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08-1894 (RC)P.O. BOX 1504 78-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253G Application -Number. 08 - 00001894� Property Address: 49499 E'ISENHOWER DR APN: 658-190-0.11-30 -28545 - Application description: REMODEL - COMMERCIAL Property Zoning: TOURIST COMMERCIAL Application valuation: - 700000 Applicant: Architect or Engineer: BUILDING & SAFETY DEPARTMENT BUILDING PERMIT LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business aV Professionals Code, and my License is in full force and effect. /-LLicense Class: B License o. 810553 V , Date:-1/- otractor. �// OWNER -BUILDER DEC RATION - I hereby affirm under penalty of perjury that I am exempt from'the Contractor's State License Law for the following reason (Sec. 7031.5, Business and Professions Code: Any city or county that requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for the permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractor's State License Law (Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code) or that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a -civil penalty of not more than five hundred dollars ($500).: (_ 1 I, as owner of the property, or my employees with wages as their sole compensation, will.do the work, and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply'to an owner of property who builds or improves thereon, and who does the work himself or herself through his or her own employees, provided that the improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner -builder will have the burden of proving that he or she did not build or improve for the purpose of sale.). (_ 1 I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractors' State License Law does. not apply to an owner of property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). (_ I I am exempt under Sec. , B.&P.C. for this reason. Date: Owner: CONSTRUCTION LENDING AGENCY I hereby affirm under penalty of perjury that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097, Civ. C.). Lender's Name: Lender's Address: Owner: CNL HOSPITALITY 450 S ORANGE AVE ORLANDO, FL 3280 PROP INO #12TH Contractor: BELFOR USA GROUP INC 2920 E. WHITE STAR ANAHEIM, CA 92806 (714)632-7685 Lic. No.: 810553 AVENUE VOICE (760) 777-7012 FAX (760) 777-7011 INSPECTIONS (760) 777-7153 Date: 1/16/09 WORKER'S COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by Section 3700 of the Labor Code, for the performance'of the work for which'this permit is issued. have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier NTL UNION INS Policy Number WC1593151 I certify that, in the performance of the work for which this permit is issued, I shall not employ any person many manner so as to become subject to the workers' compensation laws of California, and agree that, if I shout become subject to the workers' compensation provisions of Section 3700 of the Labor C e I shall forthwith comply w'th those provisions. - - Date: aZ� /- o��/b.pplicant: WARNING: FAILURE TO SECURE WORK S' COMPENSATIO OVERAGE IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS ($100,000). IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS -PROVIDED FOR IN SECTION 3706.OF THE LABOR CODE, INTEREST, AND ATTORNEY'S FEES. APPLICANT ACKNOWLEDGEMENT IMPORTANT Application is hereby made to the Director of Building and Safety for a permit subject to the conditions and restrictions set forth on this application. 1 . Each person upon whose behalf this application is made, each person at whose request and fop whose benefit work is performed under or pursuant to any permit issued as a result of this application, the owner, and the applicant, each.agrees to, and shall defend, indemnify and hold harmless the City of La Quinta, its officers, agents and employees for any act or omission related to the work being performed under or following issuance of this permit. 2. Any permit issued as a result of this application becomes null and void if work is not commenced within 180 days from date of issuance of such permit, or cessation of work for 180 days will subject permit to cancellation. I certify that I have read this application and state that the above information is correct. I agree to comply with all city and county ordinances and state laws relating to building c nstruction, and hereb rize representatives of this county to enter upon the above -mentioned property r' spection purposes. I Date: (% gnature (Applicant or Agentl:— 2�2 LQPEILN11T LQPER111T Application Number 08-00001894 ------ Structure'Information KITCHEN SHELL ----- Other struct info . . . . .CODE EDITION 2007 FIRE SPRINKLERS YES MIXED -USE OCCUPANCY B OCCUPANT LOAD .00 1ST FLOOR SQUARE FOOTAGE 3924.00 Permit . . . BUILDING PERMIT. Additional desc STRUCT. REP. TO KITCHEN - FIRE Permit Fee •2639.50 Plan Check -Fee 1715.68 Issue Date . . . . Valuation 700000 Expiration Date '. 7/15/09 Qty Unit Charge Per Extension BASE FEE 2039.50 200.00 3.0000 THOU BLDG 500,001-1,000,000 600.00 ------ Special Notes and Comments STRUCTURAL REPAIR OF KITCHEN "SHELL" .[AZUR RESTAURANT] 3,924 SF. FIRE REPAIR INCLUDES EXISTING ADOBE WALLS Q NORTH & SOUTH KITCHEN WALLS. 2007 CODES. --------------------------'-------------------------------------------------- Other Fees . . . . . . . . STRONG MOTION (SMI) - COM 56.94 Fee summary Charged Paid Credited Due Permit Fee Total .00 .00 2639.50 __2639.50 Plan Check Total 1715.68 .00 .00 1715.68 Other Fee Total 56.94 .00 .00 56.94 Grand Total 4412.12 .00 .00 4412.12 Bin # Permit O8 ZJ City of La Quinta 'Building 8L Safety Division P.O. Box 1504, 78-495 Calle Tampico La Qulnt'a, CA 92253 - (760) 777-7012 Building Permit Application and Tracking Sheet Project Address: �� 9 i S e.�, D %L Owner's Name:B2 A. P. Number: Address: Legal Description: Contractor. �/ � /¢-''s".:>4zij'�vwynw" �L10/� US City, ST, Zip: Telephone::v#ire`., Address: Project Description: City, ST, Zip: Telephone: State Lic. #.: City Lie. Arch., Engr., Designer: Address: City., ST, Zip: Telephone: �;�..„..�'•. h:..,<. �::,:.w., ;�a ' '' 'at, '•r' \: i[j'•.: ';• '% .•..:>.., .:.;,.z:::>. f,!y: Construction type: Occupancy: Projecttype.(circleone): New, . Add'n Alter Repair Demo State Lic. Name of Contact Person: Gehl Sq. Ft.: #Stories: # Units: Telephone # of Contact Person: ' 1a yQL A Estimated Value of Project: APPLICANT: DO NOT WRITE. BELOW THIS LINE # Submittal Req'd Rec'd TRACKING PERMIT FEES Plan Sets Plan Check submi nn Item Amount Structural Calcs. Reviewed, ready f rre ' 6 Plan Check Deposit Truss Cates. Called Contact Pe ZVI Plan Check Balance Title 24 Cates. Plans picked up B a� Construction ' Mechanical Flood plain plan Plans resubmitted Grading plan 2°" Review, ready for corrections issue Z T Electrical Subcontactor List Called Contact Person 'L.4 Plumbing Grant Deed Plans picked up. S.M.I. H.O.A. Approval Plans resubmitted Grading IN HOUSE:- '"' Reyiew,.ready for correctionsrssue Developer Impact Fee Planning Approval' Called Contact Person A.I.P.P. Pub. Wks. Appr Date of permit issue School Fees Total Permit Fees 17FO. .r Bin # ? Cityof La uinta Q Building U Safety Division P.O. Box 1504, 78-495 Calle Tampico La Quinta, CA 92253 - (760) 77777012 Building Permit Application and Tracking Sheet Permit # \ , Project Address: L��-`i g� tSC1�t 1-bwj Owner's Name: [� T—klRAm�p ROJ,;46'-�\IDO A. P. Number: �p S b — `� Q — Q M Address: l P�sT ��=�cE Sc��1 Legal Description:City, ST, Zip: ;,? iU,.o (Y�{.� U `9Contractor: - Telephone: (o \ -7 — 4 i z - Z�S -i Address: 2 2 Q ( f;ia- koE Project Description: City, ST, Zip: INtO i-rN �t Yh C `�Z��(p &AEL.� 'F12C-T Telephone: -A4 —(032 ' 7��5- �ZL)R Y, t IZI��dV i�T �, �t C� I�zsc> , State Lic. # : City Lic. #: Arch. Engr., Designer: R-f" 50 N N-a-c-1-1 ', QSSoe- Lc. Address: C.) AC(S L S S�tt/A Op TX City, ST,Zip: �LOTT"SQAt C ADZ 5SZS� Telephone: �BD-d,-7 —J - \ \ \ \ State Lic. #: C - 3 D 4(oo Name of Contact Person: ��\� �� Tc72SOiv A (A- Construction Type: v - $ Occupancy: 6 Project type (circle one): New Add'n Alter Repair Demo Sq. Ft.: '3; 9 Z4 # Stories: 1 # Units: Telephone # of Contact Person: (�Z - Zq 1 _ 9 S 3 O Estimated Value of Project: APPLICANT: DO NOT WRITE BELOW THIS LINE , # Submittal Req'd Rec'd TRACKING PERMIT FEES Plan Sets 3 Plan Check submitt Item Amount f Structural Calcs. Reviewed, ready f i i ections �Z I Plan Check Deposit Truss Calcs. Called Contact Pen Plan Check Balance Energy Calcs. Plans picked up 2� Construction Flood plain plan . Plans resubmitted l ? 09 Mechanical Grading plan 2"d Review, ready for correction -ssue Electrical Subcontactor List Called Contact Person Plumbing Grant Deed Plans picked up S.M.I. H.O.A. Approval Plans resubmitted . Grading IN HOUSE:- 3" 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 Ll --- Total Permit Fees 4.412 Letter of Transmittal To: City of La Quinta Today's Date: 1/13/09 78-495 Calle Tampico City Due Date : 1/14/09 La Quinta, Ca 92253 Project Address: 49-499 Eisenhower Drive Attn: Michele Plan Check M 08-1894 Submittal: ❑ 1st ❑ 4th ® 2nd ❑ 5lh ❑ 3rd ❑ Other: We are forwarding: ® By Messenger ❑ By Mail (Fed Ex or UPS) ❑ Your Pickup Includes: # Of Descriptions: Includes: # Of Descriptions: Copies: Copies: ❑ Structural Plans ® 1 Revised Structural Plans ❑ Struct Calcs ® 1 Revised Structural Calcs ❑ Truss Calcs ❑ Revised Truss Calcs ❑ Soils Report ❑ Revised Soils Report ® 1 Comment/Response List ❑ . Approved Structural Plans ❑ 1 Redlined Structural Plans ❑ Approved Structural Calcs ❑ 1 Redlined Structural Calcs ❑ Approved Truss Calcs ❑ Redlined Truss Calcs ❑ Approved Soils Report ❑ Redlined Soils Reports ❑ 1 Spec. Manual / Mech. Spec. Comments: Structural content approvable. This Material Sent for: ❑ Your Files ® Per Your Request ❑ Your Review ❑ Approval ❑ Checking ❑ At the request of: Other: ❑ . By: JOHN THOMPSON Palm Desert Office: ® # (760) 360-5770 Washington Office: ❑ # (760) 404-9556 Bin #. City of La Quinta Building &r Safety Division P.O. Box 1504, 78-495 Calee Tampico La Quints CA 92253 - (760) 777-7012 Building Permit Application and Tracking Sheet Permir- �`: q A = Project Address: Ess �✓w� �jL Owner's Name: A. P. Number: Address: Legal Description: City, ST, Zip: Contractor: E3e/j�w USA Telephone: . fyz t>h >``•• w>><?>>?<:<h:<t; •..f;}: <.: a. • •...r::;>�: r��:• Address: 24 Zo 4,dA, Project Description: City, ST, Zip:16141 uc., CA Telephone: cw �i ; y:::..::•/'::): f2:%}}:: ` `:i /Q �I� �Y� S State Lic. # : City Lic. #: Arch., Engr., Designer:. Address: City., ST, Zip: Telephone: ;:"r::isti:v:VAC.}yi:;�"C}?hti::``v:r.C;}.`.•.:hbh:•}}:i a}}.'{r<`x ::' :>,•>}:•>'•i;>`z F; r:>},?:;}., Construction Type: Occupancy: State Lic. #: Project type (circle one): New . Add, n Alter Repair Demo Name of Contact Person: Sq. Ft.: #Stories: # Units: Telephone # of Contact Person: eb Estimated Value of Project: APPLICANT: DO NOT WRITE. BELOW THIS LINE #, Submittal Req'd Rec!d TRACEING PERMIT FEES Plan Sets Plan Check submitted Item Amount Structural Cales. Reviewed, ready for corrections Plan Check Deposit Truss Cales. Called Contact Person Plan Check Balance Tide 24 Cales. Plans picked up Construction Flood plain plan Plans resubmitted Mechanical Grading plan 2"" Review, ready for correctio issue Electrical Subcontactor List Called Contact Person 7 Plumbing Grant Deed Plans picked up. �j Oq S.M.I. H.O.A. Approval Plans resubmitted Grading IN HOUSE:- ''d Review,.ready for corrections/issue Developer Impact Fee Planning Approval Called Contact Person A.LP.P. Pub. Wks. Appr Date of permit issue School Fees Total Permit Fees % 22 ,M 77o4 lh lclP� ,Letter of Transmittal To: City of La Quinta Today's Date: 7-6-09 78-495 Calle Tampico City Due Date - 7-7-09 La Quinta, CA 92253 Project Address: 49-499 Eisenhower Drive Attn: Michele / Phillip Plan Check #: 08-1894 Submittal: ®. 15i ❑ 4th ❑ 2nd ❑ .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: ❑ Structural Plans ❑ Revised Structural Plans ❑ Structural Calcs ❑ Revised Structural Calcs ❑ Truss Calculations ❑ Revised Truss Calcs ❑ Soils Report ❑ Revised Soils Report . ❑ Structural Comment List ® 1 Approved Structural Plans ❑ Redlined Plans ® .1 Approved Structural Calcs ❑ Redlined Structural Calcs ❑ Approved Truss Calcs ❑ Redlined Truss Calcs ❑ Approved Soils Report t ❑ Redlined Soils Reports ® 1 , Other: SK11 — SK16 Comments: Structural content is approvable. This Material Sent for: ❑ Your Files ® Per Your Request ❑ Your Review ❑ Approval - ❑ Checking ❑ At the request of: Other: ❑ - By: JOHN THOMPSON Palm Desert Office : ® # (760) 360-5770 (ext 102) Other: ❑ .y - Johnson & Nielsen Associates 'Lie Consulting Structural Engineers mo�;it P. 641 Louise Drive • !Palm Springs CA 92262 . Steen T (760) 322-0583. FAX (760') 322-0593 Thomsen son Los Angeles Riverside. • Irvine 0Palm Springs I<odw,, Structural Calculations for Azur Kitchen Rebuild La Quinta Resort 49-499 Eisenhower. Drive La Quinta, CA . J&N Job #29-2169. Revised January 2009 -Peterson Architecture, LLC E S; �, �4 cssio 41" BUILDING & SAFETY LDEps o :, °` �' °1 QPo P. Mo�2F APPROVES .� lAN 0 7 Z008 Q�oE FOR CONSTRUCTION ��` � v No.3834 l Ex9.03-31.2010. DAT BY •`.�. � .� _ _ s�sTRUCS�PP� 8� grEOFCP� Table of Contents: Page Number Design Criteria Title page: Ti Code: 2007 California Building Code Materials 1 STRUCTURAL SYSTEM: WIND: Roof Plan 2 Wood Stud & Masonry Bearing Walls 85 M.P.H. Roof Framing 3 thru 7 & Plywood Diaphragm Wall Anchorage 8 thru 12 Soil Site Class = D Footings 13 Seismic Factor Sds =1.00 Exposure "C" Near -Source Info 14 thru 15 Seismic Factor Shc = 0.60 Lateral Analysis Ll thru L7 :, Importance. Factor; 1=1.0 Max. Ht. < 25ft CMU Wall Design Wl , R factor; R = 4.5 w:M-2169\CALC S\CALC V R.wpd 4' 5 TYP. 3 LOCATIONS 1 DA BY.' � So�iT �AMrZ zs IwRSAN CENTER 0 9495 East San Salvador Drive Scottsdale, AZ 85258 AZUR DINING ROOM SOFFIT LA QUINTA RESORT 29-21696 � � —� 8-08 09=4 W=o T 480.477.1111 U�F 480.451.3376 JN647 JOHNSON & NIELSEN ASSOCIATES CONSUMNC STRUCTURAL ENGINEERS — S d<� www.Peterson-Architecture.com N. Noiq St. Suite 4B, Riverside CA. 92501 (951)686-5122 2x4 BLKG. (N) 1 x. RANDOM WIDTH TO CONT. MATCH EXISTING ROOF SHTG. WHERE REQUIRED �- ' r (E) 4%4" NET RAFTERS ® 21" 2x4 DIAGANOL BRACE W/ 1 ' .I O.C.. TYP. 3-16d's EA. END 2x4 HANGERS ON WEST SIDE OF EACH (E) RAFTER W/ 3-1 /4"Ox3" - SDS SCREWS; PRE —DRILL IF I• SPLITTING OCCURS 2x4 BLKG. (E) ADOBE WALL ' CONT. 2.1 " O.C. , W/ 12- 2x4's ®. 