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Specifications (2) 1 c z ctc C - 03 I 7 • • 5 r✓LtLt va Project Tigard Senior Center By DKB Sheet No. I4ishkian Dean Consulting and Structural Engineers Location 8815 SW Omara St.. Tigard OR 97223 Date 8/15/08 Client LRS Architects, Inc. Rev. Project No. ND 767.02 Title /Subject . General Criteria Narrative Description This is an addition to the Tigard Senior Center, which is a two -story wood framed building built around 1980 and having gone through a minor remodel around 1990 and a Library / Main Entry addition in 2007. The main area being added is one story, and is being added exclusively to the exterior of the existing building. The Terrace / Garden Room occurs on the north side of the building, and the terrace floor (Garden Room roof) is flush with the existing upper floor. The new addition will be wood framed, using truss joists for the framing, and conventional wood framing for the walls. Lateral resistance will be provided by wood shear walls and simspon strong - walls. The foundations will be continuous and pad footings, with a slab -on -grade floor. Design Criteria Summary A. Code 1. 2007 Oregon Structural Specialty Code • 2. SEI /ASCE 7 -02 B. Loads and Allowables: 1. Live Load a. Assembly Areas 100 psf Reducible b. Corridor, Exits 100 psf c. Roof 20 psf d. Snow 25 psf 2. Geotechnical Criteria Foundation design is based on allowables as set forth in IBC Table 1804.2 a. Allowable Soil Bearing Pressure 1,500 psf 3. Seismic a. Building Category II, Standard Table 1064.5 b. Seismic Importance Factor, 1 E 1.0 C. Soil Profile Type • SD d. Response Acceleration • Short- Period, Ss 0.937g ii. 1 -Sec Period, S 0.337g . e. Site Coefficient Fa 1.12 Table 1615.1.2(1) ii. Fv 1.73 Table 1615.1.2(2) f. Spectral Design Acceleration SDS = 2/3 (S 0.700g ii. Sol = 2/3 (S 0.387g g. Seismic Design Category, SDC Short- Period D Table 1616.3(1) ii. 1 -Sec Period D Table 1616.3(1) h. Structural Period TA 0.240 sec i. Basic Seismic Force System i. Light framed walls sheathed w/ wood structural panels j. System Ductility Factor, R 6.5 k. System Amplification Factor, no 3 I. Deflection Amplification Factor, Ca 4 4. Wind per ASCE 7 -02, Section 6 a. Basic Wind Speed 80 mph 3- Second Gust b. Exposure Category B 2/5/98 Calculation Sheet • • Project Tigard Senior Center By DKB Sheet No. IVishkian Dean Location 8815 SW Omara St., Tigard OR 97223 Date 8/15/08 2 Consulting and Structural Engineers Client LRS Architects, Inc. Rev. Project No. ND 767.02 Tide /Subject General Criteria Material Properties A. STRUCTURAL STEEL • 1. Fasteners a. Standard Anchor Bolts ASTM F1554, GRADE 36 b. Wood Connections Bolts ASTM A307 2. Misc. Hardware • a. Threaded Rod ASTM A36 • B. CONCRETE 1. 28 -Day Compressive Strength a. Slab -on -grade 3,000 -psi NWT b. Foundation 3,000 -psi NWT — c. Typical Concrete 3,000 -psi NWT • 2. Reinforcing Steel • a. Typical ASTM A615, Grade 60 b. Welded ASTM A706 C. WOOD 1. Wood I Joists and Engineered Composite Lumber A. Wood I- Joists: 1) Sizes shown are as manufactured by Trusjoist. Materials, fabrication, handling and installation shall be per National Evaluation Service Inc. Report No. PFC -4354 and Trusjoist written recommendations. 2) Joists by other manufacturers may be used provided they have the same depth and equivalent ICBO approved load capacities and stiffness. 3) Flanges of I -joist shall be manufactured from LVL lumber. B. Laminated Veneer Lumber (LVL): 1) Manufactured in accordance with National Evaluation Service Inc. Report No. ER -4979 2) Modulus of elasticity: E = 1900 ksi 3) Bending strength: Fb = 2600 psi 4) Shear strength: Fv = 285 psi C. Laminated Strand Lumber (LSL): 1) Manufactured in accordance with National Evaluation Service Inc. Report No. ER -4979 2) Modulus of elasticity: E = 1700 ksi 3) Bending strength: Fb = 2600 psi 4) Shear strength: Fv = 400 psi 5) Axial strength: Fc = 2380 psi D. Parallel Strand Lumber (PSL): 1) Manufactured in accordance with National Evaluation Service inc. Report No. ER -4979 2) Modulus of Elasticity: E = 2000 ksi • 3) Bending strength: Fb = 2900 psi • 4) Shear strength: Fv = 290 psi 5) Axial strength: Fc = 2900 psi • 1. Framing lumber No.2 D.Fir /Larch & No.1 D.Fir /Larch 2. Roof sheathing 5/8 ", "C -D ", Index 42/20 3. Wall sheathing 1/2 ", "C -D ", Index 32/16 4. Floor sheathing 1 1/8 ". "C -D ", Index 60/32 • • 2/5/98 Calculation Sheet Nishkian Dean Project Tigard Senior Center By DKB Sheet No. Consulting and Structural Engineers - Location 8815 SW Omara St., Tigard OR 97223 Date 8/15/08 Client LRS Architects, Inc. Rev. • Project No. ND 767.02 • Title /Subject General Criteria • Calculation Table of Contents • 1. Design Criteria 1 2. Gravity Loads GL -1 3. Vertical Analysis VA -1 4. Lateral Loads . LL -1 5. Lateral Analysis LA -1 6. Foundation Design FD -1 • • • • 2/5/98 Calculation Sheet O. —� 1% y -� / ^� ;• JOB C� NW SV.4 g. �✓1 l}JT P... NO. N p 66 / , Q7 NISHKIAN DEAN SHEET NO - GI_L. I OF CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 J B 0 425 5W Stark Street, Second Floor, Portland, OR 97204 CALCULATED BY ®� DATE / id8 Tel: (503) 274 -1843 Fax: (503) 273 -5696 CHECKED BY DATE SCALE NE NJ AUDI 71. o t '''r.... KAAC -E. / c kRU N CL -( -- 't l.E . . . , . • . - . to r tye ofwoo , . . . - ` ? 