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City Zip State R a 767 Lic. #01 r1 1-t. LICENSED CONTRACTOR'S DECLARATION I hereby affirm that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. SIGNATURE DATE OWNER -BUILDER DECLARATION I her affirm thnl I am oxempl from She Contractor's Llcanse Law far the I t owing reason: (Sec. 7031.5, Business and Professions Code: Any city or county which fetfulms a permit ro construct, &!ter, improve, demolish, or repair any afrucruta, prior Fv fro fsairanco a7sp r-genres the applicant for such permit to ►lie a argnad statement t►fat We is Ncensed pursuant rn ttra pprroovtslotis of the Cvritractw's Clcansn Lea; Chapter S {conNn-rrcrng whh $action 70r3D] of Qhrlsfan 3 of fha 8usbness and Professions Code, or that he Cs exempt merelrvm, and the Gaels to the alleged oxemptlon. Any Wvlalldrr of Section T031,5 ayany appftvent for a perrrlfl subfocfs lire applicant to a clvlf pertBlty of not more Pharr five hundred dollars (SsOP7• 0 I, as owner of the property, or my empIoyses with wages as their sole compensation, will do the work, and the structure is not intended or offered far sale. fSer. 7044. 9rrslness -rid Profes- sions Cods: The Cdntractor's iJcensa Law does not applyy to an owner of property who builds or improves thereon artd wha does such work himself or ifrrough his own ompIvyyaaon, prvvkiad that such Improvements are not intended or offered for sale. 11, however, fire bulRRng or im• provement Is sold wflhin one year of cDmpletion, the owner -builder will !rave the burden of proving that he did not build or Improve ter fhm purpose of sale)- 0 I, as owner of the pproperly, am exclusively conlraCtfng with licensed contractors to Construct the project. {Soo, 7044, Business and Prolesslons Code: The Contractor's License Caw does hat apply to an owner of property wlm builds orlmprovas thereon, and who confracrs for such Wolter, with a contractaf(sy Itcansed pursuant to the Comractor's License Caw.) ❑ I am exempt under Sec. B. & PC- for this reason WORKER'S COMPENSATION DECLARATION I herebyy affirm that I have a certificate of consent to self•Insure, or a certificate of Worker's ns Compeation Insurance, or a certified copy thereof. (Sec. 3800. Labor Coda.) Policy No. Company ❑ Copy is filed with the city. ❑ Certified copy is hereby furnished. CERTIFICATE OF EXEMPTION FROM WORKERS' COMPENSATION INSURANCE {This section need nor ba completed ll the permit is for one hundred dollars {S IOU) valuation or less). I certify that In the performance of the work for which this permit is issued. I shall not employ any person In any manner so as to become subject to Workers' Compsnsallon Laws of Ca farnis- Date Owner NOTICE TO APPLICANT. It, after making this Certificate of Exompflan you should become subject to the Workers' Compensation provialans of the Labor Code, you must torthwHh comply with such pravlsrons or this perm shall be deemed revoked, CONSTRUCTION LENDING AGENCY I hereby affirm that there is a cormlruclion lending agency for the performance of the work for which INS permit is issued. (Sec. 3M7, Clod Code.) Lender's Name Lender's Address This is a building permit when properly filled out, signed and validated, and is subject to expiration if work thereunder is suspended for 180 days. I certify that I have read this applh:alion and slate that the above inlormallon is correct. I agree to oompfy with all city and county ordinances and state laws staling to building constructionand hereby authorize representatives of this city la enter the above-manifoned properly for Inspection purposes - Signature of applicant Date Mailing Address City, State, Zip WHITE = BUILDING DEPARTMENT New Add ❑ Alter ❑ Repair ❑ Demolition ❑ Estimated Valuation PERMIT AMOUNT Plan Chk. Dep. I)a Plan Chk. Bal. Const. Mech. Electrical Plumbing S. M.I. Grading Driveway Enc. Infrastructure MITY0 TOTAL REMARKS ZONE: BY - Minimum Setback Distances: Front Setback from Center Line Rear Setback from Rear Prop. Line —Side Street Setback from Center Line —Side Setback from Property Line FINAL DATE INSPECTOR Issued by: _ Date Permit Validated by: Validation: YELLOW = APPLICANT PINK = FINANCE Coachella Valley Unified School District 83-733 Avenue 55, Thermal, CA 92274 (760) 398-5909 — Fax (760) 398-1224 Project Name: Owner's Name: This Box For District Use Only DEVELOPER FEES PAID AREA: AMOUNT LEVEL ONE AMOUNT: LEVEL TWO AMOUNT: MITIGATION AMOUNT: COMM/IND. AMOUNT: DATE: RECEIPT: CHECK M INITIALS CERTIFICATE OF COMPLIANCE (California Education Code 17620) Andrew Pierce (Residence at Hideaway) Andrew Pierce Project Address: 53-588 Via Pisa, La Quinta, CA Project Description: 1 Single Family Dwelling APN: 777-190-019 Tract #: Type of Development: Residential XX Commercial Total Square Feet of Building Area: 3,951 sq. Ft. Date: 08/21/06 Phone No. (760) 346-3228 Lot #'s: Industrial Certification of Applicant/Owners: The person signing certifies that the above information is correct and makes this statement under penalty of perjury and further represents that he/she is authorized to sign on behalf of the owner/developer. Dated: 08/21/06 Signature: *********************************************************************** SCHOOL DISTRICT'S REQUIREMENTS FOR THE ABOVE PROJECT HAVE BEEN OR WILL BE SATISFIED IN ACCORDANCE WITH ONE OF THE FOLLOWING: (CIRCLE ONE) Education Code Gov. Code Project Agreement Existing Not Subject to Fee 17620 65995 Approval Prior to 1/1/87 Requirement Number of Sq.Ft. 3,951 sq. ft. Amount per Sq.Ft. $ 3.75 Amount Collected $ 14,816.25 Building Permit Application Completed: Yes/No By: Carey M. Carlson, Asst. Supt., Business Services Certificate issued by: Leticia C. Torres, Facilities Analyst Signatu(e: NOTICE OF 90 DAY PERIOD FOR PROTEST OF FEES AND STATEMENT OF FEES Section 66020 of the Government Code asserted by Assembly Bill 3081, effective January 1, 1997, requires that this District provide (1) a written notice to the project appellant, at the time of payment of school fees, mitigation payment or other exactions ("Fees"), of the 90-day period to protest the imposition of these Fees and (2) the amount of the fees. Therefore, in accordance with section 66020 of the Government code and other applicable law, this Notice shall serve to advise you that the 90-day protest period in regard to such Fees or the validity thereof, commences with the payment of the fees or performance of any other requirements as described in section 66020 of the Government code. Additionally, the amount of the fees imposed is as herein set forth, whether payable at this time or in whole or in part prior to issuance of a Certificate of Occupancy. As in the latter, the 90 days starts on the date hereof. This Certificate of Compliance is valid for thirty (30) days from the date of issuance. Extension will be granted only for good cause, as determined by the School District, and up to three (3) such extensions may be granted. At such time as this Certificate expires, if a building permit has not been issued for the project that is the subject of this Certificate, the owner will be reimbursed all fees that were paid to obtain this Certificate of Compliance. O l-:; s':k<,:" , 1,om% 1/16/03 T MDELITY NATIONAL TITLE COMPANY a SUBDIVISION DEPAWWENT WIN RECORDED MAIL TO: Andrew Pierce Corporation 44-835 Deep Canyon Road Palm Desert, CA 92260 MAIL TAX STATEMENT TO: SAME AS ABOVE qqq j. 5 DOC a 0003-08004M 02/05/2003 08:00A Fee:16.00 Page i of 4 Doc T Tax Paid Recorded in Official Records County of Riverside Gary L. Orso Assessor, County Clerk 8 Recorder 1111111111111111111111111111111111111111111111111111111 M $ U 11 PAGE SIZE DA PCO l NOCOR SMF MISC. A R COPY LONG REFUND NCHG EXAM DOCUMENT TRANSFER TAX $ Z q '7, 'so XX Computed on the consideration or value of property conveyed; OR Computed on the consideration or value less liens or encumbrances remaining at the time of sale. rlfW530-0i01 ` t() C) SIP /6 0 Signature of Declarant or Agent determining tax - Firm Name GRANT DEED FOR A VALUABLE CONSIDERATION, receipt of which is hereby acknowledged, ND LA QUINTA PARTNERS, LLC, a Delaware limited liability company ("Grantor"), hereby GRANT(S)to ANDREW PIERCE CORPORATION, A CALIFORNIA CORPORATION ("Grantee"), the real property located in the City of La Quinta, County of Riverside, State of California, described as: See Legal Description attached hereto and incorporated herein as Exhibit "A". SUBJECT TO all matters of record including, without limitation, the covenants and agreements described in Exhibit "A" attached hereto. Dated: January 20, 2003 ND LA QUINTA PARTNERS, LLC, a Delaware limited liability company By: Nationwide Realty Investors, Ltd., an Ohio limited liability company its managing m er By: �_,/ Jos e-pA L. Arenson Authorized Representative ]-LA/627969.1 STATE OF California ) ss. COUNTY OF Riverside On-0an karu 31 , 2003, before me, the undersigned, a notary public in and for said State, personally appeared Joseph L. Arenson (or proved to me on the basis of satisfactory evidence) to be the person(s) whose name(s) is subscribed to the within instrument and acknowledged to me that he executed the same in his authorized capacity(ies), and that by his signature(s) on the instrument the person(s), or the entity upon behalf of which the person(s) acted, executed the instrument. WITNESS MY HAND AND OFFICIAL SEAL. KATHRYN L. HUNTER Signature [SEAL] Commission # 1382692 z z Notary Public - California t ` Riverside County My Comm. Expires Nov 1, 2006 1111iw�iuimnmuN��uauui� ��� �,m. 1-LA/627969.1 2 EXHIBIT "A" Legal Description Parcel No. 1: Lot 2 (the "Lot") of Amended Tract No. 29894-2 as shown on a Subdivision Map (the "Map") recorded on December 12, 2002, in Book 327, Pages 56 to 88, inclusive, of Maps, in the Office of the Riverside County Recorder. EXCEPTING AND RESERVING THEREFROM TO GRANTOR, and its successors, assigns, invitees, licensees and employees, together with the right to grant and transfer all or a portion of the same, all easements and rights for access, ingress, egress, encroachment, maintenance, drainage, support, and for other purposes over the Association Maintenance Areas and other portion of the Lot, reserved to Grantor in the following instruments: 1. The Amended and Restated Declaration of Covenants, Conditions and Restrictions and Reservation of Easements for The Hideaway Owners Association (as amended or supplemented, the "Declaration"), recorded on December 13, 2002, as Instrument No. 2002- 745939, of Official Records of Riverside County, California (the "Official Records"); FURTHER RESERVING THEREFROM, the right to enter the Lot for a term of twelve (12) months following the recordation of this Grant Deed, to complete and repair any improvements or landscaping located thereon as determined necessary by Grantor, in its sole discretion, in order to comply with requirements for the recordation of the Final Tract Map, the grading of said Tract and/or in compliance with the requirements of applicable governmental agencies. Such entry by Grantor shall be preceded by reasonable notice to Grantee before such entry. If this reservation of right of entry is not complied with by Grantee, Grantor may enforce this right of entry in a court of law. Grantee shall be responsible for all damages arising out of said breach including attorneys' fees and court costs. This reservation of right of entry shall automatically expire twelve (12) months from the recordation of this Grant Deed. Parcel No. 1 Nonexclusive easements for access, ingress, egress, drainage, maintenance, repairs and for other purposes, all as described in the Declaration. SUBJECT TO: Nondelinquent general, special and supplemental real property taxes and assessments. 111111111111111111111111111111111111111111111111111111111111 , ��Po°� 1-1,A 627969 1 2. All other covenants, conditions, restrictions, reservations, easements, rights and rights -of -way of record including, without limitation, the Declaration and the Map for Tract No. Grantee, by acceptance and recordation of this Grant Deed, hereby (a) accepts and approves all of the foregoing in this Grant Deed, (b) grants to Grantor and The Hideaway Owners Association such powers and rights as are set forth in the Declaration ,and (c) accepts, covenants and agrees to be bound by and assume performance of all of the applicable provisions and requirements set forth in the Declaration, including Section L, 15'establishing the procedure for resolving disputes with Grantor, and the notice, which provisions and requirements are acknowledged to be reasonable and incorporated herein by this reference thereto. This grant is conditioned upon the performance of such provisions and requirements as are to be performed by Grantee under the Declaration. The restrictions on use and occupancy of the Lot are set forth in the Declaration to which this Grant Deed is specifically and expressly made subject. GRANTEE HEREBY ACCEPTS AND APPROVES THE FOREGOING, granting unto Grantor and The Hideaway Owners Association such powers and rights which are set forth in the Declaration defined above, on / - 3 �� , 2002, STATE OF (������ tri►-n��t ) ss. COUNTY OF _/ On -1 - f/ 2002, before me, the undersigned, a notary public in and for said State, personally appeared t�- , personally known to me (or proved to me on the basis of satisfactory evidence) to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and that by his/her/their signature(s) on the instrument the person(s), or the entity upon behalf of which the person(s) acted, executed the instrument. WITNESS MY HAND AND OFFICIAL SEAL. Signature ,ems =:___ - --[SEAL] �':=:.':c, KRISTEN L. SNYDER COMM. #1216456 � NOTARY PUBLIC -CALIFORNIA W RIVERSIDE COUNTY M My Comm. Expires April 19, 2003 IN .; of 4 : 1-LA/627969.1 4 Bin #59 City of La Quinta Building u Safety Division Permit # P.O. Box 1504, 78-495 Calle Tampico U Quinta, CA 92253 - (760) 777-7012 CEO13,Building Permit Application and Trackin g ng Sheet Project Address: -099 q14 Owner's Name: P0VI*we- A. P. Number: I I I . . 0504 Address: FAA 00Y. Azo Legal Description, City, ST, Zip: ?" w � Q Zu I Contractor. Aovj* Teiephone; 160. -+32A$ Address: ._O. *s. a4 2 Project Description: ler g l 0'esL City, ST, Zip: pukk is t4__ G� . Z61 �► dap • Q� T t Telephone: •3TC�?!�l•D j - . 