The URL can be used to link to this page

9810-108 (SFD)LICENSED CONTRACTOR DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of ,Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professionals Code, and my License is in full force and effect. License # Lic..Class Exp. Date Ur.1,�1�1:%� f� I Signature of Contractor, OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractor's License Law for the following reason: - , ( ) I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale (Sec. 7044, Business & Professionals Code). 1 ( ) I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business & Professionals Code). () I am exempt under Section B&P.C. for this reason Date Signature of Owner WORKER'S COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: ( ) I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided- for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. (�,) I have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier & policy no. are: Carrier Policy No. 0945735-97 (This section need not be completed if the permit valuation is for $100.00 or less). ( - ) I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the workers' compensation laws of California, and agree that if I ;should become subject to the workers' compensation provisions of Section 3700 of the Labor Code, Ishall'fortl with comply with-thosd-provisions./ r 1' ybate: �,` /t�Applicant Warning: Failure to secure WorkersjComp nsation coverage is unlawful and shall subject an employer to criminal penalties and civil fines up to $100,000, in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor Code, interest and attorney's fees. IMPORTANT Application is hereby made to the Director of Building and Safety for a permit subject to the conditions and restrictions set forth on his application. 1. Each person upon whose behalf this application is made & each person at whose request and for whose benefit work is performed under or pursuant to any permit issued as a result of this applicaton agrees to, & shall, indemnify, & hold harmless the City of La Quinta, its officers, agents and employees. 2. Any permit issued as a result of this application becomes null and void if work is not commenced within 180 days from date of issuance of such permit, or cessation of work for 180 days will subject permit to cancellation. I certify that I have read this application and state that the above information is correct. I agree to comply with all City, and State laws relating to the building construction, and hereby authorize representatives of this City to enter upon the/above-mentioned property for inspection purposes. Signature (Owner/Agent) 4="�Date �r l _ PERMIT # ICONTROL # BUILDING PERMIT <)?i9(t�Ptl7d DATE + VALUATION $9',',.231.29 LOT. Cj TRACT 8(571 JOB ADDRESS .52420 A��1±;I IDA ��.I�[Zi4` CO APN . 773-22_4 6 * OWNER CONTRACTOR/DESIGNER/ENGINEER gall. I V4Tt 1.,!''ts` 't.`JIA47S'Y1 7A?\'r4_'�•p�. C ('1�f 42600 COOK SI' ;1`E i 20 7S-545 STA:ttLIGI:Tr I.ANE VAtM DI'atXV CA 922 t 1 BERMUDA DUNES CA 922011 (70(i)16"l 18 C111A W2 USE OF PERMIT SINO JE 'PAW t' DWELI[I NG S01) 1) - SRtN 1T:f'.i0h8 NOT (NGLi D13 BLOCK WALLS Ok POOL.1..LAN l -MC K VEE 9,114AXXI) f ti,i6F )1t NIOLIPLE ISSUANCE, (A SAME PLAN 'iX.f'F , °t•RXCT c cN; muc i r0N 1,46;.00 F t'ORC3161,PVC10 113.0 SF 0Ald.a1,UEX'AR1?(X,0'S41.fA) I 6 F"I,'_ WOOD FUN0i 241101K) L .�Y`'.S Y.i►I5 T11:JDc'1 p or, coNs' 'uJc1.ti0./'. ;/�s4J!•�� PERMIT FEE SUMMARV C'(7'N&YRf ft 110N FE R tot -{}!1() -418 -WO 56080) PLAN FI FIF, f W -OM-4 :k4-319 3158.59 NMECHAN.1C ,M, itis; 101-000-121-000 560.00 F;I.WMIC;AL FU 1014%420-111W $-131,09 1?1.( MBINU VIHE' 101 -OW -419-000 $127.54) STROW1Mt"i't'ION iT�-.kE.MM 101-41(10.241-0(Y? %q.' u GRADIM FM 101-0001-4713-M 1120.00 tNNtA..1t'rk(J' A)RE, E.E . 225-i)fJ4')-443-342. $'2,om to I EC:ISE',•LAN 1011.000.441-345 $250) FlfF r�1?jpc�Si,'{ JIM -(M-139-318 42.50.00 Nt 4133-'y'(a T.A'f, . C0*N61 QC €1.ON ?SND P;f rAN C,HPC1r LESS PRETAOID FITS 412C0.00 "iE OI AI, PENA1i!-1' 1w 4+,If N DUF Ni3itY �ir� fft RECEIPT DATE . 'BYf d 214 DATE FINALED INSPECTOR INSPECTION RECORD OPERATION DATE * INSPECTOR OPERATION DATE INSPECTOR BUILDING APPROVALS MECHANICAL APPROVALS Set Backs G Underground Ducts Forms & Footings L Ducts Slab Grade Return Air Steel Combustion Air Roof Deck Exhaust Fans O.K to Wrap 4- -Q— `j F.A.U. Framing _ Z,Z— Q f Compressor Insulation Z( _ Q4 Vents Fireplace P.L. Grills Fireplace T.O. Fans & Controls Party Wall Insulation Condensate Lines Party Wall Firewall Exterior Lath _ �j/_3e- QQ . Drywall - Int. LathzM4 Final Final POOLS - SPAS BLOCKWALL APPROVALS Steel Set Backs I Electric Bond Footings Main Drain Bond Beam 77 Approval to Cover Equipment Location Underground Electric Underground Plbg. Test Final Gas Piping PLUMBING APPROVALS Gas Test Electric Final Waste Lines _ �' Heater Final Water Piping �� Plumbing Final Plumbing Top Out Equipment Enclosure Shower Pans O.K for Finish Plaster Sewer Lateral Pool Cover Sewer Connection ��_� Encapsulation Gas Piping Gas Test Appliances Final t COMMENTS: Final Utility Notice (Gas) ELECTRICAL APPROVALS Temp. Power Pole Underground Conduit I Rough Wiring Low Voltage Wiring Fixtures Main Service Sub Panels Exterior Receptacles G.F.I. Smoke Detectors Temp. Use of Power Final Lrdllty Notice (Perm) _may/Qy S #%VIEp o �A��OAOUNES Desert Sands Unified School District RANCHO MINAOE' 0 . INOIANWELLS a.. 47-950 Dune Palms Road • La Quinta. California -92253 (760) 777-4200' r Vt OESERT `� ' 1 LAOUIW October 21, 1998 Joseph R. Sitko, Executive Director Building Horizons 42-600 Cook Street, Suite 120 Palm Desert, CA 92211 Dear Mr. Sitko: Desert Sands Unified School District hereby waives the payment of Developer Fees for the Building Horizons Project located at: 52-080 Avenida Velasco; La Quinta APN 773-225-004 52-100 Avenida Velasco, La Quinta APN 773-225-005 52-.120 Avenida Velasco, La Quinta APN 773-225-006 If you have any questions and/or concerns, please don't hesitate to contact me: at (760) 771-8516. . Sincerely, Peggy Reyes Director of Facilities Services . j vtcwa�t �itCc. Cao. ` f j WHEN RECORDED.. JL42564s . ` PLEAS6 iNA1L THIS 1NSTRuMENT To: _ RECENED FOR RECORD ./' Building Horizon AT 8=AM f 42600 Cook Street #120' Palm Desert. CA • 92211 APR 14 1998 MAIL TAXI STATEMENT TO: EPAIDSA!!fi AS ABOVEr TaDc cam Golklaftcorder IhooNr. ESCROW Na 01216400 TITLE NO. • 507141348 SPACE ABOVE THIS UNE FOR RECORDER'S USE �:,•;. APN:773-�S-OQ 6-0 THE UNDERSIGNED .GRANTOR(S) OELCARE(S) TW: 020,6 i` y0 (7 DOCUMENTARY TRANSFER TAX IS i Computed on full value of property aonvoyo4 or ' E1 _ Computed on full value lop liens & onoumbraueea r V = 1 GRANT DEED remaining thereon at time of eale. _ Unincenwated area: Cltv of La Cninta and FOR A VALUABLE CONSIDERATION, i wipt of which is hereby acknowledged, a Joyce A. Burnett, a married woman, who was formerly known as Joyce A. Henderson horeby GRAM(3) .to 4 Building Horizons, Ino., -.A California Non -Profit Public Benefit ' Corporation the following described real property in the.County of'Riveraide, of California: _ Lot 6 in Block 74 of SantaCarselita at gale La Quints, Unit. 110 as per map recorded in book 18, Page. 70 of.Plops , Records of Riverside County, California. Date: !larch 25.