1 114suL-4,--rLbra , . . . . ._ .- I,5 P 51 - 5 7t3 v ti.Ps'(vvA L L. , , .. .. , _..._ _. , 3 , 1 rsI- S'Rtr . . . . , . . . ..- • .., 2. ►'a ,� C -b1 At\)E ok-), , ,.. , .: , , - , 2.7 J i 7 o Z. • • 4 JOB TL AsR -'q Sr- tQl R— C CAVrt:2 NO. IVL 76 • NISHKIAN DEAN SHEET NO. VA { OF • • CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 Q 425 SW Stark Street; Second Floor, Portland, OR 97204 CALCULATED BY �K DATE /09 Tel: (503) 274 -1843 Fax: (503) 273 -5696 CHECKED BY DATE SCALE g,.o o F M I A T - 71 -5 E. A R-DE I`1 0 0 0 • . F Loo R $ E: til r • I I s d- I . . WIRACE 3 F c� o R. Jo i T 1 3 • • g • x: - - . - 0) 6 8 - 2 = II • • • • • . .41 • , . 4 • JOB TIC7ARD SEW I 0 t? CENTER.. NO. ND 77 NISHKIAN DEAN SHEET NO. VA .' 2. OF CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 . ' B 6 / 1 1> CALCULATED BY DATE 5)0 425 SW Stark Street, Second Floor, Portland, OR 97204 , . Tel: (503) 274-1843 Fax: (503) 273-5696 CHECKED BY DATE SCALE . . t<.00?' 17 1-A I N GI A`T - 11:g r..A / G --,---- v uo 0 iR 10 ‘ cl t — WIPE.' 2.7 7 L) I CC) r ,c _ ..._VI i !, -a _.....,...._________________......,_.........,... , 1 „ .. ,. tv, „c.. -4- . . FLon, 1,.1--1 1 Nbi- 6. ( 11.5') , (.. i ( C 7 i/S (kits 100 L. ---- ____ I L TT:k y _.._._. ' ii‘ • .. , -7 U: = - ./. 1 _,I, ........ , 1 1 !..,...:-..„ li .L.,00p, t3L kIstt '2,. W0,7 1 72 , 6 2,0 .ic-.. Z7 i . 27 7 i to V r e v ..II" / ( A ) L1/' i h. 6Z-Vi 5)1 00 ) . ''. / 0 2 Gc-1 rr 1 L 1 e . . ■ /11110111.111 .--,— t ;-------- 9.0 ' - -------- 1.7 E L5 L eve Floor Joist 1 by'.Weyemeeuser 16" TJI ® /L90 @ 16" o/c TJ- Beanfd 6.30 Serial Number. 7005113350 User:2 8/6/2008 2:50:04 PM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Pagel Engine Version: 6.30.14 CONTROLS FOR THE APPLICATION AND LOADS LISTED • • ft 3' '© 20' 6" b Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Assembly - Moveable Seating (psf): 100.0 Live at 100 % duration, 27.0 Dead SUPPORTS: Input Bearing Vertical Reactions (Ibs) Ply Depth Nailing Detail Other Width Length Live/Dead/Uplift/Total Depth 1 Timberstrand LSL Beam 3.50" Hanger 1367 / 369 / 0 / 1736 1 16.00" N/A • Face Nail Hanger None 2 Timberstrand LSL Beam 3.50" Hanger 1367 / 369 / 0 / 1736 1 16.00" N/A Face Nail Hanger None -Web stiffeners are required at support(s): 1, 2. See TJI JOIST INSTALLATION INFORMATION for nailing requirements. • HANGERS: Simpson Strong -Tie® Connectors Support Model Slope Skew Reverse Top Flange Top Flange Support Wood Flanges Offset Slope Species 1 Face Mount Hanger IUT416 0/12 0 No N/A N/A N/A 2 Face Mount Hanger IUT416 0/12 0 No N/A N/A N/A • - Nailing for Support 1: Face: 16-10d , Top N /A, Member: 2 -N10 - Nailing for Support 2: Face: 16-10d , Top N /A, Member: 2 -N10 DESIGN CONTROLS: Maximum Design Control Result Location Shear (Ibs) 1686 -1686 2330 Passed (72 %) Rt. end Span 1 under Floor loading Vertical Reaction (Ibs) 1686 1686 2515 Passed (67 %) Bearing 2 under Floor loading Moment (Ft -Lbs) 8396 8396 13115 Passed (64 %) MID Span 1 under Floor loading Live Load Defl (in) 0.412 0.664 Passed (U580) MID Span 1 under Floor loading Total Load Defl (in) 0.523 0.996 Passed (L/457) .MID Span 1 under Floor loading TJPro 57 50 Passed Span 1 - Deflection Criteria: Specified(LL:L/360,TL:U240). - Deflection analysis is based on composite action with single layer of 23/32" Structurwood Edge Gold (24" Span Rating) GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 6' 4" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. • -2000 Ibs concentrated load requirements for standard non - residential floors have been considered for reaction and shear. PROJECT INFORMATION: OPERATOR INFORMATION: Tigard Senior Center Deke Black Garden / Terrace Nishkian Dean 425 SW Stark St., Second Floor Portland, OR 97204 Copyright ° 2007 by iLevele, Federal Way, WA. TJI°,TJ -Beams and TimberStrande are registered trademarks of iLevele. e -I Joist`,Pro and TJ -Pro are trademarks of iLevele. Simpson Strong -Tie° Connectors is a registered trademark of Simpson Strong -Tie Company, Inc. H, \ND767 Tigard Sr Ctr Renovation \Calcs \General \Updated Garden Room Calcs \FJ1.ama • eve Floor Beam 1 v� _ �. by Weycrnaeoser 3 1/2" x-16" 2.0E Parallam® PSL TJ -Beam® 6.30 Serial Number: 7005113350 User:2 8/6/2008 3:14:23 PM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Pagel Engine Version: 6.30.14 CONTROLS FOR THE APPLICATION AND LOADS LISTED . © , g• Product Diagram is Conceptual. LOADS: Analysis is for a Header (Flush Beam) Member. Tributary Load Width: 1' Primary Load Group - Assembly - Moveable Seating (psf): 0.0 Live at 100 % duration, 0.