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Santerra TR 32225 12-1175 (SFD) (Plan 2A) 2010 Code Update - Structural Calcse 10 STRUCTURAL CALCULATIONS Project: Santerra, La Quinta, Ca. Plan 2A CITY OF LA QUINTA Engineer: Schmit Engineering /� BUILDING & SAFETY DEPT. 1965 Rohn Rd. APPROVED Escondido, Ca. 92025 FOR CONSTRUCTION (760) 743-0592 DA • BY Cr Code: , 2010 California Building Code tL7� Sep', zmbc-:r -4 ?Ol` t OF CONTENTS Q'CgESS10Nq! Diagrams.......................................................I C-0 C m w ,, j���1co. 354gq17 $' Bld'g Loads....................................................2 m ll� c'.//1/, Roof Framing..................................................3-16 9r£OF CA�tF�� Foundations....................................................1 7-1 8 Lateral Analysis...............................................19-26 RF:vi INFO OCT 0 2012 ��i SCHMIT ENGINEERNG STRUCTURAL DESIGN Project r4 Zlpr By 7�1. Date 9%2— Sheet No. � Of Subject 0,la A7� Job NO. SCHMIT ENGINEERING STRUCTURAL DESIGN Project By i^---5 Date - Sheet No. -9_Of Subject �yi*-S Job NO. L- -mars C(-c- ;L_ z G`. pal .. , r3 c. 77ZV--s /Cr- s r V u ZU . O Ve - n�uF- 307-W- �2si ��rc 5,5 _ C , SG , 1 , c Psd -c).�,�sJ _ 0 rs I PROPERTIES OF STRUCTURAL LUMBER NOMINAL STANDARD AREA OF MOMENT OF SECTION SIZE DRESSED SECTION INERTIA MODULUS b (IN) d SIZE (S4S) A (IN 2) I (IN 4) S (IN 3) b (IN) d 2x4 1'/2x3'/z 5.25 5.359 3.063 2 x 6 1 1/2 x 5 '/2 8.25 20.797 7.563 2 x 8 1 1/2 x 7 1/4 10.875 47.635 13.141 2 x 10 1 1/2 x 9 1/4 13.875 98.932 21.391 2 x 12 1 '/2 x 11 1/4 16.875 177.979 31.641 2 x 14 1 1/2 x 13 1/4 19.875 290.775 43.591 4x4 31/2x31/2 12.25 12.505 7.146 4 x 6 3 1/2 x 5 1/2 19.25 48.525 17.646 4 x 8 3 1/2 x 7 1/4 25.375 111.148 30.661 4 x 10 3 1/2 x 9 1/4 32.375 230.840 49.911 4 x 12 3 1/2 x 11 1/4 39.375 415.283 73.828- 4 x 14 3 1/2 x 13 1/2 47.25 717.609 106.313 4 x 16 3 1/2 x 15 1/2 54.25 1086.130 140.146 6 x 6 5 1/2 x 5 1/2 30.25 76.255 27:729 6 x 8 5 1/2 x 7 1/2 41.25 193.359 51:563 6 x 10 5 1/2 x 9 1/2 52.25 392.963 82.729 6 x 12 5 1/2 x 11 1/2 63.25 697.068 121.229 6 x 14 5 1/2 x 13 1/2 74.25 1127.672 167.063 6 x 16 5 1/2 x 15 1/2 85.25 1706.776 220.229 6 x 18 5 1/2 x 17 1/2 96.25 2456.380 280.729 8 x 8 7 1/2 x 71/2 56.25 263.672 70.313 8 x 10 7 1/2 x 9 1/2 71.25 535.859 112.813 8 x 12 7 1/2 x 11 1/2 86.25 950.547 165.313 8 x 14 7 1/2 x 13 1/2 101.25 1537.734 227.813 8 x 16 7 1/2 x 15 1/2 116.25 2327.422 300.313 8 x 18 7 1/2 x 17 1/2 131.25 3349.609 382.813 -�D CEILING JOIST SCHEDULE MEMBER SPACING MAXIMIUM SPAN Fb' 2 X 4 = 1510 psi 12" o.c. 10' - 6" 16" o.c. 9' - 6" 24" o.c. 8' - 6" Fb' 2 X 6 = 1310 psi 12" o.c. 17' - 0" 16" o.c. 15' - 0" 24" o.c. 13' - 6" Fb' 2 X 8 = 1210 psi 12" o.c. 22' - 0" 16" o.c. 20' - 0" 24" o.c. 17' - 6" Fb' 2 X 10 = 1105 psi 12" o.c. 28' - 6" 16" o.c. 26' - 0" 24" o.c. 22' - 6" All members to -be DF/L #12 or -better Loading is based upon a 5 psf dead load Plus a 10 psf live load Deflection is based upon L/360 (10 psf total load) E= 1,600,000 psi Fb' is for normal load duration SCHMIT ENGINEERING Project 5�4 P—�A STRUCTURAL DESIGN By Date �% Sheet No. Of Subject r%ail� Job NO. %mil ;%�0e17MAW. 7/2us�: � rz7 7?2,t�ss j21� ra wbL- z � sZ39.U-�a ,i �s zx�) — � � � � � �%/3t6 fit., � ��. = 3,'77 n 3 _ l5,:6-5i, \vpt ,e r» x 13.5 C,J,2 = s za -r- c o 2� W.... �JwLJy G m IQ Nl z 14 �= 9' Z 5 t� 7-7 SCHMIT ENGINEERNG Project STRUCTURAL DESIGN Ig� Z By Date Sheet No. , Of Subject i'20CJ2' Job NO, SCHMIT ENGNEERING STRUCTURAL DESIGN 122 .�5�7 5 Project 7 By T� Date�Sheet No. .7 Of Subject 12ClJP Job NO. SCHWT ENGINEERING STRUCTURAL DESIGN Project By :J Date '" Sheet No &J Of Subject A02 Job NO ...° W �0 z �� Cad P i51 RB-47 PSL A 51/4" x 11 1/4" 2.0E Parallam0 � �•hneu�r Su_incss TJ-Beam® 6.20 Serial Number: 7003004397 Page User: Engine 06 Version: 4:07 AM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS Page 1 Engine Version: 6.20.16 FOR THE APPLICATION AND LOADS LISTED Member Slope: 0.12 Roof SlopeO.12 Film All dimensions are horizontal. Product Diagram is Conceptual. LOADS: Analysis is for a Header (Flush Beam) Member. Tributary Load Width: 1' Primary Load Group - Roof (psf): 16.0 Live at 125 % duration, 20.