3-16d's EA. END CITY -OF LA QUINTA. pFESS/0N9 BUILDING & SAFETY DEPT. APPROVED c, LONNIE MOUNT FOR CONSTRUCTION No. 3834 r" Exp. Date 3-31-10 _0 DA � N 9lF OF cgy Z; . KARSAN CENTER AZUR DINING ROOM SOFFIT 29-21696 0*. 9495 East -Son Salvador Drive LA QUINTA RESORT 11-18-08 Scottsdale, AZ 85258 W-Z T 480..477.1111 IF480.451.3376 IN JOHNSON & NIELSEN ASSOCIATES CONSULTING STRUCTURAL ENGINEERS D —� WV�_• < d<• www.Peterson-Architecture.com 647 N. Main 51. Suite 48, Rneisde CA 92501 (951)686-5122 E.N. E.N 26's ® 16" O.C. W/ 3-16d 1 /2" PLYWOOD ADOBE STEPS UP TO 15'-9" ®� SEE WALL ELEVATIONS B.N. _ 2x CONT. PLATE W// 16d's @ 6" O.C. STAGG. 1 SIMPSON CMST14x24'-0" ® 1T& 1RJOINT @ LINEO HUS26-2 EA. DBL. STUD i (E) ADOBE WALL NEW TOP OF ADOBE 10'-8"f ® 10 TOP OF (E) ' ROOF 9'-6"f 20 BRACE ® 16" O.C. iz, 4 ROWS OF B.N. SIMPSON CS16x6'-6" ® 48" O.C. W/ ADOBE WALL ANCHORS 1 �1 I—APS le='M:�� __ , ` =��.._ • "✓ II s� II �L�I I-= I -I I -I /-I P� -I r �� I -I I II Our 11 I j 1 II C' A I 1 I I : Cr 1 I 2x STUD ® 16" O.C. W/ 1 /2" PLYWOOD 2x4 BLKG. SEE WALL ' ELEVATIONS & e4 0-5 CITY 0F LAQUANTA BUILDING & SAFETY DEPT. APPROVE® FOR CONSTRUCTION DA t PETERSON ARCHITECTURE AND ASSOCIATES, LLC 4 CORRECTIONS 4/20/09 KARSAN CENTER 9495 East San Salvador Drive AZUR DINNING ROOM PATIO WALLS Scottsdale, AZ 85258 T 480.477.1111 JOHNSON & NIELSEN ASSOCIATES F 480.451.3376 JNLTI CONSUNG STRUCTURAL ENGINEERS www.Peterson-Architecture.com 847N. Main St Suite 4B, Riverside CA 92501 (951)686r5122 A" - 4+91 G7LS=r* � z2, . iA (D1 29-2169 4-20-09 CSK 11 erf= 1 �,' i 8" CMU WALL #5 24" O.C. EA. WAY Cn N FIN. FLR. 00 f (N) CONC.- -FOOTING PER PLAN (N) 4"x1 3/8x25 GA. STUDS @ 16" O.C. (N) CONC. SLAB #5 @ 24"o.c. 4-#5 CONT. PETERSON ARCHITECTURE AND ASSOCIATES, u.0 4 CORRECTIONS 4/20/09 KARSAN CENTER 9495 East San Salvador Drive Scottsdale, AZ 85258 AZUR DINNING ROOM PATIO WALLS , T 480.477.1111 JOHNSON & NIELSEN ASSOCIATES F 480.45151.3376 CONSULTING STRUCTURAL ENGINEERS www.Peterson-Architecture.com JN 647 N. Main St Suite 4B, Riverside CA 92501 (951)686-5112 zs-2i ss a-2o—os SK-2 } (E) 2x STUDS — 16" O.C.. (E)" PLYWOOD (N) CONC. 6 FIELD VERIFY 4 O.C. SLAB SEE s0-2 EDGE NAILING # 5x30" @ E.N. iu 32" O.C. (N) 3" CONC. CURB , DRILL 3/4"Ox6" DEEP HOLE— INSTALL SIMPSON SET EPDXY ADHESIVE IN PLACE ACCORDING TO MANUF. INSTRUCTIONS CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DATE I BY PETERSON ARCHITECTURE AND ASSOCIATES, LLC KARSAN CENTER 9495 East San Salvador Drive Scottsdale, AZ 85258 . T 480.477,11 11 F 480.451.3376 www. Peterson -Arch itecture. com i 1'-0n MIN. FIELD VERIFY 5 CORRECTION 4/30/09 " PLYWOOD (N) 2x P.T.D.F. SILL PLATE W/ (N) 5/8" Ox6n TITEN 5 ANCHORS @ 24" O.C. FOR N WASHERS SEE 22 �1 so-2 u+ .I 1:1 — — — -(E) PAVERS -- -- --�4 t-1—#4 CONT. —(E) FOOTING #4 DOWELS 16" O.C. STAGG. INSTALLED IN 1 5/8"0x6" DEEP HOLE USING SIMPSON SET EPDXY ADHESIVE 16 AZUR KITCHEN ENTRY WOOD WALL A JOHNSON & NIELSEN ASSOCIATES Iy CONSULTING STRUCTURAL ENGINEERS 647 N. Main St. Suite 4B, linereide CA 92501 (951)686-5122 ESS% ';j LONNIE MOUNT T' c� No. 3834 m o Exp. Date 3-31-10 OF CAL 29-2169 4-30-09 SK-3 -�---r I p I I 0 I L-- ----- —J $'—p» —= ---� 16'-1 0 UTILITY TRENCH 42" DEEP;`��'} V I- r-=- _......... I_.._..:.:.' ::::::_ ...............__... I .._..- `.... _... __...................... CITY OF LA QUINTA BUILDING &SAFETY DEPT. APPROVE® FOR CONSTRUCTION DATE BY PETERSON ARCHITECTURE AND ASSOCIATES, LLC 5 CORRECTION 4/30/09 KARSAN CENTER 9495 East San Salvador Drive PARTIAL FOUNDATION PLAN Scottsdale, AZ 85258 T 480.477.1111 JOHNSON & NIELSEN ASSOCIATES F 480.451.3376 CONSULTING STRUCTURAL ENGINEERS www.Peterson-Architecture.com JN647 N. Main St. Suite 48, betaide CA 92501 (951)686-5122 1 L_ —J O / �o Q�OF ESSI pN9l c, LONNIE MOUNT c3 No. 3834 rr n Exp. Date 3-31-10 S,." O'ub 29-2169 5-04-09 CS-4 CITY OF LA QUINTA -BUILDING & SAFETY DEPT. FOR NSTRUCTION EAT ----BY 2 4 _o„ 4' 1�„ 3�_1�» 3'-12» 40-8» 10" FIELD VERI STIRA SIMPSON r 4 - HDU2 o a s a o o a a o 0 0 © o o „5„ 5» 6» 5» 6» 1,_�„ [516"15"'. 1'_32» 6„ 5„ .2' �„ 8" - 6» 5» 6„ 5» 6» �„ 6» 4» 1,_4„ �,_4» 1 _22 1'-7» 1,_4» 1 _g2 1,_4„ 1 -92 1'-611 3'-0" FIELD FIELD VER NORTH WALL @1 GRID iINE g VERIFY �O QROF ESS/0 LONNIE MOUNT c3 No. 3834 m o Exp. Date 3-31-10 a PETERSON ARCHITECTURE AND OF CAQ ASSOCIATES, LLC 5 CORRECTION 4/30/09 KARSAN CENTER 9495 East San Salvador Drive PARTIAL WALL PLAN 29-2169 Scottsdale, AZ 85258 5-04-09 .T 480.477.1111 F 480.451.3376 JOHNSON & NIELSEN ASSOCIATES N CONSULTING - STRUCTURAL ENGINEERS S K - 5 www.Peterson-Architecture.com J 647 N. Main St. Suite Q, Riven�de fA 92501 (ss1)686-s122 12"t ADOBE . 44 BLOCK ® 4'-0" O.C. HORIZ. VERTICAL SPACING SEE WALL ' '' 8» ,�.a 1" 12 ELEVATIONS 3 4"o ALL -THREAD W / » „ /NUT I & ' LUS44 EA. END TO STUDS o 2x4 BLKG. SEE WALL . I o ' ' ' ELEVATIONS & 4 '•`' o Q Iva SO-5 w DOUBLE 2x6 BEYOND OR 46 , N v ; 1 »VHOLE W/ HS-200 EPDXY I 0 ANCHORING GEL BY ADHESIVE -TECHNOLOGY.CORP. ` SIMPSON HUS26-2 @ EACH DOUBLE STUDS" 2x6 TREATED SILL PLATE SEE SHEET SO-1 1'' THICK SECTION "TREATED SILL PLATES" PLASTER ; ;..; CONC. SLAB -ON -GRADE AND ,FOOTIN h CITY F LA�X4 IN 1 �3UILDINCi SAFETY DEPT. . APPFIOVED FOR CONSTRUCTION Y �o QRpF ESS/0, DATE LONNIE MOUNT G No. 3834 rZ, Exp. Date 3-31-10 -23 PETERSON ARCHITECTURE AND. �OF CAI\O ASSOCIATES, LLC 5 CORRECTION 5/19/09 - KARSAN CENTER 29-2169 9495'East San Salvador Drive REVISED DETAIL 4/SO-5 Scottsdale, AZ 85258 5-19-09 . T 480.477.1111 F 480.451.3376 )OHNSON & NIELSEN ASSOCIATES CONS N ULTING STRUCTURAL ENQNEERS CK 6 J - www.Peterson-Architecture.com 847 N. Main St. Suite 4B, Riverside Ck 62501 (ss1)68s-s122 in CS16x48" ® 24" O.C.- NEXT TO WALL ANCHOR E.N. 412 BLKG. W/ 10-10d's EA. BLOCK CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVE® .FOR CONSTRUCTION DATE -BY. -412 NAILER, COUNTERSUNK FOR ANCHORS, W/ 3/4"0 ALL -THREAD ® 24" O.C. INSTALLED IN 1 "0 HOLE W/ HS-200 EPDXY ANCHORING GEL BY ADHESIVE TECHNOLOGY CORP. PETERSON ARCHITECTURE AND ASSOCIATES, LLC ZL CORRECTION 5/27/09 KARSAN CENTER 9495 East San Salvador Drive REVISED DETAIL 9/$o-5 Scottsdale, AZ 85258 . T 480.477.1111JOHNSON & NIELSEN ASSOCIATES F 480.45151.337376 CONSULTING STRUCTURAL ENGINEERS www.Peterson-Architecture.com JN W N. Main SL Suite 48, Riverside cA 92501 (951)6e6-5122 4n MAX. FILLER MATERIAL Lu i0 oo. 0 zQ I' ----(E) ADOBE WALL m �o Q�tOF ESS/ p�91 u) LONNIE MOUNT c3 No. 3834 m Exp. Date 3-31-10 S OF CA��F 29-2169 5-27-09 CSK-7 48 BLKG. W/- 10-10d's EA. E. N. BLOCK , B.NI. ; _ (E) ADOBE WALL 4. 3/4 0 ALL -THREAD - IINSTALLED IN 1 "0 HOLE W/ HS-200 3/16-d' STRAP W/ 3,; 84" EPDXY ANCHORING 6-1/4"00" SDS GEL BY ADHESIVE SCREWS (3—TO ' EA, I TECHNOLOGY CORP. ' INSTALL 3 ANCHORS BLOCK) ; I EVENLY SPACED WITHIN THE AREA. OFESSIn y LONNIE MOUNT 3834 Exp. Date 3-31-10 m , � lq 'r�i'(/CN�P� � •Cr PETERSON ARCHITECTURE AND �OF CAL0� ASSOCIATES, LAC 6 CORRECTION 5/27/09 KARSAN CENTER 9495 East San Salvador Drive Scottsdale, AZ 85258 REVISED DETAIL 10�S0-5 29-2169 5-27-09 - T 480.477.1.1 11 IF 480.451.3376 JN 10HNSON dt NIEISEN ASSOCIATES CONSULTING STRUCTURAL , ENMEERS K 8 w ww.Peterson-Architecture.com 647 N. Main St suite Q, Riverside PA. 92501 (951)686=5122 E.N. E.N. A 3-16d 2x6's @ 16" O.C. W/ 1 /2" PLYWOOD SIMPSON CMST14x24'-0"- 2x4 BLK. W/3-16d TO STUD 2x4 CONT. BLKG. HUS26-2 EA. DBL. S6� 2x6 P.T.D.F. W/ 5/8"0 — ANCHORS ® 32" O.C. INSTALLED IN 7/8"0 HOLE W/ HS-200 EPDXY ANCHORING GEL BY ADHESNE TECHNOLOGY _ CORP. NEW TOP OF ADOBE E.N� 10'-8"f TOP OF (E) ROOF 9'-6"t BUILDING & SAFETYDEPT. APPROVE® FOR CONSTRUCTION DATE_`_BY PETERSON ARCHITECTURE AND ASSOCIATES, LLC KARSAN CENTER 9495 East San Salvador Drive Scottsdale, AZ 85258 . T 480.477.1 111 F 480.451.3376 www. Peterson -Arch itectu re. com 20 BRACE 16" O.C. i M SIMPSON CS16x6'7BE. " 48" O.C. W/ A i WALL ANCHORS ROOF SHEATHING 1 PER PLAN 1 B.N. \ . we xI INV % E.N. TJI BLKG. OUT 3 BAYS W/ 4-10d's EA. BLK. @ 48" O.C.; ALIGN W/ BOLT IN ADOBE TJI PER PLAN I I 2x4 BLKG. SEE WALL ELEVATIONS & 4 tip 0-5 2x STUD ® 16" O.C. W/ 1 /2" PLYWOOD CORRECTION 6/10/09 REVISED DETAIL 1/SO-4 NJOHNSON & NIELSEN ASSOCIATES CONSULTING STRUCTURAL ENGINEERS 647 N. Main Sl: Sule 48, 15rerside CA 92501 (951)686-5124 ESS% LONNIE MOUNT c� No. 3834 m cr_ Exp. Date 3-31-10 _ \lF OF CALF/ 29-2169 6-10-09 SK-9 i�' 3-16d 26's ® 16" O.C. W/ 1 /2" PLYWOOD ADOBE STEPS UP.TO EA 15'-9" SEE WALL ELEVATIONS SIMPSON CMST14x24'-0" HUS26-2 EA. DBL. STUD s 2x4 BRACE ® 16" O.C. CITY OF �i BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DATE BY PETERSON ARCHITECTURE AND ASSOCIATES, LLC KARSAN CENTER' 9495 East San Salvador Drive Scottsdale, AZ 85258 .T480.477.1111 F 480.451.3376 www.Peterson-Architecture.com --,2x6 P.T.D.F. W/ 5/8"OANCHORS ® 32" O.C. INSTALLED IN 7/8"0 HOLE W/ HS-200 EPDXY ANCHORING GEL BY ADHESIVE TECHNOLOGY CORP. SIMPSON CS16x6'-6" ® 48" O.C. W/ ADOBE WALL ANCHORS 2 ROWS OF B.N. ROOF SHEATHING PER PLAN 412 7 \ CORRECTION 6/10/09 1A . t-�S/ LONNIE MOUNT c� No.3834 rr Exp. Date 3-31-10 OF CAO/ 29-2169 REVISED DETAIL 1A/SO-4- 6-10-09 JNJOHNSON & NIELSEN ASSOCIATES CONSULTING ' STRUCTURAL ENGINEERS SK_ 1 O 647 N. Main St Suite 46, Riverside M 92MI (951)686-5122 1 S. I SIMPSON CS166'4' ® 48" O.C. 2-26 CONT. TOP—\ PLATE STIFF. PLT.�-2 n: 2x6 SHAPED PLATE EA. SID OF WEB TYP. 2x6 STUDS ® 16"ox.;� IF DOUBLE TRUSSES OCCUR FROM BOTH SIDES USE DBL. STUDS THIS LOCATION. IF DBL, TRUSSES OCCUR WITHIN MIDDLE 6" OF TOP. PLATE SPAN BETWEEN STUDS, ADD DBL. STUDS ® THIS Pee 2 2 ROWS B.N. rpLYW00D ROOF SHEATHING E.N. I PER PLAN I, STIFF., PLT: _ I j 1 /2" PLYWOOD W/ $O.C. E.N. 2" O.C. / 4-1/4 1p Ox2 1 /2" SDS SCREWS TYP. L3x3x1 /4 ® 48" O.C. STAGG. EA. SIDE OF WALL ,, `26 CONT. PLATE W/ 5/8"Ox6" TITEN HD u: BOLTS @ 32" O.C. W/ 3"x3"x3/16", WASHER 0 3" ' 131 . 1-3/8" 0x4" TITEN HD ^ 4 ANCHOR TYPICAL (E) CONCRETE 16 TO REMAIN CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DATE- ..........`1 B •S PETERSON ARCHITECTURE AND ASSOCIATES, LLC KARSAN CENTER 9495 East San Salvador Drive Scottsdale, AZ 85258 T 480.477.1 111 F 480.451.3376 www.Peterson-Architecture.com CORRECTION 6/18/09 REVISED DETAIL 16/SO-4 N647JOHNSON & NIELSEN ASSOCIATESTUCONSULTING STRUCRAL ENGINEERS N. Main St Suite 4B, Riverside fA 92501 (951)686-5122 ESS% LONNIE MOUNT c� No.3834 m Exp. Date 3-31-10 2 OF CALF 29-2169 6-18-09 SK-11 It &FFI C•n 1 (E) 8" CMU WALL SOLIDLY. GROUTED 13" FIELD VERIFY 3/16 (E) , 5 ' 3/47 1 /2 BEAM' — — (E) 2-2x8 & 1-3x8 • i •I � N , 2n 1 /4"x6" BENT PLATE "U" SADDLE W/ 2 '5/8"0 M.B. 1/2"x14"x10 1/2" PLATE W/, - 4-5/8"W" TITEN HD ANCHORS W/ 5" MIN. EMBED. *LJ* 14" TYP. • (00"� 17 CITY OFL.A QUIN fA BUILDING & SAFETY DEFT. APPROVED FOR CONSTRUCTI,O.N DATE BY PETERSON ARCHITECTURE AND ASSOCIATES, LLC 8 CORRECTION '6/18/09 KARSAN CENTER 9495 East San Salvador Drive SO-5 Scottsdale, AZ 85258 NEW DETAIL 17/ T 480.477.1111 JOHNSON & NIELSEN ASSOCIATES F 480.451.3376 CONSurnNG STRUcrURAi ENONEERS' www.Peterson-Architecture.com JN 647 N. Main St. Suite /8, Kimside CA. 92501 (951)686-5122 FESS LONNIE MOUNT c; No. 3834 L&! Exp., Date 3-31,-10 F OF CAO' 29-2169 6-18-09 SK-12- 3 9 F44 ® 21" O.C. 32" CLR., (E) FOOTING 16 t SO-5 J r OF LA QUINTA I�IG & SAFETY®PT. PPROVER CONSTRUCTION. —__BY — PETERSON ARCHITECTURE AND ASSOCIATES, LLC 9 CORRECTION 6/22/09 KARSAN CENTER 9495 East San Salvador Drive REVISED ELEVATION B/S-4 Scottsdale, AZ 85258 T 480.477.1111 JOHNSON & NIELSEN ASSOCIATES F 480.451.3376 CONSULTING STRUCTURAL ENGINEERS www.Peterson-Architecture.com JN647 N. Main St. Suite 48, Riverside CA 92501 (951)686-5122 2-2x CONT. TOP PLATA TOP OF BEAM 15'-4" m" so-2 SIM. FESS/pN9l� co LONNIE MOUNT c� NO). m Exp. Date 3-31-10 OF Ch- 29-2169i 6-22-09 (S-K - 1� 3 WALL @: LINE G CITY OF L A C�UI '; �� BUILDING: &SAFETY DEPOT:. PePPRO'�D� FOR CONSTRUC,TCOI �o QROF ESS/ p4,91 BY a LONNIE MOUNT DATc, No.3834 m &I Exp. Date '3-31-10 PETERSON ARCHITECTURE AND OF ab1 ASSOCIATES, LLC CORRECTION 6/22/09 KARSAN CENTER 9495 East San Salvador Drive, 29-2.169i Scottsdale, Az 85258 (E) ADOBE WALL "ELEVATION T 480.477.1111 6-22-09 F 480.451.3376 JOHNSON & NIELSEN'ASSOCIATES CONSULTING STRUCTURAL EN©NEEtS S K -14 wvvw.Peterson-Architectu;re.com 647 N. Main St suite 48, Riverside CA 92501 (951)W6-5122 L60 1 /2x5/16 LLH EA. SIDE OF WALL W/ HENRY SHOP PRIMER &' RUST RESISTANT PAINT COAT 6" q MIN .: 3/4" o STAINLESS STEEL ALL —THREAD. 6" MIN. ' PLASTER TO Al SEAL ADOBE CITY OF LA QUINTA DETAIL ELEVATION BUILDING & SAFETY DEPT. APPROVED "-" n FOR CONSTRUCTION 11 THICK (E) ADOB DATE _ BY WALL INSTALLATION SEQUENCE 1. DRILL HOLE AT EACH END OF WHERE SLOT, IS TO BE -CUT , 2'. SLOT CUT ADOBE-_ WITH DIAMOND BLADE ' 3. -DRILL HOLE. FOR ALL —THREAD , F 4. INSTALL ANGLE FROM EACH SIDE OF. WALL 5. CAREFULLY CUT-OUT AND REMOVE ADOBE 6. PLASTER ALL EXPOSED ADOBE SURFACES WITH SPECIAL. PLASTER AS USED ON THIS PROJECT QROFESsI LONNIE MOUNT , c3 � No. 3834 Exp. Date 3-31-10 m PETERSON ARCHITECTURE AND OF CA1-\E ASSOCIATES, LLC . 9 CORRECTION 6/22/09 KARSAN CENTER 9495 East San Salvador. Drive HOLE CUT IN ADOBE WALL 29-21691 Scottsdale, Az 85258 6-22-09 T 48800..445717.13111 F 4W.Pete.376 JOHNSON & NIELSEN ASSOCIATES N CONSULTING STRucrv� ENGINES J SK-15 www.Peterson-Architecture.com 1 �I 647 N. Alain St Suite 4e, Riverside ca 92501 (ss1)686-6122 CLaw- ....,�.