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SFD (14503)i . CITY W LA QUINTA DEPARTMENT OF'PLANNKG & DEVELOPMENT BU�DiN�SION HOUR NOTICE FOR INSPECTIONS yoFL44 A 777-7153 JAN is �� Ministrelli Development ucu Contractor e 14503 Pwn* Number POST ON JOB IN CONSPICUOUS PLACE INSPECTOR MUST SIGN ALL APPLICABLE SPACES JOB ADDRESS 50.- 2 4 0 Fox Run SFD Permit does -not include block wall or pool. TYPE OF INSPECTION DATE" INSP. FOUNDATION & SETBACK .FOOTING STEEL MAIN GROUND SYSTEM GROUND PLUMBING LC PRE-GU_NITE DO NOT POUR CONCRETE UNTIL ALL ABOVE HAS-BEEN SIGNED CONCRETE SLAB JOISTS &GIRDERS ELECTRICAL GROUNDWORK. DO NOT POUR CONCRETE UNTIL ALL ABOVE HAS BEEN SIGNED ROUGH ELECTRIC ROUGH PLUMBING ROUGH GAS & GAS TEST HEATING & VENT- A/C FIREPLACE ROOF Zi f BOND BEAM O.K. TO WRAP GROUT ❑ 4' ❑ 8' FRAMING INSULATION PRE -ROOF COVER NO WORK UNTIL ABOVE HAS BEEN SIGNED' DRYWALL INTERIOR EXTERIOR LATH r: POOL PRE PLASTER POOL FENCE & GATE SEWER SEPTIC TANK /:- G►-. ✓s/ - i�Li"moi z/ C" C/6' ELECTRICAL PLUMBING HEATING - A/C 4!88 ABOVE APPROVALS DO NOT INCLUDE RIGHT TO . TURN ON UTILITIES OR OCCUPY BUILDING DESERT SANDS UNIFIED SCHOOL DISTRICT 82-879 Highway 111 NOTICE: Indio, CA 92201 Document Cannot Be Duplicated 619-775-3500 Date 1/13/95 Type of Permit JLaQuinta No: 13259 Permit # Log Owner Name Minstrelli Development No. 54-240 Street Fox Run city La Quinta Zip 92253 Study Area 117 APN # Tract # Lot '# 0 Square Footage 1 Type of Development I Single Family Residence I No. of units Comments Grandfathered Clause. Fees transferred from Compliance Certificate #12888 address 79140 Co)zotp CrppkTa Quin}a. CA 92253 At the present time, the Desert Sands Unified School District does not collect fees on garages/carports, covered patios/walkways, residential additions under 500 square feet, detached accessory structures or replacement mobilehomes. It has been determined the above-named owner is exempt from paying school fees at this time due to the following reason:- -- Under Mitigation Agreement EXEMPTION NOT APPLICABLE This certifies that school facility fees imposed pursuant to Mitigation Agreement in the amount of 0.00 x 0 or $ 0.00 have been paid to D.S.U.S.D.. for the property listed above and that building permits and/or Certificates of Occupancy for this square footage in this proposed project may now be issued: Fees Paid By N/A Telephone . Name on the check w By Dolores A. Ballesteros Superintendent Fee collected /exempted by Pauline Pearson r� Signature Qk A aU Q Atj1 r� N A ,Chtieck No. / Collector: Attach a copy of county or city plan check application form to district copy for all waivers. Embossed Original- Building Dept. /Applicant, Copy - Applicant/Receipt . Copy - Accounting L—SERT SANDS. UNIFIED SCHOOL 82-879 Highway 111 NOC Indio, CA 92201 Doc - t Cannot Be Duplicated 619-775-3500 .STRICT Date 6/16/94 Type of Permit No. 112888 Owner Name Ministrelli Construction 701 An Street Coyote Creek City La Quinta Zip 92253 Study Area 124 APN # Tract # Lot # 0 Square Footage 1 Type of Development I Single Family Residence No. of units Comments Grandfathered Clause At the present time, the Desert Sands Unified School District does not collect fees on. garages/carports, covered patios/walkways, residential additions under 500 square feet, detached accessory structures or replacement mobilehomes. It has been determined the above-named owner is exempt from paying school fees at this time due to the following reason: Under Mitigation Agreement EXEMPTION NOT APPLICABLE This certifies that school facility fees imposed pursuant to. Mitigation. Agreement in the amount of 628.00 X 0 or $ 628.00 have been paid to D.S.U.S.D. for the property listed above and that building permits and/or Certificates of Occupancy for this square footage in this proposed project may now be issued. r Fees Paid By Ministrelli Construction Telephone 564*1849 Name on the check By Dolores A. Ballesteros Superintendent Fee collected /exempted by Vickie J. Durrett Payment Received Signature ��L 1.. �%� L'ti Check No. 1839 Collector: Attach a copy of county or. city plan check application form to district copy for all waivers. Embossed Original- Building Dept./Applicant Copy - Applicant/Receipt Copy - Accounting IAA `1Ministrelli-Painted Cove;- Inc. Addregg 50-445 Mountain Shadows Rd. Contractor Owner Ministrelli Construction Co.. dob' Addregj 50.-240 ,.Fox Run This form shall be posted on the job with the guilding th6pection Card at all times in a conspicuous place4 It is the responsibility bt the General Contractor or the owner/Builder to monitor the sub=cohtractofd that'dt@ on this litlt aro the hfimo persons performing the work, Any changed of this 11ht Mustbo apprbved by th@ CAY of La Quinta Department of Building and Safety prior to work being perfbrtned by a changed flub -contractor. Failure to comply will result in d stbppage bf Wdrk and/tit the vdidahed of building permit. TRADE GRADE/ . EXCAVATE PIPELINES CEMENT/ FOUNDATIONS CEMENT/WALKS. & DRIVES ASI?EIALT FRAMING STEEL/ STRUCTURAL MASONRY PLUMBING LATHING DRYWALL PLASTERING HVAC ELECTRICAL ROOFING SHEET METAL FLOORS GLASS/ GLAZING INSULATION SEWAGE DISP PAINTING/ DECORATING TILE CABINETS/ INSTALLATION ORNAMENTAL METAL FENCES/ BLOCK WALLS LANDSCAPING- OTHERS ANDSCAPINGOTHERS SUg-CONTRACTOR NAME Emery Landclearin N/A G.M. Flynn Concrete G.M. Flynn Concrete IIA hic Nhites Steel & Su Pinson Brothers Charles Scicli Plumbing Pinson Brothers Mike Keefe Drywall Pinson Brothers Kermit Larby Air &Sheet m Southwest Electric Co. Pro tech Roofing Kermit Larby Sheet Metal N/A Midwest Enterprises. :over Insulation v A homas Bower Painti Cortima Cd. ian Cabinets N/A inson Brothers arris Landsca CONTAACTOR'S WokkMAN COMP, LICENSE NO, I NO, ON PILE 800283 422226 422226 477294 547897 598056 547897 610288 547897 al 382403 651489 615.515 382403 C17-673097 381234 457885 384950 632122 547897 548707 W09245452007 NWC24962700 NWC2.496.27.00 5544959 11344300-93 229-93 unit00 1344300-93 1242967-93 1344300-93 1322776-93 1242399-93 1061894-93 1322065-93 P047941 CITY BUSINESS LICENSE NO. 4WCO247836-0 PWC246233-00 W937009388 1344300-93 1210203-93 24 SIL AL���P STRUCTURAL CALCULATIONS FOR LOT 48 PAINTED COVE LA' QUINTA, CA. PREPARED FOR STANFORD LEONHARD ARCHITEC' BY. ,'• CAL WEST ENGINEERING 12-07-94 y 4 C Q € W cc 1 Re xp. V ,3 e SIL AL���P CAL WEST ENGINEERING CIVIL AND STRUCTURAL ENGINEERING 81-159 DURANGO D.R. JOB SHEET NO. OF INDIO, CA. CALCULATED BY 9220.1 CHECKED BY 619-342-9695 SCALE VERTICAL LOADS: ROOF: TYPICAL (PITCHED) • DEAD LOAD: 1/2"PLYWOOD 1.50 TILE 10.00 2X12 OR 2X TRUSSES @'24" 2.10- 1/2" DRYWALL .2.50 ; INSULATION 1.00 ' MISC.. 1.90 TOTAL.19.00 P.S.F. �. LIVE LOAD.: .>4:12 -<4:12 LESS THAN 200 S.F'T.A 16.00 P.S.F. 20.00 P.S.F.:'._ :.. 201-600 S.F. T.A. 14'.00 P.S.F. 16.00 P.S.F:. GREATER THAN 600 S.F.-T.A. 12.00 P.S.F. 12.00 P.S.F. WALL: ,. TYPICAL INTERIOR. 2X4 DEAD LOAD. 2 LAYERS 5/8" DRYWALL 6.25 INSULATION 2X4 STUDS @ 16!' o/c 1.00 1.00 MISC. 1.75 TOTAL 10-00-P.S.F. TYPICAL INTERIOR 2X6 DEAD LOAD: 2 LAYERS 5/8" DRYWALL 6.25 . �. INSULATION '1.00- 2X6 STUDS @ 16" o/c 1.60 " MISC. TOTAL 1.15 10.00 P.S.F. TYPICAL EXTERIOR 2X6 DEAD LOAD: STUCCO 10.00 1 LAYERS 5/8111"DRYWALL 3.13 INSULATION 1.00, 2X6 STUDS,@ 16" o/c' 1.60 'MISC. 1.27 '. TOTAL 17.00 P. .F. LATERAL LOADS: WIND: 70 M.P.H. EXPOSURE'C p=CeCggsI=(1.0.6)(1:3)(12..6)(1.0)=17.36 P.S.F. METHOD 2 SEISMIC: (ZIC/Rw)W=(((.4)(.1.0)(2.75))/6)W=.,183W -1991 U:B.C." CAL WEST ENGINEERING CIVIL AND STRUCTURAL ENGINEERING 81-159 DURANGO DR. JOB SHEET NO. INDIO, CA. CALCULATED BY OF 92201 CHECKED BY 619-342-9695 SCALE VERTICAL LOADS. ROOF: TYPICAL (FLAT) DEAD LOAD: 1/2"PLYWOOD 1.50 BUILT-UP ROOF 5.5.0 2X12* OR 2X TRUSSES V 2411 2.10 1/2" DRYWALL 2.50 - INSULATION. 1.00 MISC. 2.40 TOTAL.15.00 P. F. LIVE LOAD: >4:12. <4:12;. LESS THAN 200 S.F T.A16.00 P.S.F. 20.00:P.S.F... ;201-600 S.F. T.A. 14.00 P.S.F.'16.00 P.S.F: GREATER THAN 600 S.F. T.A. 12.00 P.S.F. 12.00'P.S.F WALL: TYPICAL INTERIOR 2X4 DEAD LOAD': ' 2 LAYERS 5/8" DRYWALL .6.25 INSULATION 1.00 2X4 STUDS @ 16" o/c 1.00 MISC. 1.75 TOTAL 10-00 P. .F. TYPICAL INTERIOR 2X6 DEAD LOAD: 2 LAYERS 5/8's DRYWALL 6.25 INSULATION 1.00 2X6 STUDS @1611 o/c 1.60 " MISC. 1.15 �• TOTAL 10.00 P.S.F. TYPICAL EXTERIOR 2X6 ( DEAD -LOAD: STUCCO 10.00 1 LAYERS 5/8" DRYWALL 3.13' . INSULATION A.00 2X6 STUDS -@- 16" o/c 1.60 MISC. 1.27: TOTAL7777 .UO P. LATERAL LOADS: WIND:" 70 M.P.H.EXPOSURE, C p CeCggsI-_(1.06)(1.3)(12.6)(1.0)-17.36 P.S.F.METHOD .2 SEISMIC: (ZIC/Rw)W=(((.4)(1.0)(2.75))/6)W=.183W 1991 U.B.C. CAL WEST ENGINEERING- JOB CIVIL AND STRUCTURAL -ENGINEERING 81-159 DURANGO DR. : SHEET NO., 3 OF-. CALCULATED B INDIO, CA: CHECKED BY . 92201 SCALE 619-342-9695 DESIGN DATA: LUMBER: DOUGLAS FIR -LARCH - GRADE SIZE Fb psi Fv psi. Fc psi E psi #2 2"-411THICK 1650 95 1000 1700000 2"-411WIDE #2 2"-411THICK 1450 95 1050 -.1700000, 5"& WIDER #1 2"-411THICK 1500 95 1250 1800000 511& WIDER <, ,' #1 BEAMS & 1300 X85 925 1600000 STRINGERS #1 BEAMS & 1550 85 1100 1700000 DENSE STRINGERS SELECT BEAMS & 1600 85• 1100 1600000 STRUCTURAL STRINGERS GLU-LAM BEAMS: MICROLAMS '.. - SIMPLE CANTILEVER 24F -V3 DF/DF, 24F -V8 DF/DF TRUS JOIST 1.8E DF Fb=2400 psi Fb=2400 psi Fb=2600 psi, Fv=165 psi Fv=165 psi Fv=285 psi.. E=1700000 psi E71800000 psi E=1800000 psi POSTS #1 DOUGLAS FIR -LARCH •SIZE Fb psi Fv psi .Fc psi E psi ` 6X 1200 85 1000 1600000 4X 1750 95 1250 1800000 CONCRETE: F'c=2500 psi'AT 28 DAYS REINFORCING STEEL: GRADE 40 1 Fy=40 ksi, STRUCTURAL STEEL: WIDE FLANGE :A36.. . TUBES ' ASTM A500 GRADE B r. PIPES ASTM A501: Cal West Engineering . Job No..., 81-159 Durango Did. Sheet No. Of Indio, Ca. Calcula I ed By . Date 92201 Checked By -_Date Phone 1 (619) 342-9695 0 it.b 1- W1 4 " wldl �L . _2_d 1 will- _ ..._..-•----- L?Id1 - — 4 /-P-111 - XI - w2dl a w211 _ a i r i_.P2c11-- x2— USE _#iyEl �X� • ' af�� w3dl_, P'-Ad1_- S -5 Sc - Rdl- Rdl- w311 - w4dl -_ _ RII - RII - w411 . .. a v 4 Wldl ' .___.-. will a— (P��4' 111 ._._...---�-•---•—•-- I-'- - �- l_Idl ' _ x) w2dl = --_-----QP2c11--USEw211- Vt�,_ S - G Sc -- w3dl-- Rdl- Rdl" RII RII w4dl_---- w4ll �-...._.-__......__.___-....__...__ ' x'411 4 will d wldl _^ PrI3S _ XXXTI23- ALQF-L 4 W -..'.-11 w2dl -�_._.-.._..___'.._._...._.....__...._._.—._..__._.._a P.201-f! w211USE P211... w3dl_- d1:7 � S Sc a W311 Rdl- Rdl- w4dl a _—._. _ P_4 d1. - RII s RII - w411 a P411 n ,,,: veldt - will _--=----� -7q;_ �lP_Idi- �' P_III... XI =_ A I DF'L (oX(o w2ll - -_ USE _-- _....—�r'_�_ ....._.___ _.P211.• p3d . X3 S - Sc - w311 _.__-- -� Rdl- Rdl- w4dl - a - X4 1211 - RII a w4ll - _—P4dl Pall 5' * I�, 4 wldl will USE # I Df -L � G w211 -- it / P211 a _ wadi -_ _ -- -..---_..�.4 .. a ..r:3dt.. - -- _ X3. S .,Sl Sc - Rdl- Rdl- w311 - -_�_ w4dl - — _�._....0 .__.._ . F'4�a1..�_- -- _ _� — X4 RII - RII - w411 ' 0.____ P411 - G .�'0I" W. 4 wldl. a0!)..k��l�i?!?off?�j?1�o rpp'lll -- - -'.x`101 -will 9 so USE 3- I(q� tIISG ML w2dl W211 - _- a..� � � f_ .2c11_ ei0_7 J �... �W3dia -.,— _.E'2n. ---- Pall.. _ ,. S ---_.. w311 - - - - --� 311_•- Mt Rdl- - Rdl w4dl - --- --.f _�. �P4dl a Xc�_. RII - RII - w4ll - _. m --- P411 >a I�-' ..,1 " Wld �v1 t�L►.I..a will - --------.-..45PI<11: _ -_ ---. '{7.. HIS' XI__ 3 so . USE -LIE 19 1 D w2di w211 - ------._— ��'L.III a_6S7_�J f�2d1_� X2• ------ -�jo._ � P211 - - S. -5 So- w3dl - w311 — - — —__— x3- . Rdl- Rdl- w4dl -—P_ _-- _� .-`4��1 - X¢ RII RII - w4ll ' - P411 a ... .. 'y .. ' ��•;:I.w'•'3'is��i�r�r[j`:�1�1�1Yt1Y�`t,�+Y�hillgy#•''i}�.iY•��i�4/<p'!.'tP• J Cal West Engineering: Job No.. gr f: 81-159 Durango DR. • Sheet'-. No.",;---t: ��Js:��i�'xx�.��;' Indio �;,:���•, .l.a,;..,.,.::,,:',::.:;: Ca. Calculated . By Date,;v,�, 1 92201 Che g cked y Phone l (619) . 342-9695 � . RE +wldl - � • �-WAJO o -JS4 r PIdi - Xtwlll - be so w2dl - EfL.eul - P2di USE #��DF-L 4, & w2ll w3dl - S • Sr Sc w311 P3dL-- .;:.'.. • Y,XT I'-,, -PCH- Rdl- w4dl -—P_3II_ s'. jRII RII - w4ll - P411 W wldl-,Z&4z, -% will .�I s r�so _$., ,W�di " _"_31.Z�P2dl_- �r' X •�n USE_t �X " ... _ w3dl e2il S - Sc - w311-..___P..3dl._ ' Rdl- Rdi- w4dl*; RII ' - RII - w4ll - „ P411 • ; r, ':T !, �} k(J ti M , J 1 ' w 4 wldl - will 2 •.: :.� w2dl ._ _P_2dl - "N USE 101=L `XI w211 - P211. ;.,X- w3dl . 1S - 5 Sc - 3 5 w3ll - : 4d - .e311 Rd- Rdl- w4dl - - P_4 di RII - RII - w4ll - 1Fi -11 4 widl - - �! PIdl A will �F Xt i USE 1 I w2ll • — _+t� .E2dl_- —�` VP / � �1� `�d6.LJ_��.e21I : J55 w3dl : e3dl 4 S , . Sc - w3ll Rdt- w4dl - P_4dy kI RII - RII - w4ll - I - ; :'.:, 0 �.. will - Z - Id XI I —e so w2dl - - L 4.P2dl iUSE �106 w2ll ? ; , -- wadi _ F 211. G Sc P311 ..._ii Rdt- Rdi- w4dl P._ dl '� ' RII - RII • w4ll - '" 4 With Pldl__- w211 2dl �- USE # I OFa/ Axl 1- � _ _'c_ezn. - w3dl - �— - P_3di --t�•;:a. X�•';;1::, " S - Iy Sc - w311 - - P_311. Rdl Rdi- w4dl - e4dl - .. �. Xa. RII' • RII - w4ll P411 wldl £ ?� a - �l` -, s�•:.; 16 2 � Eid I s I h3' _ ,y II - tiro: ski w2dl' - �NJ_e U E �1bf <.Ao w2ll 2dl S - w3dl.. S . 9 so - 3 Win - Rdl-• .. Rdl w4dl - P311 RII•. e.4dl RII - w411 - , t 1 � ♦ $�J' 411 'STT j 111 Cal West Engineering �' "Job '� No °:: t r s'{� I ;,1�,`,t►'<� fy { • Y 1 81-159 D I;.:: �...., s x uran o D12. g °Sheet:`•.-• No. �':- Of ����� .; �'�� ,r •, Indlo, Ca. Calculated By' Da.te.,�ar��,.� 92201'.Checked :..By.!*.` .Dat e•_� ne l (619) 342-9695.. (, ' r t • 1wldl - z �fb I f7,0 77.,��-IV2 willP_IIL.—so w2dl - �3iigA P_2dl - X2■ 1 USE #IDf &Zw W211 . ^� e2&p P211.. S - G Sc - w3ll -X�- Rdl- Rdl- w4dl _P9di RII - RII - w4ll - �4 wldl P411 I�, ��:L,1, will w2dl - _ p� P_ill.` u, I -- - , t USE � I'- L (V)(] f w2ll - w3dl - P..3dl - S - 4� Sc - w311 -------- . - -- x3: Rdl- Rdl- w4d1= RII - RII - w4ll P411 - ' :4•w,�ll ,,rrs'ai W1 4 wldl will - - $q ' . L w211 w2dl - P_.2d1_ - X2• USE _ I QF fox - ' w3d1- '• •�� '' S idl Sc - wall - - e3Ul-. :> XS. RII . RII - w4ll - - e4dl • ; X4.4 e - P411 - 1- � wldl 4 will XI - ��8 w2dl - USE _ I DF- (- (dC Pa w2ll - _ e � ��-P2d1 ' X: w3dl - __ - 9T l S - 19 So - w311 - — -_ P3dl - x2,• .: + Rd1- o - w31. - - -___N311. - RII - RII - w411 - - L'4dl • :: Xd• R=,'. - •� , wldl will USE 12 6X12 w2ldll - ---_— 313P_2dl - _X ... Rdl Rdl- w4d- - P._311 RII - RII w4ll - - -- -- P -4d1.- � :: ^^ P411 x r !� 1- •� , wldl - 3 Gt o ?'.q ° - ZrYi3 '1 Pldt _ - t X . i.. will �+Za +fiL.P_III_ , w2dl - „ USE l t� L 6X6 w2ll. w3dl - - e3dl - Rdl w4dl - . Rdl- ' RII . RII - w4ll - H P411 3gl=4 wldl' c I _P_Id • will USE *I OF -L ` W211 - 7€ E'2dl - w3dl - e21l - so- SPCO - Rdl- , w4 dl 4 _— e dl X4 - J RII RII - W411 P411 5. �. (... ' �J i. : - { � �Sr .,� p' l r. Yr�!i k1 t•Jt'(�r � L�?: 5. ;.t.., ..:.Sr"•!4 `.- ,,,K � i Y {3{t•J;rst:atj'n b tt.�' 1 ' S w.iMf/n KrjJ,����I11, i♦w I ' � � .... ... . =:iJ'. . ��•:, . �• . ,- r,;k �?f��a � ��1h1�r?t�4e��s��y?'tiS�i so 5.1t USE 41 L)(I+' w211 _' _ ___ e .l 6_'211_: - Rdl- w4dl_ RII - RII - w411 70 "'24 wldl willTO– w2dl I P201 USE� bxl2' w211 __ S - a�� . Sc - w311 - - - - • _- P3dl_- : X3- 'Rdl- . Rdl- w4dc `----- _ -._ .._ '..__..___ P311. =— • � � >_� �;r RII - RII - P..4dl. 2 , wldl f I(alb tlr1°x°- will _ USE _ bF-1- &Ai, W211 S - 14.J" Sc - w3d1. -_..__ ___ P3(.11.� �X Rdl- - 4dl - --- .P311._`=r' --_-, RO Rdl w - e4dl - rl.X4, ■ RII - w4ll - 4S "'14 wldl -'il _- 4 I?Idl. will P-ldlw2dl - � L% P-2dl - . I� . X2- td. +`: USE #1 DF -i• i.Xlo w2ll - Wad) .__ - •--- . �.Yt. ... •.,... '•r: - _P_3di S - h So.