` 1998 CertainTeed Cq Builders Statement Sd -/�2 D ,Lc.�t lL �.L �i1.�.t.4� C InsulSafe°4 Fiber Glass Blowing Insulation lnsulSafe�4 has been installed with the THERrv1AL PERFORMANCE—ATTIC BLOWING APPLICATION manufactuer's recommendations to . In accordance with the chart below, you must install the minimum number of bags pi de a value of R usin nper 1,000 sq. ft. of net area for each R Value listed. bags of insulation to cover�6. This maximum net coverage must not exceed that specified for each R -Value. square feet of area at a minimum thickness of nches. 0The installed insulation must he at or above the specified minimum thickness for Q each R -Value. I taller Co I C�to �(si n)... -Failure to install the required minimum weight per sq. h. of insulation at or above _- the minimum thickness will result in reduced R -Value. TI%s product should not be mixed with other blown insulations or the thermal Cumpany Namec;laims will become invalid. Date Builder (sign) Company Name Date Batts and Blankets R -Value Insulation Thickness (in) 38 10, 12. 30 81/+' 10 25 8 22 6'/2 11 5!r_ 19 6'/, 15 1'/. 13 3'/2 1 1 3'/: Fiber glass batts or rolls have been installed in accordance with the manufacturer's recommendation to provide an R -value of. ' in the ceiling,9L in the exterior walls, in the. or or cr I space perimenter. Installer Cu tractor (sign) c� Company Name Da Ie Builder. isign, Company Name U,uc• Cooe No. 30.24-233 R -VALUE BAGS PENMAXIMUM 1000 SQ. FT. SQ. FT. PER BAG MINIMUM WEIGHT- POUNDS PER SQ. FT. MINIMUM THICKNESS to obtain a Thermal Resistance (R) of: Bags per 1000 sq. ft. of net area: Contents of bag should not cover more than: (sq. it.) Weight per sq. ft. of installed insulation should not be less than: (lbs.) Should not be less than: 60 36.5 27 0.986 n 49 29.6 34 0.800 18y, 44 26.4 38 0.712 48 22.8 44 (1.615 i(I 18.0 56 0.485 26 15.5 65 0.418 12 I.1. l 77 0.353 M4",""" 19 11.1 90 0.301 13 7.7 129 0.209 11 6.6 151 0.179 R -values are determined in accordance with ASTM C 687 and 518. Complies with ASTM C 764 as Type 1 insulation. "R" means resistance to heat flow. The higher the R -Value, the greater the insulating power. To get the marked R -Value, it is essential that the insulation is installed properly. DANGER: RECESSED LIGHT FIXTURES—TO PREVENT OVERHEATING, DO NOT INSULATE ON TOP OR WITHIN 3" OF SUCH DEVICES. DOES N'OT APPLY TO TYPE IC LIGHT FIXTURES OR TO FLUORESCENT FIXTURES WITH THERMALLY PROTECTED BALLASTS. Flt!;�MING ADJUSTMENT To compensate for framing, members the number of bags per 1000 sq. rt. of net area should he reduced as follows. Joist Size (in.) Bags to dertucI/1000 sq. ft. Bags to deduct/ 1000 sq. joists 16" O.C. Joists 24" O.C. 2i4 0.5 nt I' 0.11 2 c t( 1.0 11- 2 IU 1.3 1998 Cenaineed Corporation 10%98 Specifications: -c n o - > ° m� V. 2 c05 �U. cN mcc d Douglas Fir Visually Graded Lumbe h � ctAd�a a m -3.S ti E o o m P -. EL v 0� m ti •_ ��. J t -t.f, �-�Y.a f;d a?n -'-u ,;. L ' 2�?: f�� .jP2i '�c?t�tP�f� {r �, tw�' n s f ss w�� s h �, w..: � !a Yr t e�fS ��y3?^'RRIWill T b Jqb. No -3 8743 T7tlei :BuiWingNorizons • M. B t,Engmeer� DSW � Date ,� a�1,1f11198: Checked=:DSW ,xTime1Z1H ,ti Client Name Boys & Girls club of Coachella Valley Los Angeles Requirements? No Enter Yes or No Address Building Mwlzons Program ----------- ------ 1450 .-_ ---- ------ 1000 --- ------ --------- -- -_-- 95 ---- 625 - - ---_—__:::::_995 ----------- 1900000 42-M Cook Street, Suite 116 — 7:and Deeper _ 675 —�� —625 Patin Desert; mfa 92211 7_and Deeper 875 Job Address to Re Typical Site Residence 160000(1 Stud _Grade ______________________•--_-- - 7' -and Dee--- ___ -_____ 500 La Quinta and Palm Desert :: _ 95 625 _1400000 6X Members - SelectStructural Description Single Family Residence = — ----1000 - _ _ —— ......... ----625 — 1600000 ----- #7 Posts - Gravity.Load - Material Weights .------------ -- -----625 Roof Dead Load ---------------------------------------- 42 --- --- Posts ------ 700 475 — —625 Concrete Roof Tile 10.00 p5f ___-_950 Itr Plywood Shfg : 1S0 psf —---_------1600 Beams Trusses or Rafter wl ceiling.: 2.50. psf ---------------------------------------- ---- - - _- Beams------------ Roof Insulation RJ8 Bast.: 1.50 psf . ---- 0 ------ Glu=Lam Beams 61 - 7 -Am--------- Unbalanced dry use 516" Gypsum Celling : 320 psi --------' -- ------- — — 165 _ 650 ------- 1800000 ___________ Miscellaneous Loads: 1.30 psf 7100 _______ 165 _ _650 £RDLp. 20.00 , psf OQf�OFES�j`/O Wall Dead Load ?Ir Lath and Stucco : 9.00 psf y ENNISS.WISN N0. C-041250 Z irr Plywood Shear: 1.50 psf , 2x6 )16' o c. Studs: 1.63 psf R-19 Batt Insulation : 1.00 psf P I Sir Gypsum Wall Board: 2.70 psf * C IL Miscellaneous Loads : 4.17 psf \ " �Q EWDL 20.00 psf Allow Live Loads Roof Slope Flat or rise less than 3:12 pitch : 20 psi Rise > 4:12 but < 12:12: 16 psf Rise > 12:12: 12 psf Specifications: -c n o - > ° m� V. 2 c05 �U. cN mcc d Douglas Fir Visually Graded Lumbe h � ctAd�a a m -3.S ti E o o m P -. EL v 0� m U E M° w V Co U ---------- ---------- 4X or --------------------------------- ----- ----------------------- ---- Select Structural. ----------------- -- ------------ -- 7' and_Deeper ----------- ------ 1450 .-_ ---- ------ 1000 --- ------ --------- -- -_-- 95 ---- 625 - - ---_—__:::::_995 ----------- 1900000 ----- — 7:and Deeper _ 675 —�� —625 1700000 7_and Deeper 875 --- 575 �� — ....... 625 160000(1 Stud _Grade ______________________•--_-- - 7' -and Dee--- ___ -_____ 500 _ __:325 :: _ 95 625 _1400000 6X Members - SelectStructural Posts 1500 = — ----1000 - _ _ —— ......... ----625 — 1600000 ----- #7 Posts - - - - , 825 .