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HomeMy WebLinkAbout2633 STATE ST; ; CB030367; PermitCity of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 02441260 Commercial/Industrial Permit Permit No: CB030367 Building Inspection Request Line (760) 602-2725 Job Address: 2633 STATE ST CBAD Permit Type: TI Sub Type: INDUST Parcel No: 2030541600 Lot #: 0 Status: ISSUED Valuation: $14,000.00 Construction Type: NEW Applied: 02/05/2003 Occupancy Group: Reference #: Entered By: MDP Project Title: PAUL HENRY FURNITURE Plan Approved: 02/14/2003 REMODEL ROOF Issued: 02/14/2003 Inspect Area: Applicant: Owner: SPEERT ELLEN FAMILY TRUST 11-02-87 . SPEERT ELLEN FAMILY TRUS04103 0002 01 02 2633 STATE ST CARLSBAD CA 92008 2633 STATE ST CARLSBAD CA 92008 COP 218.25 Building Permit $130.49 Meter Size Add'I Building Permit Fee $0.00 Add'I Red. Water Con. Fee $0.00 Plan Check $84.82 Meter Fee $0.00 Add'I Plan Check Fee $0.00 SDCWA Fee $0.00 Plan Check Discount $0.00 CFD Payoff Fee $0.00 Strong Motion Fee $2.94 PFF $0.00 Park Fee $0.00 PFF (CFD Fund) $0.00 LFM Fee $0.00 License Tax $0.00 Bridge Fee $0.00 License Tax (CFD Fund) $0.00 BTD #2 Fee $0.00 Traffic Impact Fee $0.00 BTD #3 Fee $0.00 Traffic Impact (CFD Fund) $0.00 Renewal Fee $0.00 PLUMBING TOTAL $0.00 Add'I Renewal Fee $0.00 ELECTRICAL TOTAL $0.00 Other Building Fee $0.00 MECHANICAL TOTAL $0.00 Pot. Water Con. Fee $0.00 Master Drainage Fee $0.00 Meter Size Sewer Fee $0.00 Add'I Pot. Water Con. Fee $0.00 Redev Parking Fee $0.00 Red. Water Con. Fee $0.00 Additional Fees $0.00 TOTAL PERMIT FEES $218.25 Total Fees: $218.25 Total Payments To Date: $0.00 Balance Due: $218.25 ____ FINAL APPROVAL Inspe I ctor: / ,_ Date: Clearance: I NOTICE: Please take NOTICE that approval of your project includes the lmposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as 'fees/exactions. You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 FOR OFFICE USE ONLY PLAN CHECK NO.3' '7 EST. VAL.' Plan Ck. Deposit Validated By_________________________ Business?ame (at this Legal Description Lot No. Subdivision Name/Numbir Unit No. Phase No. Total # of units Assessor's Parcel # Existing Use Proposed Use - of Work - - SQ. FT. #f Stories # of Bedrooms # of Bathrooms Name Address City State/Zip Telephone # Fax# - Name Address City ' State/Zip ) Telephone # 30 Name Address City State/Zip Tele0hone # (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to tile a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law [Chapter 9, càmmending with Section 7000 of Division 3 of the Business and Professions Code] or that he 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 ($5001). Name Address City State/Zip Telephone # State License # License Class City Business License # - Designer Name, Address City State/Zip Telephone State License # COMPENSATION Workers' 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 by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. - - I have and will maintain workers' compensation, as requiràd by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My worker's compensation insurance carrier and policy number are: Insurance Company Policy No. Expiration Date__________________ (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS ($1001 OR LESS) E3 CERTIFICATE OF EXEMPTION: I certify that in the performance of the work for which this permit is issued, Ishall not employ any person in any mannérso-as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage 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. SIGNATURE DATE OWNERBUIL5EREC11'PU I hejeby affirm that I am exempt from the Contractor's License Law for the following reason: I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon and who does such work himself or through his own employees, provided that such 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 did not build or improve for the purpose of sale). I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). o I am exempt under Section -Business and Professions Code for this reason: 1. Ipersonally plan to provide the major labor and materials for constructionof the proposed property improvement. 'O YES ONO 2. I (have / have not) signed an application for a building permit for the proposed work. 3. I have contracted with the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number): I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name I address / phone number / contractors license number): I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name I address / phone number /type of work): PROPERTY OWNER SIGNATURE DATE SECT kGiPERMI.T 'ON , 7121 Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? 