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Uniform(plf) Floor(1.00) 575.0 155.0 0 To 8' Adds To SUPPORTS: Input Bearing Vertical Reactions (Ibs) Ply Depth Nailing Detail Other Width Length Live /Dead/Uplift/Total Depth 1 Timberstrand LSL Beam 3.50" Hanger 2300 / 690 / 0 / 2990 1 16.00" N/A L3 None 2 Timberstrand LSL Beam 3.50" Hanger 2300 / 690 / 0 / 2990 1 16.00" N/A L3 None HANGERS: Simpson Strong -Tie® Connectors Support Model Slope Skew Reverse Top Flange Top Flange Support Wood • Flanges Offset Slope Species 1 Top Mount Hanger GLTV3.516X OSL 0/12 0 N/A . Left 0 N/A 2 Face Mount Hanger MGU3.63 (H1 =15) 0/12 0 No N/A N/A N/A - Nailing for Support 1: Face: 6-16d , Top 4 -16d , Member: 6-16d - Nailing for Support 2: Face: 24- SDS1 /4 x 21/2 , Top N /A, Member: 16- SDS1 /4 x 2 1/2 DESIGN CONTROLS: Maximum Design Control Result Location Shear (Ibs) 2772 -1775 10827 Passed (16 %) Rt. end Span 1 under Floor loading Moment (Ft -Lbs) 5139 5139 34955 Passed (15 %) MID Span 1 under Floor loading Live Load Defl (in) 0.025 0.247 Passed (L/999 +) MID Span 1 under Floor loading Total Load Defl (in) 0.032 0.371 Passed (L/999 +) MID Span 1 under Floor loading - Deflection Criteria: Specified(LL:U360,TL:U240). - Bracing(Lu): All compression edges (top and bottom) must be braced at 8' o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -2000 Ibs concentrated load requirements for standard non - residential floors have been considered for reaction and shear. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by iLevel ®. iLevel® warrants the sizing of its products by this software will be accomplished in accordance with iLevel® product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by an iLevel® Associate. -Not all products are readily available. Check with your supplier or iLevel® technical representative for product availability. -THIS ANALYSIS FOR iLevel® PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code IBC analyzing the iLevel® Custom product listed above. PROJECT INFORMATION: OPERATOR INFORMATION: Tigard Senior Center Deke Black Garden / Terrace Nishkian Dean 425 SW Stark St., Second Floor Portland, OR 97204 • Copyright ° 2007 by iLevel°, Federal Way, WA. - Parallam° and TimberStrand° are registered trademarks of iLevel. - Simpson Strong -Tie° Connectors is a registered trademark of Simpson Strong -Tie Company, Inc. - H. \HD767 Tigard Sr Ctr Renovation \Calcs \General \Updated Garden Room Calcs \FB1.sms • • vim - • ev . Floor Beam 2 • by WeyernabbSe, 3 1/2" x 16" 2.0E Parallam® PSL TJ- Beam 6.30 Serial Number: 7005113350 User:2 8/620083:15:41 PM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Pagel Engine Version: 6.30.14 CONTROLS FOR THE APPLICATION AND LOADS LISTED Overall Dimension: 19' 6" b 9' 4 10' 6" b Product Diagram is Conceptual. LOADS: Analysis is for a Header (Flush Beam) Member. Tributary Load Width: 1' Primary Load Group - Assembly - Moveable Seating (psf): 0.0 Live at 100 % duration, 0.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment -1 Uniform(plf) Floor(1.00) 1025.0 277.0 0 To 19' 6" Adds To "SUPPORTS: • Input Bearing Vertical Reactions (Ibs) Ply Depth Nailing Detail Other Width Length Live /Dead /Uplift/Total Depth 1 Timberstrand LSL Beam 3.50" Hanger 4248 / 983 / 0 / 5231 1 16.00" N/A , L3 None 2 Wood column 3.50° 5.97" 12180 / 3499 / 0 / 15679 N/A N/A N/A L5 None 3 Timberstrand LSL Beam 3.50" Hanger 4825 / 1260 / 0 / 6085 1 16.00" N/A L3 None - Bearing length requirement exceeds input at support(s) 2. Supplemental hardware is required to satisfy bearing requirements. HANGERS: Simpson Strong - Tie® Connectors - Support Model Slope Skew Reverse Top Flange Top Flange Support Wood • Flanges Offset Slope Species 1 L3 NONE FOUND 0/12 0 N/A N/A N/A N/A 3 Face Mount Hanger MGU3.63 (H1 =15) 0/12 0 No N/A N/A N/A - Nailing for Support 3: Face: 24- SDS1 /4 x 2 1/2 , Top N /A, Member: 16- SDS1 /4 x 2 1/2 DESIGN CONTROLS: Maximum Design Control Result Location Shear (Ibs) 8207 6256 10827 Passed (58 %) Lt. end Span 2 under Floor loading • Moment (Ft -Lbs) -15033 - 15033 34955 Passed (43 %) Bearing 2 under Floor loading Live Load Defl (in) 0.092 0.340 Passed (L/999 +) MID Span 2 under Floor ALTERNATE span loading Total Load Defl (in) 0.111 0.510 Passed (U999 +) MID Span 2 under Floor ALTERNATE span loading - Deflection Criteria: Specified(LL:U360,TL:U240). - Bracing(Lu): All compression edges (top and bottom) must be braced at 19' 6" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -2000 Ibs concentrated load requirements for standard non - residential floors have been considered for reaction and shear. -The load conditions considered in this design analysis include alternate member pattern loading. PROJECT INFORMATION: OPERATOR INFORMATION: Tigard Senior Center Deke Black Garden / Terrace Nishkian Dean 425 SW Stark St., Second Floor Portland, OR 97204 Copyright ° 2007 by iLevel °, Federal Way, WA. Parallam° and TimberStrande are registered trademarks of iLevel°. • Simpson Strong -Tie® Connectors is a registered trademark of Simpson Strong -Tie Company, Inc. H: \ND767 Tigard Sr Ctr Renovation \Calcs \General \Updated Garden Room Calca \Fe2.sms 0 . . ■ JOB -- ri C-Aikg V St Ni I 0 '1 Coome_No. ND 7eg 7 NISHKIAN DEAN SHEET NO. VA ... CP OF CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 DATE 6/15/o8 ( i > 4255W Stark Street, Second Floor, Portland, OR 97204 CALCULATED BY DATE Tel: (503) 274-1843 Fax: (503) 273-5696 CHECKED BY DATE SCALE . . KT. 1 Kfz.