� KR KOWER &.As iAT'E �. _--- `<. - c loa d/— . ^elv .m et ..zo.v /N CITY OF LA a? go .2 d. a� QUINT,q BUILDING & SAFETY DEPT. APPROVEp FOR CONSTRUCTION v . : /:.Z /4W � DATE FESSIONq _ ... � y ExP` 03.31,2p1 STsrnuo ��OQ �. .e 7.5 R ap A ss' dr.:. J/ 04; . G --- AREA TO BE REMOVE o (E) 24" ADOBE WALL - F ENCLOSED SOFFIT a W D > OBED. V 0 CV i w CUT @ FACE 0 WALL CV r (E) 11" ADOBE WALL - 2'-0" \_(E) 2x14 CONT PLAN 2'-4" -(E) 44 RAFTER ABOVE FACE OF WALL 1-5/8110 ANCHOR INSTALLED IN 7/8" 0 HOLE w/ HS-200 EPDXY ANCHORING GEL BY ADHESIVE TECHNOLOGY CORP. (E) 44 RAFTER ®FACE OF WALL TO REMAIN — — (E) 2x14 BLKG. TO BE C CUT OUT PIECE OF 2x14 PLASTER TO SEAL ADOBE ELEVATION '°` INSTALLATION SEQUENCE 1. CAREFULLY CUT OUT AND REMOVE ADOBE 1 " MIN. ABOVE ROOF DECK 2. CUT (E) 2x14 AND REMOVE PIECE AT OPENING 3. INSTALL ANCHOR IN 2x14 4. PLASTER ALL EXPOSED ADOBE SURFACES WITH SPECIAL PLASTER AS USED ON THIS PROJECT PETERSON ARCHITECTURE AND ASSOCIATES, LLC KARSAN CENTER 9495 East San Salvador Drive Scottsdale, AZ 85258 T 480.477.1111 F 480.451.3376 vPww. Peterson -Architecture. com CORRECTION 6/22/09 HOLE CUT IN ADOBE WALL J N647 JOHNSON & NIELSEN ASSOCIATES CONSULTING STRUCTURAL ENGINEERS N. Main St Suite 4B, Riverside Ck 92501 (951)686-5122 Z0®O :) LiJ ~ cYLi >> <L®F-1 LL 0_ o OzMm 0 i U_ 5 o ESS/p\ —�ql F ; LONNIE MOUNT G No. 3834 m Exp. Date 3-31-10 a OF CAQ�/ 29-2169i 6-22-09 SK-16 JOHNSON & NIELSEN'ASSOCIATES JJNConsulting Structural Engineers 641 Louise Drive Palm Springs, CA 92262 ' (760) 322-0853, (7609) 322-0893 fax LUMBER: ALL STRLJCTtJRAI I LIMRFR SHAI I RP: nnl Ir;1 AS FIR-1 ARCH Al I nWARI F CTRFCCFC lid D C I JOB # 29-2169 BY: DATE: SHEET: 1 FROM 1991 NDS GRADING RULES WWPA & WCLIB Fb Ft Fv E Fc' Fc' STUDS & 4x4 POST - DOUGLAS FIR # 2 875 575 95 1.6 1300 625 jOISTS 2%4" THICK, Less than 6" Wide - DOUGLAS FIR # 2 875 575 95 1.6 1300 625 JOISTS 2%4" THICK, 61' & WIDER - DOUGLAS FIR # 1 1000 675 95 1.7 1450 625 JOIST 2% 47HICK, X 12" & 14 - DOUGLAS FIR #1 & BETTER 1150 775 95 1.8 1500 625 BEAMS 5" & THICKER RECTANGULAR - SELECT STRUCT. 1600 ._950 85 1.6 1100 625 POST & TIMBERS: 4 x 6 - DOUGLAS FIR # 1 1200 825 85 1.6 1000 625 POST & TIMBERS: 5x5 & LARGER - SELECT STRUCTURAL 1500 1000 85 1.6 1150 625 2"-4" T&G DECKING - SELECT DEX 1750 ---- -- 1.8 ---- 625 LAMINATED BEAMS - (24F-V8) values are about the x-x axis' (24F-V4) values are about the x-x axis 2400 2200 1100 1000 165 ' 165 1.8 1.8 1650 1650 650 650 1.9E Microllam LVL Western Species 2600 2600 285 1.9 2310 750 1.3E TimberStrand LSL Western Species 1700 1700 285 1.3 1400 285 1.5E TimberStrand LSL Western Species 2250 2250 285 1.5 1950 650 2.0E Parallam PSL Western Species 2900 2400 290 2.0 2900 480 TJI Pro Series Joist 2600 2000 285 1.9 2310 750 CONCRETE: THE 28 DAY STRENGTH &TYPE OF CONCRETE SHALL BE AS FOLLOWS: SLABS ON GRADE: 2000 P.S.I. 150 P.C.F. FOOTINGS: 2000 P.S.I. 150 P.C.F. GRADE BEAMS: 3000 P.S.I. 150 P.C.F. MASONRY: REINFORCED CONCRETE BLOCK: REINFORCED CONCRETE BLOCK: CONCRETE BLOCK (Normal Weight) MORTAR: GROUT: GROUTED SOLID 1500 P.S.I. GROUTED AT STEEL 1350 P.S.I. A.S.T.M C-90 Grade N=1 . 1900 P.S.I. (Avg of 3) . 1800 P.S.I. 2000 P.S.I. SPECIAL INSPECTION REQUIRED? NO REINFORCING: TYPICAL REINFORCING: GRADE 60 STIRRUPS, TIES, & NON-STRUCTURAL ITEMS: GRADE 40 REINFORCING TO BE WELDED: A.S.T.M. A-706 GRADE 60 STRUCTURAL STEEL: STRUCTURAL SHAPES: A.S.T.M. A-992 50 K.S.I. STRUCTURAL PLATES: A.S.T.M. A-36 36 K.S.I. PIPE COLUMNS: A.S.T.M. A-53 Grade B 36 K.S.I. STEEL TUBES: A.S.T.M. A-500 Grade B 46 K.S.I. ANCHOR BOLTS: A.S.T.M. A-307 ---- MACHINE BOLTS: A.S.T.M. A-307 ---- FOUNDATIONS: NO SOILS REPORT PROVIDED DESIGN VALUES: SOIL BEARING PRESSURE: ISOLATED SQ. OR RECT. 1000 P.S.F. CONT. FOOTINGS: 1000 P.S.F. MAXIUM SOIL PRESSURE: 1000 P.S.F. PASSIVE EARTH PRESSURE: 200 P.S.FJFT. EQUIVALENT FLUID PRESSURE: 35 P.S.F./FT. FRICTION: 0.30 TIMES THE NORMAL DEAD LOAD - SA&N-W&NCAIC'.\VORK,2'1-21G7'.AIAT-NS.WPD rL I I I I II I I I I II JOHNSON & NIELSEN ASSOCIATES Azur Kitchen Job # 29-2169 641 Louise DriveEisenhower Drive by JV ,Palm, Springs, California 92262 LaQuinta,CA 92253_ _ Date 01/05/2009 -�. -:..:Phone 760 322-0583 FAX 760'322-0593 Peterson Architects Sheet 3 of > ver. 4-11-06 Current Load directory: wood Machine: Palm Springs Retrieve/Save drive = C: work dir = 29-2169 > wk4 Filespec: S:\J&N-1\J&NCALC\WORK\29-2169\REVISI-1\VERT2.WK4 Load drive = C: filespec = vert 1 This is the loading used loads Loadings V 8-1-00 Vertical Flat Roof Flat Roof Flat Roof Sloped Roof Sloped Roof Sloped Roof Floor Floor RF1 RF2RF3 RF4 RF5 RF6 FL1 FL2 Roofing/Flooring 6.0 psf 6.0 psf 6.0 psf 18.0 psf 0.0 psf 0.0 psf 5.0 psf 5.0 Sheathing 1.8 1.8 1.8 1.8 0.0 0.0 3.6 3.6 Rafters/Beams 3.5 3.5 3.5 3.5 0:0 0.0 3.5 3.5 Ceiling 2.8 2.8 10.0 0.0 0.0 0.0 2.8 2.8 Misc. 3.9 2.9 3.7 2.7 0.0 0.0 6.1 6.1 Dead Load 18.0 psf-rfldl 17.0. psf-rf2dl 25.0. psf-rf3dl 26.0 psf-fl4dl 0.0 psf-rf5dl 0.0 psf-rf6dl 21.0 psf-fl1dl 21.0 Live Load 20.0.psf-rfl11 20.0 psf-rf211 20.0 psf-rf311 20.0 psf-11411 20.0 psf-rf511 . 20.0 psf-rf611 40.0 psf-fl111 100.0 Snow Load 0.0 psf 0.0 psf 0.0 psf 0.0 psf 0.0 psf 0.0 psf 0.0 psf 0.0 RR-1 beaml Uniformly loaded simple span joist, rafter or beam > > tji > > options: sawn, glb, lam, conc, masonry; steel & csteel 11-13•-O:Span = 32.00 ft. T.A. = 64 sq. ft.. sq. it. tjiprop call # size depth moment E x I bear'g. shear shr delta mount trib = 2.00 ft. Axial React. M@x = 16.00 Try >> 20165 20TJI/ L( 20.00 11540 1545 1750 2740 2.28 L. L. = 20.6 psf >> 0 640 5123 # CID) = 1.25 react. = 1217 # m= 9734 ft. # 0 psi fv/F 0.70 D. L. = 18.0 psf > > 0 576 4611 # bearing = 1.75 allow. = 1750 # M = 11540 ft. # 0 psi fb/F 0.84 Extra = 0 #/ft > > 0 0 1 # Deflections LL = 0.66 in. = L / 584 stress (dead line load) - - - = = = = = = = = = = = Number of DL = 0.59 in. = L / 648 0.844 % Totals > 0 1217 9734 pieces 1 TL = 1.25 in. = L / 307 Deflection control 1 roof Ct = 0.8 USE 20TJI/ L65 1 = roof, 2 = fir, 3 = other, 4 = D RR-1 a beaml Uniformly loaded simple span joist, rafter or beam > > tji > > options: sawn, glb, lam, conc, masonry, steel & csteel 11-13-0:Span = 21.00 ft. T.A. = 42.sq. ft. sq. ft. tjiprop call # size depth moment E x I bear'g. shear shr delta mount trib = 2.00 ft. Axial React. M@x = 10.50 Try > > 20165 20TJI/ Li 20.00 11540 1545 1750 2740 2.28 L. L. = 20.0 psf >> 0 420 2206 # C(D) = 1.25 react. = 799 # m= 4192 ft. # 0 psi fv/F 0.46 D. L. = 18.0 psf > > 0 378 1986 # bearing = 1.75 allow. = 1 750 # M = 11540 ft. # 0 psi fb/F 0.36 Extra = 0 #/ft > > 0 0 1 # Deflections LL = 0.13 in. = L / 1888 stress (dead line load) - - - = = - = = = = = = = = Number of DL = 0.12 in. = L / 2097 0.363 % Totals > 0 799 4192 pieces 1 TL = . 0.25 in. = L / 994 Deflection control 1 roof Ct = 0.8 USE 20TJI/ L65 1. = roof, 2 = fir, 3 = other, 4 = D RR-1 b beaml Uniformly loaded simple span joist, rafter or beam > > tji > > options: sawn, glb, lam, conc, masonry, steel & csteel 11-13.0:Span =. 9.00 ft. T.A. = 18 sq. ft. sq. ft. tjiprop call # size depth moment E x I bear'g. shear shr delta mount trib = 2.00 ft. Axial React. M@x = 4.50 Try > > 20165 20TJI/ L1 20.00 11540 1545 1750 2740 2.28 L. L. = 20.0 psf >> 0 180 405 # C(D) = 1.25 react. = 342 # m= 770 ft. # 0 psi fv/F 0.20 D. L. = 18.0 psf > > .0 162 365 # bearing = 1.75 allow. = 1750 # M = 11540 ft. # 0 psi fb/F 0.07 Extra = 0 #/ft > > 0 0 0 # Deflections LL = 0.01 in. = L / 14363 'stress . (dead line load) - - - = - = = = = = = = = - , Number of DL = 0.01 in. = L / 15954 0.067 % Totals > 0 342 770 pieces 1 TL = 0.01 in. = L / 7558 Deflection control 1 roof Ct= 0.8 USE- 20TJI/ L65 T=roof, 2=flr, 3=other, 4=D j RR-2 beaml Uniformly loaded simple span joist, rafter or beam > > tji > > options: sawn, glb, lam, conc, masonry, steel & csteel 11-13-0:Span = 15.00 ft. T.A. = 30 sq. ft. sq. ft. tjiprop call # size depth moment E x I bear'g. shear ' shr delta mount trib = 2.00 ft. Axial React. M@x = 7.50 Try > > 12/230 11 7/8T: 11.88 4015 653 1035 1655 2.67 L.L. = 20.0 psf >> 0 300 1126 # CID) = 1.00 react. = 570 # m= 2139 ft. # 0 psi fv/F 0.69 D. L. = 18.0 psf > > 0 270 1013 # bearing = 1.75 allow. = 828 # M = 3212 ft. # 0 psi fb/F 0.67 Extra = 0 #/ft > > 0 0 0 # Deflections LL = 0.09 in. = L / 1999 stress (dead line load) _ _ _ _ _ _ _ _ _ _ _ _ _ _ Number of DL = 0.08 in. = L / 2220 0.666 % Totals >, 0 570 ' 2139 pieces 1 TL = 0.17 in. = L / 1052 Deflection control 1 roof Ct = 0.8 USE 11 7/8TJI230 1 =roof, 2=flr, 3=other, 4=D RR-3 beaml Uniformly loaded simple span joist, rafter or beam > > sawn > > options: glb, tji, lam, conc, masonry, -steel & csteel 11-13-0:Span =. 14.00 ft. T.A. = 28 sq. ft. sawnprol size grade area sect Inertia width depth Fb > . in, Ft > mount trib = 2.00 ft. Axial React. M@x = 7.00 Try >> 2x12#1 (df #1) 16.88 31.64 178.0 1.50 11.25 1000 675 L. L. 20.0 psf >> 0 280 980 CID) = 1.25 fvh = 50 psi fb= 855 psi fa = '0 psi fa/F: 0.00 D. L. = 26.0 psf > > 0 364 1274 Ch = 1.25 Fvh = 1 19 psi Fb = 1250 psi Fa =' 1450 psi fb/F 0.68 Extra = 0 #/ft > > 0 0 0 Deflections > > LL = 0.11 in. = L / 1469 combined stress 0.68 (dead line load) - - - = = = = = = = = = - = Number of DL =- 0.15 in. = L / 1130 0.684 % Totals > 0 644 2255 pieces 1 TL = 0.26 in. = L / 639 Deflection control 1 roof Ct = 0.8 USE 202#1 grade = (df #11 min. bearing = 0.69 inches JOHNSON & NIELSEN ASSOCIATES Azur Kitchen Job # 29-2169 641 Louise Drive 49-499 Eisenhower Drive by JV F92253_ Palm Springs, California 92262 La Quinta, CA Date 01 /05/2009 Phone 760 322-0583 FAX 760 322-0593 Peterson Architects Sheet of > ver. 4-11-06 Current Load directory: wood Machine: Palm Springs Retrieve/Save drive = C: work dir = 29-2169 > wk4 Filespec: S:\J&N71\J&NCALC\WORK\29-2169\REVISI-1\VERT2.WK4 Load drive = C: filespec = vert 1 RR-4 beaml Uniformly loaded simple span joist, rafter or beam > > sawn > > options: glb, tji, lam, conc, masonry, steel & csteel 11-13-O:Span = 14.00 ft. T.A. = 19 sq. ft. sawnprol size grade area sect Inertia width depth Fb > 'in. Ft > mount trib = 1.33 ft. Axial React. M@x = 7.00 Try > > 2x8ss sel struc, 10.88 13.14 47.6 1.50 7.25 1740 1200 L. L. = 20.0 psf > > 0 186 652 C(D) = 1.25 fvh = 54 psi fb= 1370 psi fa = 0 psi fa/F: 0.00 D.L. = 26.0 psf >> 0 242 848 Ch = 1.25 Fvh = 119 psi Fb= 2175 psi Fa = 1327 psi fb/F 0.63 Extra = 0 #/ft > > 0 0 0 Deflections > > LL = 0.25 in. = L / 661 combined stress 0.63 (dead line load) - - - = = = = = = = = = = = Number of DL = 0.33 in. = L / 508 0.630 % Totals > 0 429 1500 pieces 1 TL = 0.58 in. = L / 287 Deflection control 1 roof Ct = 0.8 USE 2x8ss grade = sel struct min. bearing = 0.46 inches RR-5 AC-1 v beam4l 16eam - three uniform loads seperated by two point loads. tji > > options: sawn, glb, lam, conc, masonry, steel & csteel 7-1-05 Span = 15.00 ft. a 2.50 ft. b = 4.00 ft. v=OC 6.50 ft. tjiprop call # size depth moment E x I bear'g. shear WJ Peenloads > > w1 Pt # w2 P2 # w3 Try > > 12/230 11 7/8T, 11.88 4015 310 1035 1655 T,A. = 30 sf. trib 2.00 - - 2.00 - - - 2.00 CID) = 1.25 react. = 850 # m= 3121 ft. # 1 L. L. = 20.0 psf 40 J 0 40 0. 40 bearing = 1.75 allow. = 1294 # M = 4015 ft. # 0 D.L. = 18.0 psf 36 200 36 200 36 Deflections LL = 0.05 in. = L / 956 stress extra 0 Axial R1 Momn't. R2 Number of DL = 0.08 in. = L / 610 0.777 L.L. _. 0 300 1106 300 pieces 1 TL = 0.13 in. = L / 373 Deflectio D.L. = 0 550 2015 390 1 extra 0 0 0 0 Ct = 0.8 USE 11 7BTJI230 Totals 0 850 3121 _ 690 RR-6 AC-2 beam4l 1Beam - three uniform loads seperated by two point loads. tji > > options: sawn, glb, lam, conc, masonry, steel & csteel 7-1-05 Span = 15.00 ft. a 6.00 ft. b = 4.00 ft. v=OC 7.33 ft. tjiprop call # size depth moment E x I bear'g. ' shear WJ Peenloads > > w1 P1 # w2 P2 # w3 Try > > 12/230 11 7/8T, 11.88 4015 310 1035 1655 T.A. = 30 sf. trib 2.00 - - - 2.00 - - - 2.00 CID) = 1.25 react. _ 757 # m= 3240 ft. # 1 L. L. = 20.0 psf 40 0 40 40 bearing = 1.75 allow. = 1294 # M = 4015 ft. # 0 D.L. = 18.0 psf 36 200 36 200 36 Deflections LL = 0.05 in. = L / 956 stress extra 0 Axial R1 Momn't. R2 Number of DL = 0.08 in. = L / 610 0.807 L. L. = 0 300 1125 300 pieces 1 TL = 0.13 in. = L / 373' Deflectio D.L. = 0 457 2115 483 1 extra _ 0- ..._0 : _ , _ 0_ _ 0 Ct = . 0.8 USE 11 7BTJI230 Totals 0 757 3240 784 RR-7 AC-3 beam4l 18eam - three uniform loads seperated by two point loads. tji > > options: sawn, glb, lam, conc, masonry, steel & csteel 7-1-05 Span = 32.00 ft. a 11.00 ft. b = 4.00 ft. v=0< 15.00 ft. tjiprop call # size depth moment E x I bear'g. shear WJ Peenloads > > w1 P1 # w2 P2 # w3 Try > > 20165 20TJ1/ Li 20.00 11540 1545 1750 2740 T.A. 75 sf. trib : 2.33 2.33 - - - 2.33 CID) = 1.25 react. = 1655 # m= 14059 ft. # 0 L. L. = 20.0 psf 47 0 47 0 47 bearing = 1.75 allow. = 4375 # M = 23080 ft. # 0 D.L. = 18.0 psf 42 200 42 200 42 Deflections LL = 0.03 in. = L / 1798 stress extra 0 Axial R1 Momn't. R2 Number of DL = 0.03 in. = L / 1539 0.609 L. L. = 0 746 5944 746 pieces 2 TL = 0.06 in. = L / 829 Deflectio D.L. = 0 909 8113 834 1 extra 0_- 0 1 _ 0 Ct = 0.8 double 20TJI/ L65 Totals 0 1655 14059 1580 RR-7q AC-4 beam8 Beam - two uniform loads seperated by a point load > > tji > > options: sawn, glb, lam, conc, masonry, steel & csteel 7-1-05 'Span = 15.00 ft: a 3 ft. v=OC 6.974 ft. tjiprop call # size depth moment E x I bear'g. shear shr delta Mount/V loads > > w1 P w2 Try > > 12/230 11 7/8T, 11.88 4015 310 2765 1655 2.67 T.A. = 30.0 sf. trib= 2 ---- 2 CID) = 1.00 react. = 730 # m= 2449 ft. # 0 psi L. L. _ '20.0 psf 40 0 40 bearing=3i allow. = 1655 # M=. 4015 ft. # 0 psi D.L. = 18.0 psf 36 200 36 Deflections LL = 0.17 in. = L / .1076 stress extra 0 Axial R1 Momn't. R2 Number of DL = 0.16 in. = L / 1136 0.610 % L. L. = 0 300 1120 300 pieces 1 TL = 0.33 in. = L / 553 Deflection control D.L. = 0 430 1329 310 1 roof extra 0„ _ 0 0 _ 0 USE 11 7BTJI/230 1 =roof, 2=flr, 3=other, 4=D Totals 0 730 2449 610 RR-8 AC-5 beam4l 16eam - three uniform loads seperated by two point loads. tji > > options: sawn, glb, lam, conc, masonry, steel & csteel 7-1-05 Span = 15.00 ft. a 7.00 ft. b = 4.00 ft. v=OC 7.00 ft. tjiprop call # size depth moment E x I bear'g. shear WJ Peenloads > > w1 P1# w2 . P2 # w3 Try > > 12/230 11 7/8T, 11.88 4015 310 1035 1655 T.A. = 30 sf. trib 2.00 - - - 2.00 - - - 2.00 C(D) = 1.25 react. = 730 # m = 3249 ft. # 1 L. L. = 20.0 psf 40 0 40 0 40 bearing = 1.75 allow. = 1294 # M = 4015 ft'. # 0 D.L. = 18.0 psf 36 200 36 200 36 Deflections LL = 0.05 in. = L / 956 stress extra 0 Axial R1 Momn't. R2 Number of DL = 0.08 in. = L / 610 0.809 L. L. = 0 300 1121 300 pieces 1 TL = 0.13 in. = L / 373 Deflectio D.L. = 0 430 2129 510 1 extra 0_- -' 0 0. _ ._ , 0 Ct = 0.8 USE 11 7BTJI230 Totals 0 730 3249 810 iJOHNSON & NIELSEN ASSOCIATES Azur Kitchen Job # 29-2169 Louise Drive 49-499 Eisenhower Drive by JV ii(t641 Palm Springs, California 92262 La Quinta, CA 92253_ Date 01 /05/2009 Phone 760 322-0583 FAX 760 322-0593 Peterson Architects_ _ Sheet of > ver. 4-11-06 Current Load directory: wood Machine: Palm Springs Retrieve/Save drive = C: work dir = 29-2169 > wk4 Filespec: S:\J&N-1\J&NCALC\WORK\29-2169\REVISI-1\VERT2.WK4 Load drive = C: filespec = vert 1 RR-9 AC-6 beam4l 18eam - three uniform loads seperated by two point loads. tji > > options: sawn, glb, lam, conc, masonry, steel & csteel 7-1-05 Span = 32.00 ft. a 4.00 ft. b = 4.00 ft. v=OC 15.15 ft. tjiprop call # size depth moment E x I bear'g. shear WJ Peenloads > > w1 P1 # w2 P2 # w3 Try > > 20165 20TJ1! L( 20.00 11540 1545 1750 2740 T.A. = 75 sf. trib , 2.33 - - - 2.33 - - - 2.33 C(D) = 1.25 react. = 1743 # m = 12572 ft. # 0 L. L. = 20.0 psf 47 0 47 0 47 bearing = 1.75 allow. = 4375 # M = 23080 ft. # 0 D.L. = 18.0 psf 42 ' 200 42 200 42 Deflections LL = 0.03 in. = L / 1798 stress extra 0 Axial R1 Momn't: R2 Number of DL = 0.03 in. = L !' 