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Santerra TR 32225 (Plans 1A, 3B & 4A) Structural CalcsSTRUCTURAL CALCULATIONS Project: Santerra, La Quinta, Ca. -Lot #2, Plan 4A Lot #26, Plan 3B Lot #28, Plan 1A Engineer: Schmit Engineering 1965 Rohn Rd. Escondido, Ca. 92025 (760) 743-0592 Code: Date: 2007 California Building Code October 21, 2009 TABLE OF CONTENTS Diagrams.......................................................1-9 Bld'g Loads.....................................................10 c Roof Framing ............................................ Foundations ..................................................47-49 Lateral Analysis...............................................50-71 CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DAtEDi/32D/Ogy �✓-#/lam 2& . QpoFESS/0, yQ�oo�N �. Scy��`��2 W No. 35417 *�+ °C �EXp.09130/11 M iiMMAMMAWAWAM OFCAI�� jU///G9 �� NOV 12 2009 U Pj SCHMIT ENGINEERING ~ STRUCTURAL DESIGN 2tt " �d- ld Project FILJ' li ) 19 o By Ts— Datel�O/9 Sheet No. l Of Subject Job NO. _ r Project Iv4(l-ri z/-11 x � $CHMIT ENGINEENING STRUCTURAL DESIGN _ !2 By J S. Date J Sheet No. Z Of Subject=� �"� Job NO. O Ja> f SCHMIF ENGINEERING Project STRUCTURAL DESIGN _ t By J 5 Date G Sheet No. v Of Subject Job NO. R c k az L- 3 �/ Q SCHMIT E GNEERING STRUCTURAL DESIGN Project r�LY 3r9 By Date 19Sheet No. I-- Of Subject Job NO. /�H "9 LMOM SCI MIT ENGINEERING STRUCTURAL DESIGN Project P46-n) 3 y By T�' Date " Sheet No. S Of Subject 22 10 Cry- Job NO. �117� T -- d 17 /`!' F/ I (P d _a SCH QT ENG EERING STRUCTURAL DESIGN D. v�� C Project -c-4, J 7-,—KF! By Date 1 o S Sheef No. Of Subject O G e'1�1"S Job NO. Q � J SCHMIT ENGINEERING STRUCTURAL DESIGN Project ftP� 43 By �� Date Sheet No. -L Of Subject Job NO. y 0 Project U L" S13 STRUCTURAL DESIGN C By Date �� Sheet No. � Of Subject �!n-- Job NO. J� ;.J D C I t C SCHMIT ENGINEERING STRUCTURAL DESIGN 0- Project 1 by hlS By -�JDate �6 Sheet No. Of Subject r�JG�7 Job NO. aC 214 z L R Eel SCH IT ENGINEERING STRUCTURAL DESIGN Proip(-t S Lan/Af�; ED0)=s 6T) LE ) J c. pztrs s/ a 4-r-i t7.s 2 _o TILE' �` 5 YY1 C, y By ,, S Date Sheet No. Of Subject ��OS Job NO. _ -C- Tnut ,S / c.(-G C L. Z G, a 7? vss / c" -Tsrj- 20 L� � ZOO U pbG �- l2 d�77�Id /tirsut , I_o C LC L L = ZC) r s� 77 L = 3 o nE 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 2 x 4 11/2x31/2 5.25 5.359 3.063 2 x 6 1 '/2 x 5 '/2 8.25 20.797 7.563 2 x 8 1 1/2 x 7 1/4 10.875 47.63.5 13.141 2 x 10 1 1/2 x 9 1/4 13.875 98.932 21391 2 x 12 1 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 4 x 4 3,'hx31/2 12.25 12.505 7.146 4 x 6 31/2x51/2 19.25 48.525 17.646 4 x 8 3 1/2 x 7 1/4 25.375 111.148 30.661 f 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 12� CEILING JOIST SCHEDULE MEMBER SPACING MAXU41UM 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. 221 - 0" 16" o.c. 201 - 0" 24" o.c. 17' - 6" Fb' 2 X 10 = 1105 psi 12" o.c. 28' - 6" 16" o.c. 26' - 0'1 24" o.c. 22' - 6" All members to be DF/L #2 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 SCHIMIT ENGINEERING STRUCTURAL DESIGN C, C�)F lid Cx l Project slf q TG k4r'l By Datet Sheet No. - Of Subject 9CJob NO. C zX0 s = 31 CD Y--� �I t) ��t- s )/�/ 3 t � Ct, 2�� = 3, `7%Ins s. a ,�,' 7� a'IJAI ps� C��) - 7, 331k 1s,Gs�h� z CrL GC= rc/l Lam" 7` cs STJc�u ��in t C) G� F a, o l 5, 2 t `� Project SLIT ENGINEERING STRUCTURAL DESIGN j H F J.- L= c'�.7o"' rn/ax S= (3 c��G 7S) Z�l ) /1 ( [2- )7- By T-:S Date t Sheet No, Of Subject %(J-ZJF- Job NO. _ i ,S/" Z- USG 6x5 7 4 TL (z) ��d ��, fj,�3 G x jZ zot-3�/�'° L ! s (,�l 17 - /z (C3 7 u / t `) fig` 'f :'. �%7i /,�'• (/Z.) �ld� �l. rs )=-1 �T d �. C �J.•7'•S ,' /•%(fi e. ! s31,7, U / x/® TL' 5 Z5G7 U SC (2 ly , S; SCHMIT ENGINEERING STRUCTURAL DESIGN Project ry By Date 1 Sheet No. �s Of SubjectJob NO. ,S ` rnAK (�J 4Q �/ u,� �TZ-z bJ7 z iri z %) oL-z Z v Ica j i 2 s CI zs )= 2 �> j h 3 r; X C. 3(�;. 7/�, !� SG 6 ?C Proi e ct SCHMIT ENGINEERING STRUCTURAL DESIGN By Date �`09 Sheet No. /� Of Subject 12W Job NO. _ G � ��r 17 r ✓Jo, , ,> ICJ % . _ z _ K �- 63 iZ2 G 0 GZ. b u \ ?-/ \ % ..._, i , .- \ t- z n 3 i \ z 2 GO /�,p-= z5e-7 �tl ram- lG� 3 17 RH-#7 Bu-airless 5 1/4" x 11 1/4" 2.0E Parallam0 PSL TJ-Beam® 6.20 Serial Number. 7003004397 Page User: Engine Version: 21:42 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: 0.12 Roof SIopeO,12 Film MF21 All dimensions are horizontal. Product. Diagram is Concelxtual. 