------------ -- -----625 _ ------ 00 ---------------------------------------- 42 --- --- Posts ------ 700 475 — —625 1300000 ------ Beams ___-_950 _---------------_625 1600000 -------------- ______-- --------------- $tj —---_------1600 Beams -_---------- 85 -----625 1600000 ---------------------------------------- ---- - - _- Beams------------ ----1350 ------ 975 —675 ----- --- -=—_- ___-65 -----625 ---- 0 ------ Glu=Lam Beams 61 - 7 -Am--------- Unbalanced dry use ------------- 24F _V3 DF/DF ----------- 2400 — ------- 1100. --------' -- ------- — — 165 _ 650 ------- 1800000 ___________ ------ -------------- - Balanced for cont ----- 24F _V8 DF/DF 2400 7100 _______ 165 _ _650 1800000 or cantilevered Wood Frammg,per WCLB Grading Rules Number 16 Code: 1994 Uniform Building Code Steel: Anchor Bolts - A307; Threaded Rods -SAE 1018, Rebar - fs=40ksi for #3 or less. Ill ksi for all other Structural Wide Flange - Fy=36ksi, Structural Tubes = Fy--46 ksi Concrete fc=2,000 psi for all slabs, continuous foundations and,spread footings - no inspection required. fc=3,000 psi for all structural grade beams - inspection required. 9834 -Standard Plan Page 1 11/1119812:16 PM a -S. •• °'r.- r6 �r iii•. _ • .:+'c r4 MSt ■ "'"� � �' Sgt, w t9 , yt. ttyr: ,y �- - H 21-0. ., d re n{n i�s�s wt s hr p ey rs •, , -. t •• _ ;� w,lob No . ;f 9743 ~ �r r� Engineer ,` DSW s �Qata t y 11/11/98 .r .. � �•` . r 'So rr�tr ,•t`. ��~ V s.,�i� t� .e d r� �•Nw +�biY '"Ar^x,%-�•. � 3t'' d7s'!:• 5 ' 7gt; i • ;�.. ,ar.a_�;_ :��•��t,-,:'�.,�,, ", ,!L...�:�;° t,. 6°�:..�;" xfa "..,�s''�.a;r t ;Job TitJeFa.=BwitlingiHonzons�::s'Ctteclied ..DS4111 ...Tine �= ,,. .16 - z North to South - Main Residence, +° ';i=zr`:.+':'c:-• }k •rtai�r..a••..� 1 . }.: •t 3 �c2 -:.t". r .. , . [w4,,,.� } T c �e .:{$ x di. - z l '. `§¢Y a' � P� ) ! � - •� ,� s y t c t r r o i .371 f i - G 5 �' %rr ISRy s;•Stiearvrall Spacing (ft 20 00 4b.00 z 5. '-?2 a'�.ft,� Y ',y d5rr r. r r3�3.� �. -, - i! '� 3 k't' * �{ 3•'F_r s�: :4 . .': �.d�4vts *. t :Y .� Buddin 'Geome x � :. '- •.?«e. Yr i'` --� e,... _ w r .• ..v: i3 - ,s. ^. �" ',. Y y 3,, � SfL Plate to late Heightft)-:,),-,N 5.00 - 6.00 ' •. 1 22 33 i r' ' � ' - • t a ,, ' , =t. •} r' �f , f 't ; ' 20 ;' 20 1. F, 20 20 20', 20 " , 20 ,y 1-. 20 r 20 , 20 _ 20 , 20 20 120 .20 - , 20 20 20 . _ • . • <>;srfi� .' ;4 ? r y 7; -� j l v� < 5 ......' ? ' - � �n f r y ' �c 4 ' p; Top plate m k of'roor or ra t Mphragin De `r Left Side RoofEave` Ri MStde;ROOf-Eave ft ti�x h Exterior• Wall Dead: Load s t Roof Dead Load ._<.; ...' : Left Cantilever ::r�� ,.,.s : tg nti ever• rap ragm: pec.:. o .,:,:' ;1:,0:91 .:; .6142 _.:. ;te'•: :. r. ;..,. _ ;,, � z>y c r r.. +, r ,�,zw s . • ,,..: r, .fir ` a .s::jr :., i... .. � t s ' -� � � 'p 1 r � c a V i4 �� . Ce from.0'to 15:feeti- Tab1e:16-G t+ 1.06- 1.06 . 1.06 "- 1.06 1.06 1.06 , 1.06 1.06 1 06 1.13 1.13 * 1.13 - .. 1.13 ,1.13 r . , 1.13 11.13 ' - - 1.13 1.13 • r +1 r" �:; Ce from: 15 to.2D feet'-,Table'.I &GI;-; Basic Wind pressure qs '' 16-F. =•s f s .. r; .> { 12.6 12.6 -12.6 12.6 . ' 12.6 12.6 •:..12.6 12.6 t 12.6-} ' Occupancy Catego -:Table 16 K' -{;3;a, t' ' ,1 1 1 1 , 1 1 1 Cq.'Pressure Coeffiaent, Table t6 H. 1.3' - 1.3. �: 1.3 1.3 .: 1.3 . 1.3, 1.3' 1.3 • 1.3. y 5. Z.;. Zone Factor -:Table 16-1: c OA 0.4 , 0 4 0.4 _ 10 4 - ^ 0.4 • 0.4 ; 0.4 1,' , 1'r ! -. r,� . '• �' +' t Occu n C o Table 16 K T- Numerical coefficient specified in ' i X2.75 Sechoh162821.r ' ' .,i t :.= t 2.75 '2.75 2.75 ' : 2.75 ,' 2.75 2.75 2.75! 2.75,h 6: -6 C. 6 :! 6' 6 6 .6 6 Rw Structural'S tams Table':16-N-.: (ZIGIRWi =" =0:183 ,..y; r `Wind l Seismic Comparison r ' Wind Pressure, Seismic Force C ..h ; ..a. < 4.1.0' :149 Govemin Force' I > .� :1.66 1166 „.•7- �r_C - :_ v .. �Jk+ y:.. Governing ce.{n .,;:.... �Wiiid . ....Wind ,.:Wind .:..•.Wind .:s _Wind: Wind .,.:.Wind ;.Wind :,,:,Wind.. = •?a+ • <: Diaphragm- Chord Tenstort r, Cfiord.TensiortMl:18b Ob 356 :1272 •Code Allow .1sd al6',:o:c, absx ...r.. -f::.. :q.:. ' 1640 3772. •�,� _ � r -'n!` itlona : x i -•. eQ 5 . ::1 _- .:. 1"�.. .LJ-; f .. ,F. ...:�Tl .:. "..:. ,�5, ,, ..',. .v4 ) '1_. Y� -. :�. T ( h f i j -' Y,} 3' i N Z � '- 4x}4 !- +3'' i 3 - N S t - .f• i' ti � `i i l -.)�>!A8 6 �_ "�} ' -� .. rf "�, 1.,,Y ., � y .r W T* • 3Gj 3 1t R� !£ � �' , � S� :r � +�'vw � r,4 S� 5 i1-,j� 1�� t. (iV t�S � 2: 3 V Shear: at Gnd Line #" unds -.:1563 .. %6167::- ' 3694 _' a • "^ { v tap ragm ear _-�'.Reterto attached shearwall analysts: Reference wall by Column/Grid'and Wall Number (Ie.Wa1112=.grid'1'v+atl 2); �• * _- Length of 1N .11 #1 t 4 r =h ,.. 3 4. e 4 Length of 13; 4 4 { of ' Length Wall if3'z' S "` d x a'��u . 6 4 Length of Watl. #4"' x g � ,�' �f r • z . , ' , ' ' _ ! Length,of Wall#6� , Length.of Wall #7ffff Length of Wall #8 # r, ,� 4 , a.. 4, rt• . Len9th'ofWall49�Frj. , r= ti �`.x • ' I:ength;of.Wali #101::': r:, -r s ,. t s r . E:Shearvvatl Len " s ft °: . ,, . ,112 • = •: .:> �;_' �. ,-�:..;.. w. Unit Special Notes v ` 9834 - Standard Plan Page 3 11/11/98 12:17 PM J. rai ..i �M K,��n _<re� Xdje4nni�s:isrw7�shpe "z'x,s`yEr>gtneer DSW'c � �k Date � �s11t11/98 h F-3't`..,1„»'`�"'�''-"`s'`rGvt�'- • 1 La - = , • 1 1 +Job,Title:,Buddmg<Honzons�:>'Checlied DSW x _.Time 72:16 East to"West:' Main Residence Disregard: Garage ' T,. K-.'•}'"�T'Sat1`'..-iA».a' C .srr, t-�. B''�� C: `�`st- �•�? sib .rte •,; r�,,�• �� t t r`r� z` AiiJD A k ,`T`` �:,�r; AND �'AND� 4. 1 v_. .•�.�'��'1,..�i '��•s.c�--�5 f. z: � `ds �ra.s : ,v'fr=# ��et�• _ r 22 00 ti }1 ' e n>Sheaiwall Spacing (ft 32 50 " V, , I. r. "x:3u,,[[-„- .'.ur ".,,'�rF�. 4 nm,-', i+'Js,'-''_..,i-�F, 4, .. yN`:.. 4 ;p+�?t�,+°y, 5 N`,.Y'.+i',';c,..�n''o->,''�'Eff�ti'n MnTt .r 'f'c',� - ,', a.,y f•q J" • ::i -e`" "' Bulldm 'Geome ., _ �..." :n^ :.. t Y' F�� _,. ... ' � "!, �.� 1 � a i`l "�"'n r 6,�. :,r<t "+ �:�+� r'�vti ' Plate to Plate Het ht" ft r 8 • .fi w +,, 8 To plate'to: k-of;"foof ft ar' 5.00 °' ? 5.00. s { •r ri 3 Dia hra rri'sDe th ft 46'• 20 �_.,..s,=.,,v Lir,xx",cv'�:Y'*-.�=t• I eft'Si"'-Roof Eerie; ft - *o Ri M Side'Roof Eave ft , s is a 1 • • " _ r 3 y + ,l ExteriocWalLDead:•L'oad s =.' '. 20 20 ." ' 20 - 20 20' 20-,.20 20- 20 Leoftof:CDaenatidleLVoear dR'? L, . .. �o�ma2:` r0 v� a r`^lc'�-`•4"zr� " 202 "0 2�f0n n�z20 ' a ^ i r pect. -tip_ O:Ty.:_:,,, Wind:Data� x - nr s':"� (!:: :J. __ -_-n"r._t?i5.ti _ r. _ i� .F . _ r:i'r: : t''t' K.s,�., . Ge from Oao 15 feet' eTeble `16 G 1.06, ~'' 1.06 1.06 1 06 1 06 1?.06 r 1 06T 1:06 106 e° r Ce from 15 to.20 feet .Table':16 G: .Ems: 1113 % 1.13 1:13 1.13 a 1 13 . 