0 YES 0 NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? 0 YES 0 NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 0 YES 0 NO IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SER VICES AND THE AIR POLLUTION CONTROL DISTRICT. t8 CONSTRUCTION LENDINGAGENCY JJ I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097(i) Civil Code). LENDER'S NAME LENDER'S ADDRESS_______________________________________________________ LCLcERTIFICATION .. JIL __________ I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representatives of the Cit' of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height. - EXPIRATION: Every permit issued by the building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned 9 at any time after the work period of 180 da s Section 106.4.4 Uniform Building Code). - " APPLICANT'S SIGNATUR DATE - 'S C) .3 WHITE: File YELLOW: I % M City of Carlsbad Bldg Inspection Request ON, I For: 12/10/2003 Permit# CB030367 Inspector Assignment: JE Title: PAUL HENRY FURNITURE Description: REMODEL ROOF Type: TI Sub Type: INDUST Phone: 7604344270 Job Address: 2633 STATE ST Suite: Lot 0 Location: Inspector: APPLICANT SPEERT ELLEN FAMILY TRUST 11-02-87 Owner: SPEERT ELLEN FAMILY TRUST 11-02-87 Remarks: Total Time: Requested By: PAUL HENRY Entered By: CHRISTINE CD Description Act Comment 19 Final Structural t4P ei A41 ,i-,9V 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Associated PCRs/CVs Inspection History Date Description Act Insp Comments 07/01/2003 13 Shear Panels/HD's AP JE 07/01/2003 14 Frame/Steel/Bolting/Welding PA JE ROOF CHECK EXTERIOR BOLT CONNECTING 07/01/2003 15 Roof/Reroof AP JE 1106-D5 EsGil Corporation In Partners flip wit/i government for Building Safety DATE: FEB. 119 2003 JURISDICTION: CARLSBAD PLAN CHECK NO.: 03-0367 SET: I PROJECT ADDRESS: 2633 STATE STREET PROJECT NAME: ROOF REMODEL NT LI PLAN REVIEWER 0 FILE The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. LI The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. LI The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. LI The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. LI The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. LI The applicant's copy of the check list has been sent to: Esgil Corporation staff did not advise the applicant that the plan check has been completed. LI Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Fax #: Mail Telephone Fax In Person LI REMARKS: By: All Sadre Enclosures: Esgil Corporation 0 GA 0 MB 0 EJ 0 Pc 2/05 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 VALUATION AND PLAN CHECK FEE JURiStICTION: CARLSBAD PLAN CHECK NO.: 03-0367 PREPARED BY: Ali Sadre DATE: FEB. 119 2003 BUILDING ADDRESS: 2633 STATE STREET BUILDING OCCUPANCY: M TYPE OF CONSTRUCTION: VN BUILDING PORTION AREA (Sq. Ft.) Valuation IV%iltiplier Reg. Mod. VALUE ($) ROOF RMDL Air Conditioning Fire Sprinklers TOTAL VALUE 14,000 Jurisdiction Code ICB joy Ordinance 1994 UBC Building Permt Fee 11994 UBC Plan Check Fee Type of Review: R Complete Review T' Structural Only I $130.491 I $84.821 P Other r Repetitive Fee jF Repeats r Hourly THour I * Esgil Plan Review Fee r r r r Comments: Sheet I of I I $73.071 macvalue.doc PLANNING/ENGINEERING APPROVALS PERMIT NUMBER CB 0.303. 7 . DATE _31Jc1/o3 ADDRESS , 3.3 -;e_ S—• - - RESIDENTIAL TENANT IMPROVEMENT :•, :.:RESIDENTIALADDIT!0NMIN0R... •...• .. . - .PLAZAcAI.INOREM... (<$108000.00) . . • • •' • . .. . .. CARLSEADCOMPANY STORES VILLAGE FAIRE . COMPLETE OFFICE BUILDING OTHER PLANNER _. ENGINEER DocslMISfOrmslPi3flflifl9 Engineering Approvals DATE • DATE February 13, 2003 TO: BUILDING DEPARTMENT FROM: Management Analyst, Redevelopment Department REMODEL AND RECONSTRUCTION OF EXISTING ROOF LOCATED AT 2633 STATE ST - PLAN CHECK NO. CB030367 I have reviewed the building plans for the above referenced project. The project is exempt from the redevelopment permit process because the proposed work qualifies as an exterior improvement to an existing structure which' does not result in the intensification of the existing use. Therefore, no land use permit is required. I do not have any objections to the issuance of the building permit for this project. This information has been entered into Permits Plus. If you have a\ leasontact me at x2813. LORI H. ROSENSTEIN 'arIsbad Fire Department 030367 1635 Faraday Ave. Carlsbad, CA 92008 Plan Review Requirements Category: Building Plan I go INova" LIUII (760) 602-4660 '1 Date of Report: 2/11/2003 Reviewed by: Name: Ellen Street Address: 1905 Crest Drive City, State: Encinitas CA 92024 Plan Checker: Job #: 030367 Job Name: Paul Henry Furniture Job Address: 2633 State Street Ste. or Bldg. No. Approved The item you have submitted for review has been approved. The approval is based on plans, information and I or specifications provided in your submittal; therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes and standards. Please review carefully all comments attached as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements. U Approved The item you have submitted for review has been approved subject to the Subject to attached conditions. The approval is based on plans, information and/or specifications provided in your submittal. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements. Please resubmit to this office the necessary plans and / or specifications required to indicate compliance with applicable codes and standards. U Incomplete The item you have submitted for review is incomplete. At this time, this office cannot adequately conduct a review to determine compliance with the applicable codes and /- or standards. Please review carefully all comments attached. Please resubmit the necessary plans and / or specifications to this office for review and approval. Review 1st _________ 2nd _________ 3rd _________ Other Agency ID FD Job #. 030367 ED File # STRUCTURAL CALCULATIONS (Revisions) Project: State Street Furniture 2633 State Street Carlsbad, California Prepared for: Dave Stockey Designs 4620 Linda Vista Drive Fallbrook, California 92028 Project No.: 02171 Date: January 27, 2003 335 15th Street San Diego, California 92101 Tel. (619) 531 JOB___________________________________________________ MIKE SURPRENANT SHEET NO. OF Consulting Structural Engineers & ASSOCIATES ____________ CALCULATED BY__________________________ DATE______________________ CHECKED BY DATE___________________ SCALE P, 77 S 1' 9 1 1 1 79 792'!7 9' q 1 971' 7! 1 99 7'I 0 PRODUCT 207 MIKE SURPRENANT I & ASSOCIATES Consulting Structural Engineers JOB SHEET NO._______________________ OF- CALCULATED BY DATE CHECKED BY, DATE SCALE 2 3 4 N N I N 1 2 8 4 N N 7 N I 1 3 4 I I 4 8 2 3 4 1 4 I 2 3 4 N C I I 1 3 N 6 I N 1 3 N I • I HORIZONTAL MEMBER DESIGN LEVEL MEMBERS: Ø6#1 5 LABEL: j.. SPAN= 1' F!' : I UNIFORM LOAD POINT LOAD (CENTERED) ................... CUSTOM LOADING (SEE DIAGRAM) ................................ :. RL= lbs RR= lbs VMAX = 1317- lbs E =1600 ksi Miix = Z-99 7 ft-lbs IREQ'D USE: I~4O GRADE:pt7 ALT: _(4_--GRADE: -#-z.... C:__ LABEL:! !3 _Fr. . I J UNIFORM LOAD __-!- POINT LOAD (CENTERED) . 1- w.. -- Wi- =WS MV LOADING?EFE ?IAGAM): . 1 Ft Wi : W2-- ;-6, J~ . : RL=1Ylbs RR=_____lbs VMAX = _2ø 'U lbs E Miwix= _I, IThS ft lbs 'REQ I) Yq V rn4 USE: GRADE: C:__ ALT: 77Ti A If Y& GRADE:Pt—'C: _: . ...... LABEL: q SPAN= cf yr D UNIFORM LOAD H 1 POINT LOAD. (CENTERED) . . . . CUSTOM WADING (SEE DIAGRAM) .......... ..... ....................... ..T 7r P, 3itt az..-I 6'f . • . P2 = R. = I / " lbs R ='J lbs ..• ... ............ ................................................................................Vx=1Olbs' E=tô OF kSj Miwix= _17( 'tWO ftlbs IREQD =6I5 in4 USE:' l GRADE: 1 C: _' ALT: ii( fl 74 GRADE:fL-- C:______ 0 PR0OUCI2O1 MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers JOB SHEET NO. OF_4 CALCULATED BY DATE CHECKED BY SCALE LEVEL: MEMBERS: 61$ LABEL: SPAN= 17 FT. UNIFORM LOAD ci POINT LOAD (CENTERED) & CUSTOM LOADING (SEE DIAGRAM) wl eYt). w2= - - = co.Rq't ieZ. : DATE H J rq P2 = r-'f3 jY 2. RL= lbs RR= lbs r - jg) -,e2 VMAx= lbs E = ksi ______ 3 Mmtx = . ft-lbs IREQO = in USE: ____GRADE: C:_______ ALT: GRADE: C:_______ LABEL: SPAN=-I -FT. UNIFORM LOAD POINT LOAD (CENTERED) CUSTOM LOADING (SEE DIAGRAM) i?i W1 W,. : Q{,./7) 2?O/1?'• P1=pp-z3 P2 USE: 1 - GRADE: - ( C:" ALT: I ''?)V I 7/k GRADE: P— C: LABEL: SPAN=-------YT.. UNIFORM LOAD - POINT LOAD (CENTERED) CUSTOM LOADING (SEE DIAGRAM) Wi = W2 = P1 = P2 = wo dI 1' '1 RL = I WV _lbs RR = ?