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Uniform(plf) Roof(1.25) 380.0 520.0 0 To 12' 6" Replaces SUPPORTS: Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live/Dead/UplitUTotal 1 Stud wall 3.50" 2.57" 2375 / 3365 / 0 15740 L1: Blocking 1 Ply 1 1 /2" x 11 1 /4" 1.5E TimberStrandO LSL 2 Stud wall 3.50" 2.57" 2375 / 3365 / 0 / 5740 L1: Blocking 1 Ply 1 1/2" x 11 1/4" 1.5E TimberStrand® LSL -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): L1: Blocking DESIGN CONTROLS: Maximum Design Control Control Location Shear (Ibs) 5587 -4611 14273 Passed (32%) Rt. end Span 1 under Roof loading Moment (Ft-Lbs) 16995 16995 33694 Passed (50%) MID Span 1 under Roof loading Live Load Defl (in) 0.164 0.406 Passed (U890) MID Span 1 under Roof loading Total Load Defl (in) 0.397 0.608 Passed (L/368) MID Span 1 under Roof loading -Deflection Criteria: STANDARD(LL:L/360,TL:U240). -Bracing(Lu): All compression edges (top and bottom) must be braced at 12' 6" c/o unless detailed otherwise. Proper attachment and positioning of lateral bracing is requiredtoachieve member stability. -Design assumes adequate continuous lateral support of the compression edge. ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ 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 a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. PROJECT INFORMATION: Copyright © 2005 by Trus Joist, a Weyerhaeuser Business Parallam® is a registered trademark of Trus Joist. OPERATOR INFORMATION: John Schmit Schmit Engineering 1965 Rohn Road Escondido, CA 92025 Phone: 760-743-0592 Fax :760-743-3109 jschmit@cox.net I '0 Ar RB-#7 w700 004397 51/4" x 9 1/4" 2.0E Parallam® PSL TJ-Beam®6.20 Serial Number: 7003004397 User: 2 1/17/20066:07:58AM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS Paget Engine Version: 6.20.16 FOR THE APPLICATION AND LOADS LISTED Member Slope: Ott? Roof SlopeO.12 E �P] d All dimensions are harizondal. Product Diagram is Conceprhial. LOADS: Analysis is for a Header (Flush Beam) Member. Tributary Load Width: 1' Primary Load Group - Roof (psf): 16.0 Live at 125 % duration, 20.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Uniform(plf) Roof(1.25) 240.0 360.0 0 To 10' 3" Replaces Uniform(plf) Roof(1.25) 350.0 490.0 10' 3" To 12' 6" Replaces SUPPORTS: Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live/Dead/UplifHTotal 1 Stud wall 3.50" 1.74" 1520 / 2368 / 0 / 3888 L1: Blocking 1 Ply 1 1 /2" x 9 114" 1.5E TimberStrandS LSL 2 Stud wall 3.50" 1.95" 1728 / 2614 / 0 / 4342 L1: Blocking 1 Ply 1 1 /2" x 9 114" 1.5E TimberStrandS LSL -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): L1: Blocking DESIGN CONTROLS: Maximum Design Control Control Location Shear (Ibs) -4200 -3433 11736 Passed (29%) Rt. end Span 1 under Roof loading Moment (Ft-Lbs) 11645 11645 23279 Passed (50%) MID Span 1 under Roof loading Live Load Defl (in) 0.187 0.406 Passed (L/780) MID Span 1 under Roof loading Total Load Defl (in) 0.477 0.608 Passed (L/306) MID Span 1 under Roof loading -Deflection Criteria: STANDARD(LL:U360,TL:U240). -Bracing(Lu): All compression edges (top and bottom) must be braced at 12' 6" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -Design assumes adequate continuous lateral support of the compression edge. ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ 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 a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. PROJECT INFORMATION: 0 Copyright © 2005 by Trus Joist, a Weyerhaeuser Business Parallam® is a registered trademark of Trus Joist. OPERATOR INFORMATION: John Schmit Schmit Engineering 1965 Rohn Road Escondido, CA 92025 Phone : 760-743-0592 Fax 760-743-3109 jschmit@cox.net SCHMIT ENGINEERING Project STRUCTURAL DESIGN By Date - - Sheet No. Of Subjects Job NO. SCHMIT ENGINEERING Project STRUCTURAL DESIGN By � Date rA Sheet No. Of Subject l2GUF Job NO. 57 Q0% CiJ� Z (4o t 16)9 ) o 1G." 2.0� f' Z70lw (t1,z z 0 �3�iZ 1- .3U Zl• Si 2.2.1i) 4 7L= gi o Z" U sc 64 ,x _ fG," Z4ac- FL.L K2-r� �72 n.X l r 2 C 0 trL -��'�/mot L- X/0.9 �1C.. 301:;�; USC' G x1d oFX- -jL SCHMIT ENGINEERING Project STRUCTURAL DESIGN � )'� By Date l% 2 Sheet No. QOf Subject k.CQT-- Job NO. RB-#6 ^ � Bu=css 5 1/4" x 91/4' 2.0E ParallamO PSL TJ-Beam® 6.20 Serial Number: 7003004397 /1 user:Pagel ....20051.39.02PM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS Page 1 Engine Version: 6.20.16 FOR THE APPLICATION AND LOADS LISTED Member Slope: 0.112 hoof SlopeO.12 7❑' , Q All dimensions are horizontal. Product Diagram is Conceptual. LOADS: Analysis is for a Header (Flush Beam) Member. Tributary Load Width: 1' Primary Load Group - Roof (psf): 16.0 Live at 125 % duration, 20.