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) 430.0 540.0 0 To 12' 6" Replaces SUPPORTS: Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live/Dead/Uplift/Total 1 Stud wall 3.50" 2.77" 2688 / 3490 / 0 / 6178 L1: Blocking 1 Ply 1 1 /2" x 11 114" 1.5E TimberStrand® LSL 2 Stud wall 3.50" 2.77" 2688 / 3490 / 0 / 61.78 L1: Blocking 1 Ply 1 1 /2" x 11 114" 1.5E TimberStrand® LSL -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): L1: Blocking DESIGN CONTROLS: Maximum Design Control Control Location Shear (Ibs) 6013 -4963 14273 Passed (35%) Rt. end Span 1 under Roof loading Moment (Ft-Lbs) 18290 18290 33694 Passed (54%) MID Span 1 under Roof loading Live Load Deft (in) 0.186 0.406 Passed (1-1786) MID Span 1 under Roof loading Total Load Defl (in) 0.427 0.608 Passed (L/342) MID Span 1 under Roof loading -Deflection Criteria: STANDARD(LL:L/360,T1_:L/240). -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: Copyright O 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 U�5 Project By Dat 'O1� Sheet Nod- Of Subject 0 Job NO. jc�, zs• Z;�s %Lz .37%%� �i2Ct% r 176 ��tH-meusersu�� 5 1/4" x 11 1/4" 2.OE Parallam® PSL TJ-Beam® 6.20 Serial Number. 7003004397 Pagel Engine Vers06 ion: 4:07AM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS Page 1 Engine Version: 6.20.16 FOR THE APPLICATION AND LOADS LISTED Member Slope: 012 Roof SlopeO.42 All dimensions are horiaorttal. 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/Uplift/Total 1 Stud wall 3.50" 2.57" 2375 / 3365 / 0 / 5740 1-1: Blocking 1 Ply 1 1/2" x 11 114" 1.5E TimberStrand® LSL 2 Stud wall 3.50" 2.57" 2375 / 3365 10 / 5740 L1: Blocking 1 Ply 1 1/2" x 11 114" 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 (U368) MID Span 1 under Roof loading -Deflection Criteria: STANDARD(L1_:L/360,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: Copyright © 2005 by Trus Joist, a Weyerhaeuser Business Farallamma 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 _ ., RB-#7 %�,nrnaeusr11 rim 5 1/4.. x 9114 2.0E Parallam@ PSL TJ-Beam® 6.20 Serial Number: 7003004397 User:2 Engine Version:58 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS Pagel Engine Version: 6.20.16 FOR THE APPLICATION AND LOADS LISTED Member Slope: 012 Roof SlopeO.12 All dimensions are horizontal. Product. Diagram is Concelirtual. 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) Width Length Live/Dead/Uplift/Total 1 Stud wall 3.50" 1.74" 1520 / 2368 / 0 13888 2 Stud wall 3.50" 1.95" 1728 / 2614 / 0 / 4342 Detail Other L1: Blocking 1 Ply 1 1/2" x 9 114" 1.5E TimberStrande LSL L1: Blocking 1 Ply 1 1/2" x 9 1/4" 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 Dell (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:L/360,TL:L/240). -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: Copyright C) 2005 by Trus Joist, a Weyerhaeuser Business Parall—CN 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 JQ/ By Date v Sheet No. t Ot Subject (ZCO P Job NO. N S � 62'0 (�.$)Z(�.$) /t�� fir. �= 23:.3'�ti 3 ��� -Tnc"�32/'q Xlu�S� ��. s)3(3�) ��v)2 S'i, Zih 4-i 2Z zo,7:,� 1Z=_ 557U` l.�� - 247 )1 i �l J(1 Wei 3��7 Fe L z 100Z 5U0 CS, ZS�� Ct -� �.SU Cl-LS)= �/,g3 6x ? - s (,?- - 2 ,j, C) C7. �;2�) ) 1,5- GS ✓ ` 6 6. �, .,,, I-b, USG 6 xI`i' OF%v-,I Tz= 3 I?s Z�'12.5 4 S = 5�32/z I3s o C?.z56x6 c)(1. u 7; 3 5 1 %z} ; 5b t b"u t 3 70% 7Z= z.z.s SCHMIT ENGINEERING STRUCTURAL DESIGN Project By J S Date NLSheet No. Of t Subject rOJ7 - Job NO. I C3s,sY 7 6 /1 'f 10) (2 o) z /,99, 14, su - D A c m R-, 5-- f7asCle-) /1270 6-i's)a 1-) 6xa . S 7 via, Cox/0 0 ',- � 6XI.0 I 61 bi,.F 3-f a", x / a v) Po sz z 7L-� lo zt 13 Z,3, 0/� SCHMIT ENGINEERING Project STRUCTURAL DESIGN By _ `. Date Sheet No. 0 Of Subject %LCj F Job NO. SOX S = Y40 (Jo,,2�) Z (� 5) /)3 ��- 37iZ. 5 ' A 5 ( Zt/ z �1,3 (;---Z-) ` 3 2. 05G (gxJ0 0°-1 b 1Z= Z3Ec) l2.-` —71 I2 " C X E3 3`�z z 3 • ;� Su i csl S� Itcr(3.$)ZCLs)16-76 ([ `)= l�. �r.�,� `tx8 Gxxc SCHMIT ENGINEERING STRUCTURAL DESIGN R)q "t92 3 Project By ��� Date Sheet No. 21 Of Subject2 Job NO. FL- S.0��� �l�IZ S%9 G� JtIgG,, 5 51, 9 LA GO 3 SCHMIT ENGINEERING Project STRUCTURAL DESIGN '10 �� By �.S Date 0 Sheet No. — Of Subject Job NO. _ lit = ZD C3 . ?, ou ? s) = Z ZGU s= z)X�s�C��= C ) 1ES �l zS) z ��. �2. e- X 90 T�-= ac�`i5 /17 Usk Xl� l�,n-� �112_5-' 5 Gc Ca Lc'- 1Z / a v SCHMIT ENGINEERING STRUCTURAL DESIGN Project kl, 7 0 By Date Sheet No.�� Of Subject g. crjl= Job NO, - 6'07 P.(- 'snL- k 7-z I ZZ6* DL7 ZZ ld 3119>i, r2rrL- (5? /,go RB-41 Z 1 i 3 1/2" x 16" 2.0E Parallam® PSL TJ-Beam@ 6.35 Serial Number: 7005102505 User:2 10/20/20099:34:01 AM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS Page 1 Engine Version:6.35.0 FOR THE APPLICATION AND LOADS LISTED Member Slope: 012 Roof SlopeO12 L DR hEl 1 2-T 1 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): 20.0 Live at 125 % duration, 20.