_5"Q lbs VMAX = lbs E = _ 6_'O_ksi MMAX= 'O t ft-lbs IREQD = ((11/in4 RL= ________lbs RR= lbs VMAx = lbs E =ksi MlAx= _ft-lbs IREQ'o = _______in4 USE: GRADE: _C:_______ ALT: GRADE: _C:_______ - Mike Surprenant and Associates Title: Job Sf ( 335 15th St. Dsgnr: Date: 10:12AM, 27 JAN 03 San Diego, CA 92101 Description : off: (619) 531-0757 Scope: fax: (619) 531-0758 I I Rev 510302 U.or KW- 0803057. Ver 5.1.3, 22-J=-1999, Win32, Steel Beam Design Ic 1983- 994CALC f:\projects\folders\01-misc\stockey\state St. Description RB-6 I General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section: WF1 2X27 Fy 36.00 ksi Pinned-Pinned Load Duration Factor 1.25 Center Span 26.50 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL & ST Don't Act Together Right Cant 0.00 it Lu : Unbraced Length 0.00 ft - [Distributed Loads #1 #2 #3 #4 #5 #6 #7 DL 0.213 k/ft LL 0.184 k/ft ST k/ft Start Location 3.000 it End Location 21.000 it Point Loads #1 #2 #3 #4 #5 #6 #7 Dead Load 1.400 1.518 1.894 k Live Load 1.400 1.518 1.894 k Short Term k Location 3.000 12.000 21.000 it N Summary Beam OK -- . Static Load Case Governs Stress Using: WF12X27 section, Span = 26.50ft, Fy = 36.Oksi End Fixity = Pinned-Pinned, Lu = 0.00ft, LDF = 1.250 Actual Allowable Moment 67.116 k-ft 67.578 k-ft Max. Deflection -1.394 in fb: Bending Stress 23.597 ksi 23.760 ksi Length/DL Dell 426.2 :1 Lengthl(DL+LL Dell) 228.1 :1 Shear 9.199 It 41.334 k hi: Shear Stress 3.205 ksi 14.400 ksi fv/Fv 0.223:1 [Force & Stress Summary <c-- These columns are Dead + Live Load placed as noted -->> DL LL LL+ST LL LL+ST Maximum Only @ Center @ Center @ Cants @ Cants Max. M + 67.12 k-ft 35.86 67.12 k-ft Max. M - -0.00 -0.00 k-ft Max. M@Left k-ft Max. M @ Right k-ft Shear @ Left 9.20 k 4.92 9.20 k Shear @ Right 8.29 k 4.44 -'-8.29 k Center Defl. -1.394 in -0.746 -1.394 -0.746 0.000 0.000 in Left Cant Dell 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Deft 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Ouery Deft @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 9.20 4.92 9.20 4.92 Reaction © At 8.29 4.44 8.29 4.44 k Fa calc'd per 1.5-1, KL/r < Cc [Section Properties WF1 2X27 Depth 11.960 in Weight 27.07 #/ft r-xx 5.060 in Width 6.500in l-xx 204.10 in4 r-yy 1.443 in Web Thick 0.240 in l-yy 16.60 in4 At 1.734 in Flange Thickness 0.400 in S-xx 34.130 in3 Area 7.97 in2 S-yy 5.108 1n3 STRUCTURAL CALCULATIONS Project: State Street Furniture 2633 State Street Carlsbad, California Prepared for: Dave Stockey Designs 4620 Linda Vista Drive Falibrook, California 92028 Project No.: 02171 Date: December 26, 2002 bL 335 15th Street San Diego, California 92101 Tel. (619) 531.0757 • Fax. (619) 531.0758 c—ft-c C kj MIKE SURPRENANT ___________ OF' & ASSOCIATES SHEET NO.________________ Consulting Structural Engineers CALCULATED BY ti 1t# 1- DATE Iz/zbt/o. CHECKED BY___________________________ DATE SCALE TABLE OF CONTENTS PAGE 1. PROJECT SCOPE ...........................................................................................2. 2. DESIGN CRITERIA SUMMARY ........................................................................ 3. DESIGN LOADS ............................................................................................9 4. VERTICAL ANALYSIS: HORIZONTAL MEMBER DESIGN (BEAMS, HEADERS, JOISTS, ETC.) ......... .S - VERTICAL MEMBER DESIGN (COLUMNS, STUDS, ETC.) ......................... .- 5. LATERAL ANALYSIS: A. SEISMIC / WIND LOADS ..................................................................... B. LATERAL LOAD DISTRIBUTION .......................................................... .- C. LATERAL LOAD-RESISTING DESIGN: SHEARWALL ...................................... CANTILEVERED STEEL COLUMN ELEMENTS .............................. .- STEEL MOMENT FRAMES ......................................................... D. REDUNDANCY FACTOR VERIFICATION ............................................... .- 6. FOUNDATION DESIGN: CONTINUOUS FOOTINGS ................................................................... .- SPREAD FOOTINGS ........................................................................... .- RETAINING WALLS .......................................................................... .- SPECIAL SYSTEMS ........................................................................... .- GRADE BEAMS........................................................................- DEEPENED PEERS .................................................................... .- 7. SCHEDULES ................................................................................................. .- SHEARWALL SCHEDULE ................................................................... HOLD DOWN SCHEDULE .................................................................... .- SIMPSON STRONGWALL SCHEDULE ................................................... .- SPREAD FOOTING SCHEDULE ............................................................