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BRES2014-1028 Structural CalcsENGLNEERING S e c?, u E Sx Letter of Transmittal To: City,of La Quints._. ; :� Today's Date: 10-15-14 78-495 Calle Tampico City Due Date: 10-3-14 `°• La Quints, CA -02253 Project Address:: 80-801 Via Pessaro Attn: Angelica Plan Check #: BRES,2014-1028 . Submittal: ❑, 15c E:14m ® 2nd ❑ 5'n • ❑" 3'd ElOther: We are forwarding: ® By Messenger ' ❑ ' By Mail -(Fed Ez or UPS) ❑ Your Pickup Includes: : # Of Descriptions: Includes: # Of Descriptions: Copies: Copies: ❑ -- Stnictural Plans ®'` . 1 Revised Structural Plans ❑. Structural Calculations ® 2 Revised Struct. Calcs ®' .. -Truss Calculations Floor ❑ 1 and Roof Revised Truss ® 2 Soils Report D. Revised Soils Report ®. Structural Comment'List/ ❑ _ ..4 Responses Approved•Structural Plans.- • - ® 1. ' Redlined Structural Plans ❑ Approved Structural Calcs ®. 2 Redlined Structural Calcs ❑ 2 Approved Truss Calcs' ❑ Redlined Truss Calcs ❑ Approved Soils Report ` ❑ j f� Other: Revised, Structural Redlined Soil's Reports ; 5 _ . Plan Sheets Comments:- Structural contentis�approvable. During plan review, revisions were done to the structural plans and, calculations per the request of the plan checker due to additional comments. Engineer -of -Record submitted revised structural plan sheets, 2. revised structural calculation packets, and 2 soils reports.. Sheets have been added to revised structural plans. Please insert revised structural plan sheets to the copy -: atthe .City. Thank you, ` If you•have any questions, please call.. " Time= 11 HR - This. WiiteHaI Sent for ' .Your Files ® Per Your Request ❑ .. Your Review ❑ Approval ~ ❑ Checking❑ . At the request of. 'Other:. ❑ ' By: Kathryn Samuels - Palm Desert Office': ® (760) 772-5107. Other' 'El r, JI 4 Jim Johnson ; February 14; 2014' . City of La Quinta ' 78-495 Calle Tampico La Quinta, CA 92253 RECEN-, U Rei , Beutler Residence SEP 1' 9 2014 Plan Check #BRES2014-1028 E UINTA ' : CITY- 0. LA Q .. COMMUNITY DEVELOPMENT - r t r Dear Jim, , Per our discussion we are requesting the following review of the issue that our�wine storage be defined as a basement and 'therefore requiringg a window well for egress. Our storage room is only�a half level down and does not have adoor-as an enclosed space. This small storage room is not considere b table space: Per .California Building,Code Section R335:1 ,the minimum height would have to be 7'-0" in a basement. We are willing to drop the ceiling height.below the minimum requirement if required per code to allow the storage room witiout the classification of•a basement. a w Please review this item as we feel this room is not a basement per the intent of the California -Building Code. Thank you for your consideration in this matter. Sincerely, STRACTS, Inc. , Anton Marinkovich President STRACTSING'..`t ARCHIT_CTURE + INTERIOR DESIGN " .r - . STRUCTURAL CALCULATIONS STAIR SUPPLEMENT for Lot 346 The Hideaway La. Quinta, CA by Matt Parisek, P.E. CITY OF LA7DEP 2201 Francisco Dr. #140-452 BUILDING & SA EI Dorado Hills, CA 95762 APPRO FOR CONST (916) 952-6965 parisek@comcast.net DATE S t B April 29, 2015 NO RECEIVED pyNo: C "' = APR 2 9 20 31 6 *; 15 '..`���� CITY OF LA QUINTA CIVIL \I `� F COMMUNITY DEVELOPMENT . .,�pF CA`s `��. Matt Pansek, P.E. Project: Lot '346' Sheet: 11 2201 Francisco Dr. #140-452, El Dorado Hills, CA The Hideaway (916) 952-6965 matt@parisekengineering.com La Quinta, CA Date: 1/28/15 METAL STAIRS W/ WOOD TREADS Stairway Loads DL Metal: Runner 12 plf Posts 5 Cap assembly 10 Glass 2x 1/2x8x36 x:140 pcf 23 Treads 3x12x54 45 Total DL 95 plf LL 54/12 x 100 450 plf Total LL 450 plf Connections at Landing - See Enercalc load for stringers Load on stringers = 2,360# Use 4 simpson sds1/4x3 ea.'side tot 8 fasteners v=2,360/8=295#/ea V =.420 #/ea OK Rail Post to Treads .200# horigontal force @.42" above tread Assume force distributes to 2 posts Tension on upper tread = ((200# / 2) x 37") / 7" = 529# C1 BUILDING 1-A QUI v = 529# / 5 fasteners = 106 #/ea .4 NS & SAFEIY D p FO P o COVE® T V = #14 f.h.w.s. (d =0.242") x 2 1/2".@ 150 #/ea OK NSTRUCTION DATE . ��BY rGatrPansek, P.E. Project: Lot 346. Sheet: 2 2201 Francisco Dr. #140-452, El Dorado Hills, CA The Hideaway (916) 952-6965. matt@parisekengineering.com La Quinta, CADate: 1/28/15 METAL STAIRS w/ WOOD TREADS Weld- Stair Post to Beam or Plate Moment = 300# x 27 in= 8,100 in-# 13/16" fillet welds = (.2 x 3/16" x 0.7071 x (2.5" + 3/16") ^2) + 2x3/16"x0.7071 x3"^3/12= 2.60 in^4 fw = (8,100 in-# x 2.68" J 2)' % 2.60in ^4 = 4,172 psi Fw = ' 26,000.psi OK ' Tread Backing Plate Moment 300#.x 27 in = 8,100 in-#. { 1 1/2" x 8" plate.= 2 x (10" x 1/2" ^3) /12 = 0.104 In"4 fb = 12,150 psi Fb 21,600 psi OK Wood Connection to Tread Backing Plate Moment = 300# x 27 in = 8,100 in-# 'Tension force 8,100 in-# / 9" = 900# #14 w.s. in D.F. = spf 0.50 = 172#/in [DA7 Y O�' � Assume 2 1/2" screws/ 1 1/2" embedment DING & s QUIN7-A 1.72 #/in x 1.5 in = 258 #/fastner �P� AFE�'DEPr ve Use 2 rows ea. end w/ 4 per row = 8 fastners R CONS0, LIO t = 900# / 8fasteners = 112.5 #/fastener: �BY T = 258 #/fastener OK Rev: 580006 User. KW -0604442, (c)1983-2006 ENER Description Title : Job # Dsgnr: Date: 9:42AM, 29 APR 15 Description - Scope: 1-Nov-2006Timber Beam &Joist Page 1 ineering Software monarch desert div.ecw:Beutler Lot 346 FB1-FB7 Timber Member Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined F81 FB2 FB3 FB4 FB5 FB6 FB7 Timber Section 6.80 15.40 . VersaLam3.5x14 Versalam3.5x14 VersaLam3.5x14 VersaLam5.25x14 VersaLam3.5x14 LVL:1.750x14.000 VersaLam3.5x14 Beam Width in 3.500 3.500 3.500 5.250 3.500 1.750 3.500 Beam Depth in 14.000 14.000 14.000 14.000 14.000 14.000 14.000 Le: Unbraced Length ft 2.00 2.00 2.00 2.00 2.00 2:00 2.00 Timber Grade 10.000 3oise 2$00, Versa Boise 2800, versa Boise 2800, Versa Boise 2800, Versa Boise 2800, Versa Boise 2800, versa Boise 2800, Versa lbs Lam Beams Lam Beams Lam Beams Lam Beams Lam Beams Lam Beams Lam Beams Fb - Basic Allow psi 2,800.0 2,800.0 2,800.0 2,800.0 2,800.0 2,800.0 2,800.0. Fv - Basic Allow psi 285.0 285.0 285.0. 285.0 285.0 285.0 285.0 Elastic Modulus ksi 2,000.0 2,000.0 2,000.0 2,000.0 2,000.0 2,000.0 2,000.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Member Type Manuf/Pine Manuf/Pine Manuf/Pine Manuf/Pine Manuf/Pine Manuf/Pine Manuf/Pine Repetitive Status No No No No No No No Center Span Data Span ft 4.00 6.40 9.00 15.00 5.80 6.80 15.40 . Dead Load #/ft 390.00 445.00 386.00 655.00 247.00 75.00 25.00 Live Load #/ft . 180.00 240.00 200.00 360.00 168.00 210.00 40.00 Dead Load #/ft 86.00 Live Load #/ft 500.00 Start ft 6.500 End ft 10.000 Point #1 DL lbs 1,338.00 2,742.00 625.00 LL lbs 768.00 1,744.00 2,250.00 @ X ft 4.000 0.800 10.000 Cantilever Span Span ft 0.60 0.80 Uniform Dead Load #/ft 445.00 247.00 Uniform Live Load #/ft 240.00 168.00 Point#1 DL lbs 781.00 2,166.00 LLlbs 360.00 905.00 .@X ft 0.600 0.800 Results Ratio = 0.0519 0.1642 0.3978 0.7156 0.3299 0.1382 0.6727 Mmax @ Center in -k 13.68 38.86 126.41 342.56 0 @ X = ft 2.00 3.07 4.00 7.50 �� 1 OF *OOQUI� Mmax @ Cantilever in -k 0.00 -9.69 0.00 0.00 BVL V( fb : Actual' psi 119.7 339.9 1,105.6 1,997.4 ! 3�5NG & §QTY D Fb :Allowable psi 2,779.4 2,779.4 2,779.4 2,791.5 j 2, P \ / 779.4 Bending OK Bending OK Bending OK Bending OK Bendigg 4b nye drC_VTRO�T10K'9 fv : Actual psi . 14.8 46.8 95.9 131.7 94.0 1J 11 v` 1 ON 3 Fv : Allowable psi 285.0 285.0 285.0 285.0 285.0 285.0 285.0 Shear OK Shear OK Shear OK Shear OK r. Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 780.00 1,338.27 2,480.33 4,912.50 2,767.71 255.00 551.41 LL lbs 360.00 768.00 1,326.67 2,700.00 1,990.65 714.00 1,909.46 Max. DL+LL lbs 1,140.00 2,106.26 3,807.00 7,612.50 4,758.35 969.00 2,460.87 @ Right End DL lbs 780.00 2,557.73 2,331.67 4,912.50 3,770.49 255.00 759.59 LL lbs 360.00 1,312.50 1,241.33 2,700.00 1,901.25 714.00. 2,706.54 Max. DL+LL lbsI 1,140.00 3,870.23 3,573.00 7,612.50 5,671.74 969.00 3,466.13 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK 0 (6) F.H.W.S. 014 x 21 " _,,,-RAIL POST ' 1 "x2 "x0.12" TS x x x x x P_ TiE xY4". MORTISE INTO BOTTOM OF TREADY4+CL � 111 CONT. Ya" FILLET WELD F05T TIE NAIL SCALE: 3"=V-0" REVISIONS: . ,�4l29l15 1'-OY411 MAX. RADIUS OR SUPPORT BALCONY, TOT. CHAMFER %N ! CV 1N TREAD. WILL BE CHARGED IF THE APPROVED _ (4) SPACED UNIFORMLY. LAP FBSi 18" ON WA 1 205 - PLANS AND 10B CARE ARE NOT ON � .Q 0 o - ac �, nA� R15 SEE TO M w/ (4)1/211 x 311 229 -5lu TREAD NOTES lV411RUN 831(.7. S. 111 'i U •� i I Z ., Q Qui 205 +lY U ADDITION TO LAGS SPACED UNIFORMLY �+ 11 tlY4� RUN tY4 (MIN. � CU DETAIL 221. SPACE 1 DSC2R I i 1 I Saturday: 8:00 a.m. to 5:00 p.m. 202 306 DSC5L _ - 200 308 SDS3 ` I F 3 _. -- -- 11 11 11 TS 5 x 3 x Y4 �R -- _ — — -- —° —• -- H29 i00 ®U414 LA QUINTA 4" 11 mm9:1.53) � LOWER FLOOR NO. C- SAFETY DEPT. I 1 (2) 6x6 CIVIL r CAi� '' � ®� ` q\10 2. VERIFY CONFOR LANCE w/ ALL .2c-�^te GRADE PER APPROVAL' OF CLIENT. FOR C CBC REQUIREMENTS- CONT. Ya"CONT. Y8FILLET WELDFiLLET WELD 3. OBTAIN APPROVAL FOR METAL TYPE (PLAIN STEE DATE 15' 3. CHANGES MAY AFFECT CODE RAiL POST"x3/411 COMPLIANCE. VERIFY ANY 1"x2"x0.12" 78/2" GLASS PANEL - it OR STAINLESS) FOR TREAD BACKING PLATES, MODIFICATIONS MEET CODE. VERIFY THICKNESS 4 GEN7EREDON LOUJEfR 6T741fRS CAPCLEARANCE REQ'D w! TREAD SUPPORT POSTS AND RUNNER) FROM CLIEfs GLAZING CONTRACTOR 202 6x6 ii%411x14" 201 FOR APPROVAL. EiTHER 3Y"x14" OR (2) POSTS. END 1 SCALE: 1/2"=V-011 LVL ALIGNED OR 7 A I L GAS i SCALE: 3"=1,-0" PLY 1N4"x14" LVL PER � HOLD. DOWN_STRAPS i SIMULATE TREAD NOSING _7 r ------ _---- 6x6 RAIL POST PER DETAIL. DETAIL 230 (M20) UPPER LL FLOOR OVERHANG SHALL BE SAME HEIGHT AS II LJ � SDD53R 1 i HU416 MAX°; F BY411x7x3N411 1 (SEE DETAIL) 0 I BCI 2'+x14" 5000 1.1 F ` ' PLY 1N4"X14" LVL r1i, -' i" OVERHANG/OVERLAP RUN `� .... 1N4"x14'+ LVL (LVLT) ALIGNED FOR 1(2) 10 -011CL G -; �• (FBI). FACE PLY RUNS _ _ _ _ _ _ _- -� ' TYP. RAIL POST. (i) POST EA. END HOLD DOWN 11 IQ CONTINUOUS TO FB8. z N _ _ _ _ _ _ _ _ �- .h STRAPS BACK PLY ENDS AT WALL. SEE U 1 201 TYP. UPPE IQ 61-g° MIN_ m 230 200 ra j I WALLS (D., U14 » I ABV. I L ------------ J � X ._ ....._ OT. I I I-------------- 5/8" THD. I = ,� 1 ,1 L'Cx10Cil BEARING ,+ ++ �W 1 i ® , BCI 2 x14 50t j € ROD DRAG i 1'-4" CLR REQ'D. u� tp :1 MET TIE PER 201 VERIFY IF BEFORE OR U r 201 U 3 1 222 L----- , I L--__--__-_ - AFTER GYP. BD. __________________ __ � _____ _ �1 _..--_--_ 1 _____� F�l ______ _ --_----__-_ i -- _H,2 _--_ __ _ ____- E i 206 L _j --- - ------ 211 13/4"x14" (LVL2) BEARING ---- ---- �3i=l�RINCs-- 01 OFFSET F58 TO I F819 EDGE. SE22� 201 BCI 2"x14" 509 FOR FARING 201 1 11 1 '-6" PAST ABV.1 I I !n 10 -0 CL G i.. p W/ SiMPSON (2) TRIMMERS 4 SCALE: 1/4"=V-011 0 (6) F.H.W.S. 014 x 21 " _,,,-RAIL POST ' 1 "x2 "x0.12" TS x x x x x P_ TiE xY4". MORTISE INTO BOTTOM OF TREADY4+CL � 111 CONT. Ya" FILLET WELD F05T TIE NAIL SCALE: 3"=V-0" TiE POST TO UPPER - TREAD PER DETAIL.1, i1 Construction is KOT PERMITTEC TS 5" x3 xY4 L 23 " x 2Y" x 4". WELD To RUNNER on the follovring Code Holidays: "AN ADEQUATELY SIZED DEBRIS C NTAINER RAIL POST FASTEN TO w/ , Y4" x 3 v4°MORTISE 3+' F.HWS.i; (4) To New Year s Day IS REQUIRED ON THEJOB SITED +ING ALL TiES FOR RAIL POST FLOOR AND (4) TO BEAM. Dr. Martin Luther King Jr. Day PHASES OF CONSTRUCTION AND 1LIST BE NOTCH RAIL POST INTO NOTE President's Day EMPTIED AS NECESSARY. FAILURE 0 DO SO CORNER OF TRI=ADS UPPER STARS MArial Da 81MiLAR 10 LOWER �Um Y MAY CAUSE THE CITY TO HA�JE THE G 1ITAINER P- Yd" X'7 x 10" W/ (5) EXCEPT AS SHOWN. Independence Day DUMPED AT THE EXPENSE OF TH 7WNER/ 3Y"x14" LVL BEAM (F520) SDSi/430" LAGS EA. SIDE Labor Day CONTRACTOR." RUNNER SPACED UNIFORMLY Veteran's Day Y4" Than'lKsgiving Day Christmas Day 1E Y4"x7x1011w/(4) AIL FCST TIES TO TREArDS C, T A I C,� SCALE: 1"=1'-0" . y 4. •ra z#• x A, XXX est M x [ x • V2' x a" x 20- Y ■ • ® x i [ �� x x • (26) FH.WA •14 x 2W T}a�AD T E A ED 5AC<NG; SCALE: 1 1/2"=1'-0" REVISIONS: . ,�4l29l15 1'-OY411 MAX. RADIUS OR SCALE: 1/2"=1'-0" A RE -INSPECTION FEE OF $ CHAMFER %N ! CV 1N TREAD. WILL BE CHARGED IF THE APPROVED _ _5Y"x14" LVL BEAM (FBI) _� _� r (0%".#1'4" (MAX. I34 - PLANS AND 10B CARE ARE NOT ON � .Q 0 o - ac �, nA� R15 w U } -5lu TREAD NOTES lV411RUN 831(.7. S. 111 'i U •� i. TREAD MATERIAL SELECTED 1" ! Z ., Q Qui BY OTHERS. +lY U U) 0 SPACED UNIFORMLY �+ 11 tlY4� RUN tY4 (MIN. � CU 1m PER 100912 41E i Na" PER 1009.1.4) Saturday: 8:00 a.m. to 5:00 p.m. �• i J _ - Sunday: None w/ (3) Na" EXPANSION BOLT ANCHORS EA. SiDE Q SCALE: 3"=V-0" ENGINEER: 11 11 11 TS 5 x 3 x Y4 �R .`` r-ESsi M•� l st - Seism er 3f'th NOTES 1. TREAD WIDTH 51" (MIN. 36" l� oi,�Iay - r: rj(4.Ry. 6:00 a.m. to 7:00 p.m. PER 1009.4) CIQ LA QUINTA 4" 11 mm9:1.53) � LOWER FLOOR NO. C- SAFETY DEPT. E 1/16 *` RAIL CAP NOTES y1�. 1. NUMBERS IN PARENTHESIS MIN. 0.01" RAD. RAIL CAP! CIVIL REFER TO 2013 CBC SECTION. TYP. (101232)1"x2"x0.12" TS (TYPE I, 101232)� CAi� '' � ®� ` q\10 2. VERIFY CONFOR LANCE w/ ALL .2c-�^te GRADE PER APPROVAL' OF CLIENT. FOR C CBC REQUIREMENTS- CONT. Ya"CONT. Y8FILLET WELDFiLLET WELD 3. OBTAIN APPROVAL FOR METAL TYPE (PLAIN STEE DATE 15' 3. CHANGES MAY AFFECT CODE RAiL POST"x3/411 COMPLIANCE. VERIFY ANY 1"x2"x0.12" 78/2" GLASS PANEL - it OR STAINLESS) FOR TREAD BACKING PLATES, MODIFICATIONS MEET CODE. VERIFY THICKNESS 4 GEN7EREDON LOUJEfR 6T741fRS CAPCLEARANCE REQ'D w! TREAD SUPPORT POSTS AND RUNNER) FROM CLIEfs GLAZING CONTRACTOR FUNNER.. CONNECTION SHALL BE EQUAL FOR APPROVAL. FOR INTERMEDIATRAIL POSTS. END 1 SCALE: 1/2"=V-011 EXEMPT. (1012.4) stilt: 7 A I L GAS R LVE SCALE: 3"=1,-0" APR 2 9 2015 CITY OF LA QUINTA COMMUNITY DEVELOPMENT i SIMULATE TREAD NOSING r SKETCH TO CLIENT FOR APPROVAL` PER iNF. ON PLAN 4 TiE RAIL POST PER DETAIL. 1 UPPER FLOOR OVERHANG SHALL BE SAME HEIGHT AS 3) 1"xi4" LVL BEAM (FBI) 11aY411X-+,x1m° TREAD 4 OVERLAP RUN SAME DiSTANCEAS F BY411x7x3N411 1 (SEE DETAIL) LANDING OVERLAP OF RUN ON TREADS. (1009.1.52) TiE POST TO UPPER - TREAD PER DETAIL.1, i1 Construction is KOT PERMITTEC TS 5" x3 xY4 L 23 " x 2Y" x 4". WELD To RUNNER on the follovring Code Holidays: "AN ADEQUATELY SIZED DEBRIS C NTAINER RAIL POST FASTEN TO w/ , Y4" x 3 v4°MORTISE 3+' F.HWS.i; (4) To New Year s Day IS REQUIRED ON THEJOB SITED +ING ALL TiES FOR RAIL POST FLOOR AND (4) TO BEAM. Dr. Martin Luther King Jr. Day PHASES OF CONSTRUCTION AND 1LIST BE NOTCH RAIL POST INTO NOTE President's Day EMPTIED AS NECESSARY. FAILURE 0 DO SO CORNER OF TRI=ADS UPPER STARS MArial Da 81MiLAR 10 LOWER �Um Y MAY CAUSE THE CITY TO HA�JE THE G 1ITAINER P- Yd" X'7 x 10" W/ (5) EXCEPT AS SHOWN. Independence Day DUMPED AT THE EXPENSE OF TH 7WNER/ 3Y"x14" LVL BEAM (F520) SDSi/430" LAGS EA. SIDE Labor Day CONTRACTOR." RUNNER SPACED UNIFORMLY Veteran's Day Y4" Than'lKsgiving Day Christmas Day 1E Y4"x7x1011w/(4) AIL FCST TIES TO TREArDS C, T A I C,� SCALE: 1"=1'-0" . y 4. •ra z#• x A, XXX est M x [ x • V2' x a" x 20- Y ■ • ® x i [ �� x x • (26) FH.WA •14 x 2W T}a�AD T E A ED 5AC<NG; SCALE: 1 1/2"=1'-0" BACKING 1E (SEE DETAIL) tE Y4" x 7 x 10" w/ l4) +CENTER GLA SS PANELS (10132.1). SCALE: 1/2"=1'-0" A RE -INSPECTION FEE OF $ LU (SEE DETAIL) r 1N TREAD. WILL BE CHARGED IF THE APPROVED _ _5Y"x14" LVL BEAM (FBI) _� _� r (0%".#1'4" (MAX. I34 - PLANS AND 10B CARE ARE NOT ON � .Q TREAD SUPPORT - iE Y4' x �" x 10" w/ (5) SDSI/4x3011 THE SITE FOR A SCHEDULED DRAWING t0 CLIENT FOR !11 t - Q z FULL Y4" CONSTRUCTION HOURS CO S INSPECTION b ApPROPg MAX. SPACE 4°8i (1013.4) Rat Z. J.-6 CRC, U October 1st - April 30 NO EXCEPTIONS! SPACED UNIFORMLY �+ 11 tlY4� RUN tY4 (MIN. � 1'✓i� day -Friday: "7:00 a.m to 5:30 Pan. 1m PER 100912 41E i Na" PER 1009.1.4) Saturday: 8:00 a.m. to 5:00 p.m. �• i J _ - Sunday: None w/ (3) Na" EXPANSION BOLT ANCHORS EA. SiDE Q Government Code Holidays: None 11 11 11 TS 5 x 3 x Y4 �R M•� l st - Seism er 3f'th NOTES 1. TREAD WIDTH 51" (MIN. 36" l� oi,�Iay - r: rj(4.Ry. 6:00 a.m. to 7:00 p.m. PER 1009.4) CIQ LA QUINTA 4" 11 mm9:1.53) � LOWER FLOOR Sra1r: 0 y: 9:13V Ao 5:00 p.m. 2. CAP ASSEMBLY, RAiL POSTS TO BE STAINLESS BUILDING SAFETY DEPT. OF (2) 1%", CENTER LAGS (3) IN S� ►rc ��`: or STEEL, OF TYPE OF ACCEPTABLE APPEARANCE AP C 1i�3 s: None VE - RUNNER EACH PLY. .2c-�^te GRADE PER APPROVAL' OF CLIENT. FOR C S UG TI N 3. OBTAIN APPROVAL FOR METAL TYPE (PLAIN STEE DATE 15' SCALE: AS NOTED ■... OR STAINLESS) FOR TREAD BACKING PLATES, BY LOUJEfR 6T741fRS TREAD SUPPORT POSTS AND RUNNER) FROM CLIEfs DIFF FUNNER.. CONNECTION FOR APPROVAL. 1 SCALE: 1/2"=V-011 stilt: SCALE: V=V -0" RAIL CAP CONTINUOUS RETURN TO UPPER LEVEL. PROVIDE SHOP DRAWINGS OR r r SKETCH TO CLIENT FOR APPROVAL` 1 OVERHANG SHALL BE SAME HEIGHT AS TREAD 4 OVERLAP RUN SAME DiSTANCEAS LANDING OVERLAP OF RUN ON TREADS. (1009.1.52) INTERMEDIATE LANDING ALLOW 1" AT FACE OF BEAM TO FINISH RISER r1i, -' i" OVERHANG/OVERLAP RUN `� .... (MAX. IY4" PER 1009.15.1) �• Q 3Y"xi4" LVL BEAM (FB20) ' TYP. RAIL POST. (i) POST EA. END t AND (2) INTERMEDIATE = (4) TOTAL. BACKING 1E (SEE DETAIL) tE Y4" x 7 x 10" w/ l4) +CENTER GLA SS PANELS (10132.1). (SEE DETAIL) r 1N TREAD. �- � U TS 2%" x 2Y" xY4" _5Y"x14" LVL BEAM (FBI) _� _� r (0%".#1'4" (MAX. I34 END POSTS SAME AS INTERMEDIATE. PROVIDE SHOP � .Q TREAD SUPPORT - iE Y4' x �" x 10" w/ (5) SDSI/4x3011 � _� PER 1m09.'12.4 t DRAWING t0 CLIENT FOR !11 t - Q z FULL Y4" LAGS EA. SIDE RUNNER1009'1.4) Y4° b ApPROPg MAX. SPACE 4°8i (1013.4) Rat Z. J.-6 CRC, U DEPTH SPACED UNIFORMLY �+ 11 tlY4� RUN tY4 (MIN. � l�i.l 1m PER 100912 41E i Na" PER 1009.1.4) Y4" x 7 x 1211 ON FLOOR �• i J 1E Y4" x 7 x 3Y4" w/ (6) SDSi/4x30" w/ (3) Na" EXPANSION BOLT ANCHORS EA. SiDE Q „ Y4 LAGS STAGGERED, SPACED 11 11 11 TS 5 x 3 x Y4 �R UNIFORMLY (iF BEAM iS LAMINATEMAX. 4" 11 mm9:1.53) � LOWER FLOOR TS 5" x 311 x Y41 OF (2) 1%", CENTER LAGS (3) IN DRAWN BY:.MP - RUNNER EACH PLY. SCALE: AS NOTED ■... LOUJEfR 6T741fRS DATE: APRIL, 2015 DIFF FUNNER.. CONNECTION 1 SCALE: 1/2"=V-011 stilt: SCALE: V=V -0" STAIR 1 N r t 45090 Golf Center Parkway, Suite F, Indio, CA 92201 (760) 863-0713 Fax (760) 863-0847 ' 6782 Stanton Avenue, Suite C, Buena Park, CA 90621 (714) 523-0952 Fax (714) 523-1.369 450 Egan Avenue, Beaumont, CA 922223 (951) 845-7743 Fax (951) 845-8863 800 E. Florida Avenue, Hemet, CA 92543 (951.) 