1539 0.545 L. L. = 0 746 5951 746 pieces 2 TL = 0.06 in. = L / 829 Deflectic D.L. = 0 996 6620 746 1 extra 0- 0 1 0 Ct = 0.8 double 20TJI/ L65 Totals 0 1743 12572 1493 BEAMO WJ Peery 8/27/01 dist #/ft. disc #/ft. point #. point #. point #. end resultsl RR-10 MUA-1 Variable loading on beam span Left Main Right Enable Skip Loading of Cantilever live loads? 201, 601 Cant Span Cant yes = 1, no = 0 Area Floor Area Roof 0.00 32.00 0.00 1 Skipping live loads 160 ft. sq. 800 ft. sq "a" Loads @ "a" (wl or P) "b" Loads @ "b" ( w2 or P) Live Dead Live Dead 0.00 46.6 41.9 32.00 46.6 41.9 Dist. Loads 0.00 0 0 32.00 0 0 Dist. Loads 17.00 0 245 1.50 0 387 Point Loads 23.00 0 317 2.00 0 0 Point Loads 21.00 ' 210 189 2.50 90 81 Point Loads L. L. Reaction: 842 Moment: 0 Deflectio 0.000 Totals: Reaction Moment Deflectio Axial Max. Moment @ 16.00 ft. Left Midspan Right D.L. L. L. ' D.L. L. L. D.L. 1125 ===_ _=== 950 1436 0 7503 12629 0 0 0.000 0.45 0.73 0.000 0.000 Left Midspan Right 1967 = = = = 2386 Ibs 0 20132 0 ft'Ibs 0.000 1.183 0.000 in. 100 R Floor = 0.8 % Comments MUA-3 MUA-3 RR-1 a & RRA b R Floor = Rmax. = ERR % 40 % Axial >>tji > > options: sawn, glb, lam, conc, masonry, steel & csteel Loading tjiprop call # size depth moment E x I bear'g. shear shr delta Try > > 20165 20TJI/ Li 20.00 11540 1545 1750 2740 2.28 100 Ibs C(D) = 1.25 react. = 2386 # • m = 20132 ft. # 0 psi 0 ft'Ibs bearing = 1.75 allow. = 4375 # M = 23080 ft. # 0 psi 0 in. Deflections LL = 0.45 in. = L / 853 stress Number of DL = 0.73 in. = L ! 524 0.872 % pieces 2 TL = 1.18 in. = L / 325 Deflection control 1 roof Ct = 0.8 double 20TJI/ L65 . RR-11 MUA-2 beam4l 18eam - three uniform loads seperated by two point loads. tji > > options: sawn, glb, lam, conc, masonry, steel & csteel 7-1-05 Span = 32.00 ft. a 23.00 ft. b = 4.00 ft. v=OC 17.21 ft. tjiprop call # size depth moment E x I bear'g. shear WJ Peenloads > > w1 P1 # w2 P2 # w3 Try > > 20165 20TJI/ LI 20.00 11540 1545 1750 2740 T.A. = 75 sf. trib , 2.33 - - - 2.33 - - - 2.33 C(D) = 1.25 react. = 1 525 # m= 13125 ft. # 0 L. L. = 20.0 psf 47 0 47 0 47 bearing = 1 .75 allow. = 4375 # M = 23080 ft. # 0 D.L. = 18.0 psf 42 187 42 352 42 Deflections LL = 0.03 in. = L / 1798 stress extra 0 Axial R1 Momn't. R2 Number of DL = 0.03 in. = L / 1426 0.569 L. L. = 0 746 5933 746 pieces 2 TL = 0.06 in. = L / 795 Deflectio D.L. = 0 779 7190 1102 1 extra _ 0 0 1 0_ Ct = 0.8 double 20TJI/ L65 Totals 0 1525 13125 _ 1849 RR-12 MUA-3 BEAMO Variable loading on beam span WJ Peer\ Left Main Right Enable Skip Loading of Cantilever live loads? 201, 601 8/27/01 Cant Span Cant yes = 1, no = 0 Area Floor Area Roof R Floor = R Floor = Rmax. _ 0.00 15.00 0.00 1 Skipping live loads '75 ft. sq. 375 ft. sq. -6 % ERR % 40 % "a" Loads @ "a" ( w1 or P) "b" Loads @ "b" ( w2 or P) Comments Live Dead Live Dead dist #/ft. 0.00 46.6 41.9 15.00 46.6 41.9 Dist. Loads dist #/ft. 0.00 0 0 15.00 0 0 Dist. Loads point #. 2.00 0 215 4.00 0 325 Point Loads MUA-3 point #. 12.00 0 0 2.00 0 0 Point Loads end resultsl Max. Moment @ 7.50 ft. Axial >>tji > > options: sawn, glb, lam, conc, masonry, steel & csteel Left Midspan Right Loading tjiprop call # size depth moment E x I bear'g. shear shr delta L. L. D.L. L. L. D.L. L. L. D.L. Try >> 12/230 11 7/8T, 11.88 4015 310 1035 1655 2.67 Reaction: 350 696 = = = = = = = = 350 473 100 Ibs C(D) = 1.25 react. = 1045 # m= 3680 ft. # O'psi Moment- 0 0 1311 2370 0 0 0 ft'Ibs bearing = 1.75 allow. = 1294 # M = 4015 ft. # 0 psi Deflectio 0.000 0.000 0.17 0.31 0.000 0.000 0 in. Deflections LL = 0.17 in. = L / 1051 stress Number of DL = 0.31 in. = L / 586 0.917 % Totals: Left Midspan Right pieces 1 TL = 0.48 in. = L / 376 Deflection control Reaction 1045 = = = = 823 Ibs 1 roof Moment 0 3680 0 ft•lbs Ct = 0.8 USE 11 7/13TJI/230 Deflectio 0.000 0.478 0.000 in. Axial 100 iJOHNSON & NIELSEN ASSOCIATES Az! r Kitchen Job # 29-2169 641 Louise Drive 49-499 Eisenhower Drive by JV i ;Palm Springs, California 92262 La 25 Quinta, CA 923. Date 01 /05/2009 _.&.4'Phone 760 322-0583 FAX 760 322-0593 Peterson Architects _ Sheet (p of > ver. 4-11-06 Current Load directory: wood Machine: Palm Springs Retrieve/Save drive = C: work dir = 29-2169 > wk4 Filespec: S:\J&N-1\J&NCALC\WORK\29-2169\REVISI-1\VERT2.WK4 Load drive = C: filespec = vert 1 RR-13 Large Hood 3720+175+175 Ibs with 14 suppc 291 Ibs each support 740 BEAMO Variable loading on beam span WJ Peer) Left Main Right Enable Skip Loading of Cantilever live loads? 201,601 8/27/01 Cant Span Cant yes = 1, no = 0 Area Floor Area Roof R Floor = R Floor = Rmax. _ 0.00 32.00 0.00 1 Skipping live loads 160 -ft. sq. 800 ft. sq. 0.8 % ERR % 40 % W. Loads @ "a" (wl or P) "b" Loads @ "b" (w2 or P) Comments Live Dead Live Dead dist #/ft. 0.00 46.6 41.9 32.00 46.6 41.9 Dist. Loads dist #/ft. 0.00 0 0 32.00 0 0 Dist. Loads point #. 18.50 0 330 4.50 - 0 330 Point Loads Hood point #. 27.50 0 330 4.50 0 0 Point Loads Hood end resultsl Max. Moment @ 16.00 ft. Axial >>tji > > options: sawn, glb, lam, conc, masonry, steel & csteel Left Midspan Right Loading tjiprop call # . size depth moment E x I bear'g. shear shr delta L. L. D.L. L. L. D.L. L. L. D.L. Try > > 20165 20TJ1/ L( 20.00 11 540 1545 1750 2740 2.28 Reaction: 746 949 = = = = = = = = 746 1382 100 Ibs CID) = 1.25 react. = 2128 # m= 15784 ft. # 0 psi MomentE 0 0 5965 9819 0 0• 0 ft'Ibs bearing = 1.75 allow. = 4375 # M = 23080 ft. # 0 psi Deflectio 0.000 0.000 0.36 0.59 0.000 0.000 0 in. Deflections LL = 0.36 in. = L / 1079 stress Number of DL = 0.59 in. = L / 653 0.684 % Totals: Left Midspan Right pieces 2 TL = 0.94 in. = L / 407 Deflection control Reaction 1695 = = = = 2128 Ibs 1 roof Moment 0 15784 0 ft'Ibs Ct = 0.8 double 20TJI/ L65 Deflectio 0.000 0.944 0.000 in. Axial 100 l ! RR; Small Hood 1450+174lbs with 6 support point 271 Ibs each support 740 beam4l 16eam - three uniform loads seperated by two point loads. tji > > options: sawn, glb, lam, conc, masonry, steel & csteel 7-1-05 Span = 15.00 ft. a 6.00 ft. b = 4.00 ft. v=OC 7.28 ft., tjiprop call # size depth moment E x I bear'g. shear WJ Peerloads > > w1 P1 # w2 P2 # w3 Try > > 12/230 11 7/8T. 11.88 4015 310 1035 1655 " T.A. = 35 sf. trib = 2.33 - - - 2.33 - - - 2.33 C(D) = 1.25 react. = 944 # m = 4142 ft. # 0 L. L. = 20.0 psf 47 0 47 0 47 bearing = 1.75 allow. = 2588 # M = 8030 ft. # 0 D.L. = 18.0 psf 42 300 42 300 42 Deflections LL = 0.03 in. = L / 1642 stress extra 0 Axial R1 Momn't. R2 Number of DL = 0.05 in. = L / 934 0.516 L. L. = 0 350 1310 350 pieces 2 TL = 0.08 in. = L / 595 Deflectio D.L. = 0 594 2832 634 1 extra 0,_ _0 " _ 0 _ _ " 0- Ct = 0.8 double 11 7BTJI230 _ Totals O944 4142 984 Roof Beams RB-1 beaml Uniformly loaded simple span joist, rafter or beam > > lam > > options: sawn, glb, tji, lam or steel 1-1-00 Span = 14.00 ft. T.A. = 210 sq. ft. lamprop Call Actual area sect Inertia width depth Fb > in. Ft > mount trib = 15.00 ft. Axial React. Momn't. Try >> 5xl2p 5.25xl1 62.34 1-23.39 732.6 5.25 11.88 2903 2903 L.L. = 20.0 psf >> 0 2101 7354 C(D) = 1.25 fvh = 109 psi fb= 1788 psi pa= 0 psi fa/F, 0.00 D.L. = 22.0 psf >> 0 2311 8089 CM = 1.00 Fvh = 290 psi Fb= 2907 psi Pa= 2900 psi fb/F 0.62 Extra = 120 #/ft > > 0 840 2940 Deflections > > LL = 0.18 in. = L / 949 combined stress 0.62 (dead line load) Number of DL = 0.27 in. = L / 633 0.615 % Totals > 0 5252 18383 pieces 1 TL 0.44 in. = L / 380 Deflection control 1 roof Ct = 0.8 USE 5.25x11.875 PSL min. bearing = 1.54 inches RB-2 beamt Uniformly loaded simple span joist, rafter or beam > > lam > > options: sawn, glb, tji,, lam or steel 1-1-00 Span = 18.42 ft. T.A. = 276.3 sq. ft. Iamprop Call Actual area sect Inertia width depth Fb > in. Ft > mount trib = 15.00 ft. Axial React. Momn't. Try >> 5x14p 5.25x14 73.50 171.50 1200.5 5.25 14.00 2851 2851 L. L. = 20.0 psf >> 0 2764 12730 C(D) _ 1.25 fvh = 123 psi fb= 2227 psi pa= 0 psi fa/F: 0.00 D.L. = 22.0 psf > > 0 3041 14002 C(f) = 0.98 Fvh = 285 psi Fb= 2802 psi Pa = 2900 psi fb/F 0.79 Extra = 120 #/ft > > 0 1 105 5090 Deflections > > LL =. 0.32 in. = L / 683 combined stress 0.79 (dead line load) Number of DL = 0.49 in. = L /, 455 0.795 % Totals > 0 6910 31822 pieces 1 TL = 0.81 in. = L / 273 Deflection control 1 roof Ct = 0.8 USE 5.2504 PSL min. bearing = 2.03 inches RB-3 beam 1 Uniformly loaded simple span joist, rafter or beam > > lam > > options: sawn, glb, tji, lam or steel 1-1-00 Span = 17.50 ft. T.A. = 262.5 sq. ft. Iamprop Call Actual area sect Inertia width depth Fb > in, Ft > mount trib = 15.00 ft. Axial React. Momn't. Try >> 5xl4p 5.25xl4 73.50 171.50 1200.5 5.25 14.00 2851 2851 L. L. = 20.0 psf > > 0 2626 11490 C(D) = 1.25 fvh = 116 psi fb= 2010 psi pa = 0 psi fa/F: 0.00 D.L. = 22.0 psf >> 0 2889 12639 C(f) = 0.98 Fvh = 285 psi Fb= 2802 psi Pa= 2900 psi fb/F 0.72 Extra = 120 #/ft > > 0 1050 4594 Deflections > > LL = 0.26 in. = L / 796 combined stress 0.72 (dead line load) Number of DL = 0.40 in. = L / 531 0.717 % Totals > 0 6565 28723 pieces 1 TL = 0.66 in. = L I 318 Deflection control 1 roof Ct = 0.8 USE 5.25x14 PSL min. ,bearing = 1.92 inches 'JOHNSON & NIELSEN ASSOCIATES Az Kitchen _ _ Job # 29-2169 641 Louise Drive 49.499 Eisenhower Drive_ by JV Palm Springs, California 92262 La _Quints, CA 92253 Date 01 /0512009 Phone 760 322-0583 FAX 760 322-0593 Peterson Architects Sheet of > ver. 4-11-06 Current Load directory: wood Machine: Palm Springs Retrieve/Save drive = C: work dir = 29-2169 > wk4 Filespec: S:\J&N-1\J&NCALC\WORK\29-2169\REVISI-1\VERT2.WK4 Load drive = C: filespec = vert 1 RB-4 beaml Uniformly loaded simple span joist, rafter or beam > > sawn > > options: sawn, glb, tji, lam or steel 1-1-00 Span = 8.50 ft. T.A. = 63.75 sq. ft. sawnprol size grade area sect Inertia width depth Fb > in. Ft > mount trib = 7.50 ft. Axial React. Momn't. Try > > .6x8#2 (df #2) 41.25 51.56 193.4 5.50 7.50 875 425 L. L. = 20.0 psf >> 0 638 1355 C(D) = 1.25 fvh = 45 psi fb= .725 psi fa= 0 psi fa/F: 0.00 D.L. = 26.0 psf >> 0 829 1762 Ch = 1.25 Fvh = 119 psi Fb= 875 psi Fa= 600 psi fb/F 0.83 Extra = 0 #/ft > > 0 0 0 Deflections > > LL = 0.07 in. = L / 1455 combined stress 0.83 (dead line load) Number of DL = 0.09 in. = L / 1119 0.829 % Totals > 0 1467 3117 pieces 1 TL = 0.16 in. = L / 632 Deflection control 1 roof Ct = 0.8 USE 6x8#2 grade = (df #2) min. bearing = 0.43 inches RB-5 beaml Uniformly loaded simple span joist, rafter or beam > > sawn > > options: sawn, glb, tji, lam or steel 1-1-00 Span = 5.50 ft. T.A. = 41.25 sq. ft. sawnprol size grade area sect Inertia width depth Fb > in.'Ft > mount trib = 7.50 ft. Axial React. Momn't. Try > > 6x6#2 (df #2) 30.25 27.73 76.3 5.50 5.50 750 475 L. L. _ 20.0 psf >> 0 413 567 C(D) = 1.25 fvh = 39 psi fb= 565 psi fa= 0 psi fa/F: 0.00 D.U.'= 26.0 psf >> 0 536 738 Ch = 1.25 Fvh = 119 psi Fb= 750 psi Fa= 700 psi fb/F 0.75 Extra = 0 #/ft > > 0 0 0 Deflections > > LL = 0.03 in. = L / 2117 combined stress 0.75 (dead line load) . Number of DL = 0.04 in. = L / 1629 0.753 % Totals > 0 949 1305 pieces 1 TL = 0.07 in. = L / 921 Deflection control 1 roof Ct = 0.8 USE 6x6#2 grade = (df #2) min. bearing = 0.28 inches RB-6 beaml Uniformly loaded simple span joist, rafter or beam > > lam > > options: sawn, glb, tji, lam or steel 1-1-00 Span = 23.00 ft. T.A. = 552 sq. ft. 'lamprop Call Actual area sect Inertia width depth Fb > in. Ft > mount trib = 24.00 ft. Axial React. Momn't. Try > > 5x2Op 5.25x20 105.00 350.00 3500.0 5.25 20.00 2740 2740 L. L. = 20.0 psf >> 0 5523 31756 C(D) = 1.25 fvh = 132 psi fb= 2125 psi pa= 0 psi fa/F: 0.00 D.L. = 18.0 psf » 0 4971 28582 CM = 0.94 Fvh = 274 psi Fb= 2589 psi Pa= 2900 psi fb/F 0.82 Extra = 25 #/ft > > 0 288 1654 Deflections > > LL = 0.43 in.. = L / 639 combined stress 0.82 (dead line load) Number of DL = 0.41 in. = L / 671 0.821 % Totals > 0 10781 61992 pieces 1 TL = 0.84 in. = L / 327 Deflection control 1 roof Ct = 0.8 USE 5.25x20 PSL min. bearing = 3.16 inches RB-7 beams Uniformly loaded simple span joist, rafter or beam > > lam > > options: sawn, glb, tji, lam or steel 1-1-00 Span = 10.00 ft. T.A. = 240 sq. ft. lamprop Call Actual area sect . Inertia width depth Fb > in. Ft > mount trib = 24.00 ft. Axial React. Momn't. Try >> 5xl2p 5.25xl1 62.34 123.39 732.6 5.25 11.88 2903 2903 L. L. = 20.0 psf >> 0 2401 6003 CID) = 1.25 fvh = 90 psi fb= 1140 psi pa= 0 psi fa/F: 0.00 D.L. = 18.0 psf >> 0 2161 5403 C(f) = 1.00 Fvh = 290 psi Fb= 2907 psi Pa= 2900 psi fb/F 0.39 Extra = 25 #/ft > > 0 125 313 Deflections > > LL 0.07 in. =11 / 1627 combined stress 0.39 (dead line load) Number of DL = 0.07 in. = L / 1709 0.392 % Totals > 0 4687 11719 pieces 1 TL = 0.14 in. = L / 834 Deflection control 1 roof Ct = 0.8 USE 5.2501.875 PSL min. bearing = 1.37 inches 1 fi JOHNSON & NIELSEN ASSOCIATES Azur Kitchen Job # . 29-2169 "Ir».:Phone 641 Louise Drive 49 499 Eisenhower Drive _ _ _ _ by JV j, Palm Springs, California 92262 La Qumta, CA 92253 Date 01 /05/2009 760 322-0583 FAX 760 322-0593 ---- Peterson Architects ---- ---- ---- ---- _ Sheet of ---- ---- ---- ---- ---- ---------- > ver. 4-11-06 Current Load directory: wood Machine: Palm Springs Retrieve/Save drive = C: work dir = 29-2169 > wk4 Filespec: S:\J&N-.1\J&NCALC\WORK\29-2169\REVISI-1\VERT2.WK4 Load drive = C: filespec = vert 1 Anchorage of Adobe to Stud Wall Fp .Max ( .4Sds I Wp, .1 Wp, 400Sds I, Fmin.) Sds :1.0 1 = 1.0 Fmin. 280 plf 11" Adobe = 110 psf • l .4Sds I Wp = 0.4 Wp 44 psf x 12 sq. ft. 576 Ibs per anchor400Sds 1 = 400 plf x 4 lin. ft./ 5ar 32O Ibs per anchor Therefore; .4 Sds I Wp Governs Wall Studs Bracing Adobe Grid Line B - Between 1 & 2• BEAMO Variable loading on beam span .4Sds I Wp = 44 psf x 10 sq. ft. 440 Ibs per anchor WJ Peer) Left Main Right Enable Skip Loading of Cantilever live loads? 