- fl DflflI U'.T my MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers JOB 6Q ill SHEET NO. a OF.I CALCULATED BY DATE CHECKED BY DATE_ SCALE PROJECT SCOPE o Provide structural calculations for a proposed new wood-framed roof framing system to replace the existing panelized roof system of an existing one-story CMU building to be constructed at 2633 State Street Carlsbad, California. Roof framing to consist of conventional "stick" frame, and the existing foundation system consists of a conventional concrete slab-on-grade with deepened perimeter footings. These calculations have been prepared for the exclusive use of Paul Henry and his design consultants for the specific site listed above. Should modifications be made to the project subsequent to the preparation of these calculations, Mike Surprenant & Associates should be notified to review the modifications with respect to the recommendations/conclusions provided herein, to determine if any additional calculations and/or recommendations are necessary. Our professional services have been performed, our findings obtained, and our recommendations prepared in accordance with generally accepted engineering principles and practices. 0 PRODUCT 207 MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers JOB SHEET NO. OF CALCULATED BY DATE CHECKED BY DATE SCALE DESIGN CRITERIA SUMMARY GOVERNING CODE: 1998 C.B.C. CONCRETE: f c = 2500 PSI, NO SPECIAL INSPECTION REQ'D, (U.N.O.) MASONRY: ASTM C90, I'm = 1500 PSI, NO SPECIAL INSPECTION REQ'D, (U.N.O.) MORTAR: ASTM C270, fc = 1800 PSI, TYPE S GROUT: ASTM C476, PC = 2000 PSI REINFORCING STEEL: ASTM A615, F, = 40 KSI FOR #3 AND SMALLER ASTM A615, F, =60 KSI FOR #4 AND LARGER (U.N.O.) STRUCTURAL STEEL: ASTM A992, F, =50 KSI (ALL 'W' SHAPES, ONLY) ASTM A36, F, =36 KS! (STRUCTURAL PLATES, ANGLES, CHANNELS) ASTM A500, GRADE B, F, =46 KSI (STRUCTURAL TUBES-HSS) ASTM A53, GRADE B, F, =35 KSI (STRUCTURAL PIPES) WELDING: E70-T6-TYP. FOR STRUCTURAL STEEL E90 SERIES FOR A615 GRADE 60 REINFORCING BARS SAWN LUMBER: DOUG FIR LARCH, ALLOWABLE UNIT STRESSES PER 1997 UBC. I-JOISTS: TrusJoist MacMillan - ICBO PFC-4354 (TJI & TJI/PRO MEMBERS) MICROLLAMS/ Trusloist MacMillan - ICBO PFC-4354 - (LVLIPSLILSL MEMBERS) PARALLAMS/ TIMBERSTRAND GLULAMS: DOUGLAS FIR OR DOUGLAS FIR/HEM GRADE 24F-V4 (SIMPLE SPANS) GRADE 24F-V8 (CANTILEVERS) SOIL: j'XISTING NATURAL SOIL VALUES PER UBC TABLE 18-I-A SOIL CLASSIFICATION -VNC(sFI 0 SOILS REPORT BY: DATED: ALLOWABLE BEARING PRESSURE = PSF ACTIVE SOIL PRESSURE (CANTILEVER) = PCF ACTIVE SOIL PRESSURE (RESTRAINED) = PCF PASSIVE SOIL PRESSURE = PCF COEFFICIENT OF FRICTION fl PRflfllWTfl7 MIKE SIJRPRENANT & ASSOCIATES Consulting Structural Engineers DATE JOB iotiI SHEET NO.__________________________ OF I" CALCULATED BY__________________________ DATE CHECKED BY L 110 ME I r- W-Vlk: SCALE DESIGN LOADS CASE 1 CASE II MATERIAL: t3,-U A I kT ROOF SLOPE: 19" :1?. /2 DEAD LOAD: ROOFING MATERIAL ...................................................................................... 5.1) PSF . tJ PSF SHEATHING...................................................................................................................1.5 1.5 RAFTERS/C.J. (or) TRUSSES ............................................................................................4.0 4.0 INSULATION....................................................................................................................1.5 1.5 DRYWALL..........................................................................................................................2.5 2.5 OTHER(ELEC., MECH., MISC.) .......................................................................................0.5 0.5 TOTAL DEAD LOAD: /5.0 PSF r.o 16 .0 PSF PSF LIVE LOAD: ?0 .0 PSF TOTAL LOAD: '25.0 PSF 3' .0 PSF FLOOR DECK FLOOR 14/4 MATERIAL: DEAD LOAD: PSF PSF FLOORING FINISH .......................................................................................................- LT. WEIGHT CONCRETE (_in.) ............................................................................. SHEATHING...................................................................................................................2.0 2.0 JOISTS..............................................................................................................................3.5 3.5 DRYWALL.......................................................................................................................2.5 2.5 OTHER(ELEC., MECH., MISC.) ...................................................................................... .3.0 3.0 TOTAL DEAD LOAD: -.0 PSF .0 PSF LIVE LOAD: .0 PSF - .0 PSF TOTAL LOAD: - .0 PSF - .0 PSF EXTERIOR WALL FINISH: _______ 8" STUDS.............................................................................................................................1.0 PSF 4 - PSF DRYWALL......................................................................................................................2.5 