --------- (ft) --------- --- (0,1,2,in,K-in,radians)-- ---(F)--- 1 0 0 1 1 1 0 2 0 10 0 3 6 0 1 1 1 4 6 10 Beam Property End Releases Beam Definition Label I -end J -end BEAM Length 1 -node J -node -or- Tag x y z I x y z LABEL (ft) ------------------------------------------------------------------------ 1 - 2 1 1 10.000 3 - 4 1 2 10.000 2 - 4 1 3 6.000 ------------------------------------------------------------------------ 'BEAM STRESS CHECK DATA ------------------------------------------------------------------------ BEAM Unbraced Lengths K:Length Factors Bending Coeff 2nd ' LABEL Y -Y (axis) X -X Y -Y (axis) X -X Cm Cb Member? ---------- -------- (ft) ------- ------------------ ------------- -------- Default Beam Length 1 1 1 1 No BEAM PROPERTIES AISC/Other Area Inertia Elastic Weight Coef. of Fy Y -Y Property SECTION I-xx Modulus Density Therm Ex Axis Tag PROP. LABEL (in^2) (in"4) (Ksi) (K/ft^3) (/100F). Flag ------------------------------------------------------------------------ Default 29000 0.4896 0.00065 36 5 TS12x4x3/8 11.1000 178 4 TS10x4x1/4 6.59000 79.3000 2 TS10x4x3/8 9.57999 110 3 TS12x6x1/4 8.59000 161 6 TS12x6x3/8 12.6000 228 1 TS10x6x1/4 7.59000 103 SUMMIT STRUCTURAL ENGINEERING 106 EAST PARK STREET Suite 206 McCall, ID 83638 11 (208) 634-8148 fax (208) 634-4157 JOB No. SHEET No. L CALCULATED BY CHECKED BY SCALE --------------- NODAL LOAD DATA ' -------------- ---- ------- --- NODE--- ------=- - Nodal Loads---- -------- K K -ft ------------ Load Case Factors LABEL I Global X Global Y Moment 1 2 3 4 5 ' ------------------------------------------------------------------------ 4 I 6.164 0.5 I 1 ------------------------------------------------------------------------ BEAM POINT LOAD DATA ------------------------------------------------------------------------ BEAM Magnitude LocationDir Load'Case Factors LABEL l(K,K-ft,Deg) (ft) (Flag I 1 2 3 4 5 ------------------------------------------------------------------------ I I I ------------------------------------------------------------------------ BEAM DISTRIBUTED LOAD DATA ------------------------------------------------------------------------ BEAM SMag EMag SLoc ELoc Dir Load Case Factors LABEL (K/Ft, Deg F) (ft) (ft) I 11 2 3 4 5 ---------------------------------------- ------------------------------- ------------------------------------------------------------------------ LOAD COMBINATION DATA ------------------------------------------------------------------------ Combination IRunlInc,reasel Stress XgLoad Case Multipliers I Factors Y -Load Description ? 1 2 3 4 5 rav Ygrav Flag ---------------------------------=-------------------------------------- 1: Default 1 1.33 1 -1 2: 3: 4: 5. 6. 7: 9. 10: 11. 12: 13: ---------------------------------------------------- -------------------- SUMINIIT STRUCTURAL�ENGINEERING ._.--�.