1�+� State Lic. # : fi+ City Lic. #: Qa► Arch., Engr., Designer: AW)iWKIA's 2,50— 63 Address: 2P411 /Vo-TE ' ALL GtAW5 e-J L/R f Pr&t r- City, ST, Zip: ok A0A, 161li Telephone: "l��' /���._ Z Construction Type: Occupancy: State Lic. #: Project type (circle one): New Add'n Alter Repair Demo Name of Contact Person: VMt kkAtJ Sq. Ft.: # Stories: # Units: Telephone # of Contact Person: 1146 -04- Upd* Estimated Value of Project: APPLICANT: DO NOT WRITE BELOW THIS LINE # I Submittal Req'd RecId TRACKING PERMIT FEES Plan Sets Pit/ Plan Check submitted Item Amount Z Structural Calcs % Reviewed, ready for torrecdons Plan Check Deposit russ Calcs/(eV*' Called Contact Person Plan Check Balance Energy Cates. Plans picked up Construction Flood plain plan Plans resubmitted Mechanical Grading plan V Review, ready for correeti aslissn Electrical Subcontactor List Called Contact Person Plumbing Grant Deed Plans picked up I S.M.I. H.O.A. Approval Plans resubmitted Grading IN HOUSE:- '" Review, ready for corrections/issue Developer Impact Fee Planning Approval Called Contact Person A.I.P.P. Pub. Wks. Appr Date of permit issue School Fees Total Permit Fees ti iz o'1 VCA n uE 1 25 0`7 ��a 4 07 5� 4 PPRavEP Y r r1 We 0 U U cB U (D U JI a) C N O U D co J ii M p w Nit W co M q X w N J x m a � a N L a �-= w cn N Cu Cu Q U m DEL MAR ENGINEERING INC. SCHMiALZRIED RESIDENCE, 53-461 VIA PISA, THE HIDEAWAY, LA QUINTA, CALIFORNIA, JOB NO: 1196, DATE: 10-30-08 .I- I . I c I I r t a-- FF-1 �- � 0 q Or, a � �4 0 - NOL D--©OWN PER PLAN POST PER PLAN I ASTM A307 OR A36 TREADED ROD W1TH MATC 41NG COUPLEQ z 0 HOLD-DOWN ANCHOR PER MAX 12_ PLAN OFFSET �'-) OFFSET HOLDOWN ANCHOR FIX Structural Vagineering Consultants 5820 Miramar Road, Suite 208, San Diego, CA 92121 • Tel (858) 455-0318 • Fax (858) 455-0319 DEL MAR ENGINEERING INC. SCHMALZRIED RESIDENCE, 53-461 VIA PISA, THE HIDEAWAY, LA QUINTA, CALIFORNIA, JOB NO: 1136, DATE: 10-30-08 H-Uc 3i Q T` m FF RfY PM-Tkl" j A�t O'MiIJ6- m °° ' (' oo °° U yc � x �- � \ co t c a "c BM TO RIDGE 4X6 17 6 xfi FULLm M ` 17 4'-0` �� T. POS DST 47 X m a 05 6x6 HOR 847T. FiT. POST HT. POST ## AT 8'-1 - -- - t: iO SD - ` 6X6 I• • +. OG UC AUGN R +`— LONG 5 1/4 x 16` 6 POST HC�ROGRO W/ EX C PLB BOTT. AT 10'-1_ ` i Hl1TF6 2 U6 13 1 5� 1 O m - 8 j K. POS T 1 8LWG d mHIGH PLYWO SHEAR sm TO `�v ,�� R04F H1GHx •� �6 ,1 _. Structural Engineering Consultants 5820 Miramar Road, Suite 208, San Diego. CA 92121 • Tel (858) 455-0318 • Fax (858) 455-0319 DEL MAR. ENGINEERING INC. - SCHMALZRIED RESIDENCE, 53-461 VIA PISA, THE HIDEAWAY, LA QUINTA, CALIFORNIA, JOB NO: 1196, DATE: 10-30-08 r Del 6XIG DROP DOL St TOP TRIM AT_ 8'---1_ ' 4a DIAL T �JRMGE I l3 xf 4 1 - -- tl �a � D PLYWO SHEAR ENTIRE LENGTH OF WALL. APPLY PLYWO SHEAR PRIOR TO LAW RW -FRAMING. FRAME ENTIRE WALL TO BOTT. OF RAFTERS ALL 'a4 0 -T, (I, -gyp (ate i F Structural Engineering Consultants 5820 Miramar Road, Suite 208, San Diego, CA 92121 • Tel (858) 455-0318 • ray (858) 455-0319 DEL MAR ENGINEERING INC. SCHMALZRIED RESIDENCE, 53-461 VIA PISA, THE HIDEAWAY, LA QUINTA, CALIFORNIA, JOB NO: 1196, DATE: 10-30-08 081- z L TADS !'I OST 16 . ,� LINE G 8LK G 72 WALL f �I 06 r 9�'j APPLY PLYWO SHEAR POST �� AT 2NQ FLOOR cN R PRIOR TO LOW ROOF R W/ E.N. pg .` 7 . FRAMING S z i 6X6 TO HI ! POS Zk'ROOF I DBL 6 131 13 fi'—O' POST f. S i0 2 HU 3 1l-A W / E N BOTT e ti _&fkqw-v? 0-t-� (tA(Cl i Struelrreingiv[eersn� Consultants W, 1:L .f VWa 5820 %liramar Road, Suite 208, Sari Diego, CA 92121 • Tet (858)d55-0318 0 Fax (858) •155-U319 DEL MAR ENGINEERING INC. SCHMALZRIED RESIDENCE, 53-461 VIA PISA, THE HIDEA1b ", LA QUINTA, CALIFORNIA, JOB NO: 1196, DATE: 10-30-08 S22 24 A. SIDE ^ �# 90 3KEWEIS # -IGRCL � d Dom; j CONT. 1 3/4 x 4X6 X !KNEE BRACING RAFTERS AS PER TECT ELEVATION. lAc Ph M,0,6 S -& _I m AT 10'-1 4X6 POST 9 ALIGN JOIST UNDEW K6 INTERIOR WALL ABOVE 7 x 11 7/8• BOTT AT 2 10'-1 .� l Ott `-�LIT—s 06 ll 1} I e l7r 1 ! 3 f4 x 1 7/88. FIT. yg f If 1 APPLY PLYWD SHEAR AT 2ND FLOOR PRIOR TO LOW ROOF FRAMING. AA— Wes" L 0 v �Ivo fig-\Iv— -r G 1 X 6X 116 C eJ�r 5 'T K 6 Y 6)(! O ' s S qS FoN c- 6K6X``l, n 6X6 X Xq- DF co -IDS a� DEL MAR ENGINEERING INC. October 30, 2008 Mr. Rick Hilliard Hiliwood Custom Homes 76280 Via -Chianti Indian Wells, CA 92210 RE: Framing walk-through observation. 53-461 Via Pisa, The Hideaway, La Quinta, California, Job no: 1196 We observed the structural requirements that are visible for the above Residence. The project was observed in its framed condition with all dropped ceiling framing in place, prior to installation of drywall and stucco. The visible structural requirements were observed. Roof plywood nailing and connections on top of roof were not part of framing walk through. The as built construction at the time of our visit is in general conformance with framing plans except for the following. *All HDQ8 & HHDQ11 which are installed using shim due to offset anchor bolts must be fixed as per attached detail. **Refer to attached partial framing plans with our comments for additional pick up to be done due to limited comments, we do not require another job site visit to verify the items above as long as your company is verifying them. After all the items above have been verified, please sign below and return to our office. If you avant us to make another site visit for the above please contact our office. This report is understood to be an expression of professional opinion, which is based on our best knowledge, information and beliefs. As such it consists of a report for only structural elements as outlined above and is neither a guarantee nor a warranty, expresses or implied for other trades or requirements of the project. Framing walk- through should not be construed to relieve framing contractor of his responsibility to perform his work to the standards required by applicable building codes and project specifications. Sincerely, Hormoz ezaei president The above pick up items were done by framing contractor and verified by Rick Hilliard ------ 4��e��e�c �---------------------- 1 it h2 Date- -- sheets attached as part of this letter Structural Engineering Consultants 5820 Miramar Road. Suite 208..San Diego. CA 92121 • Tel (858) 455-0318 BORN/ STRUCTURAL ENGI PROJECT: Structural Engineering for the Lot 294 - Smyth Residence Project, to be built in the City of La Quinta, CA. SUBJECT: Project Calculations CLIENT: Andrew Pierce Corporation 44-835 Deep Canyon Road Palm Desert, CA 92261 (760) 346-3228 Mr. Dave Muth ARCHITECT: BBG Architects 20371 Irvine Ave., Suite 120 Santa Ana Heights, CA 92707-5651 (714) 434-2506 OWNER: Andrew Pierce Corporation 44-835 Deep Canyon Road Palm Desert, CA 92261 (760) 346-3228 Mr. Dave Muth SOILS: Sladden Engineering - Palm Desert 77-725 Enfield Lane, Ste 100 Palm Desert, CA 92211 (760) 772-3893 Soils Report: 544-1299-03-10-638 Date: 10/3/2003 Soil Bearing Value: 1800 psf CODE: 2001 California Building Code ENGINEER: George Richards NOTICE: The content of these documents is understood to be an expression of professional opinion. It is based on our best knowledge, information and belief. No guarantee or warranty is expressed or implied. These documents are the property of BORM Associates, Inc. FILE: 11620 DATE: 4/18/2006 Rev 1: 6/12/2006 Rev 2: 1 /4/2007 ���p�1w5Slq„ � FiIC���� tci [n `n+ �V 0 p, 6/30108 OF j 'Ty OF LA QUINTAG & SAFF�' pEPTApaROVCDFors CT[OUr BORM ASSOCIATES, INC. Structural Engineers Smyth Residence File No. 11620 Plan No. MATERIAL SPECIFICATIONS Minimum material specifications for design: 1. Concrete member strength is as noted. 2. Hardware embedment into concrete is based on fc=2500 psi, U.N.O.. 3. Steel Reinforcement is Grade 60 except that No. 3 and No. 4 bars are Grade 40. 4. Nails are 8d common, 10d common and 16d framing (short), U.N.O.. 5. Hardware is Simpson brand U.N.O.. 6. Solid framing lumber shall conform with the rules of the Western Wood Products Association. Lumber grades, U.N.O. shall be: Use Grade mark & bending stress 2x4 studs 9 ft in height or less: 2x4 studs more than 9' in height: 2x6 studs 9 ft in height or less: 2x6 studs more than 9' in height: 2x8 & deeper studs: 2x4, 3x4, & 4x4 plates: 2x6, 3x6, 4x6 & deeper plates: 3x4 & 4x4 studs & posts: 4x6 & deeper studs & posts: 6x6 & larger square posts: 6x8 & larger rectangular posts: 2x4 joists & rafters: 2x6 & deeper joists & rafters: 4x6 & deeper beams: 6x8, 8x10, 10x12 & deeper beams: Douglas Fir -Larch Stud Douglas Fir -Larch Construction or #2 Douglas Fir -Larch Stud Douglas Fir -Larch #2 Douglas Fir -Larch #2 Douglas Fir -Larch #2 Douglas Fir -Larch Construction or #2 Douglas Fir -Larch Construction or #2 Douglas Fir -Larch #2 Douglas Fir -Larch #1 Douglas Fir -Larch #1 Douglas Fir -Larch #2 Douglas Fir -Larch #2 Douglas Fir -Larch #2 Douglas Fir -Larch #1 7. Glued -Laminated beams are 24F-V4 for simple span and 24F-V8 for other conditions. B. Manufactured lumber is by Truss -Joist MacMillan, U.N.O.. 9. I -Joists are by Truss -Joist MacMillan, U.N.O.. 10. Steel: 1-beams are A36, pipe is A53 B, and tube is A50013. 11. Cold formed steel is A653. 16 gauge and heavier is 50,000 psi; 18 gauge and lighter is 33,000 psi. Page: 1 Date: 5/31 /2006 bb P:IEngineeringlJobs ENG1116201smythe.s89 BORM ASSOCIATES, INC. Smyth Residence Page: 2 Structural Engineers File No. 11620 Plan No, Date: 5/31/2006 GRAVITY LOADS ROOF1 (Max Pitch, 3.5:12) FLOOR1 Ext. Wall Roofing, Tile 17.00 psf Finish, Carpet & Pad 1.50 psf Stucco 10.00 psf 15/32 Plywood 1.50 psf Underlayment 13.80 psf 15/32 plywd 1.50 psf Framing, for roof 3.00 psf 23/32 Plywood 2.25 psf Framing 1.00 psf Insulation 0.50 psf Framing 3.20 psf Insulation 0.50 psf Framing, for ceiling 0.00 psf Insulation 0.50 psf Finish 2.50 psf Finish, drywall 2.00 psf Finish, drywall 2.00 psf Item 0.00 psf Mech., Elec., & Misc 1.30 psf Mech., Elec., & Misc 1.30 psf Misc 0.50 psf Sprinklers 0.00 psf Sprinklers 1.00 psf Total Dead Load 16.00 psf Adj. for slope 0.90 psf Item 0.00 psf Misc pp,gg s Misc s Total Dead Load 2T �0� Total Dead Load 2b Live Load 20.00 psf Live Load 40.00 psf Total Load 47.00 psf Total Load 66.00 psf Alt. Ext Int. Wall veneer 20.00 psf 2-5/8 drywl 5.60 psf 0.00 psf 3/8 plywd 1.00 psf Framing 0.00 psf Framing 1.50 psf Insulation 0.00 psf Insulation 0.25 psf Finish 0.00 psf Finish 0.00 psf Item 0.00 psf Item 0.00 psf Misc 0.00 psf Misc 1.65 psf Total Dead Load 20.00 psf Total Dead Load 10.00 psf bb P:IEngineeringlJobs ENGI116201smythe.s89 BORM ASSOCIATES, INC. Smyth Residence Page: 3 Structural Engineers File No. 1162.0 Plan No. Date: 5/31/2006 BEAM NO._ 1: BM AT LOGGIA w1 = (27+20)(5)+(16+0)(4) = 299 plf Areq = 12.7 in 1 L/360 = 250 in KSre.q_= 49_5 in' _ __ _ 1 1.i240 = 524 in` BEAM NO. 2: RIDGE O/ MAS BR w1 = (27+20)(9) = 423 plf L=19.5ft Cd=1.25 LL defl. = 0.2 in Tot. defl. = 0.64 in L=19ft Cd=1.25 111111111 �1I I��l�dl1l II I II I II II •1 Min. Beam: 3.5x14 PSL Illlllli111I 1Hf 111111111111Vmax= 4237# Areq = 17.5 in' I U360 = 417 in LL defl. = 0.22 in Mi KSreg__E6.6 in' I L/2 = 688 in' Tot. deft. = 0.54 in BEAM NO. 3: MBR HDR L = 10 ft Cd = 1.25 P1 = 4237# from (132) Areq = 9.1 in 1 U360 = 115 in' LL defl. = 0.11 in KSreq = 35.7 in' ! U24a = 194 in' Tot. deft. = 0 28 in BEAM NO. 4: MBR / LIV HDR L = 6 ft w1 = (27+20)(13)+(16+0)(6) = 707 plf P1 = 4237# from (B2) Areq = 22.2 in KSreq = 39.7 in' I L/360 = 61 in' I L/240 = 104 in' n. Beam: 5.25x14 PSL 4217# Vmax= 2194# 2194# Mmax= 10782 ft-ft 2194 Min. Beam: 5.25x9.25 PSL 427# f Vmax= 4285# 4285# Mmax= 9605 ft-# 4285 .03 in Tot. de LL . defl. = .0= 00.09 in Min. Beam: 5.25x9.25 PSL bb P:lEngineeringlJobs ENGI11620ksrnythe.s89 BORM ASSOCIATES, INC. Structural Engineers BEAM NO. 5: KIT / NOOK HDR w1 = (27+20)(17) = 799 plf Smyth Residence File No. 1162.0 Plan No. L=10ft Cd=1.25 Areq = 57.5 in' I Li360 = 143 in` LL defl. = 0.07 in KSreq = 72.4 in' W240 = 229 in' Tot. defl. = 0.16 in BEAM NO. 6: LOGGIA LIV HDR L = 19 ft Cd = 1.25 w1 = (27+20)(12)+(16+0)(6) = 660 plf Areq = 32.2 in 1 U360 = 617 in' KSreq = 122.5 in' I L1240 = 1164 in' BEAM NO. 7: bm o/ mas clo w1 = (27+20)(9) = 423 plf Areq = 14.7 in KSreq = 38.3 in' L=13ft I v360 = 133 in' 1 j j9do = 217 in' BEAM NO. 8: guest suite hdr L = 8.5 ft LL defl. = 0.27 in Tnt rlrafi = n 77 in Page: 4 Date: 5/31 /2006 IIIIII_ IIIIIII��lsllllllllll Min. Beam: 6x12 Illllllllllll33a� IIIIIIIIIIIII 0. 1111II II II11��1��111II Illll I III defl.ILL . defl. w1 =(27+20)(8)+(16+0)(10)+(26+40)(9) = 1130 plf 1 I 4 1 1 I1 1 Vmax= 4867# 4867# Mmax= 10342 ft-# 4867 Areq = 25.2 in' I u360 = 108 in' LL defl. = 0.09 in Min. Beam: 5.25x9.25 PSL KSreq = 42.8 in' I Li240 = 158 in' Tot deft. = 0.19 in bb P:IEngineeringlJobs_ENG1116201smythe.s89 BORM ASSOCIATES, INC. Structural Engineers BEAM NO.-9: bm o/ guest suite w1 = (20+0)(10)+(26+40)(10) = 860 plf Areq = 33.2 in 1 v360 = 412 in` KSreq = 96.2 in' 1 u24n = 607 in' BEAM NO. 10: BM O/ 1 CAR GARAGE w1 = (27+20)(8) = 376 plf Areq = 12.1 in 1 U360 = 182 in' KSreq = 36.2 in' I u240 = 295. in' Smyth Residence File No. 11620 Plan No. L = 14.5 ft BEAM NO. 11: BM O/ GUEST (see enercalc) w1 = (27+20)(2)+(16+0)(10) = 254 plf P1 = 8482# from (B9+GT) P2 = 2060# from (GT) Areq = 47 in 1 u360 = 503 in' KSreq = 103.2 in' I L/24D = 1122 in' BEAM NO. 12: BM O/ ENTRY w1 = (27+20)(12)+(16+0)(5) = 644 plf P1 = 990# from (GT) L = '13.5 ft Areq = 20.8 in 1 Li360 = 248 in' KSreq = 60.3 in' 1 L/240 = 442 in' Page: 5 Date: 5/31 /2006 IIIIII i1 • illlll �►a,Vmax= 6414# defl.ILL i .53 in L = 15 ft Cd = 1.25 1II II11111111410111111i111111 Vmax= 2912# Tot. .- L=20ft LL defl. = 0.14 in Tot. defl. = 0.47 in Cd = 1.25 Cd = 1.25 84 2# 1 I 1 1 I I I 1 I, 1 1 i 1 I I I I I Vmax= 11347# Mmax= 31172 ft-# 11347# 4 Min. Beam: 7x16 PSL 9 M111 I I I I 7 Y I 1 f f 1 1 1 1 I Vmax= 5022# Mmax= 18208 ft-# 4912# 502 LL defl. = 0.18 in Min. Beam: 5.25x11.25 PSL Tot defl. = 0.48 in bb P:lEngineeringlJobs ENG1116201smythe.s89 BORM ASSOCIATES, INC. Smyth Residence Page: 6 Structural Engineers File No. 11620 Plan No, Date: 5/31/2006 BEAM NO. 13: FI Bm over Guest Bath w1 = (26+40)(3.5) = 231 plf P1 = 445# from (GT) L=6ft Areq = 17.1 in 1 v360 = 15 in' LL defl. = 0.03 in KSreq = 17.4 in' I LJ240 = 18 in' Jot deft. = 0 05 i BEAM NO. 14: Over Guest Bath L = 4 ft w1 = (27+20)(3)+(16+0)(5)+(26+40)(1) = 287 plf Areq = 9.2 in 1 v360 = 3 in' LL defl. = 0.03 in KSreq = 7.7 in' I Ll240 = 5 in' Tot. defl. = 0.08 in Vmax= 1082# 786# Mmax= 1301 ft-# 1 Min. Beam: 4x8 .�Oa �+�i a►+�x.+�4s. � :1• 580# :1 .1 bb P:IEngineeringlJobs_ENGI116201smythe.s89 BORM ASSOCIATES, INC. Smyth Residence Page: 7 Structural Engineers File No. 11620 Plan No. Date: 5/31/2006 LATERAL ANALYSIS Shear Wall Schedule: Edge Nail'g EQ Wind Mark Sides Thk Grade Nail Spac'g Allow Allow 9 1 0.278" 2 8d @ 6" o.c. 260 plf 260 plf 3/8" thk wood panels with 8d com nails at 6-12" o.c. 10 1 0.278" 2 8d @ 4" o.c. 350 plf 350 plf 3/8" thk wood panels with 8d com nails at 4-12" o.c. 11 1 0.278" 2 8d @ 3" o.c. 490 plf 490 plf 3/8" thk wood panels with 8d com nails at 3-12" o.c. 12 1 0.278" 2 8d @ 2" o.c. 640 plf 640 plf 3/8" thk wood panels with 8d com nails at 2-12" o.c. 13 1 0.535" 1 10d @ 2" o.c. 870 plf 870 plf 15/32" thk Struct. I wood panels with 10d com nails at 2-12" o.c. 11 2 0.278" 2 8d @ 3" o.c. 980 plf 980 plf 3/8" thk wood panels with 8d com nails at 3-12" o.c. 12 2 0.278" 2 8d @ 2" o.c. 1280 plf 1280 plf 3/8" thk wood panels with 8d com nails at 2-12" o.c. 13 2 0.535" 1 10d @ 2" o.c. 1590 plf 1590 plf 15/32" thk Struct. I wood panels with 10d com nails at 2-12" o.c. UBC 4: DF bb P:kEngineeringlJobs_ENG111620Xsmythe.s89 BORM ASSOCIATES, INC. Smyth Residence Page: 8 Structural Engineers File No. 11620 Plan No. Date: 5/31/2006 Wind Pressure: Pw = qs x Ce x Cq x Iw Exposure, zone 'C' Basic wind speed 70 mph Stagnation pressure, qs 12.6 psf Importance factor, Iw 1.00 Pressure coefficient, Cq 1.30 Transverse Direction: WIND LOADS (projected area method) Resultant Tributary Wind Wind Load Height Pressure Ce. 23' 19.1 psf) 128.6 plf- 20.5 � 18.5 sD ( P 1.13 } (17.4 psf) 1.06 182.5 plf- 11.5' 115 0- (17.4 psf) 1.06 0.5' _ (17.4 psf) 1.06 Longitudinal Direction: Resultant Tributary Wind Wind Load Height Pressure Ce 23' 19.1 psf) 128.6 plf- 20.5' 0 ' (18.5 psf) 1.13 •15 (17.4 psf) 1.06 182.5 plf- 11.5' 11 5' ' (17 4 psf) 'I 06 (17 4 psf) 1.06 bb P:IEngineeringlJobs ENG1116201smythe.s89 BORM ASSOCIATES, INC. Structural Engineers Site Specific Variables Intermediate Calculations: Design Base Shear: Earthquake Load: Reliability/Redundancy: Wall Mass. Smyth Residence File No. 11620 Plan No. SEISMIC LOADS Source = A Zone = 4 Distance = 11.5 km Soil = D Na = 1.0 Ca = 0.44 Nv = 1.1 Cv = 0.73 Transverse Direction R = 5.5 V = 0.676W Eq. (30-4) - Basic V = 0.200W Eq. (30-5) - Max V = 0.048W Eq. (30-6) - Min V = 0.066W Eq. (30-7) - Min Zone 4 E = 0.200W/1.4 = 0.143W r-max = 0.10 Sec. 1630.1.1 p = 1.00 Eq.