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08-0990 (SFD) Structural Calcsdalley engineer ing, -Inc. STRUCTURAL DESIGN FOR: Job Date Page 1 o 2 f VIA LA �2uiwr Q�pFESS�O INDEX PAGE ti K 6`l .39 !NMI� v �o \/ 1c�, �-��.� CITY OF LA QUI p � d DA D Bof BUILDING & SAFETY DEP lF F C OQ� APPROVED �p`�F G1 ZZ— 2 FOR CONSTRU9'mothy D. Dailey �dl44 �R 94 9 CA DATE SPECIFICATIdNS: 1. i.[�'+M $uildin Co,S}e Edi ion?��� 2. Soil Bearing: v 4g`StJ 3. Concrete (at 28 daps Foundation = 2500 psi (uninspected) 4. Masonry: Type S mortar; Grade N concrete block. S. Reinfozlcing;Steel: #4 and smaller grade 40; #5 and larger grade 60. 6. Lumber:; West Coast Douglas'Fir ' . a. 23fStuds (DF #2) - Fb=875psi./1000psi, Fv=95psi, E=1,600,00opsi b. 29, 4x Joists and Beams-(DF#2) - Fb=875/1000, Fv=95, E=1,600,000 .(DF#1) - Fb=1000/1150, Fv=95, E=1,700,000 C. 6x, Sx, 10x Beams (DF#1) - Fb=1350psi, Fv=85psi, E=1,600,000psi (Select Struct.) - Fb=1600, Fv=85, E=1,600,000 d. Gliue Laminated (24F -V8 DF/DF) - Fb=2400psi, Fv=165, E=1,800,000 7. General: a. All construction shall conform to the Uniform Building Code. b. It is the contractors responsibility to insure that construction conforms to the calculations. Contractor shall field verify all dimensions prior'to construction. Any field conditions found to be unusual or not addressed shall be reported to this engineer. C. Unless otherwise noted, use DF#2 grade for 2x, 4x lumber and DF#1 gr1lade for 6x, 8x beams. A AtJ •-b h d 1 ^ non, Baring. ea ers not specified, use 4x4 beams up to 6 0 spans , and 4x6 beams to 1010".spans. e. At ceiling joist not specified, use 2x4@16"o.c. up to 10' spans, use 2k6@16" to 16' spans, and 2x8@16" to 22' spans. f. AM balloon framed stud walls not otherwise specified shall be framed It;. with 2x4 #2 studs @ 16"o.c for 10'0" max hgt, 2x4@12"oc. to 12' (2)2x4@16" hgt, to 14' hgt, 2x6@16" to 15'6" hgt, 2x6@12" to 18' hgt, and (2')2x6@16" to 22' hgt. g. Any shear wall sheathing specified shall extend -continuous from- top to bottom plate. Studs shall be spaced a maximum 16"o.c. C5 h. All walls and posts shall have double joists below at parallel conditions and 2x blocking below at perpendicular conditions. i. A11 columns and posts shall be installed with.ICBO approved column caps and post anchors or as specified (Simpson or equal). \ j. Use Simpson HU hangers (or equal) unless otherwise noted.SK i. Retaining Malls must not be backfilled until concrete and mortar has 00 reached 28 day strepgth. �3 �I �,�LrL V �� �14 � tzc�a lc pp Floor Span Tabl®s """' Jost • TWO Joist Speol(IAT's C}liae januery 2004 - Not ail Products are avollab/a in all 1/480 Live Load Deflection markets. Contact your fres Joist reprasentativetar informatlon. Depth TAG ---•••40 PSF Llva Load X10 PSF Dead Load 40 P F LI L 91Ai" 1171W, 14" TJI®110 joists 91W a/� 117/8" 14" 16" t TJI® 210 joists . L..