� ; .W a. :kh� 5�»,W. a •Yx :.4. f -. n d,'- ,"fy+��,yx �w-�r .,.N} 1 JOB No t Gtr. _r �a ,�.:: .tr'f t06 EAST PARK STREET ^" Y�SHeEr' '. a it "£ s_rl��G ..a^..fyy�,.6JPE 7 �•� 7� „t ,r i� y ��j + < Su�♦a-206 7 Y""t Aj" (0.+ct �`r•y y � si y 3 t,�% � �•� ,�,_ _r� S"` � �-- CALCULATEDBY-- McCall, lU'83638 y 'tr+Y+w{�1 ti }` r rFt ^%". sCDHECKEBY r + - `(208)'634=8148`t= fax,(2'08) 634=4157.. SCALE---'- I r ----------------------------------------------- I ' ------------NODAL-DISPLACEMENTS-AND-SPRING/SUPPORT-REACTIONS------------ NODE Load Displacements (in, rad) Reactions (k,k-ft) LABEL Comb. I X Y --------------------------------- Rotation I X Y Rotation '-- 1 1. 0 000 0.000---3E-13 -6.16----9.42 ---- ----- 33.86-'2 1 0.386 0.005 -0.0014 0.00 0.00 0.00 3 1 0.000 -0.000 -3E-13 -6.17 9.09 33.91 ' 4 1 0.386 -0.005.-0.0014 0.00 0.00 0.00 ' --------------------------------------------------=--------------------- BEAM END FORCES ------------------------------------------------------------------------ BEAM I Node End ........ ....... J Node End ........ ' LABEL (Load Comb. I........ Axial Shear Moment Axial Shear Moment --------------(K)-----(K)----(K-ft)--- ---(K)------(K)----(K-ft)-- 1 1 79.416 6.158 33.865 9.674 -6.158 27.712 ' 2 1 9.087 6.170 33.907 -8.829 -6.170 27.796 3 1 - 0.006 9.174 -27.712 -0.006 9.329 - 27.796 ------------------------ AISC UNITY CHECK RESULTS ------------------------------------------------------------ BEAM I Load I Overall I 'I' Center Points 'J' LABEL Comb. Maximum Node 1/4 1/2 3/4 Node ------------------------------------------------------------------------ ' 1 1 0.667 0.667 0 SUMMIT STRUCTURAL' ENGINEERING ''J t _ � tz ? Y� � �. .� cr 7..`�JOa 106 EAST�PARK STREET �� n �x , r fi r° ;' ,iYiSHEtET NO. (.- �ij"... .AI,N 4,t t� s+ a.rt .;u ?r a z t a�) 'g a<'&Maid CALCULATED BY - grr+�^--S L! le'.206.'pwPro `i'H •'}st'� �i� _'Kkr :5...� t� 9 k f ' it �'". :;,z St � � Y:�: a i3,i n T.. , � . `�•� i'� i Yt;} 'i .. .. 1- McCall,:CHECKED BY' -= _ x(208)';634=8148': fax (208) 634-4157, +.' SCALE' 84 0.100 0.271 0.555 2 1 I 0.674 3 1 0.512 0.674 0.389 0.104 0.276 0.560 0.511 0.257 0.001 0.255 0.512 �sau,c dor G c c 1 _ 1 L- 4o, CNO c� skc) tZ: Z 2 . 7 Y ,c till -170 SUMMIT STRUCTURAL'ENGINEERING t'" �° <r'#'f>'7 '�<<'Joe 1.06 EAST PARK STREET;'-`' ���t i f! ° w+i,asrs carr SHEET = ' - .; r s�v .. �`> .�v SURE 206. CALCULATED ;McCall, ID)83638'�,�'a« .: $.� " r .eT'' CHECKED BY -.r k(208)'634=8148';r fax'(208) 634-4157 ^' SCALE 1 . Lateral Analysis tShear Wall Line D Roof Level ' L= 3 . V = 2144 ' Q1 = 2144 Ib/ft x 6/ 2 = 6432 Load From Side 0 Ib/ft x 0/ 2= 0 Additional Load 0 0 Total Load 6432 Unit Shear = 6432 / 3 ft. = 2144 .Ib./ft. Use steel moment column per plan. ' See calculations on following pages. ; f 1 _ SUMMITrSTRUCTURAL``;ENGINEERING` JoBNo .�...—.- - - •r r�- t -+„k m ..'S .� a rAitiffs a.i x•rt a...� - :x —• �106;EAST PARK*STREET �a ��i�S ,- � ,��� x.�''�'`-=•���q ���'�SHEET NO: (��=�I �� -:c� �.'.