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Uniform(plf) Roof(1.25) 80.0 150.0 0 To 17' 6" Replaces SUPPORTS: Input Bearing Vertical Reactions (Ibs) Width Length Live/Dead/Uplift/Total 1 Stud wall 3.50" 1.50" 700 / 1445 / 0 / 2145 2 Stud wall 3.50" 1.50" 700 / 1445 / 0 / 2145 Detail Other L1: Blocking 1 Ply 1 1 /2" x 9 114" 1.5E TimberStrandS LSL L1: Blocking 1 Ply 1 112" x 9 114" 1.5E TimberStrandS LSL -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): L1: Blocking DESIGN CONTROLS: Maximum Design Control Control Location Shear (Ibs) 2105 -1885 11736 Passed (16%) Rt. end Span 1 under Roof loading Moment (Ft-Lbs) 9032 9032 23279 Passed (39%) MID Span 1 under Roof loading Live Load Defl (in) 0.233 0.572 Passed (U885) MID Span 1 under Roof loading Total Load Defl (in) 0.713 0.858 Passed (U289) MID Span 1 under Roof loading -Deflection Criteria: STANDARD(LL:U360,TL:U240). -Bracing(Lu): All compression edges (top and bottom) must be braced at 17' 6" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -Design assumes adequate continuous lateral support of the compression edge. ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ 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 a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodologq was used for.Building Code UBC analyzing the TJ Distribution product listed above. PROJECT INFORMATION: Copyright ©2005 by Trus Joist, a Weyerhaeuser Business Parallam® is a registered trademark of Trus Joist. OPERATOR INFORMATION: John Schmit Schmit Engineering 1965 Rohn Road Escondido, CA 92025 Phone : 760-743-0592 Fax 760-743-3109 jschmit@cox.net SCHMIT ENGINEERING STRUCTURAL DESIGN Project By S-S, Date - Sheet No.)' 5 Of Subject �'� Job NO. 4 ? RB-#7 y 31/2" x 9 1/4" 2.0E Parallam® PSL yer_haeusu Business TJ-Beam® 6.20 Serial Number. 7003004397 User.2 Engine Versi005 on: pM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS Page 1 Engine Version: 6.20.16 FOR THE APPLICATION AND LOADS LISTED Member Slope: OM Roof SlopeO.42 Overall Dimension: 15' 6" Film ,i 7-6" All dimensions are hariaontal. Product Diagram is Conceptual. LOADS: Analysis is for a Header (Flush Beam) Member. Tributary Load Width: 1' Primary Load Group - Roof (psf): 16.0 Live at 125 % duration, 20.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Uniform(plf) Roof(1.25) 360.0 450.0 0 To 7' 6" Replaces Uniform(plf) Roof(1.25) 440.0 650.0 7' 6" To 15' 6" Replaces SUPPORTS: Input Bearing Vertical Reactions (Ibs) Width Length Live/Dead/Uplift/Total 1 Stud wall 3.50" 1.55" 1102 / 1203 / 0 / 2305 2 Stud wall 3.50" 6.161, 3812 / 5358 / 0 / 9170 3 Stud wall 3.50" 2.47" 1499 / 2171 / 0 / 3670 Detail Other L1: Blocking 1 Ply 1 1/2" x 9 114" 1.5E TimberStrand® LSL R7 None L1: Blocking 1 Ply 1 1 /2" x 9 114" 1.5E TimberStrand® LSL -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): L1: Blocking,R7 -Bearing length requirement exceeds input at support(s) 2. Supplemental hardware is required to satisfy bearing requirements. DESIGN CONTROLS: Maximum Design Control Control Location Shear (Ibs) 5205 4197 7824 Passed (54%) Lt. end Span 2 under Roof loading Moment (Ft-Lbs) -7024 -7024 15519 Passed (45%) Bearing 2 under Roof loading Live Load Def! (in) 0.056 0.261 Passed (U999+) MID Span 2 under Roof ALTERNATE span loading Total Load Defl (in) 0.130 0.392 Passed (Lf721) MID Span 2 under Roof ALTERNATE span loading -Deflection Criteria: STANDARD(LL:L/360,TL:U240). -Bracing(Lu): All compression edges (top and bottom) must be braced at 14' 7" c/o unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -The load conditions considered in this design analysis include alternate member pattern loading. -Design assumes adequate continuous lateral support of the compression edge. ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ 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 a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. PROJECT INFORMATION: Copyright © 2005 by Trus Joist, a Weyerhaeuser Business Parallam® is a registered trademark of Trus Joist. OPERATOR INFORMATION: John Schmit Schmit Engineering 1965 Rohn Road Escondido, CA 92025 Phone : 760-743-0592 Fax 760-743-3109 jschmit@coi .net SCHMIT ENGINEERING STRUCTURAL DESIGN Project 514AJ T127/119 By � Date 7�2— Sheet No. IL ' Of SubjectJob NO _ f�� � � ' 1 � = 4_. U ram! C3%-� � 1 c�c� = P��/, _ � ✓' J`i /' (3srt�� p / 6 = 3 5 lPL r' ,J 5 Q' ..... .... . _ 3 5 g".' jz� f tau . U �i'1� x.:✓�-��w -: _p�fr��--. Lcr�s o�J Co��: T��-� Ai C SOfXJ L STRUCTURAL DESIGN Project 1 By � Date / Sheet No. /-�� Of SCHMIT ENGINEERING STRUCTURAL DESIGN Project 00 By «S Date /�� Sheet No.' Of Latitude and Longitude of a Point Page Iofl iT(mchMap.com Mnbllc ad Dc kt p Ep-> Home )> Latitude and Longitude of a Point Maps I Country - State i Places i Google Earth i Cities I Earthquakes I I Am Here I Lat - Long :. To find the latitude and longitude of a point Click on the map, Drag the marker, or enter the... Address:57-551 Barristo Circle, La Quinta, Ca. 92253 Go,; Map Center: Get Address - Land Plat Size - Street View - NEW! Google Earth 3D - Area Photographs Try out the Google Earth Plug-in. Google Earth gives you a 3D look of the area around the center of the map, which is usually your last click point, and includes latitude, longitude and elevation information. Latitude and Longitude of a Point Note: Right click on a blue marker to remove it. I Show Point from Latitude and Longitude Clea�aReset All Markers CenterlecJ Marker Use this if you know the latitude and longitude coordinates of -:— -- =- -_- ---:: a point and want to see where on the map the point is. Use: + for N Let or E Long - for S Lat or W Long. Get the Latitude and Longitude of a Point Example: +40.689060-74.044636 Note: Your entry should not have any embedded spaces. When you click on the map, move the marker or enter an address the latitude and longitude coordinates of the point are inserted in the boxes below. Latitude: 33.630372 Longitude: -116.2514135 Degrees Latitude: 33 Longitude: -116 Decimal Deg. Latitude: :.................................._................... Decimal Deg. Longitude: S�ow�,Pomt Example: +34 40 50.12 for 34N 40' 50.12" —.-I n_ _... Degrees Minute:, Seconds Minutes Seconds Latitude: ................ .... .............._._. 37 49.3392 Longitude: .. _... .. ... _..._ Show o�nt 15 5.0862 © iTouchIvap.com 2008 http://itouchmap.com/latlong.html 10/20/2009 -Z 2, Sa (9) Conterminous 48 States 2005 ASCE 7 Standard Latitude = 33.630372 Longitude =-116.2514135 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site-Q1 B - Fa = 1.0 ,Fv = 1.0 Data are zed on a 0.01 deq cjc Period (sec) 0.2 1-.&M (Ss, Site Class B 0.600 (S1, Site Class B acing Conterminous 48 States 2005 ASCE 7 Standard Latitude = 33.630372 Longitude =-116.2514135 Spectral Response Accelerations SMs and SM1 SMs = Fa x Ss and SM1 =FvxS1 Site Class D - Fa = 1.0 ,Fv = 1.5 Period Sa (sec) (g) 0.2 1.500 (SMs, Site Class D) 1.0 0.900 (SM1, Site Class D) Conterminous 48 States 2005 ASCE 7 Standard Latitude = 33.630372 Longitude =-116.2514135 Design Spectral Response Accelerations SDs and SD1 SDs =2/3xSMs andSD1=2/3xSM1 Site Class D - Fa = 1.0 ,Fv = 1.5 Period Sa (sec) (g) 0.2 1.000 (SDs, Site Class D) 2 SHEAR WALL SCHEDULE (DF/L SILL PLATES) . Material Edge Nailing 4 Allowable Shear Shear Transfer Nailing (Top Plates) Sill Plate Nailing Anchor Bolt Spacing 1 3/8" Ply Str. I 1 8d @ 6" o.c. 280 #/ft 16d @ 6" o.c. or A35 @ 19.5" o.c. 16d @ 6"o.c. 5/8" cp @ 51 " O.C. 3/8" Ply Str. 1 J 8d @ 4" o.c. 10 430 #/ft 16d @ 4" o.c. or A35 12.5" o.c. 16d @ 4" o.c. 5/8" cp @ 16" o.c. 3/8" Ply Str. I K 8d @ 3" o.c. 10 500 #/ft 16d @ 3" o.c. or A35 @ 10.5" o.c. 16d @ 3" o.c. 5/8" cp @ 12" o.c. 3/8" Ply Str. 1 L 8d @ 2.5" o.c. 5 640 #/ft 16d @ 2.5" ox or A35 8" o.c. 16d @ 2.5" o.c. 5/8" cp @ 21 " o.c. (3x min. sill pfate) 3/8" Ply Str. I M 8d @ 2" o.c. 5 730 #/ft 16d @ 2" o.c. or A35 @ 7" o.c. 16d @ 2" o.c. 5/8." (p @ 18" o.c. (3x min. sill plate) 1/2" Ply Str. I N 1 Od @ 6" o.c. 340 #/ft 16d @ 5" o.c. or A35 @ 15.5" o.c. 16d @ 5" o.c. 5/8" cp @ 40" o.c. 1 /2" Ply Str. I O 1 Od @ 4" o.c. 10 500 #/ft 16d @ 3" o.c. or A35 @ 10.5" o.c. 16d @ 3" o.c. 5/8" (p @ 14" o.c. 1 /2" Ply Str. I P I Od @ 3" o.c. 5 665 #/ft 16d @ 2.5" o.c. or A35 a 8" o.c. 16d @ 2.5" o.c. 5/8" T @ 21 " o.c. (3x min. sill late) I,/2" Ply Str. I Q 1 Od @ 2.5" o.c. 5 767 #/ft 16d @ 2" o.c. or A35 @ 7" o.c. 16d @ 2" o.c. 5/8" (p @ 18" o.c. (3x min. sill late) 1 /2" Ply Str. I R 1 Od @ 2" o.c. 5 870 #/ft 16d @ 2" o.c. or A35 @ 6" o.c. I 16d @ 2" o.c. 5/8" 9 @ 16" o.c. (3x min. sill late) a,Na«S LO ve N, essurc ireatea Douglas Fir/ Larch #2 or better. Anchor bolts a minimum 10" in length @ 2x sill plates and 12 " in length @ 3x sill plates ( 7" minimum concrete embedment). 