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10-1288 (AR) Revision'rL� b d C � , UJ � • �;':c3C.,�,,�.►�'l n..► 6 vJ tT � °� OCR t � f N Pr- � d'-�- 4 cw,> s->bf'$ct4c7 T4ht 4 4Quutw P.O. Box 1504 78-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 BUILDING & SAFETY DEPARTMENT (760) 777-7012 FAX (760) 777-7011 Finance Department, Please Collect The Following Fees For The Services Rendered p HTE PERMIT #10-1288 PROJECT: EXERCISE ADDITION TO EXISTING SFD (UNDER C S I RUCTION) 2"'�" ADDRESS: 78-850 VIA AVANTE CUSTOMER: CARLOS SANCHEZ SERVICES RENDERED: ADDITIONAL PLAN REVIEW — REVISION TO INCREASE SIDELIGHTS ADJACENT TO DBL FRENCH DOORS, INCREASE HEADER SIZE AND CAPACITY OF SIMPSON STRONG WALL PER ENGINEERED PLANS. 2007 CBC. SUPPLEMENTAL TO PERMIT 10-1288. Fees: ' 35.00 YOUNG ENGINEERING SERVICES (.50 HRS x $70/11R) .............................. $ NON STRUCTURAL REVIEW & ADMIN.(1.0 X 35/Hr) .................................. $ 35.00 TOTAL FEES NOW DUE: ......................................... $ 70.00 Date: _February 8, 2011 ISo f7l s c2j ��j c- Oj 5- Er— en. C.3 Irl 0 cr 71-780 San Jacinto Dr. Ste. E2, Rancho Mirage, Ca. 92270 ph. (760) 834-8860 fax (760) 834-8861 To: Citv of La Ouinta 78-495 Calle Tampico La Quinta, CA 92253 Letter of Transmittal Today's Date: 2-7-11 City Due Date: 2-9-11 Project Address: 78-850 Via Avante Attn: Phillip Plan Check #: 10-1288 (revision) Submittal: ® 15t ❑ 4th ❑ 2nd ❑ 5th ❑ 3rd ❑ Other: We are forwarding: ® By Messenger ❑ By Mail (Fed Ex or UPS) ❑ Your Pickup Includes: # Of Descriptions: Includes: # Of Descriptions: Copies: Copies: ® 1 Structural Plans (revised ❑ Revised Structural Plans sheets) ® 1 Structural Calculations ❑ Revised Struct. Calcs (addendum calculations) ❑ Truss Calculations ❑ Revised Truss ❑ Soils Report Update ❑ Revised Soils Report ❑ Structural Comment List ❑ Approved Structural Plans ❑ Redlined Structural Plans ❑ Approved Structural Calcs ❑ Redlined Structural Calcs ❑ Approved Truss Calcs ❑ Redlined Truss Calcs ❑ Approved Soils Report ❑ Redlined Soils Reports ❑ Other: Comments: Structural content for the shear wall revision is approvable. The addendum calculations and the revised Ian sheets shall be included in with the previously approved structural calculations and plans. 7- 77T3 V If you eany questions please call. DER This Material Sent for: `_ ❑ (our Files ® Per Your Request ❑ Your Review ❑ Approval ❑ Checking ❑ At the request of: Other: ❑ By: John W. Thompson Rancho Mirage Office: ® (760) 834-8860 Other: ❑ Bin # a At City of La Quinta Building Br Safety Division P.O. Box 1504, 78-495 Calle Tampico La Quinta, CA 92253 - (760) 777-7012 Building Permit Application and Tracking Sheet Permit # 1000 Project Address: 7-e50- ()iA APT-e Owner's Name: i wYt L y Y t A. P. Number: —Cr—) Address: Legal Description: City, ST, Zip: 5- 3 Contractor: Telephone: N—. M. =01— Address: Project Description: City, ST, Zip: cc)(Ck V Q (--P— CCU Sf- Telephone: . . . . . . . . . . . . . . . . . . State Lie. # City Lie. Arch., En 2 6 60 Address: City, ST, Zip: TeIephon.&)Z.,7,Z_- 91/ Construction Type: Occupancy: State Lie. #: Project type (circle one): New Add'n Alter Repair Demo Name of Contact Person: Sq. Ft.: # Stories: F Units: Telephone # of Contact Person: Estimated Value of Project: APPLICANT: DO NOT WRITE BELOW THIS LINE N Submittal Reqld Rec1d TRACKING PERMIT FEES Plan Sets Plan Check submitted Item Amount ' Structural Cates. Reviewed, ready for corrections Plan Check Deposit Truss Cates. Called Contact Person Plan Check Balance, Title 24 Cates. Plans picked up Construction Flood plain plan Plans resubmitted 157N Mechanical Grading plan V. Review, ready for correction Electrical Subcoutactor List —(ssue Called Contact Person Plumbing Grant Deed Plans picked up S.M.I. H.O.A. Approval Plans resubmitted Grading IN HOUSE:- Review, ready for corrections/'issue Developer Impact Fee Planning Approval Called Contact Person A.I.P.P. Pub. Wks. Appr Date of permit issue School Fees Total Permit Fees A/S, 71.=.7.80 San Jacinto Dr. Ste. E2; Rancho Mira9e„ Ca. 92270 ph. (760) 834-8860 fax (76o) To: City of La Quinta 78-495 Calle Tampico 'La Quinta, CA 92253 Attn: Philli Submittal: Letter of Transmittal Today's Date: By Mail (Fed Ex or UPS) ❑ Your Pickup 2-7-11 City Due Date: Includes: 2-9-11 Project Address: Copies: 78-850 Via Avante Plan Check #:y ® 10-1288 (revision) ® 1st ❑ 4th. El 2"d El 5th ❑ 3'd ❑ Other: We are forwarding: ® By Messenger ❑ By Mail (Fed Ex or UPS) ❑ Your Pickup Includes: # Of Descriptions: Includes: # Of Descriptions: Copies: Copies: ® 1 Structural Plans (revised ❑ Revised Structural Plans sheets) ® 1 Structural, Calculations ❑ Revised Struct.' Calcs ' (addendum calculations) . ❑ Truss Calculations ❑ Revised Truss ❑ Soils Report Update ❑ Revised Soils Report ❑ Structural Comment List ❑ Approved Structural Plans ❑ Redlined Structural Plans ❑ Approved Structural Calcs ❑ Redlined Structural Calcs ❑ Approved Truss Calcs ❑ Redlined Truss Calcs ❑ Approved Soils Report ❑ Redlined Soils Reports ❑ Other: Comments: Structural content for the shear wall revision is approvable. The addendum calculations and the revised Ian sheets shall be included in with the previously approved structural calculations and plans. If you a e any questions please call. EER o 7 2011 This Material Sent for: $Y: our Files ® Per Your Request - ❑ Your Review ❑ Approval ❑ Checking ❑ At the request of: Other: ❑ 1 By: John W. Thompson Rancho Mirage Office: ® (760) 834-8860 Other: 171 Bin # a City Of La Quinta Building & Safety Division P.O. Box 1504, 78-495 Calle Tampico La Quinta, CA 92253 - (760) 777-7012 Building Permit Application and Tracking Sheet Permit # „ /lg V Project Address: 7 - �� -i PwT-6 Owner's Name:th �n L'.cWY�e A. P. Number: 6-13-160 -00 S Address: A- av\,�,4•r-C- Legal Description: City, ST, Zip: L �i•.i � r Ca . ZL5 3 Contractor:.Telephone: Ys• :;:>::,y.::::R: R: ;: <ay; i'i`. �:" :� �a:::�<:<•::s;<;:.�«>.::,,:!.{.,c: .R'>:Rr '': 'nil:' ^ii': ii: h:R....!:!iR:V•ii Address: Project Description: City, ST, Zip: •� �(a) Uig D&E-�� 1 � S / Telephone: <lk•:.i' State Lic. # : City Lic.�j`r. Arch., Eng( Designer tj pc S, Address: 41 7 S City., ST, Zip: 'R"'!Rwiy,.;•:tiy •i:Ri:!i•1i'!2'R'Rw:: .v:•::.}.:..{y Telephone ) Z,77,'- 91 z': y; :: ,«. z ; ;: ;:: v: vTZ.; :�'R�i•{yhtii:f:i ::�:i%:F State Lic. # Name of Contact Person: Construction Type: Occupancy: Project.type circle one): New Add'n Alter Repair Demo Sq. Ft.: # Stories: # Units: Telephone # of Contact Person: Estimated Value of Project: APPLICANT: DO NOT WRITE BELOW THIS LINE # Submittal Req'd Recd TRACKING PERMIT FEES Plan Sets Plan Check submitted Z` II Item Item Amount Structural Cities. Reviewed, ready for corrections Plan Check Deposit Truss Calcs. .Called Contact Person ' Plan Check Balance Title 24 Calcs. Plans picked up Construction Flood plain plan Plans resubmitted Mechanical Grading plan 2°" Review, ready for correctionssue Electrical Subcoutactor List Called Contact Person Z Plumbing Grant Deed Plans picked up S.M.I. H.O.A. Approval Plans resubmitted Grading IN HOUSE:- ''"'Review, ready for corrections/issue Developer Impact Fee Planning Approval Called Contact Person A.I.P.P. Pub. Wks. Appr Date of permit issue School Fees Total Permit Fees ev Ns U.'S'S- W Q A .Company You -Can Truss!' •�` ` CIT' OF LA QUIN •�. BUILDING`& SAFE TA e TY.DEPT AP PROVED ' FOR CONSTRUCTI .MAIN OFFICE. - ON '.:73-900 DINAH SHORE SUITE_ 202. DA FE ra 201 BY �s PALM DESERT, CA 92211 - 10- 6z8i�o PHONE: -760-341-2232 - �,•, JOB NUMBER: PD06399 _ > -FAX: 760=341-2293 r ' L` NAME: carlos sanchez i y • . -MANUFACTURING YARD_, 55-755 TYLER -STREET PROJECT.: Cecchini 01/04/2011' 'THERMAL, CA 92274 - _ - Cl::Tvfl:D ' FAX: +760-399-9786✓ .: JAN 0 4 2011 t ' BY: I / III \ /s_ I •. %A.VL11 M. III i �O�I fir• ......... �. � � it d3 �-M() POFE& In ` �Q�OJ G®� CD °�� NO. C 55829 m cr_, Err. 0� 3o�i k .gA _ -.••,- B l.,r , Y1L;;7r~ � 3i:o„ �s .,s w. ? ,:>g5{' ,,,rte . t''t. � �.: 1 �. x 3r � • '* `a 's" rt nx'.i s a"',�'�' •s ,.. Q' tr s . g.. ,„ z � r. �b •. z. .` + y - ;;tdr��t'� �s;'. t �i "" Tt - i, + '. �'. F4 'Yf' +� �~ \ M1y c '`" ?'°`k✓ y_ m.' ' x4.` .2t „'y yiAl. 'A45`4. ,e+`,F •• . Y`..'. . • '� AYE �` i L�e :':. 7 _, X. Phone (760) 341-2232 CECCHIN, - SALES REP: SB Wdk-o: gdO6399 Fax # (,760) 341-2293 DUE DATE: 11/09/2010 SCALE: 1'1=5' O" >e Q aD :CARLOS SANCHES� DSGNR/CHKR: SB L SB Date:` 1/3/2011 15:33 7 $ 8'50 VIA AVANTE TC Live 20.00 psf DurFac-Lbr 1.25 T RU S SWO`RK S LA QUINTA TC Dead 14.00 psf Dur Fa;c—Plt 1.25 A Company You Can Truss ! SC Live 0.00 pef o c "Spacing: 2 75-110 St. Charles P1. ste-11A SC Dead 7.00 psf Design Spec: CBC -07 Palm Desert, CA. 92211 -'- - Total 41 V9 R?{AP qTr/NCfg: 25 / 6 IN A02 A03 A04 ��©P q&q, P:q��OvgPUSS�pd.v�pF� VP�%e e�pA N �o'5�Qs�pF 10r- :,CIO F'� P TACT �Q15y�Qv� GAR�g2 p ul `STATE 0 Phone .(760)341-2232 CE CCH=N= - SALES REP: SB WO#:. pdO6399 Fax # ( 760 )341-2293 DUE DATE: 11/09/2010 SCALE: 1"=6' O" Q aD CARLOS SANCHES - DSGNR/CHKR: SB / SB Date: 1/3/2011 18:23 TC 'Live 20.00 psf 14.00 DurFac-Lbr : 1.25 DurFac-Plt 1.25 T R U S S W O R K S -78 8 S O -\7T-A. AVANTE LA QU=NTA - TC Dead psf A Company Youy Can Truss BC Lide 0.00 ps£ O.C. Spacing: 24.0 75-110 St- Charles_ pl- ste-11A -• - - BC Dead 7.00 ps£ Design Spec: CBC -07 Palm Desert, CA- 92211 Total 41-00 psf #Tr/#Cfg: 25 / 6 - Jab Name: cecchini Truss ID: A01 Qty: 4 Drwg: BRG X-j,OC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. 1 0- 1-12 1116 3.50" 1.50" BC 2x4 DFL #1 & Btr. 2 21-10- 4 1116 3.50" , 1.50" WEB 2x4 DPL STANDARD BRG REQUIREMENTS shown are based ONLYRefer to Joint QC Detail Sheet for on the truss material at each bearing Maximum Rotational Tolerance used IRC/IBC truss plate values are based on TC FORCE AXL BND CSI testing and approval as required by IBC 1703 1-2 -2319 0.05 0.15 0.20 and ANSI/TPI and are reported in available 2-3 -1934 0.01 0.20 0.22 documents as ER -1607 and ESR -1118. 3-4 -211 0.00 0.20 0.20 4-5 -211 0.00 0.20 0.20 5-6 -1934 0.01 0.20 0.22 6-7 -2319 0.05 0.150.20 BC FORCE AXL SND CSI 8-9 2160 0.18 0.26 0.43 9-10 2159 0.19 0.26 0.46 10-11 1747 0.15 0.36 0.52 11-12 2159 0.19 0.26 0.46 12-13 2160 0.18 0.26 0.43 WEB FORCE CSI WEB FORCE CSI 2-9 232 0.09 5-11 365 0.15 2-10 -489 0.15 6-11 -489 0.15 3-10 365 0.15 6-12 232 0.09 3-5 -1576 0.69 Designed per ANSI/TPI 1-2002 This design does not account for long term time dependent loading (creep). Building Designer must account for this. THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. Loaded for 10 PSF non -concurrent BOLL. Loaded for 200 lb non -concurrent moving BOLL. Permanent bracing is required (by others) to prevent rotation/toppling. See BCSI and ANSI/TPI 1. 4-7-14 . 3-10-2 I li 3-10-2 4-7-14 4-7-14 8-6-0 17-4-2 22-" 11-0-0 I 11-0-0 r 1 2 3 4 5 6 7 4.00 -400 4X4 UPLIFT REACTION(S) : Support C&C Wind Non -Wind 1 -557 lb 2 -557 lb This truss is designed using the CBC -07 / ASCE7-05 Specification Bldg Enclosed = Partial, Importance Factor = 1.00 1/3/2011 Truss Location = End Zone , Scale: 5/32" =1' Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft WO: PD06399 Mean roof height = 17.00 ft, mph = 95 ASCE7 II Standard Occupancy, Dead Load = 12.6 ps Designed as Main Wind Force Resisting System DurFacs L=1.25 P=1.25 - Low-rise and Components and Cladding Rep Mbr Bnd 1.00 Tributary Area = 46 sqft O.C.Spacing 2- 0- 0 ----------LOAD CASE #1 DESIGN LOADS -------------- Design Spec CBC -07 Dir L.Plf L.Loc R.Plf R.Loc LL/ TC Vert 82.00 - 2- 0- 0 82.00 0- 0- 0 0. TC Vert 68.00 0- 0- 0 68.00 22- 0- 0 0. TC Vert 82.00 22- 0- 0 82.00 24- 0- 0 0. BC Vert 14.00 0- 0- 0 14.00 22- 0- 0 0. ..Type... lbs X.Loc LL/TL TC Vert 0.0 0- 1-12 1.00 TC Vert 0.0 21-10- 4 1.00 BC Vert 100.0 11- 0- 0 0.49 B1 B2 100# 12-M 22-" 8 9 10 11 12 13 4-74-7� 3-10-2_i 5-0-0 3-10-2_i 4-714 4-7-14 8.6-0 13-0-0 17-4-2 22-" All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine; or preceded by "MX" for TWMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. ® WAKNINU Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer and done In accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions T R U S S W O R KS areto be verifled by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Truss I Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any pl. ste-11A environment that will cause the moisture content of the wood to exceed 19%andlor cause connector plate corrosion. Fabricate, handle, Install 75-110 St. Charles Palm Desert, CA. 9pl. s and brace this truss In accordance with the fallowing standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSVTPI 1'. WTCA 1' - Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION' - Phone (760) 341-2232 (BCSI) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 218 N. Lee Street Suite 312, Fax # (760) 341-2293 Alexandria, VA 22314. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. MAX DEFLECTION (span) : L/999 MEM 11-12 (LIVE) LC 36 L= -0.10" D= -0.09" T= -0.19- ===== Joint Locations ===== 1 0- 0- 0 8 0- 0- 0 2 4- 7-14 9 4- 7-14 3 8- 6- 0 10 8- 6- 0 4 11- 0- 0 11 13- 6- 0 5 13- 6- 0 12 17- 4- 2 6 17- 4- 2 13 22- 0- 0 7 22- 0- 0 p(RCHITFc GARZ y�G T O LU = 03N CC J rh E e pr 1/3/2011 07A 0, , Scale: 5/32" =1' Eng. Job: EJ. WO: PD06399 Chk: sb Dsgnr: sb TC Live 20.00 psf DurFacs L=1.25 P=1.25 TC Dead 14.00 psf Rep Mbr Bnd 1.00 BC Live 0.00 psf O.C.Spacing 2- 0- 0 BC Dead 7.00 psf - Design Spec CBC -07 TOTAL 41.00 psf Seqn T6.5.7 - 72200 Job Name: cecchini Truss ID: A02 Qty: 1 Drw : BEG 'X -LOC REACT SIZE REQID TC 2x4 DFL #1 & Btr. Designed per ANSI/TPI 1-2002 UPLIFT REACTION(S) ' 1 0- 1-12 1066 3.50^ 1.50• BC 2x4 DFL #1 & Btr. This design does not account for long term Support. C&C Wind Non -Wind 2 21-10- 4 1066 3.50^ .1.50^ WEB 2x4 DFL STANDARD time dependent loading (creep). Building 1 -594 lb BEG REQUIREMENTS shown are*based ONLYRefer to Joint QC Detail Sheet for Designer must account for this. 2 -594 lb on the truce material at each bearing Maximum Rotational Tolerance used THIS DESIGN IS THE COMPOSITE RESULT OF This truss is designed using the Scale: 5132" = 1' IRC/IBC truss plate values are based on MULTIPLE LOAD CASES. CBC -07 / ASCE7-05 Specification TC FORCE AXL BND CSI testing and approval as required by IBC 1703 Loaded for 10 PSF non -concurrent BCLL. Bldg Enclosed = Partial, Importance Factor = 1.00 1-2 -2127 0.04 0.22 0.27 and ANSI/TPI and are reported in available Loaded for 200 lb non -concurrent moving Truss Location = End Zone 2-3 -1619 0.08 0.11 0.19 documents as ER -1607 and ESR -1118. BCLL. Hurricane/Ocean Line = No , Exp Category = C 3-4 -1508 0.08 0.05 0.13 Drainage must be provided to avoid ponding. Bldg Length = 40.00 £t, Bldg Width = 20.00 ft 4-5 -1616 0.06 0.11 0.19 Mean roof height = 16.88 ft, mph - 95 5-6 -2126 0.04 0.22 0.27 ' ASCE7 II Standard Occupancy, Dead Load = 12.6 psf I Designed as.Main Wind Force Resisting.System BC FORCE AXL BND CSI - - Low-rise and Components and Cladding 7-8 1970 0.15 0.28 0.43 Tributary Area = 44 sqft 8-9 1966 0.16 0.21 0.38 9-10 .1506 0.13 0.13 0.25 10-11 1965 0.16 0.22 0.38 11-12 1969 0.15 0.28 0.43 WEB FORCE CSI WEB FORCE CSI , 2-8 257 0.10 4-10 283 0.11 MAX DEFLECTION (span) .: 2-9 -527 0.19 5-10 -528 0.19 L/999 MEM9-10 (LIVE) LC 1 3-9 369 0.15 5-11 257 0.10 L= -0.07" .D= -0.08^ T= -0.15" 3-10 147 0.06 5-6-14---1 4-3-14 �I v 4-3-14� 5-6-14 -6-14 9-10-12 N 16-5-2 22-" 10-3-11 10-3-11 1 2 3 4 5 6 4.00 -4.00 B1 B2 2-0 22-" 7 8 9 10 11 12 5-0� 4-3-14C, Sr 4-3-14� 5-6-145-0-14 9-10-12 16-5-2 22-0-0 All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine; or preceded by "MX" for TWMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. WAKNIIVl7 Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an Individual building component not truss system. it has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions T R U S S WO R KS ere to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Trussl is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed In any 75-11 O St. Charles pl. Ste -11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install Palm Desert, rle pl. s and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSFTPI 1', NYTCA V - Wood Truss Council of America Standard Design Responslbilbies,'BUILDING COMPONENT SAFETY INFORMATION' - Phone (760) 341-2232 (SCSI) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 218 N. Lee Street Suite 312, Fax # (760) 341-2293 Alexandria, VA 22314. The American Forest and Paper Association (AFPA) is located at 1111 191h Street, NW, Ste 800, Washington, DC 20036. ---== Joint Locations =---- 1 0- 0- 0 7 0- 0- 0 2 5- 6-14 8 5- 6-14 3 9-10-12 9 9-10-12 4 12- 1- 4 10 12- 1- 4 5 16- 5- 2 11 16- 5- 2 6 22- 0- 0 12 22- 0- 0 T 4-4-15 SHIP TO -3-1 20 COQ` c7 N SATE OF GA 1/ 3/2011 Scale: 5132" = 1' Eng. Job: EJ. WO: PDO6399 Chk: sb Dsgnr: sb TC Live 20.00 psf DurFacs L=1.25 P=1.25 TC Dead 14.00 psf Rep Mbr Bnd 1.10 BC Live 0.00 psf O.C.Spacing 2- 0- 0 BC Dead 7.00 psf Design Spec CBC -07 TOTAL '41.00 psf Seqn T6.5.7 - 72201 Jab Name: cecchini Truss ID: A03 Qty: 1 Drwg: BRG x .LOC REACT SIZE REQ'D TC _ 2x4 DFL #1 & Btr. ' 1 0-1-12 1066 3.50^ 1.50" 2x4 DPL STANDARD 10-3 a 21-10- 4 1066 3.50• 1.50• BC 2x4 DFL #1 & Btr. BEG RHQDIREMENTS shown are based ONLYWEB 2x4 DPL STANDARD on the truss material at each bearingTHIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. TC FORCE AXL BIRD CSI Loaded for 10 PSF non -concurrent BOLL. 1-2 -2165 0.10 0.12 0.22 Loaded for 200 lb non -concurrent moving 2-3 -111 0.00 0.16 0.16 BOLL. 3-4 106 0.00 0.34 0.34 Drainage must be provided to avoid ponding 4-5 -2497 0.30 0.00 0.30 5-6 -2540 0.10 0.19 0.28 6-7 -2119 0.05 0.25 0.30 BC FORCE AXL BIRD CSI 8-9 2011 0.15 0.25 0.40 9-10 2452 0.20 0.21 0.41 10-11 2575 0.21 0.19 0.40 11-12 1976 0.16 0.20 0.37 12-13 1961 0.15 0.29 0.45 WEB FORCE CSI . WEB. FORCE CSI 10-4 195 0.41 5-10 -217 0.06 2-9 330 0.13 5-11 -213 0.06 2-4 -1929 0.55 6-11 613 0.25 4-9 -526 0.17 6-12 273 0.11 Designed per ANSI/TPI 1-2002 This design does not account for long term time dependent loading (creep). Building Designer must account for this. Refer to Joint QC Detail Sheet for Maximum Rotational Tolerance used IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and ANSI/TPI and are reported in available documents as ER -1607 and ESR -1118. Continuous lateral bracing attached to flat TC as indicated. Lumber must be structural grade. Brace @ 24" o.c. unless noted.' 