- w311 - Rdl- Rdl- w4dl - - P_4d1 ■ RII - w4ll - P411 - s r .,•r .,•,., W2 4 wldl —6� oYON. P_Idt. will - ---'e se W2dl - _!t.. 60!.! PIII S - 1 t* -L W211 _ - -- 13i*h P2dL= ' X2- - II �._ t! U E — Loxl o. 3d1 -- ------_...... _6o fila .._ ` S .. - poi So W311 P3�.11. - ,;.:,. X_ P.311 Rdl- 'Rdl- w4dl - ......_._.._— _._....- - ' -- y RII - RII - w411 - .. .P4c.11_ X4�.::^: P411 :�::.,; Idl "Jy will _L Gx� w2o L' USE 1UF• w2ll - '._f.Q S - 5 So- W311 - ' Rdl- Rdl- • w4dl - " �•---._...1'311_ . ! •,.,� Pt. � ,�'; �- , ' RII - RII - w41t - -—E'_4Cil - Xa ;tip z t�1s wldl P411 �8 Will -5 -�8 w2dl - – +I�t PIII_7� IL USE 'fid x ISy _ w3dl . '15r P_ I oZ :, : .: ;w w , s ,' a S.: -15' So - ' w311 e3dl ^� x � Rd . Rdl- w4dl - _ pP_311...,,:.. ,:..L `RII - w411 .. P411 Cal West Engineering .. -.:Job,.. No.... -159 81 R S�ee t No. Indio, Ca. CalculaI ed >..:.a:.:. : By:. Dats:::..e.<t e 92201 Phone, (619) 342-9695 � '� • ..- : ,'. ., d ��, � � ; ` 131 .. i wldl ' ustw , _�!1S_Q.r21 will _!_.f'_ICII_- ' so 5.1t USE 41 L)(I+' w211 _' _ ___ e .l 6_'211_: - Rdl- w4dl_ RII - RII - w411 70 "'24 wldl willTO– w2dl I P201 USE� bxl2' w211 __ S - a�� . Sc - w311 - - - - • _- P3dl_- : X3- 'Rdl- . Rdl- w4dc `----- _ -._ .._ '..__..___ P311. =— • � � >_� �;r RII - RII - P..4dl. 2 , wldl f I(alb tlr1°x°- will _ USE _ bF-1- &Ai, W211 S - 14.J" Sc - w3d1. -_..__ ___ P3(.11.� �X Rdl- - 4dl - --- .P311._`=r' --_-, RO Rdl w - e4dl - rl.X4, ■ RII - w4ll - 4S "'14 wldl -'il _- 4 I?Idl. will P-ldlw2dl - � L% P-2dl - . I� . X2- td. +`: USE #1 DF -i• i.Xlo w2ll - Wad) .__ - •--- . �.Yt. ... •.,... '•r: - _P_3di S - h So.- w311 - Rdl- Rdl- w4dl - - P_4d1 ■ RII - w4ll - P411 - s r .,•r .,•,., W2 4 wldl —6� oYON. P_Idt. will - ---'e se W2dl - _!t.. 60!.! PIII S - 1 t* -L W211 _ - -- 13i*h P2dL= ' X2- - II �._ t! U E — Loxl o. 3d1 -- ------_...... _6o fila .._ ` S .. - poi So W311 P3�.11. - ,;.:,. X_ P.311 Rdl- 'Rdl- w4dl - ......_._.._— _._....- - ' -- y RII - RII - w411 - .. .P4c.11_ X4�.::^: P411 :�::.,; Idl "Jy will _L Gx� w2o L' USE 1UF• w2ll - '._f.Q S - 5 So- W311 - ' Rdl- Rdl- • w4dl - " �•---._...1'311_ . ! •,.,� Pt. � ,�'; �- , ' RII - RII - w41t - -—E'_4Cil - Xa ;tip z t�1s wldl P411 �8 Will -5 -�8 w2dl - – +I�t PIII_7� IL USE 'fid x ISy _ w3dl . '15r P_ I oZ :, : .: ;w w , s ,' a S.: -15' So - ' w311 e3dl ^� x � Rd . Rdl- w4dl - _ pP_311...,,:.. ,:..L `RII - w411 .. P411 Cal '• . ... .......:::..... ;�: :,;, West Engineering . Job:`.. No. 81-159' Durango -DR' Sheet ..No. . f a pIn„ _ _ � •.� pf : ,rrti •�I t}, r��;..� jIndio, Ca. Calculaled ' By Dale:'.,' 92201 CI ieci<ed,By. DateN`: ,; Phone , (619) 342-9695:. r —. � "� . wldl - raf o _?�. -X015 PwI - `�Will g w211 p.19 ? P..2dl - . ,,•: x- �ti USE—�lbf•!. X I � w3dl S 14J So- W"311 - - 3 i P.dl- Rdl- w4dl_ ------____ ...•.--......._._ _ .s, j RII - w411 - R P411 �'•c SS A ! will • — • 'D W2dl --� naGpill - . � t.,:., r•.�• i��: 4r: USE _# I D>' -L GX� w211:F w3dl_- - -- • 9D �; 1211.. __ ;.. •.. :...:. , .<:�.::•-..::.::.:.. • S • $. S so- w311 - :_.�._ _- .».. _._... r?3d__— .--- jRdl-. Rdl- w4di*=-"--_�---_._.._ »_....:_P311. ba: X,.>,i•<; RII RII - w4ll �� - •--- '__.__ P_4d1.• x t l,: 3 w �' Wlr�l'_- b 2 �b• �b ��1.7t_ - / I'Ic11_ w. r, will - - -- .. ... - XL lotE pill USE _I -L (xlo w211 - � `.- ��_w—_..'. P_.201 - ' X2 ,; w S - M So- ..w3ll Rdl- Rdl- 4d1- ' RII • W — RII - w411 - .. - 32 4. �pl-�d wldl loci' will - ..:._..: � P_ IIIy w2dl ' ,._.__.. '_1T8—.P2CII - -'�1 USE 1 �gX18 Ml. w211 - p211 - X-`-' `'7 xs S so- W311 Rdl Rdt- w4di _F��ldi RII - RII - w4ll - - - X4-. P411 • - 7 wldlwill__30313 . - ='s w2dl . PIII - 2oz5 - USE W211. - ._-- ' 1�JC P2(_II - f X .,._�` :} S So -` I W311 - — Rdl- . Rdl- `F w4dl•- -..--.-.------.' .--...._—P-31t - RII . .. RII - w411 - . _. _--- ._. .._ _.._._ F 411 will '._ ...— PIc11._- 2 - '3 . ;� 's Pill . __ °J to fig ? USE eo`X` HWr2d�_ - -. '. t�2�11_- j W,d. - S -�j So - . w311 - __ P3dl. - ;.x-- ---. Rte- Rdl-RII .-: '• . • • � RII - w411 - • . . , P411 - "- 3S .� wldt - . 2z3 will - RA j USE I Of'� { GYM w211 - w3dl - - _L'211 - '-,rtefz S - e3Ctl_ w411."."'!'�' ... :gib, ,��_,,•,;;;.,r;:. Cal West. Engineering Job` - No.. gee t 81-159 Durango SI .F•: DI2: Indio, Ca. Calculated By Date'' .� ''LL t 92201.Checked By Phone l (619) 34.2-9695. w1d1 _ • • will =-e as W2dl_- P21.0 USE_lb�•L w211 S 4' . Sc - w311 P.dl Rdl- w4d(_� Pii • RII • w411 w-�F74�.II_�_ ^ 411 -' r', .vc�`Y3. tt.!,�yr•k. •. � f'i 3 W' dl - .��•+� 1—L'Ic11 'J a `' .._XI : em. i. • 1 4.: • will _..._ .—'�_`' USE 3' (�/'1 X 1G M I. w2ll __ �._ -_ ._ ...'__._ ! . P_?_cit_ l► f. ; :�: ;: X2 _"'` 't'<' s - 13' Sc - w311 - _.._ _:__•.._• _P311. M, Rd- 12di- ' RII - RII - w411 - _'_ _____- ."---_ P411 wldl , -�z L� t_2Jo.+-l�_... • .Il.i. �. P101�- will : , `-' w2dl 'Pill USE fl I PF - L G x 10 w211 - _�• x�?', ' 3dl S I¢� Sc - w311 - - ___ P -31d1.- -Z(_ Rdl• Pd- w4dl • "__.� f'311_ . t : '::.:; RII •. RII - w411 - P_401- • X*,! -`ry P411 - will 5A G,�S-A. w2dl • ___ _-��_.P2dl: • y USE I VF -L (.x la w2ll -_.._.._. --___ - P 211 - dl - F?3di.- :' w3 - -X4 Rdl- Rdl- w4dl - l�311. - ,;,:•ye<,. t, .•t::.: 'lr RII RII - w411 - � . , • W1dli,b_._ - 80 !.1'Icn :... �s - Will --- ,,. XI • ..,:. ;' 2dl w - 6�4 USE 4IUF-1- (,Y& w2ll - - _ '- ' P2dl - - �.. x2 ^,• S So - ' wan P311Rd W4 i1 9211 -PH - ' _ - -- _ _--_ wicil -126,z�l(o 3� b fao �,? •.- 4_P_IC11_ - �.. will io P_III . _-i°1l X_� `.:•' \ a w2dl--%� P_2cll_- T X` b USE #� IVF Lx lCe w2ll = - P-211.- ' w3dl: 23d1. g S G So - w311 = _.: f'3II. Rdl-... Rd- W4dl=•_ _ _' --- - Rif - RII w4ll will - `-a �j w2dl - ---Ppi_ P201= X7• USE - I Df -1, j 47 2. W211w211 vv3d- P3dt S • �t So - w311 1211 1211. Rdi- w4dl ['_4 JI - - Rn - w411 - _P411 F. r , �r[ yf-q� rs� tt 4 �, }�• • 1 i } • : j4 r. Cal West Engineering Job No . t,• 81-15.--.'DurangoY'il,iil, rtr�,.:>'.,:,:•tr•...:f 9 D12. Si gee t No. O frh :,; . , ,•;; `.. t.:�'r Indio : ' '. .. .... _ .. �>!•� Ca. Calcuia I ed By Da,f e 92201 CI pecked By Dat a�',.. ; 4' v r f I'll Phone (6.19) ' 342-9695. T; � F R t ,,x >;�� wIc11 �Lf/ X3_!1.? t1p ._ �G G . L'Id1 - 3_40 xl .. b will �r�;�_E'III. _L�r ...',• '. -5 so W2dl- Zb.'��C_.r'2tQ USE _� 1 w -L lax) g W211 I - : x�--:� •<�,i: L_ P21 S �� w3dl�--.>�—. Rdi-' w4d - ' • `� RII RII - W411L -= -____P_4�.11___ �r..:::; ,X4,.,,y , { PM wl I I - �l� b i_3 •Lc ' - Pldi USE . I ' G�` w211 -_ _..— . _._'... _. '_....... ��:XEi S 5. So w311 '- Rdl- Rdl- w4dl : _.....__..__-....__.._.__.� �..�._...._ P31I. � : ••.. •S ,. ' :; ij RII - Rlt - w411'. -----.---tP-4dl,- - 1' 411 widl , - 1.4.. I.6 « ?�� I t.?._ . ., �, will - to _ �.......___-. �'IcJI _.. _ 1; Xr' • 4 _ -• e a. w2d1 USE *1 vt:-�. `xlb W211 _*• X S - .23 So _ W311 Rdi Rdl- w4d1= —. !'4dl .c.,., RII . RII - w411 wldl - s 2, 7 •4j/ Z -. W'lli - 7 oxo _ ad . 6 --T-- e '�s. 12 w2111 - 'spall_. `•`1X2 '... USE _1 I D'F 6X _ �hs f IF�� P211, •�• :: •}: w3dl - - ______—� S • Int So- W311 - • . r �dl • �;, Rdl- w d - RII RII - W411wldl - e P411. --'�� • will - Pldi - ::' xl • .� USE • ' ---P_211 1 :ik•, r;.,. Rdi • 31 ..._.__-..._._ . _ P.311 l._.: _� , ' X 371, Rdl- w4dl aXA J Pit - RII ■ W411 - - -� P411j me if— U4 J4 wlrjI (f, Witl _- — —.. �•�._—_ Pldi_ r xl • .. : , Lyi USE W211 .= P.21111- S . " So - w311 - x ` .;,:: ,.,::•. t • _['311. - r I � y" Rdi Rdl- w4d - --_-—P.-4c.11- r„: o X t 1 RII RII w411 P =— - -' • -- P4 11 1 X1 widl C will USE. w2ll w3dl r _P211. 'x S So-- w311 - - P3dl - x r{; Rdi- Rdl- W4 di RII RII . w411--- P._4(JL . Y (°s ' X' VV i ; is-.•:': t !�,Is P411 - W. 07 nE aa. 17 - . .. .. � ... .. . . r, 1t C l�r� �:K�({ ��,(#L t ( i 7 ( •rah: Line 1 Title Line 2 Scope Line 3 Number:tl Line 4 Misc Line5 Dsngr Date:07-Dec-94 ----------------------T-I-M-B-E-R-----B-E-A-M----D-E-S-I-G-N-----Page--- Description. >> 1 2 3. 4 5 ' -- DESIGN DATA -- ----_1_----I----2 ----- I----3 ----- I 4-----I--- TIMBER SECTION --- --- ------' ..Depth in 5:5 5.5 7.25 5.5 «5.5 :...width in 5.5 5.5 3.5' .5.5- 5.5 Le: Le: Unsupp ft. . Fb- Allow psi 875 875 1,250 875. 875 Fv- Allow psi 85.' 85 85 ':85 85 E ksi 1300 1300 1700 1300 1300 LOAD DUR. FACTOR 1.25 1.25 1.25 t1.25 1.25 Stress Ratio->> 0.153 0.221 .0.228 0.024 0.361 '. -- CENTER SPAN -- SPAN LENGTH ft ----- OK ---- ----- OK --------- OK ----------- OK --------- OK------- 5.00 6.00 8.00 '2.00 8.00 UNIFORM DL plf 104 .104. 74 .74 T4 . LL plf 20 20 40, 20 40 PARTIAL. DL plf ' LL plf X -Left ft X -Right ft POINT... DL # LL # X -Dist. ft DL # i LL # X -Dist. ft DL # LL # X -Dist. ft DL # X -Dist. ft ' CANT. .SPAN --- --- -- 1-----I ---- ---- 2-----I 3----- 4-----I=---5-----1-- SPAN LENGTH ft . PARTIAL DL plf. LL plf X -Left ft X -Right. ft POINT... DL # ' LL # X -Dist. ft DL # ' LL # . X -Dist. ft ---- RESULTS ---- -------.---I----------I----------I`----------I----------i-- Mmax @ Cntr in -k 4.65 6.70 10.94 0.56 10.94 X -Dist. ft - 2.50 3:00 4.00 1.00 4.00, Moment @ Rt in -k REACTIONS... Left: Dead # 260 312. 296 74' 296 Live # 50 60 160 20 160 Right:. Dead # 260 312... 296 74 296.. Live # •--- 50 60 160 20 160 '---- STRESSES ----- 1 ----- I----2=-------.-3 ----- I----4 ----- ;I---- 5-----�-- Fb.. Allow psi 1,094 1,094 1,563 1,094 1,094 Actual psi 168 -241 357 20. .395 Line 1 Title': Line 2 Scope :- Line 3 Number:14v ' Line 4 Misc Line 5 Dsngr Date:07-Dec-94 ----------------------T-I-M----E-R-----8 E-- M--- D S ---N--------- Fv... Allow psi 106 106 -E 106 -I 106 - 106 Actual psi 13 16 23I 3 X2--0 -- ------- ------- ---------DEFLECTIONS -I--- - -I-- CENTER.'.. .. Dead Load in -0.015 -0.031 -0.036 -0.000 .-0.069 X -Dist. ft 2.5 3'.0 4.0. 1:`0 4.0 ' DL Ratio 4,0,67 2' 54 2,660. 89;314 1,396 Live Load in -0.003 -0.006 -0.020 -0:'0.00 -0.037 X -Dist. ft 2.5 3.0 4.0. . 4.0 LL Ratio - 21,150 12,239 4,921 .4.0 330,463 2,'582 Total Defl. in -0.018 -0.036 -0•.056 -0.000 -0.106 X -Dist., ft 2.5 3.0 4.0 1.0 4.0 " Total Ratio CANTILEVER... 3,411 1,974 1,727 -70,311 906 Dead Load in DL.Ratio Live Load in LL Ratio Total Defl. in Total Ratio , 1 ,` 'l Line Title . . Line 2 Scope Line 3 Number: Line 4 Mise. Line 5 Dsngr Date:07-Dec-94 ----- -------- ---------T-I-M-B-E-R-----B-E-A-M----D-E-S-I-G -- N-- Description >> -Page- - -- 6 - 7 8 9 10 --.DESIGN DATA -1-- -�- -- ---- -- -- -2-----�--3-'----I- -- -4-----� - -5 �- TIMBER SECTION -- ...Depth in 11.875 9.25 5.5 11..5 i1•..5 ....Width in. 5.25 3.55.5 5:5- 5..5 ' Le: Unsupp ft Fb- Allow psi` 2,600 1,250 875 875 -875 Fv- Allow psi 285 95 85 =85 85 'E • ksi 1800 1700 1300 1300 1300 LOAD DUR. FACTOR 1.25 1.25 1:25 1.25 '1.25 Stress Ratio->> 0.671 0.776 .0.772 0.763 0.725 -- CENTER SPAN -- SPAN LENGTH ft -----OK---------OK--------=OK---------OK---------OK------- ,11.00 5.00 8.00 7.00 5.00 UNIFORM DL 'plf .567 657 150` 737 74. LL plf 490 490 94 620 40 PARTIAL DL plf, LLplf X -Left ft X -Right ft POINT... DL - L LL # LL 1,200 X -Dist. ft .6.50- -DL # LL # ' X -Dist. ft DL # ' LL # X -Dist. ft DL # LL # X -Dist. ft ' - CANT. SPAN --- ----- 1-----�---- 2 ----- I----3 ---- -I----4 --- --1----3-50 -�- 5 - SPAN -LENGTH ,ft PARTIAL DL plf 104 ' LL plf 20, X -Left ft.' .' X -Right ft'; POINT.... DL #I 3,50 11092 LL # 980 X -Dist. ft!3.50 DL. # LL # X -Dist. ft ---- RESULTS ---- ----------- -------=----=------- ----------� - Mmax @ Cntr in -k 269.24 43.01 23.42 99.74 ' X -Dist. ft 6.45'. 2.50 .4.00 3.50 . . Moment @ Rt in -k -96.138 REACTIONS... Left: Dead # 3,701 1,643 600 2,580 (707) Live # 3,186 1,225 376 .2,170 (611'.). Right: Dead # 3,961 1,642' 600 .2,579 2,533 Live # 3,404 1,225 376 2,170.- 11860 ----.STRESSES --- --- 1---------2-----I----3-----.�----4-----I----5-----I-- Fb.. Allow-, psi 3,250 11563 1,094 1,094 1,094 Actual psi 2;182 862 845 823 793 Line 1 Title.• Line 2 Scope t Line 3. Number:�� Line 4 Misc Line 5 ------------------------------------------------------------------------- bsngr Date:07-Dec-94 ----------------------T-I-M-B-E-R-----B-E A M----D-E-S-I-G-N------------ Fv.•..Allow psi .356 119 106 106 106 Actual psi 153 92.' 4381 .57 ' -- DEFLECTIONS -- --------= ------=----- ---------- - I------- ---------- -- . , CENTER... . Dead Load- in -0.191 =0.024 -0.139 -0.044 .0.0.13 X -Dist. ft 5.6 2.5 4.0 3:5 2.9 ' DL Ratio 691 2,549 688 -1:912 41791. Live Load in -0.164 -0.018 -0.087 0.010. X -Dist. ft' 5.6 2.5 4.0. ,;;0.'037 3.5 2.9,. ' LL Ratio 8'05 3,417 1,099 2,273. 5,847: Total Defl. in -0.355. -0.041 -0.227 -0:081 0.023 X -Dist. ft 5.62.5 4.0 3.5 2.9 ' Total Ratio CANTILEVER... 372 1,460 :423 1,038 2,633 Dead Load in -0.080. .DL Ratio 1,045 Live Load in -0.065 LL Ratio '1,287 Total'Defl. in -0.146 Total Ratio 577. . ' ----- ------- _____________ Line 1 Title Line 2 'Scope Line 3. Number;► ' ' Line 4 MisC Line 5 Dsngr Date:07-Dec-94 ---------------------T-I-M-B-E-R ----B-E---M----D-E-S-I ---N-----Page Description -- >> - 11 12 13 14� 15 ' --•DESIGN DATA -- -- --1-----..---- � 2-----�--3-----�----4- -- -- -5--=--� -- TIMBER SECTION --- --- -- ---. a= ___ ..Depth in 5.5-', 5.5' 11.5 9.5.' 7.5 ...:Width . in 5.5 5.5 5'. 5 5r '5 5.5 ' Le: Unsupp ft =' Fb- Allow psi 875 875. 7. 875 875 875 Fv-.Allow psi: 85 85 s5 •85- 85 ,. E ksi 1300 1300 1300 '1300. 1300 LOAD' DUR. FACTORi . 25 1.25 - . 1,, 25' . ] . 25` 1.25-. . Stress'Ratio->> 0.153 -0.926 0;847 0.836 0.567 ,:-- CENTER SPAN- -----OK---------OK---------OK----=----OK----=---- OK--=---= '.: SPAN LENGTH ft .5.00. 6.00'12.00 9.00 6.00 ` UNIFORM DL plf 104 280 280 3'60 312 LL plf 20 240 -240 340 280 ' `.. PARTIAL DL plf LL pif '.. • . . 3 X -Left . ft X -Right ft G` POINT..,. DL # LL z X-Distft DL # ti LL # X -Dist. ft , DL # j '. LL # X -Dist: ' ft i 3 DL # LL # _ft _ --X=Dist. CANT. SPAN ---- -- -- -- -- -1-----I--2-----I- -3---- �- - - - 43.00 I -- - - --- - I SPAN LENGTH -.ft 5 PARTIAL DL.-plf 360 LL plf 340 i. It -Left ft . X -Right ft ' POINT. `DL # LL # X -Dist., ft • ' _ L '. . X -Dist. ft ---- RESULTS ---- ---------------------I --------�'=.--------- ---------- -- . Mmax @ Cntr in -k 4.65 28.08 112.32 75.61'. 31.971.1 ' ,X -Dist. ft 2.50 :3.00 . ' 6.00 4.26: Moment @ Rt in -k -37.8 REACTIONS... Left: Dead # 260, ;.840" .'1,680 1,440 936 Live # 50 720 1,440 1,360 840, Right: Dead # 260-, 840 ,.1,680 2,880 936 Live # 50 * 7.20 1,440 2,720 STRESSES 840 ' --- -----.1---- , 2- ---3---=-I' .4-----I----5=-- -I Fb • Allow psi 1,.094 1,094 1,094 1,:094 '1;094 Actual psi 168. 1,01.3 927 ' 914. '. 620 Line 1 Title %.. Line 2 Scope Line 3 Number: (U l Line 4 Misc Line 5 Dsngr Date:07-Dec-94 ' ---------------------------------------------------------- --------------------------------------------- T I•M B E R B E A M D - -- E S I G N -------- Fv... Allow psi 106 106 106 ---------------------- 106 106 Actual. psi .13 66, 62 51 - DEFLECTIONS -- -----------I----------I ---------.I----- --85 -------- -". CENTER... Dead Load- in -0.015 --0.082 -0.144' -0.0.7,6 -0-. 036 X -Dist. ft 2.5 3:0 6.0 3 3.0 DL Ratio 4,067 .874 999' 1,412 .1,989 Live Load in -0.`003 -0.071 -0.124 -0:0,72.. -0.032 X -Dist. ft. 2.5 3.0" 6.0 4.3 3.0 ' LL Ratio 21,150 1,020 1,165 1;495, 2,2.17.,: Total-Defl. in -0.01.8 -0.153- -0.268 -0.149 -0.069 X -Dist. ft 2.5 3.0 6..0 4.3 3.0 ' Total Ratio CANTILEVER... 3,"411 471 538 726. 1;048 Dead Load in .. 0.050 " DL Ratio 1,437' " Live Load in 0.047 LL -Ratio.., }' 1,522 Total efl. in 0.097739 Total Ratio' _____ --------- __ ____. ________------ Line 1 Title : Line 2 Scope Line 3 Number: Line 4 Misc Line 5 Dsngr : Date:07-Dec-94 -------------------T -IM- B -E -R -----B -E-A M---=D-E-S-I-G-N-----Page--- Description >> 16 17 18 19 20' - DESIGN DATA -- ----_1_----I----2---------3--------_4_----'I----S--- =I-- TIMBER SECTION --- --- --- . ....Depth in 13.5 15.5 9.5 •7.5 5.5 ...