&c„ / cqANgs>E1--1 -L.430F., v..2ivrt - 3 , tio/7(11.54zAss) - L7 r .i- --' 43- z-rif , f t-ot4- W(ifs-i-z,o..i po 1-670orl.c ..., - / L. L L vo i . . V:IL 0 0 l' t3IY-t-i 4' . -14-- t , , Yz- ( 11.5 4' Z 0, c i '', I - 49 , 1 , , c. t .. r---1-1--- . 2 I ._1 t , 711, -.-; . c Ls t— . . ‘,.01 • iSt,;. 1 I 5 3,,, 1.7,2 :7 r V2 r );2 .-1- I./` L. ' 1 v L. ta 0 1 - • I t / . . . 777-7.-: ' I 1 .1..... . ----- - ----_,4 l_6 Y- x 1 8 I. 7 - E - Ls L . . . . • • eve Floor Beam 3 by Weyerhaeuser 3 1/2" x 16" 2.0E Parallam® PSL TJ -Beam 6.30 Serial Number: 7005113350 User:2 8/620083:16:18 PM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Pagel Engine Version: 6.3o.14 CONTROLS FOR THE APPLICATION AND LOADS LISTED • Product Diagram is Conceptual. LOADS: Analysis is for a Header (Flush Beam) Member. Tributary Load Width: 1' • Primary Load Group - Assembly - Moveable Seating (psf): 0.0 Live at 100 % duration, 0.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment — Uniform(plf) Floor(1.00) 1600.0 432.0 0 To 3' Adds To SUPPORTS: Input Bearing Vertical Reactions (Ibs) Detail Other - Width Length Live/Dead/Uplift/Total 1 Stud wall 3.50" 2.07" 2400 / 674 / 0 / 3074 L1 1 Ply 1 1/4" x 16" 1.3E TimberStrand® LSL 2 •Stud wall 3.50" 2.07" 2400 / 674 / 0 / 3074 L1 1 Ply 1 1/4" x 16" 1.3E TimberStrand® LSL • DESIGN CONTROLS: Maximum Design Control Result Location Shear (Ibs) 2733 1000 10827 Passed (9%) Rt. end Span 1 under Concentrated loading •Moment (Ft -Lbs) 1822 1822 34955 Passed (5%) MID Span 1 under Floor loading Live Load Defl (in) 0.004 0.089 Passed (U999 +) MID Span 1 under Floor loading Total Load Defl (in) 0.005 0.133 Passed (U999 +) MID Span 1 under Floor loading - Deflection Criteria: Specified(LL:U360,TL:U240). - Bracing(Lu): All compression edges (top and bottom) must be braced at 3' o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -2000 Ibs concentrated load requirements for standard non - residential floors have been considered for reaction and shear. • ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by iLevel ®. iLevel® warrants the sizing of its products by this software will be accomplished in accordance with iLevel® product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by an iLevel® Associate. -Not all products are readily available. Check with your supplier or iLevel® technical representative for product availability. -THIS ANALYSIS FOR (Level® PRODUCTS ONLYI PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code IBC analyzing the iLevel® Custom product listed above. PROJECT INFORMATION: OPERATOR INFORMATION: Tigard Senior Center Deke Black Garden / Terrace Nishkian Dean 425 SW Stark St., Second Floor Portland, OR 97204 • Copyright ° 2007 by iLevel®, Federal Way, WA. Parallama is a registered trademark of iLevel'. H. \ND767 Tigard Sr Ctr Renovation \Calcs \General \Updated Garden Room Calcs \FB3.sma • .. `r Q eve Floor Beam 4 V A 3 ` by Weyerneeuscr 3 1/2" x 16" 2.0E Parallam® PSL TJ- Beam® 6.30 Serial Number: 7005113350 User.2 8!6/20083:17:26PM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Page 1 Engine Version: 6.30.14 CONTROLS FOR THE APPLICATION AND LOADS LISTED ,© 6 . Product Diagram is Conceptual. LOADS: Analysis is for a Header (Flush Beam) Member. Tributary Load Width: 1' Primary Load Group - Assembly - Moveable Seating (psf): 0.0 Live at 100 % duration, 0.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Uniform(plf) Floor(1.00) 1600.0 432.0 0 To 6' ._ Adds To SUPPORTS: Input Bearing Vertical Reactions Ply Depth Nailing Detail Other Width Length (Ibs) Depth • Live /Dead/Uplift/Total 1 Stud wall 3.50" 4.05" 4700 / 1320 / 0 / 6020 N/A N/A N/A L1 1 Ply 1 1/4" x 16" 1.3E . TimberStrand® LSL 2 Timberstrand LSL 3:50" Hanger 4900 / 1376 / 0 / 6276 1 16.00" N/A L3 • None . Beam - Bearing length requirement exceeds input at support(s) 1. Supplemental hardware is required to satisfy bearing requirements. HANGERS: Simpson Strong -Tie® Connectors Support Model Slope Skew Reverse Top Flange Top Flange Support Wood Flanges Offset Slope Species 2 Top Mount Hanger GLTV3.516 0/12' 0 N/A No 0 N/A - Nailing for Support 2: Face: 6 -16d , Top 4 -16d , Member: 6-16d DESIGN CONTROLS: Maximum Design Control Result Location Shear (Ibs) 5679 -2946 10827 Passed (27 %) Rt. end Span 1 under Floor loading Moment (Ft -Lbs) 7867 7867 34955 Passed (23 %) MID Span 1 under Floor loading Live Load Defl (in) 0.027 0.185 Passed (U999 +) MID Span 1 under Floor loading Total Load Defl (in) 0.034 0.277 Passed (11999 +) MID Span 1 under Floor loading - Deflection Criteria: Specified(LL:U360,TL:U240). - Bracing(Lu): All