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Uniform(plf) Roof(1.25) 130.0 180.0 0 To 20' Replaces Uniform(plf) Roof(1.25) 480.0 400.0 20' To 24' Replaces SUPPORTS: Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live/Dead/Uplitt/Total 1 Stud wall 3.50" 2.76" 1669 / 2438 / 0 / 4107 L1: Blocking 1 Ply 1 114" x 16" 1.3E TimberStrand@ LSL 2 Stud wall 3.50" 4.06" 2851 / 3181 / 0 / 6033 L1: Blocking 1 Ply 1 114" x 16" 1.3E TimberStrand@ LSL -See iLevel@ Specifier's/Builder's Guide for detail(s): L1: Blocking -Bearing length requirement exceeds input at support(s) 2. Supplemental hardware is required to satisfy bearing requirements. DESIGN CONTROLS: . Maximum Design Control Result Location Shear (Ibs) -5883 4574 13533 Passed (34%) Rt. end Span 1 under Roof loading Moment (Ft-Lbs) 25069 25069 43693 Passed (57%) MID Span 1 under Roof loading Live Load Dell (in) 0.470 0.789 Passed (U605) MID Span 1 under Roof loading Total Load Defl (in) 1.123 1.183 Passed (1-/253) 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 21' 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 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 UBC analyzing the iLevel@ Distribution product listed above. PROJECT INFORMATION: Copyright ° 2009 by iievelE, Federal Way, WA. Parallam° is a registered trademark of +Level°. OPERATOR INFORMATION: John Schmit Schmit Engineering 1965 Rohn Road Escondido, CA 92025 Phone : (760) 743-0592 Fax :(760)743-3109 jschmit@cox.net 2-5 c RB-#1 G. :Ueyerharus^. 5 1/4'r x 14" 2.0E Parallam® PSL TJ-Beam@ 6.35 Serial Number: 7005102505 User:2 10/20/20099:34:11 AM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS Page Engine Version: 6.35.0 FOR THE APPLICATION AND LOADS LISTED Member Slope: 0.12 Roof SlopeQ:112 L:B All dimensions are horizontal. IE] ?-, Product. Diagram is Conceptual. LOADS.: Analysis is for a Header (Flush Beam) Member. Tributary Load Width: V Primary Load Group - Roof (psf): 20.0 Live at 125 % duration, 20.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Uniform(plf) Roof(1.25) 130.0 180.0 0 To 20' Replaces Uniform(plf) Roof(1.25) 480.0 400.0 20' To 24' Replaces SUPPORTS: Input Bearing Vertical Reactions (Ibs) Width Length Live/Dead/Upliftrrotal 1 Stud wall 3.50" 1.87" 1669 / 2504 ! 0 / 4173 2 Stud wall 3.50" 2.73" 2851 / 3248 / 0 / 6099 Detail Other L1: Blocking 1 Ply 1 114" x 14" 1.3E TimberStrand@ LSL L1: Blocking 1 Ply 1 114" x 14" 1.3E TimberStrand@ LSL -See iLevel@ Specifier's/Builder's Guide for detail(s): L1: Blocking DESIGN CONTROLS: Maximum Design Control Result Location Shear (Ibs) -5948 -4782 17763 Passed (27%) Rt. end Span 1 under Roof loading Moment (Ft-Lbs) 25454 25454 50928 Passed (50%) MID Span 1 under Roof loading .Live Load Defl (in) 0.462 0.789 Passed (L/614) MID Span 1 under Roof loading Total Load Defl (in) 1.123 1.183 Passed (L/253) MID Span 1 under Roof loading -Deflection Criteria: STANDARD(LL:L/360,TL:L/240). -Bracing(Lu): All compression edges (top and bottom) must be braced at 24' olc 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 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 UBC analyzing the iLevel@ Distribution product listed above. PROJECT INFORMATION: Copyright ® 2009 by iLevel°, Federal way, WA. Parallam° is a registered trademark of iLevel°. OPERATOR INFORMATION: John Schmit Schmit Engineering 1965 Rohn Road Escondido, CA 92025 Phone :(760)743-0592 Fax (760)743-3109 jschmit@cox.net RB-#2 5 1/4" x 16" 2.0E Parallam® PSL TJ-Beam@ 6.35 Serial Number: 7005102505 User:2 10/20/20099:41:48AM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS Pagel Engine Version:6.35.0 FOR THE APPLICATION AND LOADS LISTED Member Slope: 0;112 Roof SlopeO.12 0� 9.1 All dimensions are horizontal. LOADS: Analysis is for a Header (Flush Beam) Member. Tributary Load Width: V Primary Load Group - Roof (psf): 20.0 Live at 125 % duration, 20.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Uniform(plf) Roof(1.25) 70.0 110.0 0 To 8' Replaces Uniform(plf) Roof(1.25) 230.0 270.0 8' To 15' Replaces Uniform(plf) Roof(1.25) 390.0 420.0 15' To 22' 9" Replaces Point(lbs) Roof(1.25) 860 860 8' 1Z Product. Diagram is Conceptual. SUPPORTS: Input . Bearing Vertical Reactions (Ibs) Detail Other Width Length Live/Dead/Uplift/Total 1 Stud wall 3.50" 2.41" 2320 /'3061 / 0 / 5381 L1: Blocking 1 Ply 1 114" x 16" 1.3E Timber5trand@ LSL 2 Stud wall 3.50" 3.65" 3733 14422 / 0 / 8154 L1: Blocking 1 Ply 1 114" x 16" 1.3E TimberStrand@ LSL -See iLevel@ Specifier's/Builder's Guide for detail(s): L1: Blocking -Bearing length requirement exceeds input at support(s) 2. Supplemental hardware is required to satisfy bearing requirements DESIGN CONTROLS: Maximum Design Control Result Location Shear (Ibs) -8015 -6795 20300 Passed (33%) Rt. end Span 1 under Roof loading Moment (Ft-Lbs) 39393 39393 65540 Passed (60%) MID Span 1 under Roof loading Live Load Defl (in) 0.470 0.747 Passed (1-/572) MID Span 1 under Roof loading Total Load Defl (in) 1.047 1.121 Passed (L/257) MID Span 1 under Roof loading -Deflection Criteria: STANDARD(LL:L/360,TL:L/240). -Bracing(Lu): All compression edges (top and bottom) must be braced at 22' 9" 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 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 UBC analyzing the iLevel@ Distribution product listed above. PROJECT INFORMATION: Copyright ° 2009 by iLevel°, Federal way, WA. Parallam° is a registered trademark of iLevel®. OPERATOR INFORMATION: John Schmit Schmit Engineering 1965 Rohn Road Escond a^, CA 92025 Phone : (760) 743-0592 Fax . :(760)743-3109 jschmit@cox.net M 27 Ima-1, RB-#2 by -Veyerha-se, 7" x 16" 2.0E Parallam®-PSL TJ-Beam@ 6.35 Serial Number: 7005102505 User:2 10/20120099:41:57AM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS Page Engine Version:6.35.0 FOR THE APPLICATION AND LOADS LISTED Member Slope: OM2 Roof Slope4112 All dimensions are horizontal. Product Diagram is Conceptual. LOADS: Analysis is for a Header (Flush Beam) Member. Tributary Load Width: V Primary Load Group - Roof (psf): 20.0 Live at 125 % duration, 20.