(30-3) Ext. Wall (16 psf) I Alt. Ext (20 nsfl Page: 9 Date: 5/31/2006 hn = 21 ft leq = 1 Ct = 0.02 T = 0.196 Lonaitudinal Direction R = 5.5 1 V = 0.676W Eq. (30-4) - Basic V = 0.200W Eq. (30-5) - Max V = 0.048W Eq. (30-6) - Min V = 0.066W Eq. (30-7) - Min Zone 4 E = 0.200W/1.4 = 0.143W r-max = 0.14 Sec. 1630.1.1 p = 1.00 Eq.(30-3) Int. Wall (10 nsfl Level Plate Floor Length Open Mass Length Open Mass Length Open Mass Total Ht Thk Mass (ft) (in) (ft) (%) (kips) (ft) (%) (kips) (ft) (%) (kips) (kips) 2 9 12 55 0 7.92 0 0 0.00 25 1 0 2.25 10.17 1 10 6 1 250 1 0 1 40.00 35 0 1 7.00 1 195 5 18.53 65.53 Total Mass: Mass Distribution: Diaphragms I Walls Level Area Weight Mass Walls Walls Mass Total Abv Blw Mass (sq ft) (psf) (kips) (kips) (kips) (kips) (kips) Roof 803 27 21.69 0.00 5.09 5.09 26.77 2 6434 27 170.62 5.09 32.76 37.85 '208.46 Transverse Direction Longitudinal Direction Level Wx (kips) Hx (ft) WxHx (kip-ft) Fx (lbs) Fx/Ax (psf) Fpx (lbs) Fpx/Ax (psf) Fx (lbs) Fx/Ax (psf) Fpx (lbs) Fpx/Ax (psf) Roof 26.77 21.0 562 6617 8.24 6617 8.24 6617 8.24 6617 8.24 2 208.46 11.0 2293 26988 4.19 32759 5.09 26988 4.19 32759 5.09 Sum = 235.24 2855 33605 33605 bb P:IEngineeringlJobs_ENG1116201smythe.s89 BORM ASSOCIATES, INC. Smyth Residence Page: 10 Structural Engineers File No. 11620 Plan No. Date: 1/4/2007 Roof Diaphragm & Level 2 Shear Wall Key (wind loads shown along perimeter of building) IlllllL[11 111,ikL,28�6;p�filllll.11llllf II] (2) CS16 12) CS16 (2) CS1 1i 11 (2) C515 �2 2) CS16 3; 71 128.E If ) CS16 4 13 � C815 C516 bb P:IEngineennglJobs ENG1116201smythe.s89 BORM ASSOCIATES, INC. Smyth Residence Page: 12 Structural Engineers File No. 11620 Plan No. Date: 1/4/2007 Shear Wall Loads - Flexible Diaphragm Level 2 Shear Walls Wall Fabv Ftrib Ftot L Q Mark Sides Allow F 1 0 3039 3039 8.0 380 11 1 490 3 2 0 3309 3309 8.0 414 11 1 490 3 3 0 3309 3309 8.0 414 11 1 490 3 4 0 3578 3578 13.5 265 13 1 870 2 Level 1 Shear Walls Wall Fabv Ftrib Ftot L Q Mark Sides Allow E 1 0 382 382 8.0 48 10 1 350 4 2 0 1474 1474 8.0 184 10 1 350 4 3 0 2174 2174 12.0 181 10 1 350 4 4 0 1892 1892 8.0 237 10 1 350 4 5 0 1411 1411 10.0 141 10 1 350 4 6 3309 2099 5408 9.5 569 12 1 640 2 7 0 1288 1288 12.0 107 10 1 350 4 8 0 601 601 8.0 75 10 1 350 4 9 0 1538 1538 8.0 192 10 1 350 4 10 0 3192 3192 12.0 266 10 1 350 4 11 0 2809 2809 7.0 401 11 1 490 3 12. 0 1317 1317 1.5 878 HF11x18 (1-1/8)F,Panel 1459 13 0 5794 5794 9.5 610 13 1 870 2 14 0 2048 2048 10.5 195 10 1 350 4 15 0 2186 2186 7.5 291 11 1 490 3 16 0 1386 1386 1.5 924 HF1 0x1 8(1-1/8)F,Panel 1609 17 2071 1380 3452 5.5 628 13 1 870 2; 18 187 366 553 1.5 368 HF1 0x1 8(1-1/8)Steel, Panel 1549 19 0 1562 1562 12.0 130 10 1 350 4 20 0 2028 2028 1.5 1352 HF1 0x1 8(1-1/8)F,Panel 1609 21 0 1656 1656 10.5 158 10 1 350 4 22 3309 2394 5703 10.0 570 13 1 870 2 23 0 1312 1312 1.5 875 HF1 0x1 8(1-1/8)F,Panel 1609 24 0 3631 3631 6.0 605 13 1 870 2 25 2104 453 2558 2.0 1279 HF10x24 (1-1/8)F,Panel 1787 26 0 2559 2559 10.0 256 10 1 350 4 27 0 3606 3606 10.0 361 12 1 640 2 28 0 694 694 14.5 48 10 1 350 4 29 0 1234 1234 2.0 617 HF10x24 (1-1/8)F,Panel 1787 30 0 1287 1287 10.5 123 12 1 1787 6 31 748 2169 2917 6.0 486 11 1 640 2 32 0 1271 1271 1.5 847 HF11x18 (1-1/8)F,Panel 1459 33 1507 1004 2510 4.0 628 13 1 870 2 34 0 1528 1528 2.0 764 HF13x24 (1-1/8)F,Panel 1365 35 0 307 307 4.0 77 11 1 490 3 bb P:IEngineennglJobs ENG111620Ismythe.s89 BORM ASSOCIATES, INC. Smyth Residence Page: 13 Structural Engineers File No. 11620 Plan No. Date: 1/4/2007 Shear Wall Stiffness - (Deflections are based on strength level loads w/ Rho=1.0) Level 2 Shear Walls Wall Qs Height A L t Vn eSubn da A• e MMM -» dIA'9!�R8 �q�ocl E moq"* 1?1� I&q�tMM �16De7 M(%qu& 16� �-L6�q6qrlEII �16DCI L 0lgqk� 14q� one.❖tn,. � ���,�o t�■■. ��.. �• p111.�4��♦ � o On, I&� d'&qgnRm k�?Mq�Dcj Aq-L6�A k7t:71@1q�DRe -t4R�rp rM k�7en �71M,aDRM f- L:7m MHO 2�7m E�7m k�mof� k�k�7 E�'[g MAOo �M k�7e NMI k�7m rC-7IM k�s E�721aM k�7M �09 �A-L& 2�70 rL--�714616DMM B�E3 me�73 k�7m E�70 k�-L?§)'gtam 17�70,6tC1 k�70 E774!�M k�70 ��'6DMg E!7M16DM 0�7cj k�71aq�D6M 0�7m�Dcl �[ k�7CJ k�'�p8 k�70 E:7"'6DRM 2q6DCl 0�?C� mq�M OBE 0:�7C 1�-A'6D68 k�7clq�Dcl k�73 rr-�?'A'6DaM k�7clld)cl Rio k�7M k�7[0'gnm Mug k�7c] a4t[� 0r-1 k�7C] f '&'6DMg k�7m 6nm a� VM:7 k�cj rF--�71@,6rMg 316DCJ 2:7M [8,6DO Nis E:�7M 016DO M'�DMIQ-- M'�DRAQ PsO_r. p�Or psor M'�D0A6 psOr MgMMA MgtM p0Ot MgMMM p0Or MBE psOr M4t0A6 016DRE psOr MgMM p�Or bb P:IEngineeringlJobs_ENG1116201smythe.s89 BORM ASSOCIATES, INC. Structural Engineers Center of Mass Roof Diaphragm Diaphragm _X 1 25.5 Smyth Residence File No. 11620 Plan No. Page: 14 Date: 1 /4/2007 Y Xbar Ybar Area Wt A(Wt)(Xbar) A(Wt)(Ybar) 31.5 -10.8 -2.8 803 27-233143 -61376 Xbar =-233143 = _10.8 21688 Level 2 Diaphragm Sum = 21688-233143 -61376 Ybar = -61376 = -2.8 21688 Diaphragm X Y Xbar Ybar Area _Wt A(M)(Xbar) A(q)(Ybar) 1 16.0 15.0 -60.0 55.4 240 27 -388800 359122 2 28.5 18.5 -39.3 57.7 527 27 -558753 820976 3 16.0 41.5 -8.5 34.7 664 27 -116532 621564 4 21.0 20.5 -17.5 59.2 431 27 -203411 687763 5 19.5 28.5 -4.3 -7.8 556 26 -61410 -113140 6 31.0 17.0 -29.0 -23.6 527 27 -412641 -335520 7 38.5 24.5 -33.3 36.7 943 27 -846803 933902 8 14.5 20.0 -20.3 -5.1 290 26 -152685 -38303 9 14.5 23.0 -59.8 36.4 334 26 -518092 315798 10 26.0 26.5 -62.0 6.2 689 26 -1110668 110529 11 9.0 18.0 -70.5 34.4 162 26 -296946 144977 '12 24.5 7.5 -61.3 22.2 184 26 -292622 105917 13 15.5 14.0 -41.3 17.4 217 26 -232733 98284 14 20.0 19.5 -24.0 15.2 390 26 -243360 153824 15 19.5 8.0 -4.3 10.4 156 26 -17238 42264 16 10.0 13.0 -47.0 -9.0 130 26 -158860 -30420 Xbar =-5844698 = _30.4 192434 Sum = 170746-5611555 3877536 Ybar = 3816160 = 19.8 192434 bb P:IEngineeringlJobs ENG1116201smythe.s89 BORM ASSOCIATES, INC. Smyth Residence Page: 15 Structural Engineers File No. 11620 Plan No. Date: 1/4/2007 Center of Wind Roof Diaphragm Diaphragm X Y _ Xbar _ Ybar WindX WindY (Wnd)(Xban (Wnd)(Ybar) 1 25.5 31.5 -10.8 -2.8 3279 4051 -35253 -11464 Sum = 3279 4051 -35253 -11464 Xbar = -35253 = _10.8 Ybar 11464 = -= 2 8 3279 4051 Level 2 Diaphragm Diaphragm X Y Xbar Ybar WindX _ WindY (Wnd)(Xbar) LWnd)(Ybar) 1 16.0 15.0 -60.0 55.4 2084 0 -125012 0 2 28.5 18.5 -39.3 0.0 0 2409 0 138932 3 16.0 41.5 -6.5 34.7 2084 0 -13543 0 4 21.0 20.5 -17.5 59.2 0 0 0 0 5 19.5 28.5 -4.3 -10.7 3558 5200 -15121 -40715 6 31.0 17.0 -29.0 0.0 0 2214 0 -52200 7 38.5 24.5 -33.3 36.7 7024 0 -233562 0 8 14.5 20.0 -20.3 -5.1 2646 0 -53573 0 9 14.5 23.0 -59.8 0.0 0 4196 0 152833 10 26.0 26.5 -62.0 -60.8 4744 4835 -294114 29832 11 9.0 18.0 -70.5 34.4 1642 3284 -115766 113040 12 24.5 7.5 -61.3 22.2 0 0 0 0 13 15.5 14.0 -41.3 17.4 0 0 0 0 14 20.0 19.5 -24.0 15.2 0 0 0 0 15 19.5 8.0 -4.3 10.4 0 0 0 0 16 10.0 13.0 -47.0 0.0 0 1693 0 -15236 Sum = 2.7060 27882-885944 315022 Xbar =-885944 = _32.7 Ybar = 315022 = 11.3 27060 27882 bb P:IEngineeringlJobs ENG1116201smythe.s89 BORM ASSOCIATES, INC. Smyth Residence Structural Engineers File No. 11620 Plan No. Center of Rigidity Level 2 Shear Walls Page: 16 Date: 1/4/2007 Wall Rx Ybar Ry Xbar RxYbar RyXbar 1 6.81 10.4 71 2 6.61 -21.5 -142 3 6.81 0.0 0 4 18.16 -14.1 -256 Sum = 24.97 13.41 -185 -142 Xbar = = -10.6 Ybar = 8 _ -7.4 32 25 Level 1 Shear Walls Wall Rx Ybar Rv Xbar RxYbar RvXbar 1 2.89 -74.0 -214 2 5.42 -74.0 -401 3 9.43 -49.5 -467 4 5.45 -15.1 -82 5 5.77 -31.6 -182 6 10.18 4.5 46 7 8.75 2.5 22 8 3.58 0.5 2 9 5.43 -8.0 -43 10 8.98 -26.0 -233 11 5.44 -51.0 -277 12 4.63 -52.0 -241 13 7.50 47.9 360 14 7.89 27.4 216 '15 6.06 17.9 109 16 6.22 -6.6 -41 17 6.16 -14.6 -90 18 5.53 6.4 35 19 9.16 17.4 159 20 6.22 48.9 304 21 6.06 -19.5 -118 22 14.53 -22.0 -320 23 6.22 -43.5 -271 24 6.92 -14.5 -100 25 16.94 12.4 210 26 7.21 -66.0 -476 27 6.70 25.9 174 28 8.82 61.4 542 29 16.94 67.9 1151 30 4.62 -33.5 -155 31 5.76 5.4 31 32 4.63 -52.0 -241 33 6.28 -14.1 -88 34 7.54 65.4 493 35 1.20 42.9 52 Sum = 136.15 114.92 3353 -3487 _ -3487 = = 3353 _ bb P:IEngineeringlJobs ENG1116201smythe.s8g BORM ASSOCIATES, INC. Smyth Residence Page: 17 Structural Engineers File No. 11620 Plan No. Date: 1/4/2007 Shear Wall Loads - Rigid Diaphragm Analysis - Seismic Level 2 Shear Walls Fx=6617# ey=-2.8+0.05(31.5)--7.4=6.15ft (max) ey=-2.8-0.05(31.5)--7.4=3.00ft (min) Tx = 6617 * 6.15 = 40664 ft-# (max) Tx = 6617 * 3.00 = 19820 ft-# (min) Fy=6617# ex = -10.8 + 0.05( 25.5) - -10.6 = 1.12 ft (max) ex = -10.8 •• 0.05(25.5) - -10.6 = -1.43 ft (min) Ty = 6617 * 1.12 = 7387 ft-# (max) Ty = 6617 * -1.43 = -9488 ft-# (min) Wall Rx Rv d Rd RdA2 1 6.81 17.8 121 2162 2 6.61 10.9 72 786 3 6.81 10.6 72 763 4 18.16 6.7 121 811 Sum = 24.97 13.41 4522 Level 1 Shear Walls Fv e Torsion Ft Ftol 1805 6.15 40664 1091 289 3260 -1.43 -9488 151 341 3358 1.12 7387 118 347 4812 3.00 19820 -532 428 Fx = 37602 # Fy = 37602 # ey = 19.8 + 0.05( 101.5) - 24.9 = -0.02 ft (max) ex = -30.4 + 0.05( 80.5) - -30.1 = 3.78 ft (max) ey = 19.8 - 0.05( 101.5 ) - 24.9 = -10.17 ft (min) ex = -30.4 - 0.05( 80.5) - -30.1 = -4.27 ft (min) Tx = 37602 * -0.02 = -736 ft-# (max) Ty = 37602 * 3.78 = 142266 ft-# (max) Tx = 37602 * -10.17 = -382398 ft-# (min) Ty = 37602 * -4.27 =-160432 ft-# (min) Wall Rx fly 1 2.89 2 5.42 3 9.43 4 5.45 5 5.77 6 10.18 7 8.75 8 3.58 9 5.43 10 8.98 11 5.44 12 4.63 13 7.50 14 7.89 15 6.06 16 6.22 17 6.16 18 5.53 19 9.16 20 6.22 21 6.06 22 14.53 23 6.22 24 6.92 25 16.94 26 7.21 27 6.70 28 8.82 29 16.94 30 4.62 31 5.76 32 4.63 3s 6-28 34 7.54 35 1.20 d Rd RdA2 Fv e Torsion Ft Ftot 43.9 127 5570 914 -4.27 -160432 105 101 43.9 238 10422 1709 -4.27 -160432 196 190 19.4 183 3539 3635 -4.27 -160432 184 381 40.0 218 8720 1469 -10.17 -382398 428 189 il 56.5 326 18414 1555 -10.17 -382398 639 219 34.6 352 12207 3213 3.78 142266 257 347 32.6 286 9322 2763 3.78 142266 209 297 30.6 110 3356 1806 3.78 142266 128 193 22.1 120 2661 1715 3.78 142266 88 180 4.1 37 153 2834 3.78 142266 27 2815 20.9 113 2369 1717 -4.27 -160432 93 181 21.9 101 2214 1462 -4.27 -160432 83 154 23.0 173 3967 2445 -0.02 -736 -1 244 2.5 20 49 2607 -0.02 -736 0 260 7.0 43 298 1635 -10.17 -382398 83 171 31.5 196 6175 1677 -10.17 -382398 385 206 39.5 243 9614 1659 -10.17 -382398 477 213 18.5 102 1894 1491 -10.17 -382398 201 169. 7.5 69 516 2468 -10.17 -382398 135 260 24.0 149 3580 1677 -0.02 -736 -1 16 7 i 10.6 64 685 1913 3.78 142266 47 196 8.1 118 960 4585 3.78 142266 86 467 13.4 83 1112 1964 -4.27 -160432 68 203 15.6 108 1690 2176 3.78 142266 79 225 12.5 212 2651 4567 -10.17 -382398 416 498 35.9 259 9276 2276 -4.27 -160432 213 248 1.0 7 7 1806 -0.02 -736 0 180 3 36.5 322 11748 2378 -0.02 -736 -1 237 43.0 728 31310 4567 -0.02 -736 -3 456 3.4 16 52 1459 -4.27 -160432 13 147 19.5 112 2192 1552 -10.17 -382398 220 177 21.9 101 2214 1462 -4.27 -160432 83 154 39.0 245 9555 _ -1e93 -1 0.17 -382398 481 217 40.5 305 12362 2033 bb P:UD.C&eringlJMENG111624smythi2M 18.0 22 389 324 -0.02 -736 0 324 Sum = 136.15 114.92 191244 BORM ASSOCIATES, INC. Smyth Residence Page: 18 Structural Engineers File No. 11620 Plan No. Date: 1/4/2007 Shear Wall Loads - Rigid Diaphragm Analysis - Wind Level 2 Shear Walls Fx = 4051 # Fy = 3279 # ey=-2.8+0.05(31.5)--7.4=6.15ft (max) ex=-10.8+0.05(25.5)--10.6=1.12ft (max) ey = -2.8 - 0.05( 31.5) - -7.4 = 3.00 ft (min) ex = -10.8 .- 0.05(25.5) - -10.6 = -1.43 ft (min) Tx = 4051 * 6.15 = 24893 ft-# (max) Ty = 3279 * 1.12 = 3661 ft-# (max) Tx = 4051 * 3.00 = 12133 ft-# (min) Ty = 3279 * -1.43 = -4702 ft-# (min) Wall Rx Ry d Rd RdA2 Fv a Torsion Ft Hot 1 6.81 17.8 121 2162 1105 6.15 24893 668 177: 2 6.61 10.9 72 786 1615 -1.43 -4702 75 1691 3 6.81 10.6 72 763 1664 1.12 3661 58 172: 4 18.16 6.7 121 811 2946 3.00 12133 -326 2621 Sum = 24.97 13.41 4522 Level 1 Shear Walls Fx = 27882 # ey=11.3+0.05(101.5)-24.9=-8.55ft (max) ey=11.3-0.05(101.5)-24.9=-18.70ft (min) Tx = 27882 * -8.55 = -238454 ft-# (max) Tx = 27882 * -18.70 =-521458 ft-# (min) Wall Rx Rv d Rd 1 2.89 43.9 127 2 5.42 43.9 238 3 9.43 19.4 183 4 5.45 40.0 218 5 5.77 56.5 326 6 10.18 34.6 352 7 8.75 32.6 286 8 3.58 30.6 110 9 5.43 22.1 120 10 8.98 4.1 37 11 5.44 20.9 113 12 4.63 21.9 101 13 7.50 23.0 173 '14 7.89 2.5 20 15 6.06 7.0 43 '16 6.22 31.5 196 17 6.16 39.5 243 18 5.53 18.5 102 19 9.16 7.5 69 20 6.22 24.0 149 1 21 6.06 10.6 64 22 14.53 8.1 118 23 6.22 13.4 83 24 6.92 15.6 108 25 16.94 12.5 212 26 7.21 35.9 259 27 6.70 1.0 7 28 8.82 36.5 322 29 16.94 43.0 728 30 4.62 3.4 16 31 5.76 19.5 112 32 4.63 21.9 101 Fy = 27060 # ex = -32.7 + 0.05( 80.5) - -30.1 = 1.42 ft (max) ex = -32.7 - 0.05( 80.5) - -30.1 = -6.63 ft (min) Ty = 27060 * 1.42 = 38319 ft-# (max) Ty = 27060 * -6.63 =-179514 ft-# (min) Rri^9 Fv a Torsion Ft Ftot 5570 10422 3539 8720 18414 12207 9322 3356 2661 153 2369 2214 3967 49 298 6175 9614 1894 516 3580 685 960 1112 1690 2651 9276 7 11748 31310 52 2192 2214 657 -6.63 -179514 117 77 1230 -6.63 -179514 219 144 2616 -6.63 -179514 205 282 1089 -18.70 -521458 583 167 1153 -18.70 -521458 872 202 2312 1.42 38319 69 238 1989 1.42 38319 56 204 1299 1.42 38319 34 133 1234 1.42 38319 24 125 2040 1.42 38319 7 204 1235 -6.63 -179514 105 134 1052 -6.63 -179514 93 114 1813 -8.55 -238454 -255 155 1933 -8.55 -238454 -29 190 1212 -18.70 -521458 114 132 1243 -18.70 -521458 525 176 1230 -18.70 -521458 651 188 1105 -18.70 -521458 274 137 1830 -18.70 -521458 184 201 1243 -8.55 -238454 -183 106 1377 1.42 38319 13 139 3300 1.42 38319 23 332 1413 -6.63 -179514 77 149 1566 1.42 38319 21 158 3386 -18.70 -521458 567 395 1638 -6.63 -179514 238 187 1339 -8.55 -238454 -8 133 1764 -8.55 -238454 -394 137 3386 -8.55 -238454 -891 249 1050 -6.63 -179514 14 106 1151 -18.70 -521458 301 145 1052 -6.63 -179514 93 114 1255 -18.70 -521458 656 191 34 7.54 40.5 305 12362 1507 bb P.,4.66eet1MB'8ENG11l54-4smythi44- 35 1.20 18.0 22 389 240 -8.55 -238454 -26 214 Sum = 136.15 114.92 191244 BORM ASSOCIATES, INC. Smyth Residence Page: 19 Structural Engineers File No. 11620 Plan No. Date: 1/4/2007 Hold -Down Deflection - (Deflections are based on strength level loads w/ Rho=1.0) Level 2 Shear Walls Wall F HD F*1.4 Elongation Shrink Crush SLIP da 1 2489 (2) CS16 3485 0.051 0.081 0.02 0.0020 0.15 2 3167 (2) CS16 4434 0.064 0.081 0.02 0.0020 0.17 3 2272 (2) CS16 3181 0.046 0.081 0.02 0.0020 0.15 4 960 CS16 1344 0.019 0.081 0.02 0.0020 0.12 Level 1 Shear Walls Wall F HD F*1.4 Elongation Shrink Crush SLIP da 1 12 STHD10 16 0.000 0.027 0.02 0.0700 0.12 2 793 STHD10 1110 0.001 0.027 0.02 0.0700 0.12 3 30 HD not req'd 42 0.000 0.027 0.02 0.0700 0.12 4 1297 STHD10 1815 0.002 0.027 0.02 0.0700 0.12 5 381 STHD10 533 0.001 0.027 0.02 0.0700 0.12 6 3844 STHD14 5381 0.005 0.027 0.02 0.0700 0.12 7 645 STHD10 904 0.001 0.027 0.02 0.0700 0.12 8 349 STHD10 489 0.000 0.027 0.02 0.0700 0.12 9 990 STHD10 1386 0.001 0.027 0.02 0.0700 0.12 10 513 STHD10 718 0.001 0.027 0.02 0.0700 0.12 11 2735 STHD10 3829 0.004 0.027 0.02 0.0700 0.12 12 15563 21788 Hardy Frame: HF11x18 (1-1/8)F,Panel 13 5084 HTT22 7118 0.117 0.027 0.02 0.0700 0.23 14. 