44-1� 3-11-9 �N 3-83-8 5-11-11 4-11-1 8-10-10m c6 m 16-0-5 22-" 9-0-6 6-4-10 1 2 34 5 6 7 4.00 6-6-11 -4� 4X4 3x8- 2x4 �6 4X4 4X4 rl 4X4 4X4 5X5 1.5X3 61 62 This design based on chord bracing applied per the following schedule: max o.c. from to TC 24.00" 8- 8-14 15- 7- 1 UPLIFT REACTIONS) : Support C&C Wind Non -Wind 1 -593 lb 2 -630 lb This truss is designed using the CBC -07 / ASCE7-05 Specification Bldg Enclosed = Partial, Importance Factor 1.00 Truss Location = End Zone Hurricane/Ocean Line = No., Exp Category = C Bldg Length = 40.00 ft, Bldg Width 20.00 ft Mean roof height = 16.67 ft, mph = 95 ASCE7 II Standard Occupancy, Dead Load = 12.6 ps Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area =_44 sqft T 3-11-13 SHIP �=0-3-1 MAX DEFLECTION (span) : L/999 MEM 10-11 (LIVE) LC 1 L= -0.12" D= -0.13" T= -0.25- ===== Joint Locations =---- 1 0- 0- 0 8 0- 0- 0 2 4-11- 1 9 4-11- 1 3 8-10-10 10 8-10-10 48-10-10 11 12- 3-12 5 12- 3-12 12 16- 2- 1' 6 16- 0- 5 13 22- 0- 0 7 22- 0- 0 O PXHI/F 2l� 22-0-0 ysl2-" Q 0. GAg4 C'T 8 9 10 11 12 132• /�� G) �/L 44-1� 3-11-9 3-5 2 3-1� 9 154-11-1 _5-9,-15-- 4-11-1 8-10-10 12-3-12 16-2-1 22-" I 1g�1 W (� 1 V *rj11�Q�� 1,13/2011. All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine; or precededST ( jP� TE by "MX" for TWMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. Q Scale: 5132" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: PDO6399 This design is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' sb and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgnr: sb are to be verified by the component manufacturer andlor building designer prior to fabrication. The building designer must ascertain that the loads T RU S SWO RKS utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFacs L=1.25- P=1.25 A Company You Can Truss l p y Is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead. 14.00 Rep Mbr Bnd 1.10 noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any psf 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf O.C.Spacing 2- 0- 0 PalmDesert CA. 92211 Desert, and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Tmswal software, 'ANSUTPI Design BC Dead 7.00 psf Design Spec CBC -07 Phone (760) 341-2232 1', WTCA V - Wood Truss Council of America Standard Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION'- (BCSI) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 218 N. Lee Street Suite 312, Fax # (760) 341-2293 Alexandria, VA 22314. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, Dc 20036. TOTAL 41.00 psf Seqn T6.5.7 - 72202 /Job Name: cecchini Truss ID: A04 Qtv: 2 Drwq: I !RG x -LOC REACT SIZE REQ.D TC 2x4 DPL #1 & Btr. 1 0- 1-12 3436 3.50" 1.83" BC 2x8 DFL SS 2 21-10- 4 3172 3.50" 1.69" WEB 2x4 DFL STANDARD ERG REQUIREMENTS shown are based ONLYRefer to Joint QC Detail Sheet for on the truss material at each bearing Maximum Rotational Tolerance used IRC/IBC truss plate values are based on TC FORCE AXL END CSI testing and approval as required by IBC 1703 1-2 -9691 0.22 0.25 0.46 and ANSI/TPI and are reported in available 2-3 -653 0.00 0.06 0.06 documents as ER -1607 and ESR -1118. 3-4 -491 0.00 0.37 0.37 Drainage must be provided to avoid ponding. 4-5 -12977 0.40 0.26 0.66 2-PLYI Nail w/10d BOX, staggered (per NDS) 5-6 -13733 0.45 0.27 0.73 in: TC- 2 BC- 2 WEBS- 2 -PER FOOTI* 6-7 -12096 0.27 0.26 0.53 Cluster screws, if shown, are 3" long. 7-8 -9295 0.17 0.18 0.35 This truss is designed using the CBC -07 / ASCE7-05 Specification BC FORCE AXL END CSI Bldg Enclosed = Partial, Importance Factor = 9-10 9187 0.28 0.16 0.44 Truss Location = End Zone 10-11 12277 0.38 0.17 0.55 Hurricane/Ocean Line = No , Exp Category = C 11-12 13751 0.42 0.22 0.64 Bldg Length = 40.00 ft, Bldg Width = 20.00 12-13 12283 0.38 0.29 0.67 Mean roof height = 16.45 ft, mph = 95 13-14 8888 0.27 0.29 0.56 ASCE7 II Standard Occupancy, Dead Load = 12 14-15 8809 0.27 0.08 0.36 Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding WEB FORCE CSI WEB FORCE CSI Tributary Area = 153 sgft 11-4 2664 0.54 5-12 -257 0.01 2-10 1864 0.38 6-12 1505 0.31 2-4 -8833 0.52 6-13 -1175 0.06 4-10 -3407 0.20 7-13 3245 0.66 5-11 -896 0.06 7-14 747 0.15 Designed per ANSI/TPI 1-2002 This design does not account for long term time dependent loading (creep). Building Designer must account for this. THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. Loaded for 10 PSF non -concurrent BOLL. Loaded for 200 lb non -concurrent moving BOLL. Permanent bracing is required (by others) to prevent rotation/toppling. See BCSI and ANSI/TPI 1. UPLIFT REACTIONS) Support C&C Wind Non -Wind 1 -1568 lb .00 2 -1448 lb ft .6 psf + + + + + + + + + + + + + + + + + + + + + + Nail pattern.shown is for PLF loads and point loads converted to PLP loads only. 4-8-14 2-10-2 m m 33-9-8 3-7-12 3-7-12 3-4-1 each ply equally. Multi -ply with hangers are 4-8-14 7-7-0 11-4-8 15-0-3 18-7-15 22-M into the carrying member. -8- 10-11-33-4;j 2-PLYS 1 2 5 6 7 REQUIRED 400 598# -0� -4.00 + + + + + + + + + + + + + + + + + + + + + + Nail pattern.shown is for PLF loads and point loads converted to PLP loads only. Concentrated loads MUST be distributed to each ply equally. Multi -ply with hangers are based on hanger nails using 1.5" nails min. into the carrying member. If shown, use additional fasteners for point loads as indicated from the back plys, distributed symmetrically around the hanger. Use any other approved detail (by others). 10d = 10d NAILS, SDS = Simpson SDS screws or equivalent substitute. (•) = Special Connection Req. (by others) + + + + + + + + + t + + + + + + + + + + + + + + + + + + + + + + + + + + + t + + + + + + NAIL pattern shown is based on: 10d BOX = 0.128" dia. x 3.0" long nail 10d COMMON = 0.148" dia. x 3.0" long nail 16d BOX = 0.135" dia. x 3.5" long nail 16d COMMON = 0.162" dia. x 3.5" long nail + + + + + + + + + + + + + + + + + + + + + + ----------LOAD CASE #1 DESIGN LOADS --------------- Dir L.Plf L.Loc R.Plf R.Loc LL/T TC Vert 82.00 - 2- 0- 0 82.00 0- 0- 0 0.4 TC Vert 68.00 0- 0- 0 68.00 7- 8-12 0.5 TC Vert 168.00 7- 8-12 168.00 18- 7-15 0.5 TC Vert 68.00 18- 7-15 68.00 22- 0- 0 0.5 TC Vert 82.00 22- 0- 0 82.00 24- 0- 0 0.4 BC Vert 14.00 0- 0- 0 14.00 7- 8- 0 0.0 BC Vert 114.00 7- 8- 0 114.00 10-11- 3 0.4 BCVert 14.00 10-11- 3 14.00 22- 0- 0 0.0 ..Type... lbs X.Loc LL/TL TC Vert 0.0 0- 1-12 1.00 TC Vert 598.0 7- 8- 0 0.49 TC Vert 203.0 18- 7-15 0.49 TC Vert 0.0 21-10- 4 1.00 BC Vert 1985.0 7- 8- 0 0.49 BC Vert 270.0 18- 7-15 0.49 4X4 203# MAX DEFLECTION (span) T 4X12 19 4X4 4X4 6X12 T L/892 MEM 11-12 (LIVE) LC 1 L= -0.29" D= -0.31" T= -0.60" 2-10-14 5X8 5X8 3 6-10 1 SHIP ===== Joint Locations ===== TO-3-15-3"� 1 0- 0- 0 9 0- 0- 0 3X6 8X10 10X12 5X5 4X4 2 4- 8-14 10 4- 8-14 B1 B2 3 7- 7- 0 11 7- 8- 0 4 7- 7- 0 12 11- 4- 8 5 11- 4- 8 13 15- 0- 3 3 14 IS - 1985# 270# 7 18- 7- 5 15 22- 0-10 22-" p,RCH/ T 9 10 11 12 13 14 15 4-8-14 2-11-2 3-8-8 3-7-12 3-7122 3-41 �Q 0 GARZ 4-8-14 7-8-0 11-4-8 15-0-3 18-7-15 22-" CO �5 �Q 1 UJ � 1g Q � T_ No � iti`o1� oP�� Q 1 / 3/2011 All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine; or preceded �X4. by "MX" for TWMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. �Scale: 5132" = 1' ®bEE117 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. rl• WO: PD06399 This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' sb and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions DS fir: sb T R U S S WO R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads g utlllzed on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFacs L=1.25 P=1.25 A Company You Can Truss I Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise p y noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 14.00 psf Rep Mbr Bnd 1.00 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf O.C.Spacing 2- 0- 0 and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, Palm Desert, CA. 92211 'ANSFTPI V,'WTCA V. Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'. BC Dead 7.00 psf Design Spec CBC -07 Phone (760) 341-2232 (BCSI) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 218 N. Lee Street Suite 312, Fax # (760) 341-2293 Alexandria, VA 22314. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, Dc 20036. TOTAL 41.00 psf Seqn T6.5.7 - 72203 Jab -Name: cecchini Truss ID: JHRA Qtv: 2 Drwq: BRG X -LOC REACT SIZE REQ•D TC 2x4 DPL #1 & Btr. 1 0-.2-12 1837 5.50• 1.50" BC 2x4 DFL #1 & Btr. 2 14- 4- 9 598 1.50• 1.50• WEB 2x4 DFL STANDARD 3 20- 1- 4 150 1.50" 1.50• Refer to Joint 0C Detail Sheet for 4 14- 3- 1 1904 HGR 1.50" Maximum Rotational Tolerance used BRG REQUIREMENTS shown are based ONLYIRC/IHC truss plate values are based on on the truss material at each bearingtesting and approval as required by IBC 1703 BRG HANGER/CLIP NOTE and ANSI/TPI and are reported in available 4 Hanger TBE- documents as ER -1607 and ESR -1118. -HANGER(S) TO BE ENGINEERED Install interior support(s) before erection. Support Connection(s)/Hanger(s) are Permanent bracing is required (by others) to not designed for horizontal loads. prevent rotation/toppling. See BCSI and ANSI/TPI 1. TC FORCE AXL BND CSI Required bearing widths and bearing areas 1-2 -6634 0.13 0.28 0.41 apply when truss not supported in a hanger. 2-3 -4282 0.03 0.25 0.28 HORIZONTAL REACTION(S) 3-4 -159 0.00 0.35 0.35 support 1 252 lb 4-0 -53 0.00 0.35 0.35 support 4 252 lb 0-0 1 0.00 0.00 0.00 This truss is designed using the CBC -07 / ASCE7-05 Specification BC FORCE AXL BND CSI Bldg Enclosed = Partial, Importance Factor 5-6 6487 0.41 0.20 0.62 Truss Location = End Zone 6-7 6436 0.41 0.22 0.63 Hurricane/Ocean Line = No , Exp Category = C 7-8 3730 0.24 0.32 0.56 Bldg Length = 40.00 ft, Bldg Width = 20.00 8-9 1904 0.12 0.00 0.12 Mean roof height = 16.31 ft, mph = 95 9-0 0 0.00 0.00 0.00 ASCE7 II Standard Occupancy, Dead Load = 1 Designed as Main Wind Force Resisting System WEB FORCE CSI WEB FORCE CSI - Low-rise and Components and Cladding 2-6 467 0.09 3-7 1659 0.34 Tributary Area = 104 sgft 2-7 -2388 0.16 3-8 -4106 0.29 5-9-3 5-9-3 EEEb 2-PLYS 1 REQUIRED Designed per ANSI/TPI 1-2002 This design does not account for long term time dependent loading (creep). Building Designer must account for this. THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. Loaded for 10 PSF non -concurrent BCLL. Loaded for 200 lb non -concurrent moving BCLL. Mark all interior bearing locations. 2-PLYI Nail w/lOd BOX, staggered (per NDS) in: TC- 2 BC- 2 WEBS- 2 -PER FOOTI-* Cluster screws, if shown, are 3" long. UPLIFT REACTION(S) : Support C&C Wind Non -Wind 1 -1016 lb 2 -330 lb 3 -202 lb 4 -1041 lb 1.00 ft 2.6 psf 4-34-3 5 4-3-5 10-0-8 14-3-13 2 3 4 F2 1-8 T224# 304# � 384# 33 XA 80 144# 3-11-14 88#' 5X5 3X8 r0-3-13 81 1.5X3 4X4 B4 + + + + + + + + + + + + + + + + + + + + + + 114# 240# 364# � 420# 430# Nail pattern shown is for PLF loads and point loads converted to PLP loads only. 14-3-13 GARS Concentrated loads MUST be distributed to each ply equally. Multi -ply with hangers are `4�0 v5 927\ 4L�, based on hanger nails using 1.5" nails min. into the carrying member. R n If shown, use additional fasteners for point loads as indicated from the back plys, distributed symmetrically around the hanger. Use any other approved detail (by others). G `' �°,.•,�z°,� � 10d = 10d NAILS, SDS = Simpson SDS screws or equivalent substitute. /3/2011 (•) = Special Connection Req. (by others) + + + + + + + + + + + + + + + + + + + + + + 4S R G NAIL pattern shown is based on: by for TWMX 20 ga. or for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted.tS 10d BOX = 0.128" dia. x 3.0" long nail Scale: 3/16" = 1' 10d COMMON = 0.148" dia. x 3.0" long nail WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. 16d BOX = 0.135" dia. x 3.5" long nail 16d COMMON = 0.162" dia. x 3.5" long nail ® + + + + + + + + + + + + + + + + + ♦ + t + + ----------LOAD CASE #1 DESIGN LOADS --------------- Dir L.Plf L.Loc R.Plf R.Loc LL/T TC Vert 82.00 - 2- 0- 0 82.00 0- 0- 0 0.4 TC Vert 68.00 0- 0- 0 68.00 20- 2- 0 0.5 BC Vert 14.00 0- 0- 0 14.00 14- 3-13 0.0 ..Type... lbs X.Loc LL/TL TC Vert 0.0 0- 2-12 1.00 TC Vert 88.0 2- 4-10 0.49 DurFacs L=1.25 P=1.25 TC Vert 144.0 4- 9- 4 0.49 utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Vert 224.0 7- 1- 4 0.49 Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Vert 304.0 9- 6- 8 0.49 TC Dead 14.00 TC Vert 384.0 11-11- 2 0.49 BC Vert 114.0 2- 4-10 0.49 BC Vert 240.0 4- 9- 4 0.49 BC Vert 364.0 7- 1- 4 0.49 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install BC Vert 420.0 9- 6- 8 0.49 BC Live 0.00 psf BC Vert 430.0 11-11- 2 0.49 9pl. PalmDesert Desert, I B3 2 T, 44-0 THIP MAX DEFLECTION (span) : L/999 MEM 6-7 (LIVE) LC 43 L= -0.12" D= -0.12" T= -0.24- ===== Joint Locations ===== 1 0 - 0- 0 6 5- 9- 3 2 5- 9- 3 7 10- 0- 8 3 10- 0- 8 8 14- 1-13 4 14- 3-13 9 14- 3-13 5 0- 0- 0 114# 240# 364# � 420# 430# 14-3-13 GARS s s 7 e 5-9� 4-3-5 � 4__' -5 C_q `4�0 v5 927\ 4L�, 5-9-3 10 14-1- -0-8 13 �1� CJ R n G `' �°,.•,�z°,� � /3/2011 All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine; or preceded OV "MX" "H" 4S R G by for TWMX 20 ga. or for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted.tS �,�� Scale: 3/16" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. WO: PDO6399 ® This design is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: sb and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgnr: sb are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFacs L=1.25 P=1.25 T R U S S W O R KS utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Truss l p y Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 14.00 Rep Mbr Blind 1.00 noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any psf Charles pl. ste-11 A 75-110 St. Cha rle s environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf O.C.Spacing 2- 0- 0 9pl. PalmDesert Desert, and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSI/TPI 1', WTCA 1' Wood Truss Council America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' BC Dead 7.00 psf Design Spec CBC -07 Phone (760) 341-2232 - of - and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 218 N. Lee Street Suite 312, Fax # (760) 341-2293 (SCSI) Alexandria, VA 22314. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, Dc 20036. TOTAL 41.00 psf Seqn T6.5.7 - 72204 Job -Name: cecchini Truss ID: JHRA1 Qty: 1 Drw : BRG x -.,OC. REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. Designed per ANSI/TPI 1-2002 1 0- 2-12 460 5.50 .1.50• BC 2x4 DFL #1 & Btr. This design does not -account for long term a a- 0-10 203 1.50^ 1.50^ Refer to Joint QC Detail Sheet for time dependent loading (creep). Building 3 4- 0-10 269 HGR 1.50^ Maximum Rotational Tolerance used Designer must account for this. ERG REQUIREMENTS shown are based ONLYIRC/IBC truss plate values are based on THIS DESIGN IS THE COMPOSITE RESULT OF on the trues material at each bearingtesting and approval as required by IBC 1703 MULTIPLE LOAD CASES. BEG RANGER/CLIP NOTE and ANSI/TPI and are reported in available Loaded for 10 PSF non -concurrent BCLL. 3 Hanger TBE- documents as ER -1607 and ESR -1118. Loaded for 200 lb non -concurrent moving •HANGER(S) TO BE ENGINEERED Mark all interior bearing locations. BCLL. Support Conaection(s)/Hanger(s) are Permanent bracing is required (by others) to Install interior support(s) before erection. not designed for horizontal loads. prevent rotation/toppling. See BCSI Shim bearings (if needed) for req. support. - Low-rise and Components and Cladding and ANSI/TPI 1. Tributary Area = 15 sqft TC FORCE AXL END CSI 1-2 -36 0.00 0.21 0.21 2-0 1 0.00 0.00 0.00 BC FORCE AXL HND CSI 3-4 76 0.00 0.30 0.30 4-0 0 0.00 0.00 0.00 4-1-6 4-1-6 Required bearing widths and bearing areas apply when truss not supported in a hanger. UPLIFT REACTION(S) : ===== Joint Locations =---- Support C&C wind Non -Wind 1 -417 lb 1 0- 0- 0 3 0- 0- 0 2 -223 lb 3 -221 lb' 2 4- 1- 6 4 4- 1- 6 This truss is designed using the CBC -07 / ASCE7-05 Specification T Bldg Enclosed = Partial, Importance Factor = 1.00 Truss Location End Zone B2 Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 15.39 ft, mph = 95 T ASCE7 II Standard Occupancy, Dead Load = 12.6 ps Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area = 15 sqft ----------LOAD CASE #1 DESIGN LOADS -------------- Dir L.Plf L.Loc R.Plf R.Loc LL/ TC Vert 82.00 - 2- 0- 0 82.00 0- O- 0 0. TC Vert 68.00 0- 0- 0 68.00 4- 1- 6 0. BC Vert 14.00 0- 0- 0 14.00 4- 1- 6 0. ..Type... lbs X.Loc LL/TL TC Vert 0.0 0- 2-12 1.00 TC Vert 100.0 3- 6- 6 0.49 BC Vert 180.0 3- 6- 6 0.49 MAX DEFLECTION (span) : L/999 MEM 3-4 (LIVE) LC 28 L= -0.02" D= -0.02" T= -0.04" B1- B3 PRC 2-M 180# ,`4, p. GARZ 4-1-6 9�0 3 4 (5,40- 4-1-6 5„ry44.1 w 1 Q 11r��1 4-1-6 `r ��'� ANN n�12• �`��.aPt�°�= 1 / 3/2011 All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine; or preceded OVER 3 SU RT by "MX" for TWMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/4 = 1 ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Jo . WO: PD06399 This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: sb and done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is, assumed for dimensional accuracy. Dimensions T R U S S W O R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: sb utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFacs L=1.25 P=1.25 A Company You Can Trussl Is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise p y noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.00 75-110 St. Charles pl. Ste -11A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf O.C.Spacing 2- 0- 0 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, Palm Desert, CA. 92211 'ANSI/TPI 1'. WTCA V - Wood Truss Council of America Standard Design Responsibllities,'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 7.00 psf Design Spec CBC -07 Phone (760) 341-2232 (SCSI) and'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 218 N. Lee Street Suite 312, Fax # (760) 341-2293 Alexandria, VA 22314. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 41.00 psf Seqn T6.5.7 - 72205 1 2 ===== Joint Locations =---- F2.18 1 0- 0- 0 3 0- 0- 0 2 4- 1- 6 4 4- 1- 6 1 T T B2 1-0-13 4X4 1-0-13 T 10-3-13 1-4-15 SHIP B1- B3 PRC 2-M 180# ,`4, p. GARZ 4-1-6 9�0 3 4 (5,40- 4-1-6 5„ry44.1 w 1 Q 11r��1 4-1-6 `r ��'� ANN n�12• �`��.aPt�°�= 1 / 3/2011 All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine; or preceded OVER 3 SU RT by "MX" for TWMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/4 = 1 ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Jo . WO: PD06399 This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: sb and done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is, assumed for dimensional accuracy. Dimensions T R U S S W O R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: sb utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFacs L=1.25 P=1.25 A Company You Can Trussl Is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise p y noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.00 75-110 St. Charles pl. Ste -11A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf O.C.Spacing 2- 0- 0 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, Palm Desert, CA. 92211 'ANSI/TPI 1'. WTCA V - Wood Truss Council of America Standard Design Responsibllities,'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 7.00 psf Design Spec CBC -07 Phone (760) 341-2232 (SCSI) and'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 218 N. Lee Street Suite 312, Fax # (760) 341-2293 Alexandria, VA 22314. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 41.00 psf Seqn T6.5.7 - 72205 Meport Numbor.B 3113� >aA'D/NCS: Numbor of *Correction Action Requests° Issued: '11•usxce dwf mere ReWmoed, (11-- 4 W 8nglnear Specit'lenrlonn, A➢pm➢ ns Management, Inc, al Testing, Inc. O,9yB1,Ir14:1 R°Ft.6;A c!nir�t•I: orbr+>6 •: .. 1. (Do Not Meet) the 9111111 -in I1"`-1"""`"-"'Nnl the IBC, IRC, and AAS! NIItieNel SI—dard.°, r.t TRUSWAL SYSTEMS 4445 NORTHPARK DRIVE, SUITE 200 COLORADO SPRINGS, CO 80907 (800) 322-4045 FAX:(719) 598.8487 C001003160A 1110101 Users of Truswal engineering: The TrusPlus- engineering software will correctly design the locatio6. requirements for permanent continuous lateral bracing (CLB) on members for.. which it is required to reduce buckling length. Sealed engineering draw,ings�;. from Truswal will show the required number and approximate locations of brecei for each member needing bracing. In general, this bracing is done by using Truswal Systems Brace -(LTM or a tx or 2x member (attached to the tap or bottom edge of the member) running perpendicular to the trusses and adequately designed, connected and braced to the building per the building designer (See ANSI/TPI current version). The following are other options (when CL8 bracing is not possible or desirable) that will also satisfy bracing needs for individual members (Doj building system bracing): 1. A ix or 2x structurally graded 'T" brace may be nailed flat to the edge of the member with 10d common or box nails at 8' D.C. if only ono' brace is required, or may be nailed to both edges of the member if two braces are required. The 'T' brace must extend a minimum of 90% Of the members length. 2. A scab (add-on) of the same size and structural grade as the member . may be nailed to one face of the member with 10d common or box nails at 8' o.c, if only one brace is required, or may be nailed to both faces of the member if two braces are required. A minimum of 2x6 scabs are required for any member exceeding 14'-0' in length. Scab(s) must extend a minimum of 90% of the members length. "' 3. Any member requiring more than two braces must use perpendiWlar' bracing or a combination of scabs and 'T' braces, or any,-btheL approved method, as specified and approved by the building d'esignVY 1. EXAMPLES " 'T' B A 90% L L Please contact a Truswal engineer if (here are any qL e.. zm a_ v' 0- RCCOMMENOED CONNECTION DETAILS THESE DETAILS ARE INTENDED TO SHOW MINIMUM REQUIRED CONNECTIONS RECOMMENDED �) •BYTRUSWAL SYSTEMS. THE DETAILS DO NOT REPLACE OR SUPERSEDE ANY DETAILS )SPECIFIED BY A PROJECT ENGINEER OR ARCHITECT ON A PARTICULAR PROJECT, NOR -HAVE THEY BEEN ANALYZED FOR SEISMIC AND WIND FORCES ACTING ON THE CONNEC- •TIONS FROM THE RESPONSE OF THE STRUCTURE TO SUCH LOADS. IT IS RECOMMENDED THAT THE APPROVAL OF THE PROJECT ENGINEER OR ARCHITECT BE OBTAINED BEFORE USINGTHESE DETAILS. BEARING REQUIREMENTS SHOWN ON SPECIFIC TRUSS DESIGNS ;MUST !E'SATISFIED, INCLUDING CONNECTIONS FOR UPLIFT REACTIONS. 'TRU91°1CONNECTION TO EXTERIOR BEARING WALLS TRUSSES @ 24. O.C. (TYP.) / �Ar '.BLOCK TOY CNO BLOCK - BLOCK tBLOCK -- BOT .� TOP PLATES CHORI A Lj51DS 9 16''UO.0 SECT, A -A TRUSS' (TYP.) (TYP.) PROCEDURE: 1 TOE -NAIL BLOCKTO TRUSS WITH 1416d COMMON NAIL. 2 PLACE NEXT TRUSS AGAINST BLOCK AND TOENAIL TRUSS TO TOP PLATE WITH 2-16d COMMON NAILS. I END NAIL THROUGH TRUSS INTO BLOCK WITH 1-16d COMMON NAIL. 4PLACE NEXT BLOCK AGAINST TRUSS AND REPEAT STEPS 1 THROUGH •3. 5 BLOCKS MAY BE ATTACHED TO TOP PLATE WITH SIMPSON A35F (OR grow.) FRAMING ANCHORS. SE MANUFACTURER'S CATALOG FOR DETAILS AND SPECIFICATIONS. TRUSS CONNECTION TO INTERIOR BEARING WALLS �r„/'X' BRACING Zti B.C. OF TRUSS OR END VERTICAL RUN THROUGH TO BEARING. 00 ARC+!/TE• o? D.caa 4 h�y 4ya co c WALL MUST BE AT HEIGHT SPECIFIED ON THE DESIGN DRAWING OR BE SHIMMED TO THE CORRECT HEIGHT. Y • i ,art; Q.r� ^'USS`2-16d COMMON NAILS TOE -NAILED INTO THE TOP PLATE 1 �O J` 11-i THROUGH EACH TRUSS. DIAGONAL 'X' BRACING IS REQUIRED AT ENDS OF THE BUILDING SdTE !i 'j�':'..;(OR WALL) AND AT A MAX. OF 16' INTERVALS ALONG WALL. t ;I.SRACING IS MIN. 2x3 MATERIAL WITH 2-8d NAILS EACH END. x BLOCKING SIMILAR TO EXTERIOR WALL DETAIL IS RECOMMENDED. `J (L'•`\ TRUSS CONNECTION TO NON-BEARING PARTITION WAILS WALL PERPENDICULAR TO TRUSS WALL PARALLEL TO TRUSS 2%9 BLOCKI N( 7 OOT CHORD OOTBOT CH�� B �j�j z% 2% /I I SECT. c TOP PLATE C TOP PLATE(I SECT. B J _ 1-16d COMMON NAIL OR 1=16d COMMON NAIL OR 24' O.C• SIHPSON STC (OR EQUIV. ISIHVSON STC (OR EOUIV.) TRUSS CLIP TYP. TRUSS CLIP I FILE:NO. CD -I Aiskk.. OATC: 9/10/92 T "T`}M REF.: 065. BY: CK. BY: L.M.L•M. CK. BY I \VI'I��ISYSIEM$ w�rn' i g GENERAL* :MPORARY ERECTION BRACING MRIVIANENT TRUSS BRACING % JOB SITE HANDLING CTION PROCESS BEGINNING THE ERECTION mr ii aT,GING OF\q �A TS PEdIAL DESIGN REQUIREMEN UNLOADING & LIFTING AVOID LATERAL BENDING i 01 �Fd EWNIP NEVER HANDLE TA.SS.,1LA1 M p w at IS VERY 1IA10RUKI .... �� r -....r �:W p.•r.� r�.+..� oPn�Lw mam uaa STACKING MATERIALS —7 1ERECTION TOLERANCE pnRcH, - A'R R, + , T 3 F GENERAL NOTES NOTAS GENERALES ETU 'E —4 iANDLING — MANE30 rE of I UICI 4G — ARRIOSTRE Oslo ....... . &f ION.NOTES ru MIER, WOOD TRUSS C�QUmG_1L OF AMERICA 3RACING+OR: THREE PLANES OF ROOF A —.11 <xoao T—S. EL ARRIOSTREtNTRES PLANOS DE TECHO DIAGONAL BRACING IS VERY IMPORTANT IEL ARRIOSTRE DIAGONAL ES MUY TMqORTA.1EI INSTALLING — INSTALACION O E/f T —I- _r I • �' TRUSWAL SYSTEAl4 CORPORATION • ' • p y .. 4aa5 NORTNPARK DRIVE, SUITE 200 0050) ¢¢ • YaQ J 000022-1015 'COLORADO SPRINGS, COLORADO ,��Va.•r�',},7 t;iT.T i p �l O. 0 (1 ' DETAILS FORCONVENTIONALLY' FRAMED VALLEY SETS�� .. :I.. POP ARCH/l`cc . raw TW qO i Te.nw„„wn TUN rm eureLna..a PSE t -� L k y uj It Ulu S (d ia•O.C. • Nlri,nvn ieP core D.as wa.>Psr TP. �, k, ,RY1al.o 11 Ul - Th. anlPnlr N.$ beenaro w.Y er".<OPm4 A'fi r11 d i 323W I C�' •E tJQ, GIDER DESIGNED TO SUPPORT o,. rnwnaitlEM1tl N.MOnbnn. TMa AN� �r a -.1••.l I. TNC_TI -TRusscs TPP.Ia.a aaa.a. r.da.ro,w.,wn b.a. P.y u5c i to }t lY Z3 ` rATE OPwCP/ ///\��\�� T—\/ N•bw lww.E4. c. .i Y -{ Q { k. LL� Ci1C gK CC\1 P. !�',%�.��- - DImm.nam,r.rrma.IwP,wnw.n..r.,na Ftt u 1 '. C'. mill rn ee ., RwP�.nNIcaRIN T. e.1va.M <n w.w - y inn" ss E !c$ Nl,,,TRU,SSE . C ,..n<. 1e. �u.1)wwnTnr.<.eMaenvN �,tit.t;r:•' �zN z` , PPPP.u..m b w un. ...w. •. �•'':. to GGII q � d r � � ~ vra 3 00 rn. v.Pry Ran.r.. Pwun.ero g D PLAN VIE11r A ELEVATION VIEW tl^ea:no ml.�a1 ".1.'iv y. ,�$i QQ zz ppr }5 d • TT. amu�mwa.Pa<.a :.•o.c.aroaaP.wN.n vaPw •`r ��• •• � Yu � C K' � S� �q� ' V.nryR. a, Q�wbn a16P00�'MraN OaeN pPle w. -y ' ' O S - Syy qaa$$ /ysjJa 33 �yjx( :Eip/(I 1m. G,+w T.IW.• l.. 2V M1 i R8 71R}�y ' in. ' • )<'•OG. inary aNa pr aP n.P 1P n<n w.n,epryewaa wy`arore _ 1.6b a71 Nu OEi,R, wT.rmn'as.Ew•.a..rolw,.<wwwva4'4^q`en'w• Z CEN:Ea R1pG= <.tlWun,leecmr0-un ,.1W 'P^P _ zZ $ - ¢6.a6 FRBr Pi.rrFa .- SET—, srS. a. w•1.Waa aroa.rn m. aaaaon.i..nrwin. n....� A�nax1lP.. V)"� p S07 _ G6gf Ep6 EQ@ -b n.,n-vgneu. ,1 m y [tl / 1'rar Rnf TEa I E 1n• ry, ^''' 1m m. ..,. N, l ,ibnw�In. ew rda I H _ O 99 O 44{11 y 8 ££ / 1 r ( OY L 2YY.6 lit• .e T.•o.c. .v u. cna;:w LL GR B¢pTS IpOe�Fq;ia 1Iim a�naaa. M,Pn u. eppoan.Wwu. 1. iNi,: e .1W PUN wEw iN>. [a a $�5p $$ .1aP ARCy) p PLAn•vlEw a �4. �pp.GAq/, cls '� ' � • u � i�� ■ '� !!99! y o WON -goRb�A� 1V. �I I .>' Pzaia.eT >E OF6 �, 1. r a $ F S P;t 11 Y§ - a RUN RUN, Ea 9LOCK Rv.A.iien 1^y,, 1.::=y K'app Y�r pFzyq� =R 5 'N llll l' . wItN 1. iW �N�I,sTOE ., 9 e8�: 1Us5 TOP OAoq�10. [NoRO ' S -E KING n v -- ELEVATION VIEW ELEVATION VIEW - $jS �� ..Win i Y4 Z •�G)J .4 � j1 !1/^� •Ei� v v� � yr � r s77- 821 s'I 0!14 `901i r pry �- eS'6IS�'RLAT�CCCe' A o � � DA � _ f_ i by GSn, 1r„ - ae• ?g�3gE��9Fiy aPs ?a�� a= ` Rau ffT'�D� gs SF ^L��n• .. A . "Sf tF E 3EEfeg �; aR€ 4 P.:=C_�R5j1 sklH>;im .�� Fiis=PalY2{fIt,f oc ora. �-84 ,e lijie� o - - - p �$ a _ ►i �iJ9�s g \ ,o a.nq 2N es6 a'e• �(.R n - ae !c`;i $2 :f a '' _ m gig i¢p3gw �£ IvdGi e a p�FPl'fi�: o�s w � ee� b$ �D PR �9�•,�r•,� '1 f'iy: T111i3 'a$--�—�� C"• iH ---i !{ °fig 9 �@ a i #�eE.� Sea r= Tg° -sr a d.'s • r I' �..."'Qi tt� dyei, e�c N rD 1� 6gj��gx�:�& e l tsc�191(ta'P.' a •8: ay 1 4r1 rbe$g'S �jt •-:i, :''.t$IyIy`,diyy�i%tt�t:. a gn ^f a98 d'" ^Lp .\` '4a CCTMMON•INSTALLATION ERRORS STRONGBACK BRIDGING RECOMMENDATIONS ER'RORES COMUNES DE INSTALAC16N REQUISITOS PARA PUENTE DE ESPALDA FUERTE g ,'rx imralling bd!tom dwrl beanng D(r umw'4 or StloNback badging ennanca the Perlamance of busses W Brits g rmersed a xft—d, defiedlon and vibration. Instal strongbadu at locaWrts Indicated r. rte rmnhr PCr 0ua rerga, o,dm Wena of rerez o de by the Trutt Ddsgne, or Building Oesgnac Stlagbark, should be rite or M n N, minimum 2xe, oriented -0caly, spaced la mc, aro attached to walls et ant ends a reseQuaO by other means. Fbllres w asAaba a me 1—.n hos mus -O! nm6mllnro pe, 11minr b dclletdn y Naacidn. lnstale espabar tuddes an Argaw IWIdoi par 01111114100, d! Wsf o d1111,1a de edlddo. Cum I Arlt. &ban Ser un minimo w bA odanm0as -oco mite, wAml,do, 10' ac y PVW= a to pared o hoes enamor o cwneGdor w am menam/��/ry(�� Q lir-' mot-- :5—Th, I ' Some Th, MOnulacor Talk c0,raKt Imtall i on poslUMs M some Trus, MdnrfaQmreR mark in tt min a racanmenO.L. the bust 1=0. Trro examples of trust taps are shown here. fa sbagb-d Wading. Once —Isle Of truss tag Is shown he,.. I Algundo labdcenrCs de mr,t Mnoln QaKLammte hos poskchy o, A,gnao &aka - do null ricer In at truss— sero rtYotM11• i do ko otodn en 1 truss mmsmo. Ow elempkN de We— de WdEn pan pulmOn de —kb luede tin aji al b el r0, edarala M16n mosUaqu MV.. w War mOM.111 M.I. rurpo Itll CONSTRUCTION LOADING- CARGANDO CONSTRUCCION ? s 111 , JS tt ?J Prwel OgtnOdnial f cMn"cUln mOt 0 h a muA R 4 aur'ng Q Anutim b!e o+0, es rrmm B nl:wt aa:,Ioed am,e tout cOnstnaxbn. $u SCSI -64 CmsbaKlbn LoaOinq, for spedaM. trnsas as rosslaa yMh a urgip °n,ixs. Do not anoW i.%":I nisrrlbudon, ompma w material, de mmoucddn M 0,w largest edge perpaNmrlar aaterL If to Iran Nalmt Waas. 0ar".4an dun, n, M cnida-idn. lea RCSI-en Calgaw de to trvisb. M,nP. s'rArecL Oaurucoli Pan. MocoBcndaw-, rk cillo. Pos2Nn! 00, soMc to gry r0 ncyllxam' w (-- ww. mar Wr.M o,x!tea PoUar NO W-10 olid mirtruNt s0 0,MOorlW reds 411pe rr ,I—M W ranw. O`m—kub hosmul— +:r 4 • Eo P CH/ tm.. Ia oea r.,D0,,n aIgMN - sa!n oo ro:Auwnd E,mry Iamvm,aCi l-01•dvbe mCOeO Names Av .carp. irno.,D a em,:y d.heW nam farronm M matt0,, X,AAS Twr mita d Mvr ,m T— win Imtlue. u eid,e arwwa. 0,w a+,av an wn d�aea ren naa 'n1a't?:'%'°c r lxo. orndw,.,akxmNwuam sanaamu. �46 e-sseOanMla.nrx,r.=�.%` {.,. �, i - .�', cuss ntArt rnsmvrr. avN..,n ...,.metro... �Lx ,vueas,am °n•,a�, acro CHECK THESE ITEMS BEFORE STARTING ERECTION/INSTALLATION AND CORRECT AS NEEDED REVISE ESTOS PUNTOS ANTES DE EMPEZAR LA INSTALACION Y CORRIIA 0 Building dlmCnslons match the construawn plans. Q busses are tile correct dimension. Dimembnes del edlfido concuerdan can pianos de DimensIM de los trusses es comecta. :ansrruttldn. Tops of bearing walls are na4 level and at the correct L;,' SUODDRIng hea0Cr5. beams, walls dn0 lin[CIS are CINdtiOn. accurately and securely installed. La pane superior de las Paredes de scstener son ?ave4,iw (headers), vigas y Ibteles tsldn precise y ponds, nivclaaa y a la elevacidn opmec;a. segummeme instalados. Q 1oD$Itc 6 bacitfllled, dean 0,M neat. fT, l lagws, tie -downs, and bracing materials are on site and aaess'bte: a • Tenen or, to ob2 esti re0en0, limpfo y plan. Ca/gadoms (angors),supoires de andaJe (tie-tlowns) (( 55 �� Ua z..14 mmunr. shank w0,, MNrtam see mamadmxeM1 23N' s0edlkatiom' y ma[enales 1e an10,Rre Cstdn d[CCs/b/es en la 01/2. Q Ground bracing plan (or first truss Is based on site lee ru .21 EredloNmstanLtbn crew (5 aware of Installation plan and building configuration. MPadlkado'as ed rabbntt. an Owing. requirement!: • Ptimr s de art ostre de term para el Primer Wss La cuedrilla do insmindon dece inner ronodmienro OM esGSn cesadas an el renew y (tin, a del edifice. Plan de bstalacidn y requedmlentos de, arriaslre. darned. row d Wss. (D Nam -ply trusses, including girders, are fastened z2N ,22N' TEM' together prior ro lining Into place. r. usn tail Trle`5 tie varus Npas, induyeno [nesse, seportdntes I' es do mnecradus juntos antes de teomodas en of i"gar due les co responde. Q Any tress damage is reponed t0 TmsS Manufacturer. .• Refer to BCSI.85 Summary Sheet - Truss Damage, cc )obsde Modincat'ons and installation Errors. Oh,bv,er daRO J hos fusses no shoo repondn al /,Od- ! "of• a Qg trusins. ve, el resumen BC51.85 - Oil& a hos If groune lard u- fa from Wss fix ,nems, gmu , b adbg, C o e.(ttu'!r la Obm y Endres de /naw- 4 ,.fresSW 'Cr vsa Ntpda gmuro aa0np. �. L'/4mf11 �.v�'f .r 1itJ�.ioad.DhvFl�g`rlepb'n's e )d mho SuerrurawN - nnWdN. a�lOibaU WO brw P DWrFC a and property braced. ! �;'PdrgocK >�brtpgres S PF,O s• Darla pfomnda y o)nectamenre drPOstwnas'."�% �I • G U tL0 G `� Q STEPS TO SETTING TRUSSES ♦ lno4 y.\ 4? l PASOS PARA RCMIONTA)E DE TRUSSES d• `\�O: N F i Establish Ground Bracing Procedure: Exterior or Interior T'1 TE.OF GP ) �C� `i,• n a i • Establ— cl Procedlmlento de Arrlostre do Tlcrra: ExteNOr o 1. or / ma y ' � •^�� ... �.;nc -'.7.. .. -r w. r•�^I-0`ir:Y'..a�h_s.1P.?+,....�:f•:Y+,r. �^F_4s.�C ,�. ti"..i^r..Y'i.f r,lL.�.11v'2o�r':L�-di�.t':2•.a:r�L.�'r>Yl�xi•I ,r ; I CKm h_n T 1R hi i . .—RI,Tliuss lsrgw�uoN,gWq�EtiV.a! g �?'?+3�:.Ca oulate Ground B—C Locations �.. soon rrna sp.a,y n true e. acme e,d,Mmel ea.,TCS w da>D sea ,owe ter.. r0 Morro lD'm,5' fox ma.. .setas .2,60 sax rMrim 6Pm We, mire pF Q Use tress span to determine TcTui bmcing Imer at of Top Crord Temporary Lateral Braces \� from cable. It use la Ionglhtd Oe tramo Pam determinr d eswriamienro 0,1 aniOstre lateral temporal de la cuuma superior M la ,A' rabla aO)unta. •comet a l`,o` wad Figtr,sa Iw mnan do^oo• Wn f0� . Q Locale addidona' TCR8s at each Charge of pitch. Lonafice ALTCS anidonales an coda cambio do Indinaddn. CmWmaun aglmemwmmmMdom,rdr60—'.