-.Width in 5.5 5.5 5.5 5.5 5.5 ' Le: Unsupp ft Fb- Allow psi 875 875 875 875 875 Fv- Allow psi E ksi 85 1300 85 '1300 .85 1360 85 1300 85 1300 LOAD DUR. FACTOR 1.25 1.25 1.25 1.25 1.25 Stress Ratio->> 0.752 0.973 0.676 0.875 0.855 ' -- CENTER SPAN -- SPAN LENGTH ft -----OK---------OK---------OK---------OK---------OK----=-- 6.00 10.00 12.00 8.00 7.00 UNIFORM DL. plf 567. 567 189 314. 223 LL plf 490_ 490 94 200 130 PARTIAL DL plf, ' LL plf X -Left ft X -Right It POINT... DL # 1,425 1,425 ' LL # 1,200 1,200 'X -Dist. ft 1.50 6.00 DL # X -Dist. ft DL # LL # ' X -Dist. ft DL # LL # X -Dist. ft ' - CANT. SPAN --- - 1-----I 2----- 4 ----- I----S-----�-- SPAN LENGTH ft . PARTIAL DL plf LL plf X -Left ft ` X -Right ft ' POINT... DL # LL # X -Dist. ft` DL # �. LL # X -Dist. ft ---- RESULTS ---- ----------- ----- ----- -=------ -=------- -------- - Mmax @ Cntr in -k 83..15 227.81 61.13 49.34 25.95 ' X -Dist. ft 2.36 6.00 6.00 4.0.0 3.50 'Moment @ Rt in -k REACTIONS... ' Left: Dead # 2,770 3,405 1,134 1,256 781 Live # 2,370 2,930 564 800 455 Right:- Dead # 2,057 3,690 1,134 1,256 781 - Live # STRESSES 1,.770 -----1-----I----2-----I----3-----I 3,170 564 860 455 4-----I----S-----�- i Fb.. Allow psi 1,080 1,063 1,094 1,094 1-;094_ Actual psi 498 1,034 739 957 936 Line 1 Title Line 2 Scope 4 Line 3 Number : ' Line 4 Misc Line 5 Dsngr Date:0.7-Dec-94 ' ----------------------T-I-M---E-R-------E-A M--- D N------------ Fv...Allow psi 106. 106 -E 106 -S -I -G 106 . 106 Actual -- DEFLECTIONS psi -- ----------- 80 97- ------ ----��---------- 42-- �--------- 63 -.�-�- 53 --------- CENTER... Dead Load in -0.016 -0.079 •-0.173 -0,.,;115. -0.122 X -Dist. ft, 2.9 5.1 6.0 4`:0 3,5 ' DI, Ratio 4,364 1,512 834 _834 691 . Live Load in -0.014 -0.068 -0.086 -0.073 -0.071 X -Dist. ft 2.9 5.1 6.0 4.0 3.5' '. LL Ratio 5,091 1,7762 1,677 1,309 1,186 Total Defl. in -0.031 -0.147 -0.258 -0.188 -0.192 X -Dist. ft 2.9 5.1 6.0 4.0 3.5 Total Ratio 2,350 814 557 509 437 CANTILEVER...' Dead Load in DL Ratio ' Live Load LL Ratio in Total Defl. in Total Ratio • Line 1 Title Line 2 Scope . ' Line 3 Numbers Line. 4Misc Line 5 bsngr Date: 0 7 -Dec -94 ----------------------T-=-M-B-E-R-----B-E-A ----------------- ------------------- M----D-E-S-I-G-N-----Page--- --------------- ----------- Description >> -- >> r 21 22 23 24 25 DESIGN DATA -- --- 1-----� 2--=--�'--=-3 --------4----=---5-----�-- TIMBER SECTION --- --- --- --- =-- . ..Depth in 7.5 15.5 15.5 13.5 4 9.5 ....Width in 5e5 5.5 5..5. '5.5 5.5 ' Le:' Unsupp- ft . Fb- Allow- psi 875 875. 875 875 875 Fv= Allow psi 85 85 - 85 85 85 E ksi. 1300 13,00 1300 1300 1300 LOAD DUR. FACTOR 1.25: 1.25 1.25. 1.25 -1-25- Stress Ratio->> 0.602 0.741 0.341 0.695 0.177 -- CENTER SPAN -------- SPAN LENGTH ft• OK --------- OK -------OK==-------OK---------OK------- 6.00 18.00 22.00 16:50 12.00 UNIFORM DL plf 379 238. _ 90 197. 54 LL plf 250 119 -.20 110 20 PARTIAL DL plf LL plf X -Left ft X -Right . ft POINT... DL' # LL # X -Dist.. ft DL # �. LL # X -Dist. ft. DL # LL # X -Dist. ft DL # LL # ; X -Dist. y -ft -- SPAN.. ---- =1-----I- -- -- -2-----�--3-----I- -- -4-----I- -5-----I_ , -- --- SPAN SPAN LENGTH ft PARTIAL DL plf, LL plf, X -Left ft. X-Right ft POINT... DL LL # X -Dist. ft _ DL # i 'LL # X -Dist. ft R ---- RESULTS ---- ------=-=-= ----------==------ -------- -------- Mmax @ Cntr-in-k 33.97 173.50 ..79.86 125.37 15.98 ' X -Dist. ft 3.00. 9:00" 11.-00 8.25 6.00 -Moment @ Rt in -k REACTIONS... Left: Dead #' 1,137 .2;142 990 1,625 324 Live # 750. 1;071 -220 907 120 Right: Dead # 1,137 2,142 990. 324. Live # -750 1,071• 220 ,1,625 908 120. ----STRESSES --- --=--1----- (----2----- ----3----- I ----4----- ----5----- -- Fb.. Allow -psi 1,094 1.063 1,063 1,080 1,094 ' Actual. psi 1659 788, 363 .750. .193; 1 Line 1 Title Line 2 Scope Line 3' Number : V.-' . Line 4 Misc ' Line 5 Dsngr Date:07-Dec-94 ' ----------------------T-I-M-B-E-R---- -------------------------------------D----------------- B E-A - M__D-E-S-I---N--------- Fv... Allow psi 106 106 106• 106 - -106 Actual psi 54 48 19 44 it ' -- DEFLECTIONS -- ----------- I.--=-------I----------I-----------------=--j-- CENTER... Dead Load. in -0.044 -0.253. -0.214. -0.224 ,70.049 X -Dist. ft 3-.0 9.0 11.0. ,;8.3. 6.0 ' DL Ratio 1,638' '853 1,235 .884 2,920 Live Load in -0.029 -0.127 -0.048 1 0:125 -0.018- X -Dist., ft 3.0 9.0 11.0 8.3. - 6.0. LL Ratio 2,483 1,7.05 5,557. 1,582 7,884 Total Defl. in. -0-.073 -0.380 -0.261 -0.349 -0.068 X -Dist. ft 3.0 9.0. 11.0 8.3 6.0 Total Ratio CANTILEVER... 987 568 1,010. 567 2,131.. Dead Load in DL Ratio Live Load in LL Ratio Total Defl. in , Total Ratio Line 1 Title .- Line 2 Scope Line 3 Number:4 ' Line 4 Misc. Line 5 Dsngr : Date:07-Dec-94 ' ----------------------------------------------------------------=------- ------------------------------------------------------------------------ T I M B E R B E A M D E S I G N Page Description >> 26 27. 28 29 30 ' - DESIGN DATA -- ----- 1 ------ I----2 ----- I= ---3---,--I ---- 4-==--.I----5 ----- I-- TIMBER SECTION --- -- ---" --- ..... Depth in 9'.5 5.5 . 18 13.5 5.5 ....Width in. 5.5 5.5 5.25` 5.5 ' Le:.Unsupp ft +3.5 Fb- Allow psi 875 875 2,600 -1,250 875 Fv- Allow psi 85 85 285 95 85 E ksi 1300 1300 1600 1700 1300 LOAD DUR. FACTOR 1.25 1.25 1.25 1.25 1.25 Stress Ratio->> 0.318 0.237 0.327 0.515 0.407.. • -- CENTER SPAN -- SPAN LENGTH ft -----OK------.---OK---------- OK --------- OK --------- 10.00 5.00, 25.00 16.00 OK------- 8.50 UNIFORM DL plf i32, 132, 88 180 74 LL plf .60 60 25 40 40 .PARTIAL DL plf LLplf X -Left ft X -Right ft POINT... DL # 1,950 ' LL # 1,028 X -Dist . ft . 2.00 DL # 2,324 'LL 'X # 1,202 -Dist. ft 19.00 DL # ' LL # X -Dist. ft DL # LL # X -Dist. ft - CANT. SPAN---- -----1-----I----2-----I----3-----I----4--`---I----5-----) SPAN LENGTH ft PARTIAL DL plf ' LL plf X -Left ft X -Right ft ' POINT... DL # LL # X -Dist . ft DL #. ' LL # - X Dist. ft ---- R@SULTS ---- ----------- --- -------==-I---------=.I-==---=---I- Mmax Cntr in -k 28-.80. 7.20 288.24 84.48 12.35 X -Dist. ft 5.00 2.-50 . 17.83 8.00 4."25 Moment @ Rt in -k REACTIONS.... Left: Dead # 660 330 3;452 1,440 314 Live # 300 150 1,547 - 320- .170 Right: Dead #." 660 330 3",022 1,440 315 Live # 300 150' 1,308 320 170 1 ---- STRESSES --- -----1-----I----2-----I----3-----I----4-=---I----S-----I-- Allow psi 1,094 1,094 3,107 1,542 1,094 Actual psi 348 260 1.,017 795 446 e Line 1 Title . Line 2_ Scope ; Line 3 Number:Zti" -Line 4 Misc Line 5 - Dsngr Date:07-Dec-94-1 ------------------------ T I M B ---- E R B E AM D E S I G N" Fv... Allow psi 106 --=-------- 106 - ------- 356 ----------- 119 106 Actual. psi 23 19 77 48 21', ' =-DEFLECTIONS -- - =------- ----- ---- -----•- - CENTER... Dead•Load in' -0.058 -0:019' -0.467.-0:`218 -0.088 X -Dist . ft 5.0 2.5 1.3.0 a 8:0 4.3 :. DL Ratio 2,064 3,204 643 -1883 1,163 Live Load in -0.026 =0.009' -0.198 -0.048 -.0.:.047 X -Dist.: ft. - 5.0 :' 2.5 13.<-0. 8.0 X4.3 LL Ratio 4,541 7,050 1,.515 3,971 .2,-152. Total Defl. in -0.085 -0.0'27, -0.665 -0.266- -0.135 X -Dist. ft 5.0 2.5 `13.0.' 8.0 4.3 ' Total Ratio CANTILEVER.... 1,419 2,203 451 722 755 Dead Load in DL Ratio Live Load in LL Ratio Total Defl. in Total Ratio Line 1 Title Line 2 Line 3 Scope Number:13 ' Line 4 Misc. Line 5 ----------------.----------------------------=--------------------------- Dsngr.': Date:'07-Dec-94 ---------------------------------------------------------------.-------- T' .I M B E R B E A M D E S I GN Page Description >> - ' >> - DESIGN DATA -- 31 32 33 34 -----1---------2----- ---- 3 ----- ---_4_---- 35 ---- 5 ----- �-- TIMBER SECTION --- --- --- ' ' ....Depth in ..Width in Le: Unsupp ft Fb- Allow, psi Fv- Allow psi E ksi 9.5 5.5 875 85 1300' 18. 5.25 2,600 285 1800 16.5 5.5 2,400 165 1800 r9.5 5.5 875 85. 1300. 5.5 5.5. .875 85 1300 LOAD D.UR. FACTOR Stress Ratio->> -- CENTER SPAN -- SPAN LENGTH ft UNIFORM. DL plf 1..25 1.25 '125 1.25 0.796 0.095 0:789 0.744 -----OK---------OK-----=---OK---------,OK---------OK--------- 13.00 8.50 24.00 9.00, .184.. 158 132" - . 54.' • 1.25 0.855 7.00 �• .. 223 . LL plf 100 80 60 20 130 ' PARTIAL DL plf LL plf X -Left ft X -Right ft . POINT... DL # LL # X -Dist. ft 1,658 601 3-.00 '3,038._. 2,025 11.00 1.,562'. 910 3.00 ' DL # LL # 781 455 X -Dist. ft 17.50 DL # ' LL # X -Dist. ft. DL # LL # X -Dist. ft -- CANT. SPAN --- ----- 1---- --=- -I 2-----I----3------I----4-----I----S-----I-- SPAN LENGTH ft PARTIAL DL plf '. LL plf X -Left ft -_X-Right ft POINT... DL # LL # .X -Dist. ft DL# LL # X -Dist. ft ---- RESULTS ---- -----------I---------- -------------------- =---------I-- . ' Mmax @ Cntr ink X -Dist. ft Moment @. Rt in -k 71.99 6.50 76.16 3.00 570A.6 11.04 67.32 3.00 25.95 3.50 REACTIONS... Left: Dead # 1,196 1,744 3,441 1,284 781 Live #. Right: Dead # 650 1,.196 729 1,257 1,940.' 3,546 _ 697 764 455 781 Live # ---- STRESSES --- 650 552. 1,980 393 ----- 1 ----- I----2 ----- ----3 ----- ----4-----I----S-----�-- 455.: Fb.: Allow psi Actual psi 1,094 •,870 3,107 269 2,8.96 2,284. 1,09.4 814 1.,094 936 Line 1 Title. : Line 2 Scope Line 3 Number -.0, r Line 4 Misc Line5 Dsngr . Date:07-Dec-94 ----=------------- - ------------------------ ----------------- ' -------------------- --T I M B E ----------------------------------- R B E A M D.E S I G N. . Fv... Allow psi 106 356 206. Yi ------------ 106 106 Actual psi 47 34 87 55 53 1 - DEFLECTIONS -- ----------- -------- --=------- ----------------I- _ CENTER... Dead Load in -0.231 -0.011 -0.747 .-40'.085 -0.122 X -Dist. ft 6.5 4.0 12.0 4.2 3.5 1 DL Ratio 6.74 9,169 386 1,278: 691 Live Load in -0.126_ -0.005 -0.435 -0.046 -0.071 X -Dist. ft 6.5 4.1 11°.8 4.1 •3.5 ' LL Ratio 1,240 22',118 •Y662 2,351 .1,186 Total Defl. in -0.357 -0.016 -1.181 - -0.130 -0.192 X -Dist: ft 6.5:-. 4.0 12.0. 4.1 3.5 Total Ratio CANTILEVER... 437 6,482 44 828 437 Dead Load in DL Ratio ' Live Load LL Ratio in Total Defl. in Total Ratio 1 Line 1 Title Line 2 Scope ' Line 3. Number:2< Line 4 Misc Line 5 Dsngr Date:07-Dec-94 ' ----------------------T-I:M-B-E-R E D E_S_I_G_N--,--Page---' Description >>. ----B -A -M--- --- ---------- >> 36 .' 37 38 40 ' _ - DESIGN DATA -- -----1-----I----2---=-I----3-----I----4-.-"39 -I---- 5 -----�-- TIMBER SECTION --- --- --- J ....Depth. in 5.5 16 9.5 .9.5 7:5 ' ....Width in Le :..Unsupp ft 5.5 5.25 5.5 �5.5 5.5 Fb- Allow. psi 8.75 2,600 875 815 875' ' Fv- Allow psi. E ksi 85 1300 285 1800 85 1309 85_' 1300 85 1300' LOAD DUR..FACTO.R 1.25 1.251-:_25 1.25 1.25' Stress Ratio->> 0.192 0.295 0:575 0.575 0.483- -- CENTER SPAN -- SPAN LENGTH ft -----OK-----=---OK---------OK=--------OK---------OK------- 6.00 13.00 1,.'.14.00 14.00 12.00 .UNIFORM DL plf 88 54 113 113 86 LL plf 20 20 64, 64 40 PARTIAL DL plf '. LL plf X -Left ft X -Right ft POINT... DL # 1,777 LL # 691 X -Dist. ft 3.00. ' DL # LL # 3,546. .1, 980 X -Dist. ft 9.50 DL LL'# ' .X -Dista ft DL # LL # X -Dist. ft - CANT. SPAN --- ---- - 1-----� ---- -- ---- ---- 2-----I-- 3-----� 4-----) 5--=--.I--. SPAN LENGTH ft ' PARTIAL DL plf. LL plf t X -Left ft X -Right ft ' POINT... DL # LL # X -Dist.. ft DL # ' LL # `. X -Dist.% ft ---- RESULTS -=------- ------ ----- ----- ----------- I-. - " Mmax Cntr in -k 5.83 207.84 52.04 52.04 27.22 i X -Dist. ft 3.00 9..45 7:00' 7.00 6.00 Moment @ Rt in -'k .. ' .REACTIONS... Left: Dead # 264. 2;673 791 791 516 Live # 60 .1,195 448 448 240 Right: Dead # 264 3,352 791 791.. 516 Live #. 60 1,736 448' 448 'j---=5 240 ' ---- STRESSES --- -----1----- ----2---------3----- I ---- 4 ------ ----- I-- Fb..•Allow psi 1,094 3,148 1,094 1,0.94 1,094 ' Actual psi 210 928 629. 629 528 Line 1 Title Line 2 Scope 3 Number: ?sS► ` 'Line Line 4. Misc Line 5 DsngrDate:07-Dec-94 ------------------------------------------------EAM------E-----G N------------ Fv... Allow psi 106 356 106 106 106.' Actual psi 14 89 32 32 25 ' - DEFLECTIONS -- ----------- ----------I---------- ---=- I ---------- -- I -- CENTER... CENTER... Dead Load in -0.026 -0.402 -0.191. -0.191 -0.160 ' X -Dist . ft 3 .0 ' 6.8 ..7.0 7.0 6.0 DL Ratio 2,782 11 .524 879 w879 - 902 Live Load in -0.006 -0.050 .-0.108 -0.:108 -0.074 X=Dist. ft 3.0. 6.8 7.0 7.0 6.0 LL Ratio 12,239 3,091 1,552 .1,552 •1,940. Total Defl. in -0.032 -0.153 -0.299 -0.299 -0.234 X -Dist. ft 3.0. 6.8. 7:0. 7.0 6,0 Total Ratio CANTILEVER:.. 2,267 1,021 •561 561 616 Dead Load in DL Ratio Live Load in . '. LL Ratio Total Deft. in Total Ratio y Line 1 Title. . Line 2 Scope 3 Number: 11 'Line Line 4 Misc Line 5 Dsngr : , Date:07-Dec-94 ' ----------------------T-I-M-B-E-R-----B-E-A-M----D-E-S-I-G------- N Page Description ----- >> 41 42 43 44 45 ' -- DESIGN DATA -- ------ 1-----I----2-----I ---- 3 ----- ----4---------5----- -- TIMBER SECTION --- --- --- -__ __ ...Depth in 15.5 11.5. 11.5 5..5 15.5 ....Width in 5.5 5.5 5.5 5.5 5.5 ' Le: Unsupp ft Fb- Allow psi 1,300 875 •875 ,875 875 Fv- Allow psi 85 85 '85 185 85 E ksi 1600 1300 .1300 1300 •1300 LOAD DUR. YACTOR 1.25 1.25 1.,25 1.25 1.25 Stress Ratio-» 0.982 0.137 0.360 0.730 0.417 ' - CENTER SPAN -- SPAN LENGTH ft ----- OK---=-----OK---------OK---------OK--------- OK------- 16.00 4.00 =14.00 5.00 23.00.; UNIFORM DL. plf 274 290 76 , 290 93 LL plf 280. 300 20 300 30. ' PARTIAL DL plf LL plf X -Left ft X -Right ft POINT... DL # 21142 ' LL # 1,071 . X -Dist. ft 11.00 DL # LL # .' X -Dist. ft DL # ' LL # X -Dist. ft DL # LL # X -Dist. ft , ' - CANT. SPAN --- -----1-----I----2-----I----36-OO-I----4-----I----S-----I-- SPAN LENGTH ft PARTIAL DL plf 76 LL plf 20' X -Deft ft X -Right ft 4.00 ' POINT... 'DL # 360 LL # 175 ' X -Dist. ft. 6.00 DL # ' LL # X -Dist. ft ---- ---- RESULTS -------_---I------.---I------.---I ----------- I---------- I-- Mmax @ Cntr in -k 320.04' 14.16 14.06 22.13 97.60 X -Dist. ft 9.81. 2.00 4.95 2.50 _11.50: Moment @ Rt in -k -47.736 REACTIONS... Left: Dead # 2,861 580 334 - 725 1,070".. Live # 2,575, '600 54 750 345 .Right: Dead # 3,665 580 1,394 .725 .1,0.70; Live # 2,976 600 481. 750-y., 345 ---- STRESSES --- ----- -- = c Line. 1 Title : Line 2 Line 3 Scope Number:'li`� Line 4 Misc Line 5 Dsngr. : , Date:07-Dec-94 1 ----------------------T-,I -------------------------------- M---E-R-------E A-M----D-E-S-I---N------------ Fv... Allow psi 106 106 106 1.06. - 106 Actual _ - DEFLECTIONS psi -- =----------I----------I----------------=------------- .104 15 21 5 9 22 -- CENTER.:.' Dead Load 'in -0.243 -0.002 -0.012 -0.041 -0.'264. X -Dist. ft 8.3 2.0 4.5 2.5 11.5 1 DL Ratio 791 26,042 14.,080 1,4591,046 Live Load in -0.198 -0.002 0:011 .-0.043 -0.085 .X -Dist: ft 8:2 2.0 9.7 2.5 11.5 LL Ratio 967 25,174 14,738 1,410. 3,242 Total Defl. in -0.441 -0.004. 0.017 -0.0.84 -0.349 X -Dist. ft 8.2 2.0 11.3 2.5 11:5_ ' Total Ratio 435 12,800 9,883 717. 791. 1 CANTILEVER... Dead Load 'in -0.105 DL Ratio 11367 Live Load LL Ratio in -0.065 2,214 Total Deft. in -0.170 Total Ratio -845 _________ - Cal West EngineJob ' No• g Bring , _ 81-159 Durango DR. Sheet'' No. Y OfiM��t + Indio, " Ca. Calculated By Date 92201 Checked By. Phone 1 (619) .342-9695 . - .. �,..• .,fit.+ .it,� �,; 1 •'t� YY ' .. r 't -i • • • � I I1 l I {�7 . , c r� � vsi r 55 `k•c t� t < t i V'I�Vr ` . . . . , • • F t �}Myi �,d�• rti• t h • . • . �' ' ;l ul a (�� 1 /• �J I� • �. rl /- •: • • t'. ` t �..FjrT r. a.' + t , jj • fd , ..• .. lDl. YILII CI7 T�l�, 11.36 � '31e!}% • t �C MEQ{{fit ti ff/t `-j. r?^I'S 'ji t r n t y �7• ictt 7 t ? 55+`'}t F ,1�t �•J•� t f + phi t It7 4 j S �nt i(y",I'S �qr •f Ff "itkrl - • 1 t $ i yi t 1 ... l . l�y�o�. .��'b�l`�.:'t �t11/Z•,?� ,183•, . .. � •- i�a�i ,. j ��rt�i,,r �E ;�, t } , ,��' .l .. � s• t t4 i T � t Yi i. . ' U� z�c `. . � 3��f 5/zJl��%36 - • , - � �I���.