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Unfform(plf) Roof(1.25) 70.0 110.0 0 To 8' Replaces Uniform(plf) Roof(1.25) 230.0 270.0 8' To 15' Replaces Uniform(plf) Roof(1.25) 390.0 420.0 15' To 22' 9" Replaces Point(lbs) Roof(1.25) 860 860 8' SUPPORTS: Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live/Dead/Uplift/Total 1 Stud wall 3.50" 1.84" 2320 / 3161 ! 0 / 5481 L1: Blocking 1 Ply 1 114" x 16".1.3E TimberStrand@ LSL 2 Stud wall 3.50" 2.77" 3733 / 4522 / 0 / 8254 L1: Blocking 1 Ply 1 114" x 16" 1.3E TimberStrand@ LSL -See iLevel@ Specifier's/Builder's Guide for detail(s): L1: Blocking DESIGN CONTROLS: Maximum Design Control Result Location Shear (Ibs) -8113 -6881 27067 Passed (25%) Rt. end Span 1 under Roof loading Moment (Ft-Lbs) 39945 39945 87387 Passed (46%) MID Span 1 under Roof loading Live Load Defl (in) 0.353 0.747 Passed (L/762) MID Span 1 under Roof loading Total Load Defl (in) 0.797 1.121 Passed (L/338) MID. Span 1 under Roof loading -Deflection Criteria: STANDARD(LL:L/360,TL:L/240). -Bracing(Lu): All compression edges (top and bottom) must be braced at 22' 9" 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 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 UBC analyzing the iLevel@ Distribution product listed above. PROJECT INFORMATION: Copyright ° 2009 by iLevel°, Federal Way, WA. Parallam° is a registered trademark of il.evelm. 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 pp// By Datet7c'9� Sheet No.ZOf Subject k.cur- Job NO. Z-G 57 41n__ RB46 A �v��heeuszr Bu_inecs TJ•Beam® 6.20 Serial Number. 7003004397 5 1/4" x 91/4" 2.0E Parallam® PSL User 2 12/16/20051:39:02 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.12 0M 2❑ d 17... �. 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) Detail Other Width Length Live/Dead/UpiifUTotal 1 Stud wall 3.50" 1.50" 700 / 1445 / 0 / 2145 L1: Blocking 1 Ply 1 1/2" x 9 114" 1.5E TimberStrandO LSL 2 Stud wall 3.50" 1.50"_. 700 / 1445 / 0 / 2145 L1: Blocking 1 Ply 1 1/2" x 9 114" 1.5E TimberStrandO LSL -See TJ SPECIFIER'S / BIJ, &tRS 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 z� -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 JOISTiPRODUC.TS ONLY! PRODUCT SUBSTITUTION VOIDS THIS.ANALYSIS. -Allowable Stress Design methodologywas 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 11. By TS, Date Sheet No.3 0 Of Subject YLCZF Job NO. 0/ 611-2 Wes; �sv% way G 50 ICJ 1 L 43 i.,......, ..._, _.. _ _ _..._.. /13 _ . : " ... 3 �� 6 o" _ CJSGx 1Z ?0?��` c? _ _ ..__ WAI!�qt su:uiass 3 1/2" x 91/4" 2.0E Parallam® PSL TJ-Beam® 6.20 Serial Number. 7003004397 U 2 12/16/2005 ser. 2.02.29 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: 0.12 Roof Slope0.42 Overall Dimension:1516" ao , i T' 6" $. i All dimensions are horizontal. Product. Diagram is CancelALial. 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 T 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 10 / 2305 2 Stud wall 3.50" 6.16" 3812 / 5358 10 / 9170 3 Stud wall 3.50" 2.47" 1499 / 2171 / 0 / 3670 Detail Other Lt: Blocking 1 .Ply 1 1/2" x 9 114" 1.5E TimberStrand® LSL R7 None L1.: Blocking 1 Ply 1 1/2" x 9 1/4" 1.5E TimberStrand® LSL -See TJ SPECIFIER'S / BUILDERS GUIDE for deta!I(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 Dell (in) 0.056 0.261 Passed (L/999+) MID Span 2 under Roof ALTERNATE span loading Total Load Defi (in) 0.130 0.392 Passed (L/721) MID Span 2 under Roof ALTERNATE span loading S1 -Deflection Criteria: STANDARD(LL:L/360,TL:L/240). -Bracing(Lu): All compression edges (top and bottom) must be braced at 147" o/c 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@cox.net - 3z RB48 A 1Xi_yc�ueusrr Su_inas 5 1/4" x 16" 2.0E Parallam® PSL TJ-Beam® 6.20 Serial Number. 7003004397 User 2 Engine Version: ion:6.2 .1 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS Page 1 Engine Version: 6.20.16 FOR THE APPLICATION AND LOADS LISTED Member Slope: 0112 Roof Slope0112 2816.1 All dimensions are horizontal. Product. Diagram is ConcelAijal. 