2 Not used. 3 Not used. 4 Field nailing is 12" o.c. typically @ plywood shear wall's. 5 Framing at adjoining panel edges and sill plate at foundations only shall be 3" nominal or wider and nails shall be staggered. 6 Use Common Nails at all plywood shear panels. 7 E.F.W. denotes entire face of wall. 8 Toe nailing for shear transfer is not allowed. 9 Use 3" x 3" x .229" minimum plate washers at sill plate anchor bolts. 10 Framing at adjoining panel edges shall be 3" nominal or wider and nails shall be staggered. (Note: anchor bolt spacing has been reduced by 50%). 1 1 Periodic special inspection is required for wood shear walls, including nailing, bolting, anchoring and other fastening to components where fastener spacing is 4" o.c. and closer. SCHMOF ENGNEERING STRUCTURAL DESIGN Project F 26 By Date Sheet No2A Of Subject L.A-_Cf7Xft_. Job NO. ii;/z) 1? - Z5�o� lie.- Z 1U l PLY C (24— 6 cd/ r12o?- = 37 5 0 C/O) 2 3 79o0 Z z�z Cie) zj s9) z 17 rV rfitsr ? ZZ.G (lc)) ' 622crc) rL3 39 s )7)% X•G�J z 4 23yU:�1, .0vz Vim+ 64 z00- • x, 106e7 Project P, ZA By J Date /1� Sheet No. 2,5 Of SCI° MIT ENGINEERING STRUCTURAL DESIGN Subject LPV-G?91_ Job NO. Llu STRUCTURAL CALCULATIONS Proj ect: S anterra, La Quinta, Ca. Plan 2A F ITY OF LA QUINTA UILDING & SAFETY DEPT. APPROVED Engineer: Schmit Engineering FOR CONSTRUCTION 1965 Rohn Rd. Escondido, Ca.. 92025 DAT gy �S (760) 743-0592 > Code: 2010 California Building Code Date: September 4, 2012 TABLE OF CONTENTS Diagrams......................................................1 Bld'g Loads....................................................2 RoofFraming..................................................3-16 Foundations....................................................17-18 Lateral Analysis...............................................19-26 �oQRpFESS/pNgl J. SLU �jy�/� 2 No.35417 0 � P/3 /13 s TF OF IV CALIF RF' � DIVED , DEC 17 �012 BY: - SCHWT ENGINEERING Project STRUCTURAL DESIGN By Date ` ' Sheet No. 27 Of Subject QCKy1t55A0A Job NO. ragciui0 20 Anchor Calculations Anchor Selector (Version 4.6.0.0) Job Name : Santerra Date/Time : 11/8/2011 1:27:29 PM 1) Input Calculation Method : ACI 318 Appendix D For Cracked Concrete Code: ACI 318-05 Calculation Type : Analysis a) Layout Anchor : 5/8" PAB5 Number of Anchors: 1 Steel Grade: AB Embedment Depth: 12 in Built-up Grout Pads : No yV2 CY *Nba IS POS{ k I'VE FOR TENSIG N N NEGATIVE FOR cG4f ESSIOM. +.[NDICATES CEN -R C3F l VGI�OR Anchor Layout Dimensions cX1 : 3.75 in cx2:6in cyl : 6 in cy2 : 3.75 in b) Base Material Concrete : Normal weight Cracked Concrete : Yes Condition : B tension and shear fc : 2500.0 psi Tc,V : 1.00 �Fp : 1381.3 psi about:blank 11 /8/2011 rage 2 of zS 2,'� Thickness, ha: 20 in Supplementary edge reinforcement: No c) Factored Loads Load factor source: ACI 318 Appendix C Nua : 2650 lb Vuax : 0 lb Vuay : 0 lb Mux : 0 Ib*ft Muy : 0 Ib*ft ex:0in ey:0in Moderate/high seismic risk or intermediate/high design category : Yes Apply entire shear load at front row for breakout : No d) Anchor Parameters Anchor Model = PAB5 do = 0.625 in Category = N/A hef = 12 in hmin = 14 in Cac = 18 in cmin = 3.75 in smin = 3.75 in Ductile = Yes 2) Tension Force on Each Individual Anchor Anchor #1 N ual = 2650.00 lb Sum of Anchor Tension ENua = 2650.00 lb elNx = 0.00 in elNy = 0.00 in 3) Shear Force on Each Individual Anchor Resultant shear forces in each anchor: Anchor #1 V ual = 0.00 lb (V ualx = 0.00 lb , V ua1.y = 0.00 lb ) Sum of Anchor Shear EVuax = 0.00 lb, EVuay = 0.00 lb e'Vx = 0.00 in elVy = 0.00 in 4) Steel Strength of Anchor in Tension [Sec. D.5.1] Nsa = nA se futa [Eq. D-3] Number of anchors acting in tension, n = 1 Nsa = 13100 lb (for a single anchor) � = 0.80 [D.4.5] about:blank 11/8/2011 Page 3of8 -30 �Nsa = 10480.00 lb (for a single anchor) 5) Concrete Breakout Strength of Anchor in Tension [Sec. D.5.2] Ncb — ANc/ANcoTed,NTc,NTcp,NNb [Eq. D-4] Number of influencing edges = 4 hef (adjusted for edges per D.5.2.3) = 4.000 in h'ef = 4.604 in [Sec. D.5.2.8] Note: ANc is calculated using h'ef for anchor with a washer. h'ef accounts for the washer effective perimeter. ANco = 144.00 in2 [Eq. D-6] ANc = 95.06 in2 Ted,N = 0.8875 [Eq. D-10 or D-11] Note: Cracking shall be controlled per D.5.2.6 Tc,N = 1.0000 [Sec. D.5.2.6] `Pcp,N = 1.0000 [Eq. D-12 or D-13] Nb = kckNI f' c hef1.5 = 9600.00 lb [Eq. D-7] kc = 24 [Sec. D.5.2.6] Ncb = 5624.53 lb [Eq. D-4] � = 