���/ 5�t F d • • • . - Al � MJF, tt �6 �?; if �t i%y` rxc f:. Y t; i'" ` ' WN, ti ,; . I►I \ 5�•1�� •••10/i��l.4• 'S•//� alb J IQ3 , a. /�)/dry ,,`,1�#Zt Yi �' �.,`e Y�� M _ � �t .' Y � ' , • ,,�; c • �.e Pf °� - i't � i °. �MHa�: • t .3 - '. + . i n t�.i'�xfl�{���Ytxi .t3 x�. �k �� � C36 ! � t' 'L'I%�yrlo.� , ��3 13.5�� t , n, �+ter �p>yx� � 1t. �„• • ' - .. � � r't'fs x r �yy 7 •,(fit; I, -`v "A cq r aL+ • • • • t-•.h {. 4F tNA . - � � •YJrtr tj1._ C� �. t C•tG�t j, Y. ,r q` , r r •� 1 i Y w.:!ia• yeinti b�. q L�Cfyt, . t � ,- 4.Pt a.� y >ltl•4Y'S'"-fi tiN.,•L�,L t4.. t� V .� • • ' x�t. i£r�rArla3j.{t�i�t t ;" , { eta fa: a • � 3 a , , � lr,• . .tom • '• `:+71 }t 7 , tI!6l is t • � • . • - � r tit f 1 t: r�. jt Cal West Engineering Job No. `' v: ,v: ,' 81-159 Durango DR. Sheet No. Of Indio, Ca. Calculated By Date` 92201 Checked By Date ` Phone l (619) 342-9695 4 5 Pti A• S {' f. b1 14 4 SL] 1--il m s 1--1 "I Al %Ql.w ' "I t4f-1 I" 111 SU. %U r- A Q O 1n 0 rJ to O 4 0� � �i? o o �O h Cb �[► Coi C6 S Q' K 111 m ct� rz N • ^-' , :` fl C f �r i• OQ O q7 I'll, 7 A O a0 00 •a a 4 D O O •3. �.t� c=E, i Uj tg J 1 t(1 cll � tC1 �- 70 O ' Y it 1 5 Pti A• S {' Cal West Engineering Job No. 81-159 Durango DR. -.Sheet: No. i Indio, Ca. - Calculated. By 92201 Checked By rPhone (619) 342-9695 �1�I�I�III�III� �AA�I�II�II�IIIII S II �1111111�1�IIIIII ��u����inll■II�111111 ��1��1�1�111■II�Ilifllllll �II�N�il�lll0llllillll t Cal West Engineering Job No, 81-159 Durango DR. SheetF No. Of,, Indio, Ca. Calculated By 92201 Checked By Date. Phone l (619) 342-9695 fir/ "L �• �1� C. 1 G • • • • • • • ' ! A • ; 1 17�� 4.! • • • • t. `p> } 23 SS . . . .. . 1o•I12 1 t� — rZ3SS Izo3 . . . . . . t �r •srF JAS 11•� ' • • • • • • • • • • • • ` i�•:�. ii• :,5: :.:+ {;fir• • • • . . • . • .. .'j, Vii•"+ • • • • A r • • • • • • )tilt .� • • • • • . • • • f f<<I.. f%.�,,. rV.rJ `:tic . s� •fit,. ;�+ 1t t: - •4,:. • ill a. JI f` `' • - .. . ri,, r' art . Y `� d iv �U�t,r, s } ` 1, ' ' Line 1 Title Line .2 Scope Line 3 --------------------------------------------------- DESIGN OF EMBEDDED POLE FOOTINGS DESCRIPTION >> TUBE ALLOW PASSIVE psf 300 .MAX PASSIVE psf 41500 LOAD DURATION FACTOR 1.33 1.33 1.33 33 .POINT LOAD lbs 2,355 LOAD Ht. ft 10.00 DIST. LOAD #/ft START HT. ft END HT. ft WIDTH/DIAMETER in 28 N. Moments @ Surface: 'Uniform Load ft-# Total Moment ft -i 23,550 i;tal Lateral Load 2,355*. Min. Reqld Embedment Press 1/3 Embed.: Min. Reqld Embedment Pressure @ Bottom Actual psf 1,692 Allowable psf 1,692 Surface Restraint Force lbs 9,104. 01 CAL WEST ENGINEERING CIVIL AND STRUCTURAL ENGINEERING 81-159 DURANGO DR. INDIO, CA. 92201 619-342-9695 SINGLE S SHEAR WALL WALL NO.------------------------ tFORCE INTO LINE # B TOTAL PANEL LENGTH ALONG LINE ft. PANEL LENGTH ft. PANEL HEIGHT ft. h/d WALL UNIT SHEAR #/ft.=P/(TL)+(ZIC/Rw)h WALL PANEL STABILITY: WALL WEIGHT p.s.f. ZIC/Rw Mot=((P/TL)dh+(ZIC/Rw)Qdh"2/2) #ft. UUNIFORM LOAD #/ft. xl ft. P2 # x2 ft. p3 # x3 ft. Mr=(wd"2/2+pixl+p2x2+p3x3+Qhd"2/2) #ft. F.S.O.T. T=C=[(Mot-2/3Mr)/d] # WALL NO.------------------------ FORCE INTO LINE # B TOTAL PANEL LENGTH.ALONG LINE ft.. PANEL LENGTH ft. PANEL HEIGHT ft. h/d WALL UNIT SHEAR #/ft.=P/(TL)+(ZIC/Rw)h WALL PANEL STABILITY: WALL WEIGHT p.s.f. ZIC/Rw Mot=((P/TL)dh+(ZIC/Rw)Qdh"2/2) #ft. UNIFORM LOAD #/ft. " pl # xl ft. P2 # x2 ft. p3 # x3 ft. Mr=(wd"2/2+plxl+p2x2+p3x3+Qhd"2/2) #ft. F.S.O.T. T=C=[(Mot-2/3Mr)/d] # t TORY AN 1.00 r" =v= 135 USE - SE - . JOB SHEET NO. OF CALCULATED B _ CHECKED BY = 7866 SCALE : F y — 0 = 4352. = 0.55 =P= 1215 621 USE --U------ =TL= 11.00 \ -d- 2.50 :.f... �;,. =h= 8.00..' 3.20 r. =V= 135 USE -- J t i 1: � 17 = 0.183 = 2458 = 0 = 0 -_ 0 _ 0 , s•tt t fr t .•t 9t . = 425 = 0.17 HOLDOWNS REQUIRED = 870 USE----------- - opji `L.4�1: ; 2n e =F= 1215 =TL= 11.00 =d= 8 00 = 1.00 r" =v= 135 USE - SE - . 17 e 1 t f _ 0.183va �aM = 7866 y — 0 = 4352. = 0.55 HOLDOWNS = 621 USE --U------ \ fl ', • , ztl dt �.� r. J t i 1: � t t [1 CAL WEST ENGINEERING ' CIVIL AND STRUCTURAL ENGINEERING 81-159 DURANGO 'DR. INDIO, CA. , 92201 619-342-9695 SINGLE SHEAR WALL WALL NO.------------------------ FORCE INTO LINE # B'- TOTAL,PANEL LENGTH ALONG LINE ft. PANEL LENGTH.ft. PANEL HEIGHT ft..' h/d WALL UNIT•SHEAR.#/ft.=P/(TL)+(ZIC/Rw)h WALL PANEL STABILITY: WALL WEIGHT p.s.f. ZIC/Rw Mot=((P/TL)dh+(ZIC/Rw)Qdh"2/2),#ft: UNIFORM -LOAD #/ft. pl # xl ft. P2 # x2 ft. p3 # x3 ft. Mr=(wd"2/2+plxl+p2x2+p3x3+Qhd"2/2) F.S.O.T. T=C=[(Mot-2/3Mr)/d] # 0 #ft WALL NO.------------------------ FORCE INTO LINE # D TOTAL PANEL LENGTH ALONG LINE ft. PANEL LENGTH ft. PANEL HEIGHT ft. h/d WALL UNIT SHEAR #/ft.=P/(TL)+(ZIC/Rw)h ' WALL PANEL STABILITY: WALL WEIGHT p.s.f. ZIC/Rw Mot=((P/TL)dh+(ZIC/Rw)Qdh"2/2) #ft. UNIFORM LOAD #/ft. pi # xl ft. p2 # x2 ft. p3 # x3 ft. Mr=(wd"2/2+plxl+p2x2+p3x3+Qhd"2/2) #ft F.S.O.T. T=C=((Mot-2/3Mr)/d] # I.-,. J STORY ANALYSIS JOB SHEET NO. OF. CALCULATED BY CHECKED BY' SCALE ` 509 =TL= 4.00 i =d= 2.00 =h= 8.00 , = 4.00 :. } .=V= 152 USE - -- - =Q= 17 = 0.183 = 2235 _ .0o ' 01. 0 r, _ = 0 ' s = 0 • 272 y = 0.12 HOLDOWNS+ REQUIRED. , = 1027 USE --------------- ----------- -1464 1464 ' =TL= 5.00 =d= 5.0 0 =h= 10.0 0,i �} = 2.00 ,fit``°a' t} =V=324 USE 17 = 0.183:..'. = 15418 ' 0 = Q a > rr S 0 i� = 0 x \2 A 7 V H - 2125- • = 0.14 HOEDOWNS REQUIRED., 4 = 2800 USE------ Y� hA �y r 3: L r „ a: c ! jff r t 4 a s r o r i a t , , CAL WEST ENGINEERING JOB CIVIL AND STRUCTURAL ENGINEERING SHEET•NO. OF•. 81-159 DURANGO DR. CALCULATE INDIO, CA. CHECKED -BY 92201 SCALE 1 619-342-9695 • tr SINGLE STORY t - SHEAR WALL ANALYSIS WALL NO.------------------------ 6 I•►& 8 n x FORCE INTO LINE' # E `1215 •6.00 - TOTAL PANEL LENGTH ALONG LINE f t . =TL= 6.00 • PANEL LENGTH ft. =d= 2.00- PANEL .00•PANEL HEIGHT ft. =h= 8.00 h/d = 4.00 �- A 1 WALL UNIT SHEAR # P TL + h =v= 227 US / ( / ft.=/( ) ZIC Rw) E--- WALL PANEL STABILITY: ' WALL WEIGHT p.s.f. _Q= 17 a ZIC/Rw 0.183 Mot=((P/TL)dh+(ZIC/Rw)Qdh"2/2) Oft. _ 3439 UNIFORM LOAD #/ft. = 0 p1 # 0 s _ � t xi ft.. 0 p2 # = 0 a s t X2 ft = t .. p3 # _ 0 ` x3 ft. Mr=(wd"2/2+pixl+p2X2+p3x3+Qhd"2/2) #ft.'= 272 1 F.S.O.T. 0.08 HOLDOWNS REQUIRED__ ` _ T=C=[(Mot-2/3Mr)/d].# 1629 USE------- L' —�---------------------- t 2r v f WALL NO . FORCE INTO LINE # F TOTAL PANEL LENGTH ALONG LINE ft. =TL= 16.00 .. • ` , t PANEL LENGTH ft. =d= 16.00 PANEL HEIGHT ft. =h= 10.00 _ "h> h/d _ - 0.63 �_ d WALL' UNIT SHEAR #/ft.=P/(TL)+(ZIC/Rw)h v 155 USE--- WALL PANEL STABILITY: t .WALL WEIGHT p.s.f. =Q= 17 J, ZIC/Rw = 0.183 :+ Mot=((P/TL)dh+(ZIC/Rw)Qdh"2/2) Oft. = 22369>' UNIFORM LOAD #/ft. P1 # 0 x u p2 0 # 0 t ,> • x3 ft. Mr=(wd"2/2+plxl+p2x2+p3x3+Qhd"2/2) #ft. = 21760 F.S.O.T. _ 0.97 HOLDOWNS REQUIRED y T=C=[ (Mot-2/3Mr)/d] # _ ' 491. USE------ Yee •* t 1, i a i 'P, ,• � 1 1 c: f .fit r,�i ycF CAL WEST ENGINEERING JOB f` 1 CIVIL AND STRUCTURAL ENGINEERING SHEET NO. OF -, 81-159 DURANGO DR. CALCULATE INDIO, CA. CHECKED BY 92201 SCALE 619-342-9695 SINGLE STORY : SHEAR WALL ANALYSIS WALL NO.------------------------ 10 r FORCE INTO LINE # F =F= 1179 TOTAL PANEL. LENGTH ALONG LINE ft. =TL= 8.00 ` PANEL LENGTH f t'. =d= 8.40 F. PANEL HEIGHT ft. =h= 10.00 h/d = 1.25 ;. WALL UNIT SHEAR #/ft.=P/(TL)+(ZIC/Rw)h .=v= 178 USE ---a -- - - WALL PANEL STABILITY: WALL WEIGHT p.s.f. =Q= 17 ZIC/Rw = 0.183 Mot=((P/TL)dh+(ZIC/Rw)Qdh"2/2) *ft. = 13034 UNIFORM LOAD #/ft. = 0 p1 # _0 xl ft. p2 # = o , x2 ft. _ 0 ,> i MI p3 # _ x3 ft. 0 Mr=(wd 2/2+pixl+p2x2+p3x3+Qhd 2/2) #ft. 5440, F.S.O. T. = 0.42 HOLDOWNS REQUIRED,.. T=C=[(Mot-2/3Mr)/d] # 1176 USE---=------------ `'' 11 WALL NO.------------------ ----- r FORCE INTO LINE # H = = 1114. TOTAL PANEL LENGTH ALONG LINE ft. =TL= 4.50 PANEL LENGTH ft. =d= 4.50 ;. PANEL HEIGHT ft. =h= 10.00 hd = WALL UNIT SHEAR #/ft.=P/(TL)+(ZIC Rwh =v= 2 22 ®---------- j / ) 279 USE- WALL PANEL STABILITY: : WALL WEIGHT p.s.f. =Q= 17 ZIC/Rw 0.183 Mot=((P/TL)dh+(ZIC/Rw)Qdh"2/2) #ft. = 11840.• 0 UNIFORM LOAD #/ft. = = pl # 0 X1 ft. x2 ft. _ x3 ft. Mr=(wd 2/2+plx1+p2x2+p3x3+Qhd 2/2) #ft. = 1721.25 F.S.O.T. = 0.15 HOEDOWNS REQUIRED'_; T=C=C(Mot-2/3Mr)/d] # 2376 USE---------- r > Ii1i1 CAL WEST ENGINEERING JOB CIVIL AND STRUCTURAL ENGINEERING SHEET NO. OF 81-159 DURANGO DR. CALCULATED BY INDIO, CA. CHECKED BY 92201 SCALE 619-342-9695 SINGLE STORY ' SHEAR WALL ANALYSIS Fs, -------------- ------ r • WALL NO. ---- FORCE INTO LINE # 1' 560 1TOTAL PANEL' LENGTH ALONG .LINE ft., =TL= 4.00 " PANEL LENGTH 'ft. =d= 2.00 +t �s s PANEL HEIGHT ft. =h= 8.00 h/d = 4.00 WALL UNIT SHEAR #/ft.=P/(TL)+(ZIC/Rw)h. =v= •165 USE— WALL PANEL STABILITY: tWALL EIGHT p.s.f. ZIC/Rw• , =Q 0.183 .' '' • �.; Mot=((P/TL)dh+(ZIC/Rw)Qdh"2/2) #ft. _ 2439, UNIFORM LOAD .#/ft. = 0'pi P S xl ft. _ �rrx } 5rr , 0 P2 # _ 0 x2 ft. = 3 x3 f t . _ Mr=(wd"2/2+plxl+p2x2+p3x3+Qhd"2/2) #ft. = 272 F. S_ `T. = 0.11 HOLDOWNS REQUIRED' T=C Mot-2/3Mr)/d] # 1129 USE--------------- WALL NO -----=------------------ • _ FORCE INTO LINE # J 1739 } ' 1 TOTAL PANEL LENGTH ALONG LINE ft: =TL= 5.50 ;+? PANEL LENGTH ft. =d= 5.50 - J PANEL HEIGHT ft. =h=. 10.00." h/d = ,.1.82 WALL UNIT.SHEAR #/ft:=P TL + ZIC Rw h =v= 347. USE-- WALL SE WALL PANEL STABILITY: }, WALE WEIGHT p.s.f. =Q0.1817. 3 ZIC Rw Mot=((P/TL)dh+(ZIC/Rw)Qdh"2/2) #ft. _. 18246 UNIFORM LOAD #/ft. = 0 ' pl # 0 r xlft. _ ' 0 p2 .# = 0 . x2 ft • P3 # '• • .. - O x3 ft. = 0 Mr_(wd"2 2+ lxl+ 2x2+ 3x3+ hd 2 2) #ft. = 2571.25 f j 1y s F.S.O.T. i 0.14 HOEDOWNS T=Ca[(Mot-2/3Mr)/d] # 3006.USE------- ar 73, . i, y' .. •, tri - `f '. r � S.,.� r ` I . .. A`• P �f i 1 l CAL WEST ENGINEERING CIVIL AND STRUCTURAL ENGINEERING 81-159 DURANGO DR. INDIO, CA. 92201 619-342-9695 SINGLE S SHEAR WALL WALL NO.------------------------ FORCE INTO LINE # 7 TOTAL PANEL LENGTH ALONG LINE ft. PANEL LENGTH ft. PANEL HEIGHT ft. WALL UNIT -SHEAR #/ft.=P/(TL)+(ZIC/Rw)h WALL PANEL STABILITY: WALL WEIGHT p.s.f. ZIC/Rw Mot=((P/TL)dh+(ZIC/Rw)Qdh"2/2) #ft. UNIFORM LOAD #/ft. pl xi ft. p2 # 1 x2 ft. p3 # X3 ft. Mr=(wd"2/2+plxl+p2x2+p3x3+Qhd"2/2) F.S.O.T. T=C=[(Mot-2/3Mr)/d] # Cl t #f t. WALL NO -------------------------- FORCE INTO LINE # J TOTAL PANEL LENGTH ALONG LINE ft. PANEL LENGTH ft. PANEL HEIGHT ft. WALL UNIT.SHEAR #/ft.=P/(TL)+(ZIC/Rw)h WALL PANEL STABILITY: WALL WEIGHT p.s.f. ZIC/Rw Mot=((P/TL)dh+(ZIC/Rw)Qdh"2/2) #ft. UNIFORM LOAD #/ft. pl # xl ft. p2 # x2 ft. p3 # x3 ft. Mr=(wd"2/2+plxl+p2x2+p3x3+Qhd"2/2) F.S.O.T. T=C=[(Mot-2/3Mr)/d] # TORY ANALYSIS JOB SHEET NO. OF . CALCULATE CHECKED BY SCALE =P= 1140 =TL= 3.00 '. =d= 3.00 =h= = 10.00 3.33 =V= 411 USE------------ 17 = 0.183 •'' = 11867 = 0 { �' = 0 = 0 + 0 = 765 :..:;:<,,••,;'�: {.. = 0.06 HOLDOWNS REQUIRED = 3786 USE ---------------- On fiicCA0 S `R 1739 r =TL= 17.00 t' =d= 17.00 =h= 10.00 ^.' s sr :tis t r 0.59 =V= 133 USE— : t f :X. =Q= 17 `� k = 0.183 •: is = 20034 t. ,.. = 0" 0 = 0 0 0 0 #ft. = 24565 1.23 215 HOLDOWNS REQUIRED USE -------7,7777. — fscP> f 5 a a t .. r ' .. •rte 'c' 'CAL WEST ANDS STRUCTURAL INEERING CIGO DR. 811 -159 DURAN 'INDIO, CA. 92201 619-342-9695 WALL NO.--- # R =TL= 10.00'': FORCE INTO LINE LENGTH ALONG LINE ft• =d= 10.00 WALL UNIT SHEAR TOT AL PANEL LENGTH f t . _h10.00 - = 1.00 ___-----:-:,; - ;. . PANEL PANEL HEIGHT ft• =v= 241 USE-- USE -- u, r:. h/LL + ZIC/Rw)h SHEAR #/ft.=P/(TL) ( = 0 i WA UNIT :.. • ; . ' •:� 17 .:... WALL PANEL STABILITY: WALL WEIGHT P- . ZIC/Rw dh+(ZIC/Rw)Qdh"2/2) #ft Mt o=((P/TL) UNI RM LOAD #/ft. X2 It• x 3t • x3 f t- 2/ 2+plxl.+-p2x2+p3x3+Qhd" 2/ 2) Mrr( F.S•O'T. Mot-2/3Mr)/d3 # WALL NO.--- FORCE. INTO LINE # INE ft. R TOTAL PANEL LENGTH ALONG L PANEL, LENGHT ft . .Q 0.183 -_ 22496 ' s, WALL UNIT SHEAR 17 5' = 0 t y i (7yyS EL STABILITY: WALL PAN s . f . WEIGHT p• = 0.183 24290 = p t = 0 i -_ 0 ;� :.. • ; . ' •:� - - <:;,`:•,, .:,.,: 8500D #ft• 0.38 HOLDOWNS-REQUIRE__,.y,_. , UNIFORM 1.683 USE T' a i Pi 0 •(F y p 1,� • _n 2359 =TL= 0 `? =d=_ 4.5 r ,��D� 2.22 555 USE-.-: �UfS HEIG =v= ty hANEL + (ZIC/Rw)h d ft.=P/(TL) #/ s, WALL UNIT SHEAR 17 5' =4= . ' t y i (7yyS EL STABILITY: WALL PAN s . f . WEIGHT p• = 0.183 24290 5 Ya WALL 2 #ft. ) 0 ZIC/Rwp TL)dh+(ZIC/Rw)Qdh^2/ _ = /LOAD 0`i, Mot= (( ft. / # = p , UNIFORM 0 T' a i Pi 0 •(F y p 1,� • p2 #t 0 °, ft = } j x2 • p3 #+ hd"2/2) x3 ft•„ + 2x2+p3x3 Q - Mr=(wd 2/2+p1x1 P _ F.S•O•Mot-�2/3Mr)/d3 # T=C=[( 1721.25 07 REQUIRLIJ 5143 USE pSrK7 4 Nit, yT ' N ' .. 4� Y � r t,'_3 Vit« =.r2• CAL WEST ENGINEERING CIVIL AND STRUCTURAL ENGINEERING.• 81-159 DURANGO DR. INDIO, CA. 92201 619-342-9695 • , f 4 gr `' i '' Z ' r JOB SHEET NO. OF CALCULATE B CHECKED . BY;'. SCALE . r: SINGLE STORY ' SHEAR WALL ANALYSIS 19 2355 3.00.- 3.00. .00,• .3.00. 10.00 3.33:'- th a DEQ' 816,..USE-------- 17 , 0.183 24017-. 0 y , 0 0 j 765 0.03 HOLDOWNS REQUIRED'::';:5: 7836 USE ---------------- 915'' ----- - 915 Yt. 3.50 ` t 3.50- 9.00. :r e1tr�sL— a t> 2.57 289' USE- - 17 ; 0.183 8676 g. 0 U r, ' 0 , 0;. ai 0 937.125'' »ikr t 0.11 HOLDOWNS 'REQUIRED' �` i"p i{ 2300 USE , • }J 3rG �'yx, ��, c ` ufis Jt WALL NO.------------------------ P� FORCE INTO LINE # L" TOTAL PANEL LENGTH ALONG LINE ft. =TL= PANEL LENGTH'ft. =d= PANEL HEIGHT ft. =h= WALL UNIT.SHEAR #/ft.=P%(TL)+(ZIC/Rw)h .=v= WALL -PANEL STABILITY: WALL WEIGHT p.s.f. ZIC/Rw Mot=((P/TL)dh+(ZIC/Rw)Qdh"2/2) #ft. _ UNIFORM LOAD #/ft. _ pl # xl ft. _ P2 # _ ,x2 ft. p3 # x3 ft. Mr=(wd"2/2+plxl+p2x2+p3x3+Qhd"2/2) #ft. _. 'F.S.O.T. T=C=[(Mot-2/3Mr)/d] # - WALL NO.------------------------ FORCE INTO LINE # M 20 = _ TOTAL PANEL LENGTH ALONG LINE,ft. =TL= PANEL ' LENGTH f t . =d= HEIGHT ft. =h= 'PANEL WALL UNIT SHEAR #/ft.=P/(TL)+(ZIC/Rw)h =v= " WALL'PANEL STABILITY: WALL WEIGHT p'. s . f . ZIC/Rw Mot=((P/TL)dh+(ZIC/Rw)Qdh"2/2) #f t. _ UNIFORM LOAD #/ft. P1 # xi ft. -_ p2'# _ x2 ft. p3 # _ _ x3 ft. Mr=(wd"2/2+plxl+p2x2+p3x3+Qhd"2/2)'#ft.`= F.S.O.T.' T=C=[(Mot-2/3Mr)/d] # 2355 3.00.- 3.00. .00,• .3.00. 10.00 3.33:'- th a DEQ' 816,..USE-------- 17 , 0.183 24017-. 0 y , 0 0 j 765 0.03 HOLDOWNS REQUIRED'::';:5: 7836 USE ---------------- 915'' ----- - 915 Yt. 3.50 ` t 3.50- 9.00. :r e1tr�sL— a t> 2.57 289' USE- - 17 ; 0.183 8676 g. 0 U r, ' 0 , 0;. ai 0 937.125'' »ikr t 0.11 HOLDOWNS 'REQUIRED' �` i"p i{ 2300 USE , • }J 3rG �'yx, ��, c ` ufis Jt 1 CAL WEST ENGINEERING CIVIL AND STRUCTURAL ENGINEERING •81-159 DURANGO DR. INDIO, CA. 92201 619-342-9695 ' SINGLE SHEAR WALL WALL NO. ------------------------ IFORCE INTO LINE # M TOTAL PANEL LENGTH ALONG LINE ft. PANEL LENGTH ft. PANEL HEIGHT ft. 'h/d WALL UNIT SHEAR #/ft.=P/(TL)+(ZIC/Rw) WALL PANEL STABILITY: 'WALL WEIGHT p.s.f. ZIC/Rw Mot=((P/TL)dh+(ZIC/Rw)Qdh"2/2) #ft. UNIFORM LOAD #/ft. pl # xl ft. P2 # x2 ft. p3 # x3 ft. Mr=(wd"2/2+plxl+p2x2+p3x3+Qhd"2/2) 'F.S.O.T. T=C=[(Mot-2/3Mr)/d] # 11 t .1 t 1 WALL NO.------------------------ FORCE INTO LINE # M TOTAL PANEL LENGTH ALONG'LINE ft. PANEL LENGTH ft. PANEL HEIGHT ft. h/d h i n JOB SHEET NO. OF, CALCULATE CHECKED BY SCALE STORY ANALYSIS =21 2355. • , . .,,...! ` ' . =d= 7.00 =h= 10.00 - 1.43 =v= 245 USE_ ---���---------------- =Q= 17 = 0.183 = 16075 = 0 = 0- 0- 0 Q if t. = 4165 = 0.26 HOLDOWNS 'REQUIRED: `'. = 1900 USE -------------- 2355 ------ 2355 =TL= 11.00 =d= 4.00 =h= .. 10.00 = 2.50- . WALL UNIT SHEAR #/ft.=P/(TL)+(ZIC/Rw)h =v= 245 'USE--.-----.---.- ---- r; WALL PANEL STABILITY: WALL WEIGHT p.s.f. ZIC/Rw Mot=((P/TL)dh+(ZIC/Rw)Qdh"2%2) #ft. UNIFORM LOAD #/ft. pl # xl ft. p2 # x2 ft. p3 # x3 ft. Mr=(wd"2/2+plxl+p2x2+p3x3+Qhd"2/2) F.S.O.T.- T=C=[(Mot-2/3Mr)/d] # =Q= 17 = 0.183 = 9186 - 0 = 0 = 0 �s 1 _. 