201, 601 8/27/01 Cant Span Cant yes = 1, no = 0 Area Floor Area Roof R Floor = R Floor = Rmax. _ 0.00 14.75 0.00 0 Skip disabled. 73.75 ft. 'sq. 368.75 ft. sq. -6.1 % ERR % 40 % "a" Loads @ "a" (wl or P) "b" Loads @ "b" ( w2 or P) Comments Live Dead Live Dead dist #/It. 0.00 0 0 14.75 0 0 Dist. Loads Lateral Loading point #. 2.50 0 440 2.50 0 440 Point Loads Anchorage Point Loads point #. 7.50 0 440 2.50 0 251 Point Loads Anchorage Point Loads point #. 0.00 0 0 14.75 0 0 Point Loads Anchorage Point Loads end resultsl Max. Moment @ 7.38 ft. Axial >>lam > > options: sawn, glb, tji, lam or steel Left Midspan Right Loading lamprop Call Actual area sect Inertia width depth Fb > L. L. D.L. L. L. D.L. L. L. D.L. Try > > 2x61 1.5x5.5 8.25 7.56 20.8 1.50 5.50 2605 Reaction: 0 954 = _ _ _ _ _ _ = 0 618 100 Ibs CID) = 1.33 fvh = 43 psi fb= 1524 psi pa= 0 psi Moment: 0 0 0 3842 -0 -0 0 ft*Ibs C(f) = 1.07 Fvh = 457 psi Fb= 2978 psi .Pa= 616 psi Deflectio 0.000 0.000 0.000 4.316 0.000 0.000 0 in. Deflections > > LL = 0.00 in. = L / * * * * * * * combined stress Number of DL = 1.08 in. = L / 164 > L/360 0.512 % Totals: Left Midspan Right pieces 4 TL = 1.08 in. = L / 164 > L/240 Deflection control Reaction 954 = _ _ = 618 Ibs 1 roof Moment 0 3842 -0 ft*Ibs quad 1.5x5.5 LSL min. bearing= 0.19 Deflectio 0.000 4.316 0.000 in. Ct = 0.8 Axial 100 Wall Studs Bracing Adobe Grid Line B Between 1 & 2 BEAMO Variable loading on beam span .4Sds I Wp = 44 psf x 10 sq. ft. 440 Ibs per anchor WJ Peer\ Left Main Right Enable Skip Loading of Cantilever live loads? 201, 601 8/27/01 Cant Span Cant yes = 1, no = 0 Area Floor Area Roof R Floor = R Floor = Rmax. _ 0.00 14.75 0.00 0 Skip disabled. 73.75 ft. sq. 368.75 ft. sq. -6.1 % ERR % 40 % "a" Loads @ "a" (wl or P) "b" Loads @ "b" (w2 or P) Comments Live Dead Live Dead dist #/ft. 0.00 0 0 14.75 0 0 Dist. Loads Lateral Loading point #. 2.50 0 440 2.50 0 440 Point Loads Anchorage. Point Loads point #. 7.50 0 440 2.50 0 251 Point Loads Anchorage Point Loads point #. 0.00 0 0 14.75 0 0 Point Loads Anchorage Point Loads end - resultsl Max. Moment @ 7.38 ft. Axial >>sawn > > options: sawn, glb, tji, lam or steel Left Midspan Right Loading sawnprol size grade area sect Inertia width depth Fb > L. L. D.L. L. L. D.L. L. L. D.L. Try > > 2x6ss set strucl • 8.25 7.56 20.8 1.50 5.50 1885 Reaction: 0 954 = _ _ _ _ _ _ = 0 618 100 Ibs C(D) _ 1.33 fvh = 43 psi fb = 1 524 psi fa = 0 psi Moment< 0 0 0 3842 -0 -0 0 ft*Ibs Ch = 1.25 Fvh = 126 psi Fb= 2006 psi Fa= 732 psi Deflectio 0.000 0.000 ' 0.000 3.635 0.000 0.000 0 in. Deflections > > LL = 0.00 in. = L / * * * * * * * combined stress Number of DL = 0.91 in. = L / 195 >L/360' 0.760 % Totals: Left Midspan Right pieces 4 TL = 0.91 in. = L / 195 >L/240 Deflection control Reaction 954 = _ _ = 618 Ibs 1 roof Moment 0 3842 -0 ft*Ibs quad 2x6ss grade = set struct min. beat 0.25 0.25 Deflectio 0.000 3.635 0.000 in. Ct = 0.8 Axial 100 Wall Studs Bracing Adobe Grid Line B Between 1 & 2 BEAMO Variable loading on beam span .4Sds I Wp = 44 psf x 10 sq. ft. 440 Ibs per anchor WJ Peer\ Left Main Right Enable Skip Loading of Cantilever live loads? 201, 601 8/27/01 Cant Span Cant yes = 1, no = O Area Floor Area Roof R Floor = R Floor = Rmax. _ 0.00 14.75 0.00 0 Skip disabled. 73.75 ft. sq. 368.75 ft. sq. -6.1 % ERR % 40 % a" Loads @ "a" (wl or P) "b" Loads @ "b" (w2 or P) Comments Live . Dead Live Dead dist #/ft. 0.00 0 0 14.75 0 0 Dist. Loads Lateral Loading point #. 2.50 0 440 2.50 0 440 Point Loads Anchorage Point Loads point #. 7.50 0- 440 2.50 0 251 Point Loads Anchorage Point Loads point #. 0.00 0 0 14.75 0 0 Point Loads Anchorage Point Loads end resultsl ) Max. Moment @ 7.38 ft. Axial >>sawn > > options: sawn, glb, tji, lam or steel Left Midspan Right Loading sawnprol size grade area sect Inertia width depth Fb > L. L. D.L. L. L. D.L. L. L. D.L. Try >> 4x6#1 (df #1) 19.25 17.65 48.5 3.50 5.50 1300 Reaction: MomentE Deflectio 0 0 0.000 954 = _ _ _ _ _ _ = 0 618 0 0 3842 -0 -0 0.000 0.000 1.741 0.000 0.000 100 Ibs CID) = 1.33 0 ft*Ibs Ch = 1.25 0 in. Deflections > > fvh = 37 psi fb= 1306 psi fa = 0 psi Fvh = 126 psi Fb= 1383 psi Fa = 655 psi LL = 0.00 in. = L /* * * * * * * combined stress • Number of DL = 0.87 in. = L / 203 > L/360 0.944 % Totals: Left Midspan Right pieces 2 TL = 0.87 in. = L / 203 > L/240 Deflection control Reaction 954 = _ _ = 618 lbs 1 roof Moment 0 3842 -0 ft*Ibs double 4x6#1 grade = (df #1) min. beat 0.22 0.22 Deflectio 0.000 1.741 0.000 in. Ct = 0.8 Axial 100 JOHNSON & NIELSEN ASSOCIATES Azur Kitchen Job # 29-2169 641 Louise Drive 49-499 Eisenhower Drive - by JV 10-1-Phone Palm Springs, California 92262 LaQuinta CA 92253 Date 01/05/2009 - 760 322-0583 FAX 760 322.0593 Peterson Architects _._.._.. Sheet of > ver. 4-11-06 Current Load directory: wood Machine: Palm Springs Retrieve/Save drive = C: work dir = 29-2169 > wk4 Filespec: S:\J&N-1\J&NCALC\WORK\29-2169\REVISI-1\VERT2.WK4 Load drive = C: filespec = vert 1 Wall Studs. Bracing Adobe Grid Line B Between 2 & 3 BEAMO Variable loading on beam span .4Sds I Wp = 44 psf x 10 sq. ft. 440 Ibs per anchor WJ Peer\ Left Main Right Enable Skip Loading of Cantilever live loads? 201, 601 8/27/01 Cant . Span Cant yes = 1, no = 0 Area Floor Area Roof R Floor = R Floor'-- Rmax. _ 0.00 15.00 0.00 0 Skip disabled. 75 ft. sq. 375 ft. sq. -6 % ERR % 40 % ..a" Loads @ "a" ( wl or P) "b" Loads @ "b" (w2 or P) Comments Live Dead Live Dead dist #/ft. 0.00 0 0 15.00 0 0 Dist. Loads Lateral Loading point #. 2.50 0 440 2.50 0 440 Point Loads Anchorage Point Loads point #. 7.50 0 440 2.50 0 440 Point Loads Anchorage Point Loads point #. 12.50 0 440 2.50 0 0 Point Loads Anchorage Point Loads end resultsl Max. Moment @ 7.50 ft. Axial >>lam > > options: sawn, glb, tji, lam or steel Left Midspan Right Loading lamprop Call Actual area sect Inertia width depth Fb > L. L. D.L. L. L. D.L. L. L. D.L. Try > > 2x6l 1.5x5.5 8.25 7.56 20.8 1.50 5.50 2605 Reaction: 0 1 100 = _ _ _ _ _ _ = 0 1 100 100 Ibs C(D) = 1.33 fvh. = 50 psi fb= 1964 psi pa = 0 psi Moment 0 0 0 4950 -0 0 0 ft"Ibs C(f) = 1.07 Fvh = 457 psi Fb= 2978 psi Pa= 596 psi Deflectio 0.000 0.000 0.000 5.891 0.000 0.000 0 in. Deflections > > LL = 0.00 in. = L /""""""" combined stress Number of DL = 1.47 in. = L / 122 > L/360 i 0.659 % Totals: Left Midspan Right - pieces 4 TL = 1.47 in. = L / 122 > L/240 Deflection control Reaction 1100 = _ _ = 1100 Ibs 1 roof Moment 0 4950 -0 ft"Ibs quad 1.5x5.5 LSL min. bearing = 0.22 Deflectio 0.000 5.891 0.000 in. Ct = 0.8 Axial ' 100 Wall Studs Bracing Adobe Grid Line B Between 2 & 3 BEAMO Variable loading on beam span .4Sds I Wp = ` 44 psf x 10 sq. ft. WJ Peer\ Left Main Right Enable Skip Loading of Cantilever live loads? 201, 601 8/27/01 Cant Span Cant yes = 1, no = 0 ' Area Floor . Area Roof 0.00 15.00 0.00 0 Skip disabled. 75 ft. sq. 375 ft. sq. "a" Loads @ "a" ( wl or P) "b" Loads @ "b" (w2 or P) Live Dead Live Dead dist #/It. 0.00 0 0 15.00 0 0 Dist. Loads point #. 2.50 0 440 2.50 0 440 Point Loads point #. 7.50 0 440 2.50 0 440 Point Loads point #. 12.50 0 440 2.50 0 0 Point Loads end resultsl Max. Moment @ 7.50 ft. Axial Left Midspan Right Loading L. L.. D.L. L. L. D.L. L. L. D.L. Reaction: 0 1 100 = = = = = = = = 0 1 100 100 Ibs Moment: 0 0 0 4950 -0 0 0 ft"Ibs Deflectio 0.000 0.000 0.000 4.961 0.000 0.000 0 in. Totals: Left Midspan Right Reaction 1 100 = = = = 1 100 Ibs Moment 0 4950 -0 ft"Ibs Deflectio 0.000 4.961 0.000 in. Axial 100 440 Ibs per anchor R Floor = R Floor = Rmax. = -6 % ERR% 40% Comments Lateral Loading Anchorage Point Loads Anchorage Point Loads Anchorage Point Loads >>sawn > > options: sawn, glb, tji, lam or steel sawnprol size grade area . sect Inertia width depth Fb > Try > > 2x6ss set struc: 8.25 7.56 20.8 1.50 . 5.50 1885 C(D) = 1.33 fvh = 50 psi ' fb= 1964 psi fa = 0 psi Ch = 1.25 Fvh = 126 psi Fb= 2006 psi Fa= 708 psi Deflections > > LL = 0.00 in. = L /*****" combined stress Number of DL = 1.24 in. = L / 145 > L/360 0.979 % pieces 4 TL = 1.24 in. = L / 145 > L/240 Deflection control 1 roof quad' 2x6ss grade = sel struct min. beat 0.29 0.29 Ct = 0.8 Wall Studs Bracing Adobe Grid Line B Between 2 & 3' BEAMO Variable loading on beam span .4Sds I Wp = 44 psf x 10 sq. ft. WJ Peer\ Left Main Right Enable Skip Loading of Cantilever live loads? 201, 601 8/27/01 Cant Span Cant yes = 1, no = 0 Area Floor Area Roof 0.00 15.00 0.00 0 Skip disabled. 75 ft. sq. 375 ft. sq. ..a" Loads @ "a" (wl or P) "b" Loads @ "b" ( w2 or P) Live Dead Live Dead dist #/It. 0.00 0 0 15.00 0 0 Dist. Loads point #. 2.50 0 440 2.50 0 440 Point Loads point #. 7.50 0 440 2.50 0 440 Point Loads point #. 12.50 0 440 2.50 0 0 Point Loads end resultsl Max. Moment @ 7.50 ft. Axial Left Midspan Right Loading L. L. D.L. L. L. D.L. L. L. D.L. Totals: Left Midspan Right Reaction 1 100 = = = = 1100 Ibs Moment 0 4950 -0 ft"Ibs Deflectio 0.000 2.126 0.000 in. Axial 100 100 440 Ibs per anchor R Floor = R Floor = Rmax. = -6 % ERR% 40% Comments Lateral Loading Anchorage Point Loads Anchorage Point Loads Anchorage Point Loads >>sawn > > options: sawn, glb, tji, lam or steel sawnprol size ' grade area sect Inertia width depth Fb > Try > > 4x6ss set struc, 19.25 17.65 48.5 3.50 5.50 1885 CID) = 1.33 fvh = 43 psi fb= 1683 psi fa= 0 psi Ch = 1.25 Fvh = 126 psi Fb= 2006 psi Fa= 708 psi Deflections > > LL' = 6.00 in. = L /""""""" combined stress Number of DL = 1.06 in. = L / 169 > L/360 0.839 % pieces 2 TL = 1.06 in. = L / 169 > L/240 Deflection control 1 roof double 4x6ss grade = sel struct min. beat 0.25 0.25 Ct = 0.8 JOHNSON & NIELSEN ASSOCIATES Azur Kitchen Job # 29-2169 641 Louise Drive _ 49-499 Eisenhower Drive _ by JV Palm Springs, California 92262 La Quinta, CA 92253j;-- Date 01 /05/2009 ..-JPhone 760 322-0583 FAX 760 322-0593 --- ---- ---- ---- ---- ---- _ Peterson Architects ---- ---- ---- ---- Sheet ---- ---- ---- ---- to of ---------- > ver. 4-11-06 Current Load directory: wood Machine: Palm Springs Retrieve/Save drive = C: work dir = 29-2169 > wk4 Filespec: S:\J&N-1\J&NCALC\WORK\29-2169\REVISI-1\VERT2.WK4 Load drive = C: filespec = vert 1 Blocking at Adobe Grid Line B beam8 Beam - two uniform loads.seperated by a point load 7-1-05 . Span = 1.33 ft. a 0.665 ft. v=DC( 0.665 ft. Mount/V loads > > w1 P w2 ` T.A. = 6.7 sf. trib= 5 ---- 5 L. L. = 20.0 psf 100 0 100 D.L. = 18.0 psf 90 440 90 extra 30 Axial R1 Momn't. R2 L. L. = 0 67 22 67 D.L. = 0 280 166 280 extra 0_ 20 7 20 ' Totals 0 366 195 366 Roof Anchorage of Adobe Grid Line B Wall Anchorage @ each Double Stud to Roof Diaphragm r > > sawn > > options: sawn, glb, tji, lam or steel sawnprol size grade area sect Inertia width depth Fb > in. Ft > Try >> 4x4#2 (df #2) 12.25 7.15, 12.5 3.50 3.50 1313 863 C(D) = 1.25 fvh = 37 psi fb= 327 psi fa = 0 psi fa/F: 0.00 Ch = 1.25 Fvh = 119 psi Fb= 1313 psi Fa = 1495 psi fb/F 0.25 Deflections > > LL = , 0.00 in. = L / 45324 combined stress 0.25 Number of DL = 0.04 in: = L / 415 0.249 % pieces 1 TL = 0.04 in. = L / 412 Deflection control 1 roof USE 4x4#2 grade = (df #2) min. bearing = 0.17 inches Ct = 0.8 1100 Ibs 183 # /ft. 6.00 ft. out from wall Wall Studs Bracing Adobe Grid Line F Between 1 & 2 BEAMO Variable loading on beam span .4Sds I Wp = 44 psf x 10 sq. ft. WJ Peert Left Main Right Enable Skip Loading of Cantilever live loads? 201, 601 8/27/01 Cant Span Cant yes = 1, no = 0 Area Floor Area Roof 0.00 14.75 0.00 0 Skip disabled. 73.75 ft. sq. 368.75 ft. sq. "W Loads @ "a" ( wt or P) "b" Loads @ "b" ( w2 or P) Live Dead Live Dead dist #/ft. 0.00 0 0 14.75 0 0 Dist. Loads point #. 2.50 0 440 2.50 0 440 Point Loads point #. 7.50 0 440 2.50 0 440 Point Loads point #. 12.50 0 440 2.25 0 0 Point Loads end resultsl Max. Moment @ 7.38 ft. Axial Left Midspan Right Loading L. L. D.L. L. L. D.L. L. L. D.L. Reaction: 0 1081 = = = = = = = = 0 1119 100 Ibs Moment. 0 0 0 4785 -0 0 0 ft*Ibs Deflectio 0.000 0.000 0.000 5.539 0.000 0.000 0 in. Totals: Left Midspan Right Reaction 1081 = = = = 1119 Ibs Moment 0 4785 0 ft*Ibs Deflectio 0.000 5.539 0.000 in. Axial 100 440 Ibs per anchor R Floor = R Floor = Rmax. = -6.1 '% ERR % 40 % Comments Lateral Loading Anchorage Point Loads Anchorage Point Loads Anchorage Point Loads >> lam > > options: sawn, glb, tji, lam or steel lamprop Call Actual area sect Inertia width depth Fb > Try > > 2x6l 1.5x5.5 8.25 7.56 20.8 1.50 5.56 2605 C(D) = 1.33 fvh = 49 psi fb= 1898 psi pa "= 0 psi C(f) = 1.07 Fvh = 457 psi Fb = 2978 psi Pa = 616 psi Deflections > > LL = 0.00 in. = L / ` * * * * * * combined stress Number of DL = 1.38 in. = L / 128 >L/360 0.637 % pieces 4 TL = 1.38 in. = L / 128 > L/246 Deflection control 1 roof quad 1.5x5.5 LSL min. bearing = 0.22 Ct = 0.8 Wall Studs Bracing Adobe Grid Line F Between 1 & 2 BEAMO Variable loading on beam span .4Sds I Wp = 44 psf x 10 sq. ft. 440 Ibs per anchor WJ Peer) Left Main Right Enable Skip Loading of Cantilever live loads? 201, 601 8/27/01 Cant Span Cant yes = 1, no = 0 Area Floor Area Roof R Floor = R Floor = Rmax. _ 0.00 14.75 0.00 0 Skip disabled. 73.75 ft. sq. 368.75 ft. sq. -6.1 % ERR % 40 % "a" Loads @ "a" (wt or P) "b" Loads @ "b" (w2 or P) Comments Live Dead Live Dead dist #/ft. 0.00 0 0 14.75 0 0 Dist. Loads Lateral Loading point #. 2.50 0 440 2.50 0 440 Point Loads Anchorage Point Loads point #. 7.50 0 440 2.50 0 440 Point Loads Anchorage Point Loads point #. 12.50 0 440 2.25 0 0 Point Loads Anchorage Point Loads end results- Max. Moment @ 7.38 ft. Axial >>sawn . > > options: sawn, glb, tji, lam or steel Left Midspan Right Loading sawnprol size grade area sect Inertia width depth Fb > L. L. D.L. L. L. D.L. L. L. D.L. Try > > 2x6ss sel strut; 8.25 7.56 20.8 1.50 5.50 1885 Reaction: . 0 1081 = = _ _ _ _ _ -- 0 11119 100 Ibs C(D) = 1.33 fvh = 49 psi fb = 1898 psi fa'= 0 psi Moment: 0 0 0 4785 -0 1 0 0 ft*Ibs Ch = 1.25 Fvh = 126 psi Fb= 2006 psi Fa= 732 psi Deflectio 0.000 0.000 / 0.000 4.664 0.000 0.000 0 in. Deflections > > LL = 0.00 in. = L /* * * * `* ` combined stress Number of DL = 1.17 in. = L / 152 > L/360 0.946 % Totals: Left Midspan Right pieces 4 TL = 1.17 in. = L / 152 > L/240 Deflection control Reaction 1081 = = = = 1119 Ibs 1 roof Moment. 