766-8777 Fax (951) 766.8778 September 23, 2014 Project No. 544-14240 14-09-362 Mr. Gary Beutler 78-940 Via Ventana La Quinta, California Project: Proposed Custom Residence 80-801 Via Pessaro The Hideaway La Quinta, California Subject: Geotechnical Update Ref: Geotechnical Engineering Report prepared by Earth Systems Southwest (ESSW) dated September 22, 2000; File No. 071.1.7-10, Report No. 00-09-772 Report of Testing and Observation During Rough Grading prepared by ESS dated August 28, 2002; File No. 0711.7-11., Report No. 01-07-718 Report of Testing and Observation During Rough Grading prepared by Sladden Engineering dated October 12, 2003;.Project No. 544-2199 Report No. 03-1.0-647 As requested, we have reviewed the above referenced geotechnical reports as they relate to the design and construction of the proposed custom residence. The project site is located at 80-801. Via Pessaro within the Hideaway Golf Club development in the City of La Quinta, California. It is our understanding that the proposed residence will be a relatively lightweight wood -frame structure supported by conventional shallow spread footings and concrete slabs on grade. The subject lot was previously graded during the rough grading of the Hideaway project site and was subsequently regraded. The rough grading included over -excavation of the native surface soil along with the,placement of engineered fill soil to construct the building pads. The regrading included processing the surface soil along with minor cuts and fills to construct the individual building pads to the current configurations. Some additional over -excavation was performed in areas where the building envelopes were reconfigured. The most recent site grading is summarized in the referenced Report of Testing and Observations During Rough Grading prepared by Sladden Engineering along with the compaction test results. The referenced reports include recommendations pertaining to t structure foundations. Based upon our review of the referenced re structural values included in Ahe referenced grading report pref remain applicable for the design and construction of the p. foundations. of residential I YLS6C �t A i rimes Rtf l �ti5 i DEPT. FOR COR®VE® ON DATE Slothh.,n September 23, 2014 -2- Project No. 544-14240 14-09-362 Because the lot has been previously rough graded, the remedial grading required at this time should be minimal provided that the building falls within the previously established building envelope. The building area should be cleared of surface vegetation, scarified and moisture conditioned prior to precise grading. The exposed surface should be compacted to a minimum of 90 percent relative compaction is attained prior to fill placement. Any fill material should be placed in thin lifts at near optimum moisture content and compacted to at least 90 percent relative compaction. The allowable bearing pressures recommended in the referenced grading report prepared by Sladden Engineering remain applicable. Conventional shallow spread footings should be bottomed into properly compacted fill material a minimum of 12 inches below lowest adjacent grade. Continuous footings should be at least I.2 inches wide and isolated pad footings should be at least 2 feet wide. Continuous footings and isolated pad footings should be designed utilizing allowable bearing pressures of 1500 psf and 2000 psf, respectively. Allowable increases of 300 psf for each additional 1 foot of width and 300 psf for each additional 6 inches of depth may be utilized if desired. The maximum allowable bearing pressure should be 3000 psf. The recommended allowable bearing pressures may be increased by one-third for wind and seismic loading. Lateral forces may be resisted by friction along the base of the foundations and passive resistance along the sides of the footings. A friction coefficient of 0.50 times the normal dead load forces is recommended for use in design. Passive resistance may be estimated using an equivalent fluid weight of 300 pcf. If used in combination with the passive resistance, the frictional resistance should be reduced by one third to 0.33 times the normal dead load forces.. The bearing soil is non -expansive and falls within the "very low" expansion category in accordance with 2013 California Building Code (CBC) classification criteria. Slab thickness and reinforcement should be determined by the structural engineer. We recommend a minimum floor slab thickness of. 4.0 inches. All slab reinforcement should be supported on concrete chairs to ensure that reinforcement is placed at slab mid -height. Stabs with moisture sensitive surfaces should be underlain with a moisture vapor retarder consisting of a polyvinyl chloride membrane such as 10 -mil Visqueen, or equivalent. All laps within the membrane should be sealed and at least 2 inches of clean sand should be, placed over the membrane to promote uniform curing of the concrete. To reduce the potential for punctures, the membrane should be placed on a pad surface that has been graded smooth without any sharp protrusions. If a smooth surface can not be achieved by grading, consideration should be given to placing a 1 -inch thiel: leveling course of sand across the pad surface prior to placement of the membrane. Based on our field observations and understanding of local geologic conditions, the soil profile type judged applicable to this site is Sb, generally described as stiff soil. The following presents additional coefficients and factors relevant to seismicmitigation for new construction based upon the 2013 California Building Code (CBC). Sladden Engineering {� September 23,20"14, -3- Project No. 544-1.4240 14-09-162 The seismic design category for a structure may be determined in accordance with Section 1613 of the 2013 CBC or ASCE7. According to the 201.3 CBC, Site Class D may be used to estimate design seismic loading for the proposed structures. The 2013 CBC Seismic Design Parameters are summarized below. Risk Category (Table 1..5-1): 1/I1/1-11 Site Class (Table 1613.3.2): D Ss (Figure 1613.3.1): 1..5008 SI (Figure 1613.3.1): 0.6778 Fa (Table 1613.3.3(1.)): 1.0 Fv (Table 1613.5.3(2)):1.5 Sms (Equation 16-37 (Fa X Ssj): 1.500- Sm1 (Equation 16-38 1 F X Si j): 1.07.68 SDS (Equation 1.649 12/3 X Smsj): 1.0008 SDI (Equation 16-40 {2/3 X Smi1): 0.6779 Seismic Design Category: D If you have questions regarding this letter ,or the referenced reports, please contact the undersigned. Respectfully submitted, SLADDEN ENGINEERING 'ETT L. `2\ F.i'SD'cRSON '. : • f \G4�389 m� �xa.9130N�a x Brett L. Anderso ,i, '; �s�� IGf;JIE Principal Engineer SER/gvm Copies: 4 / Addressee Sladdell Engineering LA QUINITA 5 L) L-1- 1' L). -2 . Please verify that soils reports contain all of the above information. In addition, to assure continuity between"the investigation/reporting stage and the execution stage, please use the following checklist to verify that the conclusions and recommendations in the report corer all the required -elements. only then. can we be assured that the construction documents address all of the site soil conditions. -La Quinta Geotechnical Report Che,oklist Coes the "Conclusions and Recommendations" section of the report address each of the following criteria? "Address" means: (a) the criterion is considered significant and mitigation measures) noted, or; (b) the criterion is considered insignificant and explicitly.so stated. Y)Ps No Criterion L;;Tjrounciation-cnteria--based-upon--bearing-capacity-of natural -or -compacted soil. ® Foundation criteria to mitigate the effects of expansive soils. L3 Foundation criteria based'upon bearing capacity. -of natural or --compacted soil- ® Foundation criteria to mitigate the effects of liquefaction. r ® Foundation criteria to mitigate the effects of seismically induced differential settlement. l ® Foundation criteria to mitigate the.effects of long-term differential. settlement. Lu ® Foundation criteria to mitigate the effects of varying soil strength. 1 ' ® Foundation criteria _to mitigate expected total and -differential settlement. Any "iso" answers to the above checklist should be noted as specific required cofrections.__� rvi.l 1 ### ;`.. iso. 175389 Z � "INEERINO F V STRUCTURAL CALCULATIONS VERTICAL LOADING - LATERAL LOADING for Lot 346 The Hideaway La Quinta, CA by Matt Parisek, P.E. 2201 Francisco Dr. #140-452 EI Dorado. Hills, CA 95762 (916) 952-6965 parisek@comcast.net October 14, 2014 - NO. CS - ' 1 `4 ` *` CIVIL fill CITY OF LA► QUINTA BUILDING & SAFETY DEPT. APPR VED FOR CONS UCTION DATE 2 - Matt Parisek, P.E. Project: Lot 346 Sheet: 1 2201 Francisco Dr. #140-452, El Dorado Hills, CA The Hideaway ' (916) 952-6965 matt@parisekengineering.com ' La Quinta, CA Date: 10/14/14 CONTENTS SECTION PAGE Criteria 2 Beam Load Data Table 4 Enercalc Beam Analysis 17 Enercalc Beam Analysis for Hold Downs 39 Timber Column Design 49 Footings 50 Wine Cellar Retaining Walls 52 Diaphragm Forces 54 Wall Line Forces & Shear Wall Forces 64 Shear Wall Schedule 75 Hold Down Schedule , i. 76 Y Matt Parisek, P. E. Project: Lot 346 Sheet: 2 2201 Francisco Dr. #140-452, El Dorado Hills, CA The Hideaway (916) 952-6965 matt@pansekengineering.com La Quinta, CA Date: 10/14/14 CRITERIA Jurisdiction City of La Quinta Code California Building Code (CBC) 2013 American Society of Civil Engineers (ASCE) 7-10 Occupancy Catego 11 CBC Table 1604.5 Vertical Loads (psfl Lateral Load D.L. L.L. Snow Peak wind gust (mph): 110 ASCE Fig. 26.5-1 (Ultimate) Roof: 18 20 - Exposure: C ASCE Sec. 26.7.2 Floor. 15 40 - Mean Roof Height (t): 26 Estimated mean roof height Ceiling: 7 .10 - Soil Class: D Interior wall. 10 - - Importance Factor. 1.0 Exterior wall: 14 - - Allowable Story Drift: 0.020 h s) ASCE Table 12.12-1 Deck: 20, 40,' - Exit balcony: 15 60 - Guardrailings Patio cover.' 10 10 - Guardrailings: 200 concentrated r Stairway. 15 100 - Components: 50 psf ASCE Case 5D DL Multiplier 0.140 - - Roof D.L. Summary Snow Load Roofing Materials: 12.0 psf Flat Roof p r = 0.7CeCtlpg = n. a. Felt & Tile Support Strips: 1.0 psf Sloped Roof p, = Cspf = Sheathing: 2.0 psf Decks p i = 0.7CeCtlpg = Roof Framing: 3.0 psf Exposure Factor (C a ): 1.0 TOTAL 18.0 psf Thermal Factor (C t): 1.0 Thermal Factor- Decks (C t): 1.2 Importance Factor (l): 1.0 Floor D. L. Summary Ground Snow Load (P9): Framing: 4.0 psf Min. Roof Slope /12: 5.0 Sheathing: 3.0 psf Roof Slope (deg): 22.6 Covering: 8.0 psf Surface Class (smooth/other): smooth TOTAL 15.0 psf Roof Slope Factor (C s): 0.71 Seismic Analysis DL (psfl Roof/Ceiling: 25 Floor/Ceiling: 22 Walls: 10 Snow: of Roof Snow Load *Walls are estimated, per sq: ft. of building area Continued on next page Matt Parisek, P. E. Project: Lot 346 Sheet: 3 2201 Francisco Dr. #140-452, El Dorado Hills, CA The Hideaway (9 16) 952-6965 matt@parisekengineering.com La Quinta, CA Date: 10114114 LOAD CASES ASCE Load combinations are combined below, for controlling cases Load cases assume all light frame wood shear walls, so D factor not req'd, per Sec. 12.10.2.1, Exception 2 Strength Design (for foundation & misc. concrete) Notes: - L and Lr are combined, and there is no R. - W is accounted for and checked in the combination of 5 & 6 so not req'd in 3 - W is accounted for because the greater of either p Q E or W is used in the analyses = +/- p Q E is used in the analysis, which produces more loads than using W on 6. - Revises 7, where uplift controls, produces more uplift than original Allowable Stress Design (for wood & steel) Section 2.3.2 with Section 12.4.2.3 Combined Load Cases 1. 1.4D 2. 1.2D + 1.6L + 05. (L r or S or R) D+L+S 3. 1.2D + 1.6(L r or S or R) + (L or 0.5W) 1.4D + 1.6L + 1.6S 4. 1.2D + 1.0W + L + 0.5(L r or S or R) 5. (1.2+0.2SDs)D+ pQE +L+0.2S 6a. D + 0.75L + 0.75(0.6KO + 0.75(Lr or S or R) . (1.2+0.25 DOD+p QE+L+0.2S 6. 0.9D + 1. OW 7.,(0.9 - 0.2S os)D + JO Q E ±PQE Notes: - L and Lr are combined, and there is no R. - W is accounted for and checked in the combination of 5 & 6 so not req'd in 3 - W is accounted for because the greater of either p Q E or W is used in the analyses = +/- p Q E is used in the analysis, which produces more loads than using W on 6. - Revises 7, where uplift controls, produces more uplift than original Allowable Stress Design (for wood & steel) Notes: - L and Lr are combined and there is no R - W is accounted for and checked in the combination of 5 & 6 so not req'd in 3 - W is accounted for because the greater of either p Q E. or W is used in the analyses - +/- p Q E is used in the analysis, which produces more loads than using W on 6a. - Revises 8, where uplift controls, produces more uplift than original Section 2.3.2 loads with Section 12.4.2.3 substitutions Combined Load Cases 1. D 2. D+L D+L+S 3. D+(Lr orS.orR) 4. D + 0.75L + 0.75(L r or S or R) 5. (1. 0 + 0. 14S DOD + 0. 7p QE 6a. D + 0.75L + 0.75(0.6KO + 0.75(Lr or S or R) . (1.0 + 0.14S os)D + 0.7 p Q E + L + 0. 6b: (1.0 +.0.10S DOD + 0.525p QE + 0.75L + 0.75S 7. 0.6D + 0.6W 8. (0.6-0.14Sos)D+0.7pQE J± 0.7pQE Notes: - L and Lr are combined and there is no R - W is accounted for and checked in the combination of 5 & 6 so not req'd in 3 - W is accounted for because the greater of either p Q E. or W is used in the analyses - +/- p Q E is used in the analysis, which produces more loads than using W on 6a. - Revises 8, where uplift controls, produces more uplift than original Matt Parisek, P. E. Project: Lot 346 Sheet: 4 2201 Francisco Dr. #140-452, EI Dorado Hills, CA The Hideaway (916) 952-6965 matt@parisekengineering.com La Quinta, CA Date: 10/14/14 BEAM LOAD DATA TABLE Description of Table and Load Diagram - "Left" end of beam is either toward left edge of plan sheet or top of sheet - Load locations are measured starting from left support, shown from W o " to 1XII - "w LEFT " is the start of a distributed load, "W RIGHT " is the end of distributed load - "P" is a concentrated load - Information from this table is used to calculate size of beams in Enercalc - Roof DL includes slope factor - 'Live Load" is the larger of either the snow load or the live load LOAD TYPES R - Roof R/C - Roof + Ceiling F - Floor FIC - Floor + Ceiling C - Ceiling I - Interior Wall Xo X w,EF P W RIGHT CENTER LENGTH LEFT RIGHT SUPPORT SUPPORT LOAD DIAGRAM E - Exterior Wall P - Patio Cover D - Deck S - Stairway B -Exit Balcony Beam Inf. N ai o cq. a) 2 o Distributed Loads Concentrated Loads No. Lengt h Type Load t p a F- k cn J c O U 1= k v w O o U_ m O m I= Q 0 k FBS1 26.0 R/C 3 1.03 4.6 4.6 135 92 21.4 - - CB1 2,244 1,116 -1.8 R/C 3 1.03 10.6 21.4 311 212 26.0 - - FB3 2,480 1,327 6.4 FIC 0 1.00 1.0 0.0 25 40 26.0 - - FB4 41910 2, 700 21.4 E 0 1.00 10.0 0.0 160 - 26.0 - - - - FBS2 1.4 R/C 3 1.03 12.2 358 244 - - FB 12 2, 433 2,130 -1.4 24.0 R/C 3 1.03 2.5 73 50 - - FB 11 1,436 812 18.0 1.4 FIC 0 1.00 -9.6 241 384 - - FB9 1,592 899 24.6 E 0 1.00 10.0 160 - - - FB8 2,742 1,744 1.4 832. 678 - - X FB 1 4.0 R/C 3 1.03 7.0 206 140 - - - - F/C 0 1.00 1.0 '25 40 - - - - E 0 1.00 10.0 160 - - - - - 390 180 - - FB2 6.6 R/C 3 1.03 8.0 235 160 - - - - FIC 0 1.00 2.0 50 80 - - - - E 0 1.00 10.0 160 - - - - - E 445 240 - FB3 9.0 R/C 3 1.03 6.0 176 120 - - FB2 1,338 768 4.0 FIC 0 1.00 2.0 50 80 - - - - E 0 1.00 10.0 160 - - - - - i 386 200 - - uontinuea on next page Continued from previous page Sheet: Date: 10/14/14 Beam 04 o cq o cq �i Distributed Loads Concentrated Loads No. Lengt h Type load a s 40 O c a �= w O �oi E= o CO Q O k FB4 15.0 RIC 3 1.03 16.0 470 320 - - - - F/C 0 1.00 1.0 25 40 - - - - E 0 1.00 10.0 160 - - - - - E 655 360 - - FB5 5.8 RIC 3 1.03 8.4 247 168 - - FB8 2, 742 1,744 0.8 0.8 FIC 0 1.00 2.0 50 80 - - FB 18 2,166 905 6.6 E 0 1.00 0.0 - - - - - - 2971 248 - - FB6 6.8 RIC 3 1.03 0.0 - - - - - - FIC 0 1.00 3.0 75 120 - - - - E 0 1.00 0.0 - - - - - - i 75 120 - - FB7 15.4 RIC 3 1.03 0.0 - - - - FB6 256 408 10.0 FIC 0 1.00 1.0 25 40 - - - - E 0 1.00 0.0 - - - - - 25 40 - - FB8 5.0 RIC 3 1.03 15.0 441 300 - - - - 8.0 FIC 0 1.00 3.4 85 136 - - - - E 0 1.00 10.0 160 - - - - - 686 436 - - FB9 5.0 RIC 3 1.03 6.0 176 120 - - FB10 1,412 748 3.0 FIC 0 1.00 3.0 75 120 - - - - E 0 1.00 10.0 160 - - - - - i 411 240 - - FB 10 6.8 RIC 3 1.03 7.0 206 140 - - - FIC 0 1.00 2.0 50 80 - - - - E 0 1.00 10.0 160 - - - - - E 415 220 - FB 11 4.6 RIC 3 1.03 6.0 176 120 - - FB 10 1,412 748 3.0 FIC 0 1.00 3.0 75 120 - - - - E 0 1.00 10.0 160 - - - - - 411 240 - - FB 12 15.0 RIC 3 1.03 3.0 88 60 - - - - FIC 0 1.00 5.6 140 224 - - - - E 0 1.00 6.0 96 - - - - - i 324 284 - - FB 13 14.0 RIC 3 1.03 3.0 88 60 - - FB 12 2,433 2,130 10.8 FIC 0 1.00 1.0 25 40 - - - - E 0 1.00 6.0 96 - - - - - 209 100' - - Continued on next page Continued from previous pag6 Sheet: Date: 10/14/14 Beam N ci o V5 (bo Q. v� Distributed Loads Concentrated Loads No. Lengt" h Type Load t :Q k a a s ►= w a o �i Q ami 1= Q Q k FB 14 8.0 RIC 3 1.03 3.0 88 60 - - - - F/C 0 1.00 1.0 25 40 - - - - E 0 1.00 6.0 96 - - - - - 209 100 - - FB 15 15.0 RIC 3 1.03 5.0 0.0 147 100 7.6 - - C GT 1,696. 1,696 7.6 RIC 3 1.03 12.0 7.6 353 240 15.0 - - - - F/C 0 1.00 4.0 100 160 - - - - E 0 1.00 6.0 96 - - - - - FB 16 22.6 R/C 3 1.03 5.0 0.0 147 100 7.8 - - PGT 1,210 1,210 7.8 R/C 3 1.03 13.4 7.8 394 268 22.6 - - F/C 0 1.00 9.6 241 384 - - - - E 0 1.00 10.0 160 - - - - - FB 17 15.0 RIC 3 1.03 14.8 435 296 - - FB7 282 451 6.2 F/C 0 1.00 8.2 206 328 - - - - E 0 1.00 10.0 160 - - - - i 800 624 - - FB 18 11.6 RIC 3 1.03 5.0 147 100 - - - F/C 0 1.00 1.4 35 56 - - - - E 0 1.00 12.0 192 - - - - - 374 156 - - CBI 8.4 R/C 3 1.03 7.4 217 148 - - FB2 ,1, 468 792 4.0 F/C 0 1.00 1.0 0.0 25 40 4.0 - - - - E 0 1.00 10.0 0.0 160 - 4.0 - - - - CB2 5.8 F/C 0 1.00 8.8 221 352 - - FB4 4,910 2,700 4.0 Tot= - - - - - - 17.7 - - - - - - - i 221 352 - - CB3 10.0 RIC 3 1.03 8.8 259 176 - - - - 259 176 - - Continued on next pag6 Continued from previous page Sheet: Date: 10/14/14 Beam c" o CO o fn tm Distributed Loads Concentrated Loads No. Lengt h Type Load Q a r (0p a s � w O --j o a.(a Q k PB 1 7.6 R/C E 3 0 1.03 1.00 3.0 2.0 88 32 60 - - - - - - - - - 120 60 - - PB2 7.6 RIC E E 3 0 1.03 1.00 3.0 2.0 88 32 60 - - - - - - - - - 120 60 - PB3 8.6 R/C E 3 0 1.03 1.00 3.0 2.0 88 32 60 - - - - - - - - - 120 60 - - PB4 8.6 RIC E i 3 0 1.03 1.00 3:0 2.0 88 32 60 - - - - - - - - - 120 60 - - PB5 19.8 RIC E 3 0 1.03 1.00 3.0 2.0 88 32 60 - - - - - - - - - 120 60 - - PB6 19.8 RIC E 3 0 1.03 1.00 3.0 2.0 88 32 60 - - - - - - - - 120 60 - - PB7 3.6 RIC E E 3 0 1.03 1.00 ' 3.0 2.0 88 32 60 - - - - - - - - - 120 60 - - PB8 10.6 R/C E i 3 0 1.03 1.00 3.0 2.0 88 32 60 - - - - - - - - 120 60 - - PB9 10.6 R/C E 3 0 1.03 1.00 3.0 2.0 88 32 60 - - - - - - - - - 120 60 - - PB 10 16.0 RIC E 3 0 1.03 1.00 6.0 2.0 176 32 120 - - - - FB 13 3,417 - 3,343 - 1.0 208 120 - - Continued on next page Continued from previous Daae Sheet: Date: 10/14/14 Beam a o o Distributed Loads Concentrated Loads No. Lengt h Type Load :a m J O Q a i= ' u w O o U- ami ►= Q O k H1 2.7 R/C 3 1.03 6.0 176 120 - - - - E 0 1.00 2.0 32 - - - - - 208 120 - - H2 5.7 R/C 3 1.03 6.0 176 120 - - - - E 0 1.00 2:0 32 - - - - - E• 208 120 - - H3 8.7 R/C 3 1.03 13.8 405 276' - - - - E 0 1.00 2.0 32 - - - - - E 437 276 - - H4 2.7 R/C 3 .1.03 5.0 147 100 - - - - E 0 1.00 2.0 32 - - - - E 179 100 - - H5 2.7 R/C 3 1.03 5.0 147 100 - - - - E 0 1.00 2.0 32 - - - - - E 179 100 - - H6 2.7 R/C 3 1.03 5.0 147 100 - - - - E 0 1.00 2.0 32 - - - - - E 179 100 - H7 2.7 R/C 3 1.03 5.0 147 100 - - - - E 0 1.00 2.0 32 - - - - 179 100 - - H8 3.2 R/C 3 1.03 12.3 361 246 - - - E 0 1.00 2.0 32 - - - - - E 393 246 - H9 3.2 R/C 3 1.03 6.0 176 120 - - - - E 0 1.00 2.0 32 - - - - - E 208 120 - - H10 10.0 R/C 3 1.03 6.0 176 120 - - - E 0 1.00 2.0 32 - - - - - 208 120 - - Continued on next page Continued from previous page Sheet: Date: 10/14/14 Beam ai o 0) a�o o 2 Q) Distributed Loads Concentrated Loads No. Lengt h Type Load .c X C -C40 p J .c W p CO 1= Q O X H11 6.7 RIC 3 3 0 1.03 1.00 13.3 2.0 391 - 266 - - - - FB4 4,910 2,700 - 4.0 391 266 - - H12 6.7 RIC E E 3 0 1.03 1.00 13.3 2.0 391 32 266 - - - - - - - 423 266 - - H13 6.0 R/C E 3 0 1.03 1.00 13.3 2.0 391 32 266 - - - - - - - - 423 266 - - H14 2.7 RIC E 3 0 1.03 1.00 7.6 2.0 223 32 152 - - - - - - - - - 255 152 - - H15 8.7 RIC E 3 0 1.03 1.00 6.0 2.0 176 32 120 - - - - - - - - - 208 120 - - H16 8.7 R/C E 3 0 1.03 1.00 6.0 2.0 176 32 120 - - - - - - - - - 208 120 - H17 Not Used - - - - - - - - - - - - - H18 Not Used - - - - - - - - - - - - H19 Not Used - - - - - - - - - - - - H20 Not Used E - - - - - - - - - - - - - - - - - Continued on next page Continued from previous paps Sheet: 10 Date: 10/14/14 Beam Inf. cv V- ai o a� o o in LT Distributed Loads Concentrated Loads No. Lengt h Type Load .c ti k � O � t F= W C) � M= ":c O • -j k H21 8.7 R/C 3 1.03 6.0 176. 120 - - - - E 0 1.00 2.0 32 - - - - - 208 120 - - H22 5.7 R/C 3 1.03 12.2 358 244 - - MGT 1,072 1,072 4.7 E 0 1.00 6.0 96 - - - - - E 454 244 - - H23 4.7 E 0 1.00 6.0 96 - - - - - 96 - - - H24 4.4 R/C 3 1.03 10.4 306 208 - - - - E 0 1.00 6.0 96 - - - - - 401 208 - - H25 4.7 E 0 1.00 6.0 96 - - - - i 96 - - H26 4.4 R/C 3 1.03 10.4 306 208 - - - - E 0 1.00 6.0 96 - - - - - 401 208 - - H27• 19.4 R/C 3 1.03 11.2 329 224 - - - E 0 1.00 2.0 32 - - - - - i 361 224 - - H28 19.2 R/C 3 1.03 11.2 329 224 - - - - E 0 1.00 2.0 32 - - - - - i 361 224 - - H29 2.7 R/C 3 1.03 14.0 411 280 - - - F/C 0 1.00 1.0 25 40 - - - E 0 1.00 14.0 223 - - - - i 660 320 - - H30 2.7 R/C 3 1.03 14.0 411 280 - - - - F/C 0 1.00 1.0 25 40 - - - - E 0 1.00 14.0 223 - - - - - E 660 320 - - Continued on next page Continued from previous Daa6 Sheet: 11 Date: 10/14/14 Beam Inf. ai o v� m `o o , ii Distributed Loads Concentrated Loads No. Len gt h Type Load c a v X t � O t o ►= io W O o aQmi i= k H31 5.7 RIC 3 1.03 6.0 176 120 - - - - E 0 1.00 2.0 32 - - - - - E 208 120 - - H32 5.7 RIC 3 1.03 6.0 176 120 - - - - E 0 1.00 2.0 32 - - - - - 208 120 - - H33 9.9 RIC 3 1.03 8.0 235 160 - - FB3 2,332 1,241 2.4 E 0 1.00 2.0 32 - - - 1 267 160 - H34 9.9 RIC 3 1.03 8.0 235 160 - - - - E 0 1.00 2.0 32 - - - - - 267 160 - H35 4.0 RIC 3 1.03 6.0 176 120 - - - - E 0 1.00 2.0 32 - - - - - i 208 120 - - H36 2.7 RIC 3 1.03 8.0 235 160 - - - - F/C 0 1.00 10.2 256 408 - - - - E 0 1.00 14.0 223 - r 714 568 - - H37 2.7 RIC 3- 1.03 8.0 235 160 - - - - E 0 1.00 2.0 32 - - - - i 267 160 - - H38 4.7 R/C 3 1.03 6.0 176 120 - - - - E 0 1.00 2.0 32 - - - - - 208 120 - - H39 2.7 RIC 3 1.03 6.0 176 120 - - - - E '0 1.00 2.0 32 - - - - - 208 120 - - H40 2.7 R/C 3 1.03 6.0 176 120 - - - - E 0 1.00 2.0 32 - - - - - 208 120 - - Continued on next pag6 Continued from previous pag6 Sheet: 12 Date: 10/14/14 Beam ai v� m o 4 (0 ii Distributed Loads Concentrated Loads No. L h� Typa Load w �= k � k w C) � E �i CO Q Q -j k H41 8.0 FIC 0 1.00 2.0 50 80 - - FBS2 5,535 4,430 6.8 E 0 1.00 2.0 32 - - - - - 82 80 - - H42 8.0 R/C 3 1.03 6.0 176 120 - - FBS2 5,535 4,430 6.8 FIC 0 1.00 2.0 50 80 - - - E 0 1.00 2.0 32 - - - - - E 258 200 - H43 18.8 R/C 3 1.03 7.8 229 156 - - - - E 0 1.00 4.0 64 - - - - - E 293 156 - - H44 18.8 R/C 3 1.03 6.8 200 136 - - - - E 0 1.00 4.0 64 - - - - - 264 136 - - H45 5.2 R/C 3 1.03 6.0 176 120 - - - - E 0 1.00 12.0 192 - - - - - 368 120 - - H46 7.0 R/C 3 1.03 14.6 429 292 - - FGT 1,358 1,358 2.6 E 0 1.00 3.0 48 - - - - E 477 292 - - H47 6.6 R/C 3 1.03 2.0 59 40 - - - - E 0 1.00 2.0 32 - - - - - i 91 40 - - H48 2.9 R/C 3 1.03 5.0 147 100 - - - - E 0 1.00 2.0 32 - - - - - 1 179 100 - H49 20.6 R/C 3 1.03 7.5 220 150 - - - - E 0 1.00 10.0 160 - - - - E 380 150 - - H50 2.4 R/C 3 1.03 2.0 59 40 - - - - E 0 1.00 6.0 96 - - - - - 155 40. - - continued on next pag6 Continued from previous paps Sheet: 13 Date: 10/14/14 Beam cv QQ° iq in Distributed Loads Concentrated Loads No. L h� Load t k En O k W O �i m ►= Q OTYP k H51 3.2 RIC 3 1.03 7.0 206 140 - - - E 0 1.00 2.0 32 - - - - - E 238 140 - - H52 4.4 RIC 3 1.03 6.0 176 120 - - - - E 0 1.00 2.0 32 - - - - - 208 120 - H53 3.2 R/C 3 1.03 7.0 206 140 - - - - E 0 1.00 2.0 32 - - - - - E 238 140 - - H54 2.4 RIC 3 1.03 6.0 176 120 - - - - E 0 1.00 2.0 32 - - - - - 208 120 - - H55 4.8 RIC 3 1.03 4.0 118 80 - - - - E 0 1.00 2.0 32 - - - - E 149 .80 - - H56 1 8.8 RIC 3 1.03 8.0 235 160 - - A GT 915 915 2.6 (at garage E 0 1.00 2.0 32 - - - - - door that - - - - - - - faces left) - - - - - - - 267 160 - - E H57 1 5.8 RIC 3 1.03 6.0 176 120 - - - (near end of FIC 0 1.00 2.0 50 80 - - - - H43) E 0 1.00 2.0 32 - - - - - 258 200 - - H58 5.8 RIC' 3 1.03 7.8 229 156 - - - - (near end of E 0 1.00 4.0 64 - - - - - H44) - - - - - - - E 293 156 - - H59 Not Used H60 Not Used Continued on next page Continued from previous Daae Sheet: 14 Date: 10/14/14 Beam cv hi o o cn Li Distributed Loads Concentrated Loads No. Lengt h Type Load a i= X C O w Q a i= a w Q o Li * '0 F= Q --j k H61 3.2. R/C 3 1.03 5.0 147 100 - - - - E 0 1.00 2.0 32 - - - - - 179 100 - - H62 3.2 RIC 3 1.03 2.0 59 40 - - CB3 1,293 880 1.2 - E 0 1.00 2.0 32 - - - - - E 91 40 - - H63 3.2 RIC 3 1.03 4.2 123 84 - - - - E 0 1.00 6.0 96 - - - - - E 219 84 - - H64 5.4 RIC 3 1.03 11.8 347 236 - - - - E 0. 