0 #ft. = 1360 = 0.15 HOLDOWNS REQUIRED' ' = 2070.USE------ - t . •f R '- f' 1{ it 1 4� fi;t r.:i✓ i c • � �. t qty !: i. if t. = 4165 = 0.26 HOLDOWNS 'REQUIRED: `'. = 1900 USE -------------- 2355 ------ 2355 =TL= 11.00 =d= 4.00 =h= .. 10.00 = 2.50- . WALL UNIT SHEAR #/ft.=P/(TL)+(ZIC/Rw)h =v= 245 'USE--.-----.---.- ---- r; WALL PANEL STABILITY: WALL WEIGHT p.s.f. ZIC/Rw Mot=((P/TL)dh+(ZIC/Rw)Qdh"2%2) #ft. UNIFORM LOAD #/ft. pl # xl ft. p2 # x2 ft. p3 # x3 ft. Mr=(wd"2/2+plxl+p2x2+p3x3+Qhd"2/2) F.S.O.T.- T=C=[(Mot-2/3Mr)/d] # =Q= 17 = 0.183 = 9186 - 0 = 0 = 0 �s 1 _. 0 #ft. = 1360 = 0.15 HOLDOWNS REQUIRED' ' = 2070.USE------ - t . •f R '- f' 1{ it 1 4� fi;t r.:i✓ i c • � �. t qty !: i. WALL UNIT SHEAR #/ft.=P/(TL)+(ZIC/Rw)h =v= 245 'USE--.-----.---.- ---- r; WALL PANEL STABILITY: WALL WEIGHT p.s.f. ZIC/Rw Mot=((P/TL)dh+(ZIC/Rw)Qdh"2%2) #ft. UNIFORM LOAD #/ft. pl # xl ft. p2 # x2 ft. p3 # x3 ft. Mr=(wd"2/2+plxl+p2x2+p3x3+Qhd"2/2) F.S.O.T.- T=C=[(Mot-2/3Mr)/d] # =Q= 17 = 0.183 = 9186 - 0 = 0 = 0 �s 1 _. 0 #ft. = 1360 = 0.15 HOLDOWNS REQUIRED' ' = 2070.USE------ - t . •f R '- f' 1{ it 1 4� fi;t r.:i✓ i c • � �. t qty !: i. it 11 CAL WEST ENGINEERING CIVIL AND STRUCTURAL ENGINEERING 81-159 DURANGO DR. INDIO, CA. 92201 619-342-9695 CALCULATED -.—B CHECKED BY_ SCALE SINGLE STORY " <. SHEAR WALL ANALYSIS WALL NO ------------------------- FORCE INTO LINE # 1 TOTAL PANEL LENGTH ALONG LINE ft. PANEL LENGTH ft. PANEL HEIGHT ft. hd WALL UNIT SHEAR #/ft.=P/(TL)+(ZIC/Rw)h WALL PANEL STABILITY: WALL WEIGHT p.s.f. ZIC/Rw Mot=((P/TL)dh+(ZIC/Rw)Qdh"2/2) #ft. UNIFORM LOAD #/ft. pl# xl ft. p2 # ' x2 ft. p3 # x3 ft. Mr=(wd"2/2+plxl+p2x2+p3x3+Qhd"2/2) #.ft. 'F.S.O.T. T=C=[(Mot-2/3Mr)/d] # WALL NO.------------------------ FORCE INTO LINE # 2 TOTAL PANEL LENGTH ALONG LINE ft. PANEL LENGTH ft. PANEL HEIGHT ft. h/d WALL UNIT SHEAR #/ft.=P/(TL)+(ZIC/Rw)h IWALL PANEL STABILITY: WALL WEIGHT p.s.f. ZIC/Rw Mot=((P/TL)dh+(ZIC/Rw)Qdh"2/2) #ft. UUNIFORM LOAD #/ft. ' xl ft. p2 # ' x2 ft. p3 # x3 ft. Mr=(wd"2/2+plxl+p2x2+p3x3+Qhd"2/2) F.S.O.T. T=C=[(Mot-2/3Mr)/d] # 1 V1 J1l 1 #f t. =V= 113 =Q= 17 = 0.183 = 22478 136 0 = 0 _ 0 0 80937 3.60 & 24 - -23 P= 90 ; =TL= 23.00 =d= 23.00 =h= = 10.00 0.43 =V= 113 =Q= 17 = 0.183 = 22478 136 0 = 0 _ 0 0 80937 3.60 =Q= 17 0.183 27656 0 0 = 0 0 8500 0.31 = 2199 USE-----------.----- =25 2610 =TL= 10.00 =d= 10.00 =h= 10.00 = 1.00 =V= 292 =Q= 17 0.183 27656 0 0 = 0 0 8500 0.31 = 2199 USE-----------.----- NO HOLD,OWNS REQUIRED N/A NO HOLDOWNS-'-REQUIRES USE-- 4 h ! k v t iq • HOLDOWNS RE..QUIRED" USE -------------TT-- } •i 1 . I t 1 1 CAL WEST ENGINEERING CIVIL AND STRUCTURAL ENGINEERING 81-159 DURANGO DR. INDIO, CA. 92201 619-342-9695 SINGLE S SHEAR WALL WALL NO.------------------------- FORCE INTO LINE # 11 TOTAL PANEL LENGTH ALONG LINE ft. PANEL LENGTH ft. PANEL HEIGHT ft. hd WALL UNIT SHEAR #/ft.=P/(TL)+(ZIC/Rw)h WALL PANEL STABILITY: WALL WEIGHT p.s.f. ZIC/Rw M6t=((P/TL)dh+(ZIC/Rw)Qdh"2/2) #ft. UNIFORM LOAD #/ft. pl # xl ft. p2 # x2 ft. p3 # x3 ft. Mr=(wd"2/2+plxl+p2x2+p3x3+Qhd"2/2) #ft. F.S.O.T. T=C=[(Mot-2/3Mr)/d].# WALL NO.------------------------ FORCE INTO LINE # 3 TOTAL PANEL LENGTH ALONG LINE ft. PANEL LENGTH ft. PANEL HEIGHT ft. h/d WALL UNIT SHEAR #/ft.=P/(TL)+(ZIC/Rw)h WALL PANEL STABILITY: WALL WEIGHT p.s.f. ZIC/Rw Mot=((P/TL)dh+(ZIC/Rw)Qdh"2/2) #ft. 'UNIFORM LOAD #/ft. pl # xl ft. 1 P2 # x2 ft. p3 # x3 ft. Mr=(wd"2/2+plxl+p2x2+p3x3+Qhd"2/2) F.S.O.T. T=C=[(Mot 2/3Mr)/d] # In #ft . TORY AN 0 ro 0 F ire JOB SHEET NO. OF CALCULATED BY 0 CHECKED BY SCALE 0.09 s: 1365 USE---------- ---- :.° {�•31d Z Z M .�x� R { J h { -26 5040 `F =TL= 39.00 =d= 3.00 ' =h= 10.00 ., _ 3.33 =V= 160 USE---------------- =Q= 17 = 0.183 = 4344 = 192 = 0 = o = 0 1629 = 0.38 HOLDOWNS REQUIRED = 1086 USE---------------- & 28 L: T =27 7� 678 =TL= 4.00 =d= 2.00 Yr =h= 8.00 1T =V= 194 USE--- --------- i .. 4 ffe to l o =Q= 17 w.! = 0.183. r rt' : x'•.; 2911 0 0 0 F ire 0 0 0 272 0.09 HOLDOWNS REQUIRED 1365 USE---------- ---- :.° {�•31d Z Z M .�x� R { J h { 1i.. i• ,r `t ti � CAL WEST ENGINEERING JOB i ' CIVIL AND STRUCTURAL ENGINEERING 81 -159 DURANGO DR. SHEET NO. CALCULATED B 50 OF - INDIO; CA. - CHECKED BY 92201 SCALE 619-342-9695 SINGLE STORY SHEAR WALL, ANALYSIS WALL NO.------- FORCE INTO LINE # 2 TOTAL PANEL LENGTH ALONG LINE ft. =TL= =P= 2610 12.00 PANEL LENGTH f t . -d- 12.00. Y PANEL HEIGHT -ft. =h=' 9.00 z WALL UNIT SHEAR #/ft.=P/(TL)+(ZIC/Rw)h =v=' ','2r45 USE---- - - WALL PANEL STABILITY: WALL WEIGHT p.s.f:_Q= 17 ZIC/Rw 0.183 ,. Mot=((P/TL)dh+(ZIC/Rw)Qdh"2/2) #f t.' = 25002 .. _ UNIFORM LOAD #/ft. _ - 160 "''' `f.•" f xl ft. _ P2 # = 0 , = ' x2 ft. p3 # _ _ 5. x3 ft. Mr=(wd"2/2+plxl+p2x2+p3x3+Qhd"2/2),#ft. 22536 F.S.O.T. _ .0 90 HOLDOWNS REQUIRED°. TaCa[(Mot-2/3Mr)/d] # 831'USE- .77' WALL NO.------------------------ 30 ,_ r FORCE- INTO LINE 4 4 TOTAL PANEL LENGTH 3070 ' ALONG LINE ft. =TL= 13.00 , -PANEL LENGTH ft. =d= 5.00 PANEL HEIGHT ft. d =h= 9.0 1.80 ih WALL UNIT SHEAR #/ft.=P/(TL)+(ZIC/Rw)h =v=. 26.4 USE. PANEL STABILITY: t. 'WALL WALL WEIGHT p.s.f. =Q= 17ZICRw .183 Mot/((P/TL)dh+(ZIC/Rw)Qdh"2/2) #ft. _. 11257 UNIFORM LOAD #/ft . = 0. pl # xl ft. = =. 0 0 ,• i t f # v iF P2 = 0 { x2 ft.' _ 0 . p3 # _ 0 ' k . x3 ft. = 0 Mr=(wd"2/2+pixl+p2x2+p3x3+Qhd"2/2) •#ft.'.= 1912.5 F. S.O.T. , = 0.17 HOLDOWNS REQUIRED` T=C=[(Mot-2/3Mr)/d] # _ ,1996 -------- - - USE -------------- 0 S' r v r � i l i CAL WEST ENGINEERING JOB CIVIL AND STRUCTURAL ENGINEERING SHEET NO. OF ' 81-159 DURANGO DR. CALCULATED BY INDIO, CA. CHECKED BY 92201 SCALE 619-342-9695 r. SINGLE STORY ' SHEAR WALL ANALYSIS WALL NO.------------------------ 31 FORCE INTO LINE # 4 TOTAL PANEL LENGTH ALONG LINE ft. - - =TL= 3070 13.00 PANEL LENGTH ft.=d= 8.00 , PANEL HEIGHT ft .=h= 10.00..25 hd 1267 WALL UNIT SHEAR #/ft.=P/(TL)+(ZIC/Rw)h.'=v= USE------- - :t .WALL PANEL STABILITY: 'WALL WEIGHT p.s.f. =Q= 17 ZIC/Rw = 0.183 s Mot=((P/TL)dh-+-(ZIC/Rw)Qdh"2/2) #ft. = 20137. UNIFORM LOAD #/ft. = 0 ' pl # 0 F xlft. = 0 p2 # = 0 r x2 ft. = 0 ' p3 # 0 x3 ft. _ - 0 t Mr=(wd"2/2+plxl+p2x2+p3x3+Qhd"2/2) #ft. = 5440 '. _ 0.27 HOLDOWNS REQUIRED'..`;. 'F.S.O.T. T=C=[ (Mot-2/3Mr)/d] # 2064 USE -------.-:------ - WALL NO. ------------------------;j 32 'FORCE INTO LINE # 12 - 5040 TOTAL PANEL LENGTH ALONG LINE ft. =TL= 39.00 PANEL LENGTH ft. =d= 21.00 PANEL HEIGHT ft. =h= 9.00 h/d 0.43 WALL UNIT SHEAR # ft.=P TL + ZIC Rw h / /( ) ( / ) =v= 1 57 --'��--- -- USE. ---------. WALL•PANEL STABILITY: WALL WEIGHT•p.s.f. =Q= 17 ZIC Rw = r ` Mot/((P/TL)dh+(ZIC/Rw)Qdh"2/2) #ft. = 27071 j UNIFORM LOAD #/ft. _ 264 pl # 0 xl ft. = 0 ;. p2 # = 0 x2 ft. p Mr=(wd"2/2+plxl+p2x2+p3x3+Qhd"2/2) #ft. = 91948.5 ' F. S.O.T. 3.40 NO HOLDOWNS`REQUIREDHOLDOWNS•;REQUIRE ` TQC=[(Mot-2/3Mr)/d] # _ - N/A.NO t �f. . s J, CAL WEST ENGINEERING CIVIL AND STRUCTURAL ENGINEERING .81-159 DURANGO DR. INDIO, CA. 92201 619-342-9695' SINGLE STORY SHEAR WALL ANALYSIS WALLNO ------------------------- FORCE INTO LINE # 6 TOTAL PANEL LENGTH ALONG LINE ft. PANEL LENGTH . ft . PANEL HEIGHT ft. h/d WALL UNIT SHEAR #/ft.=P/(TL)+(ZIC/Rw)h WALL PANEL STABILITY: WALL WEIGHT p.s.f. ZIC/Rw Mot=((P/TL)dh+(ZIC/Rw)QdhA2/2) #ft. UNIFORM LOAD #/ft. pl # x1 ft. p2 # x2 ft. p3 # x3 ft. Mr=(wd"2/2+pixl+p2x2+p3x3+Qhd"2/2) #ft. F.S.O.T. T=C=[(Mot-2/3Mr)/d] # WALL NO ------------------------- FORCE.INTO LINE # 12 TOTAL PANEL LENGTH ALONG LINE ft. PANEL LENGTH ft. PANEL HEIGHT ft. h/d WALL UNIT.SHEAR #/ft.=P/(TL)+(ZIC/Rw)h WALL PANEL STABILITY: WALL WEIGHT p.s.f. ZIC/Rw Mot=((P/TL)dh+(ZIC/Rw)Qdh"2/2) #ft. UNIFORM.LOAD #/ft. pi # xl ft. p2 # x2 ft. p3 # x3 ft. Mr=(wd"2/2+plxl+p2x2+p3x3+Qhd"2/2) #ft. F.S.O.T. T=C=[(Mot-2/3Mr)/d] # & 9298 =33 =TL= 4.00 =d= 2.00 =h= 8.00 = 4.00 =V= 599 USE---------------- =Q= 17 ;•;::; = 0.183 = 9391 — 0 • t list u .). f`o �. tr,x ,• ,#. 272 = 0.03 HOLDOWNS REQUIRED' = 4605 USE --------------.1.. - pt)��.on (oX4 _35 5040 =TL= 39.00 =d= 15.00 y =h= = 10.00 0.67 , ;��`:F;•r' :�,•' r ,,,:. i =V= 160 USE---------------- : -Q- 17 1 = 0. 183 = 21718. = 240 E = 0c r} 0 0 0 0 0 46125 2.12 NO N/A HOLDOWNS REQUIRED '. NO HOLDOWNS..REQUIRE,: s 4J' i ii � i_♦ 7y � i „•; � ,fir s 4,r, CAL WEST ENGINEERING CIVIL AND STRUCTURAL ENGINEERING y 81-159 DURANGO DR. INDIO, CA. 92201 619-342-9695 ' ' SINGLE SHEAR -WALL WALL NO ------------------------- ,FORCE INTO�LINE # 9,10 .TOTAL PANEL LENGTH ALONG LINE ft. PANEL LENGTH ft: PANEL HEIGHT -ft.' 'hd WALL UNIT SHEAR #/ft.=P/(TL)+(ZIC/Rw)h .1 WALL PANEL STABILITY: WALL WEIGHT p.s.f. ZIC/Rw Mot=((P/TL)dh+(ZIC/Rw)Qdh"2/2) #ft. UNIFORM LOAD #/ft. pl # xl ft. P2 # x2 ft.' p3 # x3 ft. Mr=(wd"2/2+plxl+p2x2+p3x3+Qhd"2/2) #f F.S.O.T. T=C=[(Mot-2/3Mr)/d] # WALL NO.------------------------ (FORCE INTO LINE•# 9,10 ..TOTAL PANEL LENGTH ALONG LINE ft. PANEL LENGTH ft. s 'PANEL HEIGHT -ft. WALL UNIT SHEAR #/ft. P/(TL)+(ZIC/Rw) . I ul WALL PANEL STABILITY: WALL WEIGHT p.s.f. ZIC/Rw Mot=((P/TL)dh+(ZIC/Rw)Qdh"2/2) #ft. UNIFORM LOAD #/ft.. xi ft. p2 # x2 ft. P3 # X3 ft. r ' Mr=(wd"2/2+plxl+p2x2+p3x3+Qhd"2/2).#f F.S.O.T. T=C=[(Mot-2/3Mr)/d] #` ( n a 1 } h JOB SHEET NO. OF -CALCULATED BY 'CHECKED BY SCALE STORY ANALYSIS -38 & 39 565 r =TL= 13-. 00 '. . =d= 2.5 0 =h= 10.00 = 4.00 =v= 459 USE--- --------- =Q 0.183 :, •. = 11091 " _ 0 _ = 0 = 0 { j = 0 , _ Q = 0'. t. = 531.25' = 0.05 HOLDOWNS REQUIRED }; . ,n = 4295 USE----------- ; 5565 ; =TL= 13.00 Y =d= 8.00 =h= 10.00 Y}'' r - 1.25 G =v= 459 USE- 17 -- - - w, =Q= 0.183.. ' 35491 _ 0 f r + 4 _ 0 = 0 t. _ :5440 = 0.15 HOLDOWNS REQUIRED _ 3983 USE----------------- r (( b W 4 f h JOB SHEET NO. OF -CALCULATED BY 'CHECKED BY SCALE STORY ANALYSIS -38 & 39 565 r =TL= 13-. 00 '. . =d= 2.5 0 =h= 10.00 = 4.00 =v= 459 USE--- --------- =Q 0.183 :, •. = 11091 " _ 0 _ = 0 = 0 { j = 0 , _ Q = 0'. t. = 531.25' = 0.05 HOLDOWNS REQUIRED }; . ,n = 4295 USE----------- ; 5565 ; =TL= 13.00 Y =d= 8.00 =h= 10.00 Y}'' r - 1.25 G =v= 459 USE- 17 -- - - w, =Q= 0.183.. ' 35491 _ 0 f r + 4 _ 0 = 0 t. _ :5440 = 0.15 HOLDOWNS REQUIRED _ 3983 USE----------------- r (( b W 4 f G t ar 3,a 4 ., . JOB OF .';;.... CAL WEST ENGINEERING SHEET N0. CIVIL AND STRUCTURAL ENGINEERING• CALCULATE 81-159 DURANGO DR. CHECKED, BY Ss INDIO SCALE fi< 92201. CA.-9695 r �33� 619-342 1,t�.�1 s 1h i��r n ' � F rs �, � �� " { f�,�:,3�, ySINGLE : STORY SHEAR.WALL ANALYSIS r --- & 3 9 , t 4 NO -38 F WALL .----------- - 565 1, 1 _-- , FORCE INTO LINE # 9 , 10 "� ; =TL= 13:00 F TOTAL PANEL LENGTH ALONG, LINE ft .. Errr t =d= 2:50 3 st t i` r < ( PANEL LENGTH ft . =h= '10. 00 PANEL HEIGHT ft. = 4.00 459',USE — -h/d Rw)h WALL UNIT SHEAR #/ft.=P/(TL)+(ZIC g�s< WALL PANEL STABILITY: . ' _ 17 �` _, WALL WEIGHT p.. s. f . �„ =Q .0.183: 5'` hof ZIC/Rw = 11091 dh^2 2 #ft. Mot=((P/TL)dh+(ZIC/Rw)Q / ) = 0 ' UNIFORM LOAD #/ft. • = 0, pl xl ft. = 0 p2 x2 ft. .. O 1 f i*'' x,R tt',,t �f•FRI,f: gid O :.: i � a l i c a f; 4�4�}.' -�i,�, t' !, �—x1 x3 ft. ft.; 531.25 Mr= wd^2 2+plxl+p2x2+p3x3+Qhd^2/2) # _ 0.05 HOEDOWNS REQUIREDat laxl` ( / S 4295.'USE----- , x" t T=C=[(Mot-2/3Mr)/d] # _ -40 WALL ------------ - 5 5 6 5 y� NO9,10------ j. FORCE INTO LINE # =TL= 13.00 TOTAL PANEL LENGTH ALONG LINE ft. 8.00 }h` PANEL LENGTH ft. =h= 10-00- 1.25 0.00 , PANEL HEIGHT ft. _ -r 1.25 459 USE h/d TL + ZIC/Rw)h -v s WALL UNIT SHEAR #/ft.=P/( ) ( WALL PANEL STABILITY: 17`{F` f5 =Q= WALL WEIGHT p.s.f. _ 0.183 i 35491 ZICw Mot/((P/TL)dh+(ZIC/Rw)Qdh^2/2 #ft. _ 0 UNIFORM LOAD #/ft. = 0 xl ft. = 0. ;i 21. # pY, x2ft. - = 0 t r.�y.y ijyyi.Yj.rt}. 4N i.. p3 # p ,•F ,� X3 ft. 5440 , 1„Ir=(�,�d^2/2+pix1+p2x2+p3x3+Qhd^2/.2) #ft.'. _ 0.15 HOLDOWN3 REQUIREDs{ F = 3983. USE-- f .` T=(=L(Mot-2/3Mr)/d] rri flp5k t al .its t , r 1 jy{ 6. t + CAL WEST ENGINEERING CIVIL AND STRUCTURAL ENGINEERING -81-159 DURANGO DR. INDIO, CA. 92201 619-342-9695 • t rQvf� JOB YY r' SHEET NO.- CALCULATED-'BY- CHECKED O. CALCULATE CHECKED BY SCALE 777 {„ ;• �� -36 z 1 ti I y 45901) =TL= 19.006. =d= 8.00. =h=. .8.00 ;> � �, .'� 7•�E 1.00 Av\ =v=266 USE------------ ' ---- ' .. =Q= 17 = 0.183 16257 'ar 2400. " 0 i! lJ Y 5 7 SYi 1 0 0'' 12032 ;�.::�,r:�` �f`,•,�. ,,�:'. 0.74 HOLDOWNS REQUIRED.'` _ .1030 USE---------- =V7 4590 SINGLE STORY SHEAR.WALL ANALYSIS WALLNO ------------------------- FORCE INTO LINE # 8,9 TOTAL PANEL LENGTH ALONG LINE ft. PANEL LENGTH ft. PANEL HEIGHT ft. h/d WALL UNIT SHEAR #/ft.=P/(TL)+(ZIC/Rw)h WALL PANEL STABILITY: WALL WEIGHT p.s.f. ZIC/Rw Mot=((P/TL)dh+(ZIC/Rw.)Qdh"2/2) #ft. UNIFORM LOAD #/ft. P1 # xl ft. P2 # x2 ft. P3•# x3 ft. Mr=(wd"2/2+plxl+p2x2+p3x3+Qhd"2/2) #ft. F.S.O.T. T-C-[(Mot-2/3Mr)/d] # WALL NO.----------------------- FORCE INTO LINE # 8,9 TOTAL PANEL LENGTH ALONG LINE ft. PANEL LENGTH ft. PANEL HEIGHT ft. 'hd WALL UNIT SHEAR #/ft.=P/(TL)+(ZIC/Rw)h WALL PANEL'STABILITY: WALL WEIGHT p.s.f. ZIC/Rw Mot=((P/TL)dh+(ZIC/Rw)Qdh"2/2) #ft. UNIFORM LOAD #/ft. pl # xl ft. P2 # X2 ft.. p3# x3 ft. Mr=(wd"2/2+plxi+p2x2+p3x3+Qhd"2/2) F.S.O.T. T=C=[(Mot-2/3Mr)/d] # if =TL= 19.00 7 -d- 11.00 —h— 8.00 . . /'Sy = 0 7 3 i5 =v= 266 USE-- .5rair:i. t at —Q= 17 = 0.183 ���}, _�:; s .< = 22354 i • 2400 ;�a�r TY r', _ • 1`Y �i +'r � , P!;a � y{'r'`SA2 ,; _ 0 r rcZr~ J �1 a.ti `sl'7 jY r A = 0 3Arf i tF ! = 22748: = 1.02 HOLDOWNS REQUIRED = 654 USE --------------=-` N , � 1 of d �,1• i of �. !y � ,,, , y,f • � ° * 1 � Cr i a � 7 '�••i r .'�ab '�'.. ill • CAL WEST'ENGINEERING CIVIL AND STRUCTURAL ENGINEERING - 81 -159 DURANGO DR. INDIO CA JOB SHEET NO. OF: CALCULATED BY;= CHECKED BY; :92201 SCALE ; 619-342-9695 . • .. �• • . .. �' ��(, tt ' r SINGLE STORY SHEAR, WALL ANALYSIS _ f • ,. s { WALL NO.F3 61 xr FORCE INTO LINE # 8, 9 ` 4590", TOTAL . PANEL LENGTH ALONG LINE ft. =TL= 19.00, PANEL LENGTH f t . =d= 8.00' PANEL HEIGHT ft. =h=. 8.00.i' h/d _ 1.00 $Y(F 4k y 1 \ WALL UNIT SHEAR #/ft.=P/(TL)+(ZIC/Rw)h =v=: 266 USE---®---- --= r, r v,. WALL PANEL STABILITY: >, WALL WEIGHT p:s.f =Q= ZIC Rw0.183 Mot/((P/TL)dh+(ZIC/Rw)Qdh"2/2) If t. 16257'. UNIFORM LOAD #/ft. _ 240.x' pi i Of xl ft 0 a z. p2 # 0' X2 ft. — O x3 ft • Mr=(wd"2/2+pixl+p2x2+p3x3+Qhd"2/2) #ft.' = 12032 F.S.O.T. 0.74 HOEDOWNS' RE U � T=C- (( Mot-2/3Mr) /d] # _ - 103 ----- Q_IRED '_ fa , ' 0 ,USE WALL. NO.------------------------ 37 f'hM17Z'L`d1z7.�t`} ' ttti�1•, ° rr FORCE INTO LINE # 8,9 4590 TOTAL PANEL LENGTH ALONG LINE ft. =TL= 19.00.: PANEL LENGTH ft. =d= .PANEL HEIGHT ft. =h= 8.00hd 0.73 WALL UNIT SHEAR #/ft.=P/(TL)+(ZIC/Rw)h =v= 266,USE--�L WALL PANEL STABILITY: _ t WALL WEIGHT p.s.f. * ZIC/Rw _Q_ 17 0. 183 �' Fk' , r� j,� Mot=((P/TL)dh+(ZIC/Rw)Qdh.•.2/2) #ft. = 22354 :t5 UNIFORM -LOAD #/ft. = 240 } pi- ii O xl ft . _ k5 3 � ti,A j • x2ft• ' — 0 r `tryy9�ytttfn ;rt>^tt — 0 p3 #f x3 ft _ 0 A>i if Et iy t'tbY Mr=(wd"2/2+plxl+p2x2+p3x3+Qhd"2/2) #ft. _ 22748,:: F . S . O. T. 1.02 HOLDOWNS REQUIRED `'t' a } T=C=[(Mot-2/3Mr)/d] # _ 654 USE----------- -- :. • �'E t ! Vii', SINGLE STORY SHEAR WALL ANALYSIS WALL NO ------------------------- FORCE INTO LINE # 8,9 TOTAL PANEL LENGTH ALONG LINE ft. PANEL LENGTH ft. PANEL HEIGHT ft. WALL UNIT SHEAR #/ft.=P/(TL)+(ZIC/Rw)h WALL PANEL STABILITY: WALL WEIGHT p.s.f. ZIC/Rw Mot=((P/TL)dh+(ZIC/Rw)Qdh"2/2) #ft. UNIFORM LOAD #/ft. pi # xl ft. p2-# x2 ft. P3 # x3 ft. Mr=(wd"2/2+plxl+p2x2+p3x3+Qhd"2/2) #ft. F.S.O.T. T=C=[(Mot-2/3Mr)/d] # 5�' =L= d =h= =v= WALL NO.-=---------------------- 36 FORCE INTO LINE # 8,9 =4p, --d - TOTAL PANEL LENGTH ALONG LINE ft.' TOTAL =TL= PANEL LENGTH ft. =d= PANEL HEIGHT ft. =h= hd 4590. WALL UNIT SHEAR #/ft.=P/(TL)+(ZIC/Rw)h'.=v= WALL PANEL STABILITY: 8.00 WALL WEIGHT p.s.f. =Q= ZIC/Rw = 1.00 Mot=((P/TL)dh+(ZIC/Rw)Qdh"2/2) M. _ `UNIFORM LOAD #/ft. _ p1 # _ ft* .i;• 0.183 p2 # p2 16257 x2 ft. _ x3 ft. _ �. Mr=(wd"2/2+plxl+p2x2+p3x3+Qhd"2/2) #ft. _. F.S.O.T. _ T-C-[(Mot-2/3Mr)/d] # _ WALL NO ------------------------- FORCE INTO LINE # 8,9 TOTAL PANEL LENGTH ALONG LINE ft. PANEL LENGTH ft. PANEL HEIGHT ft. WALL UNIT SHEAR #/ft.