60 STHD10 84 0.000 0.027 0.02 0.0700 0.12 15 2013 STHD10 2819 0.003 0.027 0.02 0.0700 0.12 16 16986 23780 Hardy Frame: HF10x18(1-1/8)F,Panel 17 6371 PHD8 8919 0.079 0.027 0.02 0.0700 0.20 18 11058 15481 Hardy Frame: HF10x18(1-1/8)Steel,Panel 19 683 STHD10 957 0.001 0.027 0.02 0.0700 0.12 20 18358 25701 Hardy Frame: HF1 0x1 8(1-1/8)F,Panel 21 220 STHD10 309 0.000 0.027 0.02 0.0700 0.12 22 4702 STHD14 6583 0.007 0.027 0.02 0.0700 0.12 23 16558 23181 Hardy Frame: HF1 0x1 8(1-1/8)F,Panel 24 4482 PHD6 6275 0.082 0.027 0.02 0.0700 0.20 25 24941 34918 Hardy Frame: HF10x24 (1-1/8)F,Panel 26 1258 STHD10 1762 0.002 0.027 0.02 0.0700 0.12 27 2206 STHD10 3089 0.003 0.027 0.02 0.0700 0.12 28 -661 HD not req'd -925 0.000 0.027 0.02 0.0000 0.05 29 19015 26621 Hardy Frame: HF10x24 (1-1/8)F,Panel 30 89 HD not req'd 125 0.000 0.027 0.02 0.0700 0.12 31 3792 STHD14 5309 0.005 0.027 0.02 0.0700 0.12 32 15299 21418 Hardy Frame: HF11x18 (1-1/8)F,Panel 33 -343 STHD10 -480 0.000 0.027 0.02 0.0000 0.05 34 15168 21236 Hardy Frame: HF13x24 (1-1/8)F,Panel 35 404 STHD14 566 0.001 0.027 0.02 0.0700 0.12 bb P:IEngineeringlJobs ENG1116201smythe.s89 BORM ASSOCIATES, INC. Smyth Residence Structural Engineers File No. 11620 Plan No. Maximum Inelastic Response Displacement - Based on strength level forces w/ Rho=1.0 Level 2 Shear Walls Wall Height Finax Fs A• �'6CM M6MI& -L6�'gtm MECI'10 L6�'gtm DNM-1� '&'6DO zB % (�g om.❖tn.• � •�l��a ��■.• t0 gum 193WL7 1330�7 8MM� �. Page: 20 Date: 1/4/2007 M4-) M d A' 4)IR8 Mk�7 $-16E:7 . IMAS ROB ��B MONO C] 111M L:7�14!�R DEN& N-n k�7[FO�12�1 2�71&1%qe n Ito® e[PnA AeAgr-] cl gv[g Lea-" C=��MM CI MME EMS WL MM Npz6 0&0E�7 0:�7-10010 rF�?o ���� ��� �E:�7k�711 L7 E�7[9 ���� � � "SAD o k�1 ���� ��� oL�e� cl AMS E�7C-mtM E!7"B M 11107711 k�7mq�cm 886 C1 rC-�:?NM C!:7M,6DM aoo� l3 zDgm2 E�7clabm 27�73BB C7. l-/�6 RD L7016DEJ MA90a an E7�7CJqStM k�712:�70:�7 an �016tm MEMO MM�0 �IJB Me k�70q�Dm A8899 oe-�M �L E:�70qqncae� oe-16 071 E!78q�rm er-1191%q SI&0 MON 7Y1�cj E 6RNN �M4 0:71lm Q�"09 C34 41,<1 RI&E:�4g � _ 6nim E�?%%qm � M NA-10 oe [OEM bb P:IEngineennglJobs ENG1116201smythe.s89 BORM ASSOCIATES, INC. Structural Engineers Shear Wall Summary Smyth Residence File No. 11620 Plan No. Page: 21 Date: 1 /4/2007 Level 2 Shear Walls Flex to Rigid Ratio: Long=50/50% Trans=50/50% Wall Flex/Rigid:Used Wind- Fix/Rig: Used L Shear Mark Sides Allow 1 3039/2896:2967 1861/1773:1861 8.0 371 11 1 490 2 3309/3411:3359 1640/1690:1665 8.0 420 11 1 490 3 3309/3475:3391 1640/1722:1680 8.0 424 11 1 490 4 3578/4281:3929 2190/2620:2405 13.5 291 13 1 870 Level 1 Shear Walls Flex to Rigid Ratio: Long=50/50% Trans=50/50% Wall Flex/Rigid:Used Wind-Flx/Rijq;Used L Shear Mark Sides Allow F 1 382/1018:700 924/774:924 8.0 115 10 1 350 1 2 1474/1905:1689 2420/1449:2420 8.0 303 10 1 350 1 3 2174/3819:2996 2323/2821:2572 12.0 250 10 1 350 1 4 1892/1896:1894 2823/1672:2823 8.0 353 10 1 350 1 5 1411 /2194:1802 1140/2025:1582 10.0 180 10 1 350 1 6 5408/3470:4438 2558/2381:2558 9.5 467 12 1 640 1 7 1288/2972:2129 777/2045:1410 12.0 177 10 1 350 1 8 601 /1934:1267 363/1334:848 8.0 158 10 1 350 1 9 1538/1803:1670 290/1258:1200 8.0 209 10 1 350 1 10 3192/2861:3026 435/2047:1342 12.0 252 10 1 350 1 11 2809/1810:2309 710/1340:1025 7.0 330 11 1 490 1 12 1317/1545-1431 1908/1145:1908 1.5 1272 HF11x18 (1-1/8)F,PaW9 1 13 5794/2445:4119 2909/1558:2909 9.5 434 13 1 870 1 14 2048/2607:2327 2353/1904:2353 10.5 224 10 1 350 1 15 2186/1718:1951 2517/1326:2517 7.5 336 11 1 490 1 16 138612061:1723 2318/1768:2318 1.5 1545 HF10x18(1-1/8)F,Par1®09 1 17 3452/2136:2793 3312/1881:3312 5.5 602 13 1 870 1 18 553/1692:1122 448/1379:913 1.5 748 HF10x18(1-1/8)Steel, Panel 1549 1 19 1562/2603:2082 0/2014:2200 12.0 183 10 1 350 1 20 2028/1676:1852 0/1061:2200 1.5 1467 HF10x18(1-1/8)F,Par1®09 1 21 1656/1960:1808 0/1390:1500 10.5 172 10 1 350 1 22 5703/4671:5187 3646/3323:3646 10.0 519 13 1 870 1 23 1312/2032:1672 0/1490:2100 1.5 1400 HF10x18(1-1/8)F,Par1®09 1 24 3631/2255:2943 3730/1587:3730 6.0 622 13 1 870 1 25 2558/4983:3770 1288/3953:2620 2.0 1885 HF10x24 (1-1/8)F,PalhW7 1 26 2559/2489:2523 1940/1876:1940 10.0 252 10 1 350 1 27 3606/1806:2705 011331:1940 10.0 271 12 1 640 1 28 694/2377:1535 0/1370:1601 14.5 110 10 1 350 1 29 1234/4564:2899 0/2495:1476 2.0 1450 HF10x24 (1-1/8)F,PahM7 1 30 1287/1471:1379 0/1064:1500 10.5 143 12 1 1787 1 31 2917/1773:2345 179411452:1794 6.0 391 11 1 640 1 32 1271/1545:1407 1756/1145:1756 1.5 1171 HF11x18 (1-1/8)F,PaW9 1 33 2510/2174:2341 2409/1911:2409 4.0 602 13 1 870 1 34 1528/2032:1779 1343/1134:1343 2.0 890 HF13x24 (1-1/8)F,PatM5 1 35 307/324:315 1484/214:1484 4.0 371 11 1 490 1 bb P:IEngineennglJobs ENG1116201smythe.s89 BORM ASSOCIATES, INC. Structural Engineers WALL -1,Level 2 L=8ft H=9ft EQ Governs HDs: Veq = 2967# OTM = (2967)(9) = 26703 ft-lb Wt of wall = 16 psf (8)(9) = 1152# w1 = 27 psf (5) = 135 plf Fup = 26703 - .9(8928) _ = 2489# WALL -2,Level 2 L=8ft H=9ft EQ Governs HDs: Veq = 3359# OTM = (3359)(9) = 30231 ft-lb Wt of wall = 16 psf (8)(9) = 1152# w1 = 27 psf (3) = 81 plf RM = 7200 ft-lb Fup = 30231 - .9(7200)� = 3161# (8ft-.5ft) WALL - 3, Level 2 L= 8 ft H= 9 ft EQ Governs HDs: Veq = 3391# 01-M = (3391)(9) = 30519 ft-lb Wt of wall = 16 psf (8)(9) = 1152# w1 = 27 psf (12) = 324 plf RM = 14976 ft-lb 30519 - .9(14976) Fup = ( 8 ft - .5 ft) = 2272# Smyth Residence Page: 22 File No. 11620 Plan No. Date: 1/4/2007 2967# USE: USE: (2) CS16 2489# 2489# (2) CS1 Post Post 3359# USE: USE: (2) CS16 3167# 3167# 1 (2) CS1 Post Post IITI 1 I1J 1 II 3391# 1152# 11 USE: USE: (2) CS16 2272# 2272# (2) CS1. Post Post bb P:IEngineennglJobs ENG1116201smythe.s89 FORM ASSOCIATES, INC. Structural Engineers Smyth Residence File No. 11620 Plan No. WALL - 4. Level 2 L = 13.5 ft L opening = 5.9 ft H = 9 ft EO Governs HDs: Veq = 3929# OTM = (3929)(9) = 35361 ft-lb M of wall = 16 psf (13.5)(9) = 1944# w1 = 27 psf (5) = 135 plf RM = 25424 ft-lb Fup = 35361 - .9(25424) = 960# (13.5ft-.5It) Page: 23 Date: 1 /4/2007 WU_LLI._L'L °l H"III I I II 3929# 1944 # 13 USE: USE: CS16 960# 960# CS16 Post Post bb P:IEngineennglJobs ENG1116201smythe.s89 BORM ASSOCIATES, INC. Structural Engineers WALL - 1, Level I L= 8 ft H= 10 ft Wind Governs HDs: Vwind = 924# OTM = (924)(10) = 9237 ft-lb Wt of wall = 16 psf (8)(10) = 1280# w1 = 20 psf (4) = 80 plf RM = 7680 ft-lb Fup = 9237 - (7680) = 208# (8ft-.5ft) WALL - 2, Level 1 L= 8 ft H= 10 ft Wind Governs HDs: Vwind = 2420# OTM = (2420)(10) = 24203 ft-lb Wt of wall = 16 psf (8)(10) = 1280# w1 = 20 psf (11) = 220 plf RM = 12160 ft-lb Fup = 24203 - (12160) = 1606# (8ft-.5ft) WALL -3,Level I L=12ft H=10ft Wind Governs HDs: Vwind = 2572# OTM = (2572)(10) = 25720 ft-lb Wt of wall = 16 psf (12)(10) = 1920# w1 = 27 psf (11) = 297 plf RM = 32904 ft-lb Fup = 2.5720 - .67(32904) = 320# (12ft-.5ft) Smyth Residence File No. 11620 Plan No. USE: STHD10 208# 208# USE: STHD10 1606# 1606# USE: HD not req'd 320# 320# 1280 # I 1280 # I Page: 24 Date: 1 /4/2007 jjjj 924# 10 USE: 208# STHD10 208# IIIIII2420# 10 USE: 1606# STHD10 1606# 2572# 1920 # 10 321 HD not 320# bb P:IEngineeringlJobs ENG1116201smythe.s89 BORM ASSOCIATES, INC. Smyth Residence Structural Engineers File No. 11620 Plan No. WALL - 4, Level 1 L= 8 ft H= 10 ft Wind Governs HDs: Vwind = 2823# OTM = (2823)(10) = 28227 ft-lb V1/t of wall = 16 psf (8)(10) = 1280# w1 = 20 psf (8) = 160 plf RM = 10240 ft-lb Fup = 28227 - (10240) = 2398# {8ft-.5ft) WALL 5,_Level 1 L = 10 ft L opening = 3.1 ft H = 10 ft Wind Governs HDs: Vwind = 1582# OTM = (1582)(10) = 15820 ft-lb Wt of wall = 16 psf (10)(10) = 1600# w1 = 20 psf (8) = 160 plf RM = 16000 ft-lb Fup = 15820 - .67(16000) = 537# ( 10ft-.5ft) WALL -6.Level 1 L=9.5ft H=10ft EQ Governs HDs: Veq = 4438# OTM = (4438)(10) = 44380 ft-lb Wt of wall = 16 psf (9.5)(10) = 1520# w1 = 27 psf (3) = 81 plf 1280 # I USE: STHD10 2398# 2398# Page: 25 Date: 1 /4/2007 2823# USE: 2398# STHD10 2398# [Hul 1 T I TJ_1.11_I_ JI 1582# 1600 # 10 USE: USE: STHD10 537# 537# STHD10 537# 537# f 4438# 1520 # I <12 RM = 10875 ft-lb USE: USE: 44380 - .9(10875) STHD14 3844# 3844# STHD14 Fup = --(0 5 ft - 5 ft) = 3844# 3844# 3844# bb P:IEngineennglJobs ENG1116201smythe.s89 BORM ASSOCIATES, INC. Smyth Residence Page: 26 Structural Engineers File No. 11620 Plan No. Date: 1/4/2007 WALL - 7. Level 1 L = 12 ft H = 10 ft EQ Governs HDs: Veq = 2129# O1-M = (2129)(10) = 21290 ft-lb Wt of wall = 16 psf (12)(10) = 1920# w1 = 27 psf (2) = 54 plf RNA = 15408 ft-lb USE: j 21290 - 9 15408 STHD10}9 645# Fup = (12 ft - 5 ft) = 645# 645# WALL - 8. Level 1 L = 8 ft L opening = 2.4 ft H = 10 ft EQ Governs HDs: Veq = 1267# OTM = (1267)(10) = 12670 ft-lb Wt of wall = 16 psf (8)(10) = 1280# w1 = 27 psf (7) = 189 plf RNA = 11168 ft-lb USE: j 12670 - STHD101I 349# .9(11168) Fup = (8 ft - .5 ft) = 349# 349# WALL -9.Level I L=8ft H=10ft EQ Governs HDs: Veq = 1670# OTM = (1670)(10) = 16700 ft-lb Wt of wall = 16 psf (8)(10) = 1280# w1 = 27 psf (6) = 162 plf RNA = 10304 ft-lb USE: f 16700 - .9(10304) STHD101I 990# Fup = ( 8 ft - .5 ft) = 990# 990# 1920 # I J-L 2129# 10 USE: 645# STHD10 645# 1'I9yl R'9 I I I I I 11 1267# 1280 # 10 USE: 349# STHD10 349# 1280 # 11111670# 10 USE: 990# STHD10 990# bb P:IEngineeringlJobs ENG1116201smythe.s89 BORM ASSOCIATES, INC. Smyth Residence Page: 27 Structural Engineers File No. 11620 Plan No. Date: 1/4/2007 WALL - 10, Level 1 L = 12 ft H = 10 ft EQ Governs HDs: Veq = 3026# OTM = (3026)(10) = 30260 ft-lb Wt of wall = 16 psf (12)(10) = 1920# F! 1 11 11*10 3026# w1 = 27 psf (8) = 216 plf 1920 # r 10 RM = 27072 ft-lb USE: USE: 30280 - _9(27072] STHD10 513# 513# STHD10 Fup = ( 12 ft - 5 ft) = 513# 513# 513# WALL- 11. Level L=7ft H=10ft EQ Governs HDs: Veq = 2309# OTM = (2309)(10) = 23090 ft-lb I I I I 11 P1 �''fi I I I I Il 2309# Wt of wall = 16 psf (7)(10) = 1120# w1 = 27 psf (3) = 81 plf 1120 # 11 RM = 5905 ft-lb USE: USE: 23090 - .9(5905) STHD10 2735# 2735# STHD10 Fup = ( 7 ft - .5 ft) = 2735# 2735# 2735# WALL - 12 Level 1 L = 1.5 ft H = 11 ft Wind Governs HDs: Vwind = 1908# OTM = (1908)(11) = 20991 ft-lb W. of wall = 16 psf (1.5)(11) = 264# 1908# 264 # I HF RM = 198 ft-lb 20991 - 198 — f 20793# 20793# Fup = ( 1.5 ft - .5 ft) — 20793# 20793# 20793# bb P.IEngineeringlJobs_ENG1116201smythe.s89 BORM ASSOCIATES, INC. Smyth Residence Structural Engineers File No. 11620 Plan No. FALL-13,Level 1 L=9.5ft H=16ft EQ Governs HDs: Veq = 4119# OTM = (4119)(16) = 65904 ft-lb V1ft of wall = 16 psf (9.5)(16) = 2432# w1 = 20 psf (12) = 240 plf RM = 22382 ft-lb Fup = - 65904 -.9 229.5 2( 382) = 5084# ( 9.5ft-.5ft} VYALL - 14, Levcf 1 L = 10.5 ft H = 10 ft Wind Governs HDs: Vwind = 2353# OTM = (2353)(10) = 23534 ft-lb Wt of wall = 16 psf (10.5)(10) = 1680# w1 = 27 psf (11) = 297 plf RM = 25192 ft-lb Fup = 23534 - .67(251 2 = 666# (10.5ft-.5ft) WALL - 15, Level 1 L = 7.5 ft H = 10 ft Wind Governs HDs: Vwind = 2517# OTM = (2517)(10) = 25168 ft-lb V1/t of wall = 16 psf (7.5)(10) = 1200# w1 = 27 psf (2) = 54 plf USE: i HTT225084# t 5084# USE: STHD10 666# 666# 2432 # I 1680 # I 1200 # I Page: 28 Date: 1 /4/2007 L j14 19# 13 USE: 5084#iHTT22 5084# 2353# 1� USE: 666# STHD10 666# 2517# RM = 6019 ft-lb USE: USE: 25168 - (6019) STHD10 2736# 2736# STHD1C Fup = (7 5 ft- 5 ft) = 2736# 2736# 2736# bb P:IEngineeringlJobs ENG1116201smythe.s89 BORM ASSOCIATES, INC. Smyth Residence Structural Engineers File No. 11620 Plan No. WALL _ 16, Level 1 L = 1.5 ft H = 10 ft Wind Governs HDs: Vwind = 2318# OTM = (2318)(10) = 23182 ft-lb Wt of wall = 16 psf (1.5)(10) = 240# w1 = 27 psf (3) = 81 plf RM = 271 ft-lb Fup = - 23182 - (271) = 22911# ( 1.5ft-.5ft) WALL - 17, Level 1 L = 5.5 ft H = 10 ft EQ Governs HDs: Veq = 2793# 01"M = (2793)(10) = 27930 ft-lb Wt of wall = 16 psf (5.5)(10) = 880# w1 = 27 psf (8)+16 psf (10)+26 psf (9) = 610 plf Psw1 = 35361 ft-lb / 13.5ft = 2619# (from Wall 4, Level 2) Left HD Right HD: Wrnd Govems RM = 11646 ft-lb RM = 11646 ft-lb Fup = 42336-.9(116461 _ 6371# Fup = .33117 - (11646) 4294# (5.5ft-.5ft) (5.5ft-.5ft) WALL - 18. Level 1 L = 1.5 ft H = 10 ft EQ Governs HDs: Veq = 1122# OTM = (1122)(10) = 11220 ft-lb Wt of wall = 16 psf (1.5)(10) = 240# Page: 29 Date: 1 /4/2007 2318# HF 22911# 22911# 2619# USE: PHDB 6371# 6371# '9 2793# 8810 # i <13> USE: 4294# STHD14 4294# 1122# 2404 r <JHF RM = 180 ft-lb 11220 - 9(1 gd) 11058# 11058# Fup = ( 1.5 ft - .5 ft) = 11058# 11058# 11058# bb P:IEngineeringlJobs ENGI116201smythe.s89 BORM ASSOCIATES, INC. Smyth Residence Structural Engineers File No. 11620 Plan No. WALL - 19, Level 1 L = 12 ft H = 10 ft EQ Governs HDs: Veq = 2082# OTM = (2082)(10) = 20820 ft-lb Wt of wall = 16 psf (12)(10) = 1920# w1 = 20 psf (2) = 40 plf MA = 14400 ft-lb Fup = 20820 - .9(14400) = 683# (12ft-.5ft) WALL - 20, Level 1 L = 1.5 ft H = 10 ft Wind Governs HDs: Vwind = 2200# OTM = (2200)(10) = 22000 ft-lb Wt of wall = 16 psf (1.5)(10) = 240# RM = 180 ft-lb Fup = 22000 - (180) = 21820# ( 1.5ft-.5ft) WALL - 21. Level 1 L = 10.5 ft L opening = 3.7 ft H = 10 ft Wind Governs HDs: Vwind = 1500# OTM = (1500)(10) = 15000 ft-lb Wt of wall = 16 psf (10.5)(10) = 1680# w1 = 20 psf (8) = 160 plf RM = 17640 ft-lb Fup = - 15000 - .67 17640 = 318# ( 10.5 ft -.5 ft) Page: 30 Date: 1 /4/2007 2082 USE: us STHD10 683# 683# STH[ 683# 683# 2200# 240 # I HF `21820# 21820#; 218j20# 21820# 1111 9u n 111 111 1500# 1680 # is USE: USE: STHD10 318# 318# STHD10 318# 318# bb P:IEngineeringlJobs ENG1116201smythe.s89 BORM ASSOCIATES, INC. Structural Engineers WILL - 22. Level 1 L = 10 ft EQ Governs HDs: Veq = 5187# OTM = (5187)(10) = 51870 ft-lb Wt of wall = 16 psf (10)(10) = 1600# RM = 8000 ft-lb Fup = 51870 - .9(8000) = 4702# ( 10ft-.5ft) Smyth Residence File No. 11620 Plan No. L opening = 2.1 ft H = 10 ft WALL - 23. Level 1 L = 1.5 ft H = 10 ft Wind Governs HDs: Vwind = 2100# OTM = (2100)(10) = 21000 ft-lb WI: of wall = 16 psf (1.5)(10) = 240# RM = 180 ft-lb Fup = 21000 - {18.0) = 20820# (1.5ft-.5ft) WALL - 24, Level 1 L= 6 ft H= 10 ft Wind Governs HDs: Vwind = 3730# OTM = (3730)(10) = 37299 ft-lb Wt of wall = 16 psf (6)(10) = 960# w1 = 27 psf (5) = 135 plf RAA = 5310 ft-lb Fup = 37299 - (531 0)_ = 5816# (6ft-.5ft) USE: STHD14 4702# 4702# 1600 # Page: 31 Date: 1 /4/2007 5187# 13 USE: 4702# STHD14 4702# 2100# 240 # 1 HF I20820# 20820#1 20820# 20820# 3730# 960 # 13 USE: USE: PHD6 5816# 5816# PHD6 5816# 5816# bb P:IEngineeringlJobs ENG1116201smythe.s89 BORM ASSOCIATES, INC. Structural Engineers WALL - 25, Level 1 L= 2 ft H= 10 ft EQ Governs HDs: Veq = 3770# OTM = (3770)(10) = 37700 ft-lb W: of wall = 16 psf (2)(10) = 320# RAA = 320 ft-lb Fup - 37700 - .9(320) = 24941# (2ft- Eft) Smyth Residence File No. 11620 Plan No. WALL - 26 Level 1 L = 10 ft H = 10 ft EQ Governs HDs: Veq = 2523# OTM = (2523)(10) = 25230 ft-lb Wl of wall = 16 psf (10)(10) = 1600# w1 = 27 psf (5) = 135 plf