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 Un'rform(plf) Roof(1.25) 100.0 180.0 0 To 28' 6" Replaces SUPPORTS: Input Bearing Vertical Reactions (lbs) Detail Other Width Length Live/Dead/UplifVTotal 1 Stud wall 3.50" 1.96" 1425 / 2939 / 0 / 4364 L1: Blocking 1 Ply 1 114" x 16" 1.3E TimberStrand® LSL 2 Stud wall 3.50" 1.96" 1425 / 2939 / 0 / 4364 L1: Blocking 1 Ply 1 114" x 16" 1.3E TimberStrand® LSL -See TJ SPECIFIER'S /.BUILDERS GUIDE for detail(s): L1: Blocking DESIGN CONTROLS: Maximum Design Control Control Location Shear (lbs) 4313 -3867 20300 Passed (19%) Rt. end Span 1 under Roof loading Moment (Ft-Lbs) 30373 30373 65540 Passed (46%) MID Span 1 under Roof loading Live Load Defl (in) 0.409 0.939 Passed (U827) MID Span 1 under Roof loading Total Load Defl (in) 1.252 1.408 Passed (U270) 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 21' 10" 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: 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 jschmft@cox.net SCFIMIT ENGINEERING Project STRUCTURAL DESIGN Inz By �_ Date 7� -� Sheet No. 33 Of Subject rc-P Job NO 3� a RB-#11 5 114" x 14" 2.0E Parallam® PSL TJ-Beam® 6.35 Serial Number: 7005102505 User:2 10/21/2009 8:30:56 AM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS Pagel Engine Version:6.35.0 FOR THE APPLICATION AND LOADS LISTED Member Slope: OM2 Roof SlopeOM2 r All dimensions are horizontal. �In. 22- 3" Product Diagram is Conceptual. LOADS: Analysis is for a Header (Flush Beam) Member. Tributary Load Width: 1' Primary Load Group - Roof (psf): 20:0 Live at 125 % duration, 20.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Unifonn(plf) Roof(1.25) 100.0 190.0 0 To 22' 3" Replaces SUPPORTS: Input Bearing Vertical Reactions (Ibs) Detail Other _,_,__Width _Length- _-Live/Dead/Uplitt/Total. 1 Stud wall 3.50" 1.56" 1112 / 2369 / 0 / 3482 L1: Blocking 1 Ply 1 1/4" x 14" 1.3E TimberStrand@ LSL 2 Stud wall 3.50" 1.567 1112 / 2369 / 0 / 3482 1-1: Blocking 1 Ply 1 1/4" x 14" 1.3E TimberStrand@ LSL -See iLevel@ Specifler's/Builder's Guide for detail(s): L1: Blocking DESIGN CONTROLS: Maximum Design Control. Result Location Shear (Ibs) 3430 -3026 17763 Passed (17%) Rt. end Span 1 under Roof loading / Moment (Ft-Lbs) 18792 18792 50928 Passed (37%) MID Span 1 under Roof loading Live Load Defl (in) 0.226 0.731 Passed (U999+) MID Span 1 under Roof Ibading t Total Load Defl (in) 0.706 1.096 Passed (L/372) MID Span 1 under Roof loading -Deflection Criteria: STANDARD(LL:L/360,TL:L/240). -Bracing(Lu): All compression edges (top and bottom) must be braced at 22' 3" 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 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, chmensions 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. r -Allowable Stress Design methodology was used for Building Code UBC analyzing the iLevel@ Distribution product listed above. PROJECT INFORMATION: Copyright 0 2009 by iLevel, Federal Way, WA. Parallam° is a registered trademark of iLevel°. OPERATOR INFORMATION: John Schmit Schmit Engineering 1965 Rohn Road Escondido, CA 92025 Phone: (760) 743-0592 Fax :(760)743-3109 jschmit@cox-.net- - ® RB-#12 3 1/2" x 9 1/4" 2.0E Parallam® PSL TJ-Beam® 6.35 Serial Number: 7005102505 User: 2.10/21/20098:35:35AM THIS PRODUCT MEETS OR EXCEEDS THE. SET DESIGN CONTROLS Page Engine Version:6.35.0 FOR THE APPLICATION AND LOADS LISTED Member Slope: QM2 Roof Slope0)12 RI b 7. A All dimensions are horizontal. Product diagram is Conceptual. LOADS: Analysisisfor a Header (Flush Beam) Member. Tributary Load Width: V y Primary Load•,Group - Roof (pso: 20.0 Live at 125 % duration, 20.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Udiform(plo Roof(1.25) 70.0 100.0 0 To 2' 6" Replaces ._: U.hifonn(plf). Roof(1:25) 260.0 300.0 2' 6".To 7' Replaces Point(lbs) Ro.R((1.25) 4105 + 4105 2-6- SUPPORTS: -- 'Vertical"Reactions Ibs Detail-__ Other Input Bearing (- ). _.. - Width Length Llyelppad/Uphft/Total - - 1 Stud wall 3.50" 4.38" 3181 /.3335 / 0 / 6516 L1: Blocking 1 Ply 1 1/2" x 9 1/4" 1'.5ETimberStrand@ LSL i 2 Stud wall 3.50" 3.17" 2269./ 2440 / 0 / 4710 L1: Blocking 1 Ply 1 1/2" x 9 1/4" 1.5E TimberStrand@ LSL:. . -See iLevel@ Specifier's/Builder's Guide for detail(s):-L1: Blocking -Bearing length requirement exceeds input at support(s) 1. Supplemental hardware is required to satisfy bearing requirements. DESIGN CONTROLS:' Maximum Design Control Result Location Shear (Ibs) 6486 6325 7824 Passed (81%) Lt. end Span .1 under RoofTbading Moment (Ft-Lbs) 14644 14644 15519 Passed (94%) MID Span 1 under Roof loading Live Load Defl (in) 0.126 0.222 Passed (U636) MID Span 1 under Roof loading Total Load Defl (in) 0.257 0.333 Passed.(U311) MID Span 1 under Roof loading -Deflection Criteria: STANDARD(LL:U360,TL:U240). Bracing(Lu): Ap cornoression edges (top. and bottom) must be braced at 7' o/c unless detailed otherwise. Proper attachment and;pbs tiPning of.lateral bracing is required to achieve member stability. Design assumes adequate continuous lateral support of the compression edge: r' ---A=f16"t-N01TES. _ fix►" .., -IMPORTANT!"The analysis presented is output from softwaredeveloped by iLevel@. iLevel@ warrants the sizing of its products by this softwtire.