=P/(TL)+(ZIC/Rw)h WALL PANEL STABILITY: WALL WEIGHT p.s.f. ZIC/Rw Mot=((P/TL)dh+(ZIC/Rw)Qdh"2/2) #ft. UNIFORM LOAD #/ft. pi # xl ft. p2-# x2 ft. P3 # x3 ft. Mr=(wd"2/2+plxl+p2x2+p3x3+Qhd"2/2) #ft. F.S.O.T. T=C=[(Mot-2/3Mr)/d] # 5�' =L= d =h= =v= t p.i fjF�l I, 4590. 19.00 8.00 ! np 1 d 8.00 1.00 . 266. USE — f K t 1 7 .i;• 0.183 a .,, 16257 240 0 0 }• i{ 0 s ��y 0 a <fi rdg7 {r1 �)i i.F[+ ti`F 12032 a�1 s4` 0.74 HOLDOWNS': REQUIRED.r 1030. USE-----u--A s�L 1'y{}iJp ,.•I��hS1�Y�.�}������lif 4590 19.00 11.00. 8.00 0.73 266 USE-- 17 0.183 22354 240::- 40 0 0 • - fr}�fr. f Jns�} ich„sfe7 1 , 0 [ 22748 i. 1.02 HOLDOWNS. REQUIRED 1. 654 r USE --------------.-- '.•`'_rt, [ ,t , 14r ��r e s ib y'a �w CAL WEST ENGINEERING JOB CIVIL AND STRUCTURAL ENGINEERING SHEET NO. OF 81-159 DURANGO DR. CALCULATE INDIO, CA. CHECKED BY 92201 SCALE 619-342-9695 ' H i J FU J SINGLE STORY ;� Ott SHEAR WALL ANALYSIS WALL NO ------------------------- t ------------------------ n n �tt FORCE INTO LINE # 9110 65 TOTAL PANEL LENGTH ALONG LINE f t . =TL= 13.00•.. PANEL LENGTH ft. .=d= 2.50 PANEL HEIGHT ft. =h= 10.00 h/d = 4.00 WALL UNIT SHEAR #/ft.=P/(TL)+(ZIC/Rw)h =v= .459 USE-.--.- -- WALL PANEL STABILITY: WALL WEIGHT p.s.f. =Q= 17 ZIC/Rw = 0.183 �} ' Mot=((P/TL)dh+(ZIC/Rw)Qdh"2/2) #ft. = 11091 UNIFORM LOAD #/ft. = 0+ xl ft. 00. I x2 ft. = 0 p3 # 0 x3 ft. _ 0 Mr-(wd"2/2+pixl+p2x2+p3x3+Qhd"2/2) #ft. _= �;}a 531.25 Gi F.S.O.T. `' 0 05 HOLDOWNS REQUIRED U .:'.::-;'{y�"' T=C=[(Mot-2/3Mr)/d] # = 4295 USE ----------.4., f..1' +. WALL NO* ------------------------ Y ' ` r 4 ,•' ,fht • FORCE INTO LINE # 9110 = = 5565 : TOTAL PANEL LENGTH ALONG LINE ft. =TL= 13.00' PANEL LENGTH ft. =d= 8.00 =h= 10.00 PANEL HEIGHT ft. ;;.`• , •.,<- �;:,. '' h/d = 1.25r WALL UNIT SHEAR #/ft.=P/(TL)+(ZIC/Rw)h =v=459 USE--- WALL PANEL STABILITY: E ti WALL WEIGHT p'. s . f . _Q= 17 ZIC/Rw - 0.183 Mot=((P/TL)dh+(ZIC/Rw)Qdh"2/2) #ft. = 35491 UNIFORM LOAD #/ft. 0 X1 # 0 1 ft p2 # = 0 'x2 ft. 0 p3 # 0 x3 ft. = 0 Mr-(wd"2/2+pixl+p2x2+p3x3+Qhd"2/2) #ft. = 5440 F.S.O.T. _ 0.15 HOLDOWNS REQUIRED`' T-C=E(Mot-2/3Mr)/d] # - 3983 USE ----------- a - - -a Y ��Ja1 4 • r Y � +4 `fit r� iC i�r t t� 'j+Sj�{`. }j T1 ?t r Cal West Engineering, Job No. 81-159 Durango DR. Sheet No. O-f Indio, Ca. Calculated By Date 92201 Checked By Date Phone = (619) 342-9695 (a VOU s�} � �l�[,� x t J''I,mm.lr :l? "[ uE 6 �• . . . .. . .. .. . . . . . . . . .G 11 go 1-I l �Z , 511, J 5 lop(�� ��hll�'sPl�lc� IS . . . . . . . i?If '► �Ist S- lir> 1a. .... .. 1XI Y '---' WE a­ aw -. •ems- d� Mal:- .�.... r ;-•T..--. _:• . ' - 4. MET800 FIR. STERN ' ASPEN, 1210 650 r N I:! Q b t � TAMARACK, CALIFORNIA MOUNTAIN SITKA SPRUCE, WHITE PINE, PONDEROSA EASTERN COTTONWOOD, 1280 470 TABLE NO.25-17-G-BOLT DESIGN VALUE S -{Continued) 4.00 , { • ' Y, . ?370 1030" ( 2340 690 1011 TUPELO.., 1890; 480 REDWOOD : HEMLOCK, WESTERN YELLOW 12 ENGELMANN i 2780 760' b/Z REO PINE, .; , EASTERN ".; SPRUCE -PINE- 2210' 520 _ (Continued)_ N v _ ! HEMLOCK- MET800 FIR. STERN ' ASPEN, 1210 650 1130 590 1160 560 I:! Q b SWEETGUMda TAMARACK, CALIFORNIA MOUNTAIN SITKA SPRUCE, WHITE PINE, PONDEROSA EASTERN COTTONWOOD, 1280 470 1 3 4.00 , ' ?370 1030" ( 2340 690 2180 i' 750 TUPELO.., 1890; 480 REDWOOD : HEMLOCK, WESTERN YELLOW "PINE -SUGAR ENGELMANN i 2780 760' ? 2600 820 i 2380' 780 2210' 520 1860 570 1' 3.00 3.000. 3240 1230 (Open grain)., CEDARS, POPLAR, EASTERN PINE, EASTERN SPRUCE. + 1/2 9; 1..750 1230' 920 bit -•�---SPRUCE, 11;10' 690 1160 650 HEM -FIR, '' 'WESTERN NORTHERN WHITE PINE, ALPINE FIR, 5.60 2.188 t ! !. -_' 1 ' f ;• { !. '': 1400 550 HEMLOCK,. PINE LODGEPOLE PINE BALSAM FIR, IDAHO WHITE NORTHERN WHITE CEDAR 2570 810 2400.' 870 2310 820 Lerl9th i : { 7/8. .4.00 . 3.063 3220 • , .1320 3180 _ 890 : 2970' 960 PINE 2570 610 2160 670 of bolt In main OiarrN eter of = Project- of bola Parallel to Perpen- Parallel Pe open- Parallel Perpen- Perpen- Parallel' Picular Parallel Perpen. Parallel .00 2.000 1 601210- member Q butt D i of bolt grain dleuler' to grain dieular to rain to grain Q to grain dlcular to grain tograin dieular to to grain dicutar Perpen to grain dicular 1900 830 1770' 900 1820 840 1690 570 1420 620 A�QxD P 5.33 4.57' P 2730' 1370 3520 1500 2690 920 3470 1010 grain to grain to grain 1970 690 2420 .760 1 1/2 3.00 { .750 810 7880 1200 800 270 P 2820 830 P O P O P O 7.20 2.813 1920 1320 1-1/2 5/8 3/4 2.40 .938 '1010 .410 460 1000 310 ,750 930 300 340 680 280 850 630 190 530 210 '2550 1120 2610 1060 2440 710 .700 '2050 780 7/8 2.00 -11.71 1.125 11.313 .1220' ' 1420 ' 510 560 1200 350 1400 380 1120 1310 370 410 3?0 1020 350 1190 790 210 950 240 660 230 800 260 1 4.50 4.500 1.50 1.500 1620 3990 1270 1600 4. 0. 1490. 390 1110 260 930 290 5.625 .a 5930 1460 5540 1580 / �8 6W {1' , 11184 _620 0 • _ 10+10. 1 tl tip 450 1360. 4T0 12 0 080 10. 1820 1030 1690 750 1420 820 21 • . 3/4' ', 2 .87 + 1.280 ; 1.500 1380' :1620' 610 680 ; 1330 410 11600' 1240 450 PO 1130 420 1050 280 880. 310 6.1/2' $0 :;:8.29 l a : 7/8 2.29 i 1.750 . 1890 750 460 1870 510 1490 1740 500 1360 470 1260 320 1060 350 4890 2260 4820 1520 4560. 1650 4550 1550 1 2.00 2.000 2160' 820 • 2130 550 1990 550' 600 1580 520 1480 350 1240 380. 5690 1230 n { 112 5/8 5.00 4.00 1.250 1190 660 -1180-460 1100 500 1810 560 1080 1690 380 1420 420 •.3/4 10.00 .5.625 2770 1720 3/4. .3.33 1.563'....770,D 1.875 1640 2050 1110 1620'....: 5T0. 1510 .:560 7/8 :1 470 1 410 530 1010 310 840 340 3720.'1730 . 3560, • 1760 3320 1280 7/8 288 2.188 2020 2360 850 940 1990 580 1860 620 1700 590 1310 360 1580 400 4730. 1430 3640 1560 D 1.1/4 1 2.50 2.500 2700 1030 2330 630 2670 890 2180 2490 690 1980 650 1840 440 1330 430 1550 480 48520 760 2260 700 2110 480 1770 N , SIN XxR .. iFt a>i?¢is�a'1"Y`k: 1z�1:4�'.+`9i�yiji! li f�q��`!�9j•'I..i (Continued)_ N v MET800 1.500 1230 :Y 810 1210 650 1130 590 1160 560 1080 780 910 410 4.80 •-1.875 3.250. ••1830--_ 920- I {-1810 • •-.-620' ` r"1690 -'- 670 ;'1640 630 1520 430 1280 470 1 3 4.00 , ?370 1030" ( 2340 690 2180 i' 750 2030 700 1890; 480 1590 520 3.43 i 2.625 28?0 + 1120 ' i 2780 760' ? 2600 820 i 2380' 780 2210' 520 1860 570 1' 3.00 3.000. 3240 1230 3200' 830 2990 ' 900 2710 850 2530 570 2120 620 + 1/2 7.00 1..750 1230' 920 i 1210 640 11;10' 690 1160 650 1080 440 910 480 11 I ! 5/8 5.60 2.188 1910 1070 1890 720 1760' 780 1790 740 1660 500 1400 550 3.1/2 3/4 4.67 ' 2.625 2610' 1200 2570 810 2400.' 870 2310 820 2150 560 1800 610 7/8. .4.00 . 3.063 3220 • , .1320 3180 _ 890 : 2970' 960 2760 900 2570 610 2160 670 1 3.50 3.500 3760 1440 3710 970 3460 1050 3170 990 2950 670 2480 730 1 .00 2.000 1 601210- 700 1130 760 1160. 720 1080 500 910 550 t 1,5/8 6.40 2.500 1920' 1220' 1900 830 1770' 900 1820 840 1690 570 1420 620 4 3/4+ 7/8 5.33 4.57' 3.000 3.500 2730' 1370 3520 1500 2690 920 3470 1010 2510 1000 3240 1100 2520 940 3090 1030 2350 630 2880 700 1970 690 2420 .760 1 4.00 ' 4.000 4210 1640 4150 1110 7880 1200 3600 1130 '3360 760 2820 830 ^ 5/8 7.20 2.813 1920 1320 1900 930 1770 1010 1820 950 1690 640. 1420 3/4 6.00 :3.375 2760 ' 1540 2730 1040 '2550 1120 2610 1060 2440 710 .700 '2050 780 4.1/2 + `7/8 5.14 i 3.938 3680' 1690 3630 •1140 ' '33l10 1240 3360 1160 3130 ' -790 2630 860 1 4.50 4.500 4560 1850 .4500 1250 4200 1350 3990 1270 3710 860 3120 940 1.1/4 3.60 5.625 6010 2160 5930 1460 5540 1580 5080 1490 4740 1000 3980 1100 5/8 8.80 3.438 1920 1330 1900 lOtO 0)o 1090 1820 1030 1690 750 1420 820 3/4 7.33 .. 4.125 2770 1780 2730 '1260 2650' 1360 2620 1280 2440 870 2050 950 6.1/2' .. 7/8 :;:8.29 4.813 3770 ?060 3720 ' '1400 3A20 1510 3560, 1420 7320 960 2790 1050 1' 5.50 "4.40 5.500 4890 2260 4820 1520 4560. 1650 4550 1550 4240 1050 3560 1150 1.1/4 6.875 7020 2640 6930 1780 6470 1930 6110 1820 5690 1230 4780 1340 .•5/8 :12.00 4.688 1920 1200 1890 950 1770. 1030 1820 960 1690• 730 1420 800 •.3/4 10.00 .5.625 2770 1720 2730 1320 2550 1430 2620 1340 2440 1010 2050 1110 7/8 :1 18.57 -6.563 3770 2290 3720.'1730 3470 1870 3560, • 1760 3320 1280 2780 .1400 - ` 7.50 7.500 4910 2870 4850 2060 4520 2230 4650 2100 4730. 1430 3640 1560 1.1/4 6.00 9.375 7680 3600 7580 2430 7670 2630 7260 2480 6770 1670 5680 1830 (Continued)_ N v Ch TABLE NO..2 17 -G -BOLT DESIGN VALUES -(Continued) 9 r •� 12 1230. •,. 810. RED PINE. - 1690 870 "••• e''%t'' SPRUCE -PINE. WESTERN ASPEN. . . � I • ,. ' . 4LOCK, YELLOW PINE -SUGAR COTTONWOOD,, ENGELMANN STERN POPLAR. PINE. SPRUCE. DARS, THRRN ` . : EASTERN: LODOEPOLE BALSAM FIR, WHITE CEDAR 2600 PINE IDAHO WHITE 2160 1 PINE 11-:'. i HEMLOCK - Parallel Perpen• Perpen- Parallel Perpen• I dicular :Paraffel to grain dicular dicular to grain dicular to grain 0 SWEETGUM to grain TAMARACK, MO P 0 300 680 280 630 190 Mb 340 850 320 790 210 & CALIFORNIA HEI 800 260 410 1190 390 1110 , 260 930 290 450 TUPELO REDWOODWEpe(On 4009110 480 ora tld0 tibti 1130 420 1080 280 Ii�q H 500 1360 470 1260 320 880 310 1060 350 550 1580 520 1480 350 grain).. CE 1810' 560 1690 380 1420 420 500 '560 1080 470 1010 310 '840 340 620 1410 530 1310 360 1700 590 1580 weareill3i ' NOF 400 1980 650 1840 440 1330 430 1550 480 750 2260 700 2110 480 1770 520 1440 3710' HEMLOCK ' 3460 1050 Length i ! 2.000 2.500 1 1920 � 0 1220 1210 1900 700 830- 1 130 1770 of bolt In main Diam eter of 11/D ' Project. Parallel • Perpen- Parallel Perpen• Paralle 920- member bolt 4 ed area of bolt to grain I dicular to grain dicular to grai 3470 101.9 D 1100 A-9xD i P .: : to grain .. to pylar 4210 1640 4150 1110 3880 1200 4 O P Q. P. 1920 1320 1/2 " 5/8 3.00 1.40 750 7; 8--1-04-1- 0 800 270. 750 3.375 1.1/2 3/4 2.00 .938 1.125 {1010 il220 ' • 460 510 1000 - 310 930 6.14i :1 �' 7/8 !1.71 1,313 1 1420 ' 560 1200' 350 1400. 38r{ 1120 1 ; 4.50 1 1.50 1.500 1620 620 1600' `42(1 1310 1490 1.1/4 i -.61/2 4.00 ' o.po • 1.000 +.alga 1060' ' tach 0 gio 1p4p 1990 iir� 1580 2f - 3a% 7/8 2.e7 l.60o Ils2o 6so 1s00' 4s� tai°o 14so 1090 1 2.29 .1.750 1890 750 1870 518 1740 3�W l�u8 6-1/27/e 2.00 2.000 2160 ' 820 2130 550' 1990 t4ua 3416 1 2 5/8 5.00 4.00 1.250 1.563 .1190 7 680 1180 460 1100 4820 ' 2-1 /2 3/4 3.33 1.875 1640 2020 770 850 1620 •.. 520. 1510 2640 6930 7/8 1 2.86 2.188 2360 940 1990 580 2330 630 1860 2180 1920 1200 1890 2.50 2.500 2700 1030 2670 696 22490 9 10 11 12 1230. •,. 810. RED PINE. - 1690 870 "••• e''%t'' SPRUCE -PINE. WESTERN ASPEN. JNTAIN FIR. WHITE PINE, SITKA SPRUCE, PONDEROSA EASTERN 4LOCK, YELLOW PINE -SUGAR COTTONWOOD,, ENGELMANN STERN POPLAR. PINE. SPRUCE. DARS, THRRN EASTERN ' EASTERN SPRUCE WHI'►tl PiN4, ALPINE FIR wanyN/Illi IN8 LODOEPOLE BALSAM FIR, WHITE CEDAR 2600 PINE IDAHO WHITE 2160 1 PINE 8,000 I Perpen• Parallel Perpen• Perpen- Parallel Perpen• I dicular :Paraffel to grain dicular dicular to grain dicular to grain 0 tograinto grain to grain 1.750 p 0 O P 0 300 680 280 630 190 530 210 340 850 320 790 210 660 230 370 1020 350 .' 950 240 800 260 410 1190 390 1110 , 260 930 290 450 1360 420 1260 290 1060 310 4009110 480 ora tld0 tibti 1130 420 1080 280 Ii�q H 500 1360 470 1260 320 880 310 1060 350 550 1580 520 1480 350 1240 380 600 1810' 560 1690 380 1420 420 500 '560 1080 470 1010 310 '840 340 620 1410 530 1310 360 1700 590 1580 1100 390 690 400 1980 650 1840 440 1330 430 1550 480 750 2260 700 2110 480 1770 520 -'� , ;. ;i 1/2. .y. 8.00: 1.500 1230. •,. 810. 1210 ..,; 550; `''"'820' 1690 870 "••• e''%t'' •-4.80 1.875 • - 1830' 920' • 1810 1 2340 ' 690 , 1 2180 . 750 j 3 2 I 3/4 7/8 4.00 3.43 2.250 2.625 2370 2820 ' 1030 1120 2780 760 2600 820 2160 1 g,00 8,000 3240 1230 3200 830 2990 900 1/2. 7.00 1.750 1230 920 1210 640: 1130 690 1 t 518 5.60 2.188 1910 1070. 1890 720 1760 " 780 3-1/2 3/4 4.87 2.625 2610 ' 1200 2570 810 2400 2970' 870 - 960 2880 7/8 4.00 3.083 3220. 1320 3180 _ 890 760 2820 830 1 3.50 3.600 3760 1440 3710' 970 3460 1050 1060 1 6/8 .00 8.40. 2.000 2.500 1 1920 � 0 1220 1210 1900 700 830- 1 130 1770 900 2630 3/4 5.33 3.000 2730 1370 2690 920- 2510 1000 4 7/8 4.57' 3.500 :•• 3520 1500 3470 101.9 3240 1100 750 1 4.00 4.000 4210 1640 4150 1110 3880 1200 4 5/8 1 7.20 2.813 1920 1320 1900 930 1770 1010 4240 ( 3/4 6.00 3.375 2760 1540 2730 1040 2550 1120 4.1/2 ; 7/8 6.14i 3.938 3680 1690 3630 1140 3390 1240 i •'' 1 ; 4.50 : 4.500 '. 4560 1850 4500 1250 4200 1350 1280 1.1/4 3.60 5.625 L 6010 2160 5930 14130 5540 1580 7260 9.89;a 6770 1 19aQ 133p 1900 1.0.10 1770 1090 2/4 ''7.30 4,i26 i. 770' iA6 % ' 738 i[�s 3�W l�u8 6-1/27/e 6.2110 4.613 I, arta y9e6 o"If ' t4ua 3416 ° +s1ti I 1 1 :; 5.50 5.500 4890 2780 4820 ' 1520 4500 16so 1.1/4 4.40 6.875 7020 2640 6930 1780 6470 1930 5/8 12.00 4.688 1920 1200 1890 . 950 1770 1030 1L-13/4.10.00 5.825 2770 1720 2730,.; 1320 2550 1430 7.1/2':. :'•8.57 6.563 3770 2290 3720' 1738 34701870 " 7.50 7.500 ' 4910 2870 4850 20604570 2730 8.00 9.375 7680 3600 7580 2430 1070 7630 (Continued) 4 �rir�,4k3!t¢{liillFkid`h'(d:'3 j! ril`i► 141" J Et. 1160 560 1080 380 910 41r 1� 1640 630 1520 430 :•1280 470 -+ 2030 700 1890' 480 1590 520 C 2380 780 2210 526 1860 570 m 2710 850 2530 570 2120 620' n 1160 650 1080 440 910 480 U) 1790 740 1660 500 1400 550 Z 2310 826 2150 560 1800 610 ' v 2760 900 2570 610 _ 2160 670 3170 990 2950 670 2480 730 0 1160 7 20 113110 500 910 550 N 1820 840 1690 570 1420 620 2520 940 2350 630 1970 690 3090 1030 2880 700 2420 760 3600 1130 3360 760 2820 830 1820 950 1690 640 1420 700 2610 1060 2440 710 2050 780 3360 1160 3130 790 2630 860 3990 1270 3710 860 3120 940 5080 1490 4740 1000 3980 1100 1820 1030 1690 750 1420 820 3530 13G0 2448 870' 2050 950 81109 1420 OZIaO 060' 27 logo 4550 1560 4240 1050 3660 1100 6110 1820 5690 1230 4780 1340. 1820 960 1690 7301420 800 2620 1340 2440 1010 2050 1110 3560 1960 3320 1280 2780, .1400 4650 2;00 4330 1436 3640 1560 7260 2480 6770 1670 5680 1830 L L TABLE NO.26-K•1—ALLOWARLE SIIEM FOn WIND On SEISMIC FOnCES IN POUNDS PEnf00T FOA PLYWOOD SNEAn WALLS WITH FnAMINQ OF DOUGLAS Fin-LAnCtI On SOU'f11EnNPIN_E1 s PLYWOODAPPhIEOOVERth•INCII • _ OYPIUM/11EA111INQ M.. Nsll Bps a PI wont) Pansl Ed sa. �P .. Y.l.,,l _. . ,_, ...q... e 3 It 2(K) 111() 1%) 310 ;PLYWOODORADI MINIMIIM NOMINAL P odo 11IMK• NEeD (Inches) MINIMUM NAIL romainA% 11ON IN PRAMINQ (Inches) NAIL Sift (oetnmen of Osivanlred Dor) ;'` PLYWOODAPPLIEDDIRECT IOPRAMINQ NAIL 9111 toemtnen or Qatvanlrad Dot) y���■ 1 . G 1 n �� o� 91.g'1.LR� 4 --- d no.. d • ,�.. ... �..1I..11... 1 of 3/111 11/4 fill 21x1 31K) 391) 310 Rd SIMC1'URAL l rh 11/1 Rd 2101 MAP 461! 6101 10d1 2110 410_ 3111 7301- 1K/111 11/1 Rd 290 430 350 730 111311 290 411) 131) 730 1s/ar 1`/1, Ilkl1 140 3110 Q�3 870 — — — —. C-I),GC STRUCTURAL 11, rlywood parol IRO 270 330 1430 a/1e 11/4 (91 IRO 2m 350 410 Rd 313 11/4 &1 21x) 11x1 31X1 311) Rd 21x1 11x1 190 3111 _ _ % 1113 Rd 2201 3201 41111' 310.1 IMP 260 180 __ 4%) sid ng and other grades covered 0.11:C. Standard 640 1-1/33 1113 Rd 200 180 41x) (A0 111111 260 1811 490 —640 _ 1-1133 1'/e hkls 310 460 (1110 770 — No. 23.9. WbI IVN 10J1 3-10 510 611:1.-. 870 — NAIL 612E (Galvanized Casing) NAIL SIZE (Osivenlred Casing) —� Plywood pane) dding In grades- a/1e 11/4 6d 140 210 273'. 360 RJ 140 210 273 3W covered In U.11,42.— '1h 1113 Rd 1301. 