1.13 1:13 X1:13 1 13 0; Basic Wind pressu[e�gs (psf) Table` Y _ . ; ; rh �` R 12.6 ;h^ r' 12.6 126y` ' 126 �" 126 12.6 12:6f 126 126 ' Occu ri .Cate o TableAr K. a,43 1: ' -1 i CSeism�ic"�D'" aa.tr ayt' rf S k Y ya . 1...3c. . '# [' J^ • i t of •. r'1.3'.y Y n1.3 1.3 _ 3q sf #. Z`. Zone Factor Table 16 I : ,. 0.40 ' 0.40 0.40 ' 0.40 + 040 `• 0 40 + 0:40 0.40 040 - Occu n C o Table 16-K : y1 1 z.. 1 1 x' ' "t 1 1 ' } "1. 1 1» 4; 5. r C Numerical coefficient specfied Ing: IF ' + t i. ' + . x Q Sechon;1628 2.1 .... 2.75 2.715,ti 2.75 2.76 ,, 2.75 2.75 , 2,75r".2.75 2.75 -r. s Rw Structural'S ems Sable 16 N 6, _ '^ 6 6 6' ' 6 %6 6 6 { 6. r . ., . ' • 0183 ,,� 0:183 _.., Ob183. r.?t0183 5 0183 0183 7r 0"183 0183 a- .0183' `: 1 �Wind'J Seismic Com nson - �_. °' ,r _h •�,' :� ..:o- -. L _r { ."`1 %xr.n,I rF'u z"'§.s7 r - a < Wind.Pressure• 7 f`:, ,� rr'`.. ? ,'_156u; ax 'j '' K 155 '3 ._ s '< i'iYk}`'`. .+, l Lt tAb 'v n L's"' f x t `•�: smicTorce' t:'�-s., s.t; :s._ 'x188": ?.. c:: ar.103 Govemiri Force I 198 _ rr 103' ' . ovemmg'force,: r Seis;: r,.;Wind Wind ,Bels .x..,•Wind •W , Wind:y ;:Wirid . :KWind < J�-Wind r rte. r Diaphragm Chord Tendno Chord Teiislon ' CodO Allow 16d ?;16 O:Cs ' lbs 83665 Y x 804 1 jpAdItlona BOX al s'.. eq'c!.,..,,'-,,, r> },VZ ,� t r _ a i- "y N j "'• s Y s ,sl',tS•F. `*'"'. +3r rk e,. 's<. t ? , ^* - :. nV,- d ', tion Yr : A C B + C , ` V.Shear^atGnd=Cine.#- unds .,P'. i v la ragm:S ear p n 70 ZO. 56 56 =' Shearvrall analysis'ReTererloe w211�by Column/Grld and Wall�ldumber (ie.VWdll12 'grid t yell 2) " ? . Length of Wallf%I�`+ZS = 7t 4 dpi f 4.0 ' , : `4:0 •c: Wall r 4.0 14.0 r r , Length`of #2 " ' 4.0 `t 4.0 4.0 p Length of Wall #3 w r'' x !� E4.0 ° 4,0 Length Tof Wall #4` ss' , 3� � x! J to •; 4 u fi j 6 � ` v � '' a.• " K j Length of Wall ff8, i F d , • ' o `, Length Of Wait #7 x t r ,.110 m v ,n y •' m r . 5 ` e, , - Lerigthiof Wall �r� ,, Lam' rn rn:v � .- °'; rr Length'of Wall r 'Sr sr 's M m Length of Wall #10 p a1 O 'v A a E.Shearwall Leri the ' , . v: nrtS ear p, - � < � .. ::�. ,•� . z... •_. .. ,369` 268 ,rr. +. t 141....: 282. � .:r.r. - "r .; ,r. r'fs : F '. Special Notes c `' . To be conservative. the oarace'is modeled is a separate block so that shear to line A is more reali§tic. . •. J f � - "� i y, i{ y. t 1. - ` - Page 4 9834 - Standard Plan ' " f `' f 11/11/98' 12:17 PM ";p..w„y �• . "i " ' �` J '� �" �-. f 1•�e�d M III I _4 t 9 5� j� _"y. ' ,eelx- Aw d ,y, . - - � 7 ��` �r 9 ' Fd . - 6•f�• 'p' . ,.. fZ'f Shear Wa11 Number R eY t 2 d 1' A ..! Grld� Line (Direction l Column;,,F�•�F: r 1.0 2.0 2.0 3.0 3.0 -3.0 3.0 A A A -1.0 1 2 1 2&3 `. 1 2 3 1 2 `' 3 WaIGSectlOri at Grld;Llne ,'t Fa.ming Wood Wood Wood Wood Wood.' Wood Wood Wood Wood =' Wood 8.00 8.00 8.00 8.00 8.00 8.00 8.00 8.00 8.00 8.00 8.00 _8.00 8.00 8.00 8.00 8.00 8.00 8.00 8.00. 8.00 8.00 8.00 8.00 8.00 8.00 8.00'. 8.00 8.00 8.00 8.00 Height• ci lateral Load or Drag as ,< Lateral U6kraced Height ; Plate tioPlate Height.-; rF Shearwall Plot Information 20.00 20.00 66.00 '66.00 66.00' 20.00 - 38.50 62.00 Note: Origin fnaoviierleft'corer ` Start:X oordlnate " ? t r 20.00 20.00 66.00 66.00 66.00 24.00 42.50 66.00 18.00' 28.50 - 13.00 28.50 32.50 32.50 32.50 3.00 22.00 6:00 32.50 4.00 17.00 '32.50 32.50 32.50 32.50 3.00 4.00 4.00 4.00 4.00 4.00 4.001, 4.00 End'k,'Coor.dinate ? ; x Shift-Y,coordina End>Y;-,Coordinate:'; }rtk. `= she-a'arwa1U.Mdtfi:.;, f" Vxr., , .:; �. -16.00 - .4.00 Governing*.Force Eriter 0 85 for Seismic and ,1 0 tor. V11ind ,;,. �(, 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.85 0.85 0-85 .20 20 20 20, 20 '20 20 20e - 20 20, Roof l)eadLoad ilRD,Wo A a;"; Exterior WaII Dead Load (NUDE) �%-�� 20 20, 20 20 20 X20 20 20 20 20 260.00 368.00 -368.00 300.00 300.00 300.00 270.00 270.00 270.00 - ' ' AppliedLaterahLoad (v "Ifoo260.00 Replacement or additional=Drag _� �, Roof:or Floor TNbutary Area to y,.� `ice ` t` in feet:. 2.00 2.00 2.00 2.00 2.00 2.00 " 2.00 -16.00 16.00 16.00 resist'u lift _ 7:......„,,..; . Applledaoad Icif-j eader'at left of ; shearviraIt in units ' ;r< ; Applied load:for=headt a. right`o; 4 sh6i.walf.in, ands:>_i %= r> _ She'arwall?Ratio. 3 ,_ Y f .>.,, _..` =2:67;s< ::2:00 : -1:33 =. i2:00: = i ;r 2 00;:=' ;," 2:00' Z:00 =; =;':::200 -= r :2.00 Total;Lateral.+ Drag -" Y; >>'+2604 368 x368 `:300 ;'° 300. _}a300 _ 270`- (plf) w.<� � .n ;260 .:: . _ ._. j,,270 - , .�---270'.< Weight of"Shearwall-in; pounds,;{ x 480t,.a `;640 :. 960 <640 640.::= ;640 , 4 3A 640 ' f7640 Weigh of Roof/Floor above wall in r Ns fl f� � y i .. y, ` ss40<r;,_40's If ..y.,p�1+ ,40 -+ _,�, ,. .... } -:R -7.� �'+'"s,'`'•+�i'r ?,.y° '"`t ^•y'" •,y. .,�r_'�$c .f ti4. ^' •.-. �'i. -fin,-•:•c« "4.. �A Y � R &'' 8 ' ^ 'pry :� t'c� ..�'��,�Y �� .si}yS^� "' Overturnin Moment ft=lci s ^40=* .13` Z8 ;.18:: x;15' � , '-� _.. , a� �'� .btu•" ,Yr 1 x,�"a• � i� ' n'ic a �..a �• «- � Resisting Moment at Rlght5lde o; 91 Resisting Moment -at Left Slde of .a, .. .. .x-xt -- �d 1` ,4+-'"ck.'^.rte .', 2y...,.� 3 w3 r`sr3; Wall s;=_,�'.� ,..,_2 K, .4 r.. u2.2:. :2 y we 2 ON A 10 ,uz x. v*3"�� f P•. Is":HD;atComer..T1;:Yes;O.="No-°_ 1 0 1 0 1. 1 1 1 1 1 HD HD HD HD i HD HD- HD HD • HD HD ' Enter Simpson HD,PA or FTM r Uplift at Right sideof.walRin.lbs ; ;: :3;722"'. t.' 3393 4425 4911: 3955 :3955 "<3955' • °:17.13: ; 1.713: : -'1713.: Holddown Required'=;'- }fir HO ' H_ D5A°� ". = HD6A HD6A v HD5A IiDSA:: HD5A HD2A� �= HD2A HD2A , = _ .. Is HD afdorner? 1r'Yes-0No,,A 0 1 0 ,0 , 1 1 1 1 1 1 HD HD HD. HD HD HD HD HD 'HD HD Enter. Simpson': -D `PA"o'r.`FTM; Uplift at Left side`of wall In:Jbs` x• _;..372Zw <.:3393.::. 4425 :. -491.1 :: _ :3955'_:3955?` _ 3955:' 1713 > 1713x_ { 1713'-. HOlddown Required.. ,'.. HD5A j m clow HD6A: ,.: IiD6A HDSA , t' = HD5A'; HDSA ? ` HD2A � ' HD2A ,:> HMA7 - � .,�� U� Y`I?f.�r�....-.^•'5"' a,xv''-{y„+F-2,:a.«. ,r'= a _.�.a. �: a Y�' .U+�.-,3`'"-,12...c','..'Ft'z. :Soleplate-Ttiickness`(actiial?= inj 1.5 1.5 1.5 • 1.5 1.5 1.5 1.5 1.5 1.5 1.5 .112 112 112 +1/2 • _ i 112 1/2 112 112 112 112 Diameter-ofAnct Capacity per boltan pounds ,; 1'265-,x;:1;265 ? ':1';265 3:1;265•:•: � 1,265; Total Base:Shearof-Wal1(Ibs)- 4:;869; :,;1;159. ;::2;387 ::1;591:.:: ` •1;319= 1;319 1;319 x_1,199: ' .1,199'x. x;1;199: - Spacing,of`.Bolts:in lnches'�� -.�;. " ..c48' , . . `!48. - s: 3Z .32, x:42:; ; _> 42 , MIn:Numberr ui�edM '� i _ :.2g T: ,:.'