1.00 7.6 121 - - - - - 468 236 - - H65 3.7 RIC 3 1.03 11.8 347 236 - - - - E 0 1.00 7.6 121 - - - - - 468 236 - H66 6.4 RIC 3 1.03 2.0 59 40 - - - - E 0 1.00 6.0 96 - - - - - i 155 40 - H67 8.2 RIC 3 1.03 4.0 118 80 - - - - E 0 1.00 12.0 192 - - - - - 309 80 - - H68 17.0 RIC 3 1.03 11.0 323 220 - - - - E 0 1.00 7.6 121 - - - - - E 444 220 - - H69 17.0 RIC 3 1.03 7.8 229 156 - - - - E 0 1.00 7.6 121 - - - - - E 350 156 - - H70 3.2 F/C 3 1.03 1.0 26 40 - - FBS2 11760 9,410 1.3 E 0 1.00 0.0 - - - - - - E 26 40 - - Continued on next page Continued from previous page Sheet: 15 Date: 10/14/14 Beam a ai o ( o Distributed Loads Concentrated Loads 1.33 Lengt Type t a s k - - - t a a_ k a 6.7 13.3 197 212. - o ca m 33 53 - No. h Load (o � LT FE �E W p -j W -CJ) --jj U- f= Q O - k H71 5.7 RIC 3 1.03 6.0 176 120 - - FB4 4,910 2,700 4.0 - - E 0 1.00 2.0 32 - - - - - = i Interior H25 96 208 120 - - footing along H26 401 208 Cantilever floor joists Cant. F.J. 15.0 2.5 RIC E FIC E 3 0 0 1.03 1.00 1.00 1.33 194 - - 33 - - 53 - - - - - - Roof Wall 6.7 13.3 197 212. - 134 - - 2.4 .2.4 33 53 - - 409 134 - stairwell and - - Load summaries for continuous footings Interior ft'g FIC 3 1.03 7.5 194 300 between - - stairwell and - - ext. wall. - - 194 • 300 = 494 Interior H25 96 footing along H26 401 208 line where - - H25 & H26 - - 497 208 are located. E = 705 Continued on next page Beams w/ Hold Down Loads. Sheet: 16 Date: 10/14/14 Beam ui o in a� o A5 Distributed Loads Concentrated Loads No. Lengt h Type Load r x p � c 1= W 0 -i UL O X FBS1 26.0 RIC 3 1.03 4.6 4.6 135 92 21.4 - - CBI 2,244 1,116 -1.8 RIC 3 1.03 10.6 21.4 311 212 26.0 - - FB3 2,480 1,327 6.4 F/C 0 -1.00 1.0 0.0 25 40 26.0 - - FB4 4,910 2,700 21.4 E 0 1.00 10.0 ' 0.0 160 - 26.0 - - HD - - - Line 4 +/- 1,555 18.4 HD - - - Line 4 +/_ 1,555 22.0 HD - - - FB4 +/- 490 22.0 FBS2 1.4 R/C 3 1.03 12.2 358 244 - - FB 12 2,433 2,130 -1.4 24.0 R/C 3 1.03 2.5 73 50 - - FB11 1,436 812 -1.4 1.4 F/C 0 1.00 9.6 241 384 - - FB9 1,592 899 -1.4 E 0 1.00 10.0 160 - - - FB8 2,742 1,744 -1.4 HD - - - - - Line 3 +/- 1,543 7.3 HD - - - - - Line 3 +/- 1,543 10.1 HD - - - - - LVL2 +/_ 1,667 18.4 HD - - - - - FB9 +/- 1,402 18.4 832 678 - FB4 15.0 RIC 3 1.03 16.0 470 320 - - F/C 0 1.00 1.0 25 40 - - E 0 1.00 10.0 160 - - - HD - - - - - Line 3 +/- 1,935 11.2 HD - - - - - Line 3 +/- 1,935 15.0 655 360 - - E FB9 5.0 R/C 3. 1.03 6.0 176 120 - - FB10 1,412 748 3.0 F/C 0 1.00 3.0 75 120 - - - - E 0 1.00 10.0 160 - - - - - - - - - - Line 6 2,336 2.0 411 240 - E FB 17 15.0 RIC 3 1.03 14.8 435 296 - - FB7 282 451 6.2 F/C 0 1.00 8.2 206 328 - - - - E 0 1.00 10.0 160 - - - Line 1 +/- 2,556 0.0 - - - - - Line 1 +/_ 2,556 3.0 800 624 - - E LVL 1 11.8 F/C 0 1.00 1.0 25 40 - - Line 6 +/- 2,360 3.0 - . - - - - Line 6 +/- 2,313 7.0 25 40 - - LVL2 4.6 F/C 0 1.00 1.0 25 40 - - Line 6 +/- 2,313 3.2 E 25 40 - - Matt Parisek, P.E. 2201 Francisco Dr. #140-452 EI Dorado Hills, CA 95762 (916) 952-6965 nat tgpparisekengineering.com Rev:580000 user: KW -0604442, Ver 5.8.0, 1 -Dec -2003 (c)1983-2003 ENERCALC Engineering Software Description Lot 346 FBS1 Steel Beam Design P. 17 monarch desert div.ecw LOT 346 General. . ..- - . 1997 UBC, 200311 111 Steel Section: W14X68 Beam OK Fy 36.00ksi Pinned -Pinned Load Duration Fact. 11 Center .. 26.00 ft Bm W. •..-. to Loads Elastic Modulus• 111 1 Left Cant. 1 ft LL & ST Act Together • . 111 ft Unbraced Length .4.00 ft Distributed Loads Moment 72.727 k -ft Note! Short Term Loads Are VIAND Loads. Max. Deflection -0.440 in fb : Bending Stress DL 0.1350.3110.024 23.760 ksi 0.160 ktft LL 0.092 0.2120.040 0:357 : 1 IA ST kfft Start Location .11 21.400 Length/(DL+LL Defl) 463.4 :1 ft End Location • 11 26.000 26.000 26.000 ft Point Loads Note! Short Term Loads Are VVIND Loads. 2.568 ksi 14.400 ksi Dead Load 2.244 2.480 4.910 k Live •.• 2.480 1.327 2.700 Short Term Force & Stress Summary k . • 11 6.400 21.400 ft summary Beam OK Static Load Case Governs Stress Using: W14X68 section, Span = 26.00ft, Fy = 36.Oksi, Left Cant. = 1.50ft, Right Cant. = 0.00ft End Fixity = Pinned -Pinned, Lu = 4.00ft, LDF = 1.000 Actual Allowable Moment 72.727 k -ft 203.940 k -ft Max. Deflection -0.440 in fb : Bending Stress 8.473 ksi 23.760 ksi Length/DL Defl 671.6 :1 fb I Fb 0:357 : 1 Length/(DL+LL Defl) 463.4 :1 Shear 14.963 k 83.903 k fv : Shear Stress 2.568 ksi 14.400 ksi fv I Fv 0.198 :1 Force & Stress Summary <<- These columns are Dead + Live Load placed as noted --» DL LL LL+ST LL LL+ST Maximum Only Center (cD Center Cants Cants Max. M.+ 72.73 k -ft 50.77 72.73 49.12 k -ft Max. M - -3.44 -3.44 -7.16 k -ft Max. M @ Left -3.44 -3.44 -7.16 k -ft Max. M @ Right k -ft Shear @ Left 10.26 k 7.41 10.26 7.55 k Shear @ Right 14.96 k 10.23 14.96 10.09 k Center Defl. -0.440 in -0.306 -0.440 -0.440 -0.293 -0.293 in Left Cant Defl 0.078 in 0.054 0.078 0.078 0.049 0.049 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 15.23 9.75 12.61 12.61 12.38 12.38 k Reaction @ Rt 14.96 10.23 14.96 14.96 10.09 10.09 k Fa calc'd per Eq. E2-1, K*Ur < Cc I Beam Passes Table B5.1, Fb per Eq. F1-1, Fb =0.66 Fy Matt Parisek, P.E. 2201 Francisco Dr. #140-452 EI Dorado Hills, CA 95762 (916) 952-6965 matt@parisekengineering.com P 18 Rev: 580000 User: KW-0604442, Ver 5.8.0, 1-Dec-2003 Steel ®eat Design (c)1983-2003 ENERCALC Engineering Software , monarch desert div.ecwLOT 346 Description Lot 346 FBS1 section Properties W14X68 Depth 14.040 in Weight 67.93 #/ft Web Thick 0.415 in Ixx 723.000 in4 Width 10.035 in lyy 121.000 in4 Flange Thick 0.720 in Sxx 103.000 in3 Area 20.00 int Syy 24.200 in3 Rt 2.710 in R-xx 6.010 in Values for LRFD Design.... R-yy 2.460 in J 3.020 in4 Zx 115.000 in3 CW 5,380.00 in6 Zy 36.900 in3 K 1.310 in Matt Parisek, P.E. 2201 Francisco Dr. #140-452 EI Dorado Hills, CA 95762 (916) 952-6965 matt@parisekengineering.com Rev: 580000 User: KW -0604442, Ver 5.8.0, 1 -Dec -2003 (c)1983.2003 ENERCALC Engineering Software Steel Beam Design P. 19 monarch desert div.ecw:LOT 346 Description Lot 346 FBS2 LL+ST DL LL+ST Maximum Only General Information 116.44 k -ft Code Ref: AISC 9th ASD, 1997 UBC,.2003 IBC, 2003 NFPA 5000 Steel Section: W14X82 61.51. -5.69 Fy 36.00ksi -4.30 Pinned -Pinned Load Duration Factor 1.00 Center Span 24.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000.Oksi Left Cant. 1.40 ft LL & ST Act Together Center Defl. Right Cant 1.40 ft Left Cant Defl 0.086in Lu : Unbraced Length 4.00 ft 0.094 in 0.052 Distributed Loads 0.000 ft 0.000 Note! Short Term Loads Are WIND Loads. #1 #2 #3 #4 #5 #6 #7 DL 0.832 Fa calc'd per Eq. E2-1, K'L/r < Cc 0.047 in k/tt LL 0.678 0.000 0.000 in k/ft ST 18.06 18.06 k k/ft Start Location -1.400 21.31 21.31 k ft End Location 25.400 ft Point Loads Note! Short Term Loads Are WIND Loads. #1 #2 #3 #4 #5 #6 #7 Dead Load 2.433 1.436 1.592 2.742 k Live Load 2.130 0.812 0.899 1.744 k Short Term k Location -1.400 18.000 24.600 25.400 ft Summary Beam OIC Static Load Case Governs Stress Using: W14X82 section, Span = 24.00ft, Fy = 36.Oksi, Left Cant. = 1.40ft, Right Cant. = 1.40ft End Fixity, = Pinned -Pinned, Lu = 4.00ft, LDF = 1.000 Actual Allowable Moment 116.440 k -ft 243.540 k -ft Max. Deflection -0.470 in fb : Bending Stress 11.360 ksi 23.760 ksi ' Length/DL Defl 649.0: 1 fb 1 Fb 0.478:1 Length/(DL+LL Defl) 356.5 :1 Shear 20.846 k 105.093 k fv : Shear Stress 2.856 ksi 14.400 ksi fv / Fv 0.198 :1 `r Force & Stress S «- These columns are Dead + Live Load placed as noted ­> LL LL+ST DL LL+ST Maximum Only Max. M + 116.44 k -ft 65.16 Max. M - 61.51. -5.69 Max. M @ Left -4.30 Max. M @ Right -4.30 -5.69 Shear @ Left 19.61 k 11.27 Shear @ Right 20.85 k 12.10 Center Defl. -0.470 in -0.262 Left Cant Defl 0.086in 0.047 Right Cant Defl 0.094 in 0.052 ...Query Defl @ 0.000 ft 0.000 Reaction @ Left 26.55 14.98 Reaction @ Rt 30.20 17.71 Fa calc'd per Eq. E2-1, K'L/r < Cc 0.047 in I Beam Passes Table B5.1, Fb per Eq. F1-1, Fb = 0.66 Fy «- These columns are Dead + Live Load placed as noted ­> LL LL+ST LL LL+ST Center Center Cants Cants 116.44 61.51. k -ft -5.69 -9.34 k -ft -4.30 -7.95 k -ft -5.69 -9.34 k -ft 19.61 11.27 k 20.85 12.10 k -0.470 -0.470 -0.244 -0.244 in - 0.086 0.086 0.043 0.043 in 0.094 0.094 0.047 0.047 in 0.000 0.000 0.000 0.000 in 23.32 23.32 18.06 18.06 k 26.46 26.46 21.31 21.31 k Matt Parisek, P.E. ' 2201 Francisco Dr. #140-452 P 2 O ' EI Dorado Hills, CA 95762 (916) 952-6965 matt@parisekengineering.com Rev: 580000 User. KW-0604442, Ver 5.8.0, 1-Deo-2003 Steel Beam Design (c)1983-2003 ENERCALC Engineering Software monarch desert div.ecw.LOT 346 Description Lot 346 FBS2 Section Properties W14X82 Depth 14.310 in Weight 81.86 #/ft Web Thick 0.510 in Ixx 882.000 in4 Width 10.130 in lyy 148.000 in4 Flange Thick 0.855 in Sxx 123.000 in3 Area 24.10 in2 Syy 29.300 in3 Rt 2.740 in R-xx 6.050 in Values for LRFD Design.... R-yy 2.480 in J 5.080 in4 Zx 139.000 in3 CW 6,710.00 in6 Zy 44.800 in3 K 1.450 in Matt Parisek, P.E. 2201 Francisco Dr. #140-452 P. 21 EI Dorado Hills, CA 95762 (916) 952-6965 (C)1983-2003 ENERCALC Engineering Software Timber Beam & Joist monarch desert div.ecw.LOT Description Timber Member Information ft Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined. 0.60 FBI F82 FB3 FB4 FBS F86 FB7 Timber Section VersaLam3.5x14 VersaLem3.5x14 VersaLam3.5x14 VersaLem5.25x14 VersaLam3.5x14 LVL:1.750x14.000 VersaL.am3.5x14 Beam Width in 3.500 3.500 3.500 5.250 3.500 1.750 3.500 Beam Depth in 14.000 14.000 14.000 14.000 14.000 14.000 14.000 Le: Unbraced Length ft 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Timber Grade oise 2800, versa La olse 2800, Versa LaBoise 2800, Versa LaBoise 2800, versa LaBoise 2800, versa LaBoise 2800, Versa La Boise 2800, Versa La Fb - Basic Allow psi 2,800.0 2,800.0 2,800.0 2,800.0 2,800.0 2,800.0 2,800.0 Fv - Basic Allow psi 285.0 285.0 285.0 285.0 285.0 285.0 285.0 Elastic Modulus ksi 2,000.0 2,000.0 2,000.0 2,000.0 2,000.0 2,000.0 2,000.0 Load Duration Factor Mmax @ Cantilever 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Member Type fb : Actual Manuf/Pine Manuf/Pine Manuf/Pine Manuf/Pine Manuf/Pine Manuf/Pine Manuf/Pine Repetitive Status Fb : Allowable No No No No No No No Center Span Data Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Span ft 4.00 6.40 9.00 15.00 5.80 6.80 15.40 Dead Load #/1t 390.00 445.00 386.00 655.00 247.00 75.00 25.00 Live Load #/ft 180.00 240.00 200.00 360.00 168.00 210.00 40.00 Point#1 DL lbs 1,338.00 2,742.00 256.00 LL lbs lbs 780.00 768.00 2,480.33 1,744.00 2,767.71 408.00 @ X ftj lbs 360.00 4.000 1,326.67 0.800 1,990.65 10.000 Cantilever SDan Span ft 0.60 0.80 Uniform Dead Load #/ft 445.00 247.00 Uniform Live Load Wrt 240.00 168.00 Point#1 DL lbs 781.00 .2,166.00 LL lbs 360.00 905.00 @ X ft 0.600 0.800 Results Ratio = 0.0519 0.1642 0.3978 0.7156 0.3299 0.1382 0.1541 Mmax @ Center in -k 13.68 38.86 126.41 342.56 44.08 19.77 48.98 @ X = ft 2.00 3.07 4.00 7.50 0.81 3.40 9.98 Mmax @ Cantilever in -k 0.00 -9.69 0.00 0.00 -31.08 0.00 0.00 fb : Actual psi 119.7 339.9 1,105.6 1,997.4 385.5 345.8 428.4 Fb : Allowable psi 2,779.4 2,779.4 2,779.4 2,791.5 2,779.4 2,669.1 2,779.4 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv : Actual psi 14.8 46.8 95.9 131.7 94.0 39.4 . 26.3 Fv : Allowable psi 285.0 285.0 285.0 285.0 285.0 285.0 285.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 780.00 1,338.27 2,480.33 4,912.50 2,767.71 255.00 282.27 LL lbs 360.00 768.00 1,326.67 2,700.00 1,990.65 714.00 451.06 Max. DL+LL lbs 1,140.00 2,106.26 3,807.00 7,612.50 4,758.35 969.00 733.33 @ Right End DL lbs 780.00 2,557.73 2,331.67 4,912.50 3,770.49 255.00 358.73 LL lbs 360.00 1,312.50 1,241.33 2,700.00 1,901.25 714.00 572.93 Max. DL+LL lbsj 1,140.00 3,870.23 3,573.00 7,612.50 5,671.74 969.00 931.67 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.001 -0.009 -0.057 -0.311 -0.005 -0.005 -0.038 L/Defl Ratio 34,203.2 8,549.0 1,889.5 579.3 13,899.4 18,100.6 4,820.7 Center LL Defl in -0.001 -0.006 -0.031 -0.171 -0.006 -0.013 -0.061 L/Defl Ratio 74,106.9 13,569.4 3,504.2 1,054.0 12,009.4 6,464.5 3,018.7 Center Total Defl in -0.002 -0.015 -0.088 -0.482 -0.011 -0.017 -0.100 Location ft 2.000 3.149 4.428 7.500 2.459 3.400 8.008 L/Defl Ratio 1 23,402.2 5,245.5 1,227.6 373.8 6,488.0 4,763.3 1,856.3 Matt Parisek, P.E. ' 2201 Francisco Dr. #140-452 P. 22 EI Dorado Hills, CA 95762 (916) 952-6965 matt@parisekengineering.com Rev: 580000 User: KW-0604442, Ver 5.8.0, 1-Dec-2003 Timber Beam & Joist (c)1983-2003 ENERCALC Engineering Software mmmmmmmmm monarch desert div.ecw.LOT 346 Description Lot 346 FB1-FB7 Cantilever DL Defl in0.002 0.000 Cantilever LL DOin 0.001 0.001 Total Cant. DOin 0.004 0.001 UDefl Ratio 3,951.3 20;881.4 I u Reactions Matt Parisek, P.E. lbs 2,744.00 1,592.30 1,411.00 1,436.43 2,430.00 2,019.11 836.00 ' 2201 Francisco Dr. #140-452 lbs 1,744.00 899.20 748.00 812.17 P. 23 EI Dorado Hills, CA 95762 lbs 4,488.00 2,491.50 2,159.00 2,248.60 5,310.00 3,205.97 (916) 952-6965 @ Right End DL lbs 2,744.00 1,874.70 1,411.00 1,866.17 2,430.00 3,339.89 matt@parisekengineering,com LL lbs 1,744.00 1,048.80 748.00 1,039.83 Rev: 580000 2,343.14 400.00 Max. DL+LL lbs 4,488.00 2,923.50 2,159.00 2,906.00 User: Kw-0604442, Ver 5.8.0, 1-0ec-2003 1,236.00 p Timber Beam & Joist Ratio OK Deflection OK Deflection OK (c)1983-2003 ENERCALC Engineering Software Deflection OK Deflection OK Deflection OK Center DL Defl monarch desert div.ecw:LOT 346 Description Lot 346 FB8-FB14 -0.011 -0.231 -0.209 -0.012 L/Defl Ratio Timber Member Information 2,430.6 Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined. 3,271.2 5,203.8 780.7 F88 FB9 FB30 F811 FB12 FB13 FB14 Timber Section -0.273 VersaLam3.5x14 LVL1.750x14.000 LVL:1.750x14.000 LVL:1.75ox14.000 VersaLam3.5x14 VersaL.am3.5x14 VersaL.am3.5x14 Beam Width in 1,210.8 3.500 1.750 1.750 1.750 3.500 3.500 3.500 Beam Depth in -0.018 14.000 14.000 14.000 14.000 14.000 14.000 14.000 Le: Unbraced Length ft L/Defl Ratio 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Timber Grade oise 2800, Versa La oise 2800, Versa Lffioise 2800, Versa LaBoise 2800, Versa LaBoise 2800, Versa LaBoise 2800, Versa La Boise 2800, Versa La Fb - Basic Allow psi 2,800.0 2,800.0 2,800.0 4800.0 2,800.0 2,800.0 2,800.0 Fv - Basic Allow psi 285.0 285.0 , 285.0 285.0 285.0 285.0 285.0 Elastic Modulus ksi 2,000.0 2,000.0 2,000.0 2,000.0 2,000.0 2,000.0 2,000.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Member Type Manuf/Pine Manuf/Pine Manuf/Pine Manuf/Pine Manuf/Pine Manuf/Pine Manuf/Pine Repetitive Status No No No No No No No Center Span Data Span ft 8.00 5.00 6:80 4.60 15.00 14.00 8.00 Dead Load Wit 686.00 411.00 415.00 411.00 324.00 209.00 209.00 Live Load Wit 436.00 240.00 220.00 240.00 384.00 100.00 100.00 Point#1 DL lbs 1,412.00 1,412.00 2,433.00 LL lbs 748.00 748.00 2,130.00 @X ftj 3.000 3.000 10.800 Results Ratio = 0.3432 0.4658 0.3080 0.4622 0.7519 0.6280 0.0945 Mmax @ Center in-k 107.71 54.54 44.04 45.79 238.95 199.58 29.66 @ X = ft 4.00 3.00 3.40 3.00 7.50 10.36 4.00 fb : Actual psi 942.1 954.1 770.4 801.0 2,089.9 1,745.6 259.5 Fb : Allowable psi 2,779.4 2,669.1 2,669.1 2,669.1 2,779.4 2,779.4 2,779.4 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv : Actual psi 97.8 132.8 87.8 131.7 137.8 163.4 26.9 Fv : Allowable psi 285.0 285.0 285.0 285.0 285.0 285.0 285.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 2,744.00 1,592.30 1,411.00 1,436.43 2,430.00 2,019.11 836.00 LL lbs 1,744.00 899.20 748.00 812.17 2,880.00 1,186.86 400.00 Max: DL+LL lbs 4,488.00 2,491.50 2,159.00 2,248.60 5,310.00 3,205.97 1,236.00 @ Right End DL lbs 2,744.00 1,874.70 1,411.00 1,866.17 2,430.00 3,339.89 836.00 LL lbs 1,744.00 1,048.80 748.00 1,039.83 2,880.00 2,343.14 400.00 Max. DL+LL lbs 4,488.00 2,923.50 2,159.00 2,906.00 5,310.00 5,683.03 1,236.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.039 -0.015 -0.025 -0.011 -0.231 -0.209 -0.012 L/Defl Ratio 2,430.6 4,072.3 3,271.2 5,203.8 780.7 802.3 7,978.0 Center LL Defl in -0.025 -0.008 -0.013 -0.006 -0.273 -0.139 -0.006 L/Defl Ratio 3,824.3 7,320.6 6,170.7 9,357.2 658.7 1,210.8 16,674.0 Center Total Defl in -0.065 -0.023 -0.038 -0.017 . -0.504 -0.348 -0.018 Location ft 4.000 2.580 3.400 2.392 7.500 7.448 4.000 L/Defl Ratio 1,486.1 2,616.7 2,137.9 3,344.1 357.3 482.6 5,396.1 Matt Parisek, P.E. 2201 Francisco Dr. #140-452 EI Dorado Hills, CA 95762 (916) 952-6965 maft@parisekengineering.com Rev: 580000 User: KW -0604442, Ver 5.8.0, 1 -Dec -2003 (c)1983-2003 ENERCALC Engineering Software Description Lot 346 FB15-FB18 Timber Beare & Joist P. 24 monarch desert div.ecw.LOT 346 Timber Member Information. Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined. Reactions FB15 F816 FB17 F1318 Timber Section lbs 5.125x18 6.75x25.5 5.125x21 Versal-am1.75x14 Beam Width in 5.125 6.750 5.125 1.750 Beam Depth in 18.000 25.500 21.000 14.000 Le: Unbraced Length ft 2.00 2.00 2.00 2.00 Tlmber Grade lbs Douglas Fir, 24F - V Douglas Fr, 24F - V Douglas Fir, 24F - VBoise 2800, Versa La Fb - Basic Allow psi 2,400.0 2,400.0 2,400.0 2,800.0 Fv - Basic Allow psi 165.0 165.0 165.0 285.0 Elastic Modulus ksi 1,500.0 1,500.0 1,500.0 2,000.0 Load Duration Factor -0.190 1.000 1.000 1.000 1.000 Member Type 731.2 Glulam GluLam Glut -am Manuf/Pine Repetitive Status -0.079 - No No No No Center Span Data 1,753.0 Center Total Defl in -0.348 -0.623 Span ft 15.00 22.60 15.00 11:60 Dead Load WIt 549.00 794.00 800.00 374.00 Live Load Wit 400.00 652.00 624.00 156.00 Dead Load #/ft -206.00 -247.00 Live Load #/ft -140.00 -168.00 Start ft 7.600 End ft 15.000 7.800 Point#1 DL lbs 1,696.00 1,210.00 282.00 LL lbs 1,696.00 1,210.00 451.00 @ X ft 7.600 7.800 6.200 ReSUItS Ratio = 0.6638 0.7311 0.7292 0.7011 Mmax @ Center in -k 414.78 1,145.66 508.25 106.98 @ X = ft 7.56 11.12 7.26 5.80 fb : Actual psi 1,498.8 1,566.1 1,349.3 1,871.3 Fb : Allowable psi 2,372.1 2,142.0 2,333.9 2,669.1 Bending OK Bending OK Bending OK Sending OK fv : Actual psi 109.5 118.6 120.3 150.6 Fv : Allowable Sip 165.0 165.0 165.0 285.0 Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 4,578.17 8,170.45 6,165.44 ' 2,169.20 LL lbs 3,581.15 7,075.72 4,944.58 904.80 Max. DL+LL lbs 8,159.32 15246.17 11110.02 3,074.00 @ Right End DL lbs 3,828.42 9,057.34 6,116.56 2,169.20 LL lbs 3,078.85 7,559.08 4,866.41 904.80 Max. DL+LL lbs 6,907.28 16616.42 10982.97 3,074.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.192 -0.337 -0.159 -0.190 L/Defl Ratio 938.4 804.4 1,131.2 731.2 Center LL Defl in -0.156 -0.286 ' -0.129 -0.079 - L/Defl Ratio 1,152.3 947.3 1,399.2 1,753.0 Center Total Defl in -0.348 -0.623 -0.288 -0.270 Location ft 7.440 11.300 7.500 5.800 L/Defl Ratio 517.2 435.0 625.5 516.0 Matt Parisek, P.E. P. 25 2201 Francisco Dr. #140-452 EI Dorado Hills, CA 95762 (916) 952-6965 mattAparisekenaineerinq.com User: KW -060"42, Ver :0 I -Dec -2003 TimberJoist 00-CALC Engineering Software monarch desert - �ta�����aea��c�c��a�.