RM = 14750 ft-lb Fup = 25230 - .9 14[ 750) _ = 1258# (10ft-.5ft) WALL - 27, Level 1 L = 10 ft H = 16 ft EQ Governs HDs: Veq = 2705# OTM = (2705)(16) = 43280 ft-lb Wt of wall = 16 psf (10)(16) = 2560# w1 = 20 psf (12) = 240 plf 24941# 24941# USE: STHD10 1258# 1258# Page: 32 Date: 1 /4/2007 3770# 320 # HF 24941# 24941# 16010 # r 25610 # 1 2523# USE: 1258# STHD10 1258# 2705# RM = 24800 ft-lb USE: USE: Fup = 43280 - .9(24800) = 2206# STHD10 2206# 2206# STHD10 ( 10 ft - .5 ft) 2206# 2206# bb P:IEngineeringlJobs ENG1116201smythe.s89 QORM ASSOCIATES, INC. Smyth Residence Structural Engineers File No. 11620 Plan No. Wf Ll- - 88. Level 1 L = 14.5 ft L opening = 7.9 ft H = 10 ft Wind Governs HDs: Vwind = 1601# OTM = (1601)(10) = 16010 ft-lb Wt of wall = 16 psf (14.5)(10) = 2320# w1 = 20 psf (5) = 100 plf RM = 27333 ft-lb Fup - - 16010 - .67(27333) (14.5ft-.5ft) - _164# WALL - 29, Level 1 L= 2 ft H= 10 ft EQ Governs HDs: Veq = 2899# 01-M = (2899)(10) = 28990 ft-lb Wt of wall = 16 psf (2)(10) = 320# w1 = 20 psf (5) = 100 plf RM = 520 ft-lb Fup = 28990 - .9(520) = 19015# (2ft�-.5ft) USE: HD not req'd -164# i -164# WALL - 30, Level 'I L = 10.5 ft L opening = 3.2 ft H = 10 ft EQ Governs HDs: Veq = 1379# OTM = (1379)(10) = 13790 ft-lb Wt of wall = 16 psf (10.5)(10) = 1680# w1 = 20 psf (5) = 100 plf J19015# 19015# 2320 # I 320 # I 1680 # Page: 33 Date: 1 /4/2007 1601# 10 USE -164# HD not r -164# 2899# HF 19015#I} 19015# 79# Y RM = 14333 ft-lb USE:j USE 13790 - 9(14333) HD not req 'd II 89# 89# HD not r Fup = (10.5 ft - .5 ft) = 89# 89# 89# bb P:IEngineeringlJobs ENG1116201smythe.s89 BORM ASSOCIATES, INC. Smyth Residence Structural Engineers File No. 11620 Plan No. WALL - 31, Level 1. L=6ft H=10ft EQ Governs HDs: Veq = 2345# OTM = (2345)(10) = 23450 ft-lb Wt of wall = 16 psf (6)(10) = 960# RM = 2880 ft-lb Fup = 23450 - .9(2880) = 3792# (6ft-.5ft) WALL - 32 Level 1 L = 1.5 ft H = 11 ft Wind Governs HDs: Vwind = 1756# OTM = (1756)(11) = 19317 ft-lb Wt of wall = 16 psf (1.5)(11) = 264# RM = 198 ft-lb Fup = 19317 - (198) = 19119# ( 1.5ft-.5ft) WALL - U Leve1_1 L= 4 ft H= 10 ft Wind Governs HDs: Vwind = 2409# OTM = (2409)(10) = 24085 ft-lb Wt of wall = 16 psf (4)(10) = 640# w1 = 27 psf (1) = 27 plf P1 = 3552#from (1311) Psw1 = 21645 ft-lb / 13.5ft = 1603# (from Wall 4, Level 2) Left HD RM = 15704 ft-lb Fup = 17672 - 15704 = 562# (4ft-.5ft) Ri ht HD: Wind Govems RM = 15704 ft-lb 24085 1496 - Fup = ( 4 ft - .5 ft) - 6454# 960 # t USE. STHD1413792# 3792# Page: 34 Date: 1 /4/2007 2345# '�1 1�• I USE: 3792# STHD14 3792# 1756# 264 # I I } HF 19119# 19119# 19119# 19119# 3552# 166 640 # USE: STHD10 562# 562# 2409# 13 USE: 6454# PHD8 6454# bb P:lEngineennglJobs_ENG1116201smythe.s89 BORM ASSOCIATES, INC. Structural Engineers WALL - 34, Level 1 L= 2 ft H= 13 ft EQ Governs HDs: Veq = 1779# OT'M = (1779)(13) = 23127 ft-lb Wt of wall = 16 psf (2)(13) = 416# RM = 416 ft-lb Fup = 23127 - .9 416 = 15168# (2ft-.5ft) WALL - 35, Level 1 L = 4ft H = 10 ft Wnd Governs HDs: Vwind = 1484# Ol"M = (1484)(10) = 14839 ft-lb Wt of wall = 16 psf (4)(10) = 640# w1 = 27 psf (3) = 81 plf RM = 1928 ft-lb Fup = 14839 - (1928) = 3689# (4ft-.5ft) Smyth Residence File No. 11620 Plan No. Page: 35 Date: 1 /4/2007 1779# 416 # I HF I15168# 15168#+ 15168# 15168# 1484# 640 # 11 USE: USE: STHD14 3689# 3689# STHD14 3689# 3689# bb P:IEngineeringlJobs ENG1116201smythe.s89 Structural Engineers Project SMYTH Date 3/15/2006 File No.: 11620 Designer BB Revision Sheet Rev.: 07,20.-95 FOUNDATION DESIGN Prograni designs pad and continuous footings. Data Basic soil bearing value 1800 psf Roof load, RL 40.00 psf Soils Eng: Increase per foot of width 0.00 % Ext. wall load, EWL 16.00 psf Max. bearing value 1800 psf Int. wall load, IWL 10.00 psf Job#: Floor load, FL 66.00 psf Date: Soil Pad Pad footing size Depth Bearin Ca aci 2'-0" Sq 12 in 1.80 ksf 7.2 k 2'-6" Sq 12 in 1.80 ksf 11.3 k 3'-0" Sq 12 in 1.80 ksf 16.2 k 3'-6" Sq 12 in 1.80 ksf 22.1 k T-0" Sq 12 in 1.80 ksf 28.8 k 4'-6" Sq 12 in 1.80 ksf 36.5 k 5'-0" Sq 12 in 1.80 ksf 45.0 k 5'-6" Sq 12 in 1.80 ksf 54.5 k 6'-0" Sq 12 in 1.80 ksf 64.8 k Soil Footin Continous footing size Bearin Capacity 1'-0" wide 1.80 ksf 1.80 klf F-3" wide 1.80 ksf 2.25 klf 1'-6" wide 1.80 ksf 2.70 klf 1'-9" wide 1.80 ksf 3.15 klf 2'-0" wide 1.80 ksf 3.60 klf Note: Typically use min. (1) #4 bar @ top & bottom Refer to soils report for additional information Footing location worst case Continous ftg. or pad, C/P c1 Trib. width Roof load 40.00 psf 10.00 f Exterior wall load 16.00 psf 12.00 f Interior wall load 10.00 psf 9.00 f Floor load 66.00 psf 0.00 f Beam/Misc. Beam/Misc. Total load Depth of Cont. Footing 12 in I'max @ Cont. Footing 5.4 k end/.- 12 15 18 21 24 Reinf'orcing_ Use (2) #4 bars E/W @ Bott Use (3) #4 bars E/W @ Bott Use (3) #4 bars E/W @ Bott Use (4) #4 bars E/W @ Bott Use (4) #4 bars E/W @ Bott Use (5) #4 bars E/W @ Bott Use (5) #4 bars E/W @ Bott Use (6) #4 bars E/W @ Bott Use (6) #4 bars E/W @ Bott Load USE for footint 0.40 klf o 1'-0" wide 0.19 klf o 0.09 klf 38 % of cap. 0.00 klf 0.00 0.00 0.68 Of BORMSTRUCTURAL ENGINEERS PROJECT: Structural Engineering for the Lot 294 - Smyth Residence Project, to be built in the city of La Quinta, CA. SUBJECT: Project Calculations CLIENT: Andrew Pierce Corp. 44-835 Deep Canyon Road Palm Desert, CA 92261 (760) 346-3228 Dave Muth ARCHITECT: BBG Architects 20371 Irvine Ave., Suite 120 Santa Ana Heights, CA 92707-5651 (714) 434-2506 OWNER: Andrew Pierce Corp. 44-835 Deep Canyon Road Palm Desert, CA 92261 (760) 346-3228 Dave Muth SOILS: Sladden Engineering - Palm Desert 39-725 Garand Lane, Suite G Palm Desert, CA 92211 (760) 772-3893 CODE: ENGINEER: NOTICE: Soils Report: 544-1299-03-10-638 Date: 10/3/2003 Soil Bearing Value: 1800 psf 2001 California Building Code George Richards FILE: 11620 Date: 6/12/2006 The content of these documents is understood to be an expression of professional opinion. It is based on our best knowledge, information and belief. No guarantee or warranty is expressed or implied. These documents are the property of BORM Associates, Inc. CITY OF LA (,QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION BORY Project ,f° QZi.rslJr� Revision J 61 va7borm.com 4'7a ► dive Fault Near -Source Zones This map is intended to be used in conjunction with the 1997 Uniform Building Code, Tables 16-S and 16-T Costa Mesa, CA Modesto, CA Pleasanton, CA Roseville, CA Sacramento, CA Las Vegas, NV Phoenix, AZ Tucson, AZ Denver, CO Beijing, PRC BORM Structural Engineers Project: Smyth Residence Date: 5/31/2006 File No: 10519 Designer: epm Revision: Sheet: Rev. 08/12/05 SEAOC SEISMIC DESIGN MANUAL FREE -BODY INDIVIDUAL PANEL OF WALL AT ROOF. SHEAR WALL # 4 LI yI f _ L.2 - L5 - F F > F 4> F R i V2 V2 !2 V& V& V4 Nil -__ _ r F4 \/I F< 11/5 V < F o I V VI� Fa V." L LPL_ } V21 F2 _ Fb V6 wTvN n N = F2 _- _ _ [n _F6 �yV6 V V V F2 V5 V,� < Fe, . V5� F2 V. V F6 I VG I� _ -> i V4 V� V4 \/Ic VI - v L1= 4 L2= 6 L3= 3.5 L= 13.5 H1= 1.5 H2= 4.5 H3= 3 H= 9 F= 3929.00 # V= 2619.00 # F1= -145.52 # V1= -54.57 # F2= 2037.26 # V2= 1091.39 # F3= 508.87 # V3= 2237.35 # F4= 2182.78 # V4= 1527.61 # F5= 1528.39 # V5= 1145.96 # F6= 1891.74 # V6= 1091.39 # F7= -291.04 # V7= 1216.12 # F8= 363.41 # V8= -124.73 # F9= 2182.78 # V9= 2307.51 # F10= 1528.33 # V10= 1527.61 # MAX SHEAR: = 728 PLF HEADER STRAP= 2182.78 # SILL STRAP= 1528.39 # G ITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DATE—_SY. BORM Structural Engineers Project: Date: 5/31/2006 File No: it (17-0 Designer: epm Revision: Sheet: Rev. 08/12/05 SEAOC SEISMIC DESIGN MANUAL FREE -BODY INDIVIDUAL PANEL OF WALL AT FLOOR SHEAR WALL # 5 — - r V� V2 V2 V6I V6 V6I CC [ VI 1 2 VS v- F6 \! V b V1 F2 V5 V'71 I Vb T _ L _ LI F ry V� I F2 — - _ .v F6 ' V6 V� F2 V6 F6 v - z - — I <= F2— a -- V3 I-Y5 V7 F6 V� _ F2 .I_. / _K s r�6� Vn /n V VI rlo ri T__ .._ _ < _ _ F5 - �- Flo - Fg - ..€-.\/T iv L1= 2.5 H1= 2 L2= 3 L3= 4.5 H2= 3.5 H3= 4,5 F= 1348.00 # V= 1348.00 # F1= 160.08 # V1= 128.06 # F2= 539.20 # V2= 505.50 # F3= 258.37 # V3= 882.94 # F4= 379.13 # V4= 842.50 # F5= 280.83 # V5= 377.44 # F6= 808.80 # V6= 505.50 # F7= 429.68 # V7= 314.53 # F8= 527.97 # V8= 190.97 # F9= 379.13 # V9= 820.03 # F10= 280.83 # V10= 842.50 # L= 10 H= 10 MAX SHEAR: = 253 PLF HEADER STRAP= 379.13 # SILL STRAP= 280.83 # BORM Structural Engineers Project: Date: 5/31/2006 File No: Designer: epm Revision: Sheet: Rev. 08/12/05 SEAOC SEISMIC DESIGN MANUAL FREE -BODY INDIVIDUAL PANEL OF WALL AT FLOOR SHEAR WALL # 8 LI r-I I r > > = v2y V1. F.2 w Vs V1 F2 � Vs � >I II{ -- -I- V21 F2 S � V2� F2 I -- > I V�� F� I•Js ! F2 �vS rr. !4 v I � _F4 > Vi V2 V6� VS d`F4 L _ L2 �I V V F -- FI_ V4 V F5 E - F10 L1= 3 L2= 2.5 L3= 2.5 L= 8 H1= 2 H2= 3.5 H3= 4.5 H= 10 F= 1265.00 # V= 1581.00 # F1= 301.43 # V1= 200.95 # MAX SHEAR: _ F2= 672.03 # V2= 592.97 # HEADER STRAP= F3= 397.34 # V3= 984.99 # SILL STRAP= F4= 370.61 # V4= 988.03 # F5= 274.69 # V5= 392.02 # F6= 592.97 # V6= 592.97 # F7= 222.36 # V7= 415.08 # F8= 318.31 # V8= 177.89 # F9= 370.61 # V9= 1008.05 # F10= 274.66 # V10= 988.03 # L3 6. 296 PLF 370.61 # 274.69 # BORM Structural Engineers Project: Date: 5/31/2006 File No: II I6'ii 6 Designer: epm Revision: Sheet: Rev, 08/12/05 SEAOC SEISMIC DESIGN MANUAL FREE -BODY INDIVIDUAL PANEL OF WALL AT FLOOR SHEAR WALL # 21 LI I -- > — -- T V2 VI F2 f VS VI F2 5 IE cv V I _C V2 fi F2 _ �F2 V5 Val F2 I �V5 >t 1s - _ _ m = V4 v L1= 3.5 H1= 2 r _ L2 ` F4� Fq IT T III vLl IV, V6J V6 Fib I - R__ L LI` L2 y Ll . F 1- } F 3 n VA' V4 VI 10 F ct- 0 - L2= 3.5 L3= 3.5 H2= 3,5 H3= 4.5 F= 1500.00 # V= 1429.00 # F1= 281.25 # V1= 160.71 # F2= 750.00 # V2= 535.71 # F3= 403.11 # V3= 910.71 # F4= 468.75 # V4= 893.29 # F5= 346.89 # V5= 375.00 # F6= 750.00 # V6= 535.71 # F7= 281.25 # V7= 375.00 # F8= 403.11 - # V8= 160.71 # F9= 468.75 # V9= 910.71 # F10= 346.89 # V10= 893.29 # L5 t V6I v F6 V� V8 t�T 6 7V6 _ F_6 1 V6 u] I V l Fay V' Vil �6 I VG { V1� II < F� TV/ L= 10.5 H= 10 MAX SHEAR: = 268 PLF HEADER STRAP= 468.75 # SILL STRAP= 346.89 # BORM Structural Engineers Project: Date: 5/31/2006 File No: II 67-0 Designer: epm Revision: Sheet: Rev. 08/12/05 SEAOC SEISMIC DESIGN MANUAL FREE -BODY INDIVIDUAL PANEL OF WALL AT FLOOR SHEAR WALL # 22 L > V2 'VI _ F2 V5 F-2 V5 V2 F2 V2 F2 /3 F Z V5 Y V?� F2 `f5 m 1 J\/ 4 — -- L2 F4 *1), V2 V2 �F4 _ q-- i 4.1 TV 6 .q LI L2 E I Ile F5 VIC,JIO FIO L1= 3.5 L2= 3 L3= 3.5 H1= 2.5 H2== 3 H3= 4.5 F= 5191.00 # V= 5191.00 # F1= 1349.66 # V1= 964.04 # F2= 2595.50 # V2= 2076.40 # F3= 1557.30 # V3= 3188.76 # F4= 1245.84 # V4= 3114.60 # F5= 1038.20 # V5= 1112,36 # F6= 2595.50 # V6= 2076.40 # F7= 1349.66 # V7= 1112.36 # F8= 1557.30 # V8= 964.04 # F9= 1245.84 # V9= 3188.76 # F10= 1038.20 # V10= 3114.60 # _ L5 V6I 1/ I „ram F& r F6 V6 F6 V6 \/,,.y� F6 TV" ,/'7I r6 I Vq V1. Y < -- = u F� T L= 10 H= 10 MAX SHEAR: = 831 PLF HEADER STRAP= 1245.84 # SILL STRAP= 1038.20 # BORM Structural Engineers Project: Date: 5/31/2006 File No: d) Designer: epm Revision: Sheet: Rev, 08/12/05 SEAOC SEISMIC DESIGN MANUAL FREE -BODY INDIVIDUAL PANEL OF WALL AT FLOOR SHEAR WALL # 28 'F i� F2 �V5 �5 V4 U Fq VI TV& --q j -Y V4 V4 V! 10 v �_ E Flo F( A Va > Ll F6 V6 F6 ! V6 V 7I F6 , Vq Fe, I Vq VI <- -_— T L1= 3 L2= 8 L3= 3.5 L= 14.5 H1= 2 H2= 4.5 H3= 3.5 H= 10 F= 1601.00 # V= 1104.00 # F1= -165.62 # V1= -110.41 # MAX SHEAR: = 258 PLF F2= 772.90 # V2= 469.26 # HEADER STRAP= 938.52 # F3= 47.20 # V3= 1048.93 # SILL STRAP= 725.71 # F4= 938.52 # V4= 634.74 # F5= 725.69 # V5= 579.67 # F6= 828.10 # V6= 469.26 # F7= -110.41 # V7= 532.35 # F8= 102.39 # V8= -63.09 # F9= 938.52 # V9= 1001.61 # F10= 725.71 # V10= 634.74 # To specify your title block on Title : Smyth Re= 3 Job # 11620 these five lines, use the SETTINGS Dsgnr: epm Date: 11:31AM, 31 MAY 06 selection on the main menu and Description : Hideaway Lot 294 enter your title block information scope : Beam Design will be printed on each page. Rev: 510300 UwL KW-081o1, Vi1i 5. 1.3. 22-Jun-1999. WIn32 General Timber Beam- - - -- - - -Page 1 tvylue 40EKRCnce o:\enaineerin6obs en611620\beams.ecw:Calcu Description Bm 11 (Eq 12-17 (1)) General Information Calculations are designed to 1997 NDS and -1997 UBC Requirements Section Name Prlln: 7.Ox16.0 Center Span 20.00 ft .....Lu 0.00 ft Beam Width 7.000 in Left Cantilever ft Lu 0.00 ft Beam Depth 16.000 in Right Cantilever ft Lu 0.00 ft Member Type Bm Wt. Added to Loads Truss Joist - MacMillan, Parallam 2.0E' Fb Base Allow 2,900.0 psi Load Dur. Factor 2.260 Fv Allow 290.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi Wood Density 35.000pcf E 2,000.0ksi Full Lengh Uniform Loads Center DL 256.00 #/ft LL 20.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Trapezoidal Loads #1 DL @ Left 356.00 #/ft LL @ Left #/ft Start Loc 2.000 ft DL @ Right 356.00 #/ft LL @ Right #/ft End Loc 12.000 ft Point Loads Live Load 1,680.0lbs Ibs Ibs Ibs Ibs Ibs Ibs ...distance 2.000 ft 3.000 ft 12.000 ft 6.000 ft 14.000 ft 0.000 ft 0.000 ft Sul"171ary seam Design OK Span= 20.00ft, Beam Width = 7.000in x Depth = 16.in, Ends are Pin -Pin Max Stress Ratio 0.421 : 1 Maximum Moment 68.6 k-ft Maximum Shear * 1.5 25.5 k Allowable 163.1 k-ft Allowable 73.4 k Max. Positive Moment 68.62 k-ft at 6.000 ft Shear: @ Left 17.39 k Max. Negative Moment 0.00 k-ft at 0.000 ft @ Right 3.34 k Max @ Left Support 0,00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 1.098 in Max. M allow 163.12 Reactions... @ Right 0,000 in fb 2,757.07 psi fv 227.69 psi Left DL 15.68 k Max 17.39 k Fb 6,554.00 psi Fv 655.40 psi Right DL 2.97 k Max 3.34 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.732 in -0.777 in Deflection 0.000 In 0.000 in ...Location 8.560 ft 8.640 ft ...Length/Deft 0.0 0.0 ...Length/Dell 327.9 308.76 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Deft 0.0 0.0 To specify your title block on these five lines, use the SETTINb6 selection on the main menu and enter your title block information will be printed on each page. Rev: 510300 User: KW-060201, Ver 5.1.3, 22-Jun-1999, Win32 (c) 1963-99 ENERCALC Description EZ 11 (Eq 12-17 (1)) Title : Smyth Re; e Dsgnr: eprn Description : Hideaway Lot 294 Scope : Beam Design General Timber Beam Job # 11620 Date: 11:31AM, 31 MAY 06 Page 2 ' Stress Calcs Bending Analysis Ck 14.167 Le 0.000 ft Sxx 298.667 in3 Area 112.000 in2 Cf 1.000 Rb 0.000 Cl 0.000 Max Moment Sxx_Reg'd Allowable fb @ Center 68.62 k-ft 125.64 in3 6,554.00 psi @ Left Support 0.00 k-ft 0.00 in3 6,554.00 psi @ Right Support 0.00 k-ft 0.00 in3 6,554.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 25.50 k 4.43 k Area Required 38.909 in2 6.755 in2 Fv: Allowable 655.40 psi 655.40 psi Bearing @ Supports Max. Left Reaction 17,39 k Bearing Length Req'd 3.822 in Max. Right Reaction 3.34 k Bearing Length Req'd 0.734 in Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k-ft 17.39 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k-ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k-ft 0.00 k 0.0000 in 'To specify your title block on Title : Smyth Re a Job # 11620 these five lines, use the SETTINUS Dsgnr: epm Date: 11:31AM, 31 MAY 06 selection on the main menu and Description : Hideaway Lot 294 enter your title block information Scope : Beam Design will be printed on each page. Rev:5Rev: 510300 1j03002p1,VPr5.13.22-Jun-1999,Win32 Genera! Timber Beam Page 1 Sq+��+c :len ]Hearin 1'o1>s en 1116'tUlueanls.ecw:Calcu Description Bm 11 (Eq 12-17 (II)) General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name Prllm: 7.Ox16.0 Center Span 20.00 ft .....Lu 0.00 ft Beam Width 7.000 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 16.000 in Right Cantilever ft .....Lu 0.00 ft Member Type Truss Joist - MacMillan, Parallam 2.0E Bm Wt. Added to Loads Fb Base Allow 2,900.0 psi Load Dur. Factor 2.260 Fv Allow 290.