� [_2g/16u 15/ems_ i 9W 14" 16" TJI® 230 joists wsoy Live L:oaa oeriectlon (Minimum Criteria f er Code) Depth u„yad Ie load deflection exceeding 0.33' TJI® 12" D.C. 16" C. 19,2" D.C. 24" D.C. X12" D.C.. 16" o ca 0 PSF 0ea Load ' 9'fi" 210_ 12" o.c 15'-0' 14'-2' ___ 24" o -o 16'-7' �230 1T-3°15'-9' 14'-10' 13'_.10"_ _17'=3' ..,,210 _. 19'-1' 23019'-7' 16'-6' 15'-0' 19'-1' 17'48' lfi'-2' 15'-3' 14'-2' � — r 17'•8' 1 18'-2' 18'-11' 1210_ 19'-6' .. 20'-8'_ 17'-10' 18^8° 16'-10' 17'-8' 151_510) _ _ 19'-6' 17'-3' 17'-3' 117W 290._ 360 ?i' -p' 19'-2' 18'-1' 16'-5' 1B'- 0' _ 20�-6' '.0' _ 2119`-2' 18'-8• a�e I�. _ 21'-10 _ 22'-11'_ 20'-1 t' 19 _8° 22'-4" 18T-4' 20'=9' 21-:.11_-_ 26'-1' ' ' 23'-8' x •� .' L_g'! 110 _ 22'-2° 20'-3' 18'-9° 16'-9'(i1 _ _360 , 21'-10" 20'-44") 25'-4" 23'-3" 21'-3° 20'-0° 18'_4'U)+ __ 23'-3'"' 2Q'-7' 2o' 24'-9° . 14" 280' 23'-10' 21'-9° 20'-6_ '_� 191-1" ^, _23'-10' ° _ 21'-8' 20'-6 189' • 21'-8'; 18'-9' 23'-8' 22'_4--- ��= '0) � _.. �. �'-!_' � 26 0_ _. 238 . 20 -7° 23 -9T 560 29'-6° 26'-10° 25'-4° 23'-8' 29'•6" (f ZB'•f0"^24 ZZ W-01)15'-0" 230. .25'-9 26',5' 23'-6' 24'-1° 22'-0'(1) 22'-9' 19';5'01 20'-7'0) 25'-5' 22'-0'p) 1 •1�•� _. 16 " 26'�3"nJ 22_4'(11 1T_10'(11 ' 560 28•-5"' 23'-2° 28'-0' 25'-2"(1 ^32'-8" 960 _ _28'-9'_ 2fi'-3' 24'-8"(1) 21'-�'(i) 28-:9-i 26',3'0) 2?0YP 22- 22'-0'(1) 560 32�-g� 29'-8' 28'-0' 25'-2°(1) ' -32'-8T 29'•8" 20'-7°0) _ J 26'-9'T wsoy Live L:oaa oeriectlon (Minimum Criteria f er Code) Depth u„yad Ie load deflection exceeding 0.33' TJI® _ 40 PSF Llv_e_Load110 PSF peed Load _ 40 F Liu Lnad 20 PSF Dee Loyd 12" D.C. , 19.2" D.C. 214" o.c, 12" o.c 16" o.c.. 19.2" D.C. ___ 24" o -o 16'-7' 9W ..,,210 _. 19'-1' 23019'-7' 17'-5' 16'-6' 15'-0' 19'-1' 16'-9' 15'-4' IT -11' 18'-11' 16'-9"� 19'-7' 17'-8°� 16'-1' 1A'-5' _-110• 21'-7'__18'-11' 17'-3' 15=5°1�1 19'_11 17'-3' 16�-8= 14`gp 117%" 210 230. 22'-8° __ 20'-8' 23'_3° -' _ 18'_y 1^ 16'-1 go _ 21'-10 18'-11' 17'-9' 151-5101 . � �25'-4� 2i'-3° 19'-11' .' L_g'! 23'-0". 19'-11' . 18_-2' 18'-9'l�) _ _360 --28'-10° 23'-2' �26'-3' 21'-10" 20'-44") 25'-4" _ 21'-f0"d! 17�-10'01 560 24'-9° . 23'-08, 28'-101 __23.2" 26'•3" 24'•9" - 20'-1111) _23'-9° 20'-6 189' 16'-9" 21'-8'; 18'-9' 17'•1'(�l 11�'-7'0) _ 210 .__• 25 -9 22;-8 20 -7° 1 S _4_l11__ 23 -9T 20 -7 18`9 (il 16 -2111 14" _230_ 21'-8" W-01)15'-0" • • 21'-8' 19'-9' 17'-1'n) P4'-9`(�1 21'_5°l1I -_- 28'-9" 26'�3"nJ 22_4'(11 1T_10'(11 ' 560 32'-8' 29'-9' 28'-0' 25'-2"(1 ^32'-8" 29'9" 26•3-111 .20'-11.0) 210 _ 27'-10' 24'-1'_ 22'-0'(1) _ 19'-5°(1)_. 25'-5'. 22'-0'(1) 20'-1T) _1 29'-2' _ 25'-5' • 23,-2" 20'-7°0) _ J 26'-9'T 23'-2' _ 21'-2'(�I _18'-241) 1T-1'01 _ - 26'-10°01 21'-5'M • 261-10"0l 22'_4101 17'-1U'0) 550 36'-1' 32'-11' 31'-0'h1 26'-2'(11 ' _31'-109 36'•1"T 81'•6"nl 26'-3'11l 20'-11'11! or”' uarracaon Una" aead load, which Includes the effect of creep, his not been co!)s�dereti. bold italic span9 reflect lNtla! de An integral Part of -the lkA?,AL AMT LALLCKU" D"IC.N ST1RZU FcameWorkso Building Oil Parallam� piratld strand lumbar (PSU 4 mads f �! System-ehtstr•nd�pf ne•drlre •1-1. q G 12i°eev py wed iOircOsratevs►dsd togsthsr in a patsntad ml pr ocou to maMs��, W q 2.o s Irr' pet 4 4"ms and coluarw- csowaw ka r �. 