compression edges (top and bottom) must be braced at 6' o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -2000 lbs concentrated load requirements for standard non - residential floors have been considered for reaction and shear. PROJECT INFORMATION: OPERATOR INFORMATION: • Tigard Senior Center peke Black Garden / Terrace • Nishkian Dean 425 SW Stark St., Second Floor Portland, OR 97204 • Copyright ° 2007 by iLevel °, Federal Way, WA. Parallam° and TimberStrand° are registered trademarks of iLevel°. Simpson Strong -Tie° Connectors is a registered trademark of Simpson Strong -Tie Company, Inc. H: \ND767 Tigard Sr Ctr Renovation \Calcs \General \Updated Garden Room Calce \PB4.sms • •. • v - ' eve Floor Beam 5 by WeYerneeuser 3 1/2" x 16" 2.0E Parallam® PSL TJ- Beam? 6.30 Serial Number. 7005113350 User:2 8/6/2008 3:17:59 PM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Pagel Engine Version: 6.30.14 CONTROLS FOR THE APPLICATION AND LOADS LISTED © 20• s" 5 Product Diagram is Conceptual. LOADS: Analysis is for a Header (Flush Beam) Member. Tributary Load Width: 1' Primary Load Group - Assembly - Moveable Seating (psf): 0.0 Live at 100 % duration, 0.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment — Uniform(plf) Floor(1.00) 133.0 36.0 0 To 20' 6" Adds To SUPPORTS: Input Bearing Vertical Reactions (Ibs) Ply Depth Nailing Detail Other Width Length Live /Dead/Uplift/Total Depth 1 Wood column 3.50" 1.50" 1355 / 545 / 0 / 1900 • N/A N/A N/A L5 None 2 Timberstrand LSL Beam 3.50" Hanger 1372 / 551 / 0 / 1923 1 16.00" N/A L3 None • HANGERS: Simpson Strong -Tie® Connectors Support • Model Slope Skew Reverse Top Flange Top Flange Support Wood Flanges Offset Slope Species 2 Top Mount Hanger HWI416X OSR 0/12 0 N/A Left 0 N/A - Nailing for Support 2: Face: N /A, Top 4-16d , Member: 2 -N10 • DESIGN CONTROLS: Maximum Design Control Result Location Shear (Ibs) 1869 -1620 10827 Passed (15 %) Rt. end Span 1 under Floor loading Moment (Ft -Lbs) 9362 9362 34955 Passed (27 %) MID Span 1 under Floor loading Live Load Defl (in) 0.216 0.668 Passed (L/999 +) MID Span 1 under Floor loading Total Load Defl (in) 0.303 1.002 Passed (L/795) MID Span 1 under Floor loading - Deflection Criteria: Specified(LL:L/360,TL:L/240). - Bracing(Lu): All compression edges (top and bottom) must be braced at 20' 6" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. • -2000 Ibs concentrated load requirements for standard non - residential floors have been considered for reaction and shear. ADDITIONAL NOTES: • - IMPORTANT? The analysis presented is output from software developed by iLevel ®. iLevel® warrants the sizing of its products by this software will be accomplished in accordance with iLevel® product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by an iLevel® Associate. -Not all products are readily available. Check with your supplier or iLevel® technical representative for product availability. -THIS ANALYSIS FOR iLevel® PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code IBC analyzing the iLevel® Custom product listed above. • • PROJECT INFORMATION: • OPERATOR INFORMATION: Tigard Senior Center Deke Black Garden / Terrace Nishkian Dean 425 SW Stark St., Second Floor Portland, OR 97204 Copyright ° 2007 by iLevel°, Federal Way, WA. Parallam® and Timberstrand- are registered trademarks of iLevel°. Simpson Strong -Tie° Connectors in a registered trademark of Simpson Strong -Tie Company, Inc. He \ND767 Tigard Sr Ctr Renovation \Calcs \General \Updated Garden Room Calcs \FB5.ems JOB TIC SENOR. EWER_ No 14D 7 NISNKIAN DEAN SHEET NO t_L _1 OF CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 1� Q � / k , oor, , OR 97204 CALCULATED BY V R j DATE V 6 5 425 Tel: (503) SW Star 274 -1843 Street Fax: Second (503) Fl 273 5696 Portland CHECKED BY DATE SCALE SE ISMt PE R ASCE c -05" O GC V PP.N G•-( GA"t E c o (7,7( 11 AL BA.)1 LDINC -1S AND o 'TMC-R ST1ZuciZu1 jE 1;XGEVN - T1- 1 105'E L s AS GATEC,OFZ`( 1, 111 4 tV MPoRTAtJGE Fac. - roR (T Bt b1.5 - 1) L : k, CaRoUND t- MOTION 'VA1_vE5 too?, U. -S. SE CS• MAPS LAC TUttS v 1 LoI.ICGIt'v -- 122. "7 7 8815 oMAR,As ST. TtG. - D , OR- S = 0. 93 - 7 S, - 0.3 3 . 7 S 1 TE C LASS 1 F (S Ec-T. 11.4, 2) v Vi SITE Co 1-4 TS (TABLE 11,4 -1 11,4 -2) a _ ■•12 F./ = 1.13 MA.X t 1-'1v t-1 co t , . . 1 S 117ERE D E kcz.T1 -1 Q,v M E (s ECT. t 4.3) S Fa(Ss) .= 1.12(0.931 = 1..05 (S,) _ ‘ • - 73 (0.331) = 0.5€3 D-Es C4 ts1 ;SPEGTRPL . ACc.ELE,I .ATI aN Sips = 2 '3 (s44) = Z � 3 ( 1 ,0 5) = O.Zo 5 ' Z 4 (st41 ' 7. I3 58) = O. ', JOB rt'1C t' SE 4to c Et-TT SR NO. Mt) `r!o NISHKIAN DEAN SHEET NO. L Z, OF CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 Q 5/ ,{� k Street, Second Floor, Portland, OR 97204 CALCULATED BY k, 6 DATE 8 o 425 ( ' I I�� Tel: (503) SW Star 274 -1843 Fax: (503) 273 5696 CHECKED BY DATE SCALE S\SM I C 'DESIGN ._ cATEGOP( (SEG"t. 11.G) \ AS1✓D • ON SNoR.T PeRt.ot? -• 13 \SEt) oN l - D SE\s-'1C tZES►s'Tit4C3 SYSTEM • 12 = co.s =3.a CA 4,0 APpRoX \MA-'E 5U1Lt7INGI PClZ1 `�vOi�26J 7S �t�✓r!7 Ta - Ct(' r C7✓ (2. .1.S.)o.7S = 0.2 551S1-4 tG RESPONSE CoEPFICtENT Cps 0.10 Cs = ( 4) ( ) = 6. 