�1 }iF yk..x( ^Is �' Lt i. YI•1 F Nl^Sxi:, f M', 1 CALCULATED BY Kra. i'McCaII,;ID83638 ws Y' ;�Kti� r r Y h HECKED BY •rr ; .: d. =-=- " `(208) f634-8148' `fax (208).634=4157: 1 Scale' `- Materials... Summit Structural Engineering Title Plaza Estado Density kcf Thermal I in/100d Yield ksi 106 East Park Street, Ste. 206 Job # : sd-254 , Dsgnr: Benjamin Date: 0.250 in McCall, ID 83638 Description.... 6.000 in 0.250 in 46.90 in4 (208) 634-8148 Steel Moment Column (208) 630-5079 fax FastFrame 2-D Frame Analysis v5.0.s- Page 1' 1 Nodes... Node Node Coordinates Node Label X Y X Restraint Y Restraint I I Z Restraint Temp ft ft deg F 1 I 0.000 0.000 Fixed Fixed Fixed 0 2 - 0.000 10.000 1 I 0 Member... Member Endpoint Nodes Member I End Releases J End Releases Label Property Label I Node J Node i Leftgth X Y Z X Y Z 1 TS10x6x1/4 1 2 10.000 Member Stress Check Data... Member Unbraced Lengths Slenderness Factors AISC Bending & Stability Factors Label Lu : Z ft Lu : XY K : Z K: XY Cm Cb 1 10.000 10.000 1.00 1.00 Internal Internal Materials... Member Label Youngs ksi Density kcf Thermal I in/100d Yield ksi LieTaun Steel1 29,000.00 1 0.490 I 0.006500 I 36.00 Section Sections... Prop Label 0.000 in Area Depth Tf Ixx Node Reactions Material 0.000 in Group Tag TS10x6x1/4 T Steel Width Tw lyy uetaun Default 1.000 int 0.000 in 0.000 in 1.00 in4 Node Reactions 0.000 in 0.000 in 0.00 in4 TS10x6x1/4 T Steel 7,590 int 10.000 in 0.250 in 103.00 in4 I 6.000 in 0.250 in 46.90 in4 Node Loads.... Concentrated Loads and Moments Load Case Factors Node Label X Y Moment # 1 # 2 # 3 # 4 # 5 2 1 2.144k 4.800k 1.000 Load Combinations... Load Combination Stress i Gravity Load Factors Load Combination Factors Description Increase X Y I # 1 # 2 # 3 # 4 # 5 11 rlil I 1 -Ain I t A nnn Node Displacements & Reactions Member Node Displacements Node Reactions Node Label I Load Combination X Y Z I X Y Z in in Radians k k k -ft 11 �� 1 Z,144.t-U14 n nma9 _n MF101 -2.14400 -4.8000n Z1.44UUn Member End Forces... 1 Member Node " 1 " End Forces Node " J " End Forces Label Load Combination Axial Shear Moment Axial Shear Moment k k ft -k k k ft -k 1 I cdl ( 4.80000 2.14400 21.44000 4.80000 -2.14400 0 1 Steel Stress Checks... MemberI Load Combination Overall I @ Left End 1/4 Span 1/2 Span 3/4 Span @ Right End Shear I Label Maximum I I 1 cdl 0.417 0.417 0.322 0.226 0.131 0.02: 0.022 2001 UBC Lateral Analysis Steel Column Drift Calculation Shear Line = D �L' h = 10 feet T = T= 0.02*(h)^3/4 = 0.11 < 0.7 sec. R= 2.2 ZsS = 0.413 in 1.4*0.7R*OS = 0.89 in. 0.89 < 3 O.K. C 0„ t-Vy—A) b V V4 1 Therefore: Max Allowable drift Z�Sm = 0.025*h Om = 3 C Ck, G c "as s c, +-3 ve cs.°,�. o r-- S�— _ _ SUMMIT STRUCTURAL ENGINEERING Jos No. 1.06 EAST PARK STREET SHEET No. L- W - : Suite 206 CALCULATED BY McCall, ID 83638 CHECKED BY 11 (208) 634-8148 fax (208) 634-4157 SCALE ' Summit Structural Engineering Title Plaza Estado 106 East Park Street, Ste. 206 Job # sd-254 Dsgnr: Benjamin Date: ' McCall, ID 83638 Description.... (208) 634-8148 Steel Moment Column (208) 630-5079 fax FastFrame 2-D Frame Analysis v5.0.9- Page 1' Nodes.. Node I Node CoordinatesI 0.000 I Fixed I Node Label X Y X Restraint Y Restraint Z Restraint I jl Temp 0.000 Ij ft ft Ij Ij I 12.160 in deg F Materials... 