0.75 [D.4.5] �seis = 0.75 Ncb = 3163.80 lb (for a single anchor) 6) Pullout Strength of Anchor in Tension [Sec. D.5.3] Np = 8Abrgf I [Eq. D-15] Abrg = 1.9432 in2 Npn — TC,pNp [Eq. D-14] TC p = 1.0 [D.5.3.6] Npn = 38864.00 lb � = 0.75 [D.4.5] �seis = 0.75 � Npn = � Neq = 21861.00 lb (for a single anchor) 7) Side Face Blowout of Anchor in Tension [Sec. D.5.4] For Anchor #1 Nsb = 160 cal � Abrgx, fc [Eq. D-17] about:blank 11 /8/2011 Page 4of8 31 Cal = 3.750 in Ab�g = 1.943 in2 (1 + cat/cal) / 4 = 0.5000 Nsb = 20909.81 lb � = 0.75 �seis = 0.75 �Nsb = 11761.77 lb (for single anchor) 8) Steel Strength of Anchor in Shear [Sec D.6.1] Veq = 7865.00 lb (for a single anchor) = 0.75 [D.4.5] Veq = 5898.75 lb (for a single anchor) 9) Concrete Breakout Strength of Anchor in Shear [Sec D.6.2] Case 1: Anchor checked against total shear load In x-direction... Vcbx = Avcx vcoxTed,V'yc,V Vbx [Eq. D-21 ] Cal = 6.00 in ' vcx = 87.75 in2 Avcox = 162.00 in2 [Eq. D-23] Ted,v = 0.8250 [Eq. D-27 or D-28] Tc,v = 1.0000 [Sec. D.6.2.7] Vbx = 7(le/ do )0.2 . do?, f c(cal )l .5 Eq. D-241 le=5.00in Vbx = 6163.86 lb Vcbx = 2754.48 lb [Eq. D-21 ] � = 0.75 �seis = 0.75 �Vcbx = 1549.39 lb (for a single anchor) In y-direction... Vcby = Avcy/AvcoyTed,VTc,V Vby [Eq. D-21] Cal = 3.75 in Avcy = 52.73 in2 about:blank 11/8/2011 Page 5 of 8 S Avcoy = 63.28 in2 [Eq. D-23] Ted,v = 0.9000 [Eq. D-27 or D-28] Tc,V = 1.0000 [Sec. D.6.2.7] Vby = 7(le/ do )0.2 , dok f c(ca1)1.5 [Eq. D-241 le = 5.00 in Vby = 3045.60 lb Vcby = 2284.20 lb [Eq. D-21 ] = 0.75 �seis = 0.75 Vcby = 1284.86 lb (for a single anchor) Case 2: This case does not apply to single anchor layout Case 3: Anchor checked for parallel to edge condition Check anchors at cxl edge Vcbx = Avcx/AvcoxTed,VTc,V Vbx [Eq. D-21] Cal = 3.75 in Avcx = 52.73 in2 Avcox = 63.28 in2 [Eq. D-23] Ted,v = 1.0000 [Sec. D.6.2.1(c)] `Pc,v = 1.0000 [Sec. D.6.2.7] Vbx = 7(le/ do )0.N dok, f 1.5 c(Cal) [Eq. D-24] le=5.00in Vbx = 3045.60 lb Vcbx = 2538.00 Ib [Eq. D-21] Vcby = 2 * Vcbx [Sec. D.6.2.1(c)] Vcby = 5076.00 lb � = 0.75 Oseis = 0.75 OVcby = 2855.25 lb (for a single anchor) Check anchors at cy, edge Vcby = Avcy/AvcoyTed,VTc,V Vby [Eq. D-211 Cal = 6.00 in about:blank 11/8/2011 rage o of a .z Any = 87.75 in2 Avcoy = 162.00 in2 [Eq. D-23] Ted,v = 1.0000 [Sec. D.6.2.1(c)] Tc,v = 1.0000 [Sec. D.6.2.7] Vby = 7(le/ do )0.2 ,til do), -Y f c(ca1)1.5 [Eq. D-24] le = 5.00 in Vby = 6163.86 lb Vcby = 3338.76 lb [Eq. D-21] Vcbx = 2 * Vcby [Sec. D.6.2.1(c)] Vcbx = 6677.52 lb � = 0.75 �seis = 0.75 Vcbx = 3756.10 lb (for a single anchor) Check anchors at cx2 edge Vcbx = Avcx/AvcoxTed,VTc,v Vbx [Eq. D-21] cal = 6.00 in Avcx = 87.75 in2 Avcox = 162.00 in2 [Eq. D-23] `I`ed,v = 1.0000 [Eq. D-27 or D-28] [Sec. D.6.2.1(c)] Y'c,V = 1.0000 [Sec. D.6.2.7] Vbx = 7(le/ do )0.2. d,X, fc(ca1)1.5 [Eq. D-24] le = 5.00 in Vbx = 6163.86 lb Vcbx = 3338.76 lb [Eq. D-21] Vcby = 2 * Vcbx [Sec. D.6.2.1(c)] Vcby = 6677.52 lb � = 0.75 �seis = 0.75 Vcby = 3756.10 lb (for a single anchor) Check anchors at cy2 edge Vcby — Avcy/AvcoyTed,VTc,v Vby [Eq. D-21] about:blank 11 /8/2011 ra8u/VLO 21 Cal = 3.75 in A,cy = 52.73 in2 Arcot' = 63.28 in2 [Eq. D-23] Ted,V = 1.0000 [Sec. D.6.2.1(c)] Tc,v = 1.0000 [Sec. D.6.2.7] Vby = 7(le/ do )0.2. do?' � f c(cal )l .5 [Eq. D-24] le = 5.00 in Vby = 3045.60 lb Vcby = 2538.00 lb [Eq. D-21] Vcbx = 2 * Vcby [Sec. D.6.2.1(c)] Vcbx = 5076.00 lb � = 0.75 �seis = 0.75 �Vcbx = 2855.25 lb (for a single .anchor) 10) Concrete Pryout Strength of Anchor in Shear [Sec. D.6.3] Vcp = kcpNcb [Eq. D-29] kcp = 2 [Sec. D.6.3.1 ] Ncb = 5624.53 lb (from Section (5) of calculations) Vcp = 11249.06 lb � = 0.75 [D.4.5] �seis = 0.75 Vcp = 6327.60 lb (for a single anchor) 11) Check Demand/Capacity Ratios [Sec. D.7] Tension - Steel : 0.2529 - Breakout : 0.8376 - Pullout: 0.1212 - Sideface Blowout: 0.2253 Shear - Steel : 0.0000 - Breakout (case 1) : 0.0000 - Breakout (case 2) : N/A - Breakout (case 3) : 0.0000 - Pryout : 0.0000 about:blank 11 /8/2011 raruovio Z V.Max(0) <= 0.2 and T.Max(0.84) <= 1.0 [Sec D.7.1] Interaction check: PASS Use 5/8" diameter PAB5 anchor(s) with 12 in. embedment BRITTLE FAILURE GOVERNS: Governing anchor failure mode is brittle failure. Per 2006 IBC Section 1908.1.16, anchors shall be designed to be governed by tensile or shear steel strength of a ductile steel element in structures assigned to Seismic Design Category C, D, E, or F. Alternatively it is