2001 2601 3403 -IOd-1 160 240 310 Standard No. 25-9p'1416 5-9 410 Ca O. 33 IC CW S Z a All panel edges hacked with 2 -Inch nondnnl or wider frandng. Plywood hlstnllcit either hnrizontnlly or vet tically. Spnce Imps At 6 Inches nn center' along intermediate ftaming members for -1/s•Inch 1 wtxxl Installed web race -be parallel In aluds spnced 24 Inches on center mud 12 111( A un center for ether condhlons and plywtwd thicknesses, 'lyuese viduas aro for abort -brio loads due to wild or emthyuoke mid must he reduced 23. percent fill normal loading, o Allowable Blear values for halls In frnndng menthes of other species act forth In'ikble No. 25.17.) of I1.II.C. SIA111111 IIA shall IM cnlcuinlcd fast all grades by multiplying ilia values for common and galvanized Mix nails InSTRUCTUItAL I anti galvanized casingnails In other tides h the following factors: Umup III, 0.92 and Unity IV, 0.63, ! 9 y raudnQ at adjoining panel edges shall be 3 -Inch nominal or wider And nails dial) he staggered where nails are spaced 2 Inches on center. e values for 4s -Inch -thick plywtxxl appilcd direct In frandng may be Increased 20 percent,-provlded studs are spnced a nmxlummII mf 161nchca on cantor Or plywixxl is applied Willi taco grain across sluds, , Iftem plyc iliiil IW Bliplim iiia tkiili filc"a of a wfill Rllil enll ipfidiig li Iaiiii slim 6 61cha iia mak oe eI 6k aldo; ilniiel jollik iilioll lie al Filo) Iii hill ilii F;diffI fr indnp utombers or framing shalt he 3 -inch nominal or thicker and nsits on each side shall he s1n8Reted. AIIII'n"82"Al adjoining panel edges shall he 3 -Inch nnudnnl or wider and nails shall be staggered where Hid mills having (iel►etrntlon Into frandng of more than V/' Inches aro spaced 3 Itches or less on center, i ".' •.•��E�,�CAIt ebrt Council of American Building Officials Elio ' loll i. SECRETARIAT BUILDING OFFICIALS AND CODE. INTERNATIONAL CONFERENCE -, SOUTHERN BUILDING CODE ADMINISTRATORS INTERNATIONAL, INC. OF BUILDING OFFICIALS CONGRESS INTERNATIONAL, INC. I 41001 weer rlosemeer moan 0360 Workman Mill Hotad 000 Montclair Road Country Club Hills, Illinois 60478 Whittler, California 90601 Birmingham, Alabama 35213 Report No. NER-108 NATIONAL EVALUATION REPORT Re►sstiedDecember 1,' 1992 Copyright ©1992, Council of American Building Officials t THIS REPORT IS SUBJECT TO RE-EXAMINATION IN ONE YEAR STANDARDS FOR STRUCTURAL -USE PANELS AMERICAN PLYWOOD ASSOCIATION POST OFFICE 11700 TACOMA, WASHINGTON 98411-0700 I. SUBJECT. Standards for Structural -use Panels. II. PROPERTY FOR WHICH EVALUATION IS SOUGHT. Product Perfor- mance and Installation Requirements For: A. Wall Sheathing B. Floor Sheathing C. Roof Sheathing D. Siding 111. DESCRIPTION: A. Product Performance Standards: 1. General: American Plywood Association (APA) Is an agency that promulgates the following standards as pyblished in the "Performange Standards and Policies for StrbcluraUse Panols," fthli og February, 1881: a. Sturd-I-Floor Standard b. Sheathing Standard c. Siding Standard The U.S. Department of Commerce promulgates Voluntary Product Standard PS 2-92 "Performance Standard for Wood -Based Str'uctural- Use Panels." ARM* that Ofulufal puldfiiia ba Fjoullfaiiiihis of P§ 2-S2 and PRP -108 are the same, the panel Identification stamp must Include the standard(s) to which the panel was tested. . Panels evaluated under this report comply with either PRP -108 or PS 2-92 requirements, or both. APA -Rated Sturd-I-Floor standard covers thicknesses from 19/32 through 11/8 inches. Face ply (if veneer) and the ply adjacent to the face (if veneer) shall meet the applicable requirements of PS 1-83 for underlay- ment grade. Veneer faces are touch sanded and the backs are unsanded, touch sanded, or textured. APA -Rated Sheathing standard Identifies subfloor-span ratings of 16, 20, 24, 32 and 48 inches and roof -span ratings of 16, 20, 24, 32, 40, 48, 54 and 60 Inches, or wall -span ratings of 16 or 24 inches. The span rating Is determined on the basis of the results of performance tests as noted In Section III A 2. APA rated sheathing/ceiling deck has one face textured. APA -Rated Siding standard identifies span ratings (maximum stud spacings) of 16 and 24 inches. Panels are composed entirely of veneer, of combinations of veneer and reconstituted wood or entirely of reconsti- tuted wood, except that hardboard siding Is not included. The span rating Is determined on the basis of results of Derformance tests as noted in See - 2. Performance Requirements: a. Structural Performance: Structur- al -use panels meet performance requirements established by the APA for concentrated, impact, and uniform loads for the end-use span on the trademark. Panels are tested dry, wetted and redried and, for certain load - Ing conditions, tested wet. Load test requirements are given in PRP -108. Panels are permitted to be used at roof spans and live loads not to exceed those given In Table No. III and dead loads not to exceed 10 psi. Panels are permitted to be used at the rated floor span with a live load not to exceed 100 psi and a dead load not to exceed 10 psi, except the Sturd- I-Floor panel, with a span rating of 48 inches on center, is limited to a total floor load of 65 psf. Note: Span ratings and load capacities are based on untreated panels or plywood panels treated only with preservatives In accordance with AWPA Standards C9, C22 or C29. Structural performance characteristics of FRT panels are outside the scope of this report and require evaluation In accordance with the applicable code. b: Panel Durab1111T The performance standard requlrea evaluatlon of the rotaln bonding ayalom. F.xlarior-lypn Olywnnd, In U.S, Depatllnenl of Commerce Voluntary Product Standard PS 1-83, Is designed to be perma- nently exposed in outdoor applications. Siding panels are Identified as Exterior. Other panels are identified as Exposure 1 or 2 and are not intended for permanent exposure to weather. Exposure 1 or 2 panels are designed to be used for roof sheathing, suhflooring, combination sub- floor-underlayment, or wall sheathing and shall be covered with an approved roof covering or exterior wall covering. Panels Identified as We' uru 1 cru dnigttnd to to and for fool r4h€athinp Whom upo"'6d on the undafolde, such as on eaves, 3. Composllton: a. Veneer: Veneer used in structural -use panels meets the veneer requirements of PS 1-83. Veneer not meeting the requirements of PS 1-83 is permitted to be used, provided the panels meet the performance requirements for the panel grade. Veneer is used throughout the all -veneer panels and for face and back plies or inner layers in composite panels. b. Reconstituted Wood: Panels composed entirely of reconstituted wood are typically referred to as waferboard and oriented strandboard. The panels are manufactured to meet the performance requirements noted in PRP -108. 4. Panels: a. Size: Panels are generally produced In nominal sizes of 4 feet by 8 feet. Length and width tolerances are +0, -1/8 Inch. b. Tongue -and -groove Joints: When panels have tongue -and -groove Joints, the joints are on the 8 -foot sides,' 4 -foot ends, or both. c. Shiplap edges: When siding panels have shiplap edges, the edges occur on the 8, 9, or 10 foot sides. The joint is typically cut approximately one-half way through the thickness and when installed (after expansion occurs), provides al/8-inch lap. R INSTAI I ATIt1N• 1 t:anaml• All nennle tion IIIA 2. _.............. .... r...,, .� ,.��M ..,, „VU, Q anu , vow onq, be installed over two or morespans, with the long dimension perpendicu This report is limited to the specific product and data and test reports submitted by the applicant In its application requesting this report. No independent tests were performed by the National Evaluation Service Committee, and the com'Mittee specifically does not make any warranty, either expresser) or Implied, as to any finding or other matter in this report or as to any product covered by this repoit. This disclaimer includes, but is not limited to, merchantabiIffy. This report is also subject to the limitation listed herein. Page 1 of 7 age'2 of 7 Report No. NER-108 i1 to supports spaced In accordance with the span rating. Where the ong panel direction Is not pnrallol to Ilia long dimension, or where file I) rating applies to either direction, panels shall be so Identified and shall be Installed accordingly, A 1/2 -Inch gap shall be providelotd between 1at shallube ovor Ittl dr Al �p upilnle llho uopplomorig Isrlegl 111,111 In nceor•, 1co with the appllcablo code. Framing members shall proporly align Willi Ilio panel surface. Square - "nod panels used for floors shall be covered with one of the following: , Mlrlmum 1/4 -Inch -thick undorlayn)onl; or V MlnImuin 11/2 Inches of cellular or lightweight concrete; or OF -Throe -fourth -Inch wood strip finish flouting; or V. The edges shall be supported with blocking. rhintio rd AIIA11 tin IrinOinif a 11111rlowill of No Inn11 (rnln jinlidl 11011011, Supported petrel Joints shall occur approximately along the centerline of 11111d with a minimumbearing of 1/2 Inch. n . Sturd-l-Floor: P1nol-and Joints shall be stlggored. Ring- or screw- shlnk halls aro used to altach Slurd-1-Floor pannls to supports — Gd for contoknossos through 3/4 Inch and 8d for greater thicknesses. Nalls aro r od a maximum of 6 Inches on center along panel edges and 12 Inches along Intermediate supports except that for 48 -Inch spans the mailm m paoing Is 6 Inohna along Intormodl t supports, Slurd•I-Floor f1018 �nav�no nunve11oor l0oes and IntenUod �or use under nontexllle Illont flooring shall be covered with 1/4- Inch- mInimuin thickness lodayniont, 11111089 01110rWl0e rocomnnondod by pelol mnnufacturor, If panels are field glued with all adhesive meeting APA Specification F14 -01 appllod to Joists and tongue -and -groove edges, nails are por- ed to bo spacod a maxlnnnn of 12 Inchos along all boarings for panels nch or loss, and 6 Inchos for thicker panels. Framing shall bo free of surface moisture, dlrl, cement, and other foreign maforlals prior to 1Ilcallon of the adhesive. 11110SIvos shall boapplied In accordance with the adhosive manufactur- or's Instructions. The application rale shall be a 1/4-Inch-diamoler bead l0lied to each Joist or blocking member, except two 1/4 -Inch -diameter dq appllod wholo P1111019 abut on a Joist. Tunguo-and-gruuvo Joints aro glued, Installation of Ilia panels shall be within Ilia time limit doslg- 11a10d by 1110 adhesive rnanulaclrlror. Where Ill1phragrn acilon Is required, inall size and spacing shall be as sol forth In Table No. I. f panols are square edged and reslllonl floor covering Is to bo applied directly, parol odgos shall be supported by 2 -Inch lumbar blocking. Where linSlaro covered with a 1/4-Inch-ntnlnum thickness undollaymout or o longuo-arid-groove odgos, blocking Is not required except If required Table Na, I, 3. Sheathing: Panels used for wall sheathing are permitted to be Otilled with tale long panel dimension either pgrpondicular or parallel to 11s. Panels rated for wall spins shill be Installed over studs spaced no ther apart than the span rating. When panels rated for roof spans are 115P9 191 Wpll �IJggllJln�u 1112 lll1xlllldlll sl!!rl sllgc111� I, j§ Inclig (gr Vi'R' 1wllh rmin 'e 6110 olid 26 lumina, mill 24 Inghhe fpr 24 limb► And granter n rating. Panels used for wall sheathing are alternatives to the plywood 10,11,hIng specified In.tho code for wall bracing. The panols aro considered fallaring or-repellant panel sheathing underIhn Standard Building Code and form Building Code, lire panols shall be covered by on exterior wall complying with the code, as noted In Socllon III A 2-c. When .panels are used as draft -stopping material, the minlnulm thlck- 1s sliall be 3/8 Inch. Iowable live loads for panels used for foot sheathing with long panel 111oinslon across supports are given In Table No. III. Panel-edgo clips 11ol lt be used at unsupported edges, If required by Table No, ill. Ilowablo live loads for panel for roof sheathing applied with the long dimension parallel to supports aro given In Table. No, IV. P,1nols 1/2 Inch and loss In thickness aro fastened with Gd common Is, 8d nalls aro used for thicker panols. Nalls aro spaced 6 Inches on 01tar at panel edges supported by framing and 12 Inches on center at 10 ler supports. A 6 Inch on cantor spacing shall be used when supports are spaced 48 Inches on c6rilor. When used In t1l,1phrlf ul conslru(:l1011, shuchrral-use panels are assigned the values In Tahlo No, I. Dlaplimurn dimension ratios pandlied In Iho Godo for plywood apply In shuclut,1l-use panels. I ho.u11blocknd val- Iles shown also 11)111y to panels having lolllllln-alld-gloove Jolnls along Illn lomglluillnol M01111, "11110111 nn nirind 116low. Olin-And-ona•nighlh•Inch (11/0) AVA Mitictnral-use pannls laslnnnd with 8d ring- or sclnw-shank nalls or 10d cannuln nall:; am asslgn0ll Ilan values for 1011 common nails and Ill/p Inch luhdnlum nmlllnal 11,11111 thickness In Table No. I. Whore blocker) values aro required for. or I 1/e -Inch 10ng11e-,1nd •greevo p,111ms,1 Inch I) 3/e -Inch mown by No. 16 gaugo staples shall ho dllven Ihlough the longuo-111d-j edges 3/a Inch ham Ilia Joint and dilvell so as to permit,1lo 1116 lo11gun,1sillnshalod In Figure No. 1, Million shall ba spaced at one h,1111110 hoilndary n,1II spac- Ing for Cases 1 and 2., •lablo No. I, and at one third the bmondlty n,1ll, sp,1c- Iny Ilii Celina a mi'1)i11ih n, 11110 Nu. I. When used In spent walls,Shuclur,1l use, pannls a►n asslgnP.d Ihn�valu0s In Table No, ll: Dlahhmunl dimension ratlus poi n1111ed b1 Iho coda for ply- wood apply to struchlr,1l-iso panels. For purposns of determining seismic forces for dosi{pn, file values of K and My, given In Iho applicablecodo for plywood, shall apply to structural - use panels, for buildings nut ino16 Ilan three stories In height with stud wall training and using siding, shoalhh)g or Sturd=l-Fluor for the shear wenn Allo 111hollmoum for rho Inlnrnl loran nynlnln, 4. Siding: When siding Is applied directly to studs, Iho studs shall be spaced no farlhor apal I Illan the span ralllg Included in Ihn trademark on Ilan panol. All vonenl laced slding pannls with a span r,dhgl of 16 or 24 Inches on center aril ilernnllled to be Installed over studs spaced 24 Inches on canter when appllcll Willi face orale horizonl;d or over nalllbloslloalh- Ing. Other siding pannls with a span laling of 16 or 24 Inches on conlor aro pormlllod to bo appllml over studs spaced 24 Inches (in caller when applied over nallahle shnallllog. Nallahlo shnathing shall In nnnuhlal 1 -Inch boards or shuclitlal-uso pannls of Ihlcknosses pnlnnitlnd In the applicable colo for plywood shollhhllj to which 1110 slltinjl Is directly attached. FBsfelnfs for 1ll1chillg siding shall ho 11nrlslalning jinx, stomp or casing halls. For panels lb) Inch (hick or toss, use Ml nalls, and 8d for Ihlcker pan- els. For 3/e-I11cll and Ihinner lap siding, use Gd nailsand 8d for lhickor lilt Sitting.. Panel siding Is d0s1glind In tin 1111110d wllhnul bulldllg paper either tlllocl to Irandng or over S1111,1111111% plovidnd all siding joints occur over flan)Ing and Ain piolectod with a conlinunus wood hall, applovod caulk - 119, fl,1shing,v011IM11 ur 11o117on111 ShlpLlps, or 011101w1sn n4do water- pproof. More 9100ved Slding Is llil led 1101170111,111Y 11400 10 training. bulldlnu papal shall ho Ins11111ed hollhld 1110 P.Idint1, In accoldillwo Willi Ihn applicable code. Shling shall be fastened directly to framing In accoldance will) plywood provisluils of Ilia code. whole stdllg 1/11 Inch or Insg fn Ihlck- ness Is Installed over foam sheal11ing up to 1 Inch In thicknoss, the Siding shall be hS10110d Willi 8d g,11v11117nd box I1,1119, Siding guc,1lor than 1/9lnch Ili 1111IIllou.l;plirll oar Irlllll §Iirr111 dlgJ ;hall lir h rills ll Willi 1 Ud U11VA= 111100 box not 0.1Ito 6111111 1111olllrlillg nliall 0ollh11111 to Ilio undo. . Lap siding Is appllod oilnr directly In hairling or over imitable shnlrhing as doflned above: When Inslllled either dllectly to franilmor over hoards, building paper (We1llior-IOsl0vo b111101) Is Inquired to he Inslallod over Ilia training I1 accordallen WIIII 1110 applicable Code. Vvilleal-old jolllls shall be either caulked or othotwiso Installed In accoidance with rol:onl- nlondallolls of Ilio nclnullchiter. Sluing Jolnls, If slag{ieted, aro allowed to occur away from slots when 1111181)10 S110,1111111g Is lirw f• Whorl 111) sld- Ing Is Installed over nalllbln she,1111111g, halls shall bo Spaced 8 Inches on conlor along the bonom edge. If sidh)g Is wider thin 12 Inches, also hall Siding to Intormodlale sleds Willi nalls spacod 8 Inches on center. Panel siding applied directly to shills, Spaced In 1ccoldallco WIIII IIID span rating and fastened WIIII Gd 'galvanized box imils or, egldvalollt, spiced G Inches on cenler at panel edges and 12 inches mil cenlor al InIor- nrediat0 sludS, Is all 111ntnative. to the plywood sho1111lllg constrncllon specified In the code for w,1�,bi,1cing. Shear values for all-veneer'lianel siding filtall he as give,) I1 Tahhn No. page :.;.. � �� Report No. NE:R-108 All-veneer panel siding. Identified as APA 303, applied over maxlmum 9. APA Rnsoarch Report 149-01monsionai Performanco of Wood- 1-Inch-illlck foam sheathing, as described above, on studs spaced 16 or : 24 Inches 1/2.