1.0.8 (. rllr�m 1 .J0T .` cE t/ So., 0.3$ C - � �- = 6 - 0,248 (E4. 12.8 -3) i:Jor4 1- tAt... c RE LES5 11-IMN • Cc = O .o (Ea l2r8 - 5et -Pt ,1 L T3AS% s%Ea - \/ = G W = o.10 8 Y■/ (EQ.. 1z.8- 1 • JOB TtC,VAP•9 St-•? • CelS `iEr2... NO. ND 74 NISNKIAN ®EA1, SHEET NO L I.- 3 OF CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 425 SW Stark Street, Second Floor, Portland, OR 97204 CALCULATED BY 01(6 DATE 8/IS 1 o6 Tel: (503) 274 -1843 Fax: (503) 273 -5696 CHECKED BY DATE SCALE • �hJIND pV C Get ( As C = 0.16 • EXpOSvrz.E g 3.0` t - . G 1.3 ME140D 2 L! IS z 16.4 e 5 � C3a5tC, witJo SpGSD Z do 4.1 Lam- 1.0 (0. (“0.4 _ 1( II t .k- p si • • • 13� P�� • JOB T 16741/4 IP sG7KI CEN 1E -NO. NO 76 7 NISHKIAN DEAN SHEET NO Lp 1 OF CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 425' 5W Stark Street, Second Floor, Portland, OR 97204 CALCULATED BY K DATE / I OP Tel: (503) 274 -1843 Fax: (503) 273 -5696 CHECKED BY DATE SCALE Lskl �. . L oA 0NT E N • co N m 0 0 fl ? 3� 3 o pi I ,� • q oh . NM � 0,1040 :1\ P� - I I I II .X: -' ID) 6 8 • • • • • • JOB TV G,4w £ J Ito 'R, C,tr kriZg , NO ND .Yip s NISHKIAN DEAN SHEET NO OF CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 //// 425 SW Stark Street, Second Floor, Portland, OR 97204 CALCULATED BY t DATE S/I S(oe Tel: (503) 274 -1843 Fax: (503) 273 -5696 CHECKED BY DATE ss SCALE aADS.. AN'T "TER, A c lc- 2,cgV /?c G g1 Z2 1 01b - 2:2to. 23, 1 t . L ._k /i t-i _. (cAt- F 22� r ig) [i i0� >(0, i� 9 - 'v.' C 1766 .922) A; c10p,ow t-Ib z = ( 136 = 2.21 t� USE SS w 1S x v ( cAF = 2- -S15 V� -"Ooo W o C1oV0 =w) JOB T1 C-L RA2 51 . N t ► c R. C E� � NO. fi t) 761 NISHKIAN DEAN SHEET NO. LA - 3 OF • ■ CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 {�V �j 425 5W Stark Street, Second Floor, Portland, OR 97204 CALCULATED BY 1/ 1� DATE Z7 /o5 Tel: (503) 274 -1843 Fax: (503) 273 -5696 CHECKED BY DATE SCALE L- -A L LoA P k7 E'ERA G.AR E N Al C.R.117 R 1/2. (20.5 Oct) ss . 2 s i to p 5o w (3 is JG,. v/ 1 k•L'5 (2 SSW 12 is 8 ") GAP t x ��� .� _?) AT C RA D 1 /2_(. 4 v7 ) (. ri4 ) iE5 1 'J ' r\- t ; (M9 Vk) ,S i — o f 6 7 ( %2( I )( 15 p 9 -- 1 -41 451' USE. 5 iM.Ps 1- I-117u • JOB L1L ` W C Et1 ht ER NO. 767 NISHKIAN DEAN SHEET NO. �/ R OF CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 t ¢ /t 425 SW Stark Street, Second Floor, Portland, OR 97204 CALCULATED BY 1JKB DATE a/ f9 /OS Tel: (503) 274 -1843 Fax: (503) 273 -5696 CHECKED BY DATE SCALE 1'VNTtA 1a,,. . )5E M tt- t vA 77AKt. C 1$04 • a•.s, 13 P, 1500 f;c VA:T 1R1=L- 1?›e-kt;..t Ct 1bo rcf /Cc Tyr IC A FOOT/ 1j c 1s 16 wio bS Pe p t 4AXrtAut-•1 PL % J C. -a14 "J Gtr t C.40" (`oo , S '14,AL L, Co N s,; -2 VAT i IJt t. Y 9C- , \ 19 / . je . !t ct 1g IS P G 1 L L = (1.5 t 1 , )0. ) (1 00 . s t) " °W147 pr'( F-u FM '2 - I NTt og. soppo P'p>- 3500 ti 4iv 90 lir US(: 3 17- 1 l A (4) 4 P c.A A)4 Co 90 ` t 5 50 1y 1 'it.- 2-500` t f3$o`b 3 USE: 2/ o" -� E2' tAt) (. ) 4 geoa.s EA w, y P ow = 1330 -h (5501y) r 24Bo' 490e + 2. ( 1 1(o(o0V• J oct: 3 - 1t S��, (2 „ PA 1 0 A. 17 1.17'14. I. ,, • 4. Title : itc sig. a PT01I Job # I■ l61,01- Dsgnr: D Date: 11:40AM, 13 AUG 08 ` . Description : Scope: Rev: 580002 User: KW- 0603678, Ver5.8.0, 1- Nov -2006 General Footing Analysis & Design Page 1 (c)1983.2006 ENERCALC Engineering Software nd767.ecw:GARDEN ROOM Description At Floor Beam 2 General Information Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 ry ems. w,,. .. ns•.- ...r >mr... ,. -. ,.. «xarr,w -:n x .., . nom.. r.n.,.en.. n,r.r•«m,...w,.,...... n «,,..a i.a +.. , . r» .m�.v. _m.."i Allowable Soil Bearing 0.0 psf Dimensions... Short Term Increase 1.000 Width along X -X Axis 3.500 ft Seismic Zone 4 Length along Y -Y Axis 3.500 ft Footing Thickness 12.00 in Live & Short Term Combined Col Dim. Along X -X Axis 3.50 in fc 3,000.0 psi Col Dim. Along Y -Y Axis 3.50 in Fy 60,000.0 psi Base Pedestal Height 0.000 in Concrete Weight 145.00 pcf Min Steel % 0.0014 Overburden Weight - 0.00 psf Rebar Center To Edge Distance. 3.50 in Loads • x P" Applied Vertical Load... Dead Load 3.500 k ...ecc along X -X Axis 0.000 in Live Load 12.180 k ...ecc along Y -Y Axis 0.000 in Short Term Load k Creates Rotation about Y -Y Axis Creates Rotation about X -X Axis Applied Moments... (pressures @ left & right) (pressures @ top & bot) Dead Load k -ft k -ft Live Load k -ft k -ft Short Term k -ft k -ft Creates Rotation about Y -Y Axis . Creates Rotation about X -X Axis Applied Shears... (pressures @ left & right) (pressures @ top & bot) Dead Load k k Live Load k k Short Term k k 1.r. ra Summary Footing Design OK 3.50ft x 3.50ft Footing, 12.0in Thick, w/ Column Support 3.50 x 3.50in x 0.Oin high DL +LL DL +LL +ST Actual Allowable Max Soil Pressure , 1,425.0 1,425.0 psf Max Mu 2.689 k -ft per ft Allowable 1,500.0 1,500.0 psf Required Steel Area 0.259 in2 per ft "X' Ecc, of Resultant 0.000 in 0.000 in • "Y' Ecc, of Resultant 0.000 in 0.000 in