.2 ;3= ; .h.M 2 :2: 2._ 2 2= 9834 - Standard Plan Page 5 11/11/98 .12:17 PM Gr1d Llnes(Dlrection !Column fl ;:.[.F�r a �(� r L$ 3 a s z� f v x f a S to sJ ?3r.x t f kysn'3l Ti 1 � x ih �� y t r y� � _ t e�f .-.., �Si�•,':> '<-� s -t�s 'l g 1.7 a ��°1 i c r vss• i- 'i v� �? £ i c'r��7 Une ., "� ...•... _ 1-•..� �' ...h �: ;�'�',� .�"` n" ,>.:: a-'`; .:: •-.1 u>"i? xw~1 � �. , �,..,2<- �< ; 2t ^�� i 3r � I � 3 � � " �'�- �:� `�� A '''�`.A �• �` A . vv�a Grid Unm4.= 1 2 1 =283„ = 12.. 3`..:.,. ' Wa11 Thickness'. n`;Inches y ::,_. _ - 3.0 3.0 .3.0- 3.0 3.0 3.0 , um co i es s Y!�!w w. �c Hess actwn 15132. 15132.. 15132 15132 "': 15132 15132 • 15132 15132 15/32", 15132 Sizeof;Nalh 1�;,�� 3. ��....:..: ,.. 8d_ .. x- ,.. �8.d � .;•.��8d - • -- d : � : ,�s ��:- • ."4:i 3^l: ,�J' S' P :T,i 'rA.: ,a,.�p.•,1 .eJ:J;`i S cin 'ofNalhn PI' ;ood°:Ca c '�"°If��`<M��-. Q' :`.`430 430, , .:rK550 i:.F550 `.','r•-;550,a�; ;�:f550°�'..:�:.�b50.t, .;430 ��$430,�� ;!t30..':;:; , - Effective.. :net Thickness>. as < ',05351..,0:535 _;:0:535. =h0535> ::0.535x; Rs0535 Ca `ac r Hall :, , . ' r 130. " s` Fa 30 ;",:.: �x� 123 =.123`: , �; 2100 _ � t; 100: _,:..100 ° . _ X135 �� 135 ? SO - l". :.. Nail':deforinatlon "en lnlft : �� ,.0 027r":: ,0,'.027 x,0:023 0.023 ' =0 018 TM =.Q 018„ fi 0.018 k:0 02Tl, g`-' 02T� 0:02.71:: Modulus of Ri ' id' sl -: ffY :. 90 000. ;90'000 ` ,,90'000 > 90 000; =<90 000 : 00'000 X90;000 ';`90,000 ;-a 000 90.`000:: ElastiC;Modulus 0i . 3 3 E+07:, .-3 E+07.:3 E40T ?3 E*OT...3 E+07 ,3 E*OT . 3sE+0T 3'E+07- _l.E+.07 �3 E+0T " ` Area of End. post (assume 3 5 � 3 r q ;' N hr. K Ri.sYr 42 tkN \/ y� 'vft`.s: L" , c'3 , - r„ S. �,N X r �1. >t.e - . «. c+ .•-,alt N' ,�� TIG' 3 '� f t�"" 'F• atY✓'f+. e F�,« ,s-iyy'�`'' r - ,7� _ `teiAa}.+x 1 :xe.3.. is,K nId i :? r; ? Yfq" fi.:f'ax is o f ✓ iTt r minimum W< 1�1 ''Xtfi1C�(r1eSS Of i � � . � s=�•S, rf "� � r ria-�a..�� .�,::,a.��a�, l ,,�. � �,nl�as.�' ;�.• ,, � ., c�`��;,- E"�` ,�h"��'':e ::; r r ..�:,}}, wal '= s in: 71 z:. 11 ,11 11Rf ;�:.'<:^s.'N,'., r - �bi.F�', `�'�.. c• y:+n�. - tx}%-) � '�`�'.�r .t.s-�xl'v" -+� - - c�ec-T:''-r't,t`P ''- { �'; F �"�' 2'�.�u� � a � a,��+,., J T�-. P.� .11 �'<' . � rr 'y3-�4,rti�y?�, . Anchorsne deflection _ra;,; h 9u ausnry � (Assumes'SlmpsonrHD series) �; 1 t4 : �..p t f�:. _......, 3>,:,. ?.�0 067.. 0067J.,D.041 NOMINEE �x'i 'fd�-.�^1'?-<.`�-'a _.e SM .�. �. r".' Allowable Dcift In '- s z, 0'48, 0:48,; �' 0:48 :0 48 0:48x;_4 7..0:48' `0:48 048 -+m0048 ' .. ActualDrift(m)7..`:29,:ti 029;r 8,0;25 ,;0.26a_;r0.24.,;,rOc24'-, 0:24. x.}0.28 "`028f!:= .x028°< _•: • •�• �.. � i 1fst 1P i 9834 = Standard Plan' Page 6 r " '11/11/98' 12:17 PM L I! 1 . . \• ,l : �y" .. Ali if a�.�•,-. +t-'�' '4'..-:.,�`uo 'bks: Y'kn�yPj .,a a - --s. �j� ;�yE •�* .7^n,:.�,:rt y ''�,,�"":'w•�' i'� �'=�ij�y�w+a`r. t '6'r`>y�g•Y �,`,'�L%•�'¢' e�i"'s +l= s �'��j _ �ci'vrmaNa• - «, a x::{Y , t�et'r'::a - r, s y.,i x r 1- v ..:*-. .�' � > f,�r � s 331.1 r � � x'ti :r°M�:?i: ? o-� . . s { '' is .-�'p n?i••• Gr1d Llnes(Dlrection !Column fl ;:.[.F�r a �(� r L$ 3 a s z� f v x f a S to sJ ?3r.x t f kysn'3l Ti 1 � x ih �� y t r y� � _ t e�f .-.., �Si�•,':> '<-� s -t�s 'l g 1.7 a ��°1 i c r vss• i- 'i v� �? £ i c'r��7 Une ., "� ...•... _ 1-•..� �' ...h �: ;�'�',� .�"` n" ,>.:: a-'`; .:: •-.1 u>"i? xw~1 � �. , �,..,2<- �< ; 2t ^�� i 3r � I � 3 � � " �'�- �:� `�� A '''�`.A �• �` A . vv�a Grid Unm4.= 1 2 1 =283„ = 12.. 3`..:.,. ' Wa11 Thickness'. n`;Inches y ::,_. _ - 3.0 3.0 .3.0- 3.0 3.0 3.0 , um co i es s Y!�!w w. �c Hess actwn 15132. 15132.. 15132 15132 "': 15132 15132 • 15132 15132 15/32", 15132 Sizeof;Nalh 1�;,�� 3. ��....:..: ,.. 8d_ .. x- ,.. �8.d � .;•.��8d - • -- d : � : ,�s ��:- • ."4:i 3^l: ,�J' S' P :T,i 'rA.: ,a,.�p.•,1 .eJ:J;`i S cin 'ofNalhn PI' ;ood°:Ca c '�"°If��`<M��-. Q' :`.`430 430, , .:rK550 i:.F550 `.','r•-;550,a�; ;�:f550°�'..:�:.�b50.t, .;430 ��$430,�� ;!t30..':;:; , - Effective.. :net Thickness>. as < ',05351..,0:535 _;:0:535. =h0535> ::0.535x; Rs0535 Ca `ac r Hall :, , . ' r 130. " s` Fa 30 ;",:.: �x� 123 =.123`: , �; 2100 _ � t; 100: _,:..100 ° . _ X135 �� 135 ? SO - l". :.. Nail':deforinatlon "en lnlft : �� ,.0 027r":: ,0,'.027 x,0:023 0.023 ' =0 018 TM =.Q 018„ fi 0.018 k:0 02Tl, g`-' 02T� 0:02.71:: Modulus of Ri ' id' sl -: ffY :. 90 000. ;90'000 ` ,,90'000 > 90 000; =<90 000 : 00'000 X90;000 ';`90,000 ;-a 000 90.`000:: ElastiC;Modulus 0i . 3 3 E+07:, .-3 E+07.:3 E40T ?3 E*OT...3 E+07 ,3 E*OT . 3sE+0T 3'E+07- _l.E+.07 �3 E+0T " ` Area of End. post (assume 3 5 � 3 r q ;' N hr. K Ri.sYr 42 tkN \/ y� 'vft`.s: L" , c'3 , - r„ S. �,N X r �1. >t.e - . «. c+ .•-,alt N' ,�� TIG' 3 '� f t�"" 'F• atY✓'f+. e F�,« ,s-iyy'�`'' r - ,7� _ `teiAa}.+x 1 :xe.3.. is,K nId i :? r; ? Yfq" fi.:f'ax is o f ✓ iTt r minimum W< 1�1 ''Xtfi1C�(r1eSS Of i � � . � s=�•S, rf "� � r ria-�a..�� .�,::,a.��a�, l ,,�. � �,nl�as.�' ;�.• ,, � ., c�`��;,- E"�` ,�h"��'':e ::; r r ..�:,}}, wal '= s in: 71 z:. 11 ,11 11Rf ;�:.'<:^s.'N,'., r - �bi.F�', `�'�.. c• y:+n�. - tx}%-) � '�`�'.�r .t.s-�xl'v" -+� - - c�ec-T:''-r't,t`P ''- { �'; F �"�' 2'�.�u� � a � a,��+,., J T�-. P.� .11 �'<' . � rr 'y3-�4,rti�y?�, . Anchorsne deflection _ra;,; h 9u ausnry � (Assumes'SlmpsonrHD series) �; 1 t4 : �..p t f�:. _......, 3>,:,. ?.�0 067.. 0067J.,D.041 NOMINEE �x'i 'fd�-.�^1'?-<.`�-'a _.e SM .�. �. r".' Allowable Dcift In '- s z, 0'48, 0:48,; �' 0:48 :0 48 0:48x;_4 7..0:48' `0:48 048 -+m0048 ' .. ActualDrift(m)7..`:29,:ti 029;r 8,0;25 ,;0.26a_;r0.24.,;,rOc24'-, 0:24. x.}0.28 "`028f!:= .x028°< _•: • •�• �.. � i 1fst 1P i 9834 = Standard Plan' Page 6 r " '11/11/98' 12:17 PM L I! 1 I 9834 - Standard Plan Page 7 A 1/11/98 12:17 PM-,, , ShearrWall Number �:r� �-� `��'..'�"�-�'�1r't. �� 12, '. �' ` •� �� f�{ 14� 3��". `� �16:.A F ��'. 17 +��. �� "--�` �20.�� '. F:� , ,13� r "�15.. _ :. _:';,18#.,� _1,9 ; Grid Line (Din:ctton f Column -- r s , g "B C C q C C all Sectlonsat G�11 Line r 1 ; ( 2 ;1 . 2 , (. 3 4. • ;� r ;' Wood Wood ,Wood ,?Wood .: Wood Wood . Wood ",Wood Wood-�' Wood "4 8.00 8.00 8.00 • 8.00` 8.00 .8.00 , - 8,00 ; ,8.00. 8.00 " „, 8.00 8 00. 8.00'.. `y 8,00 ` . = 8.00 �8.00r "' ;, 8.00 , `} 8.00 8:00-, 8 00 "i8.00 .' Framing (Metal orrWood) r "� ' Height to lateral Load orDrag t Lateral Unbraced Height Yt Plate to Plate'Hoight F Y ,`�s� � � , 8.00. . 8.00 `.h ..'8.00 8.00., ; y 8 00 ,. 4- 8.00. + 18:00 • 8.0.0 j r 8.00 �v 8.00 z ', �, Shearwall Plot Information - 16.00 J ' X1.6 00 ,» 40.501. 