�.������������������n���'aoq���r���a���.aw�a������ta�o�r\:a���;�u�w�'����ue�w�o��e������ao�a�ti'������a�-.��������ca�����������������;��m�a���:a��m��m������'��� Description L• • Timber Member Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined. CB1 CB2 CB3 Timber Section VersaL.arrIW4 VersaLam3.5x14 VersaLam3.54.5 Beam Width in 3.500 3.500 3.500 Beam Depth in 14.000 14.000 9.500 Le: Unbraced Length ft ' 4.00 2.00 10.00 Tlmber Grade oise 2800, Versa La oise_ 2800, Versa LaBoise 2800, Versa La Fb - Basic Allow psi . 2,800.0 2,800.0 2,800.0 Fv - Basic Allow psi 285.0 285.0 285.0 Elastic Modulus ksi 2,000.0 2,000.0 2,000.0 Load Duration Factor 1.000 1.000 1.000 Member Type Manuf/Pine Manuf/Pine Manuf/Pine Repetitive Status No No No Center Span Data Span ft 8.40 5.80 10.00 Dead Load #/ft 217.00 221.00 259.00 Live Load #tft .138.00 352.00 176.00 Dead Load #/ft 185.00 Live Load #fft 40.00 Start ft End ft 4.000 Point#1 DL lbs 1,468.00 4,910.00 LL lbs 792.00 2,700.00 @ X ft 4.000 4.000 Results Ratio = 0.3355 0.6708 0.4565 Mmax @ Center in* 105.61 137.92 65.25 @ X = ft 4.00 3.99 5.00 fb : Actual psi 923.7 1,206.3 1,239.4 Fb : Allowable psi 2,752.8 2,779.4 2,714.9 Bending OK Bending OK Bending OK fv : Actual psi 82.6 191.2 83.2 Fv : Allowable psi 285.0 285.0 .285.0 Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 2,244.16 2,164.69 1,295.00 LL lbs 1,116.36 1,858.73 880.00 Max. DL+LL lbs 3,360.52 4,023.42 2,175.00 @ Right End DL lbs 1,786.64 4,027.11 1,295.00 LL lbs 994.84 2,882.87 880.00 Max. DL+LL lbs 2,781.48 6,909.98 2,175.00 Deflections Ratio OK Deflection OK Deflection OK Center DL Defl in '-0.041 -0.021 -0.117 L/Defl Ratio 2,477.2 3,287.8 1,029.9 Center LL Defl in -0.021 -0.015 -0.079 L/Defl Ratio 4,693.3 4,553.7 " 1,515.6 Center Total Defl in -0.062 -0.036 -0.196 Location ft 4.133 3.109 5.000 L/Defl Ratio 1,621.4 1,909.5 613.2 Matt Parisek, P.E. 2201 Francisco Dr. #140-452 EI Dorado Hills, CA 95762 (916) 952-6965 matt@parisekengineering.com Rev: 580000 User: KW -0604442, Ver 5.8.0, 1 -Dec -2003 (c)1983.2003 ENERCALC Engineering Software Description Lot 346 PB1-PB7 P. 26 monarch desert div.ecw.LOT 346 Timber Member Information Ratio OK . Code Ref: 2001 NDS, 2003. IBC, 2003 NFPA 5000. Base allowables are user defined. Deflection OK Deflection OK PBI PB2 PB3 P84 PBS PB6 PB7 Timber Section -0.263 6x8 6x8 6x8 6x8 5.125x13.5 5.125x13.5 6x8 Beam Width in 5.500 5.500 5.500 5.500 . 5.125 5.125 5.500 Beam Depth in 7.500 7.500 7.500 7.500 13.500 13.500 7.500 Le: Unbraced Length ft 7.60 7.60 8.60 8.60 6.00. 6.00 3.60 TI mber Grade 3.800 Douglas Fir - Larch, Douglas Fir - Larch, Douglas Fir - Larch, Douglas Fir - Larch, Douglas Fir, 24F - V Douglas Fir, 24F - V Douglas Fir - Larch, Fb - Basic Allow psi 875.0 875.0 875.0 875.0 2,400.0 2,400.0 875.0 Fv - Basic Allow psi 170.0 170.0 170.0 170.0 165.0 165.0 170.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,500.0 1,500.0 1,300.0 Load Duration Factor 1.000 1.000 1.000 1.000 .1.000 1.000 1.000 Member Type Sawn Sawn Sawn Sawn Glul-am Glul-am Sawn Repetitive Status No No No No No No No Center Span Data Span ft 7.60 7.60 8.60 8.60 19.80 19.80 3.60 Dead Load #fft 120.00 120.00 120.00 120.00 120.00 120.00 120.00 Live Load #fft 60.00 60.00 60.00 60.00 60.00 60.00 60.00 Results Ratio = 0.3469 0.3469 0.4443 0.4443 0.2885 0.2885 0.0777 Mmax @ Center in -k 15.60 15.60 19.97 19.97 105.85 105.85 3.50 @ X = ft 3.80 3.80 4.30 4.30 9.90 9.90 1.80 fb : Actual psi 302.5 302.5 387.3 387.3 680.0 680.0 67.9 Fb : Allowable psi 872.0 872.0 871.6 871.6 2,357.0 2,357.0 873.5 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv : Actual psi 20.9 20.9 24.1 24.1 34.3 34.3 7.7 Fv : Allowable psi 170.0 170.0 170.0 170.0 165.0 165.0 170.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 456.00 45&00 516.00 516.00 1,188.00 1,188.00 216.00 LL lbs 228.00 228.00 258.00 258.00 594.00 594.00 108.00 Max. DL+LL lbs 684.00 684.00 774.00 774.00 1,782.00 1,782.00 324.00 @ Right End DL lbs 456.00 '456.00 516.00 516.00 1,188.00 1,188.00 216.00 LL lbs 228.00 228.00 258.00 258.00 594.00 594.00 108.00 Max. DL+LL lbs 684.00 684.00 774.00 774.00 1,782.00 1,782.00 324.00 Deflections Ratio OK . Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK LM� Center DL Defl in Mon -0.036 -0.036 -0.059 -0.059 -0.263 -0.263 -0.002 UDefl Ratio 2,545.1 2,545.1 1,756.5 1,756.5 902.5 902.5 23,945.8 Center LL Defl in -0.018 -0.018 -0.029 -0.029 -0.132 -0.132 -0.001 L/Defl Ratio 5,090.1 5,090.1 3,513.0 3,513.0 1,805.0 1,805.0 47,891.7 Center Total Defl in -0.054 -0.054 -0.088 -0.088 -0.395 -0.395 -0.003 Location ft 3.800 3.800 4.300 4.300 9.900 9.900 1.800 UDefl Ratio 1,696.7 1,696.7 1,171.0 1,171.0 601.7 601.7 15,963.9 Matt Parisek, P.E. 2201 Francisco Dr. #140-452 EI Dorado Hills, CA 95762 (916) 952-6965 natt@parisekengineering:com Rev: 580000 User: KW -0604442, Ver :0 , 1 -Dec -2003 (c)1983-2003 ENERCALC Engineering Soft.ware a���an�����'n,aa.��ao��a�ae���a�a.�a�����a�� a a�:�aati�u������ Timber Beam & Joist P. 27 monarch desert div.ecw.LOT 346 Timber Member Information code Ref: 2001 NDS, 2003 IBC, 2.003 NFPA 5000. Base allowables are user defined. PB8 PB9 PB10 Timber Section 6x10 6x10 VersaLam5.25x14 Beam Width in 5.500 5.500 5.250 Beam Depth in 9.500 9.500 14.000 Le: Unbraced Length ft 10.60 10.60 16.00 Timber Grade Douglas Fir - Larch, Douglas Fir - Larchgoise 2800, versa La Fb - Basic Allow psi 875.0 875.0 2,800.0 Fv - Basic Allow psi 170.0 170.0 285.0 Elastic Modulus ksi 1,300.0 1,300.0 2,000.0 Load Duration Factor 1.000 1.000 1.000 Member Type Sawn Sawn Manuf/Pine - Repetitive Status No No No Center Span Data Span ft 10.60 10.60 16.00 Dead Load #/ft 120.00 120.00 208.00 Live Load #/ft 60.00 60.00 120.00 Point #1 DL lbs 3,417.00 LL lbs 3,343.00 @ X ftj 1.000 Results Ratio = 0.4217 0.4217 0.3653 Mmax @ Center in -k 30.34 30.34 169.78 @ X = ft 5.30 5.30 6.72 fb : Actual psi 366.7 366.7 990.0 Fb : Allowable psi 869.5 869.5 2,710.0 Bending OK Bending OK Bending OK fv : Actual. psi 23.4 23.4 54.5 Fv : Allowable' psi 170.0 170.0 285.0 Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 636.00 636.00 4,867.44 LL lbs 318.00 318.00 4,094.06 Max. DL+LL lbs 954.00 954.00 8,961.50 @ Right End DL lbs 636.00 636.00 1,877.56 LL lbs 318.00 318.00 1,168.94 Max. DL+LL lbsj 954.00 954.00 3,046.50 Deflections Ratio OK Deflection OK Deflection OK Center DL Defl in -0.067 -0.067 -0.167 L/Defl Ratio 1,906.4 1,906.4 1,149.0 Center LL Defl in -0.033 -0.033 -0.112 L/Defl Ratio 3,812.7 3,812.7 1,709.7 Center Total Defl in -0.100 -0.100 -0.279 Location ft 5.300 5.300 7.680 L/Defl Ratio 1,270.9 1,270.9 687.2 Matt Parisek, P.E. P 28 2201 Francisco Dr. #140-452 EI Dorado Hills, CA 95762 (916) 952-6965 matt@parisekengineering.com Rev: 580000 User: KW -0604442, Ver 5.8.0, 1 -Dec -2003 Timber BeamJoist (c)1983 2003 ENERCALC Engineering Software monarch desert div.ecwLOT 346 Description Lot 346 1-11-1-17 Timber Member Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined. H1 H2 - H3 H4 HS H6 H7 Timber Section 6X8 6x8 6x12 6x8 6X8 6X6 6X8 Beam Width in 5.500 5.500 5.500 5.500 5.500 5.500 5.500 Beam Depth in 7.500 7.500 11.500 7.500 7.500 7.500 7.500 Le: Unbraced Length ft 2.70 5.70 8.70 2.70 2.70 2.70 2.70 Timber Grade Douglas Fir - Leah, Douglas Fr - larch, Douglas Fir - Larch, Douglas Fir - Larch, Douglas Fir - Larch, Douglas Fir - Larch, Douglas Fir - Larch, Fb - Basic Allow psi 875.0 875.0 875.0 875.0 875.0 875.0 875.0 Fv -Basic Allow psi 170.0 170.0 170.0 170.0 170.0 170.0 170.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No No Center Span Data Span ft 2.70 5.70 8.70 2.70 2.70 2.70 2.70 Dead Load Wit 208.00 208.00 437.00 179.00 179.00 179.00 179.00 Live Load #/ft 120.00 120.00 276.00 100.00 100.00 100.00 100.00 Results Ratio = 0.0796 0.3552 6.7683 0.0677 0.0677 0.0677 - 0.0677 Mmax @ Center in -k 3.59 15.99 80.95 3.05 3.05 3.05 3.05 @ X = ft 1.35 2.85 4.35 1.35 1.35 1.35 1.35 fb : Actual psi 69.6 310.0 667.7 59.2 59.2 59.2 59.2 Fb : Allowable psi 873.9 872.7 869.2 873.9 873.9 873.9 873.9 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv : Actual psi 8.8 26.7 57.7 .7.5 7.5 7.5 7.5 Fv : Allowable psi 170.0 170.0 170.0 170.0 170.0 170.0 170.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 280.80 592.80 1,900.95 241.65 241.65 241.65 241.65 LL lbs 162.00 342.00 1,200.60 135.00 135.00 135.00 135.00 Max. DL+LL lbs 442.80 934.80 3,101.55 376.65 376.65 376.65 376.65 @ Right End DL lbs 280.80 592.80 1,900.95 241.65 241.65 241.65 241.65 LL lbs 162.00 342.00 1,200.60 135.00 135.00 135.00 135.00 Max. DL+LL lbs 442.80 934.80 3,101.55 376.65 376.65 376.65 376.65 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.001 -0.020 -0.062 -0.001 -0.001 -0.001 -0.001 L/Defl Ratio 32,746.4 3,480.4 1,679.5 38,051.7 38,051.7 38,051.7 38,051.7 Center LL Defl in -0.001 -0.011 -0.039 -0.000 -0.000 -0.000 -0.000 L/Defl Ratio 56,760.5 6,032.7 2,659.3 68,112.6 68,112.6 68,112.6 68,112.6 Center Total Defl in -0.002 -0.031 -0.101 -0.001 -0.001 -0.001 -0.001 Location ft 1.350 2.850 4.350 1.350 1.350 1.350 1.350 L/Defl Ratio 20,766.0 2,207.1 1,029.4 24,413.1 24,413.1 24,413.1 24,413.1 Matt Parisek, P.E. @ Left End DL lbs 628.80 332.80 1,040.00 3,288.51 1,417.05 P 2 9 ' 2201 Francisco Dr. #140-452 lbs 393.60 192.00 600.00 1,979.16 891.10 798.00 EI Dorado Hills, CA 95762 lbs 1,022.40 524.80 1,640.00 5,267.67 2,308.15 2,067.00 (916) 952-6965 @ Right End DL lbs 628.80 332.80 1,040.00 4,241.19 1,417.05 1,269.00 matt@parisekengineering.com LL lbs 393.60 192.00 600.00 2,503.04 891.10 Rev: 580000 User: KW -0604442, Ver 5.8.0, 1 -Dec -2003..: . Max. DL+LL gg Timber �caBia 1,022.40 524.80 1,640.00 (c)1983.2003 ENERCALC Endineering Software 2,308.15 2,067.00 549.45 of®1$� monarch desert div.ecw.LOT 346 Description Lot 346 1-18-1-114 Deflection OK Deflection OK Deflection OK Center DL Defl in -0.004 Timber Member Information -0.092 -0.047 Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined. -0.024 -0.001 L/Defl Ratio H8 H9. H10 H11 H12 H13 H14 Timber Section Center LL Defl in 6x8 6x8 6x10/ersaLam5.25x11.87 6x10 6x10 6x8 Beam Width in 5.500 5.500 5.500 5.250 5.500 5.500 5.500 Beam Depth in -0.006 7.500 7.500 9.500 11.880 9.500 9.500 7.500 Le: Unbraced Length ft 1.600 3.20 3.20 10.00 6.70 6.70 6.00 2.70 Timber Grade 12,473.7 Douglas Fir - Larch, Douglas Fir - Larch, Douglas Fir - Larch,Boise 2800, Versa La Douglas Fir - Larch, Douglas Fir - Larch, Douglas Fir - Larch, Fb - Basic Allow psi 875.0 875.0 875.0 2,800.0 875.0 875.0 875.0 Fv - Basic Allow psi 170.0 170.0 170.0 285.0 170.0 170.0 170.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 2,000.0 1,300.0 1,300.0 1„300.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Member Type Sawn Sawn Sawn Manuf/Pine Sawn Sawn Sawn Repetitive Status No No No No No No No Center Span Data Span ft 3.20 3.20 10.00 6.70 6.70 6.00 2.70 Dead Load #/ft 393.00 208.00 208.00 391.00 423.00 423.00 255.00 Live Load Wit 246.00 120.00 120.00 266.00 266.00 266.00 152.00 Point #1 DL lbs 4,910.00 LL lbs 2,700.00 @ X ft 4.000 Results Ratio = 0.2179 0.1118 0.6837 0.5535 0.6436 0.5159 0.0988 Mmax @ Center in -k 9.82 5.04 49.20 189.56 46.39 37.21 4.45 @ X = ft 1.60 1.60 5.00 3.99 3.35 3.00 1.35 fb : Actual psi 190.4 97.7 594.7 .1,535.0 560.8 449.7 86.3 Fb : Allowable psi 873.6 873.6 869.8 2,773.1 871.4 871.7 873.9 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv : Actual psi 22.9 11.8 39.9 147.0 50.9 44.1 10.9 Fv : Allowable psi 170.0 170.0 170.0 285.0 170.0 170.0 170.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 628.80 332.80 1,040.00 3,288.51 1,417.05 1,269.00 344.25 LL lbs 393.60 192.00 600.00 1,979.16 891.10 798.00 205.20 Max. DL+LL lbs 1,022.40 524.80 1,640.00 5,267.67 2,308.15 2,067.00 549.45 @ Right End DL lbs 628.80 332.80 1,040.00 4,241.19 1,417.05 1,269.00 344.25 LL lbs 393.60 192.00 600.00 2,503.04 891.10 798.00 205.20 Max. DL+LL lbs 1,022.40 524.80 1,640.00 6,744.23 2,308.15 2,067.00 549.45 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.004 -0.002 -0.092 -0.047 -0.038 -0.024 -0.001 L/Defl Ratio 10,410.6 19,670.0 1,309.9 1,728.4 2,141.6 2,982.0 26,710.8. Center LL Defl in -0.002 -0.001 -0.053 -0.027 -0.024 -0.015 -0.001 L/Defl Ratio 16,631.6 34,094.7 2,270.5 2,961.1 3,405.6 4,742.1 44,810.9 Center Total Defl in -0.006 -0.003 -0.144 -0.074 -0.061 -0.039 -0.002 Location ft 1.600 1.600 5.000 3.484 3.350 3.000 1.350 L/Defl Ratio 6,402.8 12,473.7 830.7 1,091.4 1,314.8 1,830.8 16,735.3 Matt Parisek,'P.E. 2201 Francisco Dr. #140-452 EI Dorado Hills, CA 95762 (916) 952-6965 matt@parisekengineering.com Rev:580000 User: KW -0604442, Ver 5.8.0, 1 -Dec -2003 (c)1983-2003 ENERCALC Engineering Software Descrintien Lot 346 H15 -H21 Timber Beam & Joist P. 30 monarch desert div.ecw.LOT 346 Timber Member Information code Ret: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined. - H15 H16 H21 Timber Section 904.80 6x10 6x10 6x10 Beam Width in 5.500 5.500 5.500 Beam Depth in 9.500 9.500 9.500 Le: Unbraced Length ft 8.70 8.70 8.70 Timber Grade 522.00 _Douglas Fir - Larch, Douglas Fir - larch, Douglas Fir - larch, Fb - Basic Allow psi 875.0 875.0 875.0 Fv - Basic Allow psi 170.0 170.0 170.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 Load Duration Factor 1,989.2 1.000 1.000 1.000 Member Type -0.030 Sawn Sawn Sawn, Repetitive Status 3,448.0 No No No Center Span Data -0.083 -0.083 Location ft Span ft 8.70 8.70 8.70 Dead Load #/ft 208.00 208.00 208.00 Live Load #/ft 120.00 120.00 120.00 Results Ratio = 0.5171 0.5171 0.5171 Mmax @ Center in -k 37.24 37,24 . 37.24 @ X = it 4.35 4.35 4.35 fb : Actual psi 450.1 450.1 450.1 Fb : Allowable psi 870.4 - 870.4 870.4 Bending OK Bending OK Bending OK tv : Actual psi 33.8 33.8 33.8 Fv : Allowable psi 170.0 170.0 170.0 Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 904.80 904.80 904.80 LL lbs 522.00 522.00 522.00 Max. DL+LL lbs 1,426.80 1,426.80 1,426.80 @ Right End DL lbs 904.80 904.80 904.80 LL lbs 522.00 522.00 522.00 Max. DL+LL lbs 1,426:80 1,426.80 1,426.80 Deflections Ratio OK Deflection OK Deflection OK Center DL Defl in -0.052 -0.052 -0.052 L/Defl Ratio 1,989.2 1,989.2 1,989.2 Center LL Defl in -0.030 -0.030 -0.030 LIDO Ratio 3,448.0 3,448.0 3,448.0 Center Total Defl in -0.083 -0.083 -0.083 Location ft 4.350 4.350 4.350 UDefl Ratio 1,261.5 1,261.5 1,261.5 Matt Parisek, P.E. 2201 Francisco Dr. #140-452 P. 31 EI Dorado Hills, CA 95762 (916) 952-6965 matt@parisekengineering.com Rev: 580000 User: KVV-0604442, Ver 5.8.0, 1-Deo-2003 p Timber Beare & Joist (c)1983-2003 ENERCALC Engineering Software ' monarch desert div.ecw.LOT 346 Description Lot 3461122-H28 Timber Member inform-PO."..'. - ...., . Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined. H22 H23 H24 H25 H26 H27 ) H28 Timber Section 6x10 6x8 6x8 6x8 6x8 5.125x18 5.125x18 Beam Width in 5.500 5.500 5.500 5.500 5.500 5.125 5.125 Beam Depth in 9.500 7.500 7.500 7.500 7.500 18.000 18.000 Le: Unbraced Length ft 5.70 4.70 4.40 4.70 2.00 4.00 4.00 Timber Grade Douglas Fir - Larch, Douglas Fir - Larch, Douglas Fir - Larch, Douglas Fir - Larch, Douglas Fir - Larch, Douglas Fir, 24F - V Douglas Fir, 24F - V Fb - Basic Allow psi 875.0 875.0 875.0 875.0 875.0 2,400.0 2,400.0 Fv - Basic Allow psi 170.0 170.0 170.0 170.0 170.0 165.0 165.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,500.0 1,500.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Member Type Sawn Sawn Sawn Sawn Sawn Glul-am Glul-am Repetitive Status No No No No No No No Center Span Data Span ft 5.70 4.70 4.40 4.70 4.40 19.40 19.20 Dead Load #/ft 454.00 96.00 401.00 96.00 401.00 361.00 361.00 Live Load #/ft 244.00 208.00 208.00 224.00 224.00 Point#1 DL lbs 1,072.00 LL lbs 1,027.00 @ X ft 4.700 Results Ratio = 0.6624 0.0707 0.3928 0.0707 0.3924 0.5190 0.5078 Mmax @ Center in-k 47.78 3.18 17.69 3.18 17.69 330.26 323.48 @ X = ft 3.37 2.35 2.20 2.35 2.20 9.70 9.60 fb : Actual psi 577.5 61.7 343.0 61.7 343.0 1,193.3 1,168.9 Fb : Allowable psi 871.9 873.0 873.1 873.0 874.2 2,299.3 2,301.7 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv : Actual psi 91.3 6.0 35.1 6.0 35.1 78.2 77.4 Fv : Allowable psi 170.0 170.0 170.0 170.0 170.0 165.0 165.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 1,481.97 225.60 882.20 225.60 882.20 3,501.70 3,465.60 LL lbs 875.58 0.00 457.60 0.00 457.60 2,172.80 2,150.40 Max. DL+LL lbs 2,357.54 225.60 1,339.80 225.60 1,339.80 5,674.50 5,616.00 @ Right End DL lbs 2,177.83 225.60 882.20 225.60 882.20 3,501.70 3,465.60 LL lbs 1,542.22 0.00 457.60 0.00 457.60 2,172.80 2,150.40 Max. DL+LL lbs 3,720.05 225.60 1,339.80 225.60 1,339.80 5,674.50 5,616.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.028 -0.004 -0.013 -0.004 -0.013 -0.308 -0.295 L/Defl Ratio 2,425.2 13,451.0 3,924.8 13,451.0 3,924.8 756.0 779.9 Center LL Defl in -0.018 0.000 -0.007 0.000 -0.007 -0.191 -0.183 L/Defl Ratio 3,766.6 0.0 7,566.5 0.0 7,566.5 1,218.4 1,256.8 Center Total Defl in -0.046 -0.004 -0.020 -0.004 -0.020 -0.499 -0.479 Location ft 2.964 2.350 2.200 2.350 2.200 9.700 9.600 L/Defl Ratio 1,475.4 13,451.0 2,584.3 13,451.0 2,584.3 466.5 481.3 Matt Parisek, P.E. P 32 2201 Francisco Dr. #140-452 EI Dorado Hills, CA 95762 (916) 952-6965 :0 r0Timber (c)1983-2003 ENERCALC Engineering Software Description Lot 346 • -1-135 Timber Member Information Code Ref: 2001 ND$, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined. H29 H30 H31 H32 H33 H34 H35 Timber Section 592.80 6x8 6x8 6x8 W/ersal-am5.25xll1.87 6x12 6x8 Beam Width in 5.500 5.500 5.500 5.500 5.250 5.500 5.500 Beam Depth in 7.500 7.500 7.500 7.500 11.880 11.500 7.500 Le: Unbraced Length ft 2.70 2.70 5.70 5.70 9.90 9.90 4.00 Timber Grade 432.00 Douglas Fir - larch, Douglas Fir - Larch, Douglas Fir - Larch, Douglas Fir - Larch,Boise 2800, Versa La Douglas Fir - Larch, Douglas Fir - Larch, Fb - Basic Allow psi 875.0 875.0 875.0 875.0 2,800.0 875.0 875.0 Fv - Basic Allow psi 170.0 170.0 170.0 170.0 285.0 170.0 170.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 2,000.0 1,300.0 1,300.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Member Type in Sawn Sawn Sawn Sawn Manuf/Pine Savor Sawn Repetitive Status No No No No No No No Center Span Data in -0.005 -0.005 -0.031 -0.031 -0.120 -0.102 -0.008 Span ft 2.70 2.70 5.70 5.70 9.90 9.90 4.00 Dead Load #/ft 660.00 660.00 208.00 208.00 267.00 267.00 208.00 Live Load #/ft 320.00 320.00 120.00 120.00 160.00 160.00 120.00 Point #1 DL lbs 2,332.00 LL lbs 1,241.00 @ X ft 2.400 Results Ratio = 0.2378 0.2378 0.3552 0.3552. 0.3725 0.5963 0.1748 Mmax @ Center in -k 10.72 10.72 15.99 15.99 124.77 62.78 7.87 @ X = ft 1.35 1.35 2.85 2.85 2.93 4.95 2.00 fb : Actual psi 207.8 207.8 310.0 310.0 1,010.3 517.8 152.7 Fb : Allowable psi 873.9 873.9 872.7 872.7 2,760.4 868.4 873.3 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv : Actual psi 26.2 26.2 26.7 26.7 106.2 40.5 16.4 Fv : Allowable psi 170.0 170.0 170.0 170.0 285.0 170.0 170.0 Shear OK Shear OK . Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 891.00 891.00 592.80 592.80 3,088.32 1,321.65 416.00 LL lbs 432.00 432.00 342.00 342.00 1,732.15 792.00 240.00 Max. DL+LL lbs 1,323.00 1,323.00 934.80 934.80 4,820.47 2,113.65 656.00 @ Right End DL lbs 891.00 891.00 592.80 592.80 1,886.98 1,321.65 416.00 LL lbs 432.00 432.00 342.00 342.00 1,092.85 792.00 240.00 Max. DL+LL lbs 1,323.00 1,323.00 934.80 934.80 2,979.83 2,113.65 656.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.003 -0.003 -0.020 -0.020 -0.077 -0.064 -0.005 L/Defl Ratio 10,320.1 10,320.1 3,480.4 3,480.4 1,545.9 1,865.6 10,071.1 Center LL Defl in -0.002 -0.002 -0.011 -0.011 -0.044 -0.038 -0.003 L/Defl Ratio 21,285.2 21,285.2 6,032.7 6,032.7 2,729.5 3,113.2 17,456.5 Center Total Defl in -0.005 -0.005 -0.031 -0.031 -0.120 -0.102 -0.008 Location ft 1.350 1.350 2.850 2.850 4.673 4.950 2.000 L/Defl Ratio 1 6,950.3 6,950.3 2,207.1 2,207.1 986.9 1,166.5 6,386.5 1. Matt Parisek, P.E. ., P .Y 33 2201 Francisco Dr. #140-452 EI Dorado Hills, CA 95762 (916) 952-6965 matt@parisekengineering.com • Rev: 580000 - User: KVV-0604442, Ver 5.8.0, 1 -Deo -2003 Timber Beam & Joist 7 (c)1983-2003 ENERCALC Engineering Software monarch desert d v.ecw:LOT 346; • Description Lot 346 1-136-1-142 Tlrriber Member Information Code Ref: 2001;NDS, 2003 IBC, 2003 NFPA 5000. Base allowables._are user defined_. „ " H36 H37 H38 H39 H40 H41 H42 Timber Section 6x8 6x8 ` 6x8 6x8 6x8 VersaL.am7x11.875 VersaLam7x11.875 Beam Width in 5.500 5.500 5.500 , 5.500 5.500 7.000 7.000 • Beam Depth in 7.500 7.500 7.500 7.500 7.500 11.880 11.880 Le: Unbraced Length ft 2.70 -2.70 4.70 2.70 2.70 8.00 8.00 ' Timber Grade Douglas Fir - Larch, Douglas Fir - Larch, Douglas Fir - Larch, Douglas Fir - Larch, Douglas Fir - Larch,Boise 2800, Versa La Boise 2800, Versa La Fb - Basic Allow psi 875.0 875.0 875.0 875.0' 875.0 2,800.0 2,800.0 i Fv - Basic Allow psi 170.0 170.0 • 170.0 170.0 170.0. ' 285.0 285.0 ' Elastic Modulus ksi 1,300.0 1,300.0. 