Shear Stresses.... Vu Vn * Phi 1 -Way 18.827 93.113 psi . X -X Min. Stability Ratio No Overturning 1.500 :1 2 -Wa 57.210 • 186.226 psi Y -Y Min. Stability Ratio No Overturning Footing Design • Shear Forces ACI C -1 ,. r..., ACI C-2 ACI C-3 x., Vn * Phi Two-Way Shear 57.21 psi 49.05 psi 7.04 psi 186.23 psi • One -Way Shears... Vu @ Left 18.83 psi 16.15 psi 2.34 psi 93.11 psi Vu @ Right 18.83 psi 16.15 psi 2.34 psi 93.11 psi Vu @ Top 18.83 psi 16.15 psi 2.34 psi • 93.11 psi . Vu @ Bottom 18.83 psi 16.15 psi 2.34 psi 93.11 psi Moments ACI C -1 ACI C-2 • ACI C -3 Ru / Phi As Reo'd Mu @ Left 2.69 k -ft 1 2.31 k -ft 0.33 k -ft 41.4 psi 0.26 in2 per ft Mu @ Right 2.69 k -ft 2.31 k -ft 0.33 k -ft 41.4 psi 0.26 in2 per ft Mu @ Top 2.69 k -ft 2.31 k -ft 0.33 k -ft 41.4 psi 0.26 in2 per ft Mu @ Bottom 2.69 k -ft 2.31 k -ft 0.33 k -ft 41.4 psi 0.26 in2 per ft • • • 4, Title : - r e„ a1L C I* JT 1- Job # 7.67, a b Dsgnr: p k g Date: 11:40AM, 13 AUG 08 Description : Scope : Rev: 580002 Page 2 User: KW- 0603678, Ver 5.8.0, 1- Nov -2006 General Footing Analysis & Design g (c)1983 -2006 ENERCALC Engineering Software nd767.ecw:GARDEN ROOM Description At Floor Beam 2 Soil Pressure Summary Service Load Soil Pressures Left Right Top Bottom DL + LL 1,425.00 1,425.00 1,425.00 1,425.00 psf _ DL + LL + ST 1,425.00 1,425.00 1,425.00 1,425.00 psf 'Factored Load Soil Pressures ACI Eq. C -1 2,293.29 2,293.29 2,293.29 2,293.29 psf ACI Eq. C -2 1,995.00 1,995.00 1,995.00 1,995.00 psf ACI Eq. C-3 387.64 387.64 387.64 387.64 psf ACI Factors (per ACI 318-02, applied internally to entered loads) ACI C-1 & C-2 DL 1.400 ' ACI C -2 Group Factor 0.750 Add "I "1.4" Factor for Seismic 1.400 ACI C -1 & C -2 LL 1.700 • ACI C-3 Dead Load Factor 0.900 Add' I "0.9" Factor for Seismic 0.900 ACI C -1 & C -2 ST 1.700 ACI•C -3 Short Term Factor 1.300 . ....seismic = ST : 1.100 Used in ACI C -2 & C -3 • • • • • • 4. 4 Title : Tt &MA) S(i.' CE N1Tic.0 Job # 1G1 Dsgnr: pKp Date: 11:40AM, 13 AUG 08 Description : J Scope: Rev: 580002 User: KW -0603678, Ver 5.8.0, 1- Nov -2006 General Footing Analysis & Design Page 1 (c)1983 -2006 ENERCALC Engineering Software nd767.ecw:GARDEN ROOM Description At Floor Beam 1 General Information Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Allowable Soil Bearing 1,500.0 psf Dimensions... Short Term Increase 1.000 Width along X -X Axis 2.000 ft Seismic Zone 4 Length along Y -Y Axis 2.000 ft Footing Thickness 12.00 in Live & Short Term Combined Col Dim. Along X -X Axis 3.50 in fc 3,000.0 psi Col Dim. Along Y -Y Axis 3.50 in Fy 60,000.0 psi Base Pedestal Height 0.000 in Concrete Weight 145.00 pcf Min Steel % 0.0014 Overburden Weight 0.00 psf Rebar Center To Edge Distance 3.50 in [oads Applied Vertical Load... Dead Load 1.240 k ...ecc along X -X Axis 0.000 in Live Load 3.680 k ...ecc along Y -Y Axis 0.000 in Short Term Load k Creates Rotation about Y -Y Axis Creates Rotation about X -X Axis Applied Moments... (pressures @ left & right) (pressures © top & bot) Dead Load k -ft k -ft Live Load k -ft k -ft Short Term k -ft k -ft Creates Rotation about Y -Y Axis Creates Rotation about X -X Axis . Applied Shears... (pressures © left & right) (pressures @ top & bot) Dead Load k • k Live Load k k Short Term k k Summary 11 Footing Design OK 2.00ft x 2.00ft Footing, 12.0in Thick, w/ Column Support 3.50 x 3.50in x 0.0in high • DL +LL DL +LL +ST Actual Allowable Max Soil Pressure 1,375.0 1,375.0 psf Max Mu 0.729 k -ft per ft Allowable 1,500.0 1,500.0 psf Required Steel Area 0.259 in2 per ft "X Ecc, of Resultant 0.000 in 0.000 in "Y' Ecc, of Resultant 0.000 in 0.000 in Shear Stresses.... Vu Vn ' Phi 1-Way 2.792 93.113 psi X -X Min. Stability Ratio No Overturning 1.500 :1 2 -Wa 14.691 186.226 psi Y -Y Min. Stability Ratio No Overturning [Footing Design Shear Forces ACI C-1 ACI C -2 • ACI C -3 Vn • Phi Two-Way Shear 14.69 psi 12.66 psi 2.05 psi 186.23 psi One -Way Shears... Vu @ Left 2.79 psi 2.41 psi 0.39 psi 93.11 psi Vu © Right 2.79 psi 2.41 psi 0.39 psi 93.11 psi Vu © Top 2.79 psi 2.41 psi 0.39 psi 93.11 psi Vu @ Bottom 2.79 psi 2.41 psi 0.39 psi 93.11 psi Moments ACI C-1 ACI C -2 ACI C -3 Ru / Phi As Req'd Mu © Left 0.73 k -ft 0.63 k -ft 0.10 k -ft 11.2 psi 0.26 in2 per ft Mu @ Right 0.73 k -ft 0.63 k -ft 0.10 k -ft 11.2 psi 0.26 in2 per ft Mu @ Top 0.73 k -ft 0.63 k -ft 0.10 k -ft 11.2 psi 0.26 in2 per ft Mu @ Bottom 0.73 k -ft 0.63 k -ft 0.10 k -ft 11.2 psi 0.26 in2 per ft • Title : \TI(.Aftp S1c GetTE•g.. Job # 16.7 Dsgnr: bki3 Date: 11:40AM, 13 AUG 08 Description : Scope: Rev: 580002 User: KW -0603678, Ver5.8.0, 1 -Nov -2006 General Footing Analysis & Design Page 2 (c)1983 -2006 ENERCALC Engineering Software nd767.ecw:GARDEN ROOM Description At Floor Beam 1 Soil Pressure Summary ,�.,��id,�,,,. �- .�s.,; _,. �., �.,,.,_„ ti,. �-. rA„ -..,... ,.,,, N.. �-._. P, ",:.�....,,�:,»..,.,� "�..r,.., ., ,. t.. �,.., �:..,,, �.. w,-.,., �,,-.... �... ..�.sax:,..,..s,n,.•.,....,., .,. m... >.:..,..<�..�...,...