62.00 , � ti4.00 '20.00. 4:00 . 20.00 44.50 66.00 F ,A .t } (22.00 , 22.00 - 22.00 # '-22.00 7 4.00: 4.00 4:00 .r'. 4 00 4 00 • .4.00 #N/A #N/A ` #N/A V . #N/A Note Ongin in lowerleftcomer` Start Xcoordinate $ , 4 End Xr Coordlnatei .1�,.. Start�Y -coordinate `, R End Y Coordinate "a`'� ShearvvallWidth rr Y , GovemingForceEnter 0 85 Seismic and,1 0 forWirid A.816 8,5 0.85 • -0.85 :. 0.85 0.85'1,0.85 0.85 0.85 .0.85,.'j 0.85 20 20 20 ! 20: 20. :r 20 - Z s 20 '20 , ;» 20 "' 20 Roof;Dead Load (RDL) If Exterior Walt D QlI'T ad (WDL) , ;, 20 20 20 -20 20 f 20 20 2;- 20', 20 -'141.00 pplled t ateral'LOad (vim in plf)� 141.00 270.00 - 270.00 270.00'. 270.00.-,'... . - Replacement'oraddltional iJrag �`- f ti y load Itis i - Roof or Floor,Tributary Area;to '' t if reslst:u Ilft in feet s�� s x x r. 11 00 11.00 16.00• 16.00 ::16.00 16:00 1 00 1'.00. .1.00 1.00 . (!: Applied toad'for header atieft .L.-" a,.•--`.psa.- Y;w <'(, •�l1� a, d /' In'. .r s. F + � ' . , ♦ shearwall un &K • Applied load for 1 g ifjif shearvvall ins � undsR'-�� '�, 1, $hearvyall_ Ratio " rr . Z 00x. , .2:00 ::=2:00 � ;200 , 2:00?: ;2:00. ' : N1A Total:Laterai + Drag;(pt17_., �. W141,.= , 141, ._;Z70 'ri =270:..-- ,270.:. c .270:. - VMAS p#.N/ALS 5,#N/AV ,W#N/A Weight of Sheanrvall in pounds .r R640 :. _ , 640' .,.,#RN/A M# N1A Weigh of RikiN 1 or abovewall in `220: F20 a. _ . _v MR Overturnmilv!6 nt ;ft=1iis .. _ b : < 5.: r"9 `:9 r, ; 8 ' `�w9 3 _.:#N/A.� !r#N/A r t #N/A4 ": #N/A., - _ �_ C � ;r,. .. . "^^Z Re`�iC`�vt� 'ts3' f >u>'G'• � •d .,..w,F`' It Ill Resistin Momenrat Rl ht 81de of g s ` ' r� � s'im7� r r� x �� lF s -Al r t - 3.:::.: 3. �,.) ,� 3, 3 ##N/A. #NIA N Wall;ir>r xs?x .3, :-r � M:3AN1A .:4 , �..# - Resisting Moment at Left - : .. .. ' .,% n a t �#`' Watl�in kt s. , � b �:� �;'� �: n.r. � €i' :. � 3.. z.: �.3._. � &• n r�• ..:'�.:3 � a 7R' 6 k . "c, •nc .... � 3"• �,.� ;, . �z`3 .. � �; -. ,.3 . , ., z+ , .T :. �•##IWA� . ;_, #ANIA_ ., y #NIA:=� . ,'#AN/A"": Is HD'at Comer? , HD '. HD .< . 'HD ,J•'HD' ;: HD HD HD, HD'' HD' ` HD Ente;Simpson_HD,,PA'orFTM Uplift at RlgFit skle, of walhiri Ibs'S 704 = ..704: ;>17..13 , > 1713:.:.; .1713 .. ti17,.13<; SMI/A . :#!(WA. Holddown Requiredr , u ' HD2*-' HMA .. FID2A tID2As; r H02A4 HD - HD' _ HD ':. � ' HD. HD'. HD ' ` HD. °; HD HD ";HD :_ _ Erit6 Simpson `HD, PA_or._FTM,, .; _` ,. _ , X704 704 „::.1713 ;.y;1,7.13 :..:.1713.:1713 _ a>/Az„ T .1/A .: ,iAV/A,r Uplift at Letf side otwail.in lbs.s,n HD2A`,`_�v HD2A, HD2A..:,;: HD2A HD2A<<'a # WA i!N/A, fRiVA '. HD2A�.�t; z �- _ ::QUA r $oleplate Thickness (actual= 1.5 1.5 1.5 "' 41.5 1.5 ' 1.5 - 112 112 112' 112' .•!112 112 112 _^ 112,' 112 ' . 112 - Diameter ofAnchorsBolt(in:)',.? .. Capacity per bolt inKpounds ,' % ;, , 1,265:: ,;1;265:.:,1;265: .,<_1;652 =.1,265 ; 1265, .;1;265'--X1,265; Total Base Shear Ot>Wail (itis)' 683° : 683rX11199 � 1,199% ^1.;199 S cl In;ancftes;:,_ ot�Bolts MlmNumbe� ufied��n_�"t"': �..... ' 2:..:: ,,.Zc ::- ..''r: Z ` < �:��•2 _� .�-2e ..�. �..::2;.- .. ::,##VIA _� �#MIIA ;��1/A �. '=t�UA�;' I 9834 - Standard Plan Page 7 A 1/11/98 12:17 PM-,, , 9834 - Standard Plan Page 8 11/11/98 12:17 PM 4SO Sheii.wall Number A., m 4 9:7 0. Grid Y7!!Dlrectlon I Column., "B C Line I Wall Section:at'Grid.'Uno"*'-.,.:,,.'.,.,�,,,.P,-c ,,, .. 0' 7 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 N umber of sides. sheathii� �7-7.7- 7 #N/A� -.-::#NIA 1,4 A. PlywoodThicWRe 15132 15132 M32 15132 15132 15/32 15/32 15132 15132 16132 Size of -:M - 8d:, ---;.,--:8& 11d. MIA' -:VN/A #N/A-'. MIA Spacing otNailind.� 6 k 6. -,1'6, MIA -:#N/A1 #N/A' Plywood,C,iocitV. lf"-,-.'�,.f--,-:,.-'..�'- : ---430-:.- VO- #N/A. '?:#N/A : #N/A = `. VNIA Effective pianifl Thidkness;:` .0.535 -10.53S `A535- - -0:535 •0.535 40.535 �'-#N/A'1:4N/A Capacity. pet nail 135*--'1-j35 -135 MA NIA 14NIA '1,-:#N/A N a i I'd eform ation."en intft 0.010.'- -.,.:O.OlO'-- '<O-.027:4-,..0.02T 4'0.027 .!-,0.027:- MIA. #N/A--:::;#N/A,. MIA - Modulus of igidis Rty, pf-� -.90,000 :90,000 -000, 10,000, 90 000 .90,000 :90, :90"000. -.10,00 W -9000 ,0 .90,000 Elastic Modulus -.3,.E+07 3:E407 :3.E+07.. :3eE+0T 3.E+07T,3!E+07 3'E4.07 3E4-07 -:3.E+07.: 3.E+07 Area of End post (assume 3.5" minimum .width x thickness 01 Wall) - sq.An. V. -1.1 Anchorage deflection (Assumes Simpson - Mo. series)0. t, 10.058 '058 .056 O.Ow, -:0. -'#N A ONW` �',-'#NIA MIA Allowable Drift in 0.48* 0.'48 0.48 OM - OM -0.48 0.48 0.48 ."0.48.- 0.48 O.w O-As 0--F- 0.28 .28: F75-28 7F28 ---7 #A 7jNIA NI MIA F- RNI#N/A:I 9834 - Standard Plan Page 8 11/11/98 12:17 PM Wood Stress Schedule Size Factor, Cf., ension--near.7 -j 0. Or �X �'rTk4.,.`5'Cdthlpression-' 3 �VQ "7 Visually ded,". di ',.tb*'G iC Bending Grain oto -G'tai ;';Peroendicular.."Elasticity L*00 ri Fb: (PSI), ��Ps rain''RSI 1.5 1.15 1.15 1.3 1.3 'C:j '�r:AX or.Ldss� -AeU8 1.2 1.2 1.05 1.15 0 21' and Deelper 1,450 1,000 95 625 1,900,000 S61e'":: "t 1 2" and Deeper 1,000 675 95 625 1,700,000 x4 2" and Deeper 875 576 95 625 1,600,000 u 2" and Deeper 500 325 95 625 1,400,000, N.A. 0 1.2 1.1 1 N.A. 2 Select Structural.,;F Posts 1,500 1,000 86 625 1,600,000 0.9 Posts 1,200 825 85 625 1,600,000 #2'� Posts 700 475 85 625 1,300,000 Select �rN,' Upt' li,r,ii Beams 1,600 950 85 625 1,600,000 #1Beams 1,350 675 85 625 1,600,0001 #2 Beams 875 425 85 625 1,300,0001 1 N.A. Glu Lam Unba'la s: 24F -V3 DF/DF 2,400 1,100 165 650 1,800,000 .n"1ce'd - "eZ,I-e,. BaIan6ed fo -Cnt-,24FV8 DF/DF 2,400 1,100 165 650 1,800,000 .s .Ornifievere Size Factor, Cf., 3 mF ,c :Member r actor .�2M 1.5 1.5 1.15 1.15 1.3 1.3 1.1 1.15 -AeU8 1.2 1.2 1.05 1.15 0 1.1 1.1 1 1.15 2x12 1 1 1 1.15 0.9 0.9 0.9 1.15 x4 1.5 1.5 1.15 N.A. k6 1.3 1.3 1.1 N.A. r,:�:-.