`,±'a t s -i IT a weal Trams an "I rammed st wwad,l -� QQ Locate additional TCTLBS over Dealings if the heel height is 10' or greater. LOCAlke ALTC5 8dK10nafe5 store 105 sopOrU's $118 alt— del extrema (Aeel Alight) es do, 10 Pufgadas 0')125. Locate a vertical groun0''Ela. at ' t 1 a each TCrLB location. ' lDa,lke Urine Oe plena venF cal eryyfQrr�pTla\\ 3 • Set First Truss and Fasten Securely to Ground Braces Coloque of Prime, Truss y Condciclo on Forma Segura a los Arrlostres de LD Set first truss; a gable end frame and fasten securely to ground brace vertlealS and to Building Designer Example of first truss Ins tied. Cowin, el onmer muss y conectelo on forma segue a los ardostms de derma mrticale niserlddor pct edific'o. f)amPto del primer truss instalada. I Tena I TCne M rz d4v'rk�r. ' % 3v�T °..'tdst+kn�'. lr'ti?� tBg2' �t� •�.� .{I;Y.t19?'c i�CS'•[StRK"i ;•S'A AN '� katr fi{ '4e4 .)a, Y, qia., .,0,•r., stsT !r t 0,11.. dii'dr nAF' §#SetNext Four Trussu With TCTLB in Lille With Ground Bracing ?ACiNQf @4r.}ftn yi �Nwri~h�✓i:�t�i; /. 0 Attach tresseS securely at all hearings. shimming boarings as necessary. Example of first ave trusses. Corer, hos fuSH's Cn lomaa segue a rodow hos ScPorfa,5, tellenndo sdb'da—me hos sopones sl fuer, nd,,_ Elemla0 Oe 05 Owo onmerat musses. .. I sec,xAan, acro. ,, �, stt amiom paw / •.i. _ . ,: _. / I ��^iri Sea perm ata., CJ ihr. InrCC OPUom lar installing TC11.G a. sparx:r pieces. ytk. �1e',• /TCIu /✓ / TcTw Yt 'rx '.e' �• _ pF Option 2 Top Naled spacer Nece, _ •`PrCprNtary OPd1n1 Pietas D< wwdaMen:o Space, Nuts OPddn2 A'ezw de espadamson[w r Metal Bntog pr00u05 ,rJ Opddn7 Prodecrw de rCfuc= tie I A .0,W ix wOnt P.y T al Bout Mo..w f'W+p.. ,yr{ r �fi ,ti:a.r°£a°�P^`.�.:.....r�� :.�: HISV 11 D' N n4Jo,W(.l'{ • rr� n xS:�,' �;+. _u�te:.r d4v'rk�r. ' % 3v�T °..'tdst+kn�'. lr'ti?� tBg2' �t� •�.� .{I;Y.t19?'c i�CS'•[StRK"i ;•S'A AN '� katr fi{ '4e4 .)a, Y, qia., .,0,•r., stsT !r t 0,11.. dii'dr nAF' §#SetNext Four Trussu With TCTLB in Lille With Ground Bracing ?ACiNQf @4r.}ftn yi �Nwri~h�✓i:�t�i; /. 0 Attach tresseS securely at all hearings. shimming boarings as necessary. Example of first ave trusses. Corer, hos fuSH's Cn lomaa segue a rodow hos ScPorfa,5, tellenndo sdb'da—me hos sopones sl fuer, nd,,_ Elemla0 Oe 05 Owo onmerat musses. .. I sec,xAan, acro. ,, �, stt amiom paw / •.i. _ . ,: _. / I ��^iri Sea perm ata., CJ ihr. InrCC OPUom lar installing TC11.G a. sparx:r pieces. ytk. �1e',• ills fres opcipnes Parra Instalar ple3as M e5paciamlen[0 cava ALTCS. 'SQA• pF Option 2 Top Naled spacer Nece, Option 2 EndGraln Nalled •`PrCprNtary OPd1n1 Pietas D< wwdaMen:o Space, Nuts OPddn2 A'ezw de espadamson[w r Metal Bntog pr00u05 ,rJ Opddn7 Prodecrw de rCfuc= tie davadw am/w cP"ecbdas aIe mm mecalwtonudo !r. I N• Mamum 0,W obunce (( 55 �� Ua z..14 mmunr. shank w0,, MNrtam see mamadmxeM1 23N' s0edlkatiom' l N 0ubadu 32N• nth• a space, n Huss I lee ru dabnUa da eroemp ^' .t0,, cu lir Ua tomo nr,n/mo 1 MPadlkado'as ed rabbntt. ,l arcry 'rn ,- mnMcllon nicer) m -(rall l sew JiC:M 4 dl lw Maadxd o0, ! r4wf en [amcoM darned. row d Wss. lra�w \ z2N ,22N' TEM' r. usn tail m IMPORTANT SAFETY WARNINGI ® m IMPORTANT SAFETY WARNING! Never release the truss from the hoisting supports until all top chord temporary First truss must be attached securely to all ground braces prior to removing the hoisting supports. lateral braces a're Installed and bearing attachments are made. ® ADVERTENCIA IMPORTANTE DE SEGURIOAD 0 8 ADVERTENCIA IMPORTANTE Df SEGURIDAD EI primer truss dobe ser sujeto en forma sequra a todos los arriostres de Cierra `Nunca suelte c) truss de los soportes de la grua Basta que Woos los arriostres laterales de la antes de quitar los soportes de In grua. ,L:S*`•.,:'cugrda superior estdn instalados y of truss estd conectado a los so ortes. ewxvr�srNTxm ,•s0,„e..a.,m...,,,mea.m�m�.�et.�.�•.o..m.......,.-.. o��, ..,.-..._.."t'; ;w ___ P 5 .<; , r{:3i �ffft - t S1'-�.t �; . •f n: i'�' .. v. �t Ls 7 ak 5 � „ --Qy; 5 -P i'.JUY + 7r - J 4; t� 3i dH � �:7.':.a' rn --Y v'� r -: '+e! � >' ,v: ;ir. .3f d Wiz"� Y.•:,:. ;§I i r -.r. ,-.v m,r" :4,:•n. ...1:'� y. �''? 1 ,,1.,.} Al/.•�11 lrc°-a; Y'fA.-'i'�,11.o'n. N:� :,s • al.�� tt.,.l.}-'L, r ''irw?'ij l�t:lr. :.. •_°''7u..u...,, t;,.,:�Y•n j•?S;uc� A�`r t`j°(��, 1.r1':r,,±.... nd .i't.� t}r�'niEl "t ai .-* :y+j.^. r y S, dSB$O,�9 . a .�.v,¢ •f:i:� . a ;:t� 4 ,,r,.lt�. ;3t Err,>f ¢ •7,,+. 0 d, Oa&.E9'i;�5?, Jnr" :. •+ • t)`'(9,&eeEDn;�'$1�� ;, >,'.•v'��'I� '! A( �a`.: Y. ,-:l r•' 4, �}..^w,'N,r, sro•11PC,}iS"yti•'3i,1 •;J? ��,. �. r; i'l�, tT�•rt 1<aj;•t °i;,,'(�S .s k5•a �,r� 1Sjtl'. P�;B�I ��' CB��)r•� ,t+?�,a G({ 7�; t>.n:>�{nti,9#.�a�!�,;hls- 1��L �'tcr .,.�. .1�4 Ya . ^, i` J r , �: 5 L/n ��.. �,,�•'P� 4,....;j. �n.,d l r. ��fyf;x, F .i•�, ..�.� •. �y >t c� �4ti1. � fd Y'Kv a� r..+4h!NV 4{� n�;r• q4.y-t .T� ' •{1'pFyi�@��,tiR�:1�'�S ;i!�pdP C`¢,d�idlD�+p ;(� l91'a?ypyk� aB� '(�p�$��d,L'A, ,; ,'�'.�l t� �.c, �A :i�'Q' 2® � �'�/l S P / 6i:,+'�k ,�,,,F��r� t;A t, ;�,:,"� V'{ !T} , ai • n },,t'' �/Jqt, t: r: ��•Sp' 1 '+{'.+h. ' T'q `i s;; h •,`�' 4 :��.. � (1;� %'�A®S � �T.p� p.� y� p� �,. AA'.. d{�F�,.. r:r(co�S: '�S .�i� ��/�?s.'tr'slt� �4(. r:6T�T'•rl; w't:Y�•`)'n4.7 �C R._. �••�"�i..,�.r� !�' "; �Ft ,.4F r,.�. �r4, ;�;. -�„ •,r'/i.w�•.�� t`j`.., ..p;4•a�+.¢.i .,+, ,`�!.� v�,r'e":':;} �I _ � }�� , . •E' ..s.:Y ; a,) ;"i�, !?9, , '•r�,.�k�F�' `. � .. i�,. k�i ,} �,., 5 � . ,it t } "' .,.%:vlh�';=:•„A,i`�';�:�” ......:if.;aeP.at „�''�y>!fi;.F t., �.a, �m�. i -h ?A,:+ s t�'{L`�h,,T•yaL�S)": s,�y,�•?�(7r��t ' � kr S. t`�t. J'�. '''C!� }s s'r r� ,nt t �R u(i" ' � Sr , a n ;I��I� .y ,,�5: Y'li:i� • � , P °-Pa�L+R'Srr� x�b; r„nM7 '�.�,.a .f.::l "n;�.� f ^S,i.. vy �i � a��.;;�..� I P71 +.A} n1L inn .'..F.�.,. .,.n,rr�,..a,�h? �r�.'Si. �(:.5)? . ��i:Yt .52 a .� ,1;; t . , .. + • �.,?7 i � A *1 S � 5, -� A..,a ..,u. -, r ..1 a..IS'p.;i'�S;�i'n:ti�,.,�t�,l�fifi.•i;r.4�"tYY.r•.�F:FJ,� ✓.S.(f �n%;;;'IJ11v7.,a:;eY+7r.5;t+-.{+-i'�.+!:�a r`�.. �:.%'I.nF!�l ? 1. Report damage, alteredons N Installation errors m the Truss Manufacturer Exampm5 of Damogo or Alterations Immediately. Failure m mcart may void any warmndes. Ejemp/os do Dafio u Al..ddnos Repotte dart, a/tereddnes o ermres the InsTabcbn a el /abr/Cdnte de los pusses InmetliJtamCnfe. Fal"de mporrad0 puede porter en nuto to gerdnaa- c^� 2. Do no: attempt W repair Ne orris .0-t a Repair Truss Design Drawing mvOi C (RTOD) from me Tru:S Manufac urer or a Design Professional. ' W -god gyp Nn"o.me n.wl e) an/is s.'n un dibujo de reptA) de M dISCAn de INS, (RTOn) {•Y;,).-;• de el taorkanre de Is onssCs o un prolesional de, disefio. yy I. Folbw the RTDD exactly and keep a copy on hand; the Building Official, -1 Building OcsIgnor or Ormer may ask for NcmC is dont. _ Sipa el dibujo de repam de el disd/io de buss (RTDD) exddamenre y siempre 41~ ruy terga una Copia a mann; el pWklal do edlfido, dlselfadbr de edifidp, u of duefio RengrN Naa o:mcd Iwo oueae wido en c9 /Ruler nnontc. _ .. C If a RTDD is not for me exact field condi Uon w cannot be ac a me Truss Manufacturer or Design Professional. ti� ZOn �D.GAR(d 51 e/ dibujo de report;de M d&Crio de truss (RTDD) no as � ntlic/sin i'0 o puede ser logrado alfddde of ^ tnbrlcanto de muss o pmtasional de alseflo. w = • kt09\ m m DESIGN CONSIDERATIONS - CONSIDERACIONES DE DISENO Them am a number of factors that go Into a property designed cast system, but the goal Is to get the lateral loads transferred Erampks of Gabla EM F.- Bracing safely Inm the wall and/or the upper and lower diaphragms. E)ornokis tlC Anbstra^dmro do onmetdn de hasrial. Nay weds' laaorea trod enaan on un sI,,— de buss disetlodo , " apropbaamCme, cera 18 mem es pug las WrpJs bfamla i scan vanslerbas sal,ummente a fa pared y/o las dialragmas y, superiores a M/bnWM • 'u:;;, `;':y;a- - s pPCHIlTC r EO GAR4dd x NrL n T t>N•. r1 � �a _ � F\off q;"V t 5c�o°�N 'Inure y' mvOi C 00z1o,Hm COMMON REPAIR TECHNIQUESS'Are OF CP . TECNICAS COMUNES DE REPARO \\? GPS\ i '. "t \\ y •^- � +rnondavgnec sysrona rin tail i^ a numDrr M vary. �, Q Plywood or orientLd strand board (OSB) gussets over damaged plates-orkjj4s� "' amPlr3 of Repairs fiaaadns I.X mi ala: woda1101-11s rram MadeEjnplas do Ropa., Q Metal nail -on plates. { rte" • \. Ndaad a Lbmma$ de metal due se c4ar von. gmR_y sial. ` pJ Lumber, scabs or repair frames mer broken dwrds or webs. , PlY^ood or ,� rob - SWbs do mad— o ammrdn de nevai o sobre °Ierdas o mlembms osB g'tun [j Trust dam, applied by a oormble press.G • Laminas de muss,10110das Oar una pmnsa pordfii. r'x L.{': ;:' �• ,: - , scop Tnure are no'swndard- repair details; they are generated on a case-by-case basis. i i � `. em.>s.u.w aura :onir,v+ako rd wus,o.a.dm w^ux>srao. , +w..dmah e.n� Iv. �iweaa®y NO naY un'startdara'tle OCtd1ICs de repam; SOn genemdos en Ws/s de Gid Por cpW. Ogym?p o m ,7i +m,n�pa}a"pm yzy'p sip^�^�'a S�sr'`" �,Neoop� �a gOSoi' 5c�o°�N 'Inure y' mvOi C 00z1o,Hm anop��v n yy HIM -1 road -r •"8 $i °ySr. im 3yc�t :$H 8 41~ ruy 0 v'wc � 02 �m °y Lfl0 ZOn 5 - 0 `n o' m2 yi m m O' I or.m.a Pmxo ,a�a•w e.mmoe. m.. e.mw.r,. aaa..�m od�,�mrsre usrr • I ^��.. mew. mwror PROPOSED ROOM ADDITION TO RESIDENTIAL .PROPERTY FOR MR. AND MRS. CECCHINI LOCATION: 78-850 Via Avante, La Quinta, CA 92253 APN: 643-160-005 PLAN CHECK NO.: 10-1288 PROJECT NO.: 013-2010 STRUCTURAL CALCULATIONS FOR a 'l A. Shear Wall Panels CITY OF LA QUINTA 2. Foundation. BUILDING &SAFETY. 3. Typical Header Beam �� DEPT. 4. Typical Column (Post) and Pad Footing ROVED .5. Review of Truss Calculations FOR CONSTRUCTION DA rE t I 1.20 11 `+ DEC 16 2010 Qp,OFESSIpi,, O BY:— OF RECORD:-Q�Jo� Q��c OSABUOGBE C. IGBINEDION, P.E. c cs NO. C MWr^ _ w m EWe' So _ 11/22/2010 (Rev. 12/13/2010) 1 r SIGNATURE DATE TABLE OF CONTENTS 1: Introduction and Design Strategy .............................................. 4 2. Wind Analysis 3. Seismic Analysis .............................................. 7 4. Shear Wall Panels A, B & C ..:........................................... 8 S. Shear Wall Panels D & E .............................................. 9 6. Shear Wall Panels F & G .............................................. 10 7. Foundation ............................................. 8. Typical Header Beam ................................... .......... .. 13 9. Typical Column (Post) .............................................. . 15 10. Pad Footing for Typical Column ............................................... 16 11 Letter of Review of Truss Calculation .............................................. 18 12. References: • 2007 CBC • 2005 NDS • ACI 318-05 • ACI 360 a t .Figure 1: Structural Plan `IVIS, 33'-0' LL C% PROPOSED ADDITION 400 SQ. FT 22'-0' 3060 C VV - 9 EXISTING r COVERED PATIO 4060 4060 2680 o3 0 �a o o ao o. • • 0 c EXISTING RESIDENCE o m 0 N . O 1070 2-30M 1070 1670 3080 1� ENTRY EXISTING GARAGE 5060 a a+ 16070 ' - 3030 55'-3' v Introduction and Design Strategy The structure will be used as an additional room to the existing single family residence. It is located in the City of La Quinta, California, at a distance of less than 10 miles south of the San Andreas Fault.. The Structural Plan is shown in Figure 1 on Page 2. The Sections are shown on the Set of Drawings. Seismic forces are assumed to be critical, however wind forces will be considered at 100 mph, Exposure D. Vertical loads will be carried by the beam, shear walls and posts. Lateral -loads will be carried by the new shear walls and the manufactured roof trusses and diaphragm. ' Loading:. Throughout the design calculations, the following loadings were used: Desd Load for Residential, WD = 40 psf Roof live load for low rise roofs, W, = 20 psf " Total Design Dead and Live load = 60 psf , Seismic Loading: W = weight of structure and was conservatively assume to be 20 psf. The Base Shear, V = 0.23W Foundation Design: A bearing pressure of 1500 psf was assumed and considered reasonable based on results from a soil reconnaissance survey at the site. The soil varies from sandy -clay to silty -clay. The assumed bearing pressure complies with values from Table 1804.2 of 2007 California Building Code. t SC��i1L ii��L��a. F�`.'�� i�j2�.}�.�►Jr✓�.i+ti YI-1.41 5!$rtrzTIIs1Y"criC�~ j. w faccat IvicivibF, ns Zf i s?u 4d it+" viu L,ni? ";?thaw all,"li 0 h rirdf Z2sl, 10 !)xI eib & tc tsit-naTfir,) ,r iniuo s s Iv 4 io tt! ni I; ,adr. ,,-JrN :lo .E 5"!I gii n! maod? -,,i f)014 lls.i w i` wla wil Ai aril ..l :) I fife + rE ;l 'l,il .0 .lnai : ri ad of b4rtuzzfi 9-!s 1,93iof-�P t^i_)r, .zar=iU a—m Ii 1�? !Ir`t nc t.wortz !j rr p� If►�;r rheoi ;�,at1��4� .(� gtu�n�«� ,rigor {1E1,C 1p 1:�`.9bi�rtu.� �t� ttr., z�l�' �r,y'-1d .r,:y,?::ort 1rw �tT yrl b9titri'S od Ilio:, ;!?6o! lGia',10 .zlacq bar, tihw, i ,90—? ,rris d ;'i1 yV ti il?lfa3 rn-gFil(grAb bnr; Latral)siurrr,. rn :,fit L lib Awl tmv ?'tAiv! $pi.l sol Shi ivoitril ®dt ,hoNGIu3!si,n7^i .'jh s.ii kq OF 1 -gal W01 IdA .tir,01 Illi 040�i laq 06 [35t3� :;:i� �s � l� .•3C1 rr�'��C !� icy f laq 0 9d 0 zi7ivat; ��:7vl�ti,� 4f� � eaw hfrm' iT�IJ ��. I~��0 %�, M- d Miji 9- ttc b! 2zs;I aid G no- iisl I3emb4arlol bfis I?umunta mij Izq 0) f Io !-v, ^ r AT .+psi )-v fie 01 ted)-Ijbr+s-� moll nimv lion rfT it Ir, v; ou-I fioi ,:AW3 Gin-0its3 1100. ►o SAtOgt : dFT aw—)'. 23Jii�v Ow -nilbed b,m,u�i� .�i1•� 7 OSabuogbe • PROJECT: Proposed Room Addition for Cecchini La Quinta PAGE : 5 and 6 binedion , CLIENT: Cashcla Design &Associates DESIGN BY OCI g JOB NO.: 013-2010 DATE. 11/22/10 REVIEW BY : OCI Wind Analysis for Low-rise Building, Based on ASCE 7-02 Wind Loading INPUT DATA ` Exposure category (B, C or D) = D Importance factor, pg 73, (0.87, 1.0 or 1.15) I = 1.00 Category II' Basic wind speed V = 100mph. i Topographic factor (Sec.6.5.7.2, pg 30 a 47) Kn = 1 Flat, Building height to eave --he = 8 ft Building height to ridge hr • = 14 It ~�- Building length L = 89 ft Building width B _ 57 ft . , B Effective area of corn onents A' - 10 ft, '- DESIGN SUMMARY" Fi ' Max horizontal force normal to building length, L, face - _ . 12.46 kips " Max horizontal force normal to building length, B, face ` _ 10.31 kips Max total horizontal torsional load f = -106.94ft-kips Max total upward force - • - 86.76 kips ANALYSIS is 'Velocity pressure 1 i qh = 0.00256 KI, K, Kd V21 r - 22.41 psf , where: qh = velocity pressure at mean roof height, h. (Eq. 6-15, page 31) . Kh = velocity pressure exposure coefficient evaluated at height, h, (Tab. 6-3, Case i,pg 75) - 1.03 :. Kd = wind directionality factor.' (Tab. 64, for building, page 76)� _ •r 0.85 1' h= mean roof height 4 = 11.00_ ft - ' * < 60 ft, [Satisfactory) T < Min (L, B) [Satisfactory) a' Design pressures for MWFRS p = qh [(G Ck )-(G Cpl )] . • - where: p = pressure in appropriate zone. (Eq. 6-18, page 32). p ' G CP T = product of gust effect factor and external pressure coefficient, see table below. (Fig. 6-10, page 55 & 56) f G Cp; = product of gust effect factor and internal pressure' coefficient. (Fig. 6-5, Enclosed Building; page 49) =0.18 or a = width of edge strips, Fig 6-10, note 9, page 56,' MAX[ MIN(0.1B, 0.4h), 0.046,3] _ • 4.40 ' ft (IBC Fig.1609.6.2.2, footnote 5) Net Pressures , Basic Load Cases Net Pressures s , Torsional Load Cases p .j I .I �' 3E . 3 2E 2 3 2E 2 } 2 20NE 2/3 BOUNDARY 3E - , 'i } 2E 2 3T T *2 r 3E _ } 2T. }E 4 \_ _ I/ 6 , 4 I� 6 4E 4 \_4T 2E 2 r 6 •• 4 ' dT 4E�_ D 4E�� \� 6 4E-_ ' IT ' 1T ' t 'S REFERENCE CORNER N.E REFERENCE CORNER IE • REFERENCE CORNER - IE REFERENCE CORNER WIND DIRECTION o WIND DIRECTION WIND DIRECTION WIND DIRECTION Transverse Direction R Longitudinal Direction „"� Transverse,Direction ,Longitudinal Direction Basic Load Cases -Torsional Load Cases Roof an le 0 = 11.89 Roof an le 8 = • 0.00 �. Surface Net Pressure with Net Pressure with G CP T (+GCp I) (-GCP I) G CP T (+GCP 1) (-GCp i) 1 - 0.46 6.27 14.34 0.40 4.93. 13.00 2 -0.69 -19.50 -11.43 -0.69 -19.50' -11.43" ' 3 -0.42 T -13.48 -5.39 -0.37 -12.33 -4.26 4 =0.35 -11.98 -3.91 -0.29 • -10.53' � -2.47 .1 E -0.70 -11.59 19.86 0.61 8.64 17.71 ' 2E -1.07 -28.02 -19.95 -1.07. -28.02 -19.95 3E -0.60. ' -17.56 -9.49 -0.53 -15.91 -7.84 4E -0.53 -15.83 -7.76 -0.43 -13.67 ' -5.60 5 -0.45 ? -14.12 -6.05 -0.45 -14.12 '-6.05 6 -0.45 -14.12 -6.05 -0 - .Roof an le 8 = .11.89 GCPr Net Pressure with Surface ('fGCPi) (-GC I) 1T 0.46 ,1:57 3.58 . 2T -0.69 -4.87 ` ' -2.86 3T , -0.42 -3.36 -1.35 4T ' • -0.35 '-2.99 . -0.98 Roof angle 8 = 0.00 G CP T Net Pressure with Surface ' (+GCP I) (-GCp I ) 1T 0.40 j1.23 3.25 2T . -0.69 , -4.87 -2.86 3T --0.37 =3.08 -1.06 4T ' -0.29 12.63 -0.62 .45 • -14.12 -0.05 - .Roof an le 8 = .11.89 GCPr Net Pressure with Surface ('fGCPi) (-GC I) 1T 0.46 ,1:57 3.58 . 2T -0.69 -4.87 ` ' -2.86 3T , -0.42 -3.36 -1.35 4T ' • -0.35 '-2.99 . -0.98 Roof angle 8 = 0.00 G CP T Net Pressure with Surface ' (+GCP I) (-GCp I ) 1T 0.40 j1.23 3.25 2T . -0.69 , -4.87 -2.86 3T --0.37 =3.08 -1.06 4T ' -0.29 12.63 -0.62 Basic Load Cases In Transverse Direction Basic Load Cases in Longitudinal Direction Torsional Load Cases in Transverse Direction Torsional Load Cases In Lonaitudinal Direction Area Area Pressure k with Surface (fe) (+GCp I) -GC 1 642 4.02 9.20 2 2336 -45.55 -26.70 3 2336 -31.44 -12.59 4 642 -7.68 -2.51 1E 70 0.82 1.38 2E 256 -7.18 -5.11 3E 256 -4.50 -2.43 4E 70 -1.11 -0.55 E Horiz. 