4 ISoo 00 Pawllame PSI tt"dus and bwlis 4s •(, � fw • Lisa pal al ars aVallaWs In the following tisos{ Cwe�p,ew+•,e *#Ild 10 F� . =gyp Widthu Hwkalewl eA«up.rp"d�q!1N 134' ri ='Yu', 31h'. SY.' and 7' 9'ti'e 91h`s 11'h D 11'�i',14'.16' and 48 *ids 1►W •f>t t. • ra pr ti aop— kv- , rT 1.4 b ♦ liZ (o Cog .07 ' `., {/�/' �� •1 Y 'gyp r ,'r - � - ' • Title : Job # `." ✓LP Dsgnr: Date: "11:3013M, 13 MAY 08 Description Scope Raw. %'0100 User. Kw -0602967, Ver 5.6.1.25 Oct -2002 p Timber Beam & Joist Page 1 (c)1983-2002 ENERCALC Engineering Software Description cantilever beams Timber Member Information calculations are designed to 1997 NDS and 1997 UBC Requirements beam 11 beam #24 Timber Section 6.126x12.0 10.76x12.0 Beam Width in 5.125 10.750 Beam Depth in .12.000 12.000 Le: Unbraced Length ft 0.00 0.00 Tlmber Grade )ouglas Fir, 24F - V )ougias Fir, 24F - V Fb - Basic Allow psi . 2,400.0 2,400.0 Fv - Basic Allow psi 190.0 190.0 ` Elastic Modulus ksl 1,800.0 -1,800.0 Load Duration Factor 1.000 1.000 . Member Type Glul-am Glul-am Repetitive Status No No Center Span Data Span ft 14.00 14.00 Dead Load #/ft 200.00 200.00 Live Load #/ft 130.00 130.00 Cantilever Span Span ft 3.00 3.50 Uniform Dead Load #/ft 200.00 200.00' Uniform Live Load #/ft 110.00 130.00 Point #1 DL lbs 5,110.00 7,400.00 LL lbs tID X ft 3.000 3.500 Results Ratio = 0.7372 0.5596 Mmax @ Center in -k 24.07 2.52 @X= ft 3.47 1.12 Mmax @ Cantilever in -k -200.70 -335.05 fb.: Actual psi 1,631.7 1,298.7 Fb : Allowable psi 2,400.0 2,320.9 , Bending OK Bending OR fv : Actual psi 140.1 95.7. Fv : Allowable psi 190.0 190.0 ' Shear OK Shear OK Reactions Left End DL lbs 240:71. -537.50 . LL lbs 910.00 910.00 Max. DL+LL lbs 1,150.71 372.50 Right End DL lbs 8,269.28 11437.50 LL lbs 1,275.36 1,421.87 Max. DL+LL lbs 9,544.64 12859.37 Deflections Ratio OK Deflection OK Center DL Defl in 0.143. 0.152 UDefl Ratio 1,178.1 1,105.2 Center LL Defl . in -0.085 -0.040 UDefl Ratio 1,986.1 4,166.1 Center Total Defl in 0.080 0.121 Location ft 10.360 9.016 UDefl Ratio 2,092.3 1,389.8 Cantilever DL Defl in -0.269 -0.292 Cantilever LL Defl in 0.048 0.022 ; Total Cant.. Defl in -0.221 '-0.270 L/Defl Ratio 325.5 310.9 r z 0 .. rl -PvF W6.t". :,0 va r.�Vt. torl Z 9T*i OF V-3 rz i',1 � M, I G AA z 0 .. rl -PvF W6.t". :,0 va r.�Vt. torl Z 9T*i OF V-3 rz i',1 � M, I G SHEAR WALL SHEATHING SCHEDULE Wall Sheathing Sole Plate Nailing A35 1 # Shear 16d common 16d box min 1 lx d.f. diagonal sheathing 4"o.c. 3"o.c. - 300 2 1/2"'drywall with 5d cooler 16 "o.c. 16"o. C. - 50 nails @ 7"o.c. edge & field Q5/8" drywall with 6d cooler 16"o.c. 16"o.c. - 50 nails @ 7"o.c. edge & field A1/2" drywall 5d cooler 16"o. c. 16"o.c. - 62 f�wi.th nails @ 4 ,4 ,4 o.c. Q5/8" drywall with 6d cooler 16 "o.c. 16"o.c. - 62 nails @ 4 ,4��,4 o.c. �.1/2" blocked drywall w/ 5d 16"o.c. 16".o.c. 1 75 coolers @ 4",4"0'14" o.c. ?A 5/8" blocked drywall w/ 6d 16"o.c. 12910.c. 87 coolers @ 4",4",4" o.c' A7/8".stucco, paperback lath 8"o.c. 6"o.c. 2 180 4. staple w/ .16 ale @ 6,6,6"o•.c 7/8" stucco, paperback lath 4"o.c. 3"o.c. 3 325 9 staples 3° w/ 16 a les @ 3,3"o.c `- 10 3/8" struct II plywood w/ .Vo.c. 4"o.c. F31 260 8d nails @ 6",6",12" O.C. 11 3/8" struct. II plywood w/ 4"o.c. 3"o. C. 4 350 8d n -ails @ 4",4";12" o.c. 3/8" struct II plywood w/ 3"o.c. 2110.c. 4 a 490 8d nails @ 3",3",12"-o.c 13 3/8" struct II plywood w/ 2110.c. ---- 640 8d nail @ 2",2",12" o.c.** 14 1/2" struct I plywood w/' 2"o.c.---- F51 665 10d nail @ 3,3,12" o.c.** 15 1/2" struct I plywood w/ 1 1/2"o.c ---- 870 10d nail @ 2,2,12" o.c. ** ** Provide 3x f-raming members at adjoining panel edges with staggered nailing. 1) Where any shear material specified to both sides of wall, - double_ up sole plate nailing.. 2) Where plywood sheathing specified at each face of wall use 3x framing at adjoining panel edges if aligning each side. 3) Minimum A35's shall occur at all shear walls entire length REF:, UBC 2314.2.1, UBC Table 23 -I -R1, UBC Table 25-I,ICBO #1318 TYPICAL' CONTINUOUS FOOTINGS _ Use 12"wide x l l j`deep footing w/ )-#A- top & btm dia. anchor bolt @ 32"o.0. #/ft R/J R/R -Use 2 x -- d.f. #2 roof joists @ 16" o.c. -Use 2 x 0 d.f. �4931 C/J #2 roof rafter @ 24" o.c. -Use 2 x — d.f. #2 ceiling joist @ 16" I)lXD #/ft F/J D/J o.c. -Use 2 x'- d.f. #2 floor joist @ 16" o.c. 46S #/ft -Use 2 x Ig d.f. #2 deck joist @ 16" •O . c . (ovy.#/ft ROOF & rLOCR SHEATHING #/ft 911 Use (24/0) 1/2" Strict . II CDX Roof P:Lywood, Panel Index w/. 8d @ 611,611,12"o.c. #/ft Anchor*Bolt (unblocked u.o.n) Notes: 1- Use (32/16) 5/8" Struct.II CDX T&G Floor Plywood, Index 2- w/ 10d @ .6",6",10"o.c. (unblocked u.o.n.) (u.o.n.) SIWSON A-35 SCHEDULE # 1 dia. bolts syra Description capacity et #3348 1 Simpson A-35 @ 72 " o.c. 75 #/ft walls 2 Simpson A-35 @.48" o.c. 112 #/ft anchor bolt 4 Simpson A-35 @ 32" o.c,. 169 #/ft may Simpson A-35 @ 24"-o.c. 225 /ft 5 Simpson- A-35 @ 16" •o . C. 8 # 6 7 Simpson A 35.@ 8" o.c. 675 #/f 'Simpson A-35 @ 6" o.d. 900 #/ft ANCSOR BOLT SCHEDULE Sym Description Capacity ; TYPICAL' CONTINUOUS FOOTINGS _ Use 12"wide x l l j`deep footing w/ )-#A- top & btm dia. anchor bolt @ 32"o.0. #/ft 5/8" dia. anchor bolt @ 241-6.c. 2 -#/ft 5/8" dia. anchor bolt @ lfi"O.c.b� I)lXD #/ft 5/8" dia. anchor bolt @ 12"o.c.4 46S #/ft 5/8" dia. anchor. bolt @ 8"o.C. jK 3/4" (ovy.#/ft dia. anchor bolt @ 8"o.c.* 3/4" #/ft 911 .dia. anchor: bolt @ 6"o:c.4c #/ft Anchor*Bolt Notes: 1- All anchor bolt' shall be min 10" 7" long with 2- min. embedment into first pour A" exterior walls shall have -5/8" (u.o.n.) @ 72"o.c. mini==, dia. bolts 3. u.o.n. All -interior walls shall -have Rams et #3348 shptpins (or equiv.) @ 3611o.e @ bearing and 48"o.c @ walls 4• 5• non-bearing walls Use- "sq,x;aA4:i, plate washer @ all anchor bolt 5/8" dia.. expansion bolts (5" embedment) replace anchor bolts may at a 1:1 ratio TYPICAL' CONTINUOUS FOOTINGS _ Use 12"wide x l l j`deep footing w/ )-#A- top & btm