-,-.54x8 1.3 1.2 1.05 N.A. 0 1.2 1.1 1 N.A. 2 1.1 1 1 N.A. -4Y.14 1 0.9 0.9 N.A. 4x118 1 0.9 0.9 N.A. 6x6 1 1 1 N.A. 6x8 1 1 1 N.A. woki 0 1 1 1 N.A. 1 1 1 N.A. :�=6x141 0.98 1 1 N.A. .6x16 0.97 1 1 1 N.A. 9834 - Standard Plan Page 2 11/11/98 12:19 PM r *• ' Nailing Schedule TABLE 234-Q - NAILING SCHEDULE No. Connection Nailing 1 Joist to Sill or Girder, toenail 3-8d 2 i 2-8d 3 1" x 6" subfloor or less to each joist, face nail 2-8d 4 Wider than 1"x 5' subfloor to each joist, face nail 3-8d 5 7'subfloor to joist or girder, blind and face nail 2-16d 6., Sole plate to joist or blocking, typical face nail 16d at .15' o.c. Sole plate to joist or blocking, at braced wall panels 3-16d per 15' 7 Top plate to stud, end nail 2-16d 8 s • 9 Double Studs, face nail 16d at 24" o.c. 10 Doubled top plates, typical face nail e ' Double top plates, lap splicer 8-16d 11 r Blocking between joists or rafters to top plate, toenail 3-8d 12 Rim joist to top plate, toenail 8d at 5' o.c. ZL 13 Top plates, laps and intersections, face nail 2-163 14 Continuous header, two pieces 16d at 15' o.c. along each edge r *• ' Nailing Schedule TABLE 234-Q - NAILING SCHEDULE No. Connection Nailing 1 Joist to Sill or Girder, toenail 3-8d 2 Bridging to joist, toenail each end 2-8d 3 1" x 6" subfloor or less to each joist, face nail 2-8d 4 Wider than 1"x 5' subfloor to each joist, face nail 3-8d 5 7'subfloor to joist or girder, blind and face nail 2-16d 6., Sole plate to joist or blocking, typical face nail 16d at .15' o.c. Sole plate to joist or blocking, at braced wall panels 3-16d per 15' 7 Top plate to stud, end nail 2-16d 8 Stud to sole plate 4-8d, toenail or 2-16d, end nail 9 Double Studs, face nail 16d at 24" o.c. 10 Doubled top plates, typical face nail 16d at 15' o.c. ' Double top plates, lap splicer 8-16d 11 r Blocking between joists or rafters to top plate, toenail 3-8d 12 Rim joist to top plate, toenail 8d at 5' o.c. ZL 13 Top plates, laps and intersections, face nail 2-163 14 Continuous header, two pieces 16d at 15' o.c. along each edge 15 Ceiling joists to plate, toe nail 3-8d 16 Continuous header to stud, toe nail + 4-8d 17 Ceiling joists, laps over partitions, face nail 3-16d. per 16'. 18 Ceiling joists to parallel rafters, face nail 3-16d 19 Rafter to plate, toenail 3-8d 20 1': brace to each stud and plate, face nail 2-8d 21 1" x 8" sheathing or less to each bearing, face nail 2-8d 22 Wider than 1" x 8" sheathing to each bearing, face nail 3-8d 23 Built-up comer studs 16d at 24" o.c. • 24 Built-up girder and beams 20d at 37o.c. at top and bottom and staggered 2-20d at ends and t at each splice. a 25 7'planks 2-16d at each bearing 26 Wood structural panels and particleboard (2): Subfloor, roof and wall sheathing (to framing): 12" and less r 6d ref. note 3 19/37' to 3/4" 8d (ref. note 4) or 6d (ref. note 5) 7/8" to 1" 8d (ref. note 3) 1 12'to 1 1/4" - r - tOd (ref. note 4) or 8d (ref. note 5) Combination subfloor-undedayment (to framing): 3/4" and less 6d (ref. note 5) 7/8" to 1" 8d (ref. note 5) 11V to 1 1/4" 7 . r 10d (ref. note 4) or 8d (ref. note 5) 27 Panel siding (to framing): + 12" or less _ s • 6d (ref. note 6) 5/8" 8d (ref. note 6) 28 Fiberboard sheathing 7 . 1/7, No. 11 ga. (ref. note 8) ? 6d (ref. note 4) No. 16 ga. (ref. note 9) 25/37' No. 11 ga. (ref. note 8) 8d (ref. note 4) No. 16 ga. (ref. note 9) 29 Interior paneling < 1/4" s 4d (ref. note 10) 3/8" 6d (ref. note 11) " e ° 1 Notes , - ,. • , ". ' 1 Common or box nails may be used except where otherwise stated.- ' Nails, spaced at 6 inches on center at edges, 12 inches at ` intermediate supports except 6 inches at all supports where f +- . • . ' , 2 ` e spans are 48 inches or more. 4 • x 3 Common or deformed shank 4 Common or deformed shank i. �• 'S Deformed shank r +. A `. 6 Corrosion -resistant siding or casing nails.., • Fasteners spaced 3 inches on center at exterior edges and 6 7 ' inches on center at intermediate supports. • ' Corrosion -resistant roofing nails with 7/16 - inch - diamter head and 1.1/2 -inch length for 12 -inch sheathing and 1 3/4 -inch -8 length for 25/32 -inch sheathing. •- x r If r r 1/8 -inch length fo 12 inch sheathing and 1 12 -inch length for 9 25/32 -inch sheathing. Panel supports at 16 -inches if strength axis in the long direction f ' of the panel, unless otherwise marked. Casing or finish nails rt ' spaced 6 inches on panel edges, 12 inches at intermediate 10. supports. ;•` Panel supports at 24 -inches. Casing or finish nails spaced 6 i 11 inches on panel edges, 12 inches at intermediate supports. 9834 - Standard Plan Page 11 11/11/98 12:19 PM , ` r " e ° 1 Notes , - ,. • , ". ' 1 Common or box nails may be used except where otherwise stated.- ' Nails, spaced at 6 inches on center at edges, 12 inches at ` intermediate supports except 6 inches at all supports where f +- . • . ' , 2 ` e spans are 48 inches or more. 4 • x 3 Common or deformed shank 4 Common or deformed shank i. �• 'S Deformed shank r +. A `. 6 Corrosion -resistant siding or casing nails.., • Fasteners spaced 3 inches on center at exterior edges and 6 7 ' inches on center at intermediate supports. • ' Corrosion -resistant roofing nails with 7/16 - inch - diamter head and 1.1/2 -inch length for 12 -inch sheathing and 1 3/4 -inch -8 length for 25/32 -inch sheathing. •- x r 1 Corrosion -resistant staples with nominal 7/16 -inch crown and 1 1/8 -inch length fo 12 inch sheathing and 1 12 -inch length for 9 25/32 -inch sheathing. Panel supports at 16 -inches if strength axis in the long direction f ' of the panel, unless otherwise marked. Casing or finish nails rt ' spaced 6 inches on panel edges, 12 inches at intermediate 10. supports. ;•` Panel supports at 24 -inches. Casing or finish nails spaced 6 i 11 inches on panel edges, 12 inches at intermediate supports. 9834 - Standard Plan Page 11 11/11/98 12:19 PM , a r Shear Wall Schedule ' Shearwall Schedule For The: �S e o d 7 'J V N Z C V c o �_ y :�' A O d c �� dl R O C W - J ma_ m �' d V N Ca C O W- o d a .. a l0 ,�. ' d !0 . J3^ R ca _ d "" L V3 .0 d ca �.; O d v R t Z y y OJ !0 y 3- - y ^. ��.. c� y W d m o� U'—� �Yt — v 61 - a• C ay A H _ �' y p d m V 0`5, z i V a# - �,y O t •- V I�Q^� d` a� �- �C $. O rr , �j E� Z Y3 c$ H a ,� 2 E.ML �a 0 a`°► .. t O O D/ o m A Z Q �� H _; d .+ c V Y b H N ° d y Q Nail Spacing (edge:fleld) 1 1 1 3:00 260 3 3722 HD5A 3722 HD5A 1 1/2 112 48 2 2 15/32 1 8d (6:12) 2 1 2 4.00 260 3 3393 HD5A 3393 HD5A 1 1/2 112 48 2 2 15/32 1 8d (6:12) 3 2 1 6.00 368 3 4425 HD6A 4425 HD6A 1 1/2 112 32 3 4 15132 1 8d (4:12) 4 2 283 4.00 368 3 4911 HD6A 4911 HD6A 1 1/2 112 32 2. 3 15/32 1 8d (4:12) 5 3 1 4.00 300 3 3955 HD5A 3955 HD5A 1 1/2 112 42 2 2 15132 1 8d (4:12) 6 3 2 4.00 1-300 _ 3 3955 HD5A 3955 HD5A 1 1/2 112 ' 42 -2 2 -15132 1 8d (4:12) 7 3 3 4.00 300 3 3955 HD5A 3955 HD5A 1 1/2 112 42 2 2 • 15132 1 8d @ (4:12) 8 A 1 4.00, 270 3 1713 HD2A, 1713 HD2A 1 1/2 112 48 2 2 15/32 1 8d @ (6:12) 9 A 2 4.00 270 3 1713 HD2A 1713 HD2A 1 1/2 112 48 2 2 .15132 1 8d (6:12) 10 A' 3 4.00 270 3 1713 HD2A 1713 HD2A 1 1/2 1/2 48 2 : 2 15/32 1 8d (6:12) 11 B 1 4.00 141 3 704 HD2A 704 HD2A 1 1/2 1/2 48' 2 1 15/32 1 8d @ (6:12) 12 B 2 4.00 141 3 704 HD2A 704 HD2A 1 1/2 1/2 48 2 1 15/32 1 8d (6:12) 13 C 1 4.00 270 '3 1713 HD2A 1713 HD2A 1 1/2 112 48 2 2 15/32 1 8d @ (6:12) 14 C 2 4.00. 