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 UBC analyzing the iLevel@ Distribution product listed above. PROJECT INFORMATION: Copyright a 2009 by iLevel°, Federal Way, WA. Parallamm is a registered trademark of iLevel. OPERATOR INFORMATION: John Schmit Schmit Engineering 1965 Rohn Road Escondido, CA 92025 Phone : (760) 743-0592 Fax (760)743-3109 jschmit@cox.net s i SCF MIT ENGINEERING STRUCTURAL DESIGN Project �U By T3� Date,Sheet No. 3� Of Subject AOO 3- Job NO p, RB-#14 ISO' 3 1/2" x 9 1/4" 2.0E Parallam® PSL by v,eyerhaec;er - TJ-6eam06.35 Serial Number: 7005102505 User:2 10/21/2009 8:56: 10 AMTHIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS Page 1 Engine Version: 6.35.0 FOR THE APPLICATION AND LOADS LISTED - -------It7ember_SI�p�: 4�12 Roof Slope0M2 Overall Dimension:•21' 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): 20.0 Live at 125 % duration, 20.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Uniform(plf) Roof(1.25) 430.0 440.0 0 To 8' 3" Replaces Uniform(plf) Roof(1.25) 350.0 390.0 8' 3" To 1f3' 3" Replaces _Unif0rm(plf)___Roof(1..25)50.0 90.0 13 3 To 21' Replaces Point(lbs) Roof(1.25) . 860 860' 8' 3" Point(lbs) Roof(1.25) -1340 1340 13',3" SUPPORTS: .Input .Bearing Vertical Reactions (Ibs) Detail Other Width Length Live/Dead/Uplift/Total 1 Stud wall 3.50" 2.08" 1628 1146T10 / 3097 L1: Blocking 1 Ply 1 1/2" x 9 1/4" 1.5E TimberStrand® LSL _ 2 Stud wall 3M" 8.25" 5874 / 6397 / 0'Y 12272 R7 None 3 Stud wall 3.50" 1.50" 653 F823 10 /.1476 . L1: Blocking 1 Ply 11/2" x 9 1%4 1.5E TimberStrand@ LSL _ -See iLevel@Specifiers/Builder's 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: ----- Mazirnum Design '"Control —Result Location — -- - Shear (lbs) -6631 -5550 7824 Passed (7t%) Rt. end Span 1 under Roof loading Moment (Ft-Lbs) -11159 -11159 15519 Passed (72%) MID Span 2 under Roof loading Litre Load Defl (in) 0.154 0.394 Passed (U922) MID Span 2 under Roo? ALTERNATE span loading Total Load Deft (in) 0.303 0.592 Passed (L/468) MID Span 2 under Roof ALTERNATE span loading a -DEfiection Criteria: STANDARD(LL:L/360,TL:L/240). ttom) must be braced at 21' o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required -to achieve Bracing(Lu): All compression edges (top and bo .;i'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 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-ANAL-PSIS.-ORJLevel@ PRDU OCTS ONLY! _PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code UBC analyzing the iLevel@ Distribution product listed above. PROJECT INFORMATION: OPERATOR INFORMATION: John Schmit Schmit Engineering 1965 Rohn Road Escondido, CA 92025 Phone : (760) 743-0592 -- -- --Fax----(760)-743-3109 jschmit@cox.net — Copyright - - y -way, -w-:------ -- Parallam° is a registered trademark of iLevel®. SCH IT ENGNEERNG �fOtH:'t STRUCTURAL DESIGN 3 By Date J ? Sheet No Of . Subject 12GU�- Job NO. — GcJ� 7 �cr l U� c .5% x ) +' 2-a e � L t3m. �Z 33U� s - RB-#17 5 1/4" x 14" 2.0E Parailam® PSL TJ-Beam® 6.20 Serial Number: 7003004397 Page User: Engine Version: 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 All dimensions are liorizor-dal. Product. Diagram is Conceptual. LOADS: Analysis is for a Header (Flush. Beam) Member. Tributary Load Width: 1' Primary Load Group - Roof (psf): 20.0 Live at 125 % duration, 15.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Un'rform(plf) Roof(1.25) 100.0 170.0 0 To 246" Replaces SUPPORTS: Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live/Dead/Uplif (Total 1 Stud wall 3.50" 1.61" 1225 / 2364 / 0 / 3589 L1: Blocking 1 Ply 1 114" x 14" 1.3E TimberStrandO LSL 2 Stud wall 3.50" 1.61" 1225 / 2364 / 0 / 3589 L1: Blocking 1 Ply 1 114" x 14" 1.3E TlmberStrandO LSL -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): L1: Blocking DESIGN CONTROLS: Maximum Design Control Control Location Shear (Ibs) 3540 -3162 17763 Passed (18%) Rt. end Span 1 under Roof loading Moment (Ft-Lbs) 21389 21389 50928 Passed (42%) MID Span 1 under Roof loading Live Load Defl (in) 0.331 0.806 Passed (L/876) MID Span 1 under Roof loading Total Load Defl (in) 0.970 1.208 Passed (U299) 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 21' 10" 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 ONLYI 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 ParallamO 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 SCH IT E GENEERNG Project STRUCTURAL DESIGN 0 By � Date ,- Sheet No,40 — O j.21 rS ,, ZQ Subject BUG! Job NO P- It' W,), = aG (�Y)-1- 35(,`X): 7)0/ S - ^flu �Ct- f �vz�� OL C) USG C L 3 rn ny? r� 36 �wj).1 S L=V ` Lc b 6 ?Z-` l 6 a 2. S& ✓ B E 90 i I 1 is 2= �G9-L 7zo" 2x L- t '�� ¢, t RB-#19 A%',.rhe.userBu x­w C 1/4" x 11 4 1A 11 2.0E Parallami PSL TJ-Beam® 6.20 Senal Number: 7003004397 Page User: Engine Version: :23 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: W12 Roof SlopeO.12 ® n 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(plo Roof(1.25) 340.0 370.0 0 To 14' Replaces SUPPORTS: Input Bearing Vertical Reactions (III Detail Other Width Length Live/Dead/Uplift/Total 1 Stud wall 3.50" 2.29" 2380 / 2719 / 0 / 5099 L1: Blocking 1 Ply 1 1/2" x 11 114" 1.5E TimberStrand® LSL 2 Stud wall 3.50" 2.29" 2380 / 2719 / 0 / 5099 L1: Blocking 1 Ply 1 1/2" x 11 114" 1.5E TimberStrand® LSL -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): L1: Blocking DESIGN CONTROLS: Maximum Design Control Control Location Shear (Ibs) 4978 -4204 14273 Passed (29%) Rt. end Span 1 under Roof loading Moment (Ft-Lbs) 17008 17008 33694 Passed (50%) MID Span 1 under Roof loading Live Load Defl (in) 0.230 0.456 Passed (L/714) MID Span 1 under Roof loading Total Load Dell (in) 0.492 0.683 Passed (L/333) MID Span 1 under Roof loading -Deflection Criteria: STANDARD(LL:L/360,TL:L/240). -Bracing(Lu): All compression edges (top and bottom) must be braced at 14' 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: 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.4L Of Subjects Job NO. - r t! LO A 1 7L 27 2 z(5 e. %-- Z33�" l�9GU 11 Q' �'3Jy 2r2,t" 13 RB-#24 �`t �{�U sn=ram 31/2" x 9 114" 2.0E Parallam@ PSL TJ-Beam® 6.20 Serial Number: 7003004397 User 2Pagel Engine Version:06 6.20 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS Pagel Engine Version: 6.20.16 FOR THE APPLICATION AND LOADS LISTED Member Slope: OM2 Roof Slope0,12 Overall Dimension: 21' d 9. All dimensions are horizontal. 12' LOADS: Analysis is for a Header (Flush Beam) Member. Tributary Load Width: V Primary Load Group - Roof (psf): 20.0 Live at 125 % duration, 15.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Uniform(plf) Roof(1.25) 430.0 320.0 0 To 8' Replaces Uniform(plf) Roof(1.25) 550.0 420.0 8' To 21' Replaces SUPPORTS: Input Bearing Vertical Reactions (Ibs) Width Length Live/Dead/UpliftlTotal 1 Stud wall 3.50" 1.57" 1460 / 873 / 0 / 2333 2 Stud wall 3.50" 8.03" 6715 / 5225 / 0 / 11940 3 Stud wall 3.50" 3.32" 2803 / 2134 / 0 / 4938 Detail Other Product. Diagram is Conceliitual. 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) 6900 6002 7824 Passed (77%) Lt. end Span 2 under Roof loading Moment (Ft-Lbs) -13033 -13033 15519 Passed (84%) MID Span 1 under Roof loading Live Load Defl (in) 0.342 0.394 Passed (U416) MID Span 2 under Roof ALTERNATE span loading Total Load Defl (in) 0.586 0.592 Passed (U242) MID Span 2 under Roof ALTERNATE span loading -Deflection Criteria: STANDARD(LL:U360,TL:U240). -Bracing(Lu): All compression edges (top and bottom) must be braced at 14' 7" o/c 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 alterriate 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 1i. 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 i .2l1 By Date Sheet No. f Of Subject Job NO. �r,,,2 .6=/ z" Al (31.%y%) lz A G' z7,, bJ�,,7 3���i� G 9a/. �J Z 70 2 0 z � Z 2, 91,7 G X G FX 7' 7L- 5 72 U 2> 5% h //4 �, Z_G C P-L o 1)1 ­�S- RB-#27 � Bu-ujess 5 1/4" x 11 1/4" 2.0E Parallam® PSL TJ-Beam® 6.20 Serial Number: 7003004397 User. 2 1/31/20061.53.05 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: 0.12 Roof SlopeD..12 E 0 All dimensions are horizontal. IProduct Diagram is Conceptual. LOADS: Analysis is for a Header (Flush Beam) Member. Tributary Load Width: 1' Primary Load Group - Roof (psf): 20.0 Live at 125 % duration, 15.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Uniform(plf) Roof(1.25) 490.0 370.0 0 To 7' Replaces Uniform(plf) Roof(1.25) 390.0 300.0 7' To 14' Replaces SUPPORTS: Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live/Dead/Uplift/Total 1 Stud wall 3.50" 2.63" 3259 / 2600 / 0 / 5859 L1: Blocking 1 Ply 1 1/2" x 11 1/4" 1.5E TimberStrand® LSL 2 Stud wall 3.50" 2.35" 2901 / 2349 / 0 / 5250 L1: Blocking 1 Ply 1 1/2" x 11 114" 1.5E TimberStrand® LSL -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): L1: Blocking DESIGN CONTROLS: Maximum Design Control Control Location Shear (Ibs) 5712 4779 14273 Passed (33%) Lt. end Span 1 under Roof loading Moment (Ft-Lbs) 18573 18573 33694 Passed (55%) MID Span 1 under Roof loading 'Live Load Defl (in) 0.297 0.456 Passed (L/552) MID Span 1 under Roof loading Total Load Defl (in) 0.536 0.683 Passed (L/306) MID Span 1 under Roof loading -Deflection Criteria: STANDARD(LL:L/360,TL:L/240). -Bracing(Lu): All compression edges (top and bottom) must be braced at 14' 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: Copyright n 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 SCH IT ENGINEERING STRUCTURAL DESIGN Project By -T�- Date /(- Sheet NotOf Subject 60. 3 Job NO. z z 7 3S2 . o 0 �,c �, Xl�o bl`/�'-i SCHMIT ENGINEERING STRUCTURAL DESIGN Project 5r4/,,1 T-L;-/.l26 10- 4 By jL_ Date � Sheet No. / � Of Subject Job NO. 5C-C M 5-AJ ►s COY l �a s� c c,�r �rtous I's 12 �c1 �� � x 7 z. " 0 P, M AJ too 9 35 (,3%) 4- 35 �z3' Z/1 �c� / 50 S IOU = 5� M"� r. , t�-LLJ- w - ,�J6 1 - L s a J CowC FLY t ;> -f)_ 5000 SCHMIT ENGINEERING Project STRUCTURAL DESIGN fB By Date Sheet No. Of Subject Job NO. _ U 5 c Z' O, 4 X> z� op, )a r2�1'i i� U �13f� L�zl = �`fvgc� s 5Cx ccr-JF 2S) ' — 991 01-VO z , P%H 7 -' G o /0 0 C IL(s�_ 2U � 7c,L)0' - CJ � � Z °-G �S Cq d?J�•f �f � c� CGtJ� .;� � a r� U 3 G- Z `G ` s Q p/;� r> %c G, rL r Z- G �2-`S�-'-! ` l � /9 Sc9 Pmo I / �= 2C. z�. f� SCHMIT ENGINEERING STRUCTURAL DESIGN Prof : ct rJ By J `• Date i Sheet No,f9 Of Subject �`�� i 6 Job NO. 3 R� 36 of POO � 6 (:�; n t,-, 3 - C (-ILrd,3 y-,q--) U� c Z -G ��- X/ z � ram• q��� IW �, y 2ro ) -n L 6 - D s AO P. pno 1- Vll cxj (% 5 2'-C� SCE X l�` t)P• PA �/ b G S-O 'sQ x l 2`A )9(' rA- o r , SCHMIT ENGINEERING STRUCTURAL DESIGN .sCJSr7lc� Project // By Datel,u� Sheet No. 50 Of Subject Lt"L U-4KZ_ Job NO. �tJYI21"5 S C12.1 FSIZ. ! A 5 srn C ?OAr C e7 0• °-0 Se c �sr,2 I L Sou G 77Pc 1 `f� ` U7�" a1 L ya2rF� c G 7`y ` SD le-m- T sa 7n-) 5C-t srn CGc� f C�C-71, G = a , ® coup/ .Gr, GA-7OGc,?