-Inch Based Siding. on center, with gypsum wallboard Inslallod ort the 11110- rlor Inco, Is an alternate tolho plywood sheathing construction :ipaclllod 10. AI'A Lap Siding 11181-111-111011 Guide, dalod July, 1087, Imine code for wall bracing, 11. Calclrlallolls an I110 ra:onnnnndod roof snow told for APA ralnrl For'uso as roof sheathing with the underside exposed, ilio allowable shnalldnll 54/32 acid" ri and Slutd-I-Flora 48 Inches un confer and 24 spans for all-veneer siding identified as "303," shall conform to Table No. Inch's on cnnlor;i*soaind by John n. Tlssotl, VE. V. 12, AVA Tnchnlcal Note No. N3/5A lilted "IMslgn Capacllles of APA . IV, INSTALLATION: The Structural-Use Panels shall be Installed In Performanco-natod Slruclural-Uso Pao0ls;" dalod September, 1991. acculdnnce with this lopolt and the applicable coda, 13. AICA ileporl'No. lull 10, third "UnsIIIn Vahr's for Slruclural I�srnol V. IDENTIFICATION: The Structural-Uso Panels shall be Identified In Prodlu:ls," prepared by Michael n. O'liallocul and Edward G. Has, dated ' octoldanco will, ilia National Evaluation Service report or Individual . May, 19811, model code evaluation service report that specifically evaluates the pan- els. 14. U.S. UOpaltnlmnl of Connn'lco Volunlary Product Standard PS 2.92, dated Augosl, 1992. VI. EVIDENCE SUBMITTED: 1. APA Research Report 135-C, tilled "Test Methods and Performance Requirements for Floor and Roof Sheathl11gs."' VII. CONDITIONS OF USE: Th' National I:valualion Service Cannmitlre 2, Calculations of plywood section properties and allowable loads, finds Ihat the Slandards for Structural-Use hillals dnscrtbed,111 lids leprid, 3. APA Specification and Policy for Structural-Use Parol She5lhl11p• plable allarnative materials lo.1hnse specified In Ilia 1990 ROCA are acc'Nallonal Ilnlldhrg Code with 1992 Aci:unndalivo Suppinulomt, Ilia 1991 4. Performance Standards and Policies for Structural-Uso Panels, APA Standard nwi(iing Code with 1992 Rovlslon s, Ihn 1991 1f111fornn Rullding PRP-108; February, 1991. 'Tests Cod', and Il,' 1909 CABO One and Iwo Family Dwelling Code, sulloci to 5, and calculations for racking-shear values. the hollowing condition: 1 6. Calculations for rated siding used as roof sheathing. 7. Calculations for wind resistance. Sh uclural-Use Pa110Is developed In accordanr.' with tho procedure ' described in this r0pnrl he National 8. APA Research Report 148—Structural Performance of Wood- shall evaluated In a current Evaluation Service report or Individual rlledol code evalrallon ser- Based Siding, vice repo!!. - It. t �n • �ge 4 .of 7 Report No: NER-108 BLE NO.1—ALLOWABLE SHEAR (POUNDS PER FOOT) FOR HORIZONTAL APA STRUCTURAL -USE PANEL DIAPHRAGMS WITH FRAMING OF DOUGLAS FIR, LARCH OR SOUTHERN PINE1 FOR WIND OR SEISMIC LOADING bframing of other species: (a) Find specific gravity for species of lumber'In the NFPA National Design Specification, (b) find shoar value from le for nail size, and for Structural I panels (regardless of actual grade), (c) multiply value by 0.82 for species with specific gravity of 0.42 or greater, or 0.65 for all other species. ff Naming ace nails 12.Inches o.c. along Intermediate framing members (6 Inches o.c.'when supports are spaced 48.Inches o.c.). at panel edges shall be 3 -Inch nominal or wider and nails shall be staggered where nails are spaced 2 Inches o.c. or 2-1/2 inches o.c., d where 10d nails having penetration Into framing of more than 1-5/8 Inches are.spaced 3 inches o.c. Exception: Unless otherwise required, 2 -Inch nominal framing is permittod to be used where full nailing surface width is available and nails are Waggered. Case 1 Case 2 Case 3 Case 4 Case 5 Case 6 Load Flaming Blocking, U usedI and nla:kilg, it Ir.M rllllfl lg laepinlegm bouMery Conlirolous PRIM pints Conlilulolls rung/ Olds 1111 e: Framing Is permitted to be located In either direction for blocked diaphragms. Br�aNaO DIAPHf1ADMs ��UN64QCNBD olA{!HRAQM��^� Nell Eptelnp jln.) H Dlephregm eounderleii (AII Cates) at Continuous Panel Edges Nelit S Beed 6" Max. at Supported Edgest Edge Parallel to load (Cases 3 and 4) and at all Panel Edges (Cases 5 and 6)2 MINIMUM NAIL MINIMUM MINIMUM NOMINAL Case 1 (No Unblocked Edges All Other 6 4 2.1123 23 Nall Spacing (in.) at Other Panel Edges COMMON PENETRATION IN FRAMING. NOMINAL PANEL- THICKNESS WIDTH OF FRAMING or Continuous Conligurallons PANEL GRADE NAIL SIZE (Inches) (Inch) MEMBER Joints Parallel to Load) (Cases 2, 3, 4, Sand 6) 6 6 4 3 PA TRUCTURAL I 6d 1.114 5118 2 185 250 375 420 '280 165 125 :RATED 3 — 210 420 475 185 140 SHEATHING, XP 1 or EXT ed 1-1/2 3/8 2* 270 360 530 600 240 180 3 300 400 600 675 265 200 10d . 1-5/8 15/32 2 320, - 425 640 7303 285 215 3 360 480 720 820 320 240 A ''' 6/16 2 r 170 225 335 380 150 110 TED SHEATHING, :ST 3 190 250 380 430 170 125 URD•I-FLOOR 6d 1-1/4 P 1, EXP 2 or EXT 3/8 2 185 -250 375 420 165 125 3 210 280 420 475 185 140 ' 3/8 2 240 320 480 545 215 160 3 270 360 540 610 240 180 7/18, 2 255 340 505 575 230 170 8d 1.1/2 - 3 285 380 570' 645 255 190 15/32 2 270 360 530 600, 240 180 3 300 400 600 676 265 200 15/32 2 290 .385 575 6553 255"• .190 10d 1.5/8 3 1 325 .430 650 735 290 215 19/32 2 320 425 640' 7303 285 215 3 .360 480 720 820 320 240 bframing of other species: (a) Find specific gravity for species of lumber'In the NFPA National Design Specification, (b) find shoar value from le for nail size, and for Structural I panels (regardless of actual grade), (c) multiply value by 0.82 for species with specific gravity of 0.42 or greater, or 0.65 for all other species. ff Naming ace nails 12.Inches o.c. along Intermediate framing members (6 Inches o.c.'when supports are spaced 48.Inches o.c.). at panel edges shall be 3 -Inch nominal or wider and nails shall be staggered where nails are spaced 2 Inches o.c. or 2-1/2 inches o.c., d where 10d nails having penetration Into framing of more than 1-5/8 Inches are.spaced 3 inches o.c. Exception: Unless otherwise required, 2 -Inch nominal framing is permittod to be used where full nailing surface width is available and nails are Waggered. Case 1 Case 2 Case 3 Case 4 Case 5 Case 6 Load Flaming Blocking, U usedI and nla:kilg, it Ir.M rllllfl lg laepinlegm bouMery Conlirolous PRIM pints Conlilulolls rung/ Olds 1111 e: Framing Is permitted to be located In either direction for blocked diaphragms. Palo t3 a17 ; l Bihar/ Nd► NSR-100 .r TABLE NO.II—ALLOWABLE SHEAR (POUNDS PER FOOT) FOR APA STRUCTURAL-USE PANEL SIIEAII WALLS WITH FRAMING OF DOUGLAS FIR, LARCH OR SOUTHERN PINE FOR WIND UR SEISMIC LOADING 12 5 MINIMUM NAIL PANELS APPLIED DIRECT TG FRAMING PANELS APPLIED OVI R IIP OR NS' GYPSUM SIIEAIIIING MINIMUM NOMINAL PENETRAIION IN Nell Alto Nall Spacing eI Panel Edges Nall Alta Nall Apacing d Panel Fdges PANEL THICKNESS FRAMING (Common or (1n.) (Common or (In.) . -- _ PANEL GRADE (Inch) (Inches) Oalvanited Dor) A: 4 3 23 Gaivanlred Dos) D 4 3 23' APA STRUCTURAL 1 5/18 1.1/4 6d 200 300 300 510 Od 200 300 390 610 RATED SHEATHING _---•---.. _.__._.._�:__ .....__ _.__, __...._:._.__............. EXP 1 or EXT 318 I 230" . 160" 460" 610" 7116 1.1/2 Od 2564 ;1954 605" 6704 10d . 200 430 560' 730 15/32 200. 430 550. 730 . 15/32 1.6/8 10d 340 610 005 810 — — APA RATED SHEATHING. 6118 100 270 1150- 450 100 270 350 450 EXP 1, EXP 2 or EXT' 1.1/4 Od ed APA RATED SIDING EXT° 3/8 200 300 390 610 200 300 390 610 3/8 2204 3204 4104 5304 -- 7118 1.112 8d 240" 3504 460" 5054 10d 200, 300 4903 840 r 16/32 200 380 490 840 16132 618 I lOd 310 400 000' 770 10/02 340 610 0n63 070 Nell Size Nall Site 1 r (Gelvenited (Rolvenited Casing) APA RATED SIDING 6116 1.1/4 ed 140 210 275 300 Od 140 210 275 360 EXT° 318 1.112 Od 100 240 310 410 10d 160 240 310" 410 Fo lrhming of tllher ep�fifil ai (it) T°lifd iittiiolllo prnvhy 160 spenlnii nl lumfi�i Iii Ihs Nff A Nnlirn►n1 Onal ill fdr�dfilllFinliflii, (Irj fr11 ftiiiIll liriil hiy gnwarrl:ed box nalls, I4id altonr value from mule for nail le ze Iqr unumunAL 1 looms (mElmcNnns nl netunl brain); inr pntvanlrad analog-nails, take shear value directly from table, (o) multiply thisvaliie;.by 0.02 for, species with apoclflc gravity of.0.42 or ginalor, or multiply by 0,65 for all other species, 2AIi panel edges backed with 2-Inch nominal or wider training. Install panels elthor hrnlzoninlly.or vmllcnlly. Space nnlls 0 Incllna o.c. along Intermediate framing members for 310-Inch and 7/18=Inch panels Installed on studs spacod 24 Inches o.c. for other condlllons and panel thicknesses, space nalls 12 Inches o.c. on Intermediate suppeils. 3Framing at panel edges shall be 3-Inch nominal or wider and`nnlls shnll be ata00mnd whore nnlls aro spncod 2 Inchns o.c., and whore 10d nails having penetration Into framing of more than 1-5/8 Inches are spaced 3 Inches o.c. EttcepilemUnloes cifi /loo regnlrod, R:lnr;h naminnl !rnminy In Ilormltto' d ID tin 111011 Whmo lull nnlllnl) pin!neo MIMI In nllnllntdn antl nnlln mo r slaggered, Shears are permitted to be Increased to values shown for 15/2-Inch sheathing wllh snore nnlling, provldnd (1) studs are spncnil a maximum of 16 Inches o.c. or (2) If panels are applied with long dimenelon across studs, 6The valvas are for short-Ilme loads due to wind or aarthquake' and must he reducnrl by 25 porcenl for iinrolfll Inndlnp. 41-vonoor panel. age 6. of 7 ,. Report No. NER-108 TABLE NO,III-ALLOWABLE UNIFORM ROOF LIVE LOADS FOR APA RATIO SHEATHING AND APA MATED STURD-I-FLOOR WITH LONG DIMENSION PERPENDICULAR TO SUPPORTS I. ,APA RATED SHEATHING APA RATED SHEATHING/CEILING DECK. ROOF FLOOR MAXIMUM SPAN (Inches) ALLOWABLE LIVE LOADS (psQ With Ede Support Without Edge Support Spacing of Supports Center -to -Center (Inches) SPAN RATING PANEL THICKNESS MAXIMUM. SPAN (inches) Roof/Floor Span. (Inch) 12 18 20 24 32 40 46 54 60 11/0 18/0. 20/0 • 24/6 24/16 32/16 40/20 48/24 64/32. 410748 0/14 5/16,3/8 5/16,3/8 3/8, 7/16, 1/2 7/16,1/2 15/32, 1/2, 5/8 9/16, 19/32, 5/8, 3/4.7/8 23/32, 3/4, 7/8 7/8.1 1/41, I. 1.1/0 /A 16 20 24'- 24 32: 40 48 54 00 10 18 20 . 204. 24 28 . 32 36 40 40 '30 70 30 120 50. 3.0 190 100 60 30 190 100 65 40 325:. 180 120 70 30 — 305 205 130 60 30 — — 280 175 ' 95 45 35 . — — -- 245 130 75 50 35 . +«. ' _ .�. 0013 tan 1Qq 76 80 an 0 0 0 0 16 165 205.6 24 32 AA APA RATED STURD-I-FLOOR ROOF FLOOR MAXIMUM SPAN (Inches) ALLOWABLE LIVE LOADS (psQ " With Edge Supporta Without EdgeSPAN Support Spacing of Supports Center -to -Center (Inches) SPAN RATING PANEL THICKNESS (Inch) MAXIMUM (Inches) 12 16 20 :24. 32 40 48 54 60 160.0. 900.0. 24 ox. 32 o.c. 48 o.c. 19/32, 6/8, 21/32 10/32, 3/3, 3/4 11/16, 23/32,3/4 7/8,1 1-3/32, 1-1/8 2424 32 48 48 60 32 36 40 48 .186 100 66 40 270 160 loo so so — 240 160 100 50 30 25 — —. 295 185 .100 60. 40 — — — 290 160 100 65 50 40 185 P00, 6 24 32 48 The allowable live loads were determined using a dead load of 10 psf. It the dead load exceeds 10 psi then the live load shall be reduced accordingly. 2Applies to panels 24 Inches or wider, 3Tenowond-g esre,edge ; panel odge Elipa (one midktay betwoen huh eupport; ac -apt equ pt t"Ye ally ,paced Mum §upportt 40 InEW ' on cohtor), lumbor blooking, or othor Onl lumbor blookln will oatlo I section III 13 3. y o fy b ook6W diaphragm raquiromonto of TUlbto No, 1, except ao noted In '4Twenty-four Inches for 1/2 -Inch panels. 51s permitted to be used over framing of 24 Inches on center where.3/4-Inch wood strip flooring is Installed at right angles to Joist. 61s permittedto be used over framing spaced 24 Inches on center for 'oors where 1-1/2 Inches of cellular or lightweight concrete is applied over the panels. Page 7 of 7 Report No. NER-108 TABLE NO.IV—ALLOWABLE UNIFORM ROOF LOADS (psq FOR.APA RATED SHEATHING WITH LONU DIMENSION PARALLEL TO SUPPORTS4. (Nonveneor,'Compoille and b.,Plyls•Laybr Plywood Panels Unless Otherwise Noted) - 1 For 4 -ply plywood marked. PS 1, reduce load by 15 psf. ?Composite panels must be 19/32 Inch or thicker. 3For composite and 4 -ply plywood panels, reduce load by 15 psf. ' 4Edge's shall be blocked with lumber or other approved type of edge support. TABLE NO. V ALLOWABLE SPANS FOR APA RATED. 303 PLYWOOD SIDING USED AS ROOF SHEATHINGI Minimum Nominal Thickness (Inches) 'Thickness Maximum Span (Inches) Maximum Span 1 Live 1 Panel Grade (In:) span Rating 1 For 4 -ply plywood marked. PS 1, reduce load by 15 psf. ?Composite panels must be 19/32 Inch or thicker. 3For composite and 4 -ply plywood panels, reduce load by 15 psf. ' 4Edge's shall be blocked with lumber or other approved type of edge support. TABLE NO. V ALLOWABLE SPANS FOR APA RATED. 303 PLYWOOD SIDING USED AS ROOF SHEATHINGI Minimum Nominal Thickness (Inches) 'Thickness Maximum Span (Inches) Maximum Span Load at Maximum Span Live Total Panel Grade (In:) span Rating (in.) APA' 7/16 24/0,24/16 24 20 30 STRUCTURAL I 15/32 32/16 24' 35' 45' RATED 1/2 32/16 24 40' 50' SHEATHING 19/32, 5/8 40/20 24 70 80 23/32,3/4 48/24 24 90 100 APA mob x1416, 114/19 1d 46 Oo RATED 15/322 32/16 24 20 25 SHEATHING. 1/22 24/0.32/16 24 25 30 19/32 40/20 24 503 5/8 32/16, 40/20 24 .403 453 553 23/32, 3/4 40/20, 48/24 1 24 603 653 1 For 4 -ply plywood marked. PS 1, reduce load by 15 psf. ?Composite panels must be 19/32 Inch or thicker. 3For composite and 4 -ply plywood panels, reduce load by 15 psf. ' 4Edge's shall be blocked with lumber or other approved type of edge support. TABLE NO. V ALLOWABLE SPANS FOR APA RATED. 303 PLYWOOD SIDING USED AS ROOF SHEATHINGI Minimum Nominal Thickness (Inches) Species Group No.. Maximum Span (Inches) 15/32 _ 1 24 A 19/32 1 32 19/32 2, 3, 4 24 23/32 1. 2, 3. 4 32 1-1/8 1, 2, 3, 4 48 1 Plywood continuous over two or more spans, long dimension across supports. Uniform load deflection limit is 1/240 of the span under live Load. Live load capacity at maximum span for all listed construction is 30 psf. M ' 3/8 r— . 1 " x 3/8" x No. 16 au a staple 9 9 P E 0 . CIO 0 DETAIL OF ;STAPLE IN TONGUE -AND -GROOVE JOINT OF STURD-I-FLOOR .48 oc '' FIGURE NO. 1