270 3 1713 HD2A 1713 HD2A 1 1/2 112 48 2 2 15/32 1 8d @ (6:12) "5. C 3 4.00 270 3 1713 HD2A 1713 HD2A 1 1/2 1/2 48 2 2 15/32 1 8d (6:12) 16 C 4 4.00 270 3 ' 1713 HD2A 1713 HD2A 1 1/2 112 48 2 2 15132 1 8d @ (6:12) Page 9 11/11/98 12:18 PM 9834 - Standard Plan Page 9 11/11/98 12:18 PM Shearwall Layout Results Ratio = 0.8221 "+ Dennis S. Wish PE 0.9917 Title :;TYPICAL BEARING HEADERS Job # Mmax @ Center in-kl Dsgnr: Dennis S. Wish PE Date: 12:42PM, 11 NOV 98 Structural En ineerin Consultant 9 g 88.20 Description : Typical Maximum 4x and 6x headers 54-625 Avenida Bermudas It 1.50 La Quinta, California 92253 _ 3.50 Scope: Maximum capacity 60D plf DL and 600 PLF LL for typical (760) 564-0884 psi 4a -U' wide bearing truss load. _ 1,194.7 Timber Beam & Joist ,. Page 1 psi 1,625.0 R,, 504001 1,375.0 1,250.0 ' L/Defl Ratio Description 4x TYPICAL DF #1 HE. Bending OK Timber Member Information Bending OK Bending OK fv : Actual psi IP TO 3••0" WID 3'-0" TO 4••0" W-0" TO 7•-0" 7•-0" TO 8' -0 - Timber Section 4x6 4x8 4x12 4x14 Beam Width in 3.500 3.500 3.500 3.500 Beam Depth in 5.500 7.250 11.250 13.250 Le: Unbraced Length ft 0.00 0.00 0.00 • 0.00 Timber Grade, ouglas Fir ' Larch, ouglas Fir - Larchpouglas Fir - Larchpouglas Fir - Larch, Fb - Basic Allow psi 1,000.0 1,000.0 1,000.0 1,000.0 Fv - Basic Allow psi 95.0 95.0 95.0 95.0 t Elastic Modulus ksi 1,700.0 1,700.0 1,700.0 1,700.0 Load Duration Factor 1.250 1.250 1.250 1.250 Member Type Sawn - Sawn Sawn Sawn Center Span Data 900.00 1,350.00 2,100.00 Span ftl 3.00 4.50 7.00 8.00 Dead Load #/ftl 600.00 600.00 600.00 600.00 -1 -4 4 Ieia Amnn Fm nn gn00 600.00 Results Ratio = 0.8221 0.9892 0.9917 0.9518 Mmax @ Center in-kl 16.20 36.45 88.20 115.20 @ X = It 1.50 2.25 _ 3.50 4.00 lb: Actual psi 918.1 1,188.8 1,194.7 1,124.9 Fb : Allowable psi 1,625.0 1,625.0 1,375.0 1,250.0 ' L/Defl Ratio 1,358.0. 1 Bending OK Bending OK Bending OK Bending OK fv : Actual psi 97.6 117.5 117.8 113.0 Fv : Allowable psil 118.8 118.8 118.8' 118.8 Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 900.00 1,350.00 2,100.OD 2,400.00 LL lbs 900.00 1,350.00 2,100.00 2,400.00 Max. DL+LL lbs 1,800.00 2,700.00 4,200.00 4,800.00 @ Right End DL lbs 900.00 1,350.00 2,100.00 2,400.00 LL lbs 900.00- 1,360.00 2,100.00 2,400.00 Max. DL+LL lbs 1,800.00 2,70D.00 4,200.00 4,800.00 Deflections Center DL Defl in -0.013 -0.029 -0.046 -0.048 L/Defl Ratio 2,715.9 11843.2 1,829.6 2,002.5 Center LL Dell in -0.013 -0.029 -0.046 -0.048 L/Defl Ratio 2,715.9- _ 1,843.2 1,829.6 2,002.5 Center Total Defl in -0.027 -0.059 -0.092 -0.096 Location ft 1.500 2.250 3.500 4.000 L/Defl Ratio 1,358.0. 1 921.6 914.8 1,001.2 Dennis S. Wish PE Title: Job TYPICAL BEARING HEADERS # Dsgnr: Dennis S. Wish PE Date: 12:48PM, 11 NOV 98 Structural Engineering Consultant Description : Typical Maximum 4x and 6x headers , 54-625 Avenida Bermudas La Quinta, California 92253 scope : Maximum capacity 600 plf DL and 600 PLF LL for typical (760) 564-0884 40'-0" wide bearing truss load. Timber Beam & Joist Page 1 504MI Description 6x TYPICAL DF #1' HEADERS ; Timber Member Information IP TO X-0" WID . 4'-0" TO 7'-0" 7'-0" TO V-0" 9'-0" TO 10'-0" Timber Section 6x6. 6x10 6x12 6x14 Beam Width in 5.500 5.500 5.500 5.500 Beam Depth in 5.500 9.500 11.500 13.500 Le: Unbraced Length ft 0.00 0.00 0.00. 0.00 Timber Grade ouglas Fir - Larch, ouglas Fir - Larchpouglas Fir - Larchj)ouglas Fir -.Larch, Fb - Basic Allow psi 1,000.0 1,000.0 1,000.0 1,000.0 - Fv - Basic Allow psi 95.0 95.0 95.0- ' 95.0 Elastic Modulus ksi 1,700.0 _ 1,700.0 1,700.0 1,700.0 Load Duration Factor 1.250 1.250 1.250 1.250 ' . Member Type, Sawn Sawn Sawn Sawn Center Span Data . Span ft `4.00 7.00 9.00 10.00 Dead Load #!ft 600.00 600.00 600.00 600.00 Live Load #/ft 600.00 600.00 600.00 600.00 Results Ratio = 0.8309 0.8529 0.9621 0.8733 Mmax @ Center in-kl 28.80 88.20 145.80 ` 180.00 @X= ft •2.00 3.50 4.50 5.00 fb : Actual psi 1,038.6 1,066.1 1,202.7 1,077.4 Fb : Allowable psi 1,250.0 1,250.0 1,250.0 1,233.7 Bending OK Bending OK Bending OK Bending OK tv : Actualpsi 92.4 93.6 101.4 94.1 Fv : Allowable psil 118.8 118.8 118.8 118.8 Shear OK Shear OK Shear OK Shear OK Reactions 1,200.00 2,100.00 2,700.00 3,000.00 Left End • DL lbs LL lbs 1,200.00 2,100.00 2,700.00 3,000.00 Max. DL+LL lbs 2,400.00 4,200.00 51400.00, 6,000.00 Right End DL lbs 1,200.00 2,100.00 2,700.00 3,000.00 LL lbs 1,200.00 2,100.00 2,700.00 3,000.00 Max. DL+LL lbs 2,400.00 4,200.00 5,400.00 6,000.00 - Deflections • Center DL Defl in -0.027 -0.049 -0.075 -0.070 L/Defl Ratio 1,800.5 1,731.3 1,445.0 1,704.1 Center LL Defl in -0.027 -0.049 .. -0.075 -0.070 UDefl Ratio 1,800.5 1,731.3 1,445.0 1,704.1 Center Total Defl in -0.053 -0.097 -0.149 -0.141. Location ft 2.000 3.500 4.500 5.000 UDefl Ratio i900.3. 865.6 722.5 852.0 Cit of LaQuinta' Building and Safety Department This Certificate issued pursuant to the requirements of Section 109 of the Uniform Building Code, certifying that, at the time of issuance, this structure was in compliance with the various ordinances of the City regulating building construction .or use. -For the following: BUILDING ADDRESS - 52 -120 AVENIDA VELASCO Use Classification: SFD _ Bldg. Permit No.- 9810-108' Occupancy Group: R 3 Type of Construction: VN Land Use Zone: RC Owner of Building: BUILDING .HORIZONS Address: 42-600 COOK STREET # 102 City: . PALM DESERT, CA 92211 By: STEVE TRAXEL _. Date: 7-19-99 Building Official POST IN A CONSPICUOUS PLACE HAMMER PUMPING INC. JOB INVOICE P.O. Box 2448 CATHEDRAL CITY, CALIFORNIA 92235-2448 1761D) 36n - 744R (760) 321- 7448 CUSTOMER'S ORDER N0. DATRDt ORDER TAKEN BY DATE PROMISED D A.M. D P.M. BILL TO PHONE ADDRESS MECHANI .n CITY HELPER JOB NAME AND LOCATION q D DAY WORK DESCRIPTION OF WORK - �� e�•s„J'C-"F"°l. A __,...1.� :.�_/9 /. /ra D CONTRACT D EXTRA of-c<� �� t� 7' QUANT. DESCRIPTION OF MATERIAL USED PRICE AMOUNT - Gallons �!?6cumping Fee per 1000 gal. " Dumping Fee per 1000 gal. o Out of Area Fee Locating / Opening Fee (per hour) Size System: A SERVICE CHARGE OF $20 WILL BE DUE ON ALL RETURNED CHECKS. 18% PER YEAR WILL BE CHARGED ON PAST DUE ACCOUNTS OVER 30 DAYS. HOURS LABOR AMOUNT TOTAL MATERIALS MECHANICS @ HELPERS @ TOTAL LABOR I hereby acknowledge the satisfactory TOTAL LABOR completion of the above described work: TAX SIGNATURE DATE COMPLETED TOTAL