21s INSULATION....................................................................................................................1.5 EXTERIORFINISH ................................................................................................t .0 q7-.0 OTHER ..............................................................................................................................1.0 _____ TOTAL LOAD: IQ .0 PSF 92.0 PSF INTERIOR WALL STUDS..........................................................................................................................................................1.0 PSF DRYWALL....................................................................................................................................................5.0 OTHER............................................................................................................................................................1.0 TOTAL LOAD: 7, 0 PSF 0 PRflflI im m7 R1 = &eO lbs R,= -757 lbs Vx = '757 lbs E = V-00 ksi MMAX= 2.070 .11-lbs IREQI) = 54 in" 1'I &JI I !I.5' RL= I2I lbs RR= 3030 lbs VMAX = 3030 lbs E =2OO ksi MMtx= /4&50 ft-lbs IREQ'D = 4! 9 in MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers JOB SHEET NO. OF_____________________ CALCULATED BY DATE CHECKED BY DATE SCALE HORIZONTAL MEMBER DESIGN LEVEL: foof MEMBERS: LABEL: R I SPAN= 11.5 FT. UNIFORM LOAD POINT LOAD (CENTERED) CUSTOM LOADING (SEE DIAGRAM) W1 ='2)(35.°) = N05p.t+ W2/2)(35.o)+.4,Ct0O ) P2 = USE: 4 x1c GRADE: *2.. C:_______ ALT: GRADE: C:_______ LABEL: - 2. SPAN= 8 FT. iJNIFoRM LOAD POINT LOAD (CENTERED) CUSTOM LOADING (SEE DIAGRAM) W2 = P1 = P2 = USE: 4 Xl 0 GRADE: -C:_______ ALT: GRADE: C:_______ LABEL: SPAN= Ic1 FT. UNIFORM LOAD POINT LOAD (CENTERED) B' CUSTOM LOADING (SEE DIAGRAM) W2 = P1 (2)B—l)Zi2\ L& P2 = USE: GRADE:I— C:_______ ALT: GRADE: C:_______ 1' 1' = I 464 lbs Rit = 1 441f lbs VlAx = /4 4 lbs E =I &00 ksi MMAX = 3 40 ft-lbs IREQ'D = 51 in RL = I_7°lbs RR lbs = 3450 lbs E = ksi = I6OoO li-lbs IREQU = 55 in4 1k = 162.lbs R,, = 2_4lbs V1AX = L 4 ON lbs E =2Oksj MMAX 12 "71 0 ft-lbs IRKQ'u = 31_in4 MIKE SURPRENANT & ASSOCIATES J. r'i \ Consulting Structural Engineers SHEET NO. - CALCULATED BY CHECKED BY_ SCALE _______ - OF DATE DATE LEVEL: Foar- MEMBERS:- LABEL: ?i SPAN= lot FT. UNIFORM LOAD PONT LOAD (CENTERED) CUSTOM LOADING (SEE DIAGRAM) V1 =Qc.,)(35.o) WZ = P1 =9-2)x2= 2.cj z1S Lbs P2 = USE: 5Iq 11 X11 GRADE: ' C:_______ ALT: GRADE: C:_______ LABEL: SPAN= 11 FT. UNIFORM LOAD POINT LOAD (CENTERED) CUSTOM LOADING (SEE DIAGRAM) Wi 90 f .to4- P1 =p,.(i-z) 14(4L)') P2 = USE: 3i" \'GRADE: SL C:_______ ALT: (.A .. GRADE: #1 C:_______ LABEL: Ii _( SPAN= 24#5 FT. UNIFORM LOAD PONT LOAD (CENTERED) CUSTOM LOADING (SEE DIAGRAM p43 (23c//27) W2 = ')' P2 = (p)x L USE: (Ai F /2X27 GRADE: C:_____ ALT: GRADE: C:_______ (41 JJ. 31 C' RL= -lbs Rit =lbs VIAx = lbs E = _ksi MMAX= fl-lbs IR1Q'D = in4 s&ANA&ySs PøsT- our. Ei cd 7 -la MIKE SURPRENANT & ASSOCIATES Title: Job# 335 15th STREET Dsgnr: Date: 3:54PM, 24 DEC 02 SAN DIEÔO, CA 92101 Description: (619) 531-0757 Scope: Page 1 ci 9 - 5.1.3. s-n-iss. Steel Beam Design €:\PrO jeCtS\fO1derS\01 miSCStOCkeY\S -stj ( 1 53 99 ERCALC -- - Description RB-6 I.General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : WF12X27 Fy 36.00ksi Pinned-Pinned Load Duration Factor 1.25 Center Span 26.50 It Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 It LL & ST Don't Act Together Right Cant 0.00 ft Lu: Unbraced Length 0.00 It LDistributed Loads #1 #2 43 #4 #5 #6 #7 - DL 0.230 k/ft LL 0.127 k/ft ST k/ft Start Location 3.000 It End Location 20.500 It LPoint Loads #1 #2 #3 #4 #5 #6 #7 Dead Load 0.718 1.291 1.570 1.623 k Live Load 0.719 1.291 1.570 1.623 k Short Term k Location 20.500 19.000 11.000 3.000 ft Um1flary J Beam OK . St atic Load Case Governs Stress Using: WF12X27 section, Span= 26.50ft, Fy = 36.0ksi End Fixity = Pinned-Pinned, Lu = 0.00ft, LDF = 1.250 Actual Allowable Moment 66.656 k-ft 67.578 k-ft Max. Deflection -1.408 in fb: Bending Stress 23.436 ksi 23.760 ksi Length/DL Dell 391.8 :1 fb I Fb 0.986 : 1 Length/(DL+LL Dell) 225.8 :1 Shear 9.607 k 41.334 k fv: Shear Stres 3.347 ksi 14.400 ksi fvlFv 0.232:1 [Force & Stress Summary <<-- These columns are Dead + Live Load placed as noted -->> DL LL LL+ST LL LL+ST Maximum Only © Center © Center © Cants © Cants Max. M + 66.66 k-ft 38.39 66.66 k-ft Max. M - . k-ft Max. M © Left k-ft Max. M © Right k-ft Shear © Left 9.61 k 5.48 9.61 k Shear © Right 7.76 k 4.46 7.76 k Center Deli. -1.408 in -0.812 -1.408 -0.812 0.000 0.000 in Left Cant Dell 