10.18 10.18 E Vert. -86.76 45.83 10 psf min. Horiz. 12.46 12.46 Sec. 6.1.4.1 Vert. -50.73 -50.73 Torsional Load Cases in Transverse Direction Torsional Load Cases In Lonaitudinal Direction Area Pressure k with Surface (fe) (+GCp I) (-GCp i ) 1 548 2.70 7.13 2 2192 -42.74 -25.05 3 2192 -27.02 -9.33 4 548 -5.78 -1.35 1 E 79 0.76 1.39 2E 400 -11.21 -7.98 3E 400 -0.37 -3.14 4E 79 -1.07 -0.44 56 Horiz. 10.31 10.31 E -59 -42 3E 256 Vert. -85.47 -44.53 10 psf min. Horiz. 6.27 6.27 Sec. 6.1.4.1 Vert. -50.73 -50.73 Torsional Load Cases in Transverse Direction Torsional Load Cases In Lonaitudinal Direction Design pressures for components and cladding 3 2 2 3 a 2 3 a 2 a P = qhl (G Cp) - (G C'pi)] 9 I.1 'e 5 where: pressure on component. E 6-22 33 ° ' s 5 12° 2' - - ' z 21-1-1-12 P P P (4• ,P9 ) i' IIId Pmin = 10 psf (Seo. 6.1.4.2). ° G CP = extemal pressure coefficient. Walls see table below. (Fig. 6-11, page 57-60) Roof e.,• Roof o» - Area Pressure k with Torsion ft -k SurfaceArea (fr) (+GCp I) (-GCp i) (+GCP i) (-GCp i ) 1 286 1.79 4.09 36 82 2 1040 -20.27 -11.88 -84 -49 3 1040 -13.99 -5.60 58 23 4 286 -3.42 -1.12 69 22 1 E 70 0.82 1.38 33 56 2E 256 -7.18 -5.11 -59 -42 3E 256 •4.50 -2.43 37 20 4E 70 -1.11 -0.55 45 22 1 T 356 0.56 1.28 -12 -28 2T 1296 -6.32 -3.70 29 17 3T 1296 -4.36 -1.75 -20 -8 4T 356 1 -1.07 -0.35 1 -24 -8 Total Horiz. Torsional Load, Mr 1 107 107 Design pressures for components and cladding 3 2 2 3 a 2 3 a 2 a P = qhl (G Cp) - (G C'pi)] 9 I.1 'e 5 where: pressure on component. E 6-22 33 ° ' s 5 12° 2' - - ' z 21-1-1-12 P P P (4• ,P9 ) i' IIId Pmin = 10 psf (Seo. 6.1.4.2). ° G CP = extemal pressure coefficient. Walls see table below. (Fig. 6-11, page 57-60) Roof e.,• Roof o» - Area Pressure k with Torsion ft -k Surface (ft) (+GCp i) (-GCp i) (+GCp I) (-GCp I ) 1 235 1.16 3.05 11 28 2 1792 -34.94 -20.48 160 94 3 1792 -22.09 -7.63 -101 -35 4 235 -2.47 -0.58 23 5 1E 79 0.76 1.39 18_ 33 2E 400 -11.21 -7.98 51 37 3E 400 -6.37 =3.14 -29 -14 4E 79 -1.07 444 26 11 1T 314 0.39 1.02 -5 -13 2T 2192 -10.69 -0.26 -98 -57 3T 2192 -6.75 -2.33 62 21 4T 1 314 1 -0.83 1 =0.19 1 -11 -3 Total Horiz. Torsional Load; MT 1 106.9 106.9 Design pressures for components and cladding 3 2 2 3 a 2 3 a 2 a P = qhl (G Cp) - (G C'pi)] 9 I.1 'e 5 where: pressure on component. E 6-22 33 ° ' s 5 12° 2' - - ' z 21-1-1-12 P P P (4• ,P9 ) i' IIId Pmin = 10 psf (Seo. 6.1.4.2). ° G CP = extemal pressure coefficient. Walls see table below. (Fig. 6-11, page 57-60) Roof e.,• Roof o» - Comp. 8 Cladding Pressure ( Pat) Effective Area (ft2) Zone 1 Zone 2 Zone 3 Zone 4 Zone 5 GC - GCp GC - GCp GC . GCp GC - GCp GCp GCp Comp. 1 10 1 0.50 1 -0.90 0.50 -1.70 0.50 -2.60 1.00 -1.10 1.00 1 -1.40 Comp. 8 Cladding Pressure ( Pat) I Zone 1 Zone 2 Zone 3 Zone 4 Zone 5 Positive Negatfim Positive NeaffUw Positive Positive UOIWM Positive 15.24 -24.21 15.24 -42.14 15.24 -02.31 26.45 -28.69 26.45 -35.41 Osabuo be • •� • P• � .. 4s — - - -- 9 PROJECT' Proposed Room Addition for Cecchim : La QuIMa CA � r PAGE: .,7 Igbinedlon '�• CLIENT:PC hcla Designs & Associates DESIGN BY: O' CI IOCI JOB NO. :013-2010 A~T DE�11/22/2010- _. REVIEW BY: , Seismic•Analysis Based on.18C 06/CBC.07.(E uivalent Lateral.Force. Procedure,;ASCE 7-05.12.8) x<:::1 ` -- Seismic Loading INPUT DATA = DESIGN SUMMARY Typical floor height h = ; .10: `: ft ; Total base shear Typical floor weight % = s'60 ` ` k V : _ 0.23 W, (SD) = 14 k, (SD) Number of floors: n = 0.16 W, (ASD) = 10 k, (ASD) Importance factor (ASCE 11.5.1) 1 = 1.25 (16C Tab. 1604.5) 'Seismic design category Building location Zip Code 52234, Latitude: 33.809 Site class (A, B, C, D, E. F) r`D„{ (If no soil report, use 0) . Longitude: -116.464 The coefficient (ASCE Tab 12.8-2) C = 02. Ss— { 150.000 %g, S,,,� = 1.5oo g , Fe = 1.000 The coefficient(ASCE Tab. 12.2.1) R = S7 = 60.000 4%g , Sm1 = o.goo g,' F„ = 1.500 SDS =1.000. g, Sol = 0.600 I g _ h„ = 10.0 ft k = 1.00 • , (ASCE 12.8.3, 4130) ', x = • 0.75 (ASCE Tab 12.8-2) W ` = 60 k Ewxhk = 600 - Ta = C7 (h„ )X = 0.11 Sec, (ASCE 12.8.21) VERTICAL DISTRIBUTION OF LATERAL FORCES Level Level Floor to floor Height Weigh Lateral force (cil) each level Diaphragm force No. Name Height hx wX wXhXk C".. FX ; VX ' O: M. EF, EW, FpX ft ft k ' k k k -ft r. •k. k k 1 Roof 10.0 60J 600 '1.000- 13.6• •.13.6 60, 15 El _ 13.6 Ground 0.0 136 4s — - - •. , 4 r i Osabuo be . - g r PROJECT: Proposed Room Addition •for Cecchini, La C .' PAGE: 8 _ CLIENT : Cashcla & Associates DESIGN BY OCI binedlOn JOB NO.: 013-2010 ([ ATE 11vz2/2o10 REVIEW BY: OCI (rev 12/15 Shear Wall Design Based on IBC 06 / CBC 07 / NDS 05 Shear Panels A, B and C _ INPUT DATA' - Osabuo be . - g r PROJECT: Proposed Room Addition •for Cecchini, La C .' PAGE: 8 _ CLIENT : Cashcla & Associates DESIGN BY OCI binedlOn JOB NO.: 013-2010 ([ ATE 11vz2/2o10 REVIEW BY: OCI (rev 12/15 Shear Wall Design Based on IBC 06 / CBC 07 / NDS 05 Shear Panels A, B and C _ INPUT DATA' - LATERAL FORCE ON DIAPHRAGM: vdla, WIND = 0 pff,for vrind ~ W '� .. _ ud18, SEISMIC -.. 70 plf,for seismic - GRAVITY LOADS ON THE ROOF: Wp1 = 126 plf,for dead load r V.h, ^ WLL = 120 ptf,for live load, DIMENSIONS: Lw = 10.5 ft, h =' 10 ft F L = 23 Ift,' h,= 0 It ' PANEL GRADE (0 or 1) 1 <= Sheathing and Single -Floor t y h g" MINIMUM NOMINAL PANEL THICKNESS _ 318 in COMMON NAIL SIZE ( 0=6d, 1=8d, 2=10d) 0 6d r' SPECIFIC GRAVITY OF FRAMING MEMBERS 0.5 EDGE STUD SECTION 2 pcs, b = 2 in',� h = ®in T .' " % T. SPECIES (1 = DFL, 2 = SP) • 1 DOUGLAS FIR -LARCH , ' F GRADE( 1, 2, 3, 4, 5, or 6) 3 No. 1-, r - ' Lw STORY,_OPTION ( 1=ground level, 2=upper level). 1 ground level shear wall THE SHEAR WALL: DESIGN IS ADEQUATE. DESIGN SUMMARY - r BLOCKED 3/8 SHEATHING WITH 6d COMMON NAILS @ 6 in O.C. BOUNDARY & ALL EDGES / 12 in O.C. FIELD, �+ " 5/8 in DIA. x 10 in LONG ANCHOR BOLTS @ 48 in O.C. HOLD-DOWN FORCES: . :TL= 0.00 'kTR = 1.48 k x (USE PHD2-SDS3 SIMPSON HOLD-DOWN) : _ DRAG STRUT FORCES: F = 0.88 . k EDGE STUD: 2 - 2" x 4" DOUGLAS FIR -LARCH No.,1, CONTINUOUS FULL HEIGHT. • SHEAR WALL DEFLECTION: A = 0.22 in ANALYSIS CHECK MAX SHEAR WALL DIMENSION RATIO L % B = 1.0 < 3.5 " [Satisfactory] '. + DETERMINE REQUIRED CAPACITY ve = • 153 y. plf, ( 1. Side Diaphragm Required, the Max. Nail Spacing +_ ^ 6 in) THE SHEAR CAPACITIES PER IBC Table 2306.4.1 + ' Min. � Min. -Blocked Nail Spacing + Panel Grade Common Penetratio Thickness Bo�indary &All Edges' i • 'Nail (in) c Note: The indicated shear numbers have reduced by specific gravity factor per IBC note a. t DETERMINE DRAG STRUT FORCE: " F = (L -Lw) MAX( vd,,• WIND, OovdID, SEISMIC) 0.88 , k, (i?a = :'�) (Sec. 163322 6)!i' " `_ DETERMINE MAX SPACING OF 5/8" DIA ANCHOR BOLT (NDS 2005_; Tab.11E) 5/8 in DIA. x 10 in LONG ANCHOR BOLTS @ 48 in O.C. .THE HOLD-DOWN FORCES: (T� & TR values should include upper level UPLIFT forces if applicable) CHECK SHEAR WALL DEFLECTION: ( IBC Section 2305.3.2) - 8v6h' hd°, +.vhh +0.75 he. -4, _ 0.225 in,'ASD < 'A = 08ending+O Shear+ ANwi slip +ACho,d sane Site = EALw Gt •• - .Lw, • sxe,allowable, nso = 0.429 In Where: vp = 153 plf, , ASD Lw = .11. ft E = 1.7E+06 psi r [SaUsfactory) (ASCE 7-05 1212.8.6) • A = 16.50 m` , h = . 10 ft G =' 9.0E+04 psi ' Cd =r —4 t = 0.221 in 8n= 0.000 in de = 0.15 in (ASCE 7-05 Tab 12.2-1 & Tab 11.5-1) AD = 0.02 h, - (ASCE 7-05 Tab 12.12-1) , CHECK EDGE STUD CAPACITY r ~ Pmax _ , 3.47 kips, (this value should include upper level DOWNWARD loads_ if applicable) ' Fe _ 1500 :psi CD = 1.80 CP = 0.15 A = �: 10.5 " int • + E _' 1700 ksi ' CF = -1-15 ' Fc = 419 psi > f� = 331 psi > [Satisfactory) s vdre ^ (in) Resisting. `Safety . Net Uplift 6 4 3 2 Sheathing and Single -Floor ,- 6d 1 1/4 3/8 200 � ^ 300 390 510 vdre Wall Seismic Overturning' Resisting. `Safety . Net Uplift Holddown (plf) at mid -story (lbs) Moments (ft -lbs) _ = Moments (ft -lbs) Factors �� •� � (lbs) - SIMPSON SEISMIC 70 168 t 16940 - 'Left .37737 .. 0.9 . T� = 0 � , Might 1512 •.0.9 TR = 1484 r WIND 0 Left 37737 2/3 ' T� = 0 Right 1512 2/3 TR = 0 • Q Osabuogb I PROJECT: Proposed Room Addition for Cecchini, La C PAGE : 9 binedion - CLIENT: Cashda&Associates DESIGNBY,: OCI 1013-2010 JOB NO.: ' I — ATE71v2wo1ol REVIEW BY : OCI (rev 12/15) Shear.WallIDesign !Based'on!IBC,06'/,CBC.0V/iNDS.'05 W.. Shear Panels D & E INPUT DATA . L. LATERAL FORCE ON DIAPHRAGM: Vdla, WIND = 0 pff,for Wind - yy • y Vdla, SEISMIC = 70 plf,for seismic - GRAVITY LOADS ON THE ROOF: + WDA = 352 pif,for dead load ` V. � � � hp - WLL = 336 ptf,for live load DIMENSIONS: Lw _ . 10 ft; h = 10 it — F • - •L = 22 ft; hp= 0 it I - A PANEL GRADE (0 or.1) I — Sheathing and Single Floor _• ' h . MINIMUM NOMINAL PANEL THICKNESS - 3/8 in " COMMON NAIL SIZE (0=6d, .1=8d, 2=10d) 0 6d' SPECIFIC GRAVITY OF FRAMING MEMBERS • 0.5 - EDGE STUD SECTION 2 = 2 in , •h = ©in ' V. • y pcs, b Tr Ta „ .SPECIES 0 =DFL, 2 = SP) 1 DOUGLAS FIR -LARCH - _ GRADE( 1, 2, 3, 4, 5, or 6) 3 No. 1 -Lw I STORY OPTION ( 1=ground level, 2=upper level) 1 ground level shear wall _ THE SHEAR WALL DESIGN IS ADEQUATE. DESIGN SUMMARY - BLOCKED 3/8 SHEATHING WITH 6d COMMON NAILS 1 " @ 6 in O.C. BOUNDARY & ALL EDGES / 12 in O.C. FIELD, = 5/8 in DIA. x 10 in LONG ANCHOR BOLTS @ 48 in O.C. _ HOLD-DOWN FORCES: TL _ 0.00 k , TR = . 1.96 k (USE PHD2-SDS3 SIMPSON HOLD-DOWN) ' DRAG STRUT FORCES: F = 0.84 k ' EDGE STUD: . 2 - 2'.'x 6" DOUGLAS FIR -LARCH No. 1, CONTINUOUS FULL HEIGHT, + SHEAR WALL DEFLECTION:- 0 = 0.23 in , ANALYSIS CHECK MAX SHEAR WALL DIMENSION RATIO = L / B 1.0 < 3.5 _ [Satisfactory] DETERMINE REQUIRED CAPACITY ; v; = 154 plf, ( ; 1 I Side Diaphragm Required, the Max: Nail Spacing .= • 6 in) THE SHEAR CAPACITIES PER IBC Table 2306.4.1 .. Min. -Min. . Blocked Nail Spacing Panel Grade Common jPenebrafio Thickness Boundary &All Edges • - Nail (in) •. (in) i Note: The indicated shear numbers have reduced by specific gravity factor per IBC note a., y a DETERMINE DRAG STRUT FORCE:' - F = (L -Lw) MAX( vdia, WIND, C)ovdte, SEISMIC) = 0.84 k (S2p = .,�) (Sec. 1633.2.6) . DETERMINE MAX SPACING OF 5/8" DIA ANCHOR BOLT (NDS 2005, Tab.11 E) 5/8 in DIA. x 10 in LONG ANCHOR BOLTS @ 48 in O.C. THE HOLD-DOWN FORCES: _ = (TL & TR values should include upper level UPLIFT forces if applicable) CHECK SHEAR WALL DEFLECTION: ( IBC Section 2305.3.2) _ { A=A&.ding+Asn..+'ONd' 'lip+OCnd,d.spane's11p-EAh3+'G�+0.75hei;+hd° - 0.233- in, ASD < LW Lw - _ .. bxe,allowable. Aso - 0.429 in Where: vp = 154 plf, , ASD h„ = 10 it E = 1.7E+06 psi [Satisfactory] (ASCE 7-05 12.8.6) " 'A= 16.50 m` h = 10 ft G = 9.0E+04 psi Cd = I = t = 0.221 in ea = 0.000 in dB = 0.15 in (ASCE 7-05 Tab 12.2-1 & Tab 11.5-1) r A.= 0.02 hsx (ASCE 7-05 Tab 12.12-1) CHECK EDGE STUD CAPACITY Pmax = 7.03 kips, (this value should include upper level DOWNWARD loads if applicable) ` Fc = 1500, psi CD = ' 1.60 ' Cp = 0.36 - A = 16.5 `, in 2 " E = 1700 .. ksi . CF = 1.10 Fc = 961 psi > ' f� = R 426 psi " [Satisfactory] vdia (plf) Wall Seismic at mid -story (lbs) Overturning r Moments (ft -lbs) Resisting - Safety „ .Net Uplift _Moments (ft -lbs) Factors .f (lbs) r. 6 . 4 3 2 Sheathing and Single -Floor_. 6d 1 1/4 3/8 200 300 390 510 vdia (plf) Wall Seismic at mid -story (lbs) Overturning r Moments (ft -lbs) Resisting - Safety „ .Net Uplift _Moments (ft -lbs) Factors .f (lbs) r. Holddown SIMPSON SEISMIC X70 160 � -'16200 • Left 89184 • 0.9 " T� = 0 yo Right -3744- 0.8 TR = 1957 WIND 0� • '•, r0 Left 89184 2/3 T� _ 0 Q Right' -3744 213 TR = 250 Osabuog be PROJECT: Proposed Room Addition for Cecchini, La C . PAGE: 10 CLIENT: Cashcla & Associates 1013-2010 Overturning .Moments (ft -lbs) DESIGN BY : ' OCI IOCI binedion JOB NO. 1 - —15ATEftt/zzr2oto Sheathing and Single -Floor 6d REVIEW BY: (rev 12/15) Shear..WallIDesign ;Based'on-IBC 06'/,.CBC.07j/_NDS 05•'i: ;,I Shear Panels F & G t Right -1067 0.9 `. TR = , L. INPUT DATA I _ ! LATERAL FORCE ON DIAPHRAGM: Vdia, WIND = 0 plf,for wind yf7Q �Q�' Right -1067 2/3 TR= 142 _ w L Vd_la. SEISMIC = 70 plf,for seismic - . - GRAVITY LOADS ON THE ROOF:. WDA = 106 plf,for dead load Wu = 100 plf,for live load +'.1 � ------ v- hp -� -� - _�--� DIMENSIONS: Lw = 5 ft , h 10 ft F.%- L = 13 k, h;= 0 ft PANEL GRADE (0 or 1) = 1 <=Sheathing and Single -Floor . h MINIMUM NOMINAL PANEL THICKNESS - = 3/8 in COMMON NAIL SIZE (0=6d, 1=8d, 2=10d) 0 6d SPECIFIC GRAVITY OF, FRAMING MEMBERS 0.5 EDGE STUD SECTION 2 pos, b = 2 in, h = ® in V. T` Ta SPECIES (1 = DFL, 2 = SP) 1 DOUGLAS FIR -LARCH ]No. ,r GRADE (1, 2, 3, 4, 5, or 6) 3 1 �„ Lw STORY OPTION ( 1=ground level,'2=upper level) 1 ground level shear wall ' - THE SHEAR WALL' DESIGN IS ADEQUATE. DESIGN SUMMARY �. . BLOCKED 3/8 SHEATHING WITH 6d COMMON NAILS _ @ 6 in O.C. BOUNDARY & ALL EDGES / 12 in O.C. FIELD, 5/8 in DIA. x 10 in LONG ANCHOR BOLTS @ 48 in O.C. HOLD -.DOWN FORCES: TL = 0.11 k , TR = 2.09 k , (USE PHD2-SDS3 SIMPSON HOLD-DOWN) DRAG STRUT FORCES: ` F = 0.56 k EDGE STUD: 2 -_2" x 4" DOUGLAS FIR -LARCH No. 1, CONTINUOUS FULL HEIGHT.' ` SHEAR WALL DEFLECTION: A = 0.40 in. ANALYSIS CHECK MAX SHEAR WALL DIMENSION RATIO L / B = 2.0 < 3.5 [Satisfactory] DETERMINE REQUIRED CAPACITY Vb = 182 plf, ( 1 Side Diaphragm Required, the Max. Nail Spacing = 6 in) THE SHEAR CAPACITIES PER IBC Table 2306.4.1 ' •,• Min. Mina Blocked Nail Spacing Panel Grade t - • Common Penetratio Thickness . Boundary .@. All Edges Nail (in) i Note: The indicated shear numbers have reduced by specific gravity factor per IBC note a. DETERMINE DRAG STRUT FORCE:: F = (L -Lw) MAX( Vdlb, WIND- 00Vdie, SEISM1c) , = 0.56 k ( sio _ ) (Sec. 1633.2.6) DETERMINE MAX SPACING OF 5/8" DIA ANCHOR BOLT (NDS 2005,' Tab.11E) 5/8 in DIA. x 10 in LONG ANCHOR BOLTS @ 48 in O.C. - -THE HOLD-DOWN FORCES: 4 (TL & TR values should include upper level UPLIFT forces if applicable) CHECK SHEAR WALL DEFLECTION: ( IBC Section 2305.3.2), ' g X-, vnh hd A'=ABendmg+Ash,.,+AN a slip +Acord splice -sup =—+—+O :75hei+ = 0.403 in, ASD < EA wGit L L ke.allowame. Aso =' 0.429 in Where: vb = , .182 -plf , ASD - Lw = 5- `it E= 1.7E+06 psi [Satisfactory]� (ASCE 7-05 12.8.6) A =[-16 50In` h = 10 ft G= 9.0E+04 psi „ Cd =r- I = - t = 0.221 in an = 0.000 ' in da = 0.15 in . ' ,(ASCE 7-05 Tab 12.2-1 & Tab 11.5-1) r , A, = 0.02 h,� 1 ; (ASCE 7-05 Tab 12.12-1) CHECK EDGE STUD CAPACITY Pr ax = 2.59 kips, (this value should include upper level DOWNWARD loads if applicable) Fe = 1500 psi - CD= ' 1.60 Co = 0.15 A = 10.5 in Z E= . 1700 ksi ` CF= 1.15 F,= 419 psi > ' fe = 247 psi [Satisfactory). (in) Overturning .Moments (ft -lbs) 6 4 . • 3 2 Sheathing and Single -Floor 6d 1 1/4 3/8- 200 300 390 510 vd;e , _ (plf) • Wall Seismic at mid -story (lbs) Overturning .Moments (ft -lbs) Resisting • Safety •+ Net Uplift Moments (ft -lbs) Fac tors (lbs) Holddown SIMPSON SEISMIC r70 80 9500 • Left 9957 - 0.9 TL= 108 -10 Right -1067 0.9 `. TR = WIND • 0 . _ p Left 9957. 2/3 r T� = EI'R yf7Q �Q�' Right -1067 2/3 TR= 142 It O$abuog be PROJECT :a C� Proposed Room Addition for Cecchini, L •. PAGE: ` 10a CLIENT: Cashcla & Associates _ DESIGN BY: OCI binedion -DATE: 10CI JOB NO.: , 013-2010 " j Ilwwolor REVIEW BY: , (rev 12/15) Shear.Wall Design 1 Based on-I191C.061 CBC 07,/:NDS'05-i Shear Along Existing Wall be/2in Addn & Existing Bldg INPUT DATA L ' LATERAL FORCE ON DIAPHRAGM: Vdia, WIND = 0 plf,forwind' • r W Vdia, SEISMIC = 70 pH,for SeismicI - l GRAVITY LOADS ON THE ROOF: WDA = 352 plf,for dead load ' WLL:= 336 plf,forliveload • _.---------------• hp t DIMENSIONS: L„, = 22 ft , h = 10 ft F F� L = 28 ft, hp= 0 ft PANEL GRADE (01or 1) = 1 <= Sheathing and Single -Floor h MINIMUM NOMINAL PANEL THICKNESS = ]3/8in COMMON NAIL SIZE (0=6d, 1=8d, 2=10d) _ 6dSPECIFIC GRAVITY OF FRAMING MEMBERS pi v° EDGE STUD SECTION 2 pcs, b = in, h = © inTa T, P SPECIES (1 = DFL, 2 = SP) 1 DOUGLAS FIR -LARCH ' GRADE ( 1, 2, 3, 4, 5, or 6) . 3 . No. .1 •- T ° ` l , L Lw STORY OPTION ( 1=ground level, 2=upper level) - 1 ground level shear wall ' 'THE SHEAR WALU DESIGN IS ADEQUATE. DESIGN SUMMARY 510 •. BLOCKED 3/8 SHEATHING WITH 6d COMMON NAILS @ 6 in O.C. BOUNDARY & ALL EDGES ! 12 in O.C. FIELD,' 5/8 in DIA. x 10 in LONG ANCHOR BOLTS @ 48 in O.C. a ' 4 HOLD-DOWN FORCES: TL = 0.00 k : TR = 0.00 k "'(HOLD-DOWN NOT REQUIRED) DRAG STRUT FORCES: "- : F = 0.28 k EDGE STUD: 2 - 2" x 6" DOUGLAS FIR -LARCH No. 1, CONTINUOUS FULL HEIGHT.. SHEAR WALL DEFLECTION: A = 0.11 in ANALYSIS t CHECK MAX SHEAR WALL DIMENSION RATIO L / B = 0.5 < 3.5 - [Satisfactory] DETERMINE REQUIRED CAPACITY T • vb = - 83 . plf, ( 1 - Side Diaphragm Required, the Max: Nail Spacing = 6 - in) THE SHEAR*CAPACITIES PER IBC Table 2306.4.1 ' + ` • Min.' -Min. Blocked Nail Spacing ' .Panel Grade Common Penetiatio Ttuckness Boundary &All Edges Nail (in) 'p - Note: The indicated shear numbers have reduced by specific gravity factor per IBC note a. DETERMINE DRAG STRUT FORCE: F' = ( Lw) MAX( v ala, wwo, Oovdie, sslsMlc) . = 0.28 p k . (flp • _ )(Sec. 1833.2.6) DETERMINE MAX SPACING OF 5/8" DIA ANCHOR BOLT (NDS 2005,.Tab.11E) 5/8 in DIA. x 10 in LONG ANCHOR BOLTS @ 48 in O.C. THE HOLD-DOWN FORCES:. ' - (T� & TR values should include upper level UPLIFT forces if applicable) f CHECK SHEAR WALL DEFLECTION: ( IBC Section 2305.3.2)11 d� A=A&.dig+AShear+ONailslip+AChatdapikc slip —i8Vbh3.+Vbh+0.75he,,+ = 0,112 In, ASD < EALW .. Gt . Lw - - Ne,allowable, Aso - 0.429 in Where: , vb = 83 plf, , ASD Lw = 22 ft E = 1.7E+06 psi _ [Satisfactory] (ASCE 7-05 12�.