1,300.0 1,300.0'. , 1,300.0 2,000.0 2,000.0 Load Duration Factor 1.000 • 1.000 1.000 • 1.000 1.000 1.000 1.000 Member Type Sawn Sawn _ Sawn Sawn Sawn Manuf/Pine Manuf/Pine Repetitive Status No No No - No No - No No Center Span Data Span ft 2.70 2.70 4.70 2.70 2.70 8.00 8.00 Dead Load #/ft 714.00 267.00 208.00 208.00 208.00 82.00 258.00 Live Load #/ft 568.00 160.00 120.00 120.00 120.00 80.00 , • 200.00 Point #1 • DL lbs 5,535.00 5,535.00 LL lbs 4,430.00 4,430.00 x @ X ft 6.800 6.800 Results E Ratio = 0.3111 ` 0.1036 0.2414 0.0796 0.0796 0.5672. 0.6242 Mmax @ Center in -k 14.02 4.67 10.87 3.59 3.59 129.70 144.35 tr @ X = ft 1.35 1.35 2.35 _ 1.35 1.35 6.78 , 6.78 fb : Actual psi 271.9 90.6 210.8 69.6., 69.6 787.7 -876.7 , Fb : Allowable psi 873.9 873.9 873.0 873.9 873.9 2,783.5 2,783.5 Bending OK Bending OK Bending OK Bending OK Bending OK , Bending OK Bending OK - fv : Actual psi 34.2 11.4 _ 20.6 8.8 8.8 161.7 177.9 Fv : Allowable psi 170.0 170.0 , •170.0 170.0 170.0 285.0 285.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK' Shear OK • Reactions ' - @ Left End DL lbs 963.90 360.45 488.80 280.80 280.80 1,158.25 1,862.25 LL lbs 766.80. 216.00 282.00 - 162.00 162.00 984.50 a 1,464.50 Max. DL+LL lbs.. 1,730.70 576.45 770.80 442.80' 442.80 2,142.75 3,326.75 • @ Right End DL lbs 963.90 360.45 488.80. 280.80 280.80 5,032.75 5,736.75 . LL Itis_. '766.80 216.00 282.00 162.00 162.00 4,085.50. 4,565.50 ' - Max. DL+LL lbsj 1,730.70 576.45 770.80 442:80 442.80 •. ' 9,118.25 f 10302.25 ' - Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.003. -0.001 -0.009 -0.001 -0.001 -0.027 -0.035 L/Defl Ratio 9,539.6 25,510.3 6,208.1 32,746.4 32,746.4 3,547.1 - 2,723.7 Center LL Defl in -0.003 -0.001 =0.005 -0.001 =0.001 , -0.022 -0.028' ''L/Defl Ratio 11,991.7 42,570.4 10,760.8 56,760.5 56,760.5 4,299.8_ 3,440.0; Center Total Defl in -0.006 -0.002 ` . -0:014 -0.002 ' -0.002. -0.049 -" -0.063 • Location ft 1.350 1.350 2.350 1.350 - • 1.350 4.480 . 4.352 L/Defl Ratio 5,313.0 15,951.4 3,936.9 20,766.0 �. 20,766.0 1,943.7 11520.1 ) Matt Parisek, P.E. 2201 Francisco Dr. #140-452 P. 34 EI Dorado Hills, CA 95762 (916) 952-6965 matt@parisekengineering.com User: KVV-0604442, Ver 5.8.0, 1 -Dec -2003 Timber Beam Joist (c)1983-2003 ENERCALC Engineering Software @ Left End DL monarch desert div.ecw.LOT 346 Description Lot 346 1-143-1-149 956.80 2,523.10 300.30 259.55 3,914.00 LL Timber Member Information 1,466.40 Code Ret: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined. 312.00 1,875.60 H43 H44 H45 H46 H47 H48 H49 Timber Section 4,398.70 5.125x16.5 5.125x16.5 6x8 VersaLam5.25x9.5 6x8 6x8 5.125x21 Beam Width in 5.125 5.125 5.500 5.250 5.500 5.500 5.125 Beam Depth in 16.500 16.500 7.500 9.500 7.500 7.500 21.000 Le: Unbraced Length ft 8.00 2.00 5.20 7.00 6.60 2.90 20.60 Tlmber Grade Deflection OK Douglas Fir, 24F - V Douglas Fir, 24F - V Douglas Fir - Larch,8oise 2800, Versa La Douglas Fir - Larch, Douglas Fir - Larch, Douglas Fir, 24F - V Fb - Basic Allow psi 2,400.0 2,400.0 875.0 2,800.0 875.0 875.0 2,400.0 Fv - Basic Allow psi 165.0 165.0 170.0 285.0 170.0 170.0 165.0 Elastic Modulus ksi 1,500.0 1,500.0 1,300.0 2,000.0 1,300.0 1,300.0 1,500.0 Load Duration Factor 1,480.7 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Member Type -0.439 Glul-am Glul-am Sawn Manuf/Pine Sawn Sawn Glul-am Repetitive Status 9.400 No No No No No No No Center Span Data 514.5 514.5 1,953.8 873.7 3,559.7 19,702.5 683.0 Span ft 18.80 18.80 5.20 7.00 6.60 2.90 20.60 Dead Load #/ft 293.00 293.00 368.00 477.00 91.00 179.00 380.00 Live Load #/ft 156.00 156.00 120.00 292.00 40.00 100.00 150.00 Point#1 DL lbs 1,358.00 LL lbs 1,358.00 @X ftj 2.600 Results Ratio = 0.4454 0.4373 0.4398 0.4831 0.1903 0.0781 0.4646 Mmax @ Center in -k 238.04 238.04 19.79 106.03 8.56 3.52 337.37 @ X = ft 9.40 9.40 2.60 2.60 3.30 1.45 10.30 fb : Actual psi 1,023.6 1,023.6 383.9 1,342.7 166.0 68.3 895.6 Fb : Allowable psi 2,298.4 2,340.5 872.8 2,779.3 872.3 873.8 1,927.9 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv : Actual psi 64.1 64.1 35.1 114.2 12.8 8.5 63.3 Fv : Allowable psi 165.0 165.0 170.0 285.0 170.0 170.0 165.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 2,754.20 2,754.20 956.80 2,523.10 300.30 259.55 3,914.00 LL lbs 1,466.40 1,466.40 312.00 1,875.60 132.00 145.00 1,545.00 Max. DL+LL lbs 4,220.60 4,220.60 1,268.80 4,398.70 432.30 404.55 5,459.00 @ Right End DL lbs 2,754.20 ' 2,754.20 956.80 2,173.90 300.30 259.55 3,914.00 LL lbs 1,466.40 1,466.40 312.00 1,526.40 132.00 145.00 1,545.00 Max. DL+LL lbs 4,220.60 4,220.60 1,268.80 3,700.30 432.30 404.55 5,459.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.286 -0.286 -0.024 -0.055 -0.015 -0.001 -0.260 L/Defl Ratio 788.4 788.4 2,591.0 1,535.0 5,124.4 30,709.4 952.5 Center LL Defl in -0.152 -0.152 -0.008 -0.041 -0.007 -0.001 -0.102 L/Defl Ratio 1,480.7 1,480.7 7,945.6 2,028.0 11,658.1 54,969.9 2,413.1 Center Total Defl in -0.439 -0.439 -0.032 -0.096 -0.022 -0.002 -0.362 Location ft 9.400 9.400 2.600 3.388 3.300 1.450 10.300 L/Defl Ratio 514.5 514.5 1,953.8 873.7 3,559.7 19,702.5 683.0 Matt Parisek, P.E. @ Left End DL lbs 186.00 380.80 446.60 380.80 249.60 P. 35 ' 2201 Francisco Dr. #140-452 LL lbs 48.00 224.00 264.00 224.00 144.00 EI Dorado Hills, CA 95762 Max. DL+LL lbs 234.00 604.80 710.60 604.80 393.60 (916) 952-6965 3,168.12 @ Right End DL lbs 186.00 380.80 446.60 380.80 249.60 matt@parisekengineering.com 1,445.14 LL lbs 48.00 224.00 264.00 224.00 Rev: 580000 192.00 974.34 Max. DL+LL lbs 234.00 604.80 710.60 604.80 User: Kw -0604442, Ver 5.8.0, 1 -Dec -2003 2,419.48 Timber Beam & Joist Ratio OK Deflection OK (c)1983-2003 ENERCALC Engineering Software Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in monarch desert div.ecw.LOT 346 Description Lot 346 H50-1-156 -0.002 -0.001 -0.007 -0.059 UDefl Ratio Timber Member Information 17,190.6 7,752.9 Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined. 46,625.3 8,136.0 1,782.7 H50 H51 H52 H53 H54 H55 H56 Timber Section -0.043 UDefl Ratio 6x8 6x8 6x8 6x8 6x8 6x8 6x12 Beam Width in in 5.500 5.500 5.500 5.500 5.500 5.500 5.500 Beam Depth in 1.200 7.500 7.500 7.500 7.500 7.500 7.500 11.500 Le: Unbraced Length ft 10,823.7 2.40 3.20 4.40 3.20 2.40 4.80 8.80 Tl mber Grade Douglas Fir - Larch, Douglas Fir - Larch, Douglas Fir - Larch, Douglas Fir - Larch, Douglas Fr - Larch, Douglas Fir - Larch, Douglas Fr - Larch, Fb - Basic Allow psi 875.0 875.0 875.0 875.0 875.0 875.0 875.0 Fv - Basic Allow psi 170.0 170.0 170.0 170.0 170.0 170.0 170.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No No Center Span Data Span ft 2.40 3.20 4.40 3.20 2.40 4.80 8.80 Dead Load Wit 155.00 238.00 203.00 238.00 208.00 .149.00 267.00 Live Load Wlt 40.00 140.00 120.00 140.00 120.00 80.00 160.00 Point #1 DL lbs 915.00 LL lbs 915.00 @ X ftj 2.600 Results Ratio = . 0.0374 0.1289 0.2083 0.1289 0.0629 0.1758 0.7807 Mmax @ Center in -k 1.68 5.81 9.38 5.81 2.83 7.91. 82.26 @ X = It 1.20 1.60 2.20 1.60 1.20 2.40 3.13 fb : Actual psi 32.7 112.6 181.9 112.6 55.0 153.5 678.5 Fb : Allowable psi 874.0 873.6 873.1 873.6 874.0 873.0 869.1 Bending OK Bending OK Bending OK Bending OK Bending OK ' Bending OK Bending OK fv : Actual psi 4.1 13.5 18.6 13.5 6.9 14.9 65.5 Fv : Allowable psi 170.0 170.0 170.0 170.0 170.0 170.0 170.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 186.00 380.80 446.60 380.80 249.60 357.60 1,819.46 LL lbs 48.00 224.00 264.00 224.00 144.00 192.00 1,348.66 Max. DL+LL lbs 234.00 604.80 710.60 604.80 393.60 549.60 3,168.12 @ Right End DL lbs 186.00 380.80 446.60 380.80 249.60 357.60 1,445.14 LL lbs 48.00 224.00 264.00 224.00 _ 144.00 192.00 974.34 Max. DL+LL lbs 234.00 604.80 710.60 604.80 393.60 549.60 2,419.48 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.000 -0.002 -0.007 -0.002 -0.001 -0.007 -0.059 UDefl Ratio 62,568.1 17,190.6 7,752.9 17,190.6 46,625.3 8,136.0 1,782.7 Center LL Defl in -0.000 -0.001 -0.004 -0.001 -0.000 -0.004 -0.043 UDefl Ratio 242,451.5 29,224.1 13,115.3 29,224.1 80,817.2 15,153.2 2,436.8 Center Total Defl in -0.001 -0.004 -0.011 -0.004 -0.001 -0.011 -0.103 Location ft 1.200 1.600 2.200 1.600 1.200 2.400 4.224 UDefl Ratio 49,733.6 10,823.7 4,872.6 10,823.7 29,567.3 5,293.7 1,029.6 Matt Parisek, P.E. - P,.• 36 2201 Francisco Dr. #140-452 EI Dorado Hills, CA •95762 ` (916) 952-6965';. ' matt@parisekengineering.com Rev: 580000 User: KW -0604442, Ver 5.8.0, , 1 -Dec -2003 Timber Beam & Joist _ (c)1983-2003 ENERCALC Engineering Software monarch desert div.ecw.LOT 346 Description Lot 346 H57.'H63 ' ,Timber Member Information .. Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined. 't H57 r ,, H58 H61 H62 H63 Timber Section 6X10 6x10 - 6x8' 6X8' 6X8 Beam Width in 5.500 5.500 5.500 5.500 5.500. ' Beam Depth in 9.500 9.500 _ 7.500 7.500 7.500 Le: Unbraced Length ft 5.80 5.80 3.20 3.20 3.20 ' Timber Grade Douglas Fr - Larch, Douglas Fir - Larch, �, Douglas Fir - Larch, Douglas Fir - Larch, 'Douglas Fir - Larch, Fb - Basic Allow psi 875.0 875.0- 875.0 875.0 875.0 Fv - Basic Allow ' psi 170.0 170.0. 170.0 170.0 170.0 • Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor . 1.000 1.000 r 1.000 1.000 1.000 Member Type Sawn Sawn Sawn Sawn Sawn- awn Repetitive Repetitive Status No No No No No ' Center Span Data - Span ft 5.80 5.80 •, - 3.20 3.20 3.20 Dead Load #fft 258.00 293.00 179.00 91.00 219.00 Live Load Wit 200.00 156.00 100.00 40.00 84.00 Point#1. DL lbs 1,293.00 LL lbs 880.00 ' @ X ft 1.200 R@sults Ratio = 0.3204 0.3141 0.0951 0.4754 0.1033 Mmax @ Center in -k 23.11 • 22.66 - 4.29 21.41 • 4.65 - ' @ X = ft 2.90 2.90 - 1.60 1.20 1.60 fb : Actual psi 279.4 273.9 83.1 415.i'- ,. 90.3 Fb : Allowable psi 871.8 871.8 873.6 873.6 1 873.6 X _ Bending OK Bending OK Bending OK Bending OK Bending OK ' fv : Actual psi 27.8 27.2 10.0 54.1 10.9 Fv : Allowable psi 170.0 '170.0 170.0 170.0 170.0 Shear OK Shear OK 'Shear OK Shear OK Shear OK 4 Reactions r @ Left End DL lbs 748.20 849.70 286.40 953.72 350.40 LL lbs 580.00 452.40 160.00. 614.00 134.40 Max. DL+LL lbs 1,328.20 1,302.10 446.40 1,567.72 484.80 @ Right End DL lbs . 748.20 849.70 + 286.40 630.47 350.40 LL rlbs 580.00 452.40 • 160.00 394.00 134.40 ` Max. DL+LL lbs 1,328.20` 1,302.10. 446.40 1,024.47 484.80 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK. , Center DL Defl in '-0.013 • -0.015 -0.002 -0.006 -0.002 L/Defl Ratio5,412.6 + 4,766.0 ' 22,856.8 5,970.7 18,682.1 ` Center LL DO - in ; -0.010 -0.008. -0.001 -0.004 -0.001 i L/Defl Ratio , 6,982.2 8,951.5 40,913.7 9,203.6 48,706.8 Center Total Defl in -0.023 -0.022 z -0.003 -0.011 ., -0.003 • Location ft 2.900 2.900' 1.600 1.498 1.600 L/Defl Ratio' 3,049.0 3,110.1 14,664.4 3,621.4 i ..,.,*13,502.9 Matt Parisek, P.E. 2201 Francisco Dr. #140-452 EI Dorado Hills, CA 95762 (916) 952-6965 naaLpariseKengineermg.com Rev: 5800ft WO...2,Ver5.8.0, 1 -Dec -2003 Timberr ftmre �Description Lot 346 H64 -H70 a��A�c���ca�:�a�a�a��aA�aa�������\������cao��c.�� P. 37 monarch desert div.ecw.LOT 346 Timber Member InformatiOrl .._ Code Ref: 2001 NDS, 2,003 IBC, 2003 NFPA 5000. Base allowables are,user defined. . H64 H65 H66 H67 H68 H69 H70 Timber Section 496.00 6x8 6x8 6x8 6x10 5.125x16.5 5.125x16.5 VersaL.am7x11.875 Beam Width in 5.500 5.500 5.500 5.500 5.125 5.125 7.000 Beam Depth in 7.500 7.500 7.500 9.500 16.500 16.500 11.880 Le: Unbraced Length ft 5.40 3.70 6.40 8.20 17.00 17.00 3.20 Timber Grade 128.00 Douglas Fir - Larch, Douglas Fir - Larch, Douglas Fir - Larch, Douglas Fir - Larch, Douglas Fir, 24F - V Douglas Fir, 24F - V Boise 2800, Versa La Fb - Basic Allow psi 875.0 875.0 875.0 875.0 2,400.0 2,400.0 2,800.0 Fv - Basic Allow psi 170.0 170.0 170.0 170.0 165.0 165.0 285.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,500.0 1,500.0 2,000.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Member Type in Sawn Sawn Sawn Sawn Glul-am Glul-am Manuf/Pine Repetitive Status No No No No No No No Center Span Data in -0.054 -0.012 -0.029 -0.077 -0.434 -0.330 -0.005 Span ft 5.40 3.70 6.40 8.20 17.00 17.00 2.30 Dead Load #/ft 468.00 468.00 155.00 309.00 444.00 350.00 26.00 Live Load #/ft 236.00 236.00 40.00 80.00 220.00 156.00 40.00 Point#1 DL lbs 11,760.00 LL lbs 9,410.00 @X ft 1.300 Results Ratio = 0.6842 0.3210 0.2663 0.5447 0.5573 0.4247 0.7580 Mmax @ Center in -k 30.79 14.46 11.98 39.23 287.84 219.35 143.79 @ X= ft 2.70 1.85 3.20 4.10 8.50 8.50 1.30 fb : Actual psi 597.2 280.4 232.4 474.3 1,237.8 943.3 873.3 Fb : Allowable psi 872.8 873.4 872.4 870.7 2,220.9 2,220.9 2,793.6 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv : Actual psi 53.6 31.4 18.3 37.0 84.1 64.1 216.0 Fv : Allowable psi 170.0 170.0 170.0 170.0 165.0 165.0 285.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 1,263.60 865.80 496.00 1,266.90 3,774.00 2,975.00 5,142.94 LL lbs 637.20 436.60 128.00 328.00 1,870.00 1,326.00 4,137.30 Max. DL+LL lbs 1,900.80 1,302.40 624.00 1,594.90 5,644.00 4,301.00 9,280.25 @ Right End DL lbs 1,263.60 865.80 496.00 1,266.90 3,774.00 2,975.00 6,676.86 LL lbs 637.20 436.60 128.00 328.00 1,870.00 1,326.00 5,364.70 Max. DL+LL lbs 1,900.80 1,302.40 624.00 1,594.90 5,644.00 4,301.00 12041.55 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.036 -0.008 -0.023 -0.062 -0.290 -0.229 -0.003 UDefl Ratio 1,819.2 5,655.5 3,299.5 1,599.2 703.6 892.6 10,685.8 Center LL Defl in -0.618 -0.004 -0.006 -0.016 -0.144 -0.102 -0.002 UDefl Ratio 3,607.7 11,215.1 12,785.5 6,177.0 1,420.0 2,002.6 13,314.7 Center Total Defl in -0.054 -0.012 -0.029 -0.077 -0.434 -0.330 -0.005 Location ft 2.700 1.850 3.200 4.100 8.500 8.500 1.196 UDefl Ratio 1,209.4 3,759.6 2,622.7 1,270.3 470.5 617.4 5,928.1 Matt Parisek,•P.E. P. 38 ' 2201 Francisco Dr.-#140-452 EI Dorado Hills, CA 95762 (916) 952-6965 matt@parisekengineering.com Rev:580000 User: KW-0604442, Ver 5.8.0, 1-Dec-2003 g Timber Beam & Joist (c)1983-2003 ENERCALC Engineering Software monarch desert div.ecw.LOT 346 Description Lot 346 1-171-1-172 Timber Member "Information Code Ref:.2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables,are user defined. H71 H72 Timber Section saLam5.25xl1.87VersaLam5.25x11.87 Beam Width in 5.250 5.250 Beam Depth in 11.880 11.880 Le: Unbraced Length ft .5.70 8.40 Timber Grade oise 2800, Versa La oise 2800, versa La Fb - Basic Allow psi 2,800.0 2,800.0 Fv - Basic Allow psi 285.0 285.0 Elastic Modulus ksi 2,000.0 2,000:0 Load Duration Factor 1.000 1.000 Member Type Manuf/Pine Manuf/Pine Repetitive Status ' No No Center Span Data Span ft 5.70 8.40 Dead Load #At 208.00 483.00 Live Load #/ft 120.00 220.00 Point #1 DL lbs 4,910.00 2,172.00 LL lbs 2,700.00 1,414.00 @ X ft 4.000 4.000 Results Ratio = 0.5024 0.4811 Mmax @ Center in-k 122.10 164.36 @ X = ft 3:99 4.00 fb : Actual psi " 988.7 1,330.9 Fb : Allowable psi 2,777.7 2,766.5 Bending OK Bending OK fv : Actual psi 143.2 99.7 Fv : Allowable psi 285.0 285.0 Shear OK Shear OK Reactions @ Left End DL lbs 2,057.19 3,166.31 LL lbs 1,147.26 1,664.67 Max. DL+LL lbs 3,204.45 4,836.98. @ Right End DL lbs 4,038.41 3,062.88 LL lbs 2,236.74 '1,597.33 , Max. DL+LL lbsi 6,275.15 4,660.22 Deflections Ratio OK Deflection OK Center DL Defl in -0.021 -0.068 UDefl Ratio 3,234.1 1,474.4 Center LL Defl in -0.012 -0.037 UDefl Ratio 5,836.0 2,702.6 Center Total Defl in -0.033 -0.106 Location - ft 3.101 4.166 UDefl Ratio 2,080.9 954.0 Matt Parisek, P.E. P . 3 9 2201 Francisco Dr. #140-452 EI Dorado Hills, CA 95762 (916) 952-6965 matt@parisekengineering.com Rev: 580000 User: Kw -0604442, Ver 5.8.0, 1 -Dec -2003 Steel Beam Design (c)1983-2003 ENERCALC Engineering Software monarch desert div.ecw.LOT 346 Description Lot 346 FBS1- Hold Down Loads + General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section: W14X68 Fy 36.00ksi Pinned -Pinned Load Duration Factor 1.00 Center Span 26.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 1.50 ft LL & ST Act Together Right Cant 0.00 ft Lu : Unbraced. Length 4.00 ft Distributed Loads Note! Short Term Loads Are 1MND Loads. #1 #2 #3 #4 #5 #6 #7 DL 0.135 0.311 0.024 0.160 k/ft LL 0.092 0.212 0.400 k/ft .ST k/ft Start Location 4.600 21.400 ft End Location 21.400 26.000 26.000 26.000 ft Point Loads Note! Short Term Loads Are WIND Loads. #1 #2 #3 #4 #5 #6 #7 Dead Load 2.244 2.480 4.910 - k Live Load 1.116 1.327 2.700 1.555 -1.555 0.490 k Short Term k Location -1.500 6.400 21.400 18.400 22.000 22.000 ft Summary Beam OK Static Load Case Governs Stress Using: W14X68 section, Span = 26.00ft, Fy = 36.Oksi, Left Cant. = 1.50ft, Right Cant. = 0.0oft End Fixity = Pinned -Pinned, Lu = 4.00ft, LDF = 1.000 Actual Allowable Moment 106.999 k -ft 203:940 k -ft Max. Deflection -0.639 in fb : Bending Stress 12.466 ksi 23.760 ksi Length/DL Defl 671.6 :1 fb I Fb 0.525 : 1 Length/(DL+LL Defl) 314.5 :1 Shear 19.843 k 83.903 k fv : Shear Stress 3.406 ksi 14.400 ksi fv I Fv 0.236 : 1 Force & Stress Summary . «_ These columns are Dead + Live Load placed as noted -» DL LL LL+ST LL LL+ST Maximum Only (aI) Center. (ZD Center Cants Cants Max. M + 107.00 k -ft 50.77 107.00 50.02 k -ft Max. M - -3.44 -3.44 -5.12 k -ft Max. M @ Left -3.44 -3.44 -5.12 k -ft Max. M @ Right - k -ft Shear @ Left 15.23 k 7.41 15.23 7.47 k Shear @ Right 19.84 k 10.23 19.84 10.17 k Center Defl. -0.639 in -0.306 -0.639 -0.639 -0.300 -0.300 in Left Cant Defl 0.114in 0.054 0.114 0.114 0.052 0.052 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 18.76 9.75 17.58 17.58 10.93 10.93 k Reaction @ Rt 19.84 10.23 19.84 19.84 10.17 10.17 k Fa calc'd per Eq. E2-1, K'L/r < Cc I Beam Passes Table B5.1, Fb per Eq. F1-1, Fb = 0.66 Fy Matt Parisek, P.E. 2201 Francisco Dr. #140-452 EI Dorado Hills, CA 95762 (916) 952-6965 m attAparise kens i neeri nci.com P. 40 User: KVV-0604442, Ver 5.8.0, .- 00Designeam (01983-2003 ENERCALC Engineering So"re monarch desert div.ecw.LOT 346 Description Lot 346 FBS 1 - .. Down Loads t Section Properties W14X68 Depth' 14.040 in Weight 67.93 #/ft Web Thick 0.415 in Ixx 723.000 in4 Width 10.035 in lyy 121.000 in4 . Flange Thick 0.720 in Sxx 103.000 in3 Area 20.00 in2 Syy 24.200 in3 Rt 2.710 in R-xx 6.010 in Values for LRFD Design.... R-yy. 2.460 in J 3.020 in4 Zx 115.000 in3 CW 5,380.00 in6 Zy 36.900 in3 K 1.310 in t Matt Parisek, P.E. 2201 Francisco Dr. #140-452 EI Dorado Hills, CA 95762 (916) 952-6965 matt@parisekengineering.com Rev: 580000 User: KW -0604442, Ver 5.8.0, 1 -Dec -2003 (c)1983-2003 ENERCALC Engineering Software Description Lot 346 FBS 1 - General Information . Steel Section: W1 4X68 Center Span, Left Cant. Right Cant Lu : Unbraced Length Distributed Loads #1 DL 0.135 LL 0.092 ST Start Location 4.600 End Location 21.400 Point Loads Dead Load Live Load Short Term Location 26.00 ft 1.50 ft 0.00 ft 4.00 ft P. 41 Note! Short Term Loads Are 1MND Loads. #2 #3 #4 #5 #6 #7 0.311 0.024 0.160 k/ft 0.212 0.040 k/ft k/ft 21.400 ft 26.000 ` 26.000 26.000 ft 1 #2 #3 #4 2.244 2.480 4.910 1.116 1.327 2.700 -1.555 -1.500 6.400 21.400 18.400 Note! Short Term Loads Are 1MND Loads. k 1.555 -0.490 k k 22.000 22.000 ft Beam OK Static Load Case Governs Stress Force & Stress Summary Using: W14X68 section, Span = 26.00ft, Fy = 36.Oksi, Left Cant. = 1.50ft, Right Cant. = O.00ft End Fixity = Pinned -Pinned, Lu .= 4.00ft, LDF = 1.000 Actual Allowable DL Moment 68:607 k -ft 203.940 k -ft Max. Deflection -0.418 in LL+ST fb : Bending Stress 7.993 ksi 23.760 ksi Length/DL Defl 671.6 : 1 LL+ST fb I Fb 0.336:1 Maximum Length/(DL+LL Defl) 483.1 :1 Center Shear 14.764 k 83.903 k Cants fv : Shear Stress 2.534 ksi 14.400 ksi Max. M + fv I Fv 0.176 : 1 Force & Stress Summary «- These columns are Dead + Live Load placed as noted ->> DL LL LL+ST LL LL+ST Maximum Only Center (W Center Cants Cants Max. M + 68.61 k -ft 50.77 68.61 50.02 k -ft Max. M - -3.44 -3.44 -5.12 k -ft Max. M @ Left -3.44 -3.44 -5.12 k -ft Max. M @ Right " k -ft Shear @ Left 9.97 k 7.41 9.97 7.47 k Shear @ Right 14.76 k 10.23 14.76 10.17 k Center Defl. -0.418 in -0.306 -0.418 -0.418 -0.300 -0.300 in Left Cant Defl 0.075in 0.054 0.075 0.075 . 