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi Wood Density 35.000pcf E 2,000.0ksi Full Lengh Uniform Loads Center DL 256.00 #/ft LL 20.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Trapezoidal Loads - #1 DL @ Left 356.00 #/ft LL @ Left #/ft Start Loc 2.000 ft DL @ Right 356.00 #/ft LL @ Right #/ft End Loc 12.000 ft Point Loads ,- - Dead Load 2,620.0lbs 3,402.0lbs 3,402.0lbs -9,800.0lbs 9,800.0lbs Ibs Ibs Live Load 1,680.0lbs Ibs Ibs Ibs Ibs Ibs Ibs ...distance 2.000 ft 3.000 ft 12.000 ft 6.000 ft 14.000 ft 0.000 ft 0.000 ft Summary Beam Design OK Span= 20.00ft, Beam Width = 7.00Oin x Depth = 16.in, Ends are Pin -Pin Max Stress Ratio 0.378 : 1 Maximum Moment 61.6 k-ft Maximum Shear 1.5 16.2 k Allowable 163.1 k-ft Allowable 73.4 k Max. Positive Moment 61.62 k-ft at 14.000 ft Shear: @ Left 9.55 k Max. Negative Moment 0.00 k-ft at 20.000 ft @ Right 11.18 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 1.085 in Max. M allow 163.12 Reactions... @ Right 0.000 in fb 2,475.82 psi fv 144.53 psi Left DL 7.84 k Max 9.55 k Fb 6,554,00 psi Fv 655.40 psi Right DL 10.81 k Max 11.18k Deflections Center Span... Dead Load Total Loa Left Cantilever... Dead Load i_ntal Load Deflection -0.723 in -0.767 in Deflection 0.000 in 0.000 in ...Location 11.040 ft 10.960 ft ...Length/Deft 0.0 0.0 ...Length/Dell 331.8 312.97 Right Cantilever... Deflection 0.000 in 0,000 in ...Length/Deft 0.0 0.0 To specify your title block on Title : Smyth Ree 3 Job # 11620 these five lines, use the SETTINGa Dsgnr: epm Date: 11:31AM, 31 MAY 06 selection on the main menu and Description : Hideaway Lot 294 enter your title block information Scope : Beam Design will be printed on each page. Rev: 510300 ''� User: KW-060201, Ver 5.1.3, 22-Jun-1999, Win32 General Timber Beam Page 2 (c) 1983-99 ENERCALC _ wwngineerfn�l OW: =116201beams.ecw:Calcu Description Bm 11 (Eq 12-17 (II)) 'Stress Calcs Bending Analysis Ck 14.167 Le 0.000 ft Sxx 298,667 in3 Area 112.000 in2 Cf 1.000 Rb 0.000 Cl 0.000 Max Moment Sicx_Rep'd Allowable fb @ Center 61.62 k-ft 112.82 in3 6,554.00,psi @ Left Support 0.00 k-ft 0.00 in3 6,554.00 psi @ Right Support 0.00 k-ft 0.00 in3 6,554.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 13.74 k 16.19 k Area Required 20.966 in2 24.698 in2 Fv: Allowable 655.40 psi 655.40 psi Bearing @ Supports Max. Left Reaction 9.55 k Bearing Length Req'd 2.099 in Max. Right Reaction 11.18 k Bearing Length Req'd 2.457 in Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k-ft 9.55 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k-ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k-ft 0.00 k 0.0000 in To specify your title block on these five lines, use the SETTINba selection on the main menu and enter your title block information will be printed on each page. Rev: 510300 User: KW-060201, Ver 5.1.3, 22-Jun-1999, Win32 (c) 1903-99 ENERCALC Description Bm 11 (Eq 12-18 (1)) Title : Smyth Re,, Dsgnr: epm Description : Hideaway Lot 294 Scope : Beam Design General Timber Beam Job # 11620 Date: 11:31AM, 31 MAY 06 Page General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements j Section Name Prllm: 7.0x16.0 Center Span 20.00 ft .....Lu 0.00 ft Beam Width 7.000 in Left Cantilever ft Lu 0.00 ft Beam Depth 16.000 in Right Cantilever ft Lu 0.00 ft Member Type Truss Joist - MacMillan, Parallam 2.0E Bm Wt. Added to Loads Fb Base Allow 2,900.0 psi Load Dur. Factor Z260 Fv Allow 290.0 psi Beam End Fixity Pin -Pin Fc Allow 650:0 psi Wood Density 35.000 pcf E 2,000.0 ksi ' Full Lengh Uniform Loads Center DL 192.00 #/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Trap- ra Bxoidal Loads - - - - - - #1 DL @ Left 267.00 #/ft LL @ Left #/ft Start Loc 2.000 ft DL @ Right 267.00 #/ft LL @ Right #/ft End Loc 12.000 ft Point Loads Dead Load 1,9G5,011ss 2,552.0lbs 2,552.0lbs 9.800.0lbs 77800.0Ibs Its hs. Live Load Ibs Ibs Ibs Ibs Ibs Ibs Ibs ...distance 2.000 ft 3.000 ft 12.000 ft 6.000 ft 14.000 ft 0.000 ft 0:000 ft summary Beam Design OK Span= 20.00ft, Beam Width = 7.000in x Depth = 16.in, Ends are Pin -Pin Max Stress Ratio 0.339 : 1 Maximum Moment 55.2 k-ft Maximum Shear * 1.5 18.8 k Allowable 163.1 k-ft Allowable 73.4 k Max, Positive Moment 55.24 k-ft at 6.000 ft Shear: @ Left 12.81 k Max. Negative Moment 0.00 k-ft at 0.000 ft @ Right 1.32 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.844 in Max. M allow 163.12 -Reactions... @ Right 0.000 in fb 2,219.44 psi fv 167.75 psi Left DL 12.81 k Max 12.81 k Fb 6,554,00 psi Fv 655.40 psi Right DL 1.32 k Max 1.32 k Deflections Center Span... Qi3ad Load Total Load Left Cantilever... Dead Load fal cba Deflection -0.563 in -0.563 in Deflection 0.000 in 0.000 in ...Location 8.240 ft 8.240 ft ...Length/Defl 0.0 0.0 ...Length/Deft 42.6.7 426.67 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Dell 0.0 0.0 To specify your title block on Title : Smyth Re: e Job # 11620 these five lines, use the SETTINGS Dsgnr: epm Date: 11:31AM, 31 MAY 06 selection on the main menu and Description : Hideaway Lot 294 enter your title block information Scope : Beam Design will be printed on each page. Rev: 510300 Page 2 User: KW-060201, Ver 5-1-3, 22-Jun-1999, Win32 General Timber Beam g (c) 1963-99 ENERCALC :ierl ]nQOrin 1Ot75 en 11 TG2t)>t7e8rr1$.BCw:CaICG Description Bm 11 (Eq 12-18 (1)) ^Stress Calcs Bending Analysis Ck 14.167 Le 0,000 ft Sxx 298.667 in3 Area 112.000 in2 Cf 1.000 Rb 0.000 Cl 0.000 Max Moment Sxx Reg 'd Allowable tb @ Center 55.24 k-ft 101.14 in3 6,554.00 psi @ Left Support 0.00 k-ft 0.00 in3 6,554.00 psi @ Right Support 0.00 k-ft 0.00 in3 6,554.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 18.79 k 1.55 k Area Required 28.667 in2 2.372 in2 Fv: Allowable 655.40 psi 655.40 psi Bearing @ Supports Max. Left Reaction 12.81 k Bearing Length Req'd 2.815 in Max. Right Reaction 1.32 k Bearing Length Req'd 0.289 in Query Values — — -- ------ — — - — --- ---- -. _ M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k-ft 12.81 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k-ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k-ft 0.00 k 0.0000 in To specify your title block on Title : Smyth Re: e Job # 11620 these five lines, use the SETTINVzi Dsgnr: epm Date: 11:31AM, 31 N1AY 06 selection on the main menu and Description : Hideaway Lot 294 enter your title block information Scope : Beam Design will be printed on each page. Rev: 510300 USvr'1LW9U�01, Vlr g,1.3, 22-Jun-1999, Win32 General Timber Be8fi1 Page 1 (01%3�00ENE RCAI,C :ten ineeflri lobs en 11162OWeams.ecW'CaIcU Description Bm 11 (Eq 12-18 (II)) General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements r Section Name Prllm: 7.Ox16.0 Center Span 20.00 ft ;., , .Lu 0.00 ft Beam Width 7.000 in Left Cantilever ft , ... ,LU 0.00 ft Beam Depth 16.000 in Right Cantilever ft . ...Lu 0.00 ft Member Type Truss Joist - MacMillan, Parallam 2.0E Bm Wt. Added to Loads Fb Base Allow 2,900.0 psi Load Dur. Factor 2.260 Fv Allow 290.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi Wood Density 35.000pcf E 2,000-0ksi [ Full Lengh Uniform Loads Center DL 192.00 #/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Trapezoidal Loads #1 DL @ Left 267.00 #/ft LL @ Left #/ft Start Loc 2.000 ft DL @ Right 267.00 #/ft LL @ Right #/ft End Loc 12.000 ft Point Loads - oi�9,80-0 ._.-__ Y - - Dead Load 1,965.0Ibs 2552.016s 2,552.01bs 7BOO,0Ibs Ibs lbs Live Load Ibs Ibs Ibs Ibs Ibs Ibs Ibs ...distance 2.000 ft 3.000 ft 12.000 ft 6.000 ft 14.000 ft 0.000 ft 0.000 ft Beam Design OK Span= 20.00ft, Beam Width = 7.000in x Depth = 16.in, Ends are Pin -Pin Max Stress Ratio 0.313 : 1 Maximum Moment 51.0 k-ft Maximum Shear " 1.5 13.3 k Allowable 163.1 k-ft Allowable 73.4 k Max. Positive Moment 51.00 k-ft at 14.000 ft Shear: @ Left 4.97 k Max. Negative Moment 0.00 k-ft at 20.000 ft @ Right 9,16 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.831 in Max. M allow 163.12 Reactions... @ Right 0.000 in fb 2,049.00 psi fv 118.88 psi Left DL 4.97 k Max 4.97 k Fb 6,554.00 psi Fv 655.40 psi Right DL 9.16 k Max 9.16k Deflections Center Span... Vead Load Taut Load Left Cantilever... Dead Load >A I o d Deflection -0.554 in -0.554 in Deflection 0.000 in 0.000 in ...Location 11.360 ft 11.360 ft ...Length/Deft 0.0 0.0 ...Length/Deft 433.0 432.96 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Deft 0.0 0.0 To specify your title block on these five lines, use the SETTINGS selection on the main menu and enter your title block information will be printed on each page.__ Rev: 510300 User: KW-080201, Ver5.1,3, 22-Jun-1999, Win32 (c) 1083-99 ENERCALC [Description Bm 11 (Eq 12-18 (II)) Title : Smyth Re: e Dsgnr: epm Description : Hideaway Lot 294 Scope : Beam Design General Timber Beam Job # 11620 Date: 11:31AM, 31 MAY 06 IStress Calcs Bending Analysis Ck 14.167 Le 0.000 ft Sxx 298.667 in3 Area 112.000 in2 Cf 1.000 Rb 0.000 Cl 0.000 Max Moment Sxx Req'd Allowable fb @ Center 51.00 k-ft 93.37 in3 6,554.00 psi @ Left Support 0.00 k-ft 0.00 in3 6,554.00 psi @ Right Support 0.00 k-ft 0,00 in3 6,554.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 7.03 k 13.31 k Area Required 10.724 412 20.316 in2 Fv: Allowable 655.40 psi 655.40 psi Bearing @ Supports Max. Left Reaction 4.97 k Bearing Length Req'd 1.091 in Max. Right Reaction 9.16 k Bearing Length Req'd 2.013 in Query Values M, V, 8, D @ Specified Locations Moment Shear @ Center Span Location = 0.00 ft 0.00 k-ft 4.97 k @ Right Cant. Location = 0.00 ft 0.00 k-ft 0.00 k @ Left Cant. Location = 0.00 ft 0.00 k-ft 0.00 k - - - - Page 2 Deflection 0.0000 in 0.0000 in 0.0000 in Structural Engineers Project SMYTII Dale 3/15/2006 FileNo.: 11620 Designer epm Revision Sheet j Rev.: 07 20 95 FOUNDATION DESIGN Program designs pad and continuous footings. Data Basic soil bearing value 1800 psf Roof load, RL 40.00 psf Soils Eng: Increase per foot of width 0.00 % Ext. wall load, EWL 16.00 psf Max. bearing value 1800 psf Int. wall load, IWL 10.00 psf Job#: Floor load, FL 66.00 psf Date: Soil Pad Pad fooling size Depth Bed Capacity 2'-0" Sq 12 in 1.80 ksf 7.2 k 2'-6" Sq 12 in 1.80 ksf 11.3 k 3'-O" Sq 12 in 1.80 ksf 16.2 k T-6" Sq 12 in 1.80 ksf 22.1 k T-0" Sq 12 in 1.80 ksf 28.8 k 4'-6" Sq 12 in 1.80 ksf 36.5 k 5'-0" Sq 12 in 1.80 ksf 45.0 k 5'-6" Sq 12 in 1,80 ksf 54.5 k 6'-0" Sq 12 in 1.80 ksf 64.8 k Soil 1,_40t. Contillous fooling size Bearing Cam P-0" wide 1.80 ksf 1.80 klf 1'-3" wide 1.80 ksf 2.25 klf F-6" wide 1.80 ksf 2.70 klf P-9" wide 1.80 ksf 3.15 klf 2'-0" wide 1.80 ksf 3.60 klf Note: Typically use min. (1) #4 bar @ top & bottom Refer to soils report for additional information looting Iocatioll worst case Continous ftg. or pad, C/P cl Trib width Roof load 40.00 psf 10.00 f Exterior wall load 16.00 psf 12.00 f Interior wall load 10.00 psf 9.00 f Floor load 66.00 psf 0.00 f Beam/Mist. Bealn/Misc. Total load Depth of Cont. Footing 12 in Pmax @ Cont. Footing 5.4 k -'U.' re 12 15 18 21 24 Reinforcine Use (2) #4 bars E/W @ Bott Use (3) #4 bars E/W @ Bott Use (3) #4 bars E/W @ Bott Use (4) 44 bars E/W @ Bott Use (4) 44 bars E/W @ Bott Use (5) #4 bars E/W @ Bott Use (5) #4 bars E/W @ Bott Use (6) #4 bars E/W @ Bott Use (6) #4 bars E/W @ Bott Load USE for footing 0.40 klf o P-0" Wide 0.19 klf n 0,09 klf 38 %ofcap, 0.00 klf 0.00 0.00 0.68 klf To specify your title block on Title: 1a� f If C j.m%nat Job it fi (I '?"o, these five lines, use the SETTINGS Dsgnr: Date: 8:37AM, 12 JUN 06 selection on the main menu and Description : enter your title block information Scope will be printed on each page. Rev: 510300 llscr. KWnstrznP, Vb5,1.3, 22-Jun-1090, Win32 Page 1 c Combined Footing Design -.--------,T.� _ Y p:lenginearinnliohsyny171620lqwe 6eam.eov; Description Grade Beam Design @ Hardy Panels (Worst Case) General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements Allow Soil Bearing 1,800.0 psf fc 2,500.0 psi Seismic Zone 4 Fy 40,000.0 psi Concrete Wt 145.0 pcf Min As Pct 0.0014 Short Term Increase 1.33 Rebar Cover 3.50 in Overburden 0.00 psf Live & Short Term Load Combined Dimensions Footing Size... Column Support Pedestal Sizes Distance Left 4.00 ft #1 : Square Dimension 0.00 in Dist. Betwn Cols 1.50 ft ...Height 0.00 in Distance Right 4.00 ft #2 : Square Dimension 0.00 in Footing Length 9.50 ft ...Height 0.00 in Width 12.00 ft Thickness 24.00 in Loads --- --- - �� Vertical Loads... (a2 Left Column Ri ht Column -- Dead Load k k Live Load k k Short Term Load 23,020 k -23.020 k Su�T►r►►a►y Footing Design OI( Length = 9.50ft, Width = 12.00ft, Thickness = 24.00in, Dist. Left = 4.00ft, Btwn. = 1.50ft, Dist. Right = 4.00ft Maximum Soil Pressure 481.30 psf Allowable 2,394.00 psf Steel Req'd @ Lef 0.344 in2/ft Max Shear StresE 19.13 psi Steel Req'd @ Cente 0.344 in2/ft AllowablE 170.00 psi Steel Req'd @ Righ 0.344 in2/ft Min. Overturning Stabilit 1.968 :1 Soil Pressures Soil Pressure @ Left Actual Allowable ACI Factored Eccentricity Dead + Live 290.0 1,800.0 psf Eq. 9-1 406.0 psf 0.000 ft Deadi-Live+Short Term 481.3 2,394.0 psf Eq. 9-2 673.8 psf 1.044 ft Soil Pressure @ Right End Eq. 9-3 433.2 psf Dead + Live 290.0 1,800.0 psf Eq. 9-1 406.0 psf 0.000 ft Dead+Live+Short Term 98.7 2,394.0 psf Eq. 9-2 138.2 psf -1.044 ft Stability Ratio 2.0 :1 Eq. 9-3 88.8 psf Moment & Shear Summary ( values for moment are given per unit width of footing) Moments... ACI 9-1 ACl 9-2 ACI 9-3 Mu @ Col #1 0.00 k-ft/ft 1.54 k-ft/ft 0.99 k-ft/ft Mu Btwn Cols 0.00 k-ft/ft -1.54 k-ft/ft -0.99 k-ft/ft Mu @ Col #2 0.00 k-ft/ft -1.54 k-ft/ft -0.99 k-ft/ft One Way Shears... Vn : Allow' 0.85 85.000 psi 85.000 psi 85.000 psi Vu @ Col #1 0.000 psi 1.893 psi 1,217 psi Vu Btwn Cols 0.000 psi 0.000 psi 0.000 psi Vu @ Col #2 0.000 psi 1.893 psi 1.217 psi Two Way Shears... Vn : Allow' 0.85 171000 psi 170.000 psi 170.000 psi Vu @ Col #1 0.000 psi 19.099 psi 19.125 psi Vu @ Col #2 0.000 psi 18.986 psi 19.053 psi To specify your title block on Title : .lob # these five lines, use the SETTINGS Dsgnr: Date: 8:37AM, 12 JUN 06 selection on the main menu and Description enter your title block information Scope: will be printed on each page. Rev: 510300 Usac KW060201. Ver5A.3, 22-Jun-1999, Wh32 Page 2 (c) 1003�99ENERCALC Combined Footing Design _1 Sertaineerin 'abs en 11G261 rade beam:ecw: Description Grade Beam Design @ Hardy Panels (Worst Case) n Reinforcing ( values given per unit width of footing) �am�rs■w�■�■■stpw■a�*•rJr:�•crr�■■�•c■�• - - - --- -- - +w■cr— - ----- @ Left Edge of Col #'I Between Columns @ Right Edge of Col #2 Ru/Phi S Re ' �344 Ru/Phi As Req'd Ru/Phi As Req'd ACI 9-1 0.00 psi In2tft 0.00 psi 0.344 in2/ft 0.00 psi 0.344 in2/ft ACI 9-2 4.07 psi 0.344 in JI'L (0, 4.07 psi -0.344 in2/ft 4.07psi -0.344 in2/ft ACI 9-3 2.62 psi 34 4 in�i 2.62 psi -0.344 in2/ft 2.62psi -0.344 in2/ft ACI Factors (per ACI, applied Internal to entered loads) ACI 9-1 & 9 2 DL 1.400 ACI 9-2 Group Factor 0.750 UBC 1921.2.7 "1.4" Factor 1.400 ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor 0.900 UBC 1921.2.7 "0.9" Factor 0.900 ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor 1.300 ....seismic = ST * : 1.100 ��� Al. okx c. ---o AS TRUSWAL SYSTEMS 4445 NORTHPARK DRIVE, SUITE 200 C OLORADO SPRINGS, CO 80907 (800) 322-4045 FAX:(719) 598-8463 1 /10/01 COE1003160A Users of Truswal engineering: The TrusPlusTm engineering software will correctly design the location requirements for permanent continuous lateral bracing (CLB) on mergoers for which it is required to reduce buckling length. Sealed engineering-jrawings from Truswal will show the required number and approximate locations cr braces for each member needing bracing. In general, this bracing is done oy using Truswal Systems Brace-WM or a I or 2x member (attached to the top o- bottom edge of the member) running perpendicular to the trusses and adequately designed, connected and braced to the building per the building designer (See ANSI/TPI current version). The following are other options (when CLB bracing is not possible or desirable) that will also satisfy bracing needs for i^clividual members (not building system bracing): 1 2. 