0 4785 0 ft*Ibs quad 2x6ss grade = sel struct min. beat 0.29 0.29 Deflectio 0.000 4.664 0.000 in. Ct = 0.8 Axial 100 L JOHNSON & NIELSEN ASSOCIATES Azur Kitchen Job # 29-2169 641 Louise Drive 49 4. Eisenhower Drive - - by JV � Palm Springs, California 92262 La Quints, CA 92253 _ . , , � _ _ _ Date 01 /05/2009 _ - --- - . Phone 760 322-0583 FAX 760 322-0593 --- ---- ---- ---- -Peterson Architects ---- ---- ---- ---- ---- ---- ---- ---- Sheet of ---- > ver. 4-11-06 Current Load directory: wood Machine: Palm Springs Retrieve/Save drive = C: work dir 29-2169 - > wk4 Filespec: S:\J&N-1\J&NCALC\WORK\29-2169\REVISI-1\VERT2.WK4 Load drive = C: filespec = vert 1 Wall Studs Bracing Adobe Grid Line F Between @ 3 BEAMO Variable loading on beam span .4Sds I Wp = 44 psf x 10 sq. ft. ( 440 Ibs per anchor WJ Peer) Left Main Right Enable Skip Loading of Cantilever live loads? 201, 601 a 8/27/01 Cant Span Cant yes = 1, no = 0 Area Floor Area Roof R Floor = R Floor = Rmax. _ 0.00 15.00 0.00 0 Skip disabled. 75 ft. sq. 375 ft. sq. -6 % ERR % 40 % "a" Loads @ "a" (w- or P) "b" Loads @ "b" ( w2 or P) Comments Live Dead Live Dead dist #/ft. 0.00 0 0 15.00 0 0 Dist. Loads Lateral Loading point #. 2.50 0 440 2.50 0 440 Point Loads Anchorage Point Loads point #. 7.50 0 440 2.50 0 440 Point Loads Anchorage Point Loads point #. 12.50 0 440 2.50 0` 0 Point Loads Anchorage Point Loads end resultsl Max. Moment @ 7.50 ft. Axial >>lam > > options: sawn, glb, tji, lam or steel Left Midspan Right Loading lamprop Call Actual area sect Inertia width depth Fb > L. L. D.L. L. L. D.L. L. L. D.L. Try > > 2x61 1 .5x5.5 8.25 7.56 20.8 1.50 5.50 2605 Reaction: 0 1100 = = = = = = = = 0 1100 .100 Ibs C(D) = 1.33 fvh = 50 psi fb= 1964 psi pa= 0 psi Moment: 0 0 0 4950 -0 0 0 ft*Ibs C(f) = 1.07 Fvh = 457 psi Fb= 2978 psi Pa= 596 psi Deflectio 0.000 0.000 0.000 5.891 0.000 0.000 0 in. Deflections > > LL = 0.00 in. = L / * * * * ... combined stress Number of DL = 1.47 in. = L I 122 > L/360 0.659 % Totals: Left Midspan Right pieces 4 TL = 1.47 in. = L I 122 > L/240 Deflection control Reaction 1 100 = = = = 1 100 Ibs 1 roof Moment 0 4950 -0 ft"Ibs quad 1.5x5.5 LSL min. bearing = 0.22 Deflectio 0.000 5.891 0.000 in. Ct = 0.8 Axial 100 Wall Studs Bracing Adobe Grid Line F Between @ 3 & Betwe 3 & 4 BEAMO Variable loading on beam span .4Sds I Wp = 44 psf x 10 sq. ft. 440 Ibs per anchor WJ Peer\ Left Main Right Enable Skip Loading of Cantilever live loads? 201, 601 8/27/01 Cant Span Cant yes = 1, no = 0 Area Floor Area Roof R Floor = R Floor = Rmax. _ 0.00 15.00 0.00 0 Skip disabled. 75 ft. sq. 375 ft. sq. -6 % ERR % 40 % "a" Loads @ "a" (w- or P) °b" ' Loads @ °b" ( w2 or P) Comments Live Dead Live Dead dist #/ft. 0.00 0 0 15.00 0 0 Dist. Loads Lateral Loading point #. 2.50 0 440 2.50 0 440 Point Loads Anchorage Point Loads point #. 7.50 0 440 2.50 0 440 Point Loads Anchorage Point Loads point #. 12.50 0 440 2.50 0 0 Point Loads Anchorage Point Loads end results- Max. Moment @ 7.50 ft. Axial >>sawn > > options: sawn, glb, tji, lam or steel Left Midspan Right Loading sawnprol size grade area sect Inertia width depth Fb > L. L. D.L. L. L. D.L. L. L. D.L. Try > > 2x6ss sel struc; 8.25 7.56 20.8 1.50 5.50 1885 Reaction: 0 1100 = = = = = = = = 0 1100 100 Ibs C(D) = 1.33 fvh = 50 psi fb= 1964 psi fa = . 0 psi Moment: 0 0 0 4950 -0 0 0 ft*Ibs Ch = 1.25 Fvh = 126 psi Fb= 2006 psi Fa = 708 psi Deflectio 0.000 0.000 0.000 4.961 0.000 0.000 0 in. Deflections >> LL = 0.00 in. = L I""""*** combined stress Number of DL = 1.24 in. = L I 145 > L/360 0.979 % Totals: Left Midspan Right pieces 4 TL = 1.24 in. = L / 145 >L/240 Deflection control Reaction 1 100 = = = = 1 100 Ibs 1 roof Moment 0 4950 -0 ft*Ibs quad 2x6ss grade = set struct min. beat 0.29 0.29 Deflectio 0.000 4.961 0.000 in. Ct = 0.8 Axial 100 Wall Studs Bracing Adobe Grid Line F Between @ 3 & Betwe 3 & 4 BEAMO Variable loading on beam span .4Sds I Wp = 44 psf x 10 sq. ft. 440 Ibs per anchor WJ Peer) Left Main Right Enable Skip Loading of Cantilever live loads? 201, 601 8/27/01 Cant Span Cant yes = 1, no = 0 Area Floor Area Roof R Floor = R Floor = Rmax. _ 0.00 15.00 0.00 0 Skip disabled. 75 ft. sq. 375 ft. sq. -6 % ERR % 40 % "a" Loads @ "a" (w- or P) "b" Loads @ "b" ( w2 or P) Comments Live Dead Live Dead dist #/ft. 0.00 0 0 15.00 0 0 Dist. Loads Lateral Loading point #. 2.50 0 440 2.50 0 440 Point Loads Anchorage Point Loads point #. 7.50 0 440 _ 2.50 0 440 Point Loads Anchorage Point Loads point #. 12.50 0 440 2.50 0 0 Point Loads Anchorage Point Loads end resultsl Max. Moment @ 7.50 ft. Axial >>sawn > > options: sawn, glb, tji, lam or steel Left Midspan Right Loading' sawnprol size grade area sect Inertia width depth Fb > L. L. D.L. L. L. D.L. L. L. D.L. Try > > 4x6ss set struct 19.25 17.65 48.5 3.50 5.50 1885 Reaction: 0 1100 = = = = = = = = 0 '1100 100 Ibs C(D) = 1.33 fvh = 43 psi fb= 1683 psi fa= 0 psi Moment< 0 0 0 4950 -0 0 0 ft*Ibs Ch = 1.25 Fvh = 126 psi Fb= 2006 psi Fa= 708 psi Deflectio 0.000 0.000 0.000 2.126 0.000 0.000 0 in. Deflections > > LL = 0.00 in. = L /* "* * * * * combined stress Number of DL = 1.06 in. = L / 169 >L/360 0.839 % Totals: Left Midspan Right pieces 2 TL = 1.06 in. = L / 169 >L/240 Deflection control Reaction 1 100 = = = = 1 100 Ibs 1 roof Moment 0 4950 -0 ft*Ibs double 4x6ss grade = set struct min. beat 0.25 0.25 Deflectio 0.000 2.126 0.000 in. Ct = 0.8 Axial 100 T JOHNSON & NIELSEN ASSOCIATES Azur . Kitchen ._ _. _. Job # 29-2169 641 Louise Drive 49-499 Eisenhower Dnve by JV Palm Springs, California 92262 La Quinta CA 92253 .. Date 01 /05/2009 - Phone 760 322-0583 FAX 760 322-0593 .Peterson Architects Sheet 12 of > ver. --- ---- ---- ---- ---- 4-11-06 Current Load directory: wood ---- ---- ---- ---- ---- Machine: Palm Springs ---- ---- ---- ---- Retrieve/Save drive = -------------- C: work dir = 29-2169 > wk4 Filespec: S:\J&N-1\J&NCALC\WORK\29-2169\REVISI-1\VERT2.WK4 Load drive = C: filespec = vert 1 Blocking at Adobe Grid Line F beam8 Beam - two uniform loads seperated by a point load > > sawn > > options: sawn, glb, tji, lam or steel 7-1-05 Span = 1.33 ft. a 0.665 ft. v=0< 0.665 ft. sawnprol size grade area sect Inertia width depth Fb > in, Ff > Mount/V loads > > w1 P w2 Try > > 4x4#2 (df #2) 12.25 7.15 12.5 3.50 3.50 1313 863 T.A. = 6.7 sf. trib= 5 ---- 5 C(D) _ 1.25 fvh = 37 psi fb=. 327 psi fa = 0 psi fa/F: 0.00 L. L. = 20.0 psf 100 0 100 Ch = 1.25 Fvh = 119 psi Fb= 1313 psi Fa = 1495 psi fb/F 0.25 D.L. = 18.0 psf 90 440 90 Deflections'> > LL = 0.00 in. = L / .45324 combined stress 0.25 extra •30 Axial R1 Momnnt. R2 Number of DL = 0.04 in. = L / 415 0.249 % L. L. = 0 67 22 67 pieces 1 .TL = 0.04 in. = L / , 412 Deflection control D1. = 0 280 166 280 1 roof extra 0 20 7. _20. USE 4x4#2 grade = (df #2) min. bearing= 0.17 inches Totals 0 366 195 366 Ct = 0.8 Roof Anchorage of Adobe Grid Line F Wall Anchorage @ each Double Stud to Roof Diaphragm 1 100 Ibs 183 # /ft. 6.00 ft. out from wall Wall Studs Bracing Adobe Grid Line 4 Between B & F BEAMO Variable loading on beam span .4Sds I Wp = 44 psf x 10 sq. ft. 440 Ibs per anchor WJ Peer\ Left Main Right Enable Skip Loading of Cantilever live loads? 201, 601 8/27/61 Cant Span Cant yes = 1, no = 0 Area Floor Area Roof R Floor = R Floor = Rmax. _ 0.00 10.00 0.00 0 Skip disabled. 50 ft. sq. 250 ft. sq. -8 % ERR % 40 % Loads @ "a" ( wi or P) "b" Loads @ "b" ( w2 or P) Comments Live Dead Live Dead dist #/ft. 0.00 0 0 10.00 0 0 Dist. Loads Lateral Loading point #. 2:50 0 440 2.50 0 440 Point Loads Anchorage Point Loads point #. 7.50 0 440 2.00 0 440 Point Loads Anchorage Point Loads point #. 12.50 0 0 15.00 0 0 Point Loads Anchorage Point Loads point #. 17.50 0 0 15,00 0 0 Point Loads Anchorage Point Loads end resultsl Max. Moment @ 5.00 ft. Axial »sawn > > options: sawn, glb, tji, lam or steel Left Midspan Right Loading sawnprol size grade area sect Inertia width depth Fb > L. L. -D.L. L. L. D.L. L. L. D.L. Try >> 2x6#1 (df #1) 8.25 7.56 20.8 1.50 5.50 1300 Reaction: -0 682 = = = = = = =- 0 1078 100 Ibs C(D) = 1.33 fvh = 31 psi fb = 916 psi fa = 0 psi Moments 0 0 -0 2310 -0 -0 0 ft"Ibs Ch = 1.25 Fvh = 126 psi Fb= 1383 psi Fa= 1425 psi Deflectio 0.000 0.000 -0.000 1.131 0.000 0.000 0 in. Deflections > > LL = -0.00 in. = L /* * * * * * * > L/360 combined stress Number of DL = 0.28 in. = L / 424 0.662 % Totals: Left Midspan Right pieces 4 TL = 0.28 in. = L / 424 Deflection control Reaction 682 = = = = 1078 Ibs 1 roof Moment 0 2310 -0 ft*Ibs quad 2x6#1 grade = (df #1) min. beat 0.18 0.18 Deflectio 0.000 1.131 0.000 in. Ct = 0.8 Axial 100 Blocking at Adobe Grid Line 4 same as Grid Line B & F Roof Anchorage of Adobe Grid Line 4 Wall Anchorage @ each Double Stud to Roof Diaphragm 539 Ibs 39 # /ft. 14.00 ft. out from wall JOHNSON & NIELSEN ASSOCIATES Azur Kitchen Job # 29-2169 Fir.... 641 Louise Drive Palm Springs, California 92262 49-499 Eisenhower Drive La Quinta, CA 92253 by Date * Y JV ,Phone 760 322-0583 FAX 760 322-0593 Peterson Architects Sheet `3 of > ver: 8/1/06 Machine:Palm Springs work dir = 29-2169 > wk4 Filespec: S:\J&N-1\J&NCALC\WORK\29-2169\FOOTIN-1.WI filesp'ec = footings wallftg Max. AIIowSoil Pressure= 1.00 Ksf 1.00 Ksf sq_ftg Pad Footing RB- 1 & 2 Wall Line 1 F'c = 2.5 ksi - r . - portion unit wt.( (_ psf)_ trib_. length( ft.) load/ ft. (plf) Fs = 22 ksi roof deal 18 I 16.5 297 Fa soil = 1.0 ksf 0.760 ksf OK `roof live' 20 16.5 330 ; P = 12.162 kips> > i 12.16 s.f. Lwall I 8.8 i 20 1760 Footing 4 ft/side' 1.25 ft. _ total w = 2387 plf thicknes: 18 in. > > t 14.5 in. Footing width= 2.39 ft Column 5 in. square Fv punch 0.175 ksi 0.009 ksi OK 1380 sq. in. !Use: 3'-0" ft wide cont. ftg. j Fv shear 0.055 ksi 0.005 ksi OK 720 sq. in. Moment 24.3 ft. kips As = 1.08 sq. in. E. W. 4 - # 5's E. W. Use: 4'-0" ft. square ftg. x 18" deep Pad Footing RB- 2 & 3 F'c = 2 ksi Fs = 22 ksi Fa soil = 1.0 ksf 0.842 ksf OK P = 13.475 kips>>i 13.48 s.f. Footing 4 ft/side 1.25 ft. thicknes: 18 in. > > t 14.5 in. Column 5 in. square Fv punch 0.157 ksi 0.010 ksi OK 1380 sq. in. Fv shear 0.049 ksi 0.006 ksi OK 720 sq. in. Moment 27.0 ft. kips A s = 1.19 sq. in. E. W. 4 - # 5's E. W. ;Use: 4'-V ft. square ftg. x 18" deep j Pad Footing RB-1 F'c = 2 ksi Fs = 22 ksi Fa soil = 1.0 ksf 0.584 ksf OK P = 5.3 kips>>i 5.25 s.f. Footing 3 ft/side 0.75 ft. thicknes: 18 in. > > t 14.5 in. Column 5 in. square Fv punch 0.157 ksi 0.004 ksi OK 1380, sq. in. Fv shear 0.049 ksi 0.002 ksi OK 540 sq. in. Moment 7.9 ft. kips As = 0.35 sq. in. E. W. 2 - # 5's E. W. Use: 6'-0" ft. x 2'-6" ftg. x 12" deep Pad Footing RB-5 F'c = 2 ksi Fs = 22 ksi Fa soil = 1.0 ksf 0.674 ksf OK P = 10.8 kips>>i 10.78 s.f. Footing .4 ft/side 1.25 ft. thicknes: 18 in. > > t, 14.5 in. Column 5 in. square Fv punch 0.157 ksi 0.008 ks! OK 1380 sq. in. Fv shear 0.049 ksi 0.005 ksi OK 720 sq. in. Moment 21.6 ft. kips As = 0.95 sq. in. E. W. 4 - # 5's E. W. Use: ' 8'-6" ft. x 2'-6" ftg. x 12" deep Wall Line 'portion junit wt.( psf) jtrib. length( ft.) load/ ft. (plf) Iroof ; 20 0 0 !floor 40 0 0 wall �- • - 15. _._ __-_._ _. 0 0 total w = 0 plf Footing width = 0.00 ft [Use:-, 1'-0.. ft wide cont. ftg. j Wall Line Iportion (unit wt.( psf) tri_b. leg_ gth( ft.) Toad/ ft. (plf) roof 1 40 0 0 Iwo 15 0 !. ...0 total w = 0 plf Footing width = 0.00 ft Use: 1'-0.. ft wide cont. ftg. j s Wall Line portion -!unit wt.( psf) _,trib. length( ft.) .load/ ft. (plf) -:.. _ .. _.._ ... roof I ' 40 0 0 [wall 15 I 0 I 0 total w = 0 plf Footing width = • 0.00 ft jUse: 1'-0" ft wide cont. ftg. j N TerraServer Image Courtesy of the USGS age i of 1 L 7 Send To Printer- Back To TerraServer ?' -'Change to tixl7 Print Size Show'G rid- Li nesChange to Landscape F` Pn 15 'Conterminous 48 States 2005 ASCE 7 Standard Latitude = 33.68822 Longitude =-116.31057 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0 ,Fv = 1.0 Data are based on a 0.01 deg grid spacing Period Sa (sec) (9) 0.2 1.500 (Ss, Site Class B) 1.0 0.600 (S1, Site Class B) Conterminous 48 States 2005 ASCE 7 Standard Latitude = 33.68822 Longitude =-116.31057 Spectral Response Accelerations SMs and SM1 SMs =Fax Ss and SM1 =FvxS1 Site Class D - Fa = 1.0 ,Fv = 1.5 Period Sa (sec) (g) .0.2 1.500 (SMs, Site Class D) 1.0 0.900 (SM1, Site Class D) Conterminous 48 States 2005 ASCE- 7 Standard Latitude = 33.68822 Longitude =-116.31057 Design Spectral Response Accelerations SDs and SD1 SDs = 2/3 x SMs and SD1 = 2/3 x SM1 Site Class D - Fa = 1.0 , Fv = 1.5 Period Sa (sec) (g) 0.2 1.000 (SDs, Site Class D) 1.0 0.600 (SD1, Site Class D) . JOHNSON & NIELSEN ASSOCIATES Azur Kitchen Job # 29-2169 647 North Main St. Suite 4B 49-499 Eisenhower Drive by JV JJ'_ Riverside, California 92501 La Quinta, CA 92253 Date 01/05/2009 Phone951-686-5122 FAX951-686-6752 Peterson Architects.. Sheet of > ver. 10-7-08 Retrieve/Save drive = . C: work dir = 29-2169 > wk4 Filespec: S:\J&N-1\J&NCALC\WORK\29-2169\08WDLA-3.WK4 Load drive,= C: filespec = 08WdLat Frisch/Venuti . 10-7-08/1LATERAL ANALYSIS Allowable Stress Design Governing Code: CBC 2007 (CBC, DSA, LA) Seismic Force Site Class = D ;(IBC Chapter 20) or Soils Report Approx. Period = Ta = 0.1891 sec TL = 8 Fig. 22-1: Occupancy Catagory = II ;(Tablet-1 Roman Numerfas ct = 0.02 jTable 12.8-2 T = Importance Factor = 1.00 i(Table11.5-1) ; x = 0.75 :Table 12.8-2 R value = 4.5 i(table12.2-1) A. Bearing Wall 13. h = 20.00 ft. (? _ 2.5 'Footnote g. Cd = 4 (table12.2-1) A. Bearing Wall 13. Rho Factor = p= 1.00 (Sec. 12.3.4.2.a.) Complies with Table 12.3-3 for Shear Walls j y Structure is regular, irregular ? Regular From USGS web site = http://earthquake.usgs.gov/research/hazmaps/design/ Java Ground Motion Parameter Calculator - Version 5.0.8 Short Period Accel (Ss) 1 Second Acc el (S1). Mapped Spectral Acc = Ss = j 1.500. _USGS Haz Map S1 = 0.600 (USGS Haz Map Site Coefficients = Fa = 1.0 (Table 11.4-1) Fv = 1.5 (Table 11.4-21) Seismic Design Catagory= SDC - Short Period D (Table 11._6-1) SDC - 1 Sec. Period D (Table 11.6-2) i _ Max. Considered EQ (MCE) = Sms = Fa'Ss 1.50 Sm1 = Fv'S1 0.90 Design Spectral Acc = Sds = (2/3)'Sms = _1.000 Sd1 = (2/3)'Sm1 0.600 Equivalent Lateral Force Procedure Sec 12.8 Cs max. = IF Ta<TL = Sd1 / (Ta'( R/I )) = 0.705 Cs max. = IF TL>=Ta = Sd1 `TL / (TaA2'( R/1 )) = N/A Cs = Sds / ( R/I ) = 0.222 Cs min. = IF S1>=0.6 = 0.5'S1 / ( R/I) = 0.010 ROOF DIAPHGRAM AREA 1 Wind Force: Method 1 - Simplified Proceedure P = lambda Kzt I p30" Wind Speed: V = , 85 mph (Sect. 1609.3) Importance Factor = 1.00 Surface Roughness = C_ „(Sect. 1609.4.2) Exposure Category = ; C (Sect. 1609.4.3) Max. Height.