0.052 0.052 in Right Cant Defl 0.000 in 0.000 0.000, 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 13.50 9.75 12.32 12.32 10.93 10.93 k Reaction @ Rt 14.76 10.23 14.76 14.76 10.17 10.17 k Fa calc'd per Eq. E2-1, K'Llr < Cc I Beam Passes Table B5.1, Fb per Eq. F1-1, Fb = 0.66 Fy f Matt Parisek, P.E. 2201 Francisco Dr. #140-452 P. 42 EI Dorado Hills, CA 95762 (916) 952-6965 matt@parisekengineering.com Design580000 KVV-0604442, Ver 5.8.0, I -Dec -2003 983-2003 ENERCALC Engineering Software Steel Beam Description Lot 346 FBS1- Hold Down Loads - Section Properties W14X68 Depth 14.040 in Weight 67.93 #!ft Web Thick 0.415 in ha 723.000 in4 Width 10.035 in lyy 121.000 in4 Flange Thick 0.720 in Sxx 103.000 in3 Area 20.00 in2 Syy 24.200 in3 Rt 2.710 in R -roc 6.010 in Values for LRFD Design.... R-yy 2.460. in J 3.020 in4 Zx 115.000 in3 CW 5,380.00 in6 Zy 36.900 in3 K 1.310 in ti Matt Parisek, P.E. P. 43 2201 Francisco Dr. #140-452 EI Dorado Hills, CA 95762 (916) 952-6965 matt@parisekengineering.com Rev:580000 p User: KW -0604442, Ver 5.8.0, 1 -Dec -2003 Seel Beam ®eSlgn (c)1983-2003 ENERCALC Engineering Software monarch desert div.ww..LOT 346 Description Lot 346 FBS2- Hold Down Loads + General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section: W1 4X82 #3 #4 Fy 36.00ksi 1.592 2.742 Pinned -Pinned Load Duration Factor 1.00 Center Span 24.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 1.40 ft LL & ST Act Together Using: W14X82 section, Span .= 24.00ft, Fy = 36.Oksi, Left Cant. = 1.40ft, Right Cant. = Right Cant 1.40 ft ...Query Defl @ 0.000 ft 0.000 Lu : Unbraced Length 4.00 ft 0.000 0.000 in Distributed Loads 14.98 23.85 Note! Short Term Loads Are 1MND Loads. #1 #2 #3 #4 #5 #6 #7 DL 0.832 Moment 127.454 k -ft k/ft LL 0.678 -0.514 in k/ft ST 12.435 ksi 23.760 ksi k/ft Start Location -1.400 ft End Location 25.400 ft Point Loads #1 Dead Load. 2.433 Live Load 2.130 Short Term Location -1.400 •2 #3 #4 1.436 1.592 2.742 0.812 0.899 1.744 18.000 24.600 25.400 Note! Short Term Loads Are 1MND Loads. #5 #6 #7 k -1.543 1.543 3.069 k k 7.300 10.100 18.400 ft Quinrr1dFY -0.262 -0.514 -0.514 -0.244 Beam OK Left Cant Defl 0.092in 0.047 0.092 0.092 0.043 0.043 in Static Load Case Governs Stress 0.052 0.105 Using: W14X82 section, Span .= 24.00ft, Fy = 36.Oksi, Left Cant. = 1.40ft, Right Cant. = 1.40ft 0.047 in ...Query Defl @ 0.000 ft 0.000 End Fixity = Pinned -Pinned, Lu = 4.00ft, LDF = 1.000 0.000 0.000 0.000 in Reaction @ Left 27.09 14.98 23.85 Actual Allowable. 18.06 k Reaction @ Rt 32.74 17.71 28.99 Moment 127.454 k -ft 243.540 k -ft Max. Deflection -0.514 in fb : Bending Stress 12.435 ksi 23.760 ksi Length/DL Defl 649.0: 1 fib / Fb 0.523:1 Length/(DL+LL Defl) 320.1 :1 Shear 23.379 k 105.093 k fv : Shear Stress 3.203 ksi 14.400 ksi fv I Fv 0.222 :1 Force & Stress Summary «- These columns are Dead + Live Load placed as noted -» DL LL LL+ST LL LL+ST Maximum Only 0 Center Center Cants Cants Max. M + 127.45 k -ft 65.16 127.45 61.51 k -ft Max. M - -5.69 -5.69 -9.34 k -ft Max. M @ Left -4.30 -4.30 -7.95 k -ft Max. M @ Right -5.69 -5.69 -9.34 k -ft Shear @ Left 20.14 k 11.27 20.14 11.27 k Shear @ Right 23.38 k 12.10 23.38 12.10 k Center Defl. -0.514 in -0.262 -0.514 -0.514 -0.244 -0.244 in Left Cant Defl 0.092in 0.047 0.092 0.092 0.043 0.043 in Right Cant Defl 0.105 in 0.052 0.105 0.105 0.047 0.047 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 27.09 14.98 23.85 23.85 18.06 18.06 k Reaction @ Rt 32.74 17.71 28.99 28.99 21.31 21.31 k Fa calc'd per Eq. E2-1, K'Ur < Cc I Beam Passes Table B5.1, Fb per Eq. F1-1, Fb = 0.66 Fy Matt Parisek, P.E. 2201 Francisco Dr. #140-452 P : 4 4 EI Dorado Hills, CA 95762' ' (916) 952-6965 matt@parisekengineering.com Rev:580000 User: KW -0604442, Ver 5.8.0, 1 -Dec -2003 Steel Beam Design(c)1983-2003 ENERCALC Engineering Software , . monarch desert div.ecw.LOT 346 Description Lot 346 FBS2- Hold Down Loads + / Section Properties * WI 4X82 Depth 14.310 in Weight 81.86 M Web Thick 0.510 in ha 882.000 in4 Width 10.130 in lyy 148.000 in4 Flange Thick 0.855 in Sxx 123.000 in3 Area 24.10 in2 Syy 29.300 in3 Rt 2.740 in R-xx 6.050 in Values for LRFD Design.... R-yy 2.480 in J 5.080 in4 Zx 139.000 in3 CW 6,710.00 in6 Zy 44.800 in3 K 1.450 in Matt Parisek, P.E. 2201 Francisco Dr. #140-452 EI Dorado Hills, CA 95762 (916) 952-6965 P. 45 Us r: KVV-0604"2, Ver 5.8.0, 1 -Dec -2003 Actual Steel Beam Design Moment (c)(1,983-2003 ENERCALC Engineering Software Su»u�F.uuVA�u��.iuriiou�u�A�`Sauu�uuuuu�w��'��u�uu�uuuu�ur �SYu�4u�uF@��u�S�uu�Zuu�u�� �u@�el�uV�Au�u�u��uu�.u�u�CUAu���u��u�u�c���cauca�o� monarch desert div.ecw.LOT 346 escription Lot 346 FBS2- Hold Dowh'LO'* ads e u'p��� �u2S�'�u���ca'Cuu�Vuu�uuu�SOC�., 0.473 :1 LL Shear • • 105.093 k ••- � 11 11 111 auuuuu�uu��auuu�u��a�uu�uuuu�cuua uuuu�suws��uuuu�ou���u�uu��uuau�u�u�w�ou�v���u Section:Steel W14X82 u�u�uuuu�.au�u� suo�����uouuuu�uu��� a uuu� auuuuu��wuuuuuu�iuu�u�uuue: uuuua�uu�uuuu u�uti�uucuuuuuuuau a..u......u�uuuu�uuuu�uu�wuu�u ,¢:a Fy 36.00ksi Cants Max. M + 115.12 k -ft Pinned -Pinned Load Duration Factor11 Center Span 24.00 ft Bm W. Added to Loads Elastic Modulus• 1111 ksi Left Cant. 1 ft LL & ST Act Together -9.34 Right Cant 1 ft -4.30 -4.30 Unbraced Length 4.00 ft k -ft Max. M @ Right Distributed Loads -5.69 Note! Short Term Loads Are V\AND Loads. s�uu��uuuu�uuuuuu�:vauu�utau�:���uuuuuuu�uc�ro��uu�urauuu�u�u��t��mu�uu�uSa�uuuuuuu�uu�uuu��u�auw�uuuuSauu.�u�ou»c�i��uusauu�uuuu�uuuuu�uuuuu�u��.u�u�uu�a�uuuu��auuc�u��.uc��uuu�uu�u��.a�c��u�uuu�u��xa Shear @ Left 19.85 k 11.27 19.85 DL 0.832 11.27 k Shear @ Right 20.87 k 0.678 20.87 12.10 ST Center Defl. -0.469 in -0.262 ktft Start Location -1.400 4244 -0.244 in ft • Location25.400 0.086 0.086 ft Point Loads Right Cant Defl 0.094 in 0.052 Note! Short Term Loads Are WIND Loads. ���uu��.r��uuuuuu�:a��uuuuuuuua�����uu�u�uu��uu��uu�uuuu�u�x�uu��au�u�+u\uc:�u���e����u��uu�cu�uuru�uuuu����uu��uc���ucca�uu���u�u��c���auu��u�u�mcuu��. 0.047 0.047 in ...Query Defl @ 0.000 ft .• Load 0.000 0.000 0.000 Live •_• 2.130 0.8120.8990.265 14.98 23.56 Short Term 18.06 18.06 k k Location -411 18.000 24.600 25.400 7.300 10.100 18.400 ft Using: W14X82 section, Span = 24.00ft, Fy = 36.Oksi, Left Cant. = 1.40ft, Right Cant. = 1.40ft End Fixity = Pinned -Pinned, Lu = 4.00ft, LDF = 1.000 Beam OK Static Load Case Governs Stress Max. Deflection -0.469 in Length/DL Defl 649:0 :1 Length/(DL+LL Defl) 357.9 :1 Force & Stress Summary Actual Allowable Moment 115.119 k -ft 243.540 k -ft fb : Bending Stress 11.231 ksi 23.760 ksi fib / Fb 0.473 :1 LL Shear 20.869 k 105.093 k fv : Shear Stress 2.860 ksi 14.400 ksi fv I Fv 0.199 :1 Cants Beam OK Static Load Case Governs Stress Max. Deflection -0.469 in Length/DL Defl 649:0 :1 Length/(DL+LL Defl) 357.9 :1 Force & Stress Summary «- These columns are Dead + Live Load placed as noted --» DL LL LL+ST LL LL+ST Maximum Only Center a Center Cants Cants Max. M + 115.12 k -ft 65.16 115.12 61.51, k -ft Max. M - -5.69 -5.69 -9.34 k -ft Max. M @ Left -4.30 -4.30 -7.95 k -ft Max. M @ Right -5.69 -5.69 -9.34 k -ft Shear @ Left 19.85 k 11.27 19.85 11.27 k Shear @ Right 20.87 k 12.10 20.87 12.10 k Center Defl. -0.469 in -0.262 -0.469 -0.469 4244 -0.244 in Left Cant Defl 0.086in 0.047 0.086 0.086 0.043 0.043 in Right Cant Defl 0.094 in 0.052 0.094 0.094 0.047 0.047 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 26.79 14.98 23.56 23.56 18.06 18.06 k Reaction @ Rt 30.23 17.71 26.48 26.48 21.31 21.31 k Fa calc'd per Eq. E2-1, K'L/r < Cc I Beam Passes Table B5.1, Fb per Eq. F1-1, Fb = 0.66 Fy Matt Parisek, P.E. = 2201 Francisco Dr. #140-452 EI Dorado Hills, CA 95762 (916)952-6965 matt@parisekengineering.com Rev: 580000 User: KW -0604442, Ver 5.8.0, 1 -Dec -2003 (01983-2003 ENERCALC Engineering Software Description Lot 346 FBS2- Hold P. 46 monarch desert div.ecw:LOT 346 Section Properties W14X82 Depth 14.310 in Weight 81.86 #/ft Web Thick 0.510 in Ixx 882.000 in4 Width 10.130 in lyy 148.000 in4 Flange Thick 0.855 in Sxx 123.000 in3 Area 24.10 in2 Syy 29.300 in3 Rt 2.740 in R-xx 6.050 in Values for LRFD Design.... R-yy 2.480 in J 5.080 in4 Zx 139.000 in3 CW 6,710.00 in6 Zy 44.800 in3 K 1.450 in Matt Parisek, P.E. 2201 Francisco Dr. #140-452 EI Dorado Hills, CA 95762 (916) 952-6965 matt@parisekengineering.com Rev: 580000 user: KVV-0604442. Ver 5.8.0,1 -Dec -2003 Timber Beam & Jois- (c)1983-2003 ENERCALC Engineering Software , Description Lot 346 F134, F139, F1317- Hold Down Loads Timber Member Timber Section Beam Width Beam Depth Le: Unbraced Length Timber Grade Fb - Basic Allow Fv - Basic Allow Elastic Modulus Load Duration Factor Member Type Repetitive Status Center Span Data Span Dead Load Live Load Point #1 DL LL @X Point #2 DL LL @X Point #3 DL LL @X Results Mmax @ Center @X= fb : Actual Fb : Allowable fv : Actual Fv : Allowable P. 47 monarch desert div.ecw.LOT 346 iatipn Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000., Base allowables are user defined. FB4+ FB4 F89+ FB9- F817+ FB17- ersaLam5.25x14 VersaLam5.25x14 Versal.em1.75x14 Versal-am1.75x14 5.125x21 5.125x21 in 5.250 5.250 1.750 1.750 5.125 5.125 in 14.000 14.000 .14.000 14.000 21.000 21.000 ft 2.00 2.00 2.00 2:00 2.00 2.00 oise 2800, Versa La oise 2800, Versa LzBoise 2800, Versa La Boise 2800, Versa La Douglas Fir, 24F - V Douglas Fir, 24F - V Si 2,800.0 2,800.0 2,800.0 2,800.0 2,400.0 2,400.0 Si 285.0 - 285.0 285.0 285.0 165.0 165.0 Si 2,000.0 2,000.0 2,000.0 2,000.0 1,500.0 1,500.0 1.000 1.000 1.000 1.000 1.000 1.000 Manuf/Pine Manuf/Pine Manuf/Pine Manuf/Pine Glul-am Glul-am No No No No No No 2,333.9 -0.060 Bending OK Bending OK Bending OK Bending OK .15.00 15.00 5.00 11.80 15.00 15.00 655.00 655.00 411.00 25.00 800.00 282.00 360.00 360.00 240.00 2,280.44 624.00 451.00 2,209.80 1,412.00 lbs 232.00 282.00 1,935.00 -1,935.00 748.00 2,360.00 451.00 451.00 11.200 11.200 3.000 3.000 6.200 6.200 lbs -1,935.00 1,935.00 2,336.00 -2,313.00 2,556.00 -2,556.00 ft 15.000 15.000 2.000 7.000 1,592.30 147.50 lbs 2,280.44 LL lbs90.20 2,209.80 2,300.80 lbs 5,455.78 3,135.89 Max. DL+LL lbs02.70 -2,556.00 2,556.00 3,893.10 966.62 11591.89 5,416.32 @ Right End DL 3.000 3.000 Ratio = 0.8107 0.6264 0.6741 0.2174 0.6735 0.5657 in -k 388.10 299.86 78.41 33.17 460.22 326.09 ft 7.98 7.02 2.40 2.97 7.68 6.36 psi 2,263.0 1,748.5 1,371.6 580.2 1,221.7 865.7 psi 2,791.5 2,791.5 2,669.1 2,669.1 2,333.9 2,333.9 -0.060 Bending OK Bending OK Bending OK Bending OK Bending OK - Bending OK psi 161.2 121.7 192.1 57.4 111.1 93.3 psi 285.0 285.0 285.0 285.0 165.0 165.0 2,912.4 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs74,9112.50 12.50 4,912.50 1,592.30 147.50 6,136.10 2,280.44 LL lbs90.20 2,209.80 2,300.80 819.12 5,455.78 3,135.89 Max. DL+LL lbs02.70 7,122.30 3,893.10 966.62 11591.89 5,416.32 @ Right End DL lbs 4,912.50 1,874.70 147.50 6,095.89 2,231.56 LL lbs 2,209.80 3,190.20 1,983.20 -772.12 4,355.21 4,080.11 Max. DL+LL lbs 7,122.30 8,102.70 3,857.90 -624.62 10451.10 6,311.67 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.311 -0.311 -0.015 -0.014 -0.158 -0.060 L/Defl Ratio 579.3 579.3 4,072.3 10,391.9 1,138.2 3,016.5 Center LL Defl in -0.239 -0.103 -0.021 0.049 -0.099 -0.125 L/Defl Ratio 752.7 1,741.2 2,912.4 2,910.2 1,817.7 1,436.2 Center Total Defl in -0.550 -0.414 -0.035 0.036 -0.257 -0.185 Location ft 7.620 7.380 2.500 7.552 7.560 7.320 L/Defl Ratio 327.5 435.2 1,699.6 3,916.0 700.1 973.2 Matt Parisek, P.E. ]? 4 8 2201 Francisco Dr. #140-452 EI Dorado Hills, CA 95762 (916) 952-6965 matt@parisekengineering.com Rev: 580000 User: KVV-0604M2, Ver 5.8.0, 1 -Dec -2003 Timber BeamJ®I$t (c)1983-2003 ENERCALC Engineering Software monarch desert div.erw:LOT 346 Description Lot 346 LVL1, LVL2- Hold Down Loads Timber Member Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined. LVLT + LVL1 - LVL2 + LVL2 - Timber Section ersaLam1.75x14 VersaLam1.75x14 VersaLam1.75x14 VersaLam1.75x14 Beam Width in 1.750 1.750 1.750 1.750 Beam Depth in 14.000 14.000 14.000 14.000 Le: Unbraced Length ft 2.00 2.00 2.00 2.00 Timber Grade oise 2800, Versa La oise 2800, Versa La Boise 2800, Versa LaBoise 2800, Versa La Fb - Basic Allow psi 2,800.0 2,800.0 2,800.0 2,800.0 Fv - Basic Allow psi 285.0 285.0 285.0 285.0 Elastic Modulus ksi 2,000.0 2,000.0 2,000.0 2,000.0 Load Duration Factor 1.000 1.000 1.000 1.000 Member Type Manuf/Pine Manuf/Pine Manuf/Pine Manuf/Pine Repetitive Status No No No No Center Span Data Span ft 11.80 11.80 4.60 4.60 Dead Load #/Ft 25.00 25.00 25.00 25.00 Live Load #fft 40.00 40.00 40.00 40.00 Point #1 DL lbs LL lbs 2,360.00 -2,360.00 2,313.00 -2,313.00 @ X ft 3.000 3.000 3.200 3.200 Point #2 DL lbs LL Ib -2,313.00 2,313.00 @ X ft 7.000 7.000 Results Ratio = 0.2586 0.3757 0.3616 0.3359 Mmax @ Center in -k 39.46 57.32 28.75 0.00 @ X = ft 2.97 6.99 . 3.20 0.00 fb : Actual psi 690.3 1,002.8 502.9 0.0 Fb : Allowable psi 2,669.1 2,669.1 2,669.1 2,669.1 Bending OK Bending OK Bending OK Bending OK fv : Actual psi 69.1 66.2 103.1 95.7 Fv : Allowable psi 285.0 285.0 285.0 285.0 Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 147.50 147.50 57.50 57.50 LL lbs 1,055.12 -583.12 795.96 -011.96 Max. DL+LL lbs 1,202.62 -435.62 853.46 -554.46 @ Right End DL lbs 147.50 147.50 57.50 57.50 LL lbs -536.12 1,008.12 1,701.04 -1,517.04 Max. DL+LL lbs -388.62 1,155.62 1,758.54 -1,459.54 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Center DL DO in -0.014 -0.014 -0.000 -0.000 L/Defl Ratio 10,391.9 10,391.9 175,415.3 175,415.3 Center LL DO in 0.029 -0.069 -0.009 0.008 L/Defl Ratio 4,910.4 2,048.3 6,344.5 7,163.6 Center Total DO in -0.017 -0.082 -0.009 0.007 Location ft 2.738 7.033 2.502 2.558 L/Defl Ratio 8,235.2 1,724.3 6,125.2 7,464.1 Matt Parisek, P.E. Project: Lot 346 Sheet: 49 2201 Francisco Dr. #140-452, El Dorado Hills, CA The Hideaway (916) 952-6965 matt@parisekengineering.com La Quinta, CA Date: 10114114 TIMBER COLUMN DESIGN - Based on 2001 California Building Code (1991 NDS). - Allowable loads were calculated with "Enercalc" program. - Columns loads were calculated using D.F. Larch #2/ better posts. - To simplify the calculations, all loads were assumed to be at full duration (dead load only). No allowable stress increases were taken for live loads. - Lengths shown are for the maximum distances between lateral supports. Double trimmers were assumed to be laterally supported at 1/2 the length shown in the weak -axis (supported in the x-axis for y-axis bucking), and single trimmers at 1/3 the length. Length Column Allowable Loads (lbs) Size 7' 8' 9' 10' 12' 14' 16' 18' 20' (2)2x4 4,100 3,370 Z800 Z320 1,670 1,250 960 770 620 (2)2x6 6,200 5,200 4,370 3,650 2,620 1,960 1,500 1,210 980 (2)2x8 8,200 6,800 5,700 4,770 3,420 Z580 2,000 1,590 1,270 (3)2x4 6,800 6,000 5,100 4,420 3,270 Z480 1,920 1,550, 1,250 (3)2x6 13,600 1Z600 11,400 10,100 7,900 6,100 4,870 3,9301 3,220 (3)2x8 17,300 16,100 14,700 13,100 10,200 8,000 6,400 5,100 4,250 4x4 5,700 4,900 4,100 3,500 Z500 1,950 1,520 1,210 980 4x6 8,800 7,600 6,500 5,500, 4,050 3,000 2,380 1,900 1,550 4x8 11,400 9,900 8,400 7, 200 5,300 4,020 3,130 Z500, 1 2,040 6x6 16,500 15,900 15,100 14,200 12, 200 10,100 8,200 6,8001 5,600 6x8 2Z500 21,700 20,600 19,400 16,600 13,700 11,300 9,300 7,700 8x8 32,100 31,700 31,100 30,400 28,500 .26, 000 23,200 .:. 20,300 17,500 Length Single Trimmers 2x4 2x6 2x8 7' 2, 460 4,500 5,800 8 2,120 4,200 5,300 9' 1,7801 3,800, 4,900 10' 1,5201 3,4201 4,4 Length Double Trimmers 2x4 2x6 2x8 7' 4,940 9, 800 12,600 8' 4,200 9,300 8,800 9' 3,58 0 8,8001 11,700 10' 3,0401 8,2001 11,100 Matt Parisek, P. E. Project: Lot 346 Sheet: 50 2201 Francisco Dr. #140-452, EI Dorado Hills, CA The Hideaway (916) 952-6965 matt@parisekengineering.com La Quinta, CA Date: 10/14/14 FOOTING CALCULATIONS Allowable soil bearing pressure 1, 500 psf Ftg Source Load (lbs) Area Req'd (sq- ft.) Size Required Square Ftg in.) Rectangular Ft'g in in F1 CB1 E' 3,361 2.24 24 x 14 3,361 F2 FBS1 E' 10,260 6.84 32 10,260 F3 FBS 1 1 15,230 10.15 39 15,230 F4 CB2 E 6,910 6,910 4.61 26 F5 FB5 E 4,758 3.17 12 x . 39 4,758 F6 H70 H70 E' 1Z042 .9.280 14.21 24 x 86 21,322 F7 H41 H42 E 9,118 10,302 12.95 28 x 67 19,420 F8 H41 H42 E 2,143 3.327 3.65 28 x 19 5,470 F9 PB10 E 8,962 8,962 5.97 30 F10. FB15 E 8,159 5.44 28 8,159 F11 H43 H44 FB15 FB16 i 4,221 4,221 6,907 15.246 20.40 50 x 59 30,595, Continued on next page Continued from previous pag6 F12 FB16 16,616 FB17 11,110 H68 5,644 H69 4,301 37,671 E 25.11 30 x 121 F13 FB17 11,576 H27 5,675 H28 5,616 22,867 E 15.24 40 x 55 F14 H27 5,675 H28 5,616 11,291 7.53 30 x 37 F15 H68 5,644 H69 4,301 9,945 6.63 18 x 54 F16 H43 3,767 H44 3,728 7,495 E 5.00 28 x 26 F17 H49 5,513 E 1 3.68. 24 5,513 F18 H49 5,513 E' 3.68 24 5,513 F19 FB5 5,682 E 3.79 24 5,682 F20 CB3 5,682 E 3.79 24 5,682 Interior ft'g Floor 494 plf between stairwell & exterior _ E 494 0.33 7 Exterior ft'g Roof/wall 705 plf along the line of H25 & H26. _ 705 0.47 9 Sheet: 51 Date: 10/14/14 Matt Parisek, P.E. P 52 2201 Francisco Dr. #140-452 EI Dorado Hills, CA 95762 (916) 952-6965 matt@parisekengineering.com Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000 . Rev: 580000 User: KVV-0604442, Ver 5.8.0,1 -Dec -2003 Restrained Retaining wall Design (c)1983-2003 ENERCALC Engineering Software _., . ,. , •,: .monarch desert.div.ecw.LOT 346 Description Wine Cellar Criteria 833 lbs Soil Data 1.46 in Footing Strengths & Dimensions Retained Height = 4.50 ft Allow Soil Bearing 1,500.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.00ft Equivalent Fluid Pressure Method Min. As % = 0.0014 Total Wall Height = 4.50 ft Heel Active Pressure = 60.0 Toe Width = 1.00 ft 121.5 lbs Reaction at Bottom = Toe Active Pressure = 0.0 Heel Width = 1.00 Top Support Height = 4.50 ft Passive Pressure = 250.0 Total Footing Width = 2.00 Slope Behind Wall = 0.00:1 FootingIlSoil Friction = 0.300 Footing Thickness = 12.00 in Height of Soil over Toe = 0.00 in Soil height to ignore Heel: None Spec'd Key Width = 0.00 in Soil Density = 110.00 pcf for passive pressure = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Wind on Stem = n n nsf Cover @ Top = 3.00 in @ Btm.= 3.00 in Design Summary Total Bearing Load = 833 lbs ...resultant ecc. = 1.46 in Soil Pressure @ Toe = 568 psf OK Soil Pressure @ Heel = 265 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 795 psf ACI Factored @ Heel = 371 psf Footing Shear @ Toe = 4.7 psi OK Footing Shear` @ Heel = 3.0 psi OK Allowable = 93.1 psi Reaction at Top = 121.5 lbs Reaction at Bottom = 786.0 lbs Sliding Calcs Slab Resists All Sliding! Lateral Sliding Force = 786.0 lbs Footing Design Results Short Term Factor = 1.000. Fs = 24,000 psi oe eel. Factored Pressure = 795 371 psf Mu': Upward = 362 0 ft-# Mu': Downward = 105 50 ft-# Mu: Design = 257 50 ft-# Actual 1 -Way Shear = 4.70 2.95 psi Allow 1 -Way Shear 93.11 93.11 psi Masom Stem Constru Thickness = 8.00 in Wall Weight = 84.0 pcf Stem is FIXED to top of footing Block Type = Solid Grouted fm = 1,500 psi Short Term Factor = 1.000. Fs = 24,000 psi Equiv. Solid Thick. = 7.600 in Rebar Size n Ratio (Es/Em) = 25.778 # 4 No Special Inspection Rebar Spacing Mmax Between @ Top Support. Top & Base @ Base of Wall Stem OK Stem OK Stem OK Design height = 4.50 ft 2.49 ft 0.00 ft Rebar Size = # 4 # 4 # 4 Rebar Spacing = 16.00 in 16.00 in 16.00 in Rebar Placed at = Center Center Center Rebar Depth 'd' = 3.81 in 3.81 in 3.81 in Design Data fb/FB + fa/Fa = 0.000 0.305 0.681 Moment.... Actual = 0.0 ft-# 163.0 ft-# 364.5 ft-# Moment..... Allowable = 535.0 ft-# 535.0 ft- # 535.0 ft-# Shear Force @ this height 0.0 lbs 486.0 lbs Shear..... Actual = 0.00 psi 11.86 psi Shear..... Allowable = 19.36 psi 19.36 psi Rebar Lap Required = 20.00 in 20.00 in Rebar embedment into footing = 6.00 in Other Acceptable Sizes & Spacings: Toe: None Spec'd -or- Heel: None Spec'd -or- Key: -or- Matt Parisek, P.E. - 2201 Francisco Dr. #140-452 P . 