�..,�,i Service Load Soil Pressures Left Right Top Bottom DL + LL 1,375.00 1,375.00 1,375.00 1,375.00 psf DL + LL + ST 1,375.00 1,375.00 1,375.00 1,375.00 psf Factored Load Soil Pressures ACI Eq. C -1 2,201.00 2,201.00 2,201.00 2,201.00 psf ACI Eq. C -2 1,925.00 1,925.00 1,925.00 1,925.00 psf ACI Eq. C -3 409.50 409.50 409.50 409.50 -psf ACI Factors - (per ACI 318 -02, applied internally to entered loads) ACI C-1 & C -2 DL 1.400 ACI C -2 Group Factor 0.750 Add "I "1.4" Factor for Seismic 1.400 ACI C -1 & C -2 LL 1.700 ACI C -3 Dead Load Factor 0.900 Add"' "0.9" Factor for Seismic 0.900 ACI C -1 & C -2 ST 1.700 ACI C -3 Short Term Factor 1.300 ....seismic = ST : 1.100 Used in ACI C -2 & C -3 • • • • • • • • • • • • • • • • • S. Title : r) CjAP.A SA, Ce:fV'i1✓R. Job # 7,7 • Dsgnr: g .5 Date: 11:40AM, 13 AUG 08 Description : • Scope: Rev: 580002 User: KW- 0603678, Ver 5.8.0, 1- Nov -2006 General Footing Analysis & Design Page 1 (c)1983 -2006 ENERCALC Engineering Software nd767.ecw:GARDEN ROOM Description At Floor Beam 4 • General Information Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Allowable Soil Bearing 1,500.0 psf Dimensions... Short Term Increase 1.000 Width along X -X Axis 3.000 ft Seismic Zone 4 Length along Y -Y Axis 3.000 ft Footing Thickness 12.00 in Live & Short Term Combined Col Dim. Along X -X Axis 3.50 in f'c 3,000.0 psi Col Dim. Along Y -Y Axis 3.50 in Fy 60,000.0 psi Base Pedestal Height 0.000 in Concrete Weight • 145.00 pcf Min Steel % 0.0014 Overburden Weight 0.00 psf Rebar Center To Edge Distance 3.50 in Loads • �_,:,._,r.,,r...,,, ..,.,..,.�,.:.- ,�.- ,.,a.. �,,;�• vu „ =., ti:.,•.M. �,,, �•....,.. ....-. q,, :.,.., ,�,.,.,�.�r.,:- ._�.:,- .• <�.�. , ...rte_, ..e ,... , .,.:.:.,.a.., . :- ..�...r..,,...,r,�..,:.. -.,. .:. Applied Vertical Load... Dead Load 2.480 k ...ecc along X -X Axis 0.000 in Live Load 7.660 k ...ecc along Y -Y Axis 0.000 in Short Term Load k Creates Rotation about Y -Y Axis Creates Rotation about X -X Axis Applied Moments... (pressures © left & right) (pressures © top & bot) Dead Load k -ft k -ft Live Load k -ft • k -ft Short Term k -ft , k -ft Creates Rotation about Y -Y Axis Creates Rotation about X -X Axis Applied Shears... (pressures © left & right) (pressures @ top & bot) Dead Load k k . • Live Load k k Short Term 3h k k • o -ft ' A " a , •� r,14.4. , 6 'G. 'x' (pppp Summary Footing Design OK 3.00ft x 3.00ft Footing, 12.0in Thick, w/ Column Support 3.50 x 3.50in x 0.0in high DL +LL DL +LL +ST Actual Allowable Max Soil Pressure 1,271.7 1,271.7 psf Max Mu 1.680 k -ft per ft Allowable 1,500.0 1,500.0 psf Required Steel Area 0.259 in2 per ft "X' Ecc, of Resultant 0.000, in 0.000 in "Y' Ecc, of Resultant 0.000 in 0.000 in Shear Stresses.... Vu Vn ' Phi • 1 -Way 11.544 93.113 psi • X -X Min. Stability Ratio No Overturning 1.500 :1 2 -Wa 35.935 186.226 psi Y -Y Min. Stability Ratio No Overtuming , Footing Design • r.. Shear Forces ACI C -1 ACI C -2 ACI C -3 Vn' Phi Two-Way Shear 35.93 psi 30.93 psi 4.86 psi 186.23 psi One -Way Shears... Vu @ Left 11.54 psi 9.94 psi 1.56 psi 93.11 psi Vu @ Right 11.54 psi 9.94 psi 1.56 psi 93.11 psi • Vu © Top 11.54 psi 9.94 psi 1.56 psi 93.11 psi Vu @ Bottom 11.54 psi 9.94 psi 1.56 psi 93.11 psi • Moments ACI C -1 ACI C -2 ACI C -3 Ru / Phi As Rea'd Mu @ Left 1.68 k -ft 1.45 k -ft 0.23 k -ft 25.8 psi 0.26 in2 per ft Mu @ Right • 1.68 k -ft 1.45 k -ft 0.23 k -ft 25.8 psi 0.26 in2 per ft Mu @ Top 1.68 k -ft 1.45 k -ft 0.23 k -ft 25.8 psi 0.26 in2 per ft Mu @ Bottom 1.68 k -ft 1.45 k -ft 0.23 k -ft 25.8 psi 0.26 in2 per ft • Title : TrttAl,D S!a C1: 1'4M , Job # /6,7 04 Dsgnr: Es Date: 11:40AM, 13 AUG 08 Description : Scope: Rev: 580002 • - User: KW-0603678, Ver 5.8.0,1 -Nov -2006 General Footing Analysis & Design Page 2 (c)1983 -2006 ENERCALC Engineering Software nd767.ecw:GARDEN ROOM Description At Floor Beam 4 • Soil Pressure Summary c -.. r,.«: R._.,,., r-..-, ::..,, �,: M�:. �: �,. 4,-,", .., v-: n. ,�a„•:...,.- ,� „r,.,.,r«�,.,. :- .:,P•. �,.,., a �-,"":, r.,.,• r,:,, ���>,., r,,.,.,, , aR. t,..,,.a.. z.,•,,.,, ��, r:., r..«„ ���..-.,.:., .�.,..,,.,�.- ....�,..,•- -::�:5 Service Load Soil Pressures Left Right Top Bottom DL + LL 1,271.67 1,271.67 1,271.67 1,271.67 psf DL + LL + 1,271.67 1,271.67 1,271.67 1,271.67 psf Factored Load Soil Pressures ACI Eq: C -1 2,035.67 , 2,035.67 2,035.67 2,035.67 psf . ACI Eq. C -2 1,780.33 1,780.33 1,780.33 1,780.33 psf ACI Eq. C -3 378.50 378.50 378.50 378.50 psf ACI Factors. (per ACI 318 -02, applied intemally to entered loads) ' ..,+f: ,.:, .. n.r -., .,,.,- .:...,.,- ,..c.,.v..,v,+e -.c •*. s.: .- nyn :�•,- ...ar,- a..v...,,,:- .�r,.v+..,n,r. =,•„ a, .- . .- ,zrvcano.•n- -�... ..: .rtym •.n•• -z.. -.. i_�...o. ._- _-;:,.'� ACI C -1 & C-2 DL 1.400 , ACI C -2 Group Factor 0.750. Add'! "1.4” Factor for Seismic 1.400 ACI C -1 & C -2 LL 1.700 ACI C -3 Dead Load Factor 0.900 Add "l "0.9" Factor for Seismic 0.900 ACI C -1 & C -2 ST 1.700 ACI C -3 Short Term Factor 1.300 ....seismic = ST ` : 1.100' Used in ACI C -2 & C -3 • • • • • • • • •