(mean) •= _ 17.25 ft Ht. & Exp. Adjust. Coeff: 1 = 1.21 Topographic Factor: Kzt =; 1.00,(ASCE7-05 Sect. 6.5.7) V = Cs'W = 0.222 W Strength Level Design V = Cs'W = 0.159 W ASD Design Rise/Run = "X" / 12 Rigid Structure 5.29 Roof Slope: ; 1.789� 51 deg Rise ft.[ 0,37 Design Wind Pressure: ( Horizontal Pressure Vertical Pressure Overhang ps = lambda*Kzt*l*ps30 = Zone A ' B C_ ' D E F G H Eoh Goh a varible 1.92 ft. Tranverse 13.9 i -7.1 9.2 -4.2 -16.7 -9.4 -11.6 ; -7.4 -23.4 -18.3 , 4.8 ft. _ 6.9 ft. Trib. Area 200.1 j 75.9 696.0 188.1 430 i 430 1066 ' 1066 I 0.00 0.00 a = 6.9 ft. Force I 944 0 6400 0 -7181 -4059 -12381 -7867 0 0 3.0 Longitudinal 13.9 .9.2 ! -16.7 -9.4 j _ 11.6 -7.4 _ 23.4 i -18.3 Trib. Area, 203.1 I 934.1 1 331 331_ j i 1165 j 0.00 i 0.00 Force; 958 8590 ,1165 -5530 -3126 -13529 -8597 0 Oj ROOF DIAPHGRAM 1 Plan Dimensions in "Y" Direction = 62.33 ft. Y Direction Roof Loadings -Transverse Plan Dimensions in "X" Direction = i 48:00 eft. T Total Wind = 6400 # = 133 # / ft. Roof Rise (Plt to Ridge)/ Parapet Ht = 5.50 'ft. 0 Total Seismic = 19169 # = 399 # / ft. governs Roof Overhang Width = Y = i 0.00 ift. X = 0.00'ft. Sill to Top Plate Height = 14.50 ;ft. X direction roof loadings -Longitudinal Abobe Walls = 2 (each direction) L Total Wind = 8590 # = 138 # / ft. Roof Tributary Area = 2991.8 sq.ft. Total Seismic = 21687 # = 348 # / ft. governs Roof Dead Load =' 20.0 psi 59837 # total Avg. Ext. Wall DL s 88.0 psi 69934 # total (both directions) minus = 368 sq. ft. Avg. Ext. Wall DL: 100.0 ,psi 52200 # total (both directions) Ab= 2992 sq.ft. x%1 0.88 1= 550 sq. it. Mech Units DL = . 7790 # 7790 # total Total Mass 189761 # Use diaphragm type A Diaphragm Edge Shear = V(ydir)= 9584 # USE 5/8 CDX Plywood or O.S.B. Sheathing v(ydir)= 154 plf v diaph = - - - - - - : 226 #/ ft. V(xdir)= 10843 # Nailing: Boundary 10d @ 6 " o.c. v(xdir)= 226 plf Edge- 10d @ 6 " o.c. Field- 10d @ 12 " o.c. Chord Force = F(ydir)= 1845 # Framing: 2x v allow= 320 #/ft. F(xdir)= 3520 # Blocking es JOHNSON & NIELSEN ASSOCIATES Azur Kitchen Job # 29-2169 647 North Main St. Suite 4B 49-499 Eisenhower Drive by JV Riverside, California 92501 La Quinta, CA 92253 Date 01/05/2009 - Phone 951-686-5122 FAX 951-686-6752 Peterson Architects Sheet L2. of > ver. 10-7-08 Retrieve/Save drive = C: . work dir = 29-2169 > wk4 Filespec: S:\J&N-1\J&NCALC\WORK\29-2169\08WDLA-3.WK4 Load drive = C: flespec= 08WdLat ROOF DIAPHGRAM AREA 2 Wind Force: Method 1 - Simplified Proceedure P = lambda Kzt I p30" Rise/Run = °X" / 12 Rigid Structure 4.68 Wind Speed: V = 85 imph (Sect. 1609.3) Roof Slope: ^13,1031 deg Rise ft.{ 2.793 1 Importance Factor = 1.00 Surface Roughness = B ,(Sect. 1609.4.2) Exposure Category = . B . ;(Sect. 1609.4.3) Max. Ht. (mean) = 15.5 ft Topographic Factor: Kzt = 1.00 (ASCE7-05 Sect. 6.5.7) Height & Exposure Adjustment Coefficient =, \ 1.00 Design Wind Pressure: ps = lambda* Kzt* I'ps30 = a varible 0.6 ft. 1.5 ft. 6.2 ft. a = 6.2 ft. 3 Horizontal Pressure Zone A B C Tranverse 14.4 ' ( -4.8 9.6 Trib. Area.` 136.4 � 111.6 • 685.6 Force 655 0 6582 Longitudinal 14.4 ; ! 9.6_ Trib. Area! 154.3 ! 178.1 Force; 741, 17.10 ROOF DIAPHGRAM 2 Plan Dimensions in "Y" Direction = 62.33 ft. Plan Dimensions in "X" Direction = 15.00 'ft. Roof Rise (Pit to Ridge)/ Pai 9.00 ;ft. Roof Overhang. Width = Y = 0.00 Ift. X =j 0.00:ft. Sill to Top Plate Height Avg. Number of Interior Walls = 0 I(each direction) Roof Tributary Area = 934.95 sq.ft. Roof Dead Load =: 24.0 Psi 22439 # total Avg. Ext. Wall DL 100 ;psf = 50782 # total (both directions) Avg. Int. Wall DL =, 10 psf 0 If total (both directions) Mech Units DL = 0 # _ 0 If total Total Mass 19226 # Diaphragm Edge Shear = V(ydir)= 2563 # v(ydir)= 41 pif V(xdir)= 5029 # Abobe Walls = v(xdir)= 335 pif Chord Force= F(ydir)= 154 # F(xdir)= .5225 # Vertical Pressure D E F G -2.7 -13.8 -9.0 -9.6 449.4 93 93 374 0 -1283 -837 -3595 -13.8 -9.0 j -9.6 386 386 ! 81 -5333 -3478 -778 Roof Diaphragm Loading Y Direction Roof Loadings -Longitudinal Overhang H Eoh, I Goh -6.9 -19.3 -15.1 374 I 0.00 0.00 -2584 .0 0 -6.9 -19.3 ! -15.1 i 81 0.00 ! 0.00 559 0 0i L Total Wind = 1710 # = 114 # / ft. Total Seismic = 5125 # = 342 # / ft. governs X direction roof loadings -Transverse T Total Wind = 9038 # = 145 # / ft. Total Seismic = 10059 # = 161 # / ft. governs minus = sq. ft. Ab= 935 sq.ft. x%i 1.001= 550 sq. ft. Use diaphragm type UB USE 5/8 cdx Plywood or O.S.B. Sheathing vdiaph=------: 335 #/ft. . Nailing: Boundary 10d @ 6 " o.c. Edge- 10d @ 6 " o.c. Field- 10d @ 12 " o.c. Framing: 2x v allow= 215 #/ft. Blocking no Case = 1 or2-6 2-6 ROOF DIAPHGRAM AREA 3 Wind Force: Method 1 - Simplified Proceedure P = lambda Kzt I p30" Rise/Run = "X" / 12 Rigid Structure 4.68 nd Speed: V = , 85 ']mph (Sect. 1609.3) Roof Slope: 0,0048 1 deg Rise ft.j 0.001 1 Impbqance Factor = 1.00 8urfac oughness = { B i(Sect. 1609.4.2) Exposure Category = B ;(Sect. 1,609.4.3) Max. Ht. (mean) = 15 ft Topograp�ii Factor: Kzt = I 1.00 (ASCE7-05 Sect. 6.5.7) Height &Exposure Adjustment Coefficient = \ ; f.00 Design Wind Pre sure: r Horizontal Pressure Vertical Pressure /Overhang I ps = lam6da'Kzt'I'ps30 = Zone, A B C D E F G H /Eoh Goh a varible 4E-05 ft. Tranverse r 11.5 5.9 7.6 -3.5 -13.8 -7.8 9.6 -6.1 -19.3 -15.1 1E04ft. ;_ -.. t.. X I 6. ft. Trib. Area; 0.0 _ _I 0.0 0.0 -0.0 - 0 0 i : 0 0 I 0.00 ; 0.00 a= 6.0 ft.. do- 6 j 0 0 -0 _ 0 0 0 0 0 0 -0 3 Longitu II 111.5 7.6 I 13.8 -7.8 l -9.6 6.1 f -19.3 1 -15.1 ' Trib. Area j 0 0 j -0.0- 0 -0 -0 -0 j 0.00 0.00 Force,, '0>ion) 0 -0 0 0 -0 -0 ROOF DIAPHGRAM 3 Roof piaphragm Loading Plan Dimensions in "Y" Direction = i 0.- jft.Y,D rection Roof Loadings -Transverse Plan Dimensions in "X" Direction = ? 0.00 Ift.T Total Wind = 0 # •= 0 # / ft. Roof Rise (Pit to Ridge)/ Parapet Ht = _0.00 ;ft. Total Seismic = 0 # = 4 # / ft. governs Roof Overhang Width = Y = 0.00 ft. X = Sill to Top Plate Height = 0.00 _'ft.X ction roof loadings -Longitudinal Avg. Number of Interior Walls = 1 •(each diL Total Wind =0 # = 0 # / ft. Roof Tributary Area = 4E-06 sq.ft,,,,'- t I Seismic = 0 # = 4 # / ft. governs Roof Dead Load = 17.0 psf 0 # idtal Avg. Ext. Wall DL: 12.8 .psf 10'# total (both directions) minus Avg. Int. Wall DL = 10 ;psf 0 # total (both directions) Ab= 0 s550 sq. ft. Mech Units DL = 0 # ' l 0 # total Total Mass 0 # se cliaohracirn tvDe UB Diaphragm Edge Shear ` V(ydir)= 0 # USE 5/8 cdx Plywood O.S.B. Sheathing i v(ydir)= 2 plf v diaph = - - - 2 #/ ft. �! V(xdir)= 0 # Nailing: Boundary 10d 6 " o.c. v(xdir)= 2 plf Edge- 10d @ 6 " o.c. Field- 10d @ 12 " o.c. Chord Force = F(ydir)= 0 # Framing: 2x v allow= 2 #/ft. F(xdir)= 0 # Blocking no Case = 1or2-6 2-6 I JOHNSON & NIELSEN ASSOCIATES _ Azur Kitchen Job # 29-2169 647 North Main St. Suite 413 t 49-499 Eisenhower Drive by' JV Riverside, California 92501 La Quinta, CA 92253 Date 01/05/2009 Phone 951-686-5122 FAX 951-686-6752 Peterson Architects Sheet 3 of > ver. 10-7-08 Retrieve/Save drive = C: work dir = 29-2169 > wk4 Filespec: S:\J&N-1\J&NCALC\WORK\29-2169\08WDLA-3.WK4 Load drive = C: flespec= 08WdLat TABLE 2306.4.1 Allowable Shear For Structural Panel Shear Walls Panel Nominal Min. Nails Fastener Spacing Grade Panel 'Fastener. A I B r C f D Thicknes Penn. S.___ t._.,4 ' ...�2._._ STRUCT 3/8 1-3/8 ! 8d 230 } 360 460 610 1 1/2 1-3/8 8d 280 350 550 730 r 1/2 I 1-1/2 10d I 340 510 665 870 3/8 1-1/4 6d i 200 300 390 510 3/8 1-3/8 8d 220 320 410 530 ;CDX 1/2 ( 1-3/8 I 8d 260 350 490 640 1/2 1 1-1/2 10d 310 ( 460 I 600 770 5/8 I 1-1/2 1 Old f 340 510 665 870 r i i r Holddown Lookup Table, Simpson 2008 ( 2000 psi concrete, 2 pours 1 HD # CBC Table-100% ' 100% CBC i Corner table I Min stud 1 None Required ; 0 0 0 i ` HTT16 1340 1340 =' 1005, ; - 4x, in 8" min. stem ICBO No. 5313 LA-25318 IPHD2 3080 I 3080i ,,;_, ._..._i ....... � ' - 2310 i s - 4x ICC-ESR No. 2330 LA-25300 PHD5 4545 4545 :. I 3409E r - 4x ICC-ESR No. 2330 LA-25300 PHD6 ' I 5210 5210E 3908 t 4x ICC-ESR No. 2330 LA-25300 HDQB I 6000 6000 +!T J _ 4500 ( 4x ICC-ESR No. 2330 LA-25667 HDQ8 G777 9230 9230+ 4 «6923 -6x s ICC-ESR No. 2330 LA-25667 HHDQI 1 11810 j 11810 8858 f a 6x6 ICC-ESR No. 2330 LA-25667 HHDQ14 13710 +13710+ 102831 j - 6x6 ICC-ESR No. 2330 LA-25667 - HDU14 j 14925 14925 111941 9 6x6 ICC-ESR No. ,2330 LA-25667 HD15 ti*. a l 15305 t� , 15305 Fe a ) -1 1479 6x6 NER No. 5708 LA-25528 Cd = 1.33 Load Duration Factor Ct = 0.8 Temperture Factor 100< T <125 degrees sillbolt iDefauk bok 5/8" x 3x sill = 1 107 #/bolt JBiilt s¢e iBolt size 1.33 x 0.80 x 2x4 sill 883 #/bolt ,1/2 5/8" j 3/4" j 7/8' ,t 1" I 1/2' 5/8 j 3/4" 1.33 x 0.80 x 2x6 sill 883_#/66lt (Bolt values x adjustment & duration factors ]Bolt values in pounds :Single bolt in 2000 psi concrete ( 2x4 sill ). F 606: 883 ; 1 122 1221 : 1197 i 5701 8301 1150 15301 18001 ;Single bolt in 2000 psi concrete,( 2x6 sill) 1 606; 683 f 1224 1628 1915 j 570 j_ 83011150? 1530 1800 !Single bolt in 1500 psi masonry 1 - 9041 14151 1894 f 2043. 21811 8501 13301 1780 1920 20501 , Single cantilevered sill -bolt _-in 3x4 sill plate 641 1 1107 i 1317 1373 j 1430 700 :•.1040 z 1356 )120 '_ 2150 ,Single cantilevered sill, bolt in 3x6 sillsill plate _ 7451 1107) 1436 . 18301- 2288 � 700 L. 1040 L 1350 E" ? 1720 „-,-, w 2150 , Minimum value from table above 60fi1 883.1 1122 1221 I 11971 5701 8301 1 1501 15301_ 1800 Table based on pressure treated Hem -Fir sill plates (S G 7 .43) Table 3.1 • & Table 8.2E 1997 NDS ' 1 TABLE 2306.3.1 Allowable Shear For Wood Structural Diaphragms Panel Nominal ]Min. • ]Nails Nominal ] - BLOCKED DIAPHRAGMS' ~UNBLOCKEDY, Grade Panel +Fastener Width of.f A- 1 B t C- D l DIAPHRAGM_ S f ThicknesPen. Framing 6 4- 2-1/2 2 6 6 4 ttit 3 Case1 jCase2-6 4 STRUCT 3/8 1-3/8 j. 8d 2x 270 360 530 600 t 240 f 180 j 3x 300 ( 400 600 675 265 200 1/2 ; 1-1 /2 ~ . 10d 2x -320 425 640 730 285 215 }. 3x 1 360 480 720 '' 820 �_ 320 240 f� CDX 3/8 t 1-3/8 8d 2x 1 240 320" i 480 545 + 215 ' ( 160 3x 270 360 i 540 610 240 i 180 > f 1/2 1-3/8 t 8d f 2x 270 # 360 I '530 1 600 240 180 3x # 300 400 600 l 675 265 =I 200 1/2 1-1/2 10d 1 2x t 290 I 385 ( 575 655 255 t 190 F I 3. 325 I 430 I 650 t•735 290 ( 215 5/8 t 1-1/2 ' "10d t 2x 320 425 640 ' 730 j 285 215 •� 3x �� 360- 480 L_ 720J 820 �' 320 240 I Y s JOHNSON & NIELSEN ASSOCIATES Azur Kitchen Job # 29-2169 647 North Main St. Suite 4B 49-499 Eisenhower Dr_iv_ e by . JV Riverside, California 92501 La Quinta, CA 92253 _ Date 01/05/2009 Phone 951-686-5122 FAX 951-686-6752. Peterson Architects -- -- - _ Sheet t of > ver. 10-7-08 Retrieve/Save drive = C: work dir = 29-2169 > wk4 Filespec: S:\J&N-1\J&NCALC\WORK\29-2169\08WDLA-3.WK4 Load drive = C: filespec = 08WdLat ywall Redundancy factor for "Y" direction walls 1.00 Y Walls Story Strength (max) = 75774 ..Y" Shearwall Line 1 adjustment % End Wall Condition if A or 1 E Between A & F ASCE 7 Sec. 12.3.4.2 a. Diaphragm no.= 1 Wind Seismic ... 1 /0 Total Minus % Trib. width (1)= 31.50 ft. 1.000 1.000 1 144 72.2 0.500 Trib. width (2)= 0.00 ft. 1.000 1.000 0 Trib. width (3)= 0.00 ft. 1.000 1.000 0 "Y" Wind F(x) = 4200 # x 1.00 USE + added wind = 944 #'-- total "Y' wind = 5145 # v wall = - - - - - - > 240 #/ ft. "Y"seismic F(x)= 12579 # x 1.00 + added seismic = 0 # = total "Y' seismic = 12579 # 8 " CMU Wall v = 1.7 psi Total wall length 52.50 ft. 12579 # governs Wall Thickness 7.63 in. V allowable = 35 psi Header Hgt.= 9 ft. Wall location trib rf dl= 20 Left lintel Wall length Right lintel Wall ht v wall = H/L = 1.5 trib width: 10.00 0.00 ft. 9.50 ft. 0.00 ft. 14.00 ft. 240 #/ft. int./ext. = 0 / 1 Trib. dead load = 200 #/ft. 200 #/ft. 200 #/ft. Resisting couple reduction wall loc.= 1 Wall dead load = 1232 #/ft. 1232 #/ft. 1232 #/ft. 9 ins. left right Uplift p x .7'Qe 2549 # 2549 # min. stud thickness = 2.18 ins. Load Combo 5 Jamb load (1.0+.14Sds)D -7754 # -7754 # (based on T to grain. bearing ) Load Combo 8 Jamb load (0.6-.14Sds)D -3129 # -3129 # 1.00 added down load (-) 0 # 0 # Gross down load .10304 # -10304 # Load Combo 5 Net uplift - 0.75 x dl = -3266 # -3266 # Footing data Load Combo 8 Net uplift 0.46 x dl = 1110 # # F(a) soil, = 1500 psf r _1_110_ width = 3.00 ft. Top rebar = 0.16 sq.ins. 0.16 sq.ins. depth = 1.00 ft. Bott. rebar = 0.15 sq.ins. 0.15 sq.ins. eff. depth = 8 in. Wall location trib rf dl= 20 Left lintel Wall length Right lintel Wall ht v wall = H/L = 0.5 trib width: 10.00 0.00 ft. 28.00 ft. 0.00 ft. 14.00 ft. 240 #/ft. lint./ext. = 0 / 1 Trib. dead load = 200 #/ft. 200 #/ft. 200 #/ft. Resisting couple reduction wall loc.= 1 Wall dead load = 1232 #/ft. 1232 #/ft. 1232 #/ft. 9 ins. left right Uplift p x .7'Qe 2413 # 2413 # min. stud thickness = 5.34 ins. Load Combo 5 Jamb load (1.0+.14Sds)D -22855 # -22855 # (based on T to grain bearing ) Load Combo 8 Jamb load (0.6-.14Sds)D -9222 # -9222 # 1.00 added down load (-) 0 # 0 # Gross down load -25268 # -25268 # Load Combo 5 Net uplift - 0.75 x dl = -14728 # -14728 # Footing data Load Combo 8 Net uplift 0.46 x dl r. -1829 # -182.9 # F(a)"soil = 1500 psf width = 3.00 ft. Top rebar =. 1.33 sq.ins 1.33 sq.ins. depth = 1.50 ft. ' Bott. rebar = 0.51 sq.ins. 0.51 sq.ins. eff. depth = 14 in. Wall location trib rf dl= 20 Left lintel . Wall length Right lintel Wall ht v wall = H/L = 0.9 trib width: 10.00 0.00 ft. 15.00 ft. 0.00 ft. 14.00 ft. 240 #/ft. int./ext. = 0 / 1 Trib. dead load = 200 #/ft. 200 #/ft. 200 #/ft. Resisting couple reduction wall loc.