5 3 EI Dorado Hills, CA 95762 (916) 952-6965 " matt@parisekengineering.com Code Ref: ACI 318-.02,1997 UBC, 2003 IBC, 2003 NFPA 5000 Rev: 580000 6 ® *,, ��p User: KW-0604442,Ver 58.0,1 -Dec -2003 ReS`raiped ReSAlnin. all Design (c)1983-2003 ENERCALC Engineering Software, .. ;., - v.,.._ , :.... monarch deseR,d y.ecwL0T,.346.. Description "::Wine Ce11ar Walls Summary of Forces on, Footing : Slab RESISTS Sliding, stgm.. s FIXED at.footing Forces acting on footing for soil pressure >>> Sliding Forces are restrained by the adjacent slab Load & Moment Summary For Footing : For Soil Pressure Calcs Moment @ Top of Footing Applied from Stem = -364.5 ftp# Surcharge Over Heel = lbs ft ft-# Axial Dead Load on Stem lbs ft ft-# Soil Over Toe = lbs ft ft-# Surcharge Over Toe = lbs ft ft-# Stem Weight = 378.0 lbs 1.33 ft 504.0 ft-# Soil Over Heel 165.0 lbs 1.83 ft 302.5 ft-# Footing Weight = 290.0 lbs 1.00 ft 290.0 ft-# Total Vertical Force = 833.016s Base Moment = 732.0 ft-# Soil Pressure Resulting Moment = 101.Qt-# Matt Parisek, P.E. Project: Lot 346 Sheet: 54 2201 Francisco Dr. #140-452 The Hideaway EI Dorado Hills, CA 95762 La Quinta, CA Date: 10/14/14 DIAPHRAGM FORCES Wind Forces- ASCE7-10 Chapter 27, Part 1 Wind Load 110 mph ASCE Fig. 26.5-1 (Ultimate) ASD Forces ASD forces used in spreadsheet at F,,,, using Ult. x (0.6) 0 :5 = ASD per CBC Eqn. 16-33 Category 11 CBC Table 1604.5, ASCE Table 1.5-1 Exposure C ASCE Sec. 26.7.2 Building Rigid ASCE Sec. 26.2 Diaphragms . Flexible ASCE Sec. 26.2 Shape Regular ASCE Sec. 26.2 Basic Force: qZ = 0.00256KZK:tKd Vz ASCE Eqn. 27.3-1, Basic equation Where: qZ — Variable ASCE 26.3, Velocity pressure at z, psf qn = Variable ASCE 26.3, Velocity pressure at h h = 26.0 ft Estimated mean roof height KZ = Variable ASCE Table 27.3-1, Based on exp: category & z K:t = 1.00 ASCE Sec. 26.8.2, Does not meet 26.8.1 Kd = 0.85 ASCE Table 26.6-1, Buildings Enclosed & partially enclosed rigid buildings: p= q(GC p) - qi (GC pi) psf ASCE Eqn. 27.4=1, enclosed and partially enclosed rigid buildings Where: q = qZ Windward walls q = qZ Leeward walls, side walls and roofs q; = qt, All enclosed surfaces, for internal pressure q; = qz Positive internal pressure for partially enclosed buildings G = 1.00 ASCE 26.9.1 Open buildings: p = qt, GCN psf ASCE Eqn. 27.4-3 Roof overhangs: Cp = 0.8 ASCE 27.4.4. Parapets: pp = q p (GC p„) psf ASCE Eqn. 27.4-4 q p = Variable ASCE 26.3, Eqn. 27.4-1, Velocity pressure at z, top of parapet, psf (GCpn) = + 1.5 Windward - 1.5 Leeward Load Cases ASCE Fig. 27.4-8: Case 1 - Controls where MWFRS elements resist forces in only one principal direction Case 1 & 3 - Control in open buildings where MWFRS elements resist forces in both directions Upper Roof Diaphragm Level Sheet: 55 Note: Fw adjusted for ASD, normal force direction, and Wind Calcs. . roof area increase due to slope.. 10/14/14 O Q Diaph Dim Walls t co Enclosure: Enclosed, Partially Enclosed, Open Parallel to ridge: II Type Roof.- Gable, Hip, Mono Perpendicular.- 1 8 L Bot. Top Kz.: Kh Kzt Kd . G .., Cp .,. _ Cpi CN . Cpt AT p Fw 1 I n -s 22.5 140.6 110.8 1 20, 8 www Iww 0.91 - =' 0.95 1.00 1.00 0:85 0.85 1.00 1.00 0.80 -0.34 - - - 113 113 19.2 -8.5 528 235 Bot. (z): 15.8 Slope/12: 4.0 Wall (z): 20.8 Slope (0): 18.4 wwr - 0.95 1.00 0.85 1.00 -0.09 - - - 199 -2.3 -118 Parapet (z): - Wind Dir: - Iwr - 0.95 1.00 0.85 1.00 -0.60 - - - 199 -15.1 735 Enclosure: E Ovhg. B: 2.5 wwp - - - - - - - - - - - - Type Roof. H Ovhg. L... 2.5 lwp - - - - - - - - - - - - 1 I e -w 40.6 22.5 10.8 20.8, www. Iww 0.91 - - 0.95 1.00 1.00 0.85 0.85 1.00 1.00 d.,86' -0.50 - - - - - - 203 203 19.2 -12.5 952 624 Bot. (z): 15.8 Slope/12: 4.0 Wall (z): 20.8 Slope (0): 18.4 wwr - 0.95 1.00 0.85 1.00 -0.18 - - - 462 -4.5 -538 Parapet (z): - Wind Dir: - Iwr - 0.95 1.00 0.85 1.00 -0.60 - - - 462 -15.4 1,703 Enclosure: E Ovhg. 8: 2.5 wwp - - - - - - - - - . - - - Type Roof. H Ovhg. L : 2.5 Iwp - I.- - - 1. - - - - - - - - 2 1 n -s 1 19.5123.6'110.8 1 20..8; www: Iww '0.91 - ='"'.9.00. 0.95 1.00 0.8$'1.00 0.85 1.00 0.80 -0.46 = '' - - - = - 98 98 19.2 -11.5 457 274 Bot. (z): 15.8 Slope/12: 4.0 Wall (z): 20.8 Slope (0): 18.4 wwr - 0.95 1.00 0.85 1.00 -0.18 - - - 158 -4.5 -184 Parapet (z): - Wind Dir: - Iwr - 0.95 1.00 0.851 1.00 -0.60 - - - 158 -15.1 583 Enclosure: E Ovhg. B: 2.5 wwp - - - - - - - - - - - - Type Roof. H Ovhg. L : 2.5 lwp - - - - - - - - - - - - 2 1 e -w 123.61 19.5 10.8 120.8 www Iww 0.91 - - 0.95 1.00 1.00 0.85 0.85 1.00 1.00 0.80 -0.50 = - - - - - 118 118 19.2 -12.5 554 363 Bot. (z): 15.8 Slope/12: 4.0 Wall (z): 20.8 Slope (0): 18.4 wwr - 0.95 1.00 0.85 1.00 -0.18 - - - 211 -4.5 -246 Parapet (z): - Wind Dir: - Iwr - 0.95 1.00 0.85 1.00 -0.60 - - - 211 -15.1 779 Enclosure: E Ovhg. B: 2.5 wwp - - - - - - - - - - - - Type Roof., H Ovhg. L.- 2.5 , lwp - - - - - - - - - - - - 2nd Floor/ Lower Roof Diaphragm Level, Cont'd . Sheet: 56 Note: Fw adjusted for ASD, normal force direction; and Wind Calcs. roof area increase due to slope. Date: 10/14/14 Enclosure: Enclosed, Partially Enclosed, Open Parallel to ridge: II mDiaph Dim Walls Type Roof.- Gable, Hip, Mono. Perpendicular: .. 8 L Bot. Top., Kz Kh., Kzt. Kd G .., Cp Cpi CN,:. Cpt. A ,. . , ;p Fw „ O Q i� 10 1 n -s 1 19.8 22.0 0.8' 10.8 www,' Iww 0:85 - ' 0.95 1.00 1.00 0.85 0.85 1.00 1.00 0.80 -0.48 - - - - - - 99 99 17.9 -12.0 434 291 Bot. (z): 5.8 Slope/12: 4.0 Wall (z): 10.8 Slope (0): 18.4 wwr - 0.95 1.00 0.85 1.00 -0.18 - - - 162 -4.5 -189 Parapet (z): 24.0 Wind Dir.: - Iwr - 0.95 1.00 0.85 1.00 -0.60 - - - 162 -15.1 598 Enclosure: E Ovhg. B: 2.5 wwp - - - - - - - - - - - - Type Roof.- H Ovhg. L : 2.5 Iwp - - - - - - - - - - - - 10 1 a -w 122.01 19.81 0.8,'1 10.8. www Iww . 0.85 - -' 0.95 1.00 1.00 0.85 0.85 1:00 1.00 6.86 -0.50 -2 - - - - - - 110 110 17.9 -12.5 482 338 Bot. (z): 5.8 Slope/12: 4.0 Wall (z): 10.8 Slope (0): 18.4 wwr - 0.95 1.00 0.85 1.00 -0.18 - - - 353 -4.5 -412 Parapet (z): 24.0 Wind Dir.: - Iwr - 0.95 1.00 0.85 1.00 -0.60 - - - 353 -15.1 1,302 Enclosure: E Ovhg. B: 2.5 wwp - - - - - - - - - - - - Type Roof.- G Ovh . L : 2.5 Iwp - j., - J - - - - - - J. - - - - 11 1 n -s 1 7.21 10.0 1 0.8 ` 16:3 iywuv Iww 0.86 - -' 0.95 1.00 1.00 0.85 0.85 1 0' 1.00 0.80 -0.42 - - - - - ' - 56 56 18.2 -10.6 249 145 Bot. (z): 8.6 Slope/12: 4.0 Wall (z): 16.3 Slope (0): 18.4 wwr - 0.95 1.00 0.85 1.00 -0.18 - - - - -4.5 - Parapet (z): 24.0 Wind Dir.: - Iwr - 0.95 1.00 0.85 1.00 -0.60 - - - - -15.1 - Enclosure: E Ovhg. B: 0.0 wwp - - - - - - - - - - - - Type Roof., - Ovhg. L : 0.0 Iwp - - - - - - - - - - - - 11 1 a -w 1 10.01 7.21 0.8 110.3 www Iww 0.86 - - 0.95 1.00 1.00 0.85 0.85 1.00 1.00 0.80 -0.50 - - - - - - 78 78 18.2 -12.5 345 238 Bot. (z): 8.6 Slope/12: 4.0 Wall (z): 16.3 Slope (0): 18.4 wwr - 0.95 1.00 0.85 1.00 -0.18 - - - - -4.5 - Parapet (z): 24.0 Wind Dir.: - Iwr - 0.95 1.00 0.85 1.00 -0.60 - - - - -15.1 - Enclosure: E Ovhg. B: 0.0 wwp - - - - - - - - - - - - Type Roof.- - Ovhg. L : 0.0: - 12 1 n -s 22.8 30.4 1 6.8 10.8 www' Iww 0.85 - =' 0.95 1.00 1.00 0.85 0.85 -1.06 1.00 0:80 -0.43 - - - - - - 114 114 17.9 -10.9 499 304 Bot. (z): 5.8 Slope/12: 4.0 Wall (z): 10.8 Slope (0): 18.4 wwr - 0.95 1.00 0.85 1.00 -0.14 - - - 204 -3.6 -190 Parapet (z): 24.0 Wind Dir.: - Iwr - 0.95 1.00 0.85 1.00 -0.60 - - - 204 -15.1 751 Enclosure: E Ovhg. B: 2.5 wwp - - - - - - - - - - - - Type Roof., H Ovhg. L : 2.5 Iwp. - - - - - - - - - - - - 12 1 a -w 130.4122.810.8 110.6 www. Iww 0.85 - - 0.95 1.00 1.00 0.85 0.85 1.00 1.00 0.80 -0.50 - - - - - - 152 152 17.9 -12.5 666 467 Bot. (z): 5.8 Slope/12: 4.0 Wall (z): 10.8 Slope (0): 18.4 wwr - 0.95 1.00 0.85 1.00 -0.18 - - - 315 -4.5 -367 Parapet (z): 24.0 Wind Dir.: - Iwr - 0.95 1.00 0.85 1.00 -0.60 - - - 315 -15.1 1,162 Enclosure: E Ovhg. B: 2.5 wwp - - - - - - - - - - - - Type Roof.- H Ovh . L : 2.5 Iwp - - - - - - - - - - - - 13 1 n -s 16.5 20. 51 0. $ 1'1'6.2' Iww 0.86 - . =' 0.95 1.00 1.00 0.85 0.85 1.00 1.00 -0.80. -0.45 - - - - - - 127 127 18.2 -11.3 566 353 Bot. (z): 8.5 Slope/12: 4.0 Wall (z): 16.2 Slope (0): 18.4 wwr - 0.95 1.00 0.85 1.00 -0.18 - - - 289 -4.5 -337 Parapet (z): 24.0 Wind Dir.: - Iwr - 0.95 1.00 0.85 1.00 -0.60 - - - 289 -15.1 1,066 Enclosure: E Ovhg. B: 2.5 wwp - - - - - - - - - - - - Type Roof.- G Ovhg. L : 2.5 Iwp - - - - - - - - - - - - 13 1 a -w 120.51 16.5 1 0.8 116.2 www Iww 0.86 - - 0.95 1.00 1.00 0.85 0.85 1.00 1.00 0.80 -0.50 - - - - - - 158 158 18.2 -12.5 703 485 Bot. (z): 8.5 Slope/12: 4.0 Wall (z): 16.2 Slope (0): 18.4 wwr - 0.95 1.00 0.85 1.00 -0.18 - - - 289 -4.5 -337 Parapet (z): 24.0 Wind Dir.: - Iwr - 0.95 1.00 0.85 1.00 -0.60 - - - 289 -15.1 1,066 Enclosure: E Ovhg. B: 2.5 wwp - - - - - - - - - - - - Type Roof.- G Ovh . L :. .2.5 Iwp - - - - - - - - - - - - 2nd Floor/ Lower Roof Diaphragm Level Sheet: 57 Note: Fw adjusted for ASD, normal force direction, and Wind Calcs. roof area increase due to slope. Date: 10/14/14 Enclosure: Enclosed, Partially Enclosed, Open Parallel to ridge: II m 0 Diaph Dim Walls Type Roof.- Gable, Hip, Mono Perpendicular. I O Bot. O 8 L Top . c?. Kz J Kh . ,.,Kzt Kd G Cp . Cp4 CN,,] ,Cpt A: p F_ w 14 1 n -s 1 11.81 12.31 6.81 10.8 www lww 0.85 - - - 0.95 1:00 1.00 0.85 0.85 1.00 1.00 •0.80 -0.49 ' '= "'' - - - - - 59 59 17.9 -12.3 258 178 Bot. (z): 5.8 Slope/12: 4.0 Wall (z): 10.8 Slope (0): 18.4 wwr - 0.95 1.00 0.85 1.00 -0.18 - - - 74 -4.5 -87 Parapet (z): 24.0 Wind Dir: - Iwr - 0.95 1.00 0.85 1.00 -0.60 - - - 74 -15.1 274 Enclosure: E Ovhg. B: 2.5 wwp - - - - - - - - - - - - Type Roof. H Ovhg. L : 2.5 Iwp - - - - - - - - - - - - 14 1 a -w 1 12.31 11.81 0.8 110.8 www Iww 0.85 - - 0.95 ` 1.00 1.00 0.85.• 0.85 1.00 1.00 _ `.0.80 -0.50 - - - - - - 62 62 17.9 -12.5 269 189 Bot. (z): 5.8 Slope/12: 4.0 Wall (z): 10.8 Slope (0): 18.4 wwr - 0.95 1.00 0.85 1.00 -0.18 - - - 79 -4.5 -92 Parapet (z): 24.0 Wind Dir: - Iwr, - 0.95 1.00 0.85 1.00 -0.60 - - - 79 -15.1 291 Enclosure: E Ovhg. B: 2.5 wwp - - - - - - - - - - - - Type Roof.- H Ovh . L : 2.5- 15 1 n -s 123.01 16.01 0.8 '1.1;8 www Iww .0.85' - - 0.95 1.00* 1.00 0.85 0.85 1.00 1.00 0:80 -0.50 - - - - - - 927 127 17.9 -12.5 554 389 Bot. (z): 6.3 Slope/12: 4.0 Wall (z): 11.8 Slope (0): 18.4 wwr - 0.95 1.00 0.85 1.00 -0.18 - - - 194 -4.5 -226 Parapet (z): 24.0 Wind Dir: - Iwr - 0.95 1.00 0.85 1.00 -0.60 - - - 194 -15.1 714 Enclosure: E Ovhg. B: 2.5 wwp - - - - - - - - - - - - Type Roof. H Ovhg. L : 2.5 Iwp - - - 15 1 e -w 116.0123.01 0.8 111.8 www.: Iww 0.85 - - 0,95 1.00 1.00 0.85 0.85 1.'00 1.00 0.80 -0.41 - - - - = - 88 88 17.9 -10.4 385 223 Bot. (z): 6.3 Slope/12: 4.0 Wall (z): 11.8 Slope (0): 18.4 wwr - 0.95 1.00 0.85 1.00 -0.18 - - - 116 -4.5 -136 Parapet (z): 24.0 Wind Dir: - Iwr - 0.95 1.00 0.85 1.00 -0.60 - - - 116 -15.1 429 Enclosure: E Ovhg. B: 2.5 wwp - - - - - - - - - - - - Type Roof. H Ovh . L : 2.5 Iwp - - - - - - - - - - - - 16 1 n -s 126.0125.5 0.8 15.8 www Iww 0.86 - --1.00 0.95 1.00 0.85 0.85 1.00 1.00 '0.'80 -0.50 - - - - - - 195 195 18.1 -12.5 863 599 Bot. (z): 8.3 Slope/12: 4.0 Wall (z): 15.8 Slope (0): 18.4 wwr - 0.95 1.00 0.85 1.00 -0.18 - - - 253 -4.5 -295 Parapet (z): 24.0 Wind Dir: - Iwr - 0.95 1.00 0.85 1.00 -0.60 - - - 253 -15.1 934 Enclosure: E Ovhg. B: 2.5 wwp - - - - - - - - - - - - Type Roof.- H Ovhg. L : 2.5 Iwp - - - - - - - - - - - - 16 1 a -w 125.5 126.01 0.8 115.8 www Iww -0.86 - - 0.95 1.00 1.00 0.85 0.85 1.00 1.00 0.80 -0.50 - - - - - - 191 191 18.1 -12.4 847 583 Bot. (z): 8.3 Slope/12: 4.0 Wall (z): 15.8 Slope (0): 18.4 wwr - 0.95 1.00 0.85 1.00 -0.18 - - - 245 -4.5 -286 Parapet (z): 24.0 Wind Dir.: - Iwr - 0.95 1.00 0.85 1.00 -0.60 - - - 245 -15.1 904 Enclosure: E Ovhg. B: 2.5 wwp - - - - - - - - - - - - Type Roof. H Ovhg. L :. '2.5. Iwp - - - - - - - - - - - - 17 1 n -s 122.51 17.01 0.81 15.1 www` Iww 0.85 - - 0.95 1.00 1.00 0:85 0.85 1.00 1.00 0.80 -0.50 -- - - - - 161 161 Y7.9 -12.5 '"'706 494 Bot. (z): 8.0 Slope/12: 4.0 Wall (z): 15.1 Slope (0): 18.4 wwr - 0.95 1.00 0.85 1.00 -0.18 - - - 191 -4.5 -223 Parapet (z): 24.0 Wind Dir: - Iwr - 0.95 1.00 0.85 1.00 -0.60 - - - 191 -15.1 706 Enclosure: E Ovhg. B: 2.5 wwp - - - - - - - - - - - - Type Roof. H Ovhg. L : 2.5 Iwp - - - - - - - - - - - - 17 1 a -w 1 17.0 122.51 0.8 116.1 www Iww 0.85 - - 0.95 1.00 1.00 0.85 0.85 1.00 1.00 0.80 -0.44 - - - - - - 122 122 17.9 -10.9 533 325 Bot. (z): 8.0 Slope/12: 4.0 Wall (z): 15.1 Slope (0): 18.4 wwr - 0.95 1.00 0.85 1.00 -0.18 - - - 128 -4.5 -149 Parapet (z): 24.0 Wind Dir: - Iwr - 0.95 1.00 0.85 1.00 -0.60 - - - 128 -15.1 470 Enclosure: E Ovhg. B: 2.5 wwp - - - - - - - - - - - - Type Roof. H Ovhg. L : 2.5 Iwp - - - - - - - - - - - - 2nd Floor/ Lower Roof Diaphragm Level, Cont'd Sheet: 58 Note: Fw adjusted for ASD, normal force direction, and Wind Calcs. roof area increase due to slope. Date: 10114114 Enclosure: Enclosed, Partially Enclosed, Open Parallel to ridge: II mDiaph Dim Walls Type Roof.- Gable, Hip, Mono .: ,._ Perpendicular. I 8 I L Bot. Top.: Kz Kh. Kzt I Kd. G. :, Cp. Cpi CN., Cpt A .,, _p Fw O 0 18 n -s 17.0 22.5 0.8 10.8 www' Iww . 0`85 - "' ` `: 0.95 `1.00 1.00 0.85 0.85 1:00 1.00 0.80 -0.44 ' ' = - - "= - 85 85 11.9 -10.9 372 227 Bot. (z): 5.8 Slope/12: 4.0 Wall (z): 10.8 Slope (0): 18.4 wwr - 0.95 1.00 0.85 1.00 -0.18 - - - 128 -4.5 -149 Parapet (z): 24.0 Wind Dir.: - Iwr - 0.95 1.00 0.85 1.00 -0.60 - - - 128 -15.1 470 Enclosure: E Ovhg. B: 2.5 wwp - - - - - - - - - - - - Type Roof. H Ovhg. L.- 2.5 Iwp - - - - - - - - - - - - 18 1 a -w 122.51 17.01 0.8 110.8, www Iww 0.85 - - 0.95 1.00 1.00 0.85 0.85 1.00 1.00 0.80 -0.50 - - - - - - 113 113 17.9 -12.5 493 346 Bot. (z): 5.8 Slope/12: 4.0 Wall (z): 10.8 Slope (0): 18.4 wwr - 0.95 1.00 0.85 1.00 -0.18 - - - 191 -4.5 -223 Parapet (z): 24.0 Wind Dir: - Iwr - 0.95 1.00 0.85 1.00 -0.60 - - - 191 -15.1 706 Enclosure: E Ovhg. B: 2.5 wwp - - - - - - - - - - - - Type Roof.- H Ovhg. L :. _ 2.5 Iwp - - - - - - - - - - - - 19 1 n -s 127.5149.71 0.8 10.8` www' Iww 0.85 - - 0.95 1.00 1.00 0:85 0.85 1.00 1.00 "0:86' -0.34 = - = - - - 138 138 '17.9 -8.5 '602 286 Bot. (z): 5.8 Slope/12: 4.0 Wall (z): 10.8 Slope (0): 18.4 wwr - 0.95 1.00 0.85 1.00 -0.06 - - - 278 -1.6 -112 Parapet (z): 24.0 Wind Dir: - 1wr - 0.95 1.00 0.85 1.00 -0.60 - - - '278 -15.1 1,027 Enclosure: E Ovhg. B: 2.5 wwp - - - - - - - - - - - - Type Roof.- H Ovhg. L :. 2.5 Iwp - - - - - - - - . - - - - 19 1 a -w 149.7127.51 0.8 116.8 www Iww 0.85 - - 0.95 1.00 1.00 0.85 0.85 1.60 1.00 0.86 -0.50 - - - - - - 249 249 17.9 -12.5 1,088 764 Bot. (z): 5.8 Slope/12: 4.0 Wall (z): 10.8 Slope (0): 18.4 wwr - 0.95 1.00 0.85 1.00 -0.17 - - - 659 -4.2 -711 Parapet (z): 24.0 Wind Dir: - hvr - 0.95 1.00 0.85 1.00 -0.60 - - - 659 -15.1 2,429 Enclosure: E Ovhg. B: 2.5 wwp - - - - - - - - - - - - Type Roof. H Ovhg. L: 2.5 Iwp - - - - - - - - - - - - 20 1 n -s 124.5125.31 0.8] 10,8 www Iww 0:85 - =` 0:95 ' 1.00 1.00 0.85 0.85 1.00 1.00 '0.80 -0.49 '= `''` - " -"' ` - - - 123 123 17:9 -12.4 537 372 Bot. (z): 5.8 Slope/12: 4.0 Wall (z): 10.8 Slope (0): 18.4 wwr - 0.95 1.00 0.85 1.00 -0.18 - - - 229 -4.5 -267 Parapet (z): 24.0 Wind Dir.: - Iwr - 0.95 1.00 0.85 1.00 -0.60 - - - 229 -15.1 846 Enclosure: E Ovhg. B: 2.5 wwp - - - - - - - - - - - - Type Roof.- H Ovhg. L : 2.5 Iwp - - - - - - - - - - - - 20 1 a -w 125.3 124.51 0.8 10.8 www haw 0.85 - - 0.95 1.00 1.00 0.85 0.85 1.00 1.00 0.80 -0.50 - - - - - - 127 127 17.9 -12.5 554 389 Bot. (z): 5.8 Slope/12: 4.0 Wall (z): 10.8 Slope (0): 18.4 wwr - 0.95 1.00 0.85 1.00 -0.18 - - - 242 -4.5 -282 Parapet (z): 24.0 Wind Dir: - Iwr - 0.95 1.00 0.85 1.00 -0.60 - - - 242 -15.1 892 Enclosure: E Ovhg. B: 2.5 wwp - - - - - - - - - - - - Type Roof. H Ovhg. L : 2.5 Iwp- 21 1 n -s 122.5 120.01 0.81 10.8 www Iww 0.85 - ' ' - 0.95 1.00 1.00 0.85 0.85 1.00 1.00 '0.80 -0.50 - ' - - - - - 113 113 `17:9 -12.5 493 346 Bot. (z): 5.8 Slope/12: 4.0 Wall (z): 10.8 Slope (0): 18.4 wwr - 0.95 1.00 0.85 1.00 -0.18 - - - 198 -4.5 -231 Parapet (z): 24.0 Wind Dir: - Iwr - 0.95 1.00 0.85 1.00 -0.60 - - - 198 -15.1 729 Enclosure: E Ovhg. B: 2.5 wwp - - - - - - - - - - - - Type Roof. H Ovhg. L : 2.5 Iwp - - - - - - - - - - - - 21 1 a -w 120.0 122.51 0.8 110.8 www haw 0.85 - - 0.95 1.00 1.00 0.85 0.85 1.00 1.00 '0.86 -0.48 - - - - - - 100 100 17.9 -11.9 438 292 Bot. (z): 5.8 Slope/12: 4.0 Wall (z): 10.8 Slope (0): 18.4 wwr - 0.95 1.00 0.85 1.00 -0.18 - - - 165 -4.5 -192 Parapet (z): 24.0 Wind Dir: - lwr - 0.95 1.00 0.85 1.00 -0.60 - - - 165 -15.1 607 Enclosure: E Ovhg. B: 2.5 wwp - - - - - - - - - - - - Type Roof.- H Ovhg. L : 2.5 1w - - - - - - - - - - - - Matt Parisek, P.E. 2201 Francisco Dr. #140-452 El Dorado Hills, CA 95762 Project: Lot 346 The Hideaway La Quinta, CA Sheet: 59 Date: 10114114 DIAPHRAGM FORCES, Cont'd Eh = 0.154 x. W 6.5 2.5 4.0 Strong Walls Seismic Forces- ASCE7-10 Chapter 12 . 1.5 1.5 1.5 Timber Frames V= Cs W ASCE Eqn. 12.8-1 Importance (le) 1.00 ASCE Sec. 11.5.1 C s = R ASCE Eqn. 12.8-2 Occupancy, 11 CBC Table 1604.5 is e i=1 for Te = -0.23 Fx = C,, V S Ms = 1.50 ASCE Eqn. 11.4-1 (S Ms = FaSs) . SM, = 0.90 " 11.4-2 (S M1 = FvS 1) SDS = 1.00 11.4-3 (S DS = 213 S MS) SDI = 0.60 " 11.4-4 (SDI = 213 S M, ) E= Eh ± Ev ASCE Eqn. 12.4-1 & 2 Site Class D Em = Emh ± E„ ASCE Eqn. 12.4-1 & 2 Latitude 38.66 " N Eh = Eh = p Q E ASCE Eqn. 12.4-4 Longitude -121.10 W Emh = (2O QE ASCE Eqn. 12.447 Fa = 1.00 USGS Data- JAVA Calculator E„ = 0.2 SDs. D ASCE Eqn. 12.4-4 Fv = 1.50 ff p = 1.3 ASCE Sec. 12.3.4.2 SS = 1.5 " QE = V, F PX or Fp ASCE Sec. 12.4.3.1 S, = 0.600 and SD, = 213 SMS ASCE Eqn. 11.4-4_ T = 0.23 ASCE Eqn. 12.8-7 ASCE 12.8.3 thru Cs (n -s) = 0.154 ASCE Eqn. 12.8-2 TL = 12 ASCE Fig. 22-12 12.8.6 do not control Cs (e -w) = 0.154 Basic Force: R .12o CD (ASCE Table 12.2-1) Eh = 0.154 x W 6.5 2.5 4.0 Wood shear walls Eh = 0.154 x. W 6.5 2.5 4.0 Strong Walls Eh = 0.667 x W 1.5 1.5 1.5 Timber Frames E „ = 0.2S Ds D = 0.200 x D All light frame shear walls? Yes Per Sec. 12.10.2.1, Exception 2., load combinations (idealized) per Sec. 12.4.2.3 are used w/forces from Sec. 12.10.1.1, which eliminates overstrength factor S2. Max. of either 12.8.3 or 12.10 forces are used, to simplify the analysis. EQ Forces, Equivaltent Lateral Force Procedure, ASCE Sec. 12.8.3 V„' = CSW = 38,131 V"' = CS W= 38,131 Cox = k wxhX ASCE Eqn. 12.8-12 _ X Te - C th Ewihik Ct = 0.02; x = 0.75 i=1 for Te = -0.23 Fx = C,, V ASCE Eqn. 12.8-11 T< 0.5s, k = 1.0 EQ Forces, Diaphragms, Chords & Collectors, ASCE Sec. 12.10 i=xton FPX = _FF' wPX ASCE Eqn. 12.10-1 Ewi i=xton Max. FpX = 0.4S D31 e w PX = 0.40 wpX ASCE Eqn. 12.10-2 Min. FpX = 0.2S Ds l e w PX = 0.40 w PX ASCE Eqn. 12.10-3 ASCE Eqn. 12.8-7 ASCE Table 12.8-2 ASCE Eqn-12.8-12 Upper Roof Diaphragm Level Wind, EQ, Wall Llne & Diaph. Forces Sheet: 60 Date: 10114114 a O(ft)_ C Diaph. Dim. '8 L (ft) d _ Wall Line Inf. Summary Fx = 0.232 x 0.7W Fp = 0.154 x 0,7W Wind EQ Diaphragm Loc. (ft) Lngth (ft) Trib (ft) . Fw (lbs) Fx ..(Ibs). Fa (lbs) Shear (plf) Chord (lbs) 1 1 n -s 1 22.51 40.6 1 3 0.0 22.6 `40.6 40.6 - - - E 11.3 .11.3 - - - E 690 690 - - - 2,594 2,594 - - - 1,722 1,722 - - - - 64 - - - 359 - - - A= 914 sf p = 35.0 psf w = 31,973 lbs th.= 0.154 x Eh = 4,919 lbs 22.51 1,380 5,187 3,443 1 1 e -w 1 .40.61 .22.5 4 5 6 1.2 8.0 40.6 22.5 22.5 70.5 - - E 4.6 19.7 16.3 - - E 311 1,330 1,100 - - 588 2,517 2,083 - - 1 390 1,671 1,382 - - 7 19 93 - - 4 33 754 - - A= 914 sf p= 35.0 psf w= 31,973 lbs th = 0.154 x W t h = 4,919 lbs 40.6 2, 741 5,187 3, 443 2 n -s 19.5 23:6: 2 3 0.0 . 19.5 23:6 23.6 - - - E '-9.8 9.8 - - - E 565 565 - - - 1,307 1,307, - - - 867 867 - - - 55 - - - - 270 - - - A = 460 sf p = 35.0 psf w = 16,107 lbs t h = 0.154 x W FE = 2,478 lbs � 19.5 1,131 2,613 1,735 2 e -w 23.6 1.9.5 6 7- 0.0 23.6 19.5 19.5 - - - E 11.8 11.8 - - E' 724 724 - - - 1,307 1,307 - - 867 867 - - - - 67 - - - - 395 - - A= 460 sf P= 35.0 psf w= 16,107 lbs t h = 0.154 x W rE = 2,478 lbs 23.6 1,449 2,613 1,735 VX = 7,397 wX = 48,080 h, 20.8 wxhx :1,000,054 TE ,,hx="1,000,054"-" GV" = 0.292 E Fx= 7,397 E w = .48,080 F = 7 397, 2nd Floorl Lower Roof Diaphragm Level, Cont'd Sheet: 61 Wind, EQ, Wall One & Diaph. Forces Date: 10114114 O o �' O Diaph. Dim. d 2 c Wall Llne Inf. Summary FX = 0.135 x 0.7W Fp = 0,154. x 0.7W Wind EQ Diaphragm L b (ft) (ft) Loc. (ft) Lngth .(ft) Tnb (ft) _ . Fw _ (lbs) Fx (Ibs) .. Fa (Ibs) ,.. Shear WO ,_ Chord (Ibs) 10 1 n -s 1 19.81 22.0 10 11 '0 19.8 22.0 22.0 9.9 9.9 567 567 721 721 821 821 - 37 - 185 A = 436 sf p = 35.0 psf - - - - - - - w = 15,246 Ibs - - - - - - th = 0.154 x W - - - - - - Eh = 2,346 Ibs E 19.8 E 1,133 1,442 1,642 10 1 a -w 1 22.01 19.8 16 17 6 22 19.8 19.8 11.0 11.0 855 855 721 721 821 821 - 43 - 237 A = 436 sf P = 35.0 psf - - - - - - - w = 15,246 Ibs - - - - - - - th = 0.154 x W - - - - - - - th = 2,346 lbs E E 22.0 1,710 1,442 1,642 11 1 n -s 1 7.2.1 10.0 10 11 D 7.2 10.0 10.0 3.6' 3.6 197 197 119 .119 136 136 - 20 - 35 A = 72 sf p = 35.0 psf - - - - - - - w = 2,520 Ibs - - - - - - - th = 0.154 x W - - - - - - - FE = 388 lbs E 7.2 E 394 238 271 11 1 a -w 1 10.01 7.2 17 18 0 10 7.2 7.2 5.0 5.0 292 292 119 119 136 136 - 41 - 101 A = 72 sf P= 35.0 psf - - - - - - - w = 2,520 Ibs - - - - - - - t h = 0.154 x W - - - - - - r E = 388 lbs E 1 10.0 E 584 238 271 12 1 n -s 1 22.81 30.4 10 11 D 22.8 30.4 30.4 11.4 11.4 - - 1,147 1,147 1,306 1,306 - 43 - 245 A = 693 sf p = 35.0 psf - - - - - - - . w = 24,259 lbs - - - - - - - t h = 0.154 x W - - - - - 22.8' 1, 364 Z294 2,613. FE = 3,732 Ibs E E 12 1 a -w 1 30.41 22.8 17 18 0 30.4 22.8 22.8 15.2 15.2 964 964 1,147 1,147 1,306 1,306 - 57 - 435 A = 693 sf p = 35.0 psf - - - - - - - w = 24,259 Ibs - - - - - - - th = 0.154 x W - - - - - - - 30.4 1,927 2,294 2,613, r E = 3,732 Ibs E E 13 1 n -s 1 16.51 20.5 10 11 6' 16.5 20.5 20.5 8.3 8.3 823 823 560 560 637 637 - 40 - 166 A = 338 sf p = 35.0 psf - - - - - - - w = 11,839 lbs - - - - - - - th = 0.154 x - - - - - - - 16.5 1,647 1,120 1,275 FE = 1,821 Ibs E E 13 a -w 20.5 16.5 18 19 0 20.5 16.5 16.5 10.3 10.3 958 958 560 560 637 637 - 58 - 298 A = 338 sf p= 35.0 psf - - - - - - - w = 11,839 lbs • - - - - - - - th = 0.154 x W - - - - - - - 20.5 1,916 1,120 1,275 rE = 1,821 Ibs E E 2nd Floor/ Lower Roof Diaphragm Level Sheet: 62 Wind, EQ, Wall Llne & Diaph. Forces Date: 10/14/14 CIL O o I O Diaph. Dim. d m Wall One Inf. Summary FX = 0.135 x 0.7W Fp = 0.154 x. 0.,7W Wind EQ Diaphragm L b (ft) (ft) Loc. (ft) _,_ Lngth (ft) Trib (ft) Fw (lbs) Fx (lbs) Fp (lbs) Shear (plt) Chord (lbs) 14 1 n -s 1 11.81 12.3 10 11 0 11.8 12.3 12.3 5.9 5.9 - - 240 240 274 274 - 25 - 75 A = 145 sf p = 35.0 psf - - - - - - - w = 5,080 lbs - - - - - - - th= 0.154 x - - - - - - - 11.8 624 480 547 Eh = 782 lbs £ E 14 1 a -w 1 12.31 11.8 19 20 0 12.3 11.8 11.8 6.2 6.2 - - 240 240 274 274 28 - 86 A = 145 sf p = 35.0 psf - - - - - - - w = 5,080 lbs - - - - - - - th = 0.154 x W - - - - - - - t h = 782 lbs E 12.3. 