1 I Youngs ksi 0.000 0.000 Fixed 0.000 in Group Tag Fixed Fixed 0 Steel T 2 I 0.000 11.500 ' I I 12.160 in I 0 Member... Member( Endpoint Nodes Member I End Releases J End Releases Label Property Label I Node J Node I Length I X Y Z X Y Z ( 1 W12x96 1 1 2 11.500 Member Stress Check Data... Member ( Unbraced Lengths ( Slenderness Factors AISC Bending & Stability Factors Label Lu : Z ft Lu : XY K : Z K: XY Cm Cb 1 11.500 11.500 1.00 1.00 Internal Internal Materials... Member Label I Youngs ksi Density i Thermal kcf in/100d Yield ksi Default 1.00 0.000 0.000000 1.00 Steel 1 29,000.00 0.490 0.006500 36.00 Section Sections... Prop Label 1.000 int 0.000 in Area Depth Tf Ixx 1.00 in4 Material 0.000 in Group Tag 0.00 in4 Width Tw lyy Node Displacements & Reactions Default Default 1.000 int 0.000 in 0.000 in 1.00 in4 Node Label 0.000 in 0.000 in 0.00 in4 W12x96 Steel T 28.200 in2 12.710 in T 0.900 in 833.00 in4 ' I I 12.160 in 0.550 in 270.00 in4 Node Displacements & Reactions Member Node Displacements Node Reactions Node Label Load Combination X Y Z I X Y Z in in Radians k k k -ft ' 1 cdl 1,412.E-013 0 0 -14.12000 -143.60001 162.38000 2 cdl 0.51204 0.02423 -0.00557 0 0 0 Member End Forces... Member Node " I " End Forces Node " J " End Forces Label Load Combination Axial. Shear Moment Axial Shear Moment k k ft -k k k ft -k Lateral Analysis Shear Wall Line D Floor Level L= 4 V = 1391 Q1 = 1391 lb/ft x 20/ 2 = 13910 Load From Side 324 lb/ft x 10 / 2 = 1620 rte` llb7� Additional Load 0 .,,, 0 Total Load 15530 Unit Shear = 15530 4 ft. = 3883 lb./ft. Use steel moment column per plan. See calculations on following pages. ':SUMMIT -ST ­" -RUCTURALiENGINEER11i4d 4 :106 EAST.- PARK, 5TREET7�—' iE16 ite, 206-,-'F- '41' N 'ffif*Jit p ' (208):634=8148 (208):634=4157'!- Yi �4J Nowa. k� I? E�'�' 'SCALE Unit Shear = E Floor Level 2 324 324 Ib/ft x 0 Ib/ft x 0 10/ 2 = 0/ 1 = Total Load 1620 / 2 ft. _ Use steel moment column per plan. See calculations on following pages. 1620 0 0 1620 810 Ib./ft. 324 �� .._.. «r.. ,wr `i"�3 z! .: hey * .,y •ys'.,L:»}-Ln:'rTi A G y SUMMITiSTRUCTURAL ENGINEERING. '• 1O6 ST, -,PARK STREET'�`Y'° ST"t.,x�` r3w�SUIte:2U6t> 1'<s2�'�;+ a'�*��3s�t f;rirt n;r X'r t S•CALCULATED BY McCall IDt83638wr7CHECKED'BY' (208):634=8148 f ix`•(268j"6 4-41.57 r SCALE ``i Lateral Analysis 1 Shear Wall Line 1 L V_ 1 Q1 = 1 Load From Side Additional Load. Unit Shear = E Floor Level 2 324 324 Ib/ft x 0 Ib/ft x 0 10/ 2 = 0/ 1 = Total Load 1620 / 2 ft. _ Use steel moment column per plan. See calculations on following pages. 