�8.6) 'A = 16.50 In` h = 10 . ft G = 9.0E+04 psi Cd t = 0.221 in e„ = 0.000 in da = 0.15 in (ASCE 7-05 Tab 12.2-1 & Tab 11.5-1) ., pa = 0.02 � - h ' (ASCE 7-05 Tab 12.12-1) - CHECK EDGE STUD CAPACITY Pmax = 4.80 kips, (this value should include upper level DOWNWARD loads if applicable) F� = 1500 psi Co = 1.60 Cp = 0.36 _ A = 16.5 int ' ` E = 1700 ksi CF = 1.10 F� _ " 981 ' .psi ` . - > f� _ , 291 psi - [Satisfactory] - vd;, (plf) Wall Seismic at mid -story (lbs) Overturning Moments (ft -lbs)' Resisting Safety Net Uplift Moments (ft -lbs) . Factors (lbs) Holddown SIMPSON SEISMIC _ 70 352 J 19960 Left 138336 0.9 T� _- 0 5� Right - 101726 " 0.9 TR = 0 WIND (in) ., 6 4 3 2 Sheathing and Single -Floor 6d 1 1/4 3!8 .• 200 300 390 510 •. - vd;, (plf) Wall Seismic at mid -story (lbs) Overturning Moments (ft -lbs)' Resisting Safety Net Uplift Moments (ft -lbs) . Factors (lbs) Holddown SIMPSON SEISMIC _ 70 352 J 19960 Left 138336 0.9 T� _- 0 5� Right - 101726 " 0.9 TR = 0 WIND 0 :• Q ' -Left 138338 2/3 Ti= 0 Ory Q Right 101728 2/3 TR = 0 • Osabuog PROJECT: Room Addition for Cecchini, La Quinta PAGE: 11-8i712 CLIENT: Cashcla Design & Associates DESIGN BY: OCI lg ' brnediQn:. JOB NO.: 013-2010 DATT 71 REVIEW BY: OCI Footing',Design of Shear�WalliBased'on+ACIi318=05v Wall Foundation - Strip Footing P.r , INPUT DATA . . " . t" • _ WALL LENGTH , Lw = 24 ft WALL HEIGHT + h = 10 ft '� - - WALL THICKNESS t = 6 in FOOTING LENGTH L"= 24 ft 0 ft r FOOTING WIDTH B = 2 It , FOOTING THICKNESS °, T = 24 in - PF - " FOOTING EMBEDMENT DEPTH D = 3 ft ,, _ ALLOWABLE SOIL PRESSURE _ qa = 1.5 ksf D = DEAD LOAD AT TOP WALL = + .y, Pr,DL = 11.5 kips . , LIVE LOAD AT TOP WALL + * Pr,LL = 5.8 kips = L I . LW TOP LOAD LOCATION a = 12 ft L WALL SELF WEIGHT . Pw = 4.8 kips LATERAL LOAD TYPE (0=wind,l=seismic) 1 seismic SEISMIC LOADS AT TOP (E/1.4, ASD) F = 7.7 kips r THE FOOTING DESIGN IS ADEQUATE. , M = 77 ft -kips,, ' CONCRETE STRENGTH fc' = 2.5 ksi M REBAR YIELD STRESS fy = 60 ksi ~ TOP BARS, LONGITUDINAL 4 # 5 ' <= Not Required BOTTOM BARS, LONGITUDINAL 4 # 5 • �" y BOTTOM BARS, TRANSVERSE # 3 @ 24 in o.c. < = Not Required • 3 ANALYSIS CHECK OVERTURNING FACTOR (IBC 06 1605.2.1, 1801.2.1, & ASCE 7-05 12.1.3.4) ` F = MR / Mo = 2.05 > 1.4 x 0.75 / 0.9 'for seismic [Satisfactory] Where,. Pt = 13.92 kips (footing self weight) _ _ - . t Mo = F (h + D) + M = ' 177 ft -kips (overturning moment) MR _ (Pr,Dv (L, + a) + Pt (0.5 L) + Pw (L, + 0:5L;,) _ 363 '; J. ft -kips (resisting' moment with Live load) • + CHECK SOIL CAPACITY (ALLOWABLE STRESS DESIGN) ' - Ps = '9.6, kips (soil weight in footing size) : P = (Pr,DL + Pr,LL) + Pw + (Pf - Ps) = 26.42 . kips (total vertical net load) ' , r - M P - + P(1-1-+ a + P 0.5 L + P (L + 0.5 P (resisting ) .r - R = ( r,Dl r, i.J ) f ( ) w � �w) = 432 ft -kips resistin moment with live load , r . e = 0.5 L_ - (MR - / P = 2.34 ft (eccentricity from middle of footing) ' rrMo) F ` PI1+6ej •. 111 L// for e< -L f 9,u Ax - BL 6 2 P L = 0.87 ,; ksf' < 4 / 3 qa • w: for Ye > - 3B(O.5L - e)'. 6 _ [Satisfactory] Where - ' e = 2.34 ft, < (L,/ 8) ; CHECK FOOTING CAPACITY (STRENGTH DESIGN) Mu,R = 1.2 IPr,DL (Li + a) + Pf (0.5 L) + Pw (L, + 0.5Lw)I + 0.5 Pr, LL(L, + a) _ 470 ..ft -kips M,,,o = 1.4 [F(h + D) + M] = 248 ft -kips PU = 1.2 (Pr,DL + Pf + Pw) + 0.5 Pr. LL = 39 kips r e„ = 0.5L - (MU,R MU,o) / Pu = 6.33 ft Pu,w _ F13 -7 9 nrex = BL for e� < 6 = , 2.30 ksf' } ..` 0 r pli..QY 3B(0?SL - e )' for 6. ^ .. • _ ; qu,Max 11 i J Xu� a M1 .Section 0 1/10 L 2/10 L .Section 0 1/10 L 2/10 L 3/10 L 4/10 L i 5/10 L 6/10 L 7/10 L 8/10 L 9/10 L L Xu (ft) 0 2,40 4.80 .' 7.20 9.60 12.00 14.40' 16.80. 19.20 21.60 24.00 P,., (kif) 1.0 :r 3.0 2.5 2:0 1.5 0;9 0.4 -0.1 -0.6 -1.1 ., -1.6 Mu•w (ft -k) . 0 ' -10 -37' -78 -130 -191 -258 .--326 . -395 458 -517 Vu,W (kips) 0 -8 -14 -20 - -24, . =27.. -28 .-29 . -28 '-26 -22 ' r P4f(ks1) 0.3„- 0.3 70.3 0.3 0.3 0.3 0.3 0.3; 0.3 0.3 ` 0.3 Mu,f (ft -k) •' 0 ' . -2 -8 -18 -32 -50 -72 -98 -128 -162 -200 Vu,((kips) 0 -2 -3 -5 - -7 8 ., -10 -12 -13 -15 -17 qu (kso -2.3 -2.0 -1.7 -1.3' -1.0 -0.7 -0.4 '. 0.0 f 0.0 0.0,t,, 0.0, Mu,q (ft -k) "0 13, 48 - -,,103 172 254 343 436 530, X624',' 718 , Vu•q (kips) "0 10 19 26 -32 36 38 39 39, 39, : 39 £ M(ft-k) 0 1 3 7 10 12 13. 11 7 2 0: E Vu (kips) 0 1 .1 1. 1 1 0 -1 ' -2 -2 r 0 Location Mu,max d (in)PregD (3ProvD Vu,max �Vc = 2 b d &'f -5 Top Longitudinal 0 . ' ft -k - 20.69 0.0000 0.0000 2 kips : " 42 '' kips Bottom Longitudinal 13 . ft -k 20.69 = 0.0018 0.0025 2 kips 42 !," kips ' Bottom Transverse 0 : ft -k / ft 20.19 '.' 0.0000 0:0000. 1 - . kips ! ft 21 . kips / ft r e � , � � . , _� � � :--- + ' _" , it CHECK THE BEAM CAPACITY WITH AXIAL LOAD AXIAL LOAD F = 8.1 kips THE ALLOWABLE COMPRESSIVE STRESS IS4 Fc'= Fc CD CP CF = 1051 psi Where F, = 925 psi F F Co = 1.60 — CF = 1.00 (Lumber only) CP=(1+F)/2c-[(1+F)/2c)2-F/cf.5 = 0.710 Fc* = F6 Co CF = 1480 psi LB = KB L = 1.01- = 96 in b = 5.5 in SF =slenderness ratio = 17.5 < [Satisfies NDS 2005 Sec. 3.7.1.41 F,E = 0.822 E'mi„ /SF 2 = 1565 psi .50 E'min = 580 ksi F = FCE / F," = 1.057 C = 0.8 THE ACTUAL COMPRESSIVE STRESS IS fc = F / A = 155 psi < F,' [Satisfactory] THE ALLOWABLE FLEXURAL STRESS IS Fp = 2143 psi, [ for Cc = 1.6 ] THE ACTUAL FLEXURAL STRESS IS fb = (M + Fe) / S = 1405 psi < Fp [Satisfactory] CHECK COMBINED STRESS [NDS 2005 Sec. 3.9.21 (f. / F.,)2 + fb / [Fe (1 - f. / Fes] = 0.750 < 1 [Satisfactory] Osabuo be . g _ PROJECT :r' Room Addition for Cecchini, Ca Quinta PAGE: 15 binedion CLIENT: CashclaDesign"&Associvates , DESIGN BY: OCI JOB NO.: 013 2010 DATE: 11/27/2010 REVIEW BY: ' OCI rev. 12/15/10 Wood Post, Wall Stud or King Stud Desi n Bas6d'on'NDS 2005 Column for Header Beams INPUT. DATA. - " ' DESIGN SUMMARY Ti' `, HEIGHTp, •• r H = 10 ft A USE: , 1 - 4"x 4' DOUGLAS FIR -LARCH No. 1 Effective Length (NDS 3.7) Le x -x = 10 It, (strong axis bending) Le y -y = 10 It, (weak axis bending) 1. CHECK VERTICAL LOADS: fc < F� ? 0700 ksi AXIAL STRESS ` rlbs 242 psi < 419 psi [Satisfactory] AXIAL LOAD ,y PpL = 1485 • y "L ii .•-Fv' _'� 268 psi 1485 lbs ` r 2. CHECK BENDING LOADS: fb < Fb' ? Total P=' 2,970'f lbs 210 psi < 2373 psi. [Satisfactory] - LATERAL LOAD w = 10 plf, x IP, d 3. CHECK INTERACTION: 0 ril + ) f °r 51 ? N F= lbs, at O ft, from bottom • ' " f l F, J 242.4 psi SHEAR STRESS Max Section M = '125 ft -lbs, at 5.00 it from bottom J ' A.. 0.536 < 1 [Satisfactory] ' Max Section. V= ^ 50 s, at top end ,- ^ SPECIES (1 = DFL, 2 = SP, 3 = LSL, 4 = PSL) 1DOUGLAS FIR -LARCH ' _ 4. CHECK SHEAR LOADS: fv < F,; ? ' GRADE (1, 2, 3, 4, 5, or 6) 3 No. 1 6 psi < -' 288 psi [Satisfactory] SECTION 0 pcs, b= 4 in i 5. MAXIMUM HORIZONTAL DEFLECTION . • r h =4 in '-A= 0.11 in, et 5.00 ft from bottom H 11134 ) . WET I DRY 7 (1 = DRY, 2 = WET) 0 DRY. ANALYSIS COLUMN BASIC DESIGN STRESSES:P _ COMPRESSIVE STRESS 1t Fc _ -.l 500 psi MODULUS OF ELASTICITY E= 1700. ksi BENDING STRESS (X-A)is) y Fbx = 1000 psi SHEAR STRESS (X-A)is) . F =' , 180. psi - • v COLUMN PROPERTIES: STANDARD DRESSED SIZE dy = 3.50 in ' dx= 3.50','.in AREA! 'A = : 12.25 int F. SECTION PROPERTIES Abt.=x-x Sx = 7.15' in3 ' tet, f r r Ix = 12.51 in^ _ + _ r. • LENGTH -DEPTH RATIO Le x -x / dy = 34.3 J r _ Le y -y / dx = 34.3 a r` -ADJUSTMENT FACTORS: .Fbx �� Fc Fv E' -7-11'60. °' 1.60 DURATION (NDS 2.3.2) CD` 1.60 MODULUS OF ELASTICITY E'm 620. :ksi' 1 MOISTURE FACTOR CM -. 1.00 1.00 1.00 ' .1.00 COLUMN PARAMETER c = '0.80 + ' TEMPERATURE FACTOR . Ct 1.00 1.00 1.00 1.00 -BEAM PARAMETER f Rs = 7.674Y <50 , INCISING FACTOR Cl 1.00 1.00 1.00 - 1.00 SIZE FACTOR CF • 1.50 1.15 1.00 • r BUCKLING VALUES < t FLAT USE FACTOR Cf� FcE = 434 psi FbE = 12635 ..psi -2760 COLUMN STABILITY C, 0.152 Fc' _ psi Fb 2400 psi REPETITIVE (1.15 or 1.0) Cr BEAM STABILITY CL . Z , 0.99 - a ADJUSTED PROPERTIES: MODULUS OF ELASTICITY E'=, 0700 ksi AXIAL STRESS Fc' = 419 psi x BENDING STRESS (X -Aids)' w FbX = 2373, ',psis SHEAR STRESS .•-Fv' _'� 268 psi ACTUALSTRESSES~ 4 t` AXIAL STRESS fc = 242.4 psi SHEAR STRESS fv = 6 psi BENDING STRESSES fbX = 209.9 psi' r Osabuo be- � • � � - g PROJECT : Room Addition for Cecchini, La Quetta „� _ , y�' y • PAGE : 16`& 17 ; bi ned ion CLIENT : Cashcla Design 8 Associates ` DESIGN BY : _9 JOB NO.013-2010, DATE:11/22/2010 'A ,.- REVIEW BY: �61c('. OGI., Pad :F66ting Design Base l on AC131:8. 5 `', ;� . �_ Pad Footing for Typical Column INPUT DATA DESIGN SUMMARY a COLUMN WIDTH c� = 4 .., in FOOTING WIDTH B = 2.00' ft COLUMN DEPTH c2 =4 in FOOTING LENGTH L - = 2.00 - It BASE PLATE WIDTH �'bi = 8, in, FOOTING THICKNESS T = -8 in BASE PLATE DEPTH b2 = = .8', in LONGITUDINAL REINF. i 3 # 3 @ 9 in o.c. FOOTING CONCRETE STRENGTH f,' - _ --= 2:5:=' ksi, TRANSVERSE REINF. 3 3 @ 9 in o.c. REBAR YIELD STRESS fy = E60 ksi AXIAL DEAD LOAD •r PDL" = 1':95'F` k 1 ' AXIAL LIVE LOAD PLL = :0.98: k Y LATERAL LOAD (O=WIND, I=SEISMIC) = t', Seismic,SD SEISMIC AXIAL LOAD' PLAT . = 0k, SD E�x - d SURCHARGEqs = +0 ksf o oto SOIL WEIGHT �ws = X0+11 kct FOOTING EMBEDMENT DEPTH Df ft FOOTING THICKNESS T = 8 in "M t o ALLOW SOIL PRESSURE Qe = • -r1:5`- ksf - " FOOTING WIDTH . 13 -. ft: FOOTING LENGTH L ".2" . It ^ m " BOTTOM REINFORCING # 3.. . 1 b 1 THE PAD DESIGN IS ADEQUATE. I s - L ANALYSIS �• ` . DESIGN LOADS (IBC SEC.1605.3.2 & ACI 318-05 SEC.9.2.11) CASE 1: DL +. LL P _ 3 -kips 1.2 DL + 1.6 LL '� .. Pu 4 kips' CASE 2: * DL + LL + E / 1.4 P -3 kips _ 1.2 DL + LO LL + 1.0 E Pu + 3 kips, CASE 3: 0.9 DL + E 1.1.4 P = • 2 kips 0.9 DL + 1.0 E Pu = 2 kips CHECK SOIL BEARING CAPACITY (ACI 318-05 SEC.15.2.2) CASE 1 CASE 2 CASE 3 QMeX_BL+4s+(0.15-ws)T „ L 0.76 ksf, - 0.76 ksf,' - 0.47 ksfe` r , 7 q MAX <' k Q a • : [Satlsfactoryj wherey It = 1 for gravity loads, 4/3 for lateral loads. ' DESIGN FOR FLEXURE (ACI 318-05 SEC.15.42,102,10.3.5, 105.4, 7.12.2, 122, & 12.5) ��b r 0.85f. r1- l 0.85Qif� s� cl I pP-ll + p�=A,jUVr0.0018T 4p1 fy. fy su ct l d 3 1 " LONGITUDINAL ' TRANSVERSE •- d 4.81 463 � `r b.. 24 24 • �• ' • 9 u,max 0.98 - -0.98 - N4, • 0.55 0.55 . 0.000. 0.000 . Pmin 0.000 - 0.000 . As 0.03. 0.04 . Max. Spacing 18 in o.c. 18 -in o.c. c. USE 3 # 3 @ 9 in o.c. 3 _ # 3 @ gin o.c. Pmax 0.013, 0.013 Check pprod < pD,a,r [Satisfactory] - i . [Satisfactory ] CHECK FLEXURE SHEAR (ACI 318-05 SEC.9.3.2.3, 15.5.2, 11.1.3.1, & 11.3) OVn = 2obd f, CHECK PUNCHING SHEAR (ACI 318-05 SEC.15.5.2, 11.12.1.2,11.12.6, & 13.5.3.2) OVn=(2+y)OfcAp 30.35 kips where = 0.75 (ACI 318-05, Section 9.3.2.3) Do = ratio of long side to short side of concentrated load = 1.00 bo = ci + c2 + bi + b2 + 4d = 42.9 in Ap = bo d = 202.3 int y = MIN(2 ,14/pc, r / 8c , 40d/bo) = 2.0 V u = Pu, max[ 1— I (b.+,. +d II bx 2 c: + d Il = 3.13 Idps < 0 V „ [Satisfactory] (cont'd) LONGITUDINAL TRANSVERSE VU 0.68 0.71 0.75 0.75 Wn 8.7 8.3 Check V„ < �V„ [Satisfactory] [Satisfactory] CHECK PUNCHING SHEAR (ACI 318-05 SEC.15.5.2, 11.12.1.2,11.12.6, & 13.5.3.2) OVn=(2+y)OfcAp 30.35 kips where = 0.75 (ACI 318-05, Section 9.3.2.3) Do = ratio of long side to short side of concentrated load = 1.00 bo = ci + c2 + bi + b2 + 4d = 42.9 in Ap = bo d = 202.3 int y = MIN(2 ,14/pc, r / 8c , 40d/bo) = 2.0 V u = Pu, max[ 1— I (b.+,. +d II bx 2 c: + d Il = 3.13 Idps < 0 V „ [Satisfactory] (cont'd) V OSABUOGBE C. IGBINEDION, P.E. Civil Engineering Consultant 44500 San Pasqual Avenue Palm Desert, CA 92260 Project No.: 013-2010 December 15, 2010 City of La Quinta Building and Safety Department La Quinta, CA 92201 Subject: Plan Check No. 10-1288; APN 643-160-005 ' Proposed Room Addition to Cecchini Residence . Dear Plan Reviewer: 'This is to certify that I have reviewed.the truss calculations provided by Trussworks for the subject project. The calculations are hereby ` approved. If you have any questions, please contact me at (760) 880-8095 or by email at oigbinedion@dc.rr.com. Sincerely, . r e GSE cSS/� F w N0. C 906@i m m' Ppl�� . � ESP. QF g Osabuo be C. I gbinedion, P.E. V) V) OQp,OFESSIO, E C. co zo IVI CAUr"' q ci M . �- er �>o o vl ILU d'1 \-T W ' V �-�. V IL.7 Q� GWEEj (S e. ui 171 c) ib'j Cvj' n o- O b�1s�J3d --- E PROPOSED j 3Q6 , D ih� S�< 6�''►i �� ADDITION U5 s� d 400 SQ. FT 33'-0' �'pt 3 3060 a EXIsnNG ;= COVERED PAnO 40M 4060 1� o� 17 -2680 db ?� d -O m o 1070 2-3080 1070, EXISTING RESIDENCE 1670 3080 s ENTRY Y 1% EXISTING GARAGE 5060a a, 16070 1 3030 1 l' Wl j2,�� rci- C2 10 . �nGCRe C1i O� 2 CD LU N0. C, i m * EXP Wo'll IVI A 13 �Pl A ,,5 31,21, -7� C. CO m ot m LU c [Vk Q �. .1 Osabuogbe ; PROJECT: Proposed Room Addition for Cecchini, La Q PAGE FOa i binedion CLIENT: Cashcla & Associates DESIGN BY :. JOB NO.: 013-2010 DATE : v12/2011 REVIEW BY : Shear Wall Design Based on IBC 06 / CBC 07 / NDS 05 _ I Shear AlongExistin Wall ID Nn Add & Ex i ;ting Bldg INPUT DATA _ 1. LATERAL FORCE ON DIAPHRAGM: Vda, WIND =242 ptf,for wind V6a, sasMic ! 306 plt for seismic - � - w . GRAVITY LOADS ON THE ROOF:WOL = 352 plF,fo' dead load " VILL = 336 pti,for Gve load DIMENSIONS: 1 - :� � _� V' ----- jh Lw= 17.25 ft, h =8 It L = 22 ft. N= 2 ft i;,>:.: ' oc�.i v • PANEL GRADE (0 or 1) = 1 <= Sheathing and Single -Floor `v MINIMUM NOMINAL PANEL THICKNESS = 3/8. �' aao�p pYp• C m LCL *O ,- COMMON NAIL SIZE (O�d, 1=8d, 2=10d) 0 6d % I SPECIFIC GRAVITY OF FRAMING MEMBERS 0•5 * , ,•Er 11, ' •* EDGE STUD SECTION 71pevot ►;�,,cs. in, h = o (. /V��\�` T. SPECIES (1 = DFL, 2 GLAS FIR -LARCH f;Rl_�\ r' '- �, TqGRADE (1, 2,3,4,5, ✓ x - STORY OPTION (1=ground leveground level shear wan L Lw DESIGN SUMMARY THE SHEAR WALL DESIGN IS ADEQUATE. f 'BLOCKED 3/8 SHEATHING WITH 6d COMMON NAILS j @ 2 in O.C. BOUNDARY & ALL EDGES / 12 in O.C. FIELD, I! 5/8 in DIA x 10 in LONG ANCHOR BOLTS_ @ 26 in O.C. 'I HOLD-DOWN FORCES: TL = 0.00 It , TR = 0.14 , k (USE PHD2-SDS3 SIMPSON HOLD-DOWN) + - DRAG STRUT FORCES: F = 1.45 k EDGE STUD: - 2-2"x6' DOUGLAS FIR -LARCH No. 1, CONTINUOUS FULL HEIGHT. A r SHEAR WALL DEFLECTION: = �I ' _ •• 0.2.3 ' in ANALYSIS CHECK MAX SHEAR WALL DIMENSION RATIO L / B = r 0.5 < 3.5 factory] 14 [Satlsfacto 1� DETERMINE REQUIRED CAPACITY vb =' 390 pff, ( 1 Side Diaphragm Required, the Max- Nail Spacing '= 2 in)' THE SHEAR CAPACITIES PER IBC Table 2306 41 ve reduced by specific gravity factor per IBC note a DETERMINE DRAG STRUT FORCE: F = (L -L,,,) MAX(v� No, 4d k sawic) = 145 I; • k t Oa ' _ �) (Sec. 1833.2.8) j DETERMINE MAX SPACING OF 5/8" DIA ANCHOR BOLT (NDS 2005, .Tab.11E) 5/8 in DIA. x 10 in LONG ANCHOR BOLTS @ 26 in O.C. THE HOLD-DOWN FORCES: r Min, Min. BlokeNail Spacing Grade C—on PenetrationThickness Bony & AllEg dg Sheathing and Single -Floor Nab 6d 11/4 (in) : 3/8 Ges 200 3 2 Note: The indicated shear numbers ha 242 300 390 , 510 ve reduced by specific gravity factor per IBC note a DETERMINE DRAG STRUT FORCE: F = (L -L,,,) MAX(v� No, 4d k sawic) = 145 I; • k t Oa ' _ �) (Sec. 1833.2.8) j DETERMINE MAX SPACING OF 5/8" DIA ANCHOR BOLT (NDS 2005, .Tab.11E) 5/8 in DIA. x 10 in LONG ANCHOR BOLTS @ 26 in O.C. THE HOLD-DOWN FORCES: r Holddown SIMPSON F 6`5 O Q vdia 09 Wall Seismic at mid -story (lbs) Overturning Moments (f -lbs)' Resisting Safety Net Uplift Moments (ft4bs) Factors (lbs) SEISMIC 306 276 55236 Left 97087 0.9 TL = 0 Right 80303 0.9 TR = 58 —ABeirling+OSlxaar+ONad slip+OCMid split, do = gVb/t + Vbh+0.75h +y%C�a _ e WIND 242 42592 Left 97087 2/3 TL = 0 Right 60303 2/3 TR = 139 i Where: vb = 390 plf, , ASD I_= A = 16.50 in 17 ft Holddown SIMPSON F 6`5 O Q CHECK SHEAR WALL DEFLECTION: (IBC Section 2305.3.2) (TL & TR values should include upper level UPLIFT forces if applicable) P —ABeirling+OSlxaar+ONad slip+OCMid split, do = gVb/t + Vbh+0.75h +y%C�a _ e EALw Gt „ Lw 0.232 in, ASD < i Where: vb = 390 plf, , ASD I_= A = 16.50 in 17 ft E = 1.7E+06 psi 6m.allowame, /SD = 0.343 in [Satisfactory) (ASCE 7-0512.8.8) i t = 0.221 h = in 8 ft G = 9.0E+04 psi Cd = �4� I = en = 0.000 in da = _ 0.15 in kJ (ASCE 7-05 Tab 122-1 & Tab 11.5-1) } Aa = 0.02 hg t , (ASCE 7-05 Tab 12.12-1) CHECK EDGE STUD CAPACITY Pmax = 5.89 IdPs. ps, (this value should include upper level DOWNWARD loads if applicable) _ F. = 1500 Psi CD= 1.80 E = 1700 ksi CF = 1.10 CP = . 