= 1 Wall dead load = 1232 #/ft. 1232 #/ft. 1232 #/ft. 9 ins. left right Uplift p x .7'Qe 2472 # 2472 # min. stud thickness = 3.11 ins. Load Combo 5 Jamb load (1.0+.14Sds)D -12244 # -12244 # (based on T to grain bearing ) Load Combo 8 Jamb load (0.6-.14Sds)D -4940 # -4940 # 1.00 added down load (-) 0 # 0 # Gross down load -14715 # -14715 # Load Combo 5 Net uplift - 0.75 x dl = -6711 # -6711 # Footing data Load Combo 8 Net uplift 0.46 x dl = 199 #- -199 # F(a) soil = 1500 psf width = 3.00 ft. Top rebar = 0.68 sq.ins. 0.68 sq.ins. depth = 1.00 ft. Bott. rebar = 0.30 sq.ins. 0.30 sq:ins. eff. depth = 8 in. Diaphragm Shear: 206 plf. Drag Strut Load @ 14' ' 2887 Ibs 1 - CMST 14 x 7ft. 38 -10d e(2 rows @ 1.75"o.c.) 4868 lbs. Allo% Drag Strut Load @ 20' = 4124 lbs 2 - CMST 14 x 7ft. 38 -10d e(2 rows @ 1.75"o.c.) 9736 lbs. Allo% Drag Strut Load @ 10' = 2062 lbs 1 - CS 16 x Oft. 12 -10d e(1 rows @ 2 1/16"o.c.) 1280 lbs. Allo% JOHNSON & NIELSEN ASSOCIATES Azur Kitchen Job # 29-2169 647 North Main St. Suite 46 49-499 Eisenhower Drive _ _ by JV Riverside, California 92501 La Quinta, CA 92253 Date 01/05/2009 -X Phone 951-686-5122 FAX 951-686-6752 Peterson. Architects . _ • _ -... _ Sheet (.C� of > ver. 10-7-08 Retrieve/Save drive = C: work dir = 29-2169 > wk4 Filespec: S:\J&N-1\J&NCALC\WORK\29-2169\08WDLA-3.WK4 Load drive = C: flespec = 08WdLat "Y" Shearwall Line 4 adjustment % End Wall Condition if A or 1 E Between A & F Diaphragm no.= 1 & 2 Wind Seismic ... 1/0 Total Minus % Trib. width (1)= 16.50 ft. 1.000 1.000 1 144r. 72.2 0.500 Trib. width (2)= 15.00 ft. 1.000 1.000 0 Trib-width(3)= -0.00 ft. 1:000 1.000• 0 - Use wall tvoe B -- "Y" Wind F(x) = 3910 # x 1.00 USE 1 /2 CDX Plywood or O.S.B. Sheathing + added wind = 944 # = total "Y° wind = 4854 # 1 side v wall = - - - - - - > 269 #/ ft. "Y"seismic F(x)= 11714 # x 1.00 Nailing: Edge- 8d @ 4 " o.c. + added seismic = 0 # = total "Y' seismic = 11714 # Field- 8d @ 12 " o.c. Total wall length 43.50 ft. ,y p , 11714 # governs v allow= 350 #/ft. Stud depth = 7.25 in. Sill : 5/8' dia. anchor bolts @ 31 " o.c. Header Hgt.= 16 ft. with 2x Sill Plate Wall location trib rf dl=20 Left lintel Wall length Right lintel Wall ht v wall = H/L = 1.7 trib width 2.00 0.00 ft. 6.50 ft. 0.00 ft. 11.00 ft. - 269 #/ft. 317 int./ext. = 0 / 1 Trib. dead load = 40 #/ft. 40 #/ft. 40 #/ft. Resisting couple reduction 350 wall loc.= 0 Wall dead load = i 200 #/ft. 1100 #/ft. 200.#/ft. 9 ins. Wall Line Strength Reductir 0.15 left right Overall Strength Reduction 0.03 Uplift p x .7'Qe . 2344 # 2344 # min. stud thickness = 1.46 ins. Load Combo 5 Jamb load (1.0+.14Sds)D -4224 # -4224 # Load Combo 8 Jamb load (0.6-.14Sds)D -1704 # -1704 # added down load (-) 0 # 0 # Gross down load -6568 # -6568 # Load Combo 5 Net uplift - 0.75 x dl = -824 # -824 # Load Combo 8 Net uplift 0.46 x dl = 1560 # 1560 # PHD2 I PHD2 - Top rebar = 0.02 sq.ins. 0.02 sq.ins. Bott. rebar = 0.15 sq.ins. 0.15 sq.ins. Wall location trib rf dl=20 Left lintel Wall length Right lintel trib width: 2.00 0.00 ft. 31.00 ft. 0.00 ft. int./ext. = 0 / 1 Trib. dead load = 40 #/ft. 40 #/ft. 40 #/ft: wall loc.= 0 Wall dead load = 200 #/ft. 1100 #/ft. 200 #/ft. left right Uplift p x .7'Qe 2125 # 2125 # Load Combo 5 Jamb load (1.0+.14Sds)D -20144 # -20144 # Load Combo 8 Jamb load (0.6-.14Sds)D -8128 # -8128 # added down load (-) 0 # 0 # Gross down load -22269 # -22269 # Load Combo 5 Net uplift - 0.75 x dl = -12983 # -12983 # Load Combo 8 Net uplift 0.46 x dl = -1614 # -1614 # ,None Required ;None Required Top rebar = 5.59 sq.ins. 5.59 sq.ins. Bott. rebar = 1.77 sq.ins. 1.77 sq.ins. (based on T to grain bearing ) 1.00 r5 x = ERR r5 allow .= 0.59 Footing data F(a) soil = 1750 psf width = 1.00 ft. depth = 1.00 it. eff. depth = 8 in. Wall ht v wall = H/L = 0.4 11.00 ft.. 269 #/ft. Resisting couple reduction 9 ins. min. stud thickness = 4.95 ins. (based on T to grain bearing ) 1.00 Footing data F(a) soil = width = depth = eff. depth = Wall location trib rf dl=20 Left lintel ' Wall length Right lintel Wall ht , trib width: 2.00 0.00 ft: 6.00 ft. 0.00 ft. 11.00 ft: int./ext. = 0 / 1 Trib. dead load = 40 #/ft. 40 #/ft. 40 #/ft. wall loc.= 0 Wall dead load = 200 #/ft. 1100 #/ft. 200 #/ft. left right Uplift p x .7'Qe 2370 # 2370 # Load Combo 5 Jamb load (1.0+.14Sds)D -3899 # -3899 # Load Combo 8 Jamb load (0.6-.14Sds)D -1573 # -1573 # added down load () 0 # 0 # Gross down load -6269 # -6269 # Load Combo 5 Net uplift - 0.75 x dl = -554 4 -554 # Load Combo 8 Net uplift 0.46 x dl = 1646 # 1646 # PHD2 - PHD2 Top rebar = 0.01 sq.ins. 0.01 sq.ins. Bott. rebar = 0.16 sq.ins. 0.16 sq.ins. 1750 pst 1.00 ft. 1.00 ft. 8 in. v wall = H/L = 1.8 269 #/ft. 312 Resisting couple reduction 350 9 ins. Wall Line Strength Reductir 0.14 Overall Strength.Reduction 0.03 min. stud thickness = 1.39 ins. (based on T to grain bearing ) 1.00 Footing data F(a) soil = 1500 psf width = 1.00 ft. depth = 1.00 ft. eff. depth = 8 in. JOHNSON & NIELSEWASSOCIATES A,ur Kitchen Job # 29-2169 647 North Main St. Suite 46 49-499 Eisenhower Drive by JV Riverside, California 92501 La Quetta CA 92253 _ - _. Date 01/05/2009 Phone 951-686-5122 FAX 951-686-6752 Peterson_ Architects _ __.... Sheet of > ver. 1 u-t-W Retrieve/Save drive = C: work dir = 29-2169 > wk4 Filespec: S:\J&N-1\J&NCALC\WORK\29-2169\08WDLA-3.WK4 Load drive = C: filespec = 08WdLat xwall Redundancy factor for "X" direction walls 1.00 X Walls Story Strength (max) = 36313 "X" Shearwall Line B adjustment % End Wall Condition if A or 1E Between 1 & 3 ASCE 7 Sec. 12.3.4.2 a. Diaphragm no.= 1 Wind Seismic ... 1/0 Total Minus Trib. width (1)= 31.00 ft. 1.000 1.000 1 144 72.2 0.500 cdx or structl Trib. width (2)= 31.00 ft. 1.000 1.000 0 Trib. width (3)= 0.00 ft. 1.000 ' 1.000 0 ® Use wall (Vpe B "Y" Wind F(x) = 8767 # x 1.00 USE 1/2 CDX Plywood or O.S.B. Sheathing + added wind = 944 # = total "Y" wind = 9712 # 1 side v wall = - - - - - - > 277 #/ ft. "Y"seismic F(k)= 15789 # x 1.00 Nailing: Edge- 8d @ 4 " o.c. + added seismic = 0 # = total 'X' seismic = 15789 # Field- 8d @ 12 " o.c. Total wall length 57.00 ft. X W 15789 # governs v allow= 350 #/ft. Stud depth = 5.50 in. Sill : 5/8" dia. anchor bolts @ 31 " o.c. Header Hgt.= 9 ft. with 2x Sill Plate Wall location trib rf dl= 20 Left lintel Wall length Right lintel Wall ht v wall = H/L = 0.4 trib width 11.00 1.00 ft. 41.00 ft. 1.00 ft. 15.00 ft. 277 #/ft. int./ext. = 0 / 1 ' Trib. dead load = 220 #/ft. 220 #/ft. 220 #/ft. Resisting couple reduction• wall loc.= 1 Wall dead load = 528 #/ft. 1320 #/ft. 528 #/ft. 9 ins. left right Uplift n, x .7`Qe 2963 # 2963 # min. stud thickness = 11.55 ins. Load Combo 5 Jamb load (1.0+.14Sds)D -36416 # -36416 # (based on T to grain bearing) Load Combo 8 Jamb load (0.6-.14Sds)D -14694 # .-14694 # 1.00 added down load (-) 0 # 0 # Gross down load -39379 # -39379 # Load Combo 5 Net uplift - 0.75 x dl = -24349 # -24349 # Footing data Load Combo 8 Net uplift 0.46 x dl = -3797 # -3797 # F(a) soil = 1500 psf (None Required.None Required width = 1.00 ft. Top rebar = 8.64 sq.ins. 8.64 sq.ins. depth = .1.50 ft. Bott. rebar = 3.68 sq.ins. 3.68 sq.ins. eff. depth = 14 in. Wall location trib rf dl= 20 Left lintel Wall length Right lintel trib width 11.00 1.00 ft. 16.00 ft. 1.00 ft. int./ext. = 0 / 1 Trib. dead load = 220 Wit. 220 #/ft. 220 #/ft. wall loc.= 1 Wall dead load = i 440 #/ft. 1232 #/ft. 440 It/ft. left right Uplift r, x .7'Qe 2848 # 2848 # Load Combo 5 Jamb load (1.0+.14Sds)D -13618 # -13618 # Load Combo 8 Jamb load (0.6-.14Sds)D -5495 # -5495 # added down load (-) 0 # 0 # Gross down load -16466 # -16466 # Load Combo 5 Net uplift - 0.75 x dl = -7366 # -7366 # Load Combo 8 Net uplift 0.46 x dl = 320 # 320 # HTT16 ____ HTT16 Top rebar = 0.79 sq.ins. 0.79 sq.ins. Bott. rebar = 0.64 sq.ins. 0.64 sq.ins. Wall ht v wall = H/L = 0.9 14.00 ft. 277 #/ft. Resisting couple reduction 9 ins. min. stud thickness = 4.83 ' ins. (based on T to grain bearing ) 1.00 Footing data F(a) soil = 1500 psf width = 1.00 ft. depth = 1.50 ft. eff. depth = 14 in. N JOHNSON & NIELSEN ASSOCIATES Azur Kitchen Job # 29-2169 647 North Main St. Suite 4B 49-499 Eisenhower Drive _ by JV Riverside, California 92501 La Qumta, CA 9-2253 Date 01/05/2009 Phone 951-686-5122 FAX 951-686-6752 Peterson Architects Sheet 1.7 of > ver. 10-7-08 - Retrieve/Save drive = C: work dir = 29-2169 > wk4 Filespec: S:\J&N-1\J&NCALC\WORK\29-2169\08WDLA-3.WK4 Load drive = C: Jilespec = 08WdLat "X" Shearwall Line F adjustment % End Wall Condition if A or 1 E Between 1 & 3 Diaphragm no.= 1 Wind Seismic ... 1 /0 Total Minus % Trib. width (1)= 31.00 ft. 1.000 1.000 1 144 72.2 0.500 cdx or struct1 Trib. width (2)= 31.00 ft. 1.000 1.000 0 Trib. width (3)= 0.00 ft. 1.000 1.000 0 Use wall t e B "Y" Wind-F(x) = 8767 # x 1.00 USE 1 /2 CDX Plywood or O.S.B. Sheathing + added wind = 944 # = total "Y' wind = 9712 # 1 side v wall = - - - - - - > 338 #/ ft. "Y"seismic F(x)= 15789 # x 1.00 Nailing: Edge- 8d @ 4 " o.c. + added seismic = 0 # = total "X" seismic = 15789 # Field- 8d @ 12 " o.c. Total wall length 46.75 ft. x p 15789 # governs v allow= 350 Wft. t Stud depth = 5.50 in. Sill : 5/8" dia. anchor bolts @ 31 " o.c. • . Header Hgt.= 9 ft. r with 2x Sill Plate Wall location trib rf dl= 20 Left lintel Wall length Right lintel Wall ht v wall = H/L = 0.4 trib width: 11.00 1.00 ft. 38.00 ft. 1.00 ft. 14.00 ft. 338 #/ft. int./ext. = 0 / 1 Trib. dead load = 220 *#/ft. 220 #/ft. 220 #/ft. Resisting couple reduction wall loc.= 1 Wall dead load = 440 Wilt. 1232 #/ft. 440 #/ft. 9 ins. left right Uplift p x .7"Qe 3376 # 3376 # min. stud thickness = 10.32 ins. Load Combo 5 Jamb load (1.0+.14Sds)D -31827 # -31827 # (based on T to grain bearing ) Load Combo 8 Jamb load (0.6-.14Sds)D -12842 # -12842 # 1.00 added down load O 0 # 0 # Gross down load -35203 # -35203 # Load Combo 5 Net uplift - 0.75 x dl = -20494 # -20494 # Footing data Load Combo 8 Net uplift 0.46 x dl = -2531 # -2531 # _ F(a) soil = 1500 psf (No_ne RequiredUq. ni" Required width = 1.00 ft. Top rebar = 6.12 sq.ins. 6.12 sq.ins.. depth = 1.50 ft. Bott. rebar = 2.94 sq.ins. 2.94 sq.ins. eff. depth = 14 in. Wall location trib rf dl= 20 Left lintel Wall length Right lintel trib width: 11.00 1.00 ft. 8.75 ft. 1.00 ft. int./ext. = 0 / .1 Trib. dead load = 220 #/ft. 220 #/ft. 220 Wft. wall loc.= 1 Wall dead load = 440 #/ft. 1232 #/ft. 446 #/ft. left eight Uplift rr x .7'Qe 3620 # 3620 # Load Combo 5 Jamb1oad (1.0+.14Sds)D -7618 # -7618 # Load Combo 8 Jamb load (0.6-.14Sds)D -3074 # -3074 # added down load.(-) 0 # 0 # Gross down load -11238 # -11238 # Load Combo 5 Net uplift - 0.75 x dl = -2094 # -2094 # Load Combo 8 Net uplift " 0.46 x dl = 2206 # 2206 # l PHD2 1 PH62 Top rebar 0.06 sq.ins. 0.06 sq.ins. Bott. rebar = 0.30 sq.ins. 0.30 sq.ins. Wall ht v wall = H/L = 1.6 14.00 ft. 338 #/ft. 415 Resisting couple reduction 490 9 ins. Wall Line Strength Reductir 0.29 Overall Strength Reduction 0.03 min. stud thickness = 3.30 ins. (based on T to grain bearing) ' 1.00 Footing data F(a) soil = 1500 psf width = 1.00 ft. depth = . 1.50 ft. eff. depth = 14 in. - r IJOHNSON & NIELSEN ASSOCIATES Aiui Kitchen Job # 29-2169 i641 Louise Drive (Palm Springs, California 92262 _ 49-499 Eisenhower Drive _ _ _ La Quinta, CA 92253 by JV Date 01 /05/2009 Phone 760 322-0583 FAX 760 322-0593 Peterson Architects Sheet W 1 of > ver. 3-1-00 Machine: Palm Springs Retrieve/Save drive = C: work dir = 29-2169 > wk4 Filespec: S:\J&N-1\J&NCALC\WORK\29-2169\CMUOUT-1.WK4 Load drive. = C: filespec = Vert Typical exterior masonry 14 foot plate height, with 6 foot parapet; load bearing - slender3 SLENDER MASONRY WALL ANALYSIS 1 2.1 1 .1 Out -of -plane analysis, (with wall openings if present): solid grouting & special inspection required ASCE 7-05 Sections 12.11.1 & 12.11.2.1 Fp, wall design = 0.400 Wp = 31.2 #/sq. ft. _ where wall mass = II-� 78 psf Fp, wall anchorage = 0.800 Wp = 811 #/ft. (ASCE 1 2.1 1 .2) parapet height = I 6.00 ft. Dead wt. of wall tributary to roof diaphragm 1114 #/ft. _ clear wall height-_1400 ft. Sds = 1.00 spectral accel Loading combination (12-5) & (12-6) Ip = 1 00,ASCE 11 .5-1 from ASCE 7-05 Section 2.3.2 load source = p= 1.0 D E L Mid height out -of -plane deflection load factor,(5) = 1.2 1.000 0.0 from deflection of roof diaphragm =10.12 in. load factor,(7) = 0.9 1.000 Wall anchorage.(ASCE 12.11.2) where:. Eh = 0.400 D Fp = 811 # /ft IStren th Level) Ev = 0.200 D D+Ev Eh L (5) = 1.4 D+ 0.4 D+ 0 (7) = 0.7 D + 0.4 D + 0 Wall geometry wall left open'g thickness right open'g lintel height = 0.00 ft. I 7.63 (in. 0.00 ft. opn'g. ht. = 0.00 ft. pier _ 0.00 I ft. sill ht. = 0.00 ft. width 0.00 ft. opn'g. 1 /2 width 0_00 ft. 1.00 ft. 0.00 ft. mass.above clearheight/2 0 # 1014 # 0 # Ledger loading un-factored (5) (7) ledger live load 322 I#/ft. 0 #/ft. 0 #/ft. ledger dead load j,386j#/ft. 540 #/ft. 270 #/ft. totals = 708 #/ft. 540 #/ft. 270 #/ft. total width = 1.00_ = 540 # 270 # load eccentricity 0_OOJft. (default =wall thickness/2 + 3") total ledger moments = 0 ft.# 0 ft.# Total factored vertical loads (5)- (7) e factored axial wall dead loads 1420 # 710 # factored ledger loads = 540 # 270 # totals = 1960 # 980 # Material Properties F'm = ; 1500Ipsi #4 Bars @ 24" oc Fy 60000.psi As = 0.156Isq. ins. > > > 0.5*p(b) 0.288 sq.ins. d = �- 3.81 ;in. delta = 0.234 in. - Ht./ 719 Mu/(phi*mn) = 0.214 OK! ANALYSIS VALUES wall thickness = 7.63 in. pier width, inches = 12.00 in. Gross area = thickness width = 92 sq. ins. Gross steel ration: As/Ag = 0.0017 A(se) = (Pu+As*Fy)/Fy = I 0.2 sq. ins. "a" = (A(se)*Fy+Pu)/(0.85*f'm*12*width) 0.672 ins. I "c" = "a"/0.85 = 0.790 ins. Phi = 0.8 Mn = A(se)*Fy*(d-a/2) = 35739 in:# Mu = phi `Mn = 28591 in.# Em=.750*F'm <= 3,000,000 = *******psi N = 29000000/Em = 25.8 Fr = 4*F'm"0.5+Pu/Ag = 165.6 psi Section modulus (gross) = 116 in" 3 moment capacity @ cracking = S*Fr = 19260 in.# I(gross) = width *thickness"3/12 = 443 in."4 I(cracked) = A(se)*n(d-c)"2+b*c"3/3 = 42 in.-4 t 9 Shear & Pull-out o 0.75 headed stud with 8" embedment in top of 8" CM Lb = 10 in. Lbe = 5.08 in. Lbe governs Area bolt = Ab 0.4418 sq. in. where A(pt) =pie * Lbe" 2 81.18 sq. in. & A(pt) = A(pv) T(allowable) = 0.9*Ab Fy = 14314 # (5.6.1) 0.5*4A(pt)F'm"0. 6288 # (5.6.2)Governs V(allowable) = 0.9*.6*Ab Fy = 8588 # (5.6.1) 0.5*4A(pv)F'm"0 6288 # (5.6.2)Governs Tension Capacity= 6288 # per anchor ' Tension Load = 811 Shear Capacity 6288 # per anchor Shear Load = 406 Therefore need anchors at 7.75 ft. oc use 4.00 ft. oc Tension Load to Wall = . 3245 # Shear Load to Wall = 1622 # , ASD Load to Diaphragm 290 # /ft. 8.00 ft. out from wall r