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Dell 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Deli © 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction © Left 9.61 5.48 9.61 5.48 k Reaction © Rt 7.76 4.46 7.76 4.46 k Fa calcd per 1.5-1, K*L/r <Cc LSection Properties WF12X27 - Depth 11.960 in Weight 27.07 Wit r-xx 5.060 in Width 6.500m I-xx 204.10 1n4 r-yy 1.443 in Web Thick 0.240 in l-yy 16.60 in4 Rt 1.734 in Flange Thickness 0.400 in S-xx 34.130 in3 Area 7.97in2 S-yy 5.108 in3 MIKE SURPRENANT r \li & ASSOCIATES Consulting Structural Engineers JOB SHEET NO. OF___________________ CALCULATED BY DATE CHECKED BY________________________ DATE SCALE LATERAL ANALYSIS I DESIGN (SEISMIC I WIND LOADS) AREA: vV6 L oi Seismic: V = (2.5 C, 1/ R) W - (Governs) Wind: P = C. Cq q, I 1.4 (ASD) Method 2 I ft Seismic Zone 4 Z = O f Exposure Basic Wind Speed .Z. mph Soil Profile =o N=1.0 C = 0. i , UBC Table 16-G Ca = 0. ''l Cq = I, 3 , (JBC Table 16-H I = 1.0 (Standard Occupancy) = (2.. psf R = Lj. . L = 1.0 (Non-Essential Facility) = Total Seismic Dead Load P = C C11 qs I = tat 6 psf BASE SHEAR: V = 01(7 W (ASD Load) (Assume p = 1.0, Verification to Follow) ROOF WEIGUT: Diaphragm = pP13° i . O LBS Exterior Wall Weight = OSii '/z)qo ) (ipEYii' /i 3 (o): 3 8V LBS Interior Wall Weight = LBS Total Weight (Tributary to Diaphragm) = 57, 1/ €90 LBS FLOOR WEIGHT: Diaphragm = LBS Exterior Wall Weight = LBS Interior Wall Weight LBS Total Weight (Tributary to Diaphragm) = LBS FLOOR WEIGHT: Diaphragm = . LBS Exterior Wall Weight = : : LBS Interior Wall Weight = . LBS Total Weight (Tributary to Diaphragm) = : LBS TOTAL DEAD LOAD, Wt= . . 5_I. 0 LBS BASE SHEAR, V =0.. 17 Wt . . 7 LBS UNIT SHEAR, v = V / Area (Applies to single level structures only) = 75 PSF W/N 17 C7 0V6z D PRODUCT 207 MIKE SURPRENANT ir ii & ASSOCIATES Consulting Structural Engineers JOB oz.Cfl SHEET NO. at OF__________________ CALCULATED BY__________________________ DATE CHECKED BY_________________________ DATE SCALE LATERAL ANALYSIS / DESIGN (SEISMIC / WIND LOADS) AREA: HP"- Ot47i/ t04p5 Seismic: V = (2.5C.._1/R) W1 - (Governs) 1.4 (ASD) Seismic Zone 11 z Soil Profile =5 N= C3 = o.qV I = 1.0 (Standard Occupancy) W1 = Total Seismic Dead Load BASE SHEAR: V = 0. W1 (ASD Load) (Assume p = 1.0, Verification to Follow) Wind: P=Ce Cq qs l Method 2. h,,...= I ft Exposure r> Basic Wind Speed 12. mph C.= &. tZ , tJBC Table 16-G Cq = ___, U13C Table 16-H q,= I.b psf = 1.0 (Non-Essential Facility) PCe Cq qs I= Ion _t psf ROOF WEIGHT ñ5p : Diaphragm= 1 rz (°I) . LBS Exterior Wall Weight= 2,s/)(,,_.3)(z)).L/712— LBS Interior Wall Weight = . LBS Total Weight (Tributary to Diaphragm) = ____________ FLOOR WEIGHT: Diaphragm = Exterior Wall Weight Interior Wall Weight Total Weight (Tributary to Diaphragm) = LBS FLOOR WEIGHT: Diaphragm = LBS Exterior Wall Weight = : : LBS Interior Wall Weight = LBS Total Weight (Tributary to Diaphragm) = . LBS TOTAL DEAD LOAD, Wt= _.. ,LBS BASE SHEAR, V =. I 5 Wt LBS UNIT SHEAR, v = V / Area, (Applies to singlelevel structures only) = . , PSF 0 PRODUCT 207 áo1 5Z LBS LBS LBS LBS MIKE SURPR.ENANT & ASSOCIATES Consulting Structural Engineers JOB SHEET NO. OF_____________________ CALCULATED BY DATE CHECKED BY________________________ DATE SCALE 15 Story Shearwalls E W Direction Unit Lateral Load, v = 7. psf Gridline Tributary Area (This Level): (i )(i /7) 1 0-6 sq. ft. Lateral Load (This Level): I Lbs Lateral Load (Level Above): - Lbs Total Load (All Levels), F= O Lbs Shearwall(s) Length. L =7, Unit Wall Shear. v = FAIL = 7-0 pif Shearwall Type: (1) Overturning: L = Z- ft. .....ji... Okay by Inspection - J1JIIlt - Holdown Anchor Type: — . Gridline Tributary Area (This Level): Lateral Load (This Level): Lateral Load (Level Above): Shearwall(s) Length, L Unit Wall Shear, v = FjL = plf Shearwall Type: (IJ Overturning: L Uplift = Holdown Anchor Type: I sq. ft. Lbs Lbs Total Load (All Levels), F = Lbs ft. Okay by Inspection Lbs. Gridline Tributary Area (This Level): Lateral Load (This Level): - Lateral Load (Level Above): Shearwall(s) Length, L = - Unit Wall Shear, v = FAIL = - Shearwall Type: 0 Overturning: L = Uplift = Holdown Anchor Type: sq. ft. Lbs Lbs Total Load (All Levels), F = Lbs ft. plf ft. Okay by Inspection Lbs I D PRODUCT 207 MIKE SRENANT & ASSOCIATES \... Consulting Structural Engineers JOB SHEET NO. (I OF____________________ CALCULATED BY__________________________ DATE CHECKED BY DATE SCALE / ct Story Shearwalls 1') ' Direction Unit Lateral Load, v = 9.14 F psf Gridline Tributary Area (This Level): (2 2'ñ8' /) sq. ft. Lateral Load (This Level): 19 5 6 Lbs