052 A = 16.5 , in2 Fc = 1374 psi > fc = 357 psi • [Satisfactory] !f - BUILDING ENERGY ANALYSIS REPORT PROJECT: CECCHINI RESIDENCE's exercise room 78850 VIA AVANTE ,LA QUINTA, CA 92253 Project Designer: CASHCLA DESIGN & ASSOCIATES 45-175 PANORAMA DR. STE. A-1 PALM DESERT, CA 92260 760 799-2615 Report Prepared by: Armando Chavez GLS Architecture Group 74491 Joni Dr. suite # 9 Palm Desert, Ca 92260 " 760 340.35.28 CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DATE l 2v►l BY Job Number:------ RECEI IFM to - 12s e> DEC 16 2010 Date: BY: 12/15/2010 The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential 2008 Building Energy Efficiency Standards. This program developed by EnergySoft, LLC — www.energysoft.com. Energ Pro 5.1 by Energ Soft User Number: 5553 RunCode: 2010-12-15T22:24:39 ID: TABLE OF CONTENTS Cover Page Table of Contents Form CF -1 R Certificate of Compliance Form MF-1RI Mandatory Measures Summary HVAC System Heating and Cooling Loads Summary EnergyPro 5.1 by EnergySoft Job Number: ID: User Number: 5553 1 2 3 8 11 PERFORMANCE CERTIFICATE: Residential Part 1 of 5 CF -1 R Project Name CECCHINI RESIDENCE'S exercise room Building Type m Single Family m Addition Alone ❑ Multi Family ❑ Existing+ Addition/Alteration 11211512010 Date Project Address 78850 VIA AVANTE LA QUINTA California Energy Climate Zone CA Climate Zone 15 Total Cond. Floor Area 400 Addition 400 # of stories 1 FIELD INSPECTION ENERGY CHECKLIST ❑ Yes ❑ No HERS Measures -- If Yes, A CF -4R must be provided per Part 2 of 5 of this form. ❑ Yes El No Special Features -- If Yes, see Part 2 of 5 of this form for details. INSULATION Area Special Construction Type Cavity (ft) Features (see Part 2 of 5) Status Roof Wood Framed Attic R-38 400 New Slab Unheated Slab -on -Grade None 400 Perim = 0' New Wall Wood Framed R-19 510 New Wall Wood Framed R-19 220 Existing FENESTRATION U- Exterior Orientation Area(ft) Factor SHGC Overhang Sidefins Shades Status Left (NE) 52.0 0.400 0.35 2.0 none Bug Screen New Left (NE) 12.0 0.400 0.35 2.0 none Bug Screen New Right (SW) 7.5 0.400 0.35 2.0 none Bug Screen New Right (SW) 7.5 0.400 0.35 2.0 none Bug Screen New Left (E) 7.5 0.400 0.35 2.0 none Bug Screen New Left (E) 7.5 0.400 0.35 2.0 none Bug Screen New HVAC SYSTEMS Qty. Heating Min. Eff Cooling Min. Eff Thermostat Status 1 Central Furnace 80% AFUE Split Air Conditioner 15.0 SEER Setback New HVAC DISTRIBUTION Duct Location Heating Cooling Duct Location R -Value Status HA VC Ducted Ducted Attic, Ceiling Ins, vented 8.0 New WATER HEATING Qty. Type Gallons Min. Eff Distribution Status Ener Pro 5.1 by Ener Soft User Number: 5553 RunCode: 2010-12-15722:24:39 ID: Page 3 of 11 PERFORMANCE CERTIFICATE: Residential (Part 2 of 5) CF -1 R Project Name CECCHINI RESIDENCE'S exercise room Building Type ® Single Family m Addition Alone 13Multi Family ❑ Existing+ Addition/Alteration Date 12/15/2010 SPECIAL FEATURES INSPECTION CHECKLIST The enforcement agency should pay special attention to the items specified in this checklist. These items require special written justification and documentation, and special verification to be used with the performance approach. The enforcement agency determines the adequacy of the justification, and may reject a building or design that otherwise complies based on the adequacy of the special justification and documentation submitted. HERS REQUIRED VERIFICATION Items in this section require field testing and/or verification by a certified HERS Rater. The inspector must receive a completed CF -4R form for each of the measures listed below for final to be given. The Cooling System Carrier Corp. 24APA518A30-58CTA045-08 includes credit for a 13.0 EER Condenser. A certified HERS rater must field verify the installation of the correct Condenser. The HVAC System HA VC incorporates HERS Verified Refrigerant Charge or a Charge Indicator Display. Compliance credit for quality installation of insulation has been used. HERS field verification is required. HA VC includes verified duct systems that have air leakage to outside conditions equal to or less than 25 cfm. HERS field verification for ducts in conditioned space and duct leakage is required. Ener Pro 5.1 by Ener Soft User Number: 5553 RunCode: 2010-12-15722:24:39 ID: Pa e 4 of 11 PERFORMANCE CERTIFICATE: Residential (Part 3 of 5) CF -1 R Project Name Building Type m Single Family m Addition Alone Date CECCHINI RESIDENCE'S exercise room ❑ Multi Family ❑ Existing+ Addition/Alteration 12/15/201 ANNUAL ENERGY USE SUMMARY Standard Proposed Margin TDV kBtu/ft2 r Space Heating 6.82 6.79 0.03 Space Cooling 68.87 53.52 15.35 Fans 15.65 18.73 -3.09 Domestic Hot Water 0.00 0.00 0.00 Pumps 0.00 0.00 0.00 Totals 91.34 79.05 12.29 Percent Better Than Standard: 13.5% BUILDING COMPLIES - HERS VERIFICATION REQUIRED Fenestration Building Front Orientation: (NIM 315 deg Ext. Walls/Roof Wall Area Area Number of Dwelling Units: 0.25 (NKK 220 0 Fuel Available at Site: Natural Gas (NE) 373 79 Raised Floor Area: 0 (SE) 0 0 Slab on Grade Area: 400 (SIM 231 15 Average Ceiling Height: 10.0 Roof 400 0 Fenestration Average U -Factor: 0.40 TOTAL: 94 Average SHGC: 0.35 Fenestration/CFA Ratio: 23.5% REMARKS STATEMENT OF COMPLIANCE This certificate of compliance lists the building features and specifications needed to comply with Title 24, Parts 1 the Administrative Regulations and Part 6 the Efficiency Standards of the California Code of Regulations. The documentation author hereby certifies that the documentation is accurate and complete. Documentation Author Company GLS Architecture Group n / I12/152010 Address 74491 Joni Dr. suite # 9 Name Armando Chavez r UAA I,( City/State/ZipCity/State/Zip Palm Desert, Ca 92260 Phone 760 340.35.28 Signed Date The individual with overall design responsibility hereby certifies that the proposed building design represented in this set of construction documents is consistent with the other compliance forms and worksheets, with the specifications, and with any other calculations submitted with this permit application, and recognizes that compliance using duct design, duct sealing, verification of refrigerant charge, insulation installation quality, and building envelope sealing require installer testing and certification and field verification by an approved HERS rater. Designer or Owner (per Business & Professions Code) Company CASHCLA DESIGN & ASSOCIATES Address 45-175 PANORAMA DR. STE. A-1 Name Z j ZGl City/State/Zip PALM DESERT, CA 92260 Phone 760 799-2615 Signed License # Date Ener Pro 5.1 by Ener Soft User Number: 5553 RunCode: 2010-12-15722:24:39 ID: Page 5 of 11 CERTIFICATE OF COMPLIANCE: Residential (Part 4 of 5) CF -1 R Project Name CECCHINI RESIDENCE'S exercise room Building Type m Single Family 0 Addition Alone- 13 Multi Family ❑ Existing+ Addition/Alteration Date 12/15/201 OPAQUE SURFACE DETAILS Surface U- Insulation Joint Appendix Type Area Factor Cavity Exterior Frame Interiorl Frame Azm Tilt Status 4 Location/Comments Roof 400 0.025 R-38 0 0 New 4.2.1-A21 EXERCISE Slab 400 0.730 None 0 180 New 4.4.7-A1 EXERCISE Wall 68 0.074 R-19 45 90 New 4.3.1-A5 EXERCISE Wall 220 0.074 R-19 315 90 Existing 4.3.1-A5 EXERCISE Wall 216 0.074.R-19 225 90 New 4.3.1-A5 EXERCISE Wall 226 0.074 R-19 90 90 New 4.3.1-A5 EXERCISE FENESTRATION SURFACE DETAILS ID Type Area LI -Factor' SHGC Azm Status Glazing Type Location/Comments 1 Window 12.0 0.400 NFRC 0.35 NFRC 45 New 2008 PRESCR. WDW Z15 EXERCISE 2 Window 40.0 0.400 NFRC 0.35 NFRC 45 New 2008 PR SCR. WDW Z15 EXERCISE 3 Window 12.0 0.400 NFRC 0.35 NFRC 45 New 2008 PRESCR.WDWZ15 EXERCISE 4 Window 7.5 0.400 NFRC 0.35 NFRC 225 New 2008 PRESCR. WDW Z15 EXERCISE 5 Window 7.5 0.400 NFRC 0.35 NFRC 225 New 2008 PRESCR. WDW Z15 EXERCISE 6 Window 7.5 0.400 NFRC 0.35 NFRC 90 New 2008 PRESCR. WDW Z15 EXERCISE 7 Window 7.5 0.400 NFRC 0.35 NFRC 90 New 2008 PRESCR.WDWZ15 EXERCISE (1) LI -Factor Type: 116-A = Default Table from Standards, NFRC = Labeled Value 2 SHGC Type: 116-13 = Default Table from Standards, NFRC = Labeled Value EXTERIOR SHADING DETAILS Window ID Exterior Shade Type SH GC H t Wd Ove hanq Left Fin Len I H t LExt I RExt Dist Len Ri ht Fin Hot Dist Len H t 1 Bug Screen 0.76 7.5 2.0 2.0 0.1 2.0 2.0 2 Bug Screen 0.76 7.5 4.5 2.0 0.1 2.0 2.0 3 Bug Screen 0.76 7.5 2.0 2.0 0.1 2.0 2.0 4 Bug Screen 0.76 1.0 4.5 2.0 0.1 2.0 2.0 5 Bug Screen 0.76 1.0 4.5 2.0 0.1 2.0 2.0 6 Bug Screen 0.76 1.0 4.5 2.0 0.1 2.0 2.0 7 Bug Screen 0.76 1.0 4.5 2.01 0.1 2.0 2.0 EnergyPro 5.1 by Ener Soft User Number: 5553 RunCode: 2010-12-15722:24:39 ID: Page 6 of 11 CERTIFICATE OF COMPLIANCE: Residential (Part 5 of 5) CF -1 R Project Name CECCHINI RESIDENCE'S exercise room Building Type © Single Family m Addition Alone ❑ Multi Family ❑ Existing+ Addition/Alteration Date 12/15/201 BUILDING ZONE INFORMATION System Name Zone Name Floor Area ft New Existing Altered Removed Volume Year Built HA VC EXERCISE 400 4,000 Totals 1 4001 0 0 0 HVAC SYSTEMS System Name Qty. Heating Type Min. Eff. Cooling Type Min. Eff. Thermostat Type Status HA VC 1 Central Furnace 80% AFUE Split Air Conditioner 15.0 SEER Setback New HVAC DISTRIBUTION System Name Heating Duct Ducts Coolin Duct Location R -Value Tested? Status HA VC Ducted Ducted Attic, Ceiling Ins, vented 8.0 m New WATER HEATING SYSTEMS S stem Name Qty. Type Distribution Rated Input Btuh Tank Cap. al Energy Factor or RE Standby Loss or Pilot Ext. Tank Insul. R- Value Status CEC Standard MULTI -FAMILY WATER HEATING DETAILS HYDRONIC HEATING SYSTEM PIPING Control Hot Water Piping Length ft o Q — System Name Pipe Length Pipe Diameter Insul. Thick. Qt . HP Plenum Outside Buried Ener Pro 5.1 by Ener Soft User Number: 5553 RunCode: 2010-12-15722:24:39 ID: Pace 7 of 11 MANDATORY MEASURES SUMMARY: Residential Pae 1 of 3 MF -1 R Project Name CECCHINI RESIDENCE's exercise room Date 11211512010 NOTE: Low-rise residential buildings subject to the Standards must comply with all applicable mandatory measures listed, regardless of the compliance approach used. More stringent energy measures listed on the Certificate of Compliance (CF -1 R, CF -1 R -ADD, or CF - 1 R -ALT Form) shall supersede the items marked with an asterisk (*) below. This Mandatory Measures Summary shall be incorporated into the permit documents, and the applicable features shall be considered by all parties as minimum component performance specifications whether they are shown elsewhere in the documents or in this summary. Submit all applicable sections of the MF -1 R Form with plans. Building Envelope Measures: 116(a)l: Doors and windows between conditioned and unconditioned spaces are manufactured to limit air leakage. §116(a)4: Fenestration products (except field -fabricated windows) have a label listing the certified U -Factor, certified Solar Heat Gain Coefficient SHGC , and infiltration that meets the requirements of 10-111 (a). 117: Exterior doors and windows are weather-stripped; all joints and penetrations are caulked and sealed. 118(a): Insulationspecified or installed meets Standards for Insulating Material. Indicate type and include on CF -6R Form. §118(i): The thermal emittance and solar reflectance values of the cool roofing material meets the requirements of §118(i) when the installation of a Cool Roof is specified on the CF -1 R Form. *§1 50 a : Minimum R-19 insulation in wood -frame ceiling orequivalent U -factor. §150(b): Loose fill insulation shall conform with manufacturer's installed design labeled R -Value. *§1 50 c : Minimum R-13 insulation in wood -frame wall orequivalent U -factor. *§1 50 d : Minimum R-13 insulation in raised wood -frame floor orequivalent U -factor. §150(f): Air retarding wrap is tested, labeled, and installed according to ASTM E1677-95(2000) when specified on the CF -IR Form. 1 50 : Mandatory Vapor barrier installed in Climate Zones 14 or 16. §150(1): Water absorption rate for slab edge insulation material alone without facings is no greater than 0.3%; water vapor permeance rate is no greater than 2.0perm/inch and shall be protected from physical damage and UV light deterioration. Fireplaces, Decorative Gas Appliances and Gas Log Measures: 150 a 1A: Masonry or factory -built fire laces have a closable metal or glass door covering the entire opening of the firebox. §150(e)1 B: Masonry or factory -built fireplaces have a combustion outside air intake, which is at least six square inches in area and is equipped with a with a readily accessible, operable, and tight -fitting damper and or a combustion -air control device. §150(e)2: Continuous burning pilot lights and the use of indoor air for cooling a firebox jacket, when that indoor air is vented to the outside of the building, are prohibited. Space Conditioning, Water Heating and Plumbing System Measures: §110-§113: HVAC equipment, water heaters, showerheads, faucets and all other regulated appliances are certified by the Energy Commission. §113(c)5: Water heating recirculation loops serving multiple dwelling units and High -Rise residential occupancies meet the air release valve, backflow prevention, pump isolation valve, and recirculation loop connection requirements of §113(c)5. §115: Continuously burning pilot lights are prohibited for natural gas: fan -type central furnaces, household cooking appliances (appliances with an electrical supply voltage connection with pilot lights that consume less than 150 Btu/hr are exempt), and pool and spa heaters. §150(h): Heating and/or cooling loads are calculated in accordance with ASHRAE, SMACNA or ACCA. §150(i): Heating systems are equipped with thermostats that meet the setback requirements of Section 112(c). .§150(j)1 A: Storage gas water heaters rated with an Energy Factor no greater than the federal minimal standard are externally wrapped with insulation having an installed thermal resistance of R-12 or greater. §150(j)1 B: Unfired storage tanks, such as storage tanks or backup tanks for solar water -heating system, or other indirect hot water tanks have R-12 external insulation or R-16 internal insulation where the internal insulation R -value is indicated on the exterior of the tank. §150(j)2: First 5 feet of hot and cold water pipes closest to water heater tank, non -recirculating systems, and entire length of recirculating sections of hot water pipes are insulated per Standards Table 150-B. §150(j)2: Cooling system piping (suction, chilled water, or brine lines),and piping insulated between heating source and indirect hot water tank shall be insulated to Table 150-B and Equation 150-A. §150(j)2: Pipe insulation for steam hydronic heating systems or hot water systems >15 psi, meets the requirements of Standards Table 123-A. 150(j)3A: Insulation is protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind. §150(j)3A: Insulation for chilled water piping and refrigerant suction lines includes a vapor retardant or is enclosed entirely in conditioned space. §150(j)4: Solar water -heating systems and/or collectors are certified by the Solar Rating and Certification Cor oration. EnergyPro 5.1 by EnergySoft User Number: 5553 RunCode: 2010-12-15722:24:39 ID: Page 8 of 11 MANDATORY MEASURES SUMMARY: Residential (Page 2 of 3 MF -1 R Project Name Date CECCHINI RESIDENCE's exercise room 12/15/2010 §150(m)1: All air -distribution system ducts and plenums installed, are sealed and insulated to meet the requirements of CMC Sections 601, 602, 603, 604, 605 and Standard 6-5; supply -air and return -air ducts and plenums are insulated to a minimum installed level of R- 4.2 or enclosed entirely in conditioned space. Openings shall be sealed with mastic, tape or other duct -closure system that meets the applicable requirements of UL 181, UL 181 A, or UL 181 B or aerosol sealant that meets the requirements of UL 723. If mastic or tape is used to seal openings reater than 1/4 inch, the combination of mastic and either mesh or tape shall be used §150(m)1: Building cavities, support platforms for air handlers, and plenums defined or constructed with materials other than sealed sheet metal, duct board or flexible duct shall not be used for conveying conditioned air. Building cavities and support platforms may contain ducts. Ducts installed in cavities and support platforms shall not be compressed to cause reductions in the cross-sectional area of the ducts. §150(m)2D: Joints and seams of duct systems and their components shall not be sealed with cloth back rubber adhesive duct tapes unless such tape is used in combination with mastic and draw bands. 150(m)7: Exhaust fans stems have back draft or automatic dampers. §150(m)8: Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operated dampers. §150(m)9: Insulation shall be protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind. Cellular foam insulation shall be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation that can cause degradation of the material. 150 m 10: Flexible ducts cannot have porous inner cores. §150(o): All dwelling units shall meet the requirements of ANSI/ASHRAE Standard 62.2-2007 Ventilation and Acceptable Indoor Air Quality in Low -Rise Residential Buildings. Window operation is not a permissible method of providing the Whole Building Ventilation required in Section 4 of that Standard. Pool and Spa Heating Systems and Equipment Measures: §114(a): Any pool or spa heating system shall be certified to have: a thermal efficiency that complies with the Appliance Efficiency Regulations; an on-off switch mounted outside of the heater; a permanent weatherproof plate or card with operating instructions; and shall not use electric resistance heating ora pilot light. §114(b)1: Any pool or spa heating equipment shall be installed with at least 36" of pipe between filter and heater, or dedicated suction and return lines, or built-up connections for future solar heating. 114(b)2: Outdoor pools ors as that have a heat pump or gas heater shall have a cover. §114(b)3: Pools shall have directional inlets that adequately mix the pool water, and a time switch that will allow all pumps to be set or programmed to run only during off-peak electric demand periods. 150 : Residential pool systems orequipment meet the pump sizing, flow rate, piping, filters, and valve requirements of §150 Residential Lighting Measures: §150(k)1: High efficacy luminaires or LED Light Engine with Integral Heat Sink has an efficacy that is no lower than the efficacies contained in Table 150-C and is not a low eff icacy luminaire asspecified by §150(k)2. 