3 A 1x or 2x structurally graded "T" brace may be nailed flat to t-ne edge of the member with 10d common or box nails a 8" o.c. if only one brace is required, or may be nailed to both edges of the member if two braces are required. The "T" brace must extend a minimum of 90% of the member's length. A scab (add -on) of the same size and structural grade as the.:rnember may be nailed to one face of the member with 10d commoi r or box nails at 8" o.c. if only one brace is required, or may be nailed to both faces of the member if two braces are required. A minimur-; of 2x6 scabs are required for any member exceeding 14'-0" in length. Scab(s) must extend a minimum of 90% of the members length. Any member requiring more than two braces must use perpendicular bracing or a combination of scabs and "T" braces, or any other approved method, as specified and approved by the building desigl3ei-,,,, EXAMPLES " T" B RA GE I enginee any questions 0 s OORM ASSOCIATES. INC. JAIN ILL co o � L O U r 0 m 0 6 z 0 CIA 0 MCIA } a, i 1�Q �� N U 0 N Q� U N 00 U�vWi� UWcn un ��� kf)� E -n op C4 kvy iau-L o-ot `1 rn Y 5 v_ P: % o, L _ M-r �9 , MEN i 1 . � ��i ��■� '�iii � 3 _ _ �._1 _::I - i� k•l•1►Am f k�kk•i� ��PA. �1'Jiikk•t� �ikk•ki� 'W'Mkkk■'Mmum li'I�IV 1 MMM1 _ 1udii'%f • �3CO3 Lo �3 h17!!1� St d� k7 CD LU let 7 7 p LL � Q W z W H 0 N 0 Q CL O S r1 O co w 0 N � N W ODo m N G I N AJ .I U •• N A .i 0 W 4 a m U b, 1 1 04 W 0 U to •• U ro ro x N U 73 N ❑ ❑ ❑ O U s W W 44 W W u a a a a a a 0 0 0 0 0 o 0 0 0 0 7 o o o o 0 C r N N N u, w � ro ro v ro a A a Q N Q a w z u u u u ro a w u H F w w p 1n 0 u) Q Q �w � w N H x h z 0 0 w a H x N h I U w a � U H m z m H F� w z a u Q 0 H U U] H w x > N a 0 z 0 00 H H m L0 a r z I In m Ln a C'4 n - N N N r n � FC N N \f 1 r r a � N r r 0 U SL N N 0 % 4 ro {� � � N N U a w 4 V1 U • Y) Q ❑ ro �0 +) �a) p o oQ O U1 m N 4 NATIONAL INSPECTION ASSOCIATION, INC. w- -- N7A ---E Quality Systems Management, Inc. f lIs .National Testing, Inc. origination Date: 07-2003 Revision No. C Accredited Quality Assurance / Control Agency XAS AA-583 Ar #13 Metal Plate Connected Wood Truss Non Listed Fabricator's Audit Report Number: A 1867 Audit Date/Arrive/Depart: 1.. �� 11► ad Fabricator's Name: I C 5S uJ aR S Location- 7:Ap MS_Z, CA�_ Does the Fabricator have a current Agreement with the Agency for Audit? ................................. Yes / No Is the Quality System Manual, "QSM" up to date per AC-10 & AC-98?....................................... Yes _,� No Has the QSM been reviewed within a twelve month period?....................................................... Yes ri No Are materials used in Production per National Standards & Engineers Specifications? .............. Yes —!G No Is an acceptable In -House Quality Control System according to National Standards in place?.. Yes _� No Are In -House Quality Control Inspections being conducted per National Standards? ................. Yes ✓ No Is Final Inspection of the Trusses completed prior to Labeling & Shipment? ............................... Yes No Is there a System in place to deal with Non -Conforming Materials? ............................................ Yes No Are written Q.C. Inspection Reports and Agency Audits kept for at least two years? .................. Yes ter_ No Have any Corrective Action Requests, "CAR", been issued during this Audit?............................ Yes No Product Check CATEGORY CONFORMING NON -CONFORM. REMARKS Lumber Grade Joint Accuracy is within 1/8" Plate Placement ANSI / TPI 2002 Plate Size } ICC ES Plate to Wood Tolerance is within 1/32" Label Legibility - Labels on Site - Stamps Labels CATEGORY YES NO REMARKS Changes In Supervisory Personnel, Production Process Per AC-98 Any Test Performed or Witnessed Per AC-98 i Is There Product Tractability t• Per AC-98 Any "CAR" Reports From Last Audit 1/ Per AC-98 Any Shut Downs or Disruptions In Production Per AC-98 Any Samples Taken Y— Per AC-98 Any Test / Measuring Equipment That Requires Calibration Per AC-98 1 Does the Final Product meet UBC / IBC and National Standards? Required Signatures Fabricator Q.C. Supervisor Auditor for National ! spection Association P.O. Box 3426 E-Mail: NIA d.Llette Cvcrt.com I (307) 685-6331 Office Gillette, Wyoming 827I7-3426 Cellular Phone: (307) 689-5977 (307) 685-6331 .t ax Page One of nvo N NATIONAL INSPECTION ASSOCUTIQN,_INC. W—NIAQuality Systems Management, Inc. National Testing, Inc. Origination Date: 07-2003 Revision No. C AF #14 Report Number: L 7 - - FINDINGS: Number of "Correction Action Requests" Issued: �oD It was found that: Last AC 10 Manual Review conducted by N.I.A., Inc.: "7 — It was found that: There ( Was / a o ) changes to the ICC AC 10 Acceptance Criteria from which your Quality Assurance / Control Manual was written. If there are changes to the AC 10 Criteria, show changes in "Comments". It was found that: This Metal Plate Connected Wood Truss Fabrication Facility as / Does Not Have ) proper equipment for the proper shipping and delivery of trusses. Product Review: Roof Trusses: I "7 ' I -fe- f' /,0 Floor Trusses:. 1,36 Trusses that were Reviewed, ( Meet ZSlatioVnal eeDo Not Meet ) the Requirements of the. U.B.C. Code, the I.B.C. Code, the I.R.C. Code, the Standards and the Engineer's Specifications. Comments: udbor for lVat onal .inspection Association / Quality ,Systems !Management P.O. Box 3426 E-Mail. N1Agi11ette@vcn.com 1 ti 827I7 3426 Cellular Phone • 1307) 6R9--S977 (307) 685-6331 Office (_3071 KSS-031 Fax Gc lette, Yyornang Page 7)vo of Two N AT1ONAL INSPECTION ASS 0C_1A_TI0N IN \v- -- NiA- . -E Quality Systems MallagenIent, Inc. National Testing, Inc. • s Accredited Quality Assurance / Control Agency XAS AA-583 Metal Plate Connected Wood Truss Non Listed Fabricator's Audit Report Number: A 6 d-t Date/Arrive/Depart: ori; nation Date: 07-200. ,revision No. t AT #1. Au I � Location: Fabricator's Name: Does the Fabricator have a current Agreement with the Agency for Audit? ................................. Is the Quality System Manual, ,QSM" up to date per AC-10 & AC-98?....................................... Has the QSM been reviewed within a twelve month period?................. Eng neers Are materials used in Production per Controlonal Systemandards according g tolN National fecifications?n place?.. Is an acceptable In -House Quality Y Are In -House Quality Control Inspections com completed prior Labelinducted pg & Shipment?er Nationa) .:::::::::::::::: Is Final inspection of the Trusses p p is there a System in place to deal with Non -Conforming Materials? ........................ ? Are written Q.C. Inspection Reports and Agency Audits kept for at least two years .................. Have any Corrective Action Requests, CATEGORY Lumber Grade Joint Accuracy is within 1/8" Plate Placement Plate Size Plate to wood Tolerance is within 1/32" Label Legibility - Labels on Site - Stamps "CAR", been issued during this Audit? ............................ CATEGORY Changes In Supervisory Personnel, Production Process Any Test Performed or Witnessed is T~ here Product Tractability Any "CAR" Reports From Last Audit Any Shut Downs or Disruptions In Production Any Samples Taken Anv Test / Measuring Equipment That Requires Calibration Product Check CONFORMWG YES NON -CONFORM. Does the Final Product meet UBC / IBC and National Standards? J Required Signatures 4; Fabricator Q.C. Supervisor Yes _,/ No Yes No _ Yes No Yes _ No Yes / No - Yes ✓ No _-- Yes No ,— Yes ✓ No Yes _�� No __ yes No REMARKS ANSI / TPI 2002 ]CC ES Q NO REMARKS 1� t_/ Per AC-98 Per AC-98 Per AC-98 Per AC-99 Per AC-98 Per AC-98 Per AC-98 Auditor r for National Inspection Association P.O. I3ox 342G E-ti aii: NIA i11ctte@vC1t.GR111 Gillette, Wyarning 827I7-3426 Cellular Phone: (307) 639-5977 Page One of nvo (307) 685-633J Off in (307) 685-6331 raj 7r77Tr-6n/ -14JLIV71II lC'\IV(�AAC•C'nV1 rT • nT nn n-7 - Irk, H NAT���AI� INSPECTX�N AS��CJC.t�T��N INC. W- I —E Quality Systems Management, .Inc. � National Testing, Inc• origination Date: 0'T-20 Revision Na. C ea s AF#1 Report Number: g� FINDINGS: ' Number of "Correction Action Requests" Issued: Ion It was found that: Last AC 1 o Manual Review conducted by N.I.A., Inc.: It was found that: There ( Was I QaiDo ) changes to the [CC AC 10 Acceptance Criteria from which your Quality Assurance / Control Manual was written. If there are changes to the AC 10 Criteria, show changes in "Comments". It was found that: This Metal Plate Connected Wooshipping Truss and ldeli�ery of Facilitytrusses. as /Does Not Have } proper equipment for the proper pp g Product Review: / a Roof Trusses: -7 Floor Trusses: Trusses that were Reviewed, ( Meet ❑ < eed Do Not Meet ) the Requirements of tha U.B.C. Code, the I.B.C. Code, the I.F.C. Code, the ANSI ational Standards and the Engineer's Specifications. Comments: for National Inspection Association / Quality Systems Management P.O. 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C C 1H+91G • r N N N N r '� O' r�rKM 100Nnp1t+ t dpr1{td'roUH EI�o G D. -a t'y 1 Oo 0P00f]G OO &P. d �a .�� I w M1q ID n r o m M M N c o o !� 7Y [!'xartorwr°W�mrtrt pD 0 0 0 0 CD 0 O O `[r Lp aor ON II WNOp mNrHnrwi N N � N ° C d Cm7 ooN n p w n II CL zm N o o M a rt II N W W Id O t'1 k td I I to m O �O w II • - (D N• H H � tI E O 4 f 0 t0 M 0 O d w 0 1q 01 In oil. .l fl.�, _1 n_ NH ty 00 O OID a` pWW••rta FL !I 1� �� rr�mMIINH OP• !� �P am Ao 0Tt7 c�stm.lm mrto o�a m ro w N 0 0 X 0 I I p gg0g, oo HamEn pj m` a 10 Aa o o 0, 1 t t� w n T O rt n N t�+o�gwp•NM a rt am N0 oor CwO ao�pp•1li H- N N N•rwt in �• m roa y •�-���ll1wA1Yrrr���] On a z o o N bb II m a w a q m V• Awrwr o ww_ 00Mrn rt 0 ww O o. N N N p off r v i N II II 0 °n a rwi 0 N + u, w AA am n° G O POW 1 1 1,d I °1 co N1C w w C b O �I II 0 tj OOI yV oot+iro ooll II „w V- 1 1On i m on ~ N 00 1 f� oo i rn o H t+ 1 rr w \ I Ol °1 1 TRUSWAL SYSTEMS 4445 NORTHPARK DRIVE, SUITE 200 COLORADO SPRINGS, CO 80907 (800) 322-4045 FAX:(719) 598-8463 COC 1003160A 1/10/01 Users of Truswal engineering: The TrusPlusTm engineering software will correctly design the location requirements for permanent continuous lateral bracing (CLB) on members for which it is required to reduce buckling length. Sealed engineering drawings from Truswal will show the required number and approximate locations c ` braces for each member needing bracing. In general, this bracing 'is done Oy using Truswal Systems Brace-!tTM or a 1x or 2x member (attached to the top o- bottom edge of the member) running perpendicular to the trusses and ad;_ quately designed, connected and braced to the building per the building designer (See ANSI/TPI current version). The following are other options (when CLB bracing is not possible or desirable) that will also satisfy bracing needs for individual members (not building system bracing): 1. A 1x or 2x structurally graded "T" brace may be nailed flat to tie edge of the member with 10d common or box nails a:: 8" o.c. if only one brace is required, or may be nailed to both edges of the member if two braces are required. The "T" brace must extend a minimum cf 90% of the member's length. 2. A scab (add -on) of the same size and structural grade as the. -riember may be nailed to one face of the member with 10d commor; or box nails at 8" o.c. if only one brace is required, or may be nailed to both faces of the member if two braces are required. A minimu,,; of 2x6 scabs are required for any member exceeding 14'-0" iri length. Scab(s) must extend a minimum of 90% of the members length, 3. Any member requiring more than two braces must use perpendicular bracing or a combination of scabs and "T" braces, or any other approved method, as specified and approved by the building ce.signer. 1. EXAMPLES 2. L Please contact a T-c e •rM 90% L I engin 90% L re any questio rvi fi I �L �"�• M� �yrr � <1 RECOMMENDED CONNECTION DETAILS THESE DETAILS ARE INTENDED TO SHOW MINIMUM_ REQUIRED CONNECTIONS RECOMMENDED BY TRUSWAL SYSTEMS. THE DETAILS DO NOT REPLACE OR SUPERSEDE ANY DETAILS SPECIFIED BY A PROJECT ENGINEER OR ARCHITECT ON A PARTICULAR PROJECT, NOR HAVE THEY BEEN ANALYZED FOR SEISMIC AND WIND FORCES ACTING ON THE CONNEC- TIONS FROM THE RESPONSE OF THE STRUCTURE TO SUCH LOADS. IT IS RECOMMENDED TIiPAT THE APPROVAL OF THE PROJECT ENGINEER OR ARCHITECT BE OBTAINED BEFORE USING THESE DETAILS. BEARING REQUIREMENTS SHOWN ON SPECIFIC TRUSS DESIGNS MUST BE SATISFIED, INCLUDING CONNECTIONS FOR UPLIFT REACTIONS. TRUSS CONNECTION TO EXTERIOR BEARING WALLS TRUSSES @ 24" O.C. (TYP.) A BLOCK .;- BLOCK - BLOCK j BLOCK 4— TOP PLATES O STUDS @ A 16T0: C Y SECT. A -A I TRUSS (TYP.) PROCEDURE: `L 1 TOE -NAIL BLOCK TO TRUSS WITH 1-'16d COMMON NAIL. 2 PLACE NEXT TRUSS AGAINST BLOCK AND TOE -NAIL TRUSS TO TOP PLATE WITH 2-16d COMMON NAILS. 3 END NAIL THROUGH TRUSS INTO BLOCK WITH 1-16d COMMON NAIL-, 4 PLACE NEXT BLOCK AGAINST TRUSS AND REPEAT STEPS 1 THROUC'.:i•3_ 5 BLOCKS MAY BE ATTACHED TO TOP PLATE WITH SIMPSON A35F (CIA EQUIV.) FRAMING ANCHORS. SEE MANUFACTURER'S CATALOG FOR DETAILS AND SPECIFICATIONS. TRUSS CONNECTION TO INTERIOR BEARING WALLS '. f — tis;'siI T 'X' BRACING s B.C. OF TRUSS OR <Z�Z END VERTICAL RUN THROUGH TO BEARIN7 >;fir :tac ¢ 14 WALL MUST BE AT HEIGHT SPECIFIED ON THE DESIGN DRAWING OR '���rpFG' MUST BE SHIMMED TO THE CORRECT HEIGHT.'"'F� USE 2-16d COMMON NAILS TOE -NAILED INTO THE TOP PLATE THROUGH EACH TRUSS. �1 DIAGONAL 'X' BRACING IS• REQUIRED AT ENDS OF THE BUILDING (OR WALL) AND AT A MAX. OF 16' INTERVALS ALONG WALL. 'X' BRACING IS MIN. 2x3 MATERIAL WITH 2-8d NAILS EACH END. BLOCKING SIMILAR TO EXTERIOR WALL DETAIL IS RECOMMENDED. TRUSS CONNECTION TO NON -BEARING PARTITION WALLS WALL PERPENDICULAR TO TRUSS I WALL PARALLEL TO TRUSS 2X4 BLOCKING -�_BOT CHORD Gam. BOT CH B R 2 ,:;A �q� 2X SECT. C TOP P T .