Lateral Load (Level Above): Lbs Total Load (All Levels), F = f 9 56 Lbs Shearwall(s) Length, L = Z ' ft. Unit Wall Shear, v = FAIL = 9 5 p11 Sheanvall Type: 0 .LI. Okay by Inspection Overturning: L = ft. TT...l:r. — T h, upun - Holdown Anchor Type: I Gridline Tributary Area (This Level): Lateral Load (This Level): - Lateral Load (Level Above): Shearwall(s) Length, L = Unit Wall Shear, v = FIL = — Shearwall Type: 0 Overturning: L=— Uplift = Holdown Anchor Type: Gridline Tributary Area (This Level): - Lateral Load (This Level): — Lateral Load (Level Above): - Shearwall(s) Length, L = — Unit Wall Shear, v = FAIL = — Shearwall Type: (J - Overturning: L=- Uplift = Holdown Anchor Type: sq. ft. Lbs Lbs Total Load (All Levels), F. Lbs ft. p1 f ft. Okay by Inspection Lbs I sq. ft. Lbs Lbs Total Load (All Levels), F. Lbs ft. plf ft. Okay by Inspection Lbs 0 PRODUCT 207 MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers JOB tip L SHEET NO. L. OF_______________________ CALCULATED BY__________________________ DATE CHECKED BY DATE SCALE 0 VIA p,-fg,*M H6-m - NO(LTN-50t471/ !8,0 - 1 er- _N (z c,): $'.qq,i1' y 169,,pfr@L.ifV 6I4 LINE 2- 95. o5/ (qo) /' .) 2 1-2, 6 - L-iftj _Lf. )06.3fl1~ Z6 pf 4—00A)7901-5 -. LIN5 1IPP lbö.& I7(8') /Ol,15 /?P14'-M7.p S HMMIIN411 P$w/. I, z.q"flm,i1k?,7 jp/I%J ITldAc,, c-orni ON WM-ii$ 0 6 ".o, c-. 19. r'l, I 104 fl/'16'A/ /JflfL..IrO.C. -/ /VT- f/ j/ Y4ii0; 270pi> 2.66pM (V4Jt-t -. - IfrH) B PRODUCT 207 MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers JOB SHEET NO. OF 115 CALCULATED BY DATE CHECKED BY DATE SCALE SCHEDULES 0 PRODUCT 207 IT IT o 0 5' 5' -4 -4 m m SHEARWALL SCHEDULE _V. JAN. 2001 DESCRIPTION SWEARIJALL NAILI®® SWEAR TRANSFER - 3. @ SILL ATTACHMENT&M BOTTOM PLATE® TOP PLATE SYTIEOL VALUE MATERIAL FRAM NAIL SIZE Bit I EN. Fit ®® FREQID 5/8's AB. SPACING NAILS LAGS CLIPS @ 180 PORTLAND NO NO. 11 GA. 1-1/2' L. 6' 6' 48' Ot !6d a 8' 0G. A35 • 24' O.C. ON WOVEN WIRE MESH 1/16' HEAD 260 3/8' APA RATED SHEATHING NO Sd 6' Q. 48' 0G. I6d I 8' 0G. A35 a 16' 0G. 350 3/8' APA RATED SHEATHING NO Sd 4' 12' 32' CC I6d .6' 0G. A35 a 12' 0G. @550 3/8' STRJCIURAL I RATED SHEATHT YES Sd 3• 12' 24' OG 3/8'$ N 6' LAGS a 12' 0G. (STAGGERED TO 4x BLKG) A35 I 8' O.C. @130 3/8' ST1=1URAL I RATED SHEATHING YES Sd 2' 12' 24' 0G. 318' N 6' LAGS 1 WIDE. (STAGGED TO 4x BLK'G) LTP4 • 12' 0G. @ 810 15/32' STRICThRAL I YES lOd RATED SHEATHING (5TACiGED 12' 16, oc. 3/S'• N 6' LAGS I 8' 0G. TO 4x BLK'G) LTP4 I 8' 0G. @ 1280 15/32' STRiJC1IJRAL I RATED SHEATHING (APPLIED To ® YES ad 12' 12' 0G. 'I N 6' LAGS' 6' 0G. (STAGGERED TO 4x BLKG) LTP4 '6' 0G. BOTH SIDES OF WALL) 5I4EARJJALL SCWEDULE FOOTNOTES: ® ANCHOR BOLTS 11151 BE BEDDED 1' MHS121 INTO NEW cCFIcPEIE. UtESS NOW OTIEMUSE. UJEPE SUEARIUALLS APE TO SE AT1A0D TO EXISTNO CaICPETE. 5164 T3ADW FOO AiCMOr8 SHALL BE EPDXIED lATH 5' NUIPUI EIZEDMENT INTO THE EX15T615 FOOTD15S AT THE 5IAC313 INDICATED H ABOVE SCUEPU.L USE SF?OI 'SET' EPDXY. IC8O R521 SPECIAL. INSPECTION PEOJIPED) ® SILL PLATES To BE ATTAOED USINO A I1INFU1 CF (2) kICHOR BOLTS PER PIECE IlAT1,4 4iCAlOR BOLTS LOCATED G' MAXUIJI FROM EACH END. CD MCI4OR SELl HOLES TO BE DRILLED 1132' MAXPIEI OVERSIZED. OJIDAIICH ANCHOR BOLTS H ALL SHEARIIALLS SMALL WAVE ST'?SCUI 'SF5/8' PLATE UI45EPE UER EACH NAT. THE HITS SHALL SE T4TED .51ST PRIORI TO coveror. SHLL M.AmM. ® USE D0.1SLA5 FIR NO. 2 FPESSIIPE IPEAIEO SUJ.. PLATES. a53SER To BE NOTFIEP FOR PE•DESI F OTHER SPECIES OF SILL PLATES ARE USED OR ARE FART CF THE EXISTS53 SUILOU53 ® U11EPE NOTED, FR4111153 Al FOJOATION SILL PLATES. AND ALL FRAMM IEPE RECEIVING EDGE )LAILNO FROM ABUTTING PA(EL5, Sil/LI. SE 3A NOIPIAL OR THICKER ALL SILL PLATE AND 51EA1H653 JOINT NAILING SM#U. BE STAGGERED. SHEAR PANELS SHALL BE APPLIED DIRECTLY 105W PE/11053 Al IS' CH CENTER FWCIIEI ® U6EPE SHEATWNO PAIELS APE APPLIED al 60TH FACES OF THE ISEAR.UALL, SHEATHS53 PANEL JOINTS SHALL 000R Al 3i H21HA1. OR THICKER PEA'I653 NDEPE. PANEL JOINTS 04 EACH SIDE CF WALL SMALL BE STAGGERED. ® ALL SEOQ S4EAT14S53 PANEL EDGES SHALL BE BLOCKED 5J114 MS/bill 2- SLOO.053, IJLEES NOTED OTHERIJISE. ® SUEARIIALLS 113TH MORE TSWI ONE VERTICAL PANEL H UEIGUIT SHALL HAVE EITHER VERTICAL OR IIOr4ZCU4TAL STAPED SPLICED JOINTS. ® OILY COIIOI HAILS ARE TO SE USED FOR ALL SHEAIHNO A1TACAI1E)AT. NAIL 0(145 USND 'CLIPPED MAD' OR 'SEATER' NAILS APE NOT ACCEPTABLE. ® PROVIDE 3/5' MSAU'UI EDGE DISTANCES FOR ALL SI4EATH3AG AND FRAJIS53 ('EFlEER EDGE mur. ® STUCCO AND/OR EXTERIOR VESEER OVER A 115300 SUEATHIHO SIEAMIIALL SHALL BE IUATERTCFED 113TH A MH6III OF (2) LAYERS CF 5 b. FELT PAPER cn ( C) X ) m r m m 0 co -c 0 C e