150(k)3: The wattage of permanently installed luminaires shall be determined asspecified by §130(d). §150(k)4: Ballasts for fluorescent lamps rated 13 Watts or greater shall be electronic and shall have an output frequency no less than 20 kHz. §150(k)5: Permanently installed night lights and night lights integral to a permanently installed luminaire or exhaust fan shall contain only high efficacy lamps meeting the minimum efficacies contained in Table 150-C and shall not contain a line -voltage socket or line - voltage lamp holder; OR shall be rated to consume no more than five watts of power as determined by §130(d), and shall not contain a medium screw -base socket. 150(k)6: Lighting integral to exhaust fans, in rooms other than kitchens, shall meet the applicable requirements of §150(k). 150(k)7: All switching devices and controls shall meet the requirements of §150(k)7. §150(k)8: A minimum of 50 percent of the total rated wattage of permanently installed lighting in kitchens shall be high efficacy. EXCEPTION: Up to 50 watts for dwelling units less than or equal to 2,500 ft2 or 100 watts for dwelling units larger than 2,500 ft2 may be exempt from the 50% high efficacy requirement when: all low efficacy luminaires in the kitchen are controlled by a manual on occupant sensor, dimmer, energy management system (EMCS), or a multi -scene programmable control system; and all permanently installed luminaries in garages, laundry rooms, closets greater than 70 square feet, and utility rooms are high efficacy and controlled by a manual -on occupant sensor. §150(k)9: Permanently installed lighting that is internal to cabinets shall use no more than 20 watts of power per linear foot of illuminated cabinet. EnergyPro 5.1 by EnergySoft User Number.' 5553 RunCode: 2010-12-15722:24:39 ID: Page 9 of 11 MANDATORY MEASURES SUMMARY: Residential (Page 3 of 3 MF -1 R Project Name Date CECCHINI RESIDENCE's exercise room 11211512010 §150(k)10: Permanently installed luminaires in bathrooms, attached and detached garages, laundry rooms, closets and utility rooms shall be high efficacy. EXCEPTION 1: Permanently installed low efficacy luminaires shall be allowed provided that they are controlled by a manual -on occupant sensor certified to comply with the applicable requirements of §119. EXCEPTION 2: Permanently installed low efficacy luminaires in closets less than 70 square feet are not required to be controlled by a manual -on occupancy sensor. §150(k)l 1: Permanently installed luminaires located in rooms or areas other than in kitchens, bathrooms, garages, laundry rooms, closets, and utility rooms shall be high efficacy luimnaires. EXCEPTION 1: Permanently installed low efficacy luminaires shall be allowed provided they are controlled by either a dimmer switch that complies with the applicable requirements of §119, or by a manual - on occupant sensor that complies with the applicable requirements of §119. EXCEPTION 2: Lighting in detached storage building less than 1000 square feet located on a residential site is not required to comply with §150 k 11. §150(k)l2: Luminaires recessed into insulated ceilings shall be listed for zero clearance insulation contact (IC) by Underwriters Laboratories or other nationally recognized testing/rating laboratory; and have a label that certifies the lumiunaire is airtight with air leakage less then 2.0 CFM at 75 Pascals when tested in accordance with ASTM E283; and be sealed with a gasket or caulk between the luminaire housing and ceiling. §150(k)13: Luminaires providing outdoor lighting, including lighting for private patios in low-rise residential buildings with four or more dwelling units, entrances, balconies, and porches, which are permanently mounted to a residential building or to other buildings on the same lot shall be high efficacy. EXCEPTION 1: Permanently installed outdoor low efficacy luminaires shall be allowed provided that they are controlled by a manual on/off switch, a motion sensor not having an override or bypass switch that disables the motion sensor, and one of the following controls: a photocontrol not having an override or bypass switch that disables the photocontrol; OR an astronomical time clock not having an override or bypass switch that disables the astronomical time clock; OR an energy management control system (EMCS) not having an override or bypass switch that allows the luminaire to be always on EXCEPTION 2: Outdoor luminaires used to comply with Exceptionl to §150(k)l3 may be controlled by a temporary override switch which bypasses the motion sensing function provided that the motion sensor is automatically reactivated within six hours. EXCEPTION 3: Permanently installed luminaires in or around swimming pool, water features, or other location subject to Article 680 of the California Electric Code need not be high efficacy luminaires. §150(k)14: Internally illuminated address signs shall comply with Section 148; OR not contain a screw -base socket, and consume no more than five watts of power as determined according to §130(d). §150(k)l5: Lighting for parking lots and carports with a total of for 8 or more vehicles per site shall comply with the applicable requirements in Sections 130, 132, 134, and 147. Lighting for parking garages for 8 or more vehicles shall comply with the applicable requirements of Sections 130, 131, 134, and 146. §150(k)16: Permanently installed lighting in the enclosed, non -dwelling spaces of low-rise residential buildings with four or more dwelling units shall be high efficacy luminaires. EXCEPTION: Permanently installed low efficacy luminaires shall be allowed provided that they are controlled by an occupant sensors certified to comply with the applicable requirements of 119. EnergyPro 5.1 by EnergySoft User Number.' 5553 RunCode: 2010-12-15722:24:39 ID: Page 10 of 11 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY Project Name CECCHINI RESIDENCE'S exercise room Date 12/15/2010 System Name HAVC Floor Area 400 ENGINEERING CHECKS SYSTEM LOAD Number of Systems 1 Total Room Loads Return Vented Lighting Return Air Ducts Return Fan Ventilation Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD COIL CFM 697 0 COOLING PEAK COIL HTG. PEAK Heating System Sensible Latent CFM Sensible Output per System 36,000 8,144 1,050 121 5,447 Total Output Btuh 36,000 0 Output Btuh/s ft 90.0 0 0 Cooling System 0 0 Output per System 17,800 0 0 0 0 Total Output Btuh 17,800 0 F 1,050 0 Total Output Tons 1.5 0 0 Total Output Btuh/s ft 44.5 Total Output s ft/Ton 269.7 8,144 1 5,447 Air System CFM per System 800 HVAC EQUIPMENT SELECTION Airflow cfm 800 Carrier Corp. 24APA518A30-58CTA045-08 9,344 7,677 36,000 Airflow cfm/s ft 2.00 Airflow cfmrron) 539.3 Outside Air % 0-0% Total Adjusted System Output (Adjusted for Peak Design conditions) TIME OF SYSTEM PEAK 9,344 7,677 Aug 3 PM 36,000 Jan 1 AM Outside Air cfm/s ft 0.00 Note: values above given at ARI conditions I HEATING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Heating Peak 26 OF 70 OF Outside Air—_---� 0 cfm Supply Fan AL 800 cfm 70 OF - 70 OF 112 OF Heating Coil 112 OF ROOM 70 OF COOLING SYSTEM PSYCHROMETICS Airstream Temperatures at Time of Cooling Peak 112/78°F 78/69°F Outside Air 0 cfm 78 / 69 OF 78/69°F 67!66°F o0 Supply Fan Cooling Coil 800 cfm 67 / 66 OF 65.3% ROOM 78 ! 69 OF EnergyPro 5.1 by EnergySoff User Number. 5553 Run Code: 2010-12-15722:24:39 ID: Page.11 of 11 PERFORMANCE CERTIFICATE: Residential Part 1 of 5 CF -1 R Project Name CECCHINI RESIDENCE'S exercise room Building Type m Single Family m Addition Alone ❑ Multi Family ❑ Existing+ Addition/Alteration 11211512010 Date Project Address 78850 VIA AVANTE LA QUINTA California Energy Climate Zone CA Climate Zone 15 Total Cond. Floor Area 400 Addition 400 # of Stories 1 FIELD INSPECTION ENERGY CHECKLIST IZI Yes ❑ No HERS Measures -- If Yes, A CF -4R must be provided per Part 2 of 5 of this form. ❑ Yes IZI No Special Features -- If Yes, see Part 2 of 5 of this form for details., INSULATION Area Special Construction Type Cavity (ft) Features see Part 2 of 5) Status Roof Wood Framed Attic R-38 400 Slab Unheated Slab -on -Grade None 400 Perim = 0' New> Wall Wood Framed R-19 510 alyew Wall Wood Framed R-19 220 1�lExisting FENESTRATION U- Exterr'i Orientation Area(ft) Factor SHGC OverhangS,�defins Shatl'es Status Left (NE) 52.0 0.400 0.35 2.0 none �8ug Screen New Left (NE) 12.0 0.400 0.35. 2.0 . none", - Bug Screen. New Right (SIS 7.5 0.400 0.35 2.0 4V none Bug Screen New Right (SIM 7.5 0.400 0.35 2A,,,, '�nqnel Bug Screen New Left (E) 7.5 0.400 0.352.0 ' n!4 Bug Screen New Left (E) 7.5 0.400 Aa 2.0 � none Bug Screen New �� ///,1 \ HVAC SYSTEMS Ot . Heating A Min. El Cooling Min. Eff Thermostat Status 1 Central Furnace 80%'AFUE Split Air Conditioner 15.0 SEER Setback New HVAC DISTRIBUTION'S Duct Location! Heating Cooling Duct Location R -Value Status HA VC Ducted Ducted Attic, Ceiling Ins, vented 8.0 New WATER HEATING Ot . Type Gallons Min. Eff Distribution Status Energ Pro 5.1 by Energ Soft User Number: 5553 RunCode: 2010-12-15722:24:39 ID: Page 1 of 5 Reg: 210-N0031895B-000000000-0000 Registration Date/Time: 2010/12/16 01:49:02 HERS PRovider: Ca10ERTS, Inc PERFORMANCE CERTIFICATE: Residential (Part 2 of 5) CF -1 R Project Name CECCHINI RESIDENCE'S exercise room Building Type ® Single Family m Addition Alone 1 ❑ Multi Family ❑ Existing+ Addition/Alteration Date 12115/2010 SPECIAL FEATURES INSPECTION CHECKLIST The enforcement agency should pay special attention to the items specified in this checklist. These items require special written justification and documentation, and special verification to be used with the performance approach. The enforcement agency determines the adequacy of the justification, and may reject a building or design that otherwise complies based on the adequacy of the special justification and documentation submitted. /4 Al. N// ff 1 HERS REQUIRED,.VERIFICATION` Items in this^section require field testing and/or venf' �ation�by a certified HERS Rater. The inspector must receive a completed CF -4R form for each of the measyi�es listedb•,elow for final to be given. The Cooling System Carrier Corp. 24APA518A30-58G31'A045-08 incluii credit fora 13.0 EER Condenser. A certified HERS rater must field verify the installation of the correct Condenser. �! The HVAC System HA VC incorporates HERS Venfied',R,&&gi giant Charge or a Charge Indicator Display. Compliance credit for quality installatiori'of insulation has 666nusea. HERS field verification is required. HA VC includes verified duct sysstt ms that have air leakage to outside conditions equal to or less than 25 cfm. HERS field verification for ducts in conditioned space and duct is required.,% leakage Ener Pro 5.1 by Ener Soft User Number: 5553 RunCode: 2010-12-15722:24:39 ID: Page 2 of 5 Reg: 210-N0031895B-000000000-0000 Registration Date/Time: 2010/12/16 01:49:02 HERS PRovider: Ca10ERTS, Inc PERFORMANCE CERTIFICATE: Residential (Part 3 of 5) CF -1 R Project Name Building Type m Single Family m Addition Alone Date CECCHINI RESIDENCE'S exercise room ❑ Multi Family ❑ Existing+ Addition/Alteration 11211512016 ANNUAL ENERGY USE SUMMARY Standard Proposed Margin TDV kBtu/ft2- r Space Heating 6.82 6.79 0.03 Space Cooling 68.87 53.52 15.35 Fans 15.65 18.73 -3.09 Domestic Hot Water 0.00 0.00 0.00 Pumps 0.00 0.00 0.00 Totals 91.34 79.05 12.29 Percent Better Than Standard: 13.5% BUILDING COMPLIES - HERS VERIFICATION RE ED) �Fe66stration Building Front Orientation: (NIM 315 deg Ext. Walls/Roof Wa RA-rea '` Area Number of Dwelling Units: 0.25 (NIM f 2,2 0 Fuel Available at Site: Natural Gas (NE) 373 79 Raised Floor Area: 0 (SE) ( _ 0 0 Slab on Grade Area: 400 (SW ,.231 15 Average Ceiling Height: 10.0 Roof 400 0 Fenestration Average U -Factor: 0.40 TOTAL: 94 Average SHGC: 0.35 > Fenestrata n/CFA Ratio: 23.5% REMARKS tt n ) STATEMENT OF COMPLIANCE/ This certificate of compliance lists the building features and specifications needed to comply with Title 24, Parts 1 the.TAdmi ist ativ�eA egulations and Part 6 the Efficiency Standards of the Calif' ornia Code of Regulations. The documentation author he eby certifiesthat the documentation is accurate and complete. Documentation Au hors" GLS Arm tgctuur—e, Company roup , Address7491 J�oni D . uite # 9 Name Armando Chavez 1211512010 DsertCa Cit /State/Zi Palm 60 Phone 760 340.35.28 Signed Date The individual with overall design responsibility hereby certifies that the proposed building design represented in this set of construction do_cum nts is consistent with the other compliance forms and worksheets, with the specifications, and A ith any other calculations submitted with this permit application, and recognizes that compliance using duct design, duct sealing, verification of refrigerant charge, insulation installation quality, and building envelope sealing require installer testing and certification and field verification by an approved HERS rater. Designer or Owner (per Business & Professions Code) Company CASHCLA DESIGN & ASSOCIATES Address 45-175 PANORAMA DR. STE. A-1 Name City/State/Zip PALM DESERT, CA 92260 Phone 760 799-2615 Signed License # Date Ener Pro 5.1 by Ener Soft User Number: 5553 RunCode: 2010-12-15T22:24:39 /D: Page 3 of 5 Reg: 210-N0031895B-000000000-0000 Registration Date/Time: 2010/12/16 01:49:02 HERS PRovider: Ca10ERTS, Inc CERTIFICATE OF COMPLIANCE: Residential (Part 4 of 5) CF-1 R Project Name CECCHINI RESIDENCE'S exercise room Building Type 0 Single Family la Addition Alone ❑ Multi Family ❑ Existing+ Addition/Alteration Date 12/15/201 OPAQUE SURFACE DETAILS Surface U- Insulation Joint Appendix Type Area Factor Cavit7yExterior Frame Interior Frame Azm Tilt Status 4 Location/Comments Roof 400 0.025 R-38 0 0 New 4.2.1-A21 EXERCISE Slab 400 0.730 None 0 180 New 4.4.7-A1 EXERCISE Wall 68 0.074 R-19 45 90 New 4.3.1-A5 EXERCISE Wall 220 0.074 R-19 315 90 Existing 4.3.1-A5 EXERCISE Wall 216 0.074 R-19 225 90 New 4.3.1-A5 EXERCISE Wall 226 0.074 R-19 90 90 New 4.3.1-A5 EXERCISE > / FENESTRATION SURFACE DETAILS v ID Type Area LI-Factor' SHGC Azm Status <\Glazin Ty'/> Location/Comments 1 Window 12.0 0.400 NFRC 0.35 NFRC 45 New 2008 PRtSCR. WDVUZIS EXERCISE 2 Window 40.0 0.400 NFRC 0.35 NFRC 45 New 12608 PRESCR. WDWZ15 EXERCISE 3 Window 12.0 0.400 NFRC 0.35 NFRC 45 New 2008 PRESCR ,WDW Z15 EXERCISE 4 Window 7.5 0.400 NFRC 0.35 NFRC 225 New,, 'i�008PRESCR!WDWZ15 EXERCISE 5 Window 7.5 0.400 NFRC 0.35 NFRC 225 N"w 200$,P-RE-SCR. WDWZ15 EXERCISE 6 Window 7.5 0.400 NFRC 0.35 NFRC 90New, 2008 PRESCR. WDWZ15 EXERCISE 7 Window 7.5 0.400 NFRC 0.35 NFRC 96 New,\ 2008 PRESCR. WDWZ15 EXERCISE h �� \\ (1) LI-Factor Type: 116-A = 130fautf:Table frorn,Starodards, NFRC = Labeled Value 2 SHGC Type: 116-B 5, efauft table from Standards, NFRC = Labeled Value EXTERIOR SHADING DETAIVS M .� Window ID Exterior Shade T e SHGC- H`t' Wd Ove hanq Left Fin Ri ht Fin Len I H t LExt I RExt Dist Len H t Dist I Len H t 1 Bug Screen , ., 0.76 7.5 2.0 2.0 0.1 2.0 2.0 2 Bug Screen (/� ' �..�ti0.76 7.5 4.5 2.0 0.1 2.0 2.0 3 Bug Screen'l, `-0 76 7.5 2.0 2.0 0.1 2.0 2.0 4 Bug Screen' 0.76 1.0 4.5 2.0 0.1 2.0 2.0 5 Bug Screen \\ / 0.76 1.0 4.5 2.0 0.1 2.0 2.0 6 Bug;Seregn 0.76 1.0 4.5 2.0 0.1 2.0 2.0 7 Bug Screed,,, P 0.76 1.0 4.5 2.01 0.1 2.01 2.0 Ener Pro 5.1 by Ener Soft User Number: 5553 RunCode: 2010-12-15722:24:39 ID: Page 4 of 5 Reg: 210-N0031895B-000000000-0000 Registration Date/Time: 2010/12/16 01:49:02 HERS PRovider: Ca10ERTS, Inc CERTIFICATE OF COMPLIANCE: Residential (Part 5 of 5) CF -1 R Project Name CECCHINI RESIDENCE'S exercise room Building Type ❑ Single Family m Addition Alone ❑ Multi Family ❑ Existing+ Addition/Alteration Date 12/15/201 BUILDING ZONE INFORMATION Floor Area ft System Name Zone Name New Existing Altered Removed Volume Year Built HAVC EXERCISE 400 4,000 Totals 400 A t) HVAC SYSTEMS System Name Qty. Heating Type Min. Eff. Cooling,Type Min. Elf' Thermostat Type Status HAVC 1 Central Furnace 80% AFUE Split Air Contikioner 15.."0 SEER Setback New HVAC DISTRIBUTION Duct Ducts- uctsS stem Name Heating,� COW P_Q Duct Location R -Value Tested? Status System HAVC Ducted Ducted Attic, Ceiling Ins, vented 8.0 m New ❑ El T Ile El WATER HEATING SYSTEMS( V S stem Name C :_ `'.�Z Type Distribution Rated Input (Btu h) Tank Cap. al Energy Factor or RE Standby Loss or Pilot Ext. Tank Insul. R- Value Status CEC Standard A MULTI-FAF4I4Y WATER HEATING DETAILS HYDRONIC HEATING SYSTEM PIPING Control Hot Water Piping Length ft 0 _ o Ira Q — System Name Pipe Length Pipe Diameter Insul. Thick. Qt . HP Plenum Outside Buried Ener Pro 5.1 by Ener Soft User Number: 5553 RunCode: 2010-12-15722:24:39 ID: Page 5 of 5 Reg: 210-N0031895B-000000000-0000 Registration Date/Time: 2010/12/16 01:49:02 HERS PRovider: CalCERTS, Inc lJ� ys = k& ,P_L-P- F �kl iea co LU --<: its LU -72 so 71PROPOSED �N 3o6 • C Ih,! 'L7 S� S3'� c� ADDITION 400 SO. FT zz:.>C 22'-0' _ 'i'-4' 26'-0' i I 306 3660 f ,,� ia� 93 I� '7. ® EXISTING COVE RED ?.A-O—� 4060 — 4060 C / Y ®t- - BtJ/LD//V & Lq vl /V T W A APPR T Y pEPr r Fo VP® rRv I ,-Ake ci ' r cr�ON BY o EXISfiNb 1 . G RES�ENCE �l 1-7 P1-7 107E 2-3060 1070 r � 1670 9080 ENTRY m FXISTIi t1 e��_� L• - 3 � t) to, tg= 5I J1.0 : 0 QPOFES Ips LU 'NO.,C i m IV\ O't 'FCF c� '11V C. Ir,�, rtc'L� J NO. CC 9lWm EXP. IV1 Q` CA g J 6 a V N J %fir �� 3• v�75 '11V C. Ir,�, rtc'L� J NO. CC 9lWm EXP. IV1 Q` CA r Ij Z7" 1 j z ept, 44 --FT z z 1,0 a