657 480. 547 15 1 n -s 1 23.01 16.0 11 13 6 23 16.0 16.0 -11 1 .5 11.5 - - 609 609 694 694 - 45 - 257 A = 368 sf p = 35.0 psf - - - - - - - w = 12, 880 lbs - - - - - - - th = 0.154 x W - - - - - - - 23.0 1,431 1,218 1,387 Eh = 1,982 lbs E 15 1 a -w 1 16.01 23.0 17 24 0 8 23.0 23.0 4.0 8.0 225 451 304 609 34.7 694 - 15 - 30 A = 368 sf p = 35.0 psf 18 16 23.0 4.0 225 304 347 15 30 w = 12,880 lbs - - - - - - - th = 0.154 x W - - - - - - - th = 1,982 lbs E 16.0 E 902 1,218 1,387 16 n -s 26.0 25.5_ 11 ' 13 0- 26 25.5 25.5 ' `"13.0 13.0 1,051 1,051 1,097 1,097 1,250 1,250 - 49 - 319 A = 663 sf p = 35.0 psf - - - - - - - w = 23,205 lbs - - - - - - - th = 0.154 x W - - - - - - - 26.0 2,101 2,194 2,499 Eh = 3,570 lbs E E 16 1 a -w 1 25.51 26.0 18 19 0 25.5 26.0 26.0 12.8 12.8 1,024 1,024 1,097 1,097 1,250 1,250 - 48 - 306 A = 663 sf p = . 35.0 psf - - - - - - - w = 23,205 lbs - - - - - - - th = 0.154 x W - - - - - - - 25.5 2,048 2,194 2,499 th = 3,570 lbs I E 1 E 17 1 n -s 1 22.51 17.0 11 13 0 22.5 17 0 17.0 11.3 11.3 841 841 633 633 721 721 - 49 - 278 A = 383 sf p = 35.0 psf - - - - - - - w = 13,388 lbs - - - - - - - th = 0.154 x W - - - - - - 22.5 1,683 1,266 1,442 Eh = 2,060 lbs E E 17 1 e -w 1 17.01 22.5 19 20 0 17 22.5 22.5 8.5 8.5 590 590 633 633 721 721 - 32 - 136 A = 383 sf p = 35.0 psf - - - - - - - w = 13,388 lbs - - - - - - - th= 0.154 x - - - - - - - 17.0 1,180 1,266 1,442 th = 2,060 lbs E 1 E 2nd Floor/ Lower Roof Diaphragm Level, Cont'd Sheet: 63 Wind, EQ, Wall Llne & Diaph. Forces Date: 10/14/14 o O Diaph. Dim. d Wall One Inf. Summary Fx = 0.135 x 0.7W Fp = 0.154 x. 0.7W. Wind EQ Diaphragm L b (ft) (ft) Loc. (ft) Lngth (ft) Trib (ft) Fw (lbs) Fx (lbs) . , FP (Ibs). Shear 1plo Chord _ ,(lbs) ... 18 1 n -s 1 17.01 22.5 12 13 0 13 22.5 22.5 ' `6.5 10.5 352 569 484 782 551 890 - 25 - 80 A = 383 sf P = 35.0 psf - - - - - - - w = 13,388 lbs - - - - - - - . L = 0.154 x W - - - - - - - 17.0 921 1,266 1,442 Eh = 2,060 lbs 1 18 1 a -w 1 22.51 17.0 21 22 0 12.5 17.0 17.0 6.3 8.5 367 499 352 478 400 545 - 24 - 74 A = 383 sf P = 35.0 psf 23 17 17.0 7.8 455 436 497 8 10 w = 13,388 lbs - - - - - - - th = 0.154 x W - - - - - - - 22.5 1,321 1,266 1,442 t n = 2,060 lbs E E 19 1 n -s 1 27.51 49.7 13 14 0 10:8 '49.7 49.7 ""°5.4 13.8 354 902 812 2,068 925 2,355 - 19 50 A = 1,367 sf p = 32.0 psf . 15 27.5 49.7 8.4 547 1,256 1,430 29 120 w = 43,736 lbs - - - - - - - t n = 0.154 x W, - - - - - - Eh = 6,729 lbs E 27.5 E 1,803 4,136 4,710 19 a -w. . 49.7 '27.5 22 23 0 10 27.5 27.5 5.0 12.0 359 862 416 999 474 1,137 - 17 - 43 A = 1,367 sf p = 32.0 psf 24 24 27.5 17.0 1,221 1,415 1,611 24 84 w = 43,736 lbs 18 44 27.5 15.7 1,128 1,306 1,488 34 151 th = 0.154 x W - - - - - - - 49.7 3,571, 4,136 4,710 t n = 6,729 lbs E E 20 1 n -s 1 24.51 25.3 13 14 "._0". 10.8 25.3" 25.3 "5.4 12.3 - - 413 938 471 1,066 - 19 - 50 A = 620 sf p = 32.0 psf 15 24.5 25.3 6.9 - 524 597 24 81 w = 19,835 lbs - - - - - - - th = 0.154 x W - - - - - - 24.5 1,486 1,876 2,136 Eh = 3,052 lbs E E 20 1. e -w 1 25.31 24.5 18 19 0 25.3 24.5 24.5 12.7 12.7 776 776 938 938 1,068 1,068 - 44 - 276 A = 620 sf p = 32.0 psf - - - - - - - w = 19,835 lbs - - - - - - - t n = 0.154 x W - - - - - - 25.3 1 1,5531 1,876, 2,136 t n = 3,052 lbs I E E 21 1 n -s 1 22.51 20.0 13 14 - 0 10.8 20:0 20.0 5.4 11.3 321 668 327 681 372 775 - 19 - 50 A = 450 sf p= 32.0 psf 15 22.5 20.0 5.9 348 354 403 20 59 w = 14,400 lbs - - - - - - - th= 0.154 x - - - - - - - 22.5 1,337 1,362 1,551 Eh = 2,215 lbs E E 21 a -w 20.0 22.5 19 20 0 20 22.'5 22.5 10.0 10.0 573 573 681 681 775 775 - 34 - 172 A = 450 sf p = 32.0 psf - - - - - - - w = 14,400 lbs - - - - - - - th = 0.154 x W - - - - - - - 20.0 1,145 1,362 1,551 th = 2,215 lbs E E = 30,735 w x = 199,775 h x 12.1 w x h x :2,421,831 ' Sw x h x = 3,421,885 - 0.708 IV, .EFx= 38 131 Ew = 24 7, 855 F = 30,735 Matt Parisek, P. E. Project: Lot 346 Sheet: 64 2201 Francisco Dr. #140-452, El Dorado Hills, CA The Hideaway (916) 952-6965 matt@parisekengineering.com La Quinta, CA Date: 10114114 WALL LINE FORCES and SHEAR WALL FORCES p = 1.3 Notes for Shear Wall Calculations 1. "Source" is either a diaphragm or another wall line 2. "Dist ./Tot L"indicates the start'of each shear wall along the wall line, to calculate the drag forces. The total length of the shear wall line is at the bottom of each section. 3. "r" is the max. calculated, based on the max. "r" value for the story being calculated 4. "Uplift" is the uplift from hold downs above. 5. "Source" is the source of the additional uplift. 6. Where wall lines are not continuous, then the drag forces are calculated for the wall segment in each line that is judged by inspection to be the most likely to produce the highest drag force. 7. "Start" is the drag force at the start of the shear wall. 8. "End" is the drag force at the end of the shear wall. WALL LINE FORCES and SHEAR WALL FORCES ISheet: 65 Shear Wall Forces Upper Roof Diaph. Level N -S Forces Date: 10/14/14 Wall Line No. Lateral Force (lbs) Wall Length (ft) Dist/ Tot L. 2 (ft) F, (Io FX (plo Fn (It) p F, (plo p Fp (lt) Controlling Force Source' FW (lbs) F, (lbs) Fa (lbs) Type (W/EQ) Shear (plo 1 D1 690 - 2, 594 - 1,722 - 9.0 3.6 17.5 37.0 55 206 137 268 178 EQ 268 690 Z594 1,722 12.6 40..6 line shear based on max. F 83 2 D2 565 1,307 867 21.8 0.5 26 60 40 78 52 EQ 78 565 1,307' 867 21.8 23.6 Line shear based on max. F 72 3 D 1 D2 690 565 - Z594 1,307 - 1,722 867 - 3.8 12.8 7.4 - 27.0 51.4 52 163 108 211 140 EQ 211 1,255 3,900 Z589 24.0 64.2 Line shear based on max. F 79 Shear Wall Forces Upper Roof Diaph. Level E -W Forces Sheet. 66 Date: 10/14/14 Wall Line No. Lateral Force (lbs) Wall Length (ft) Dist/ Tot L. 2 (ft) FW (I Fx ` (plo Fp (plo p F, (l1) p Fp (plo Controlling Force source' FW (lbs) FX (lbs) Fp - (lbs) Type (W/EQ) Shear (1t) 4 DI 311 588 390 3.8 18.7 -82 155 1031 201 133 EQ 201 311 588 390 3.8 22.5 Line shear based on max. F 34 5 D1 1,330 2,517 1,671 9.4 1.0 141 268 178 348 231 EQ 348 1,330 Z517 1,671 9.4 28.0 Line shear based on max. F 117 6 D 1 D2 1,100 724 - Z083 ' . 1,307 - 1,382 867 - 5.2 5.6 5.4 - - 10.3 19.7 113 209 139 272 181 EQ 272 1,825 3,389 Z250 16.2 25.5 Line shear based on max. F 173 7 D2 724 1,307 867 8.1 - 89 161 107 210 139 EQ 210 724 1,307 867 8.1 19.5 Line shear based on max. F 87 i Sheet: 67 Shear Wall Forces Lower Roof/ 2nd Fir. Diaph. Level N -S Forces Date: 10/14/14 Wall Lateral Force (lbs) Wall Dist/ Controlling Force Line Length Tot L. 2F, F, . Fp p F, p Fp FW F,, Fp Type Shear No. Source' (lbs) jlbs) (lbs) (ft) .(ft) (plo (plo (plo (•lt) (plo (W/EQ) (plo 10 D10 567 721 821 9.8 - 50 88 100 115 131 EQ 131 D11 197 119 136 9.9 22.0 D12 - 1,147 1,306 11.9 56.5 D13 823 560 637 - - D14 - 240 274 - - 1,587 2,787 3,174 31.6 85.3 Line shear based on max. F 48 11 D10 567 721 821 4.8 - 117 173 197 224 256 EQ 256 D11 197 119 136 19.8 52.5 D12 - 1,147 1,306 5.1 87.9 D13 823 560 637 - D14 - 240 274 - - D15 - 609 694 - - D16 1,051 1,097 1,250 - - D17 841 633 721 - - 3,479 5,126 5,838 29.7 93.0 37.4 62.8 Line shear based on max. F 82 12 D18 352 484 551 9.4 12.1 37 51 59 67 76 EQ 76 352 484 551 1 9.4 22.5 15.7 24.5 Line shear based on max. F 32 13 D15 - 609 694 3.7 27.2 193 376 347 489 451 EQ 489 D16 1,051 1,097 1,250 14.2 33.1 D17 841 633 721 4.9 102.1 D18 569 782 890 - - D19 354 812 925 D20'. - 413 471 - D21 321 327 372 - - L 1 690 2, 594 1,722 - - L2 565 1,307 867 - 4,391 8,574 7,911 22.8 107.0 Line shear based on max. F 104 14 D19 902 2,068 2,355 12.4 24.0 53 124 141 161 184 EQ 184 D20 - 938 1,068 17.3 75.0 D21 668 681 775 - - 1,570 3,687 4,198 29.7 94.5 Line shear based on max. F 58 15 D19 547 1,256 1,430 18.5 - 63 178 148 231 192 EQ 231 D20 - 524 597 15.4 53.8 D21 348 354 403 - - ' L3 1,255 3,900 Z589 - - 2,150 6,035 5, 019 33.91 94.5 1 Line shear based on max. F 83 Sheet: 68 Shear Wall Forces Lower Roof/ 2nd Fir. Diaph. Level E -W Forces . Date: 10/14/14 Wall Lateral Force (lbs) Wall Dist/ Controlling Force Line Length Tot L. 2 FW FX Fn p Fx p Fp FW FX Fp Type Shear No. Source' (lbs) (lbs) (lbs) (ft) (ft) (l (lt) (plo (lt) (It) (W/EQ) (lo -16 D10 - 855 721 821 5.2 - 164 139 158 180 205 EQ 205 855 721 821 5.2 26.0 Line shear based on max. F 41 17 D10 855 721 821 15.6 2.5 135 127 145 166 189 EQ 189 D11 292 119 136 - - D12 964 1,147 1,306 - - 2,110 1,987 2263 15.6 26.8 Line shear based on max. F 110 18 D11 292 119 136 6.9 - 195 240 230 312 299 EQ 312 D12 964 1,147 1,306 5.8 17.8 D13 958 560 637 6.9 40.1 D15 225 304 347 6.9 40.1 D16 1,024 1,097 1,250 10.4 58.7 D19 1,128 1,306 1,488 - - D20 776 938 1,068 - - L6 1,825 3,389 Z250 - - 7,192 8,861 8,481 36.9 70.1 Line shear based on max. F 164 19 D13 958 560 637 7.1 - 282 376 343 489 445 EQ 489 D14 - 240 274 7.2 13.6 D16 1,024 1,097 1,250 6.9 47.8 D17 590 633 721 - - D20 776 938 1,068 - - D21 573 681 775 - - L7 724 1,307 867 - - 1,330 2,517 1,671 - - 5,975 7,972 7,263 21.2 93.7 Line shear based on max. F 111 20 D14 - , 240 274 3.5 7.9 87 116 132 151 172 EQ 172 D17 590 633 721 4.0 33.8 D21 573 681 775 5.9 41.3 11163 1,554 1,770. 13.4 59.8 Line shear based on max..F 38 21 D18 367 352 400 6.3 - 58 56 64 73 83 EQ 83 3671 3521 4001 6.31 174.01 Line shear based on max. F 3 .t e • Sheet: 69 Shear Wall Forces Lower Roof/ 2nd Fir. Diaph. Level E -W Forces Cont'd Date: 10/14/14 Wall Line No. Lateral Force (lbs) -Wall Length ft Dist/ Tot L. Z (ft) FW , (plo FX (I fl :Fp p FX (If) p Fp (lf) Controlling Force Source' FW (lbs) Fx (lbs) Fp (lbs) Type (W/EQ) Shear (l fl 22 D18 D19 499 359 478 416 545 474 4.9 - 13.0 - 175 183 208 237 270 EQ 270 858 894 1,019, 4.9 40.5 Line shear based on max. F 33 23 D18 D19 L4 455 862 311 436 999 588. 497 1,137 390 4.4 4.1 - _ - 9.8 191 1 2381 2381 309 310 EQ 310 - 1,628 2,022 2, 024 8.5 40.5 Line shear based on max. F 65 24 D15 D19 L5 451 1,221 1,330 609 1,415 2,517 694 1,611 1,671 9.4 8.4 - 1.0 16.0 - 169 255 223 332 290 EQ 332 3,002 4,541 3,975, 17.8 27.5 Line shear based on max. F 215 i f i UPLIFT 8 DRAG Uplift and Drag Upper Roof Diaph. Level N -S Forces Sheet: 70 Date: 10/14/14 Wall Line No. Wall Length (ft) Wall Height (ft) Shear Force (plt) H/WRatio Uplift 4 (lbs) Add'l Uplift Resisting Force Net Uplift (lbs) Drag Forces Factor 2w/h Design Force From Lines Uplift (lbs) D.L. (It) Factor 0.67 Force (lbs) Start (lbs) End (lbs) 1 9.0 3.6 9.0 9.0 268 268 2.00 0.80 268 335 2,550 2,797 200 200 0.67 0.67 (603) (241) 1,947 2, 556 1,453 664 208 - 2 21.8 9.0 78 4.84 78 718 200 0.67 (1,461) (743) 36 94 3 3.8 12.8 7.4 9.0. 9.0 9.0 211. 211 211 0.84 2.84 1.64 250 211 211 2,190 1,979 2,639 200 200 206 0.67 0.67 0.67 (255) (858) (496) 1,935 1,121 1,543 - 1,330 552 503 364 426 Sheet: 71 Uplift and Drag Upper+Roof Diaph. Level E -W Forces Date: 10/14/14 Wall Line No. Wall Length (ft) Wall Height (ft) Shear Force (plo - H/W Ratio Uplift 4 (lbs) Add'I Uplift Resisting Force. Net Uplift (lbs) Drag Forces 6 Factor 2w/h Design .Force From ine5 Uplift (lbs) D.L. (plo Factor 0.67 Force (lbs) Start (lbs). End (lbs) 4 3.8 9.0 201 •0.84 238 1,810 200 0.67 (255) 1,555 635 - 5 9.4 9.0 348 2.09 348 -3,309 200 0.67 (630) 2,679 117 Z057 6 5.2 5.6 5.4 9.0 9.0 9.0 272 272 272 1.16 1.24 1.20 272 272 272 2,708 2,688 2,698 200 200 200 0.67 0.67 0.67 (348) (375) (362) 2,360 2,313 2,336 - 365 467 516 190 69 7 8.1 9.0 210 1.80 210 2,012 200 0.67 (543) 1, 469 - 993 Sheet: 72 Uplift and Drag Lower'Roof/ 2nd Flr. Diaph. Level N -S Forces Date: 10/14/14 Wall Wall Wall Shear H/WRatio Add'I Uplift Resisting Force Net Drag,Forcess Line Length Height Force Up04 Uplift Factor Design From Uplift D.L. Factor Force Start 7 End No. (ff) (ft) (If) 2w/h Force (lbs) ine 5 ..(lbs) "( If) 0.67 (lbs) . (lbs) (lbs) (lbs) 10 9.8 10.0 131 1.96 131 1,376 200 0.67 (657) 719 - 806 9.9 10.0 131 1.98 131 1,375 200 0.67 (663) 712 215 1,029 11.9 15.5 131 1.54 131 2,113 200 0.67 (797) 1,315 161 817 11 4.8 10.0 256 0.96 266 2,852 200 0.67 (322) 2,531 - 835 19.8 15.5 256 2.55 256 4,063 200 0.67 (1,327) 2,737 3,058 386 5.1 -12.4 256 0.82 311 3,513 200 0.67 (342) 3,171 887 - 12 9.4 10.0 76 1.88 76 805 200 0.67 (630) 175 385 32 13 3.7 8.0 489 0.93 528 4,522 200 0.67 (248) -4,274 2, 833 1,410 14.2 10.0 489 2.84 489 5,'667 200 0.67 (951) 4,116 1,639 3,823 4.9 10.0 489 0.98 499 5,444 200 0.67 (328) 5,116 1,885. - 14 12.4 10.0 184 2.48 184 1,915 200 *0.67 (831) 1,084 1,386 176 17.3 10.0 184 3.46 184 1,892 200 0.67 (1,159) 733 2, 053 127 15 18.5 10.0 231 3.70 231 Z378 200 0.67 (1,240) 1,139 - 2,745 15.4 10:0 231. 3.08 231 2,392 200 0.67 (1,032) 1,360 185 2,100 Sheet: 73 Uplift and Drag Lower Roof/ 2nd Fir. Diaph. Level E -W Forces Date: 10/14/14 Wall Wall Wall Shear H/W Ratio Add? Uplift Resisting Force Net Drag Forces Line Length Height Force Up1ift4 Uplift Factor Design From Uplift D.L. Factor Force Start End No. (ft (ft) (lt) 2w/h Force (lbs) Line 5 (lbs) (lo 0.67 (lbs) (lbs) (lbs) (lbs) 16 5.2 10.0 205 1.04 205 2,271 200 0.67 (348) 1,922 - 854 17 15.6 10.0 189 3.12 189 1,948 200 0.67 (1,045) 903 274 955 18 6.9 10.0 312 1.38 312 3,122 200 0.67 (462) 2,660 - 1,021 5.8 10.0 312 1.16 312 3,122 200 0.67 (389) 2,733 769 89 6.9 10.0 312 1.38 312 3,366 200 0.67 (462) 2,903 2,621 1,600 6.9 10.0 312 1.38 312 3,366 200 0.67 (462) 2,903 467 554 10.4 10.0 312 2.08 312 3,279 200 0.67 (697) 2,583 1,368 171 19 7.1 10.0 489 1.42 489 5,259 200 0.67 (4 76) 4,783 - 2,686 7.2 10.0 489 1.44 489 5,254 200 0.67 (482) 4,771 1,967 4,690 6.9 10.0 489 1.38 489 5,271 200 0.67 (462) 4,808 1,704 4,314 20 3.5 12.5 172 0.56 307 2,504 200 0.67 (235) 2,269 304 162 4.0 12.5 172 0.64 268 2,453 200 0.67 (268) 2,185 699 167 5.9 10.0 172 1.18 172 1,876 200 0.67 (395) 1,484 301 485 21 6.3 10.0 83 1.26 83 898 200 0.67 (422) 476 - 502 Uplift and Drag Lower Roof/ 2nd Fir. Diaph. Level E -W Forces Cont'd Sheet: 74 Date: 10/14/14 Wall Line No. Wall Length (ft) Wall Height (ft) Shear Force (plo H/W Ratio Uplift 4 (lbs) Add? Uplift Resisting Force Net Uplift (lbs) Drag Forcess Factor 2w/h Design Force From Lines Uplift (lbs) D. L. (lf) Factor 0.67 Force (lbs) Start (lbs) End (lbs) 22 4.9 10.0 270 0.98 276 3,009 200 0.67 (328) 2,681 425 739, 23 4.4 4.1 10.0 10.0 310 310 0.88 0.82 352 377 3,095' 3,525 200 200 0.67 0.67 (295) (275) 2,801. 3,251 - 725 1,076 1,728 24 9.4 8.4 10.0 10.0 332 332 1.88 1.68 332 332 3,503 3,526 200 200 0.67 0.67 (630) (563) 2,873 -2,963 215 317 885 665 Matt Parisek, P. E. Project.' Lot 346 Sheet: 75 2201 Francisco Dr. #140-452, EI Dorado Hills, CA The Hideaway (916) 952-6965 matt@parisekengineenng.com La Quinta, CA Date: 10/14/14 SHEAR WALL SCHEDULE . z � NAIL SILL ANCHORS TOP P TRANS ALLOWABLE. SPACING SPACING A34, A35, EDGE FIELD SILL 5/8"AB 16d LTP5 3/8"LAGS SHEAR H1 L50, LS50 REF (PLF) (IN) (IN) SIZE (IN) (IN) (IN) ,. (IN) (IN) (IN) 1Q 260 6 12 2x 48 6 24 n. a. 48 48 2Q 350 4 12 2x 48 4 16 n. a. 48 48 Q 490 3 12 3x 36 3 12 12 24 24 4Q 640 2 8 3x 24 n. a. 10 9 n.a. 24 5Q 980 3 8 3x 16 n. a. 6 6 n. a. 12 Q6 1140 2 8 3x 12 n.,a. n. a. 5 n. a. 8 z � r" 7 r z � r" r Matt Parisek, P.E. Lot 346 Sheet: 76 2201 Francisco Dr. #140-452, EI Dorado Hills, CA The Hideaway (916) 952-6965 matt@parisekengineering.com La Quinta, CA Date: 10/14/14 HOLD DOWN SCHEDULE REF UPLIFT (LBS) HOLD DOWN POST SIZE ROD DIA. ANCHORS NEW CONC. RETROFIT 6" STEM SLAB FLR. TO FLOOR THD. ROD HOLE DIA. DEPTH 3465 MSTC40 (2)2x - - - - - 4620 MSTC52 (2)2x - - - - - ss - - 5860 MSTC66 (2)2x - - - - - 2 3075 3075 3075 HDU2-SDS2.5 (2)2x 5/8" SSTB16 5/8" 3/4" 12" a 4470 4470... 4565 HDU4-SDS2.5 (2)2x 5/8" SSTB24 5/8" 3/4" 16" 5 4470 5645 5980 HDU5-SDS2.5' (2)2x 5/8" SSTB24 5/8" 3/4" 16" 8 §970 6970 6970 HDU8-SDS2.5 4x4 7/8" SSTB34 7/8" 1" 20" ='•ter ri` r 9535 _9535 9535 HDU11-SDS2.5 6x6 1 " PAB8-34 1 " 1 1/8" 24" wlAhk FOXWORTH GALBRAITH LUMBER 10527 S. FRONTAGE,YUMA, AZ 85365 P: 928-345-21.78 Today's -Date: 8/14/2014 TRUSS CALCULATIONS & LAYOUTS PROJECT: - Beutler Residence �{ ` Lot.346 — The'Hideaway ` La Quinta, CA 92253 CITY. OF LA MTA DEPT BUILDING R . ` e 76.0=123.9479, AFINGMo .1 FOR C � 5 i DATE B + 4` TRUSSES PKT UP ti • a Z • ONTO WALL mw + ' - 1 8'4-1/4" PLT (6-5/8" HEEL) r. Z N W ' IU -0.3/4" PLT (6.5/8" HEEL), 'Q Z too ' 10'"0.3/4" PLT (I'-6-0" HEEL) `� 8'-7.1/4" PLT / (CVP W Z IL W Lu 1T-11-3/4" PLT (6-5/8" HEEL); \\ \ 14_03/4" PLT_(6.5/8" HEEL) - Z I I- q� . \Q Z. r ,O 4 . •� O _ L4 -G �■ .. LLJ ILu ~ ®. Q.... 14 > m m 10'-0-3/4" PLT (10.7/8" HEEL)//�'I 2 ' 0 3/4" LT /8" EEL _ _ I - ` _ -_ _ N TRUSSES PKT UP 10 0-3/4' PLT ((r5/8" HEEL) N _ _ _ --_ _ -- _ p M N 10 3/ },PLT N v ONTO WALL s --- --- -' --- __ _- --- -- 10'A 3/4" O B. F F f t. __ I' i f F F W W W W W W W W W W j5� - _IS' -0- /4 P T•(10 7/8.. EL) � I N R3.SQpy�` M3, . } \ _jL M3" ll.! 12 �_ _ M r .x1'13/4" PLT 10.7/8" HEEL F7 L3 �. J "� ° ". f F M2 tN® 1a E? y ajr �« �� w• m �\ C C F6 $ F6o pJ J J J J J. J. .J :1 J J � E. F y- :,A �: ... M1 ;O .. DS > ( �. ■ `Q .-' Z q $ N ® _ m M1 t S7 �9 M1 " dF5 0• 3a <I` 4 FS 2 - ® - �; N • N N N ti M1 { . / Se 1 i ce_ - D4 A _ _ J J J J. J /' �'L 12'-6-3/4" PLT '\ m :�' _ �( : _ ., , 4' Ef9, - Mi IQ V '' 0 ■y co \ $ v' ° 'i`ktr°n F_Gr.'�� �;; tt .5 si ,: r e Mt gra __I rd is Z W N co LPJA i,l'sOzZm F, ®cIY72A' ai'''d t12" duct lhrouph chase '' p jr�. ^�? ` * s •.��w. a;. 'z t M3. - G I T-6-3/4" PLT 1 .� 12'-6-3/4" LT•` 4 , 7 ` _ :. I . 15'4-314" P .I. . i i •u8 -- - � r 260 PLF 10'-0-3/4 PLT I' -I I-0"HEEL Mq p M M F3 -DT G.DT I - �_c_ •F g F - F - F �. i i R# 12 6-3/4' PLT I .: i� ? Q -' -' - '----- '-' - -- - __ ' ---- -� - C7 In 6 - ... _ \ 10'-0.3 4" PLT 10.7/8" HEEL ---- Q rn O ♦ 0 2-0Q-00. 1. 1' I 1 F3 16-00-00 G 2 -00 SjP� , �' `\ ' �/00 .C6 -R- -25 . 4- - - -2-0 m .. - FJ . • r G 8mm zoom 8.00.00 , - _ ii Q tXS 4d 2 I-$ ■ J Q cs - q - 2 m 24-02-00 : F3 W 2.00: i ' 8-00.00 .. 8-00-00: C4 d 2 .. - .. G •. 2 Hal a °O QQ1 __ _., __ 10_07114" PLT (10.7/8 H EL)_ ______ ______ +. V/ (wj Q �� v I . SIMPSON HARDWARE 2 F e -0o 00 .. .. •� 2 F3 G- d I a a a a a a A I -GT (MUS26) O mm V, V -i -- .. 4 20_w F OC q vy C4 _ t- Ia 1 x A5 u ASI AI (LUS26) ' cr r C4 ... 12'-6- /4" BD.T. i /' z -0i oo ©I Fj.. _ '' G 2-00-00 A4 Q a a a ¢•A41 A -HIP (THJA26)* LL X fV 'C4 - �. F3 ' .I I V < d'. i B, BI, B2, B3, B4 (LU24) ~ 0 V7 N II 2 V 2-0Q,Op 8 J ". $ 4 $ $ ; x SK O o, C4 4 I _ ® ® I A3 9 o Q -8- �Q a3 ,_ B -HIP (HGUS26 SKEWED) "} f z I F3 C 2 I - c• Az ySo - - P� A2 BI -HIP, B2 -HIP (THJA26) $ LL C4 C -HIP (THJA26) r a ° / ® 24g00 ( G 2-0 1.00 o A2 vy a2 6 - D-HIP(THJA26) u A3 I, CS �' • G W-5-3/4" PLT F.F.'0 VER FY A ;a DI (SUR/L26) - U' .. - 1-I -00 F3 I -I mI jj , 3 �Q R C6 G u tNi v v I I: \ 350 PLF"' GG -DT.... '1 8' 2-0PLT 2ND FLR (10-7/8" HEEL) 1 I .t - 'P^�j7( ^� !A4 td E (LU24) , I: C7C"= +.. v` ------------.--- - ---�_� ..- �p ^I PTH 26) F3-� - - `� I� F -HI JA v v v I rB4- 2ro PI1 . 1'0 -08 1 F3A\ NtO Z - � � u $- - $1 1 - A ' � + �' � 2 tD, Q OY I & as l(THJA26) +�F I T tt. 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VY N9 j ?a ALL JACK TRUSSES 8'-0" IN SPAN SHALL k ( R I W Q Bd 0-4 N70 , B5 Id BE CONNECTED AS FOLLOWS: USE (3)'16d J �.- o i B4 10'-0.3/4" B.O.B., I 4 _ � m � � 2 SINKERS Q T.C. AND (3) 16d SINKERS @ n r .. 350 PL1.RUM- - - _ - D S2B.C. TO GIRDER B C IN 1 U IC 8"H EL1 "TOT8'- 0" P 2N FL 10-7/ " HE )+ � . B6 I ' ADDITION LUS24 Q B amo m m TRUSS. LY 'uo m.- _. _____ ____ - N N _'_ -- _ - N N N o 'N N N N N �` �y N N N N N '•+ N N N m■ A BB. 10'"0.3/4' PLT (10.7/8" HEEL) to m m m m m m' m m m m 3 �q R3 m m m m m m m m m m m m 2-00-00 ALL JACK TRUSSES T-0" AND SHORTER IN 0ti / - - - - -- - - -10'-0-3/4"--- I SPAN SHALL BE CONNECTED AS FOLLOWS: .. .".. _. -. �j'� ------ p'f N N of _ _ _ _ _ _ ■.�..: - \Q' 10'-0.3/4" PLT (10.7/8" H E ._ _. .- - IV --- ��¢'-.. ..,g m-ar ____ PLT (10.7/8" HEEL) m - - 'DATE �'_ ya - - ' USE (3) 16d SINKERS (a3 T.C. AND (3) 16d z9�z�o-O �o �I OSINKERS Q B.C. AUGUST 14, 2014 ' DATE •= ,, SHEET Y TLA17-00-00 7-02m 13mm 12mm 15m-00 9mm 19'-5-3/4" PLT F.F. 00 VERIFY 19'-5.3/4" PLT F.F. 00 VERIFY - , , JOB NUMBER 8'-2-0" PLT 2ND FLR (2'-5-3/8" HEEL) 8'4.0" PLT 2ND FLR (2'-2-5/8" HEEL).' , I . j < , j,