�r / --Z: = & rn S z' s Win, y2 2 S Z-S 5, O p s 4,2 I�OG �.� ems= ��-Gpsr-!. ( j'v�J GfJG OrC- I C r2 �� r' S r '�J Lor" SCHMIT ENGINEERING STRUCTURAL DESIGN Y),? IC_: U/Uv Y es C-s W .z Project lu By ^� Date 2 Sheet No. Of Subject die 72V� Job NO. _ Zoo � C.6,. Q, ��G.,Or Z-P-75✓7,*'L_ d-120c /lno LCzoUh, sus %CP-/,:) S t 1-C 0 ccorOAK, CnT Goy ?Z- /LC-:�,Y'ckf sc moo if-, cs�;2cfj 0 IZC-0U4 I c c. P= 4,3 lmrcnr,-;pcc F4clz.�t_ -r- >_o F-r,- Fv21.-' 0 "goo sps 3,z,s = L000 Sol < 5M I , G 6c�n )- s0o S, 0-000 s(7} Srnr�J 5 tv Ccso�s D `" �= 0 ,i53Q 0 L/uL- La,?0) O, /5.38 Z3 ��/l O' 1,�2� (,J GJ�-- re _ ti G :3(1.c Z9 r s�3'% �sj C�c✓n�. �Gs rG;�) Ajo �J) sr, = E s rn me ter. G Oc) ' �%� �CJcSJd ti cos ��C,-q k rz� 4%7 SL�rc 1 ' Latitude and Longitude of a Point Page 1 of 1 W 7 iTouchMapxom Mobi3c ..e Desktop Maps. Home » Latitude and Longitude of a Point Maps I Country -State i Places I Google Earth I Cities I Earthquakes 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... Y Address: 57-551 Barristo Circle, La Quinta, Ca. 92253 Go', Map Center: Get Address - Land Plat Size - Street View - NEwi 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. Show Point from Latitude and Longitude Glear/Reset All Markers,; t, Center, Red 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 Lat 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 Minutes Seconds ............ ........ ......... 37 49.3392 ........_ . 15 5.0862 Decimal Deg. Latitude: Decimal Deg. Longitude: ... . ......... .................. ......-_ Show Pomf,: Example: +34 40 50.12 for 34N 40' 50.12" Degrees Minutes Seconds Latitude: ...... _......... . ___ ........ Longitude: Show,;Roint , © FouchMap.com 2008 http://itouchmap.coin/latlong.html . 10/20/2009 5-U C 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 assB- Fa=1.0,Fv=1.0 Data are baked on a 0.01 deg � Period (sec) 0.2 Sa (g) (Ss, Site Class B 0.600 (S1, Site Class B pacing 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) 5� SHEAR WALL SCHEDULE (DF/L SILL PLATES) Material Edge Allowable Shear Transfer Nailing Sill Plate Nailing Anchor Bolt Nailing 4 Shear (Top Plates) Spacing 1 3/8" Ply Str. I 8d @ 6" o.c. 280 #/ft 16d @ 6" o.c. or A35 @ 16d @ 6"o.c. 5/8" cp @ 51 " o.c. 1 19.5" o.c. 3/8" Ply Str. I 8d @ 4" o.c. 430 #/ft 16d @ 4" o.c. or A35 16d @ 4" o.c. 5/8" (p @ 16" o.c. J 10 A 12.5" o.c. 3/8" Ply Str. I 8d @ 3" o.c. 500 #/ft lbd @ 3" o.c. or A35 @ 16d @ 3" o.c. 5/8" cp @ 12" o.c. K 10 10.5" o.c. 3/8" Ply Str. I 8d @ 2.5" o.c. 640 #/ft 16d @ 2.5" ox or A35 16d @ 2.5" o.c. 5/8" cp @ 21 " o.c. L 5 8" o.c. (3x min. sill late) 3/8" Ply Str, 1 8d @ 2" o.c. 730 #/ft 16d @ 2" o.c. or A35 @ l bd @ 2" o.c. 5/8" (p @ 18" o.c. M 5 7" o.c. Qx min. sill late) 1/2" Ply Str. I 1 Od @ 6" o.c. 340 #/ft 16d @ 5" o.c. or A35 @ 16d @ 5" o.c. 5/8" cp @ 40" o.c. N 15.5" o.c. I /2" Ply Str. I 1 Od @ d," o.c. 500 #/ft 16d @ 3" o.c. or A 3 5 @ 16d @ 3" o.c. 5/8" cp @ 14" o.c. O 10 10.5" o.c. 1; 2" Ply Str. I 1 Od @ 3" o.c. 665 #/ft 16d_@ 2.5" o.c. or A35 l6d @ 2.5" o.c. 5/8" (p @ 21 " o.c. P 5 a 8" o.c. Qx min. sill late) l /2" Ply Str. I 1 Od @ 2.5" o.c. .767 #/ft l 6d @ 2" o.c. or A35 @ 16d @ 2" o.c. 5/8" cp @ 18" o.c. Q 5 7" o.c. (3x min. sill late) 1 /2" Ply Str. I 10d @ 2" o.c. 870 #/ft l 6d @ 2" o.c. or A35 @ 16d @ 2" o.c. 5/8" cp @ 16" o.c. R 5 6" o.c. (3x min. sill p fate) 1 Foundation sill elates to be pressure treated Douglas Fir / Larch 92 or better. Anchor bolts a minimum 10" in length @ 2x sill plates and 12 " i length @ 3x sill plates ( 7" minimum concrete embedment). 2 Not used. 3 Not used. 4 Field nailing is 12" o.c. typically @ plywood shear walls. 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. SCHMIT ENGINEERING STRUCTURAL DESIGN L wc: i- = Project / A - By Date ""g Sheet No. SZ-Of Subject L R-7R?fi '-- Job NO. 9 6' 3 e-v w, hJ v l)r--Cl 2 ,Q 22 rzi 21,6 gso Pru-z SU 2 ('-7 C•eJ CI; Z cfkz_ Hy U Z SCH IT ENGINEERING STRUCTURAL DESIGN 1 c= 1,37 5C.6 GJr�,- Lc `U)"'L9 Project FL11 .J a n By 07S - Date Sheet No.53 Of Subject L,,'q- Job NO. LA 3 6� ro�_a lJc�' rc� P GOK A, G d �72� i�uC� j•E��z 33��� 1U a OY5L/F7— Ll hl� TGJ /° �OHV -S L7i, %Yi2z ¢j �G SCHMIT ENGINEERING STRUCTURAL DESIGN Project f'6,l- f -4 4 By Date `'9 Sheet No, St Of L l wC c H' r.C-72k)G iJ 9 -- 5 Subjects Job NO 3 7/ 0 /(3,2 y 3. t y-) - 3 5 3% V eL � _ % = p 7-C.) "Ors.'' C e r-c�) �� 77r� r OR` Snt r� i'J� W / CS IG COLD S �s S ra2i4/, 'rU n or— CYDC-,! 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