permitted to take the design strength of the anchors as 0.4 times the design strength determined in accordance with Section D.3.3.3, or the attachment the anchor is connecting to the structure shall be designed so that the attachment will undergo ductile yielding at a force level corresponding to anchor forces no greater than the design strength of anchors specified in Section D.3.3.3. To include the 0.4 factor in the calculation, select the Apply strength reduction factor for brittle failure checkbox and re -calculate. Designer must exercise own judgement to determine if this design is suitable. about:blank 11/8/2011 Anchor Calculations Anchor Selector (Version 4.6.0.0) Job Name : Santerra Date/Time : 11/8/2011 1:30:15 PM 1) Input Calculation Method : ACI 318 Appendix D For Cracked Concrete Code: ACI 318-05 Calculation Type : Analysis a) Layout Anchor: 5/8" PAB5 Number of Anchors 1 Steel Grade: AB Embedment Depth : 20 in Built-up Grout Pads : No c2 Cy 1 ANCHOR *Nua IS POSITIVE :=:OR, TENSION ;ANP NFGATIVEFOR +�7�CiI��TFS CEfv7TeFt f:F,TEi°�+`�I�E-�G}i Anchor Layout Dimensions cX1 : 6 in cx2 : 6 in cyl :' 6 in cy2 : 6 in b) Base Material Concrete : Normal weight Cracked Concrete : Yes Condition : B tension and shear fc : 2500.0 psi Tc,V : 1.00 �FP : 1381.3 psi about:blank 11/8/2011 rage G Vl O 37 Thickness, ha : 23 in Supplementary edge reinforcement: No c) Factored Loads Load factor source: ACI 318 Appendix C Nua : 3900 lb Vuax : 0 lb Vuay : 0 lb Mux : 0 Ib*ft Muy : 0 Ib*ft ex: 0in ey:0in Moderate/high seismic risk or intermediate/high design category: Yes Apply entire shear load at front row for breakout : No d) Anchor Parameters Anchor Model = PAB5 do = 0.625 in Category = N/A hef = 20 in hmin = 22 in Cac = 30 in Amin = 3.75 in Smin = 3.75 in Ductile = Yes 2) Tension Force on Each Individual Anchor Anchor #1 N ual = 3900.00 lb Sum of Anchor Tension ENua = 3900.00 lb elNx = 0.00 in elNy = 0.00 in 3) Shear Force on Each Individual Anchor Resultant shear forces in each anchor: Anchor #1 V ual = 0.00 lb (V ualx = 0.00 lb, V ualy = 0.00 lb ) Sum of Anchor Shear EVuax = 0.00 lb, EVuay = 0.00 lb e'Vx = 0.00 in elVy = 0.00 in 4) Steel Strength of Anchor in Tension [Sec. D.5.1] Nsa = nA se futa [Eq. D-3] Number of anchors acting in tension, n = 1 Nsa = 13100 lb (for a single anchor) c = 0.80 [D.4.5] about:blank 11/8/2011 �Nsa = 10480.00 lb (for a single anchor) 5) Concrete Breakout Strength of Anchor in Tension [Sec. D.5.2] Ncb = ANc'ANco`1`ed,N'yc,N'1'cp,NNb [Eq. D-4] Number of influencing edges = 4 hef (adjusted for edges per D.5.2.3) = 4.000 in h'ef = 4.604 in [Sec. D.5.2.8] Note: ANc is calculated using h'ef for anchor with a washer. h'ef accounts for the washer effective perimeter. ANco = 144.00 in2 [Eq. D-6] ANc = 144.00 in2 Ted,N = 1.0000 [Eq. D-10 or D-11] Note: Cracking shall be controlled per D.5.2.6 Tc,N = 1.0000 [Sec. D.5.2.61 `1`cp,N = 1.0000 [Eq. D-12 or D-13] Nb = kckN! f' c hef1.5 = 9600.00 lb [Eq. D-7] kc = 24 [Sec. D.5.2.6] Ncb = 9600.00 lb [Eq. D-4] � = 0.75 [D.4.5] �seis = 0.75 Ncb = 5400.00 lb (for a single anchor) 6) Pullout Strength of Anchor in Tension [Sec. D.5.3] NP = 8Abrgf 'c [Eq. D-15] Abrg = 1.9432 in2 NPn - Tc,PNP [Eq. D-14] Tc,P = 1.0 [D.5.3.6] Npn = 38864.00 lb � = 0.75 [D.4.5] �seis = 0.75 Npn = Neq = 21861.00 lb (for a single anchor) 7) Side Face Blowout of Anchor in Tension [Sec. D.5.4] For Anchor #1 Nsb = 160 cal � Abrgx, fc [Eq. D-17] about:blank 11 /8/2011 1 "r,. z V L v / cal = 6.000 in Abr9 = 1.943 in2 (1 + cat/cal) / 4 = 0.5000 Nsb = 33455.69 lb � = 0.75 �seis = 0.75 �Nsb = 18818.83 lb (for single anchor) 8) Steel Strength of Anchor in Shear [Sec D.6.1] Veq = 7865.00 lb (for a single anchor) = 0.75 [D.4.5] Veq = 5898.75 lb (for a single anchor) 9) Concrete Breakout Strength of Anchor in Shear [Sec D.6.2] Case 1: Anchor checked against total shear load In x-direction... Vcbx = Avcx/AvcoxTed,VTc,V Vbx [Eq. D-21] Cal = 6.00 in Avcx = 108.00 in2 Avcox = 162.00 in2 [Eq. D-231 Ted,v = 0.9000 [Eq. D-27 or D-28] `1`c,v = 1.0000 [Sec. D.6.2.7] Vbx = 7(le/ do )0.N do?'