1620 0 0 1620 810 Ib./ft. 324 �� .._.. «r.. ,wr `i"�3 z! .: hey * .,y •ys'.,L:»}-Ln:'rTi A G y SUMMITiSTRUCTURAL ENGINEERING. '• 1O6 ST, -,PARK STREET'�`Y'° ST"t.,x�` r3w�SUIte:2U6t> 1'<s2�'�;+ a'�*��3s�t f;rirt n;r X'r t S•CALCULATED BY McCall IDt83638wr7CHECKED'BY' (208):634=8148 f ix`•(268j"6 4-41.57 r SCALE ``i Lateral Analysis Shear Wall Line L= V= Q1 = Load From Side Additional Load Unit Shear = E -Roof Level 2 500 500 Ib/ft x 0 lb/ft x 0 10/ 2 = 0/ 1 = Total Load 2500 / 2 ft. _ Use steel moment column per plan. See calculations on following pages. 2500 0 0 2500 1250 Ib./ft. J C__C9 Co (&L�< C, 19 _SUMMIT,STRUCTURAL ENGINEERINGy;; Jos No ` ti z,V ny S y,�,.F.�s� �.3 S. i° � .% tYf3 s HEET 106 EAST PARK STREET _ +� + i 5_ esti �, k y d �'h, w n .SUIte_206 iso �r tz-� rm t £r�i . a : s *� -�� � ': 4 CALCULATED BY = 3D `MCCaII,'ID83638=3 q'rdw}Y4 rysrrt 3 s CHECKED BY (208)`634=8448 'fax (208) 634=4157` SCALE' L _ Materials... Summit Structural Engineering Title Plaza Estado Density kcf I Thermal in/100d 106 East Park Street, Ste. 206 Job # sd-254 Dsgnr: Benjamin Date: I 7.590 int 10.000 in 0.250 in 103.00 in4 McCall, ID 83638 Description.... 6.000 in 0.250 in 46.90 in4 k k k -ft (208) 634-8148 Steel Moment Column (208) 630-5079 fax (— FastFrame 2-D Frame Analysis v5.0.9- Page 1 -- -- — - Nodes... — Node Node Coordinates Node Label X Y X Restraint Y Restraint I Z Restraint Temp ft ft deg F 1 0.000 0.000 FixedFixed Fixed 0 2 I 0.000 11.500 I I I I 0 Member... Member I I Endpoint Nodes Member I End Releases J End Releases Label I Property Label IIIA I I Node J Node `� I Length I ,X Y Z f X Y Z 1 TS10x6x1/4 1 2 11.500 Member Stress Check Data... Member Unbraced Lengths Slenderness Factors AISC Bending & Stability Factors Label Lu : Z ft Lu : XY K : Z K: XY Cm Cb 1 11.500 11.500 1.00 1.00 Internal Internal Materials... Member Label I Youngs ksi Density kcf I Thermal in/100d Yield ksi uetauit SteelI 29,000.00 I 0.490 0.006500 36.00 Section Sections... Prop Label 1.uuu inz u.uuu in u.UDD in 1.uu in4 Area Depth Tf Ixx Node Reactions Material TS10x6x1/4 Group Tag I 7.590 int 10.000 in 0.250 in 103.00 in4 Width Tw lyy uetauu I Default 1.uuu inz u.uuu in u.UDD in 1.uu in4 Node Displacements Node Reactions 0.000 in 0.000 in 0.00 in4 TS10x6x1/4 T T Steel I 7.590 int 10.000 in 0.250 in 103.00 in4 6.000 in 0.250 in 46.90 in4 Node Loads.... Concentrated Loads and Moments Load Case Factors Node Label X Y Moment # 1 # 2 # 3 # 4 # 5 2 1 1.250k 4.600k 1.000 Load Combinations... Load Combination Stress Gravity Load Factors Load Combination Factors Description Increase I X Y I # 1 # 2 # 3 # 4 15 ��t 1 I sin I i i nnn Node Displacements & Reactions Member Node Displacements Node Reactions Node Label Load Combination X Y Z I X Y Z in in Radians k k k -ft 2 I rd I 1,250 36660 0.0028A -0.003981 '1.Z500n 4.600D00 14.375000 Member End Forces... I Member Node " I " End Forces Node " J " End Forces Label Load Combination I Axial Shear Moment I Axial Shear Moment I k k ft -k k k ft -k 1 1 cdl -4.60000 1.25000 14.37500 4.60000 -1.25000 0 