-'' f c(ca1)1.5 [Eq. D-241 le = 5.00 in Vbx = 6163.86 lb Vcbx = 3698.32 lb [Eq. D-211 � = 0.75 �seis = 0.75 �Vcbx = 2080.30 lb (for a single anchor) In y-direction... Vcby = AvcVAvcoyTed,VTc,V Vby [Eq. D-21] Cal = 6.00 in Avcy = 108.00 in2 about:blank 11/8/2011 l usv✓ vi✓ 4 1. Avcoy = 162.00 in2 [Eq. D-23] Ted,v = 0.9000 [Eq. D-27 or D-28] Tc,v = 1.0000 [Sec. D.6.2.7] Vby = 7(le/ do )0.2. dok, fc(ca1)1.5 [Eq. D-241 le = 5.00 in Vby = 6163.86 lb Vcby = 3698.32 lb [Eq. D-211 = 0.75 �seis = 0.75 Vcby = 2080.30 lb (for a single anchor) Case 2: This case does not apply to single anchor layout Case 3: Anchor checked for parallel to edge condition Check anchors at cx1 edge Vcbx = Avcx/AvcoxTed,vTc,v Vbx [Eq. D-21 ] cal = 6.00 in Avcx = 108.00 in2 Avcox = 162.00 in2 [Eq. D723] Ted,v = 1.0000 [Sec. D.6.2.1(c)] Tc,v = 1.0000 [Sec. D.6.2.7] Vbx = 7(le/ do )0.2 ,�I dok N.1 fc(ca1)1.5 [Eq. D-24] le=5.00in Vbx = 6163.86 lb Vcbx = 4109.24 lb [Eq. D-21] Vcby = 2 * Vcbx [Sec. D.6.2.1(c)] Vcby = 8218.48 lb � = 0.75 �seis = 0.75 Vcby = 4622.90 lb (for a single anchor) Check anchors at cy1 edge Vcby = Avcy/AvcoyTed,vTc,v Vby [Eq. D-21] cal = 6.00 in about:blank 11 /8/2011 ragcvui0 -I' Avcy = 108.00 in2 Avcoy = 162.00 in2 [Eq. D-23] Ted,V = 1.0000 [Sec. D.6.2.1(c)] `f'c,v = 1.0000 [Sec. D.6.2.7] Vby = 7(le/ do )0.2 N.) doh. N.; fc(cal )1.5 [Eq. D-24] le = 5.00 in Vby = 6163.86 lb Vcby = 4109.24 lb [Eq. D-21] Vcbx = 2 * Vcby [Sec. D.6.2.1(c)] Vcbx = 8218.48 lb � = 0.75 �seis = 0.75 Vcbx = 4622.90 lb (for a single anchor) Check anchors at cx2 edge Vcbx = Avcx/AvcoxTed,VTc,V Vbx [Eq. D-21] Cal = 6.00 in Avcx = 108.00 in2 Avcox = 162.00 in2 [Eq. D-231 Ted,V = 1.0000 [Eq. D-27 or D-28] [Sec. D.6.2.1(c)] Tc,v = 1.0000 [Sec. D.6.2.7] Vbx = 7(le/ do )0.2 doX, fc(Cal )l .5 [Eq. D-24] le = 5.00 in Vbx = 6163.86 lb Vcbx = 4109.24 lb [Eq. D-21 ] Vcby = 2 * Vcbx [Sec. D.6.2.1(c)] Vcby = 8218.48 lb � = 0.75 �seis = 0.75 Vcby = 4622.90 lb (for a single anchor) Check anchors at cy2 edge Vcby = AvcVAvcoyTed,VTc,v Vby [Eq. D-21] about:blank 11/8/2011 rage i or zs cal = 6.00 in Avcy = 108.00 in2 ' vcoy = 162.00 in2 [Eq. D-23] Ted,v = 1.0000 [Sec. D.6.2.1(c)] Tc,v = 1.0000 [Sec. D.6.2.7] Vby = 7(le/ do )0.2 , - dok fc(ca1)1.5 [Eq. D-24] le = 5.00 in Vby = 6163.86 lb Vcby = 4109.24 lb [Eq. D-21 ] Vcbx = 2 * Vcby [Sec. D.6.2.1(c)] Vcbx = 8218.48 lb = 0.75 �seis = 0.75 �Vcbx = 4622.90 lb (for a single anchor) 10) Concrete Pryout Strength of Anchor in Shear [Sec. D.6.3] Vcp = kcpNcb [Eq. D-29] kcp = 2 [Sec. D.6.3.1 ] Ncb = 9600.00 lb (from Section (5) of calculations) Vcp = 19200.00 lb � = 0.75 [D.4.5] �seis = 0.75 Vcp = 10800.00 lb (for a single anchor) 11) Check Demand/Capacity Ratios [Sec. D.7] Tension - Steel : 0.3721 - Breakout: 0.7222 - Pullout: 0.1784 - Sideface Blowout: 0.2072 Shear - Steel : 0.0000 - Breakout (case 1) : 0.0000 - Breakout (case 2) : N/A - Breakout (case 3) : 0.0000 - Pryout : 0.0000 about:blank 11/8/2011 Page 8of8 V.Max(0) <= 0.2 and T.Max(0.72) <= 1.0 [Sec D.7.1] Interaction check: PASS Use 5/8" diameter PAR5 anchor(s) with 20 in. embedment BRITTLE FAILURE GOVERNS: Governing anchor failure mode is brittle failure. Per 2006 IBC Section 1908.1.16, anchors shall be designed to be governed by tensile or shear steel strength of a ductile steel element in structures assigned to Seismic Design Category C, D, E, or F. Alternatively it is permitted to take the design strength of the anchors as 0.4 times the design strength determined in accordance with Section D.3.3.3, or the attachment the anchor is connecting to the structure shall be designed so that the attachment will undergo ductile yielding at a force level corresponding to anchor forces no greater than the design strength of anchors specified in Section D.3.3.3. To include the 0.4 factor in the calculation, select the Apply strength reduction factor for brittle failure checkbox and re -calculate. Designer must exercise own judgement to determine if this design is suitable. about:blank 11/8/2011 STRUCTURAL CALCULATIONS Project: Santerra, La Quinta, Ca. Plan 2A En-gineer: Schmit Engineering 1965 Rohn Rd. Escondido, Ca. 92025 (760)743-0592 Code: 1 2010 California Building Code '-'^Septeriber 4, 2012 TABLE OF CONTENTS Diagrams.......................................................1 Bld'g Loads....................................................2 RoofFraming .................................................. 3-1 6 Foundations....................................................17-18 Lateral Analysis ...................................... ......19-26 CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DA 2t7L '6T ES orj*745 p,pFESS/pN J. GO C7 Zn No.35417 \t)/PQf/3I OF CAl1Fpr` SCHMIT ENGWEERNG Project STRUCTURAL DESIGN By D' Date �� Sheet No. 2� Of