Steel Stress Checks... I Member I Load Combination I Overall @.Left End 1/4 Span 1/2 Span 3/4 Span @ Right Enc Shear Label Maximum 1 cdl 0.286 0.286 0.222 0.158 0.094 0.02 0.013 (o., co V1 VLeC '1L'i Nodes... Node Node Coordinates Fixed Thermal in/100d Yield ksi Summit Structural Engineering Title Plaza Estado Label X Y X Restraint I 106 East Park Street, Ste. 206 Job # sd-254 Dsgnr: Benjamin Date: Te p I 17.000 in2 12.190 in T McCall, ID 83638 Description.... (208) 634-8148 Steel Moment Column 475.00 in4 ' (208) 630-5079 fax ` I Property Label Endpoint Nodes I Node J Node Member I Length FastFrame 2-D Frame Analysis v5.0.9- Page 1 i 1 W12x58 1 2 Nodes... Node Node Coordinates Fixed Thermal in/100d Yield ksi Node Label X Y X Restraint I Y Restraint Z Restraint I Te p I 17.000 in2 12.190 in T ft ft 475.00 in4 ' deg F 1 2 0.000 0.000 1 0.000 11.500 Fixed Thermal in/100d Yield ksi Fixed Fixed 0 0 0.000 in Width Tw lyy Member... W12x58 Steel T 17.000 in2 12.190 in T 0.640 in 475.00 in4 ' Member Label ` I Property Label Endpoint Nodes I Node J Node Member I Length I End Releases I X Y Z J End Releases ( X Y Z 1 W12x58 1 2 11.500 Member Stress Check Data... ` ' Member Label I Unbraced Lengths Lu : Z ft Lu : XY Slenderness Factors K : Z K: XY AISC Bending & Stability Factors Cm Cb 1 11.500 11.500 1.00 1.00 Internal Internal Materials... Member Label Youngs ksi Density kcf Thermal in/100d Yield ksi Default 1.00 0.000 0.000000 1.00 ' Steel 29,000.00 0.490 0.006500 36.00 Section Sections... Prop Label Default Area Depth Tf Ixx 0.000 in Material Load Combination 1 Group Tag 0.000 in Width Tw lyy I' Node Displacements & Reactions Default Default 1.000 int 0.000 in 0.000 in 1.00 in4 Load Combination 1 X Y Z 0.000 in 0.000 in 0.00 in4 W12x58 Steel T 17.000 in2 12.190 in T 0.640 in 475.00 in4 ' I I 10.010 in 0.360 in 107.00 in4 I' Node Displacements & Reactions Member Node Displacements Node Reactions Node Label Load Combination 1 X Y Z I X Y Z in in Radians k k k -ft ' 1 cdl 2,600.E-014 0 0 -2.60000 -36.70000 29.90000 2 cdl 0.16535 0.01027 -0.00180 0 0 0 Member End Forces... 1 Member Node " I " End Forces Node " J " End Forces Label 7 Load Combination Axial Shear Moment I Axial Shear Moment I k k ft -k k k ft -k 1 r �t - Ric. e..�. t �. ,� 2 . �''�fK.S (r� ticf si�c..:y��^ tea- v a 197 f, T1 2- (� l ` t 3 a f Z `c �uvr. 7C-y� ��r C�•,,,r�� d... -+� -i�-- rsa ) � Z " 3/4 (m + h f -v la: t-7" t ice-}- = Z4v v a 10 0 1� 13 Cc,p. 411100 ccu. �L6a -t L; �w C - (�-J- I ZA-k 'T fisc - `1, / � C � C _ SUMMIT STRUCTURAL ENGINEERING Joe No. 106 EAST PARK STREET SHEET No. ... _. Suite 206 CALCULATED BY McCall, ID 83638. CHECKED BY (208) 634-8148 fax (208) 634-4157 SCALE i o�ws C 'Ow COW,< - V104 -5WICAA C' *I C a w 601 ks Cq 5 Cho So etc i J(:s(-=&iee �Q SUMMIT STRUCTURAL ENGINEERING Jos No. .106 EAST PARK STREET SHEET No. Suite 206 CALCULATED BY McCall, ID 83638 CHECKED BY (208) 634-8148 fax (208) 6344157 SCALE