■ ( t4;� TOP PLATE 1-16d COMMON NAIL OR 1-16d COMMON NAIL OR p.C. SIMPSON STC (OR EQUIV. SIMPSON STC { OR EQUIV . ZI US.S-CI;r'fx v_,"'� t' !'r;', TY P . ] TRUSS CLIP �ti • u � :.s �a •3 FILE NO. CD-1 ��t�"f DATE: 9/10/92 �erifi�l x -' 1 plisml REF.: DES. BY: L.M_ + NSY: � QIWACMI`IJSYS7EMS L TRUSWAL syslialas TRUSWAL SYSTEMS CORPORATION 4445 NORTHPARK DRIVE, SUITE 200 'COLORADO SPRINGS, COLORADO 80907 (800) 322.4045 (719) 598-S560 FAX (719) 598.8463 DETAILS FOR C 0* NVENTIONALLY FRAMED VALLEY SETS PLAN VIEW A DETAIL A CENTER RIDGE P,qF TE R LZ RAFT=R r Uc N.A ILS + TYP) If 2 X < BLOCK WI'H S - l CIC P"N V1=w OETAIL C ? X PuRLIN 'r \ ^-- 'MOTOP= _:`IvOD ELEVATION VIEW 15- 2X4 BLOCK WITH 2 • 164o Noton: The maximum Total Top Chord Load = 48 PSF TRUSSES @ 24" O.C. Minimum Top Chord Dead L❑ad = 7 PSF The das+pn for talami loads and their zonnoclions iS GIRDER DESIGNED TO SUPPORT Iho rozponsibifiry of Iho Auilding drrsigrar, The detail; THE "TIE-IN- TRUSSES provldod address gravity and wind up`e toads only par the U&C. The maxs'Mum wind spo-ed is 85 MPH. 25 fl Moan Roo( B Heighl {maz,), Exp, C. 16d box nails are typical throughout, oxc�pl as noted (in dolalls ), I The Center Ridge ?after ( CRR ) is 2 x 5 slud. Attach this to C the 1 x 8 with 4-16d toe nails ( 2 from each fact I. Anach the opposite and to Ihw truss Iho same. ELEVATION VIEW The Valley Rafters, purlins, and blocking malarial are 2 x 4 slud. Tho blocking must be spavod 24 O.C. ;:+d be ad•lqualoiybrmcod in the lalarml difocli❑n at 6-0-0 O,C- Att: cn Ihia blocking Io Inn • VallaY Finflor with 3. 15d. Anach This blo.tinq Ia the purlin with 2-16d, The lru¢.ces below the valley arc spaced 24' O.0 The purtinc,a+o lull length under the valt,ry ,;0I and must be ins:afloC at 7V O.C. They are Io be atfachod to each ovorNpping tnrs, lop chord wtlh 2.160 nails, If -hey Mrs not one conlrnuous. length, and a 12' long naifor to the lace of tl+c IrvsS lop Chord "IN 4-I.6d _nd one purli6 sc=lion. Dc TAIL S on the tNs, and beorn the additional srrm-nn on the natter_ VALL_ Y RAr-TER A 1 x 8 perimelas runner musl be anaehea through the sheathing and into eoch Vue,s 6010.r Hnlh 3-6d box nods. This I r 8 follows the outside oroilie 1 of Iho valley. The Vollay Rarl, arc spaced 24C- O_C. ,:mach Thom to the CRR wrh 1 5• 2-16d toe nails. Anach the opposite end Ip the 1 x 8 wdh 3-d toe rwilc. � � 2 X e BLOCK WITH 3 - 16d -rlo- J'd SHEATHING EL CATION VIEW RHe 1 II ■ xr —`0145 rn v x s Ea ti m In 4 u O m m r C .R 110 m 0 z z z -1 r =O m; U. IToZ�'c�� {�yZo mC� {m rn ,Om9 QyOmZn gnwmmvo-10 cn<Om zm'lmmvmv, p�Ox na xa'ammOc arn�m�yv x-��ovcz I m ?5 z= QN=1-<mm� cypOyvm nU1zz'�0mv c�mi-M in zv• ya z Z fn r O�v7D� �r M J 0 65 L ��C]`�"Dcn�omx.l"axr x0:r m mz-OA 0-1Dm-zSn< LrnaCm�D ZI1cmnDzCnN �iC�O�>imp'qR mm�°m'm 2mr�mm nEn zs 00600TQ>mc Omxnm�rrn W m°°�vDc°T�d�m �cvn'c�n-40 oyzmoomm orzx'x= cOmoroOm x0 mir�po-DiOm�p�yAv�y-l-Zincn3=G) .q�fzf1 Dpox3pT,v�y cy;Ov0mm O1 ZMpzyP3rmnam rZ00rm-FGI zZo�xmr=oo�cvo�Z�oszD rn 0x 0C3op-10r-SoM,�OZme -xxc00 cT-1oOrnp m_pcn 1moo vzy Om-1�cn7CZz�AznG�z =Om-Ipmo w;Um= ?�'=-rG iC soz o�cn�xD� �on� umi�DZm2m�n cciZ=�wo�c�nm�p�<mM Do no. �o o3�'vOz�m'��3cyim=y�m -;1z umi D m Z O D n= c y 0 D D m 2 m (nzamalG�m0DO mCm�oumZz Im-D •_I o� Z> x v Z r Z� D z mp Z a m p D� do�Cpm�op •<mc»c�� m,--D 0cz-F-'n- io DOmm�mo=z<z mmpcmMMMZMc965mrGmi�y T ^1M �zN m �Dm p mmzmOZ tzom Ocn�mJE 2Dmo?mDnPZzzrncm a z O O 0 pm O aZmozoDoD o�-zD 0*-a0 cnnW p cn m z r o z cn-uz nm a m m r O o ME:-1 -1 z LOD oz O m mx vmz m -i vm m� = v m z O � n �x nz c T O 0-wMsDwzD�+ Z-+D00mrD- iC>ZC:0>0 � D OyxioO���pm 0 z v r,� D O N y 3 0 fn -1 �O�ZvT-n O mm�oD-n1y1ZD- a30�co , maGXv� OZpouZ�mmE.) z o t o v p„ 22> o n imo pCnn0yy�C m 0-,�, m o� O C a m oz�Dcn -���or vc mcc::>Ou- a �p���Zr�07 r y C• m -p1 •� Zn ('n Dmom= m mm iZ'mxoccnm Z z z m v o -1 o m m z w OG) mvmDmvrO:U �a >-nprn-aim zo Dzz000w C= Z- r 0 O D C m y- pD mD�tn -lrmm mmzDO*prn < mz =1� m-i o mO Zr--n.{{ m� O mo = rD- "•1 � m cn m r., m to 1 O O = D - m 0z n y N o 0 a�9 g. m = 2. a I m o � a �1 N °mm z� vN ar° w m o w 4 � Pa g �a m m n c gm (b D m m `�N �• x� m y m w o p D = m t� X z O 3 sZ a��m D 0 . a `aa) C F n=2 1 Z q 2 N N G) a� m = ay x -t7 N�17 w � �o< a m 13 0 O RIMO p �o N J + C 2 U7 1- m < m 295 � m0 o Z p �. N N C1 O n aim ? U7 vro=�N� O TRUSWAL SYSTEMS 4445 NORTHPARK DRIVE, SUITE 200 COLORADO SPRINGS, CO 80907 (800) 322-4045 FAX:(719) 598-8463 8/3/00 To whom it may concern: It is permissible to repair a False Frame* joint with the procedure outlined below, provided that the following statements are true: • Ceiling loading is 10 PSF or less. • Trusses are spaced 24" o.c. or less. • False Frame verticals are spaced 6'-0" o.c. or less. • No additional point loads or uniform loads are present on the -`alse frame that would cause the loads to exceed 10 PSF for any reason. • The joint(s) to repair does not have a support bearing directly underneath the joint. There is no damage to the lumber at the joint, such as excessive splits, cracks, etc. The joint fits tightly (within all TPI tolerances). All lumber in the false frame is 2x4 or 2x3. Repair as follows: 1. Cut a '/�" CDX APA Group 1 plywood (or equivalent O.S.B.) gusset, 4" wide by 8" long, or larger. ,.f 2. Apply gusset to the face of the truss at each joint with a missing plate. one face of truss has missing plate, then gusset is required on only that face. If both faces of the joint are unplated, then the gusset is required on eaq%� w� 3. Use (3) 8d nails into each member, from each face (see detail r G1 1U �fii �` U ! w `'�K1'1�p0 Typical10i False frame refers only To non-structural members (zero design forces). I- F <1 RECOMMENDED CONNECTION DETAILS THESE DETAILS ARE INTENDED TO SHOW MINIMUM REQUIRED CONNECTIONS RECOMMENDED BY TRUSWAL SYSTEMS. THE DETAILS DO NOT REPLACE OR SUPERSEDE ANY DETAILS SPECIFIED BY A PROJECT ENGINEER OR ARCHITECT ON A PARTICULAR PROJECT, NOR HAVE THEY BEEN ANALYZED FOR SEISMIC AND WIND FORCES ACTING ON THE CONNEC- TIONS FROM THE RESPONSE OF THE STRUCTURE TO SUCH LOADS. IT IS RECOMMENDED TIiAT THE APPROVAL OF THE PROJECT ENGINEER OR ARCHITECT BE OBTAINED BEFORE USING THESE DETAILS. BEARING REQUIREMENTS SHOWN ON SPECIFIC TRUSS DESIGNS MUST BE SATISFIED, INCLUDING CONNECTIONS FOR UPLIFT REACTIONS. TRUSS CONNECTION TO EXTERIOR BEARING WALLS TRUSSES @ 24" O.C. (TYP.) C�3 A!�A��. BLOCK BLOCK BLOCK STUDS @ AL 16" O.C� • (TYP.) ,BLOCK OQ C T BOT TOP PLATES CHORD SECT. A -A I TRUSS (TYP_) PROCEDURE: .L 1 TOE -NAIL BLOCK TO TRUSS WITH 1-16d COMMON NAIL. 2 PLACE NEXT TRUSS AGAINST BLOCK AND TOE -NAIL TRUSS TO TOP PLATE WITH 2-16d COMMON NAILS. 3 END NAIL THROUGH TRUSS INTO BLOCK WITH 1-16d COMMON NAIL 4 PLACE NEXT BLOCK AGAINST TRUSS AND REPEAT STEPS 1 THROUC..i3. S BLOCKS MAY BE ATTACHED TO TOP PLATE WITH SIMPSON A35F (uA EQUIV.) FRAMING ANCHORS. SEE MANUFACTURER'S CATALOG FOR DETAILS AND SPECIFICATIONS. TRUSS CONNECTION TO INTERIOR BEARING WALLS r . 'X' BRACING_��� �� B.C. OF TRUSS OR 17LEND VERTICAL RUN THROUGH TO BEARING. WALL MUST BE AT HEIGHT SPECIFIED ON THE DESIGN DRAWING 0 �jbp4� MUST BE SHIMMED TO THE CORRECT HEIGHT. USE 2-16d COMMON NAILS TOE -NAILED INTO THE TOP PLATE 'x dp b,• TH ROUGH TRUSS. BRACINGISREQUIRED AT ENDS OF THE BUILDING �1'TEOF�P�� (OR WALL) AND AT A MAX. OF 16' INTERVALS ALONG WALL. 'X' BRACING IS MIN_ 2x3 MATERIAL WITH 2-8d NAILS EACH END. BLOCKING SIMILAR TO EXTERIOR WALL DETAIL IS RECOMMENDED. TRUSS CONNECTION TO NON -BEARING PARTITION WALLS WALL PERPENDICULAR TO TRUSS WALL PARALLEL TO TRUSS 2X4 BLOCKING SOT CHORD BOT CH B 2 2X SECT. C TOP P T TOP PLATE ,r�� S T • • � � 1-16d COMMON NAIL OR � �� 1-16d COMMON NAIL OR >?��� ^' ' �4" O.C. SIMPSON STC (OR EQUIV. SIMPSON STC - [ OR EQUIV .'Tl P . } TRUSS CLIP FILE NO. CD-1 �-� r' /,�+ a y "dis d. h, DATE: 9/10/92r'l�� T REF.: DES. BY: L.M. 1BY: �,��•i"�•�•�SYSI12AS BORMSTRUCTURAL ENGINEERS PROJECT: Structural Engineering for the Lot 294 - Smyth Residence Project, to be built in the City of La Quinta, CA. SUBJECT: Project Calculations CLIENT: Andrew Pierce Corp. 44-835 Deep Canyon Road Palm Desert, CA 92261 (760) 346-3228 Mr. Dave Muth ARCHITECT: BBG Architects 20371 Irvine Ave., Suite 120 Santa Ana Heights, CA 92707-5651 (714) 434-2506 OWNER: Andrew Pierce Corp. 44-835 Deep Canyon Road Palm Desert, CA 92261 (760) 346-3228 Mr. Dave Muth SOILS: Sladden Engineering - Palm Desert 39-725 Garand Lane, Suite G Palm Desert, CA 92211 (760) 772-3893 Soils Report: Soils Report No: 544-1299-03-10-638 Soils Rep Date: 10/3/2003 Soil Bearing Value: Soil Bearing Value: 1800 psf CODE: 2001 California Building Code ENGINEER: George Richards NOTICE: The content of these documents is understood to be an expression of professional opinion. It is based on our best knowledge, information and belief. No guarantee or warranty is expressed or implied. These documents are the property of BORM Associates, Inc. CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION wo bA— evA� FILE: 11620 DATE: 4/18/2006 Rev 1: 6/12/2006 �pFf=551p� OF ray`/ BORM ASSOCIATES, INC. Smyth Residence Page: 1 Structural Engineers File No. 11620 Plan No. Date: 5/31/2006 MATERIAL SPECIFICATIONS Minimum material specifications for design: 1. Concrete member strength is as noted. 2. Hardware embedment into concrete is based on Pc=2500 psi, U.N.O.. 3. Steel Reinforcement is Grade 60 except that No. 3 and No. 4 bars are Grade 40. 4. Nails are 8d common, 10d common and 16d framing (short), U.N.O.. 5. Hardware is Simpson brand U.N.O.. 6. Solid framing lumber shall conform with the rules of the Western Wood Products Association. Lumber grades, U.N.O. shall be: Use Grade mark & bending stress 2x4 studs 9 ft in height or less: 2x4 studs more than 9' in height: 2x6 studs 9 ft in height or less: 2x6 studs more than 9' in height: 2x8 & deeper studs: 2x4, 3x4, & 4x4 plates: 2x6, 3x6, 4x6 & deeper plates: 3x4 & 4x4 studs & posts: 4x6 & deeper studs & posts: 6x6 & larger square posts: 6x8 & larger rectangular posts: 2x4 joists & rafters: 2x6 & deeper joists & rafters: 4x6 & deeper beams: 6x8, 8x10, 10x12 & deeper beams: Douglas Fir -Larch Stud Douglas Fir -Larch Construction or #2 Douglas Fir -Larch Stud Douglas Fir -Larch #2 Douglas Fir -Larch #2 Douglas Fir -Larch #2 Douglas Fir -Larch Construction or #2 Douglas Fir -Larch Construction or #2 Douglas Fir -Larch #2 Douglas Fir -Larch #1 Douglas Fir -Larch #1 Douglas Fir -Larch #2 Douglas Fir -Larch #2 Douglas Fir -Larch #2 Douglas Fir -Larch #1 7. Glued -Laminated beams are 24F-V4 for simple span and 24F-V8 for other conditions. 8. Manufactured lumber is by Truss -Joist MacMillan, U.N.O.. 9. I -Joists are by Truss -Joist MacMillan, U.N.O.. 10. Steel: I -beams are A36, pipe is A53 B, and tube is A50013. 11. Cold formed steel is A653. 16 gauge and heavier is 50,000 psi; 18 gauge and lighter is 33,000 psi. CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DATr-- .....8Y bb P:IEngineeringlJobs ENG1116201smythe.s89 BORM ASSOCIATES, INC. Structural Engineers Smyth Residence File No. 11620 Plan No. GRAVITY LOADS Page: 2 Date: 5/31/2006 ROOF1 (Max Pitch, 3.5:12) FLOOR1 Ext. Wall Roofing, Tile 17.00 psf Finish, Carpet & Pad 1.50 psf Stucco 10.00 psf 15/32 Plywood 1.50 psf Underlayment 13.80 psf 15/32 plywd 1.50 psf Framing, for roof 3.00 psf 23/32 Plywood 2.25 psf Framing 1.00 psf Insulation 0.50 psf Framing 3.20-psf Insulation 0.50 psf Framing, for ceiling 0.00 psf Insulation 0.50 psf Finish 2.50 psf Finish, drywall 2.00 psf Finish, drywall 2.00 psf Item 0.00 psf Mech., Elec., & Misc 1.30 psf Mech., Elec., & Misc 1.30 psf Misc 0.50 psf Sprinklers 0.00 psf Sprinklers 1.00 psf Total Dead Load 16.00 psf Adj. for slope 0.90 psf Item 0.00 psf Misc ggoo s Misc -rss Total Dead Load 21 Total Dead Load 2 Live Load 20.00 psf Live Load 40.00 psf Total Load 47.00 psf Total Load 66.00 psf Alt. Ext Int. Wall veneer 20.00 psf 2-5/8 drywl 5.60 psf 0.00 psf 3/8 plywd 1.00 psf Framing 0.00 psf Framing 1.50 psf Insulation 0.00 psf Insulation 0.25 psf Finish 0.00 psf Finish 0.00 psf Item 0.00 psf Item 0.00 psf Misc 0.0. _ 0 psf Misc 1.65 psf Total Dead Load 20.00 psf Total Dead Load 10.00 psf CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVE FOR CONSTRUCTION bb P:IEngineeringlJobs ENG1116201sm}lthe s89 BORM ASSOCIATES, INC. Structural Engineers BEAM NO. 1: BM AT LOGGIA w1 = (27+20)(5)+(16+0)(4) = 299 plf Smyth Residence File No. 11620 Plan No L = 19.5 ft Cd = 1.25 Page: 3 Date: 5/31 /2006 f , 1i k I , rI I I I r i 1 ! I I 1 I Vmax= 3065# 3065# Mmax= 14940 ft-# 3065; Areq = 12.7 in 1 Li360 = 250 in' LL defl. = 0.2 in Min. Beam: 3.5x14 PSL KSreq = 49.5 in' I u2,4a_= 524 in` Tot. _defl. _= 0.64 in BEAM NO. 2: RIDGE O/ MAS BR w1 = (27+20)(9) = 423 plf Areq = 17.5 in 1 U360 = 417 in' KSreq = 66.6 in' 1 U240 = 68$. in' BEAM NO. 3: MBR HDR L = 10 ft P1 = 4237# from (132) L=19ft Cd=1.25 Areq = 9.1 in 1 Li360 = 115 in' KSreq = 35.7 in' 1 L,240 = 194 in' BEAM NO. 4: MBR / LIV HDR L = 6 ft w1 = (27+20)(13)+(16+0)(6) = 707 plf P1 = 4237# from (82) Areq = 22.2 in 1 Li360 = 61 in' KSreq = 39.7 in' I L/240 = 104 in' Up f Vmax= 4237# 4237# Mmax= 20124 ft-# 4237 LL defl. = 0.22 in Min. Beam: 5.25x14 PSL Tot. defl. = 0.54 in Cd = 1.25 4z 7# Vmax= 2194# 2194# Mmax= 10782 ft-# 2194 LL defl. = 0.11 in Min. Beam: 5.25x9.25 PSL Tot. deft. = 0.28 in 42 7# FW-MOUF71171T t Vmax= 4285# 4285# Mmax= 9605 ft-# 4286$ LL defl. = 0.03 in Min. Beam: 5.25x9.25 PSL Tot. defl. = 0.09 in bb P:IEngineeringlJobs ENG1116201smythe.s89 BORM ASSOCIATES, INC. Smyth Residence Structural Engineers File No. 11620 Plan No. BEAM NO. 5: KIT / NOOK HDR w1 = (27+20)(17) = 799 plf Areq = 57.5 in' KSreq = 72.4 in' L=10ft Cd=1.25 Page: 4 Date: 5/31 /2006 •1 1 :1 1 f a I Li360 = 143 in' LL defl. = 0.07 in Min. Beam: 6x12 I I P)An = 774 in` Tnt Cipfl = n 1Ain BEAM NO. 6: LOGGIA LIV HDR L = 19 ft Cd = 1.25 w1 = (27+20)(12)+(16+0)(6) = 660 plf f 1 ' i I I Vmax= 6448# 6448# Mmax= 30626 ft-# 6448 Areq = 32.2 in 1 Li360 = 617 in' LL defl. = 0.27 in Min. Beam: 5.125x15 GLB KSreq = 122.5 in' 1 L/240 = 1164 in' Tot. defl. = 0.77 in BEAM NO. 7: bm o/ mas clo L = 13 ft w1 = (27+20)(9) = 423 plf f Vmax= 2848# 2848# Wax= 9257 ft-# 21848 Areq = 14.7 in 1 Li360 = 133 in` LL defl. = 0.17 in Min. Beam: 5.25x9.25 PSL KSreq = 38.3 in' 11_ia.44 = 217 in' Tot. defl. = 0.41 in BEAM NO. 8: guest suite hdr L = 8.5 ft w1 =(27+20)(8)+(16+0)(10)+(26+40)(9) = 1130 plf [LO-M ri 1K�-iffl r�r� Vmax= 4867# 4867# Mmax= 10342 ft-# 4867f Areq = 25.2 in 1 Li360 = 108 in' LL defl. = 0.09 in Min. Beam: 5.25x9.25 PSI_ KSreq = 42.8 in' I L/240 = 158 in' Tot. dell = 0.19 in bb P:IEngineeringlJobs_ENG1116201smythe.s89 BORM ASSOCIATES, INC. Structural Engineers Smyth Residence File No. 11620 Plan No. BEAM NO. 9: bm o/ guest suite L = 14.5 ft w1 = (20+0)(10)+(26+40)(10) = 860 plf Page: 5 Date: 5/31 /2006 f I , 1 , 4 1 , 1 1 k i , Vmax= 6414# 6414# Mmax= 23249 ft-# 6414 Areq = 33.2 in 1 Li360 = 412 in' LL defl. = 0.24 in Min. Beam- 7x11.25 PSL KSreq = 9.6.2 in' I Lz = 507 in° Tot. deft. = 0.53 in BEAM NO. 10: BM O/ 1 CAR GARAGE L = 15 ft Cd = 1.25 w1 = (27+20)(8) = 376 plf f Vmax= 2912# 2912# Mmax= 10921 ft-# 291: Areq = 12.1 in' I Li360 = 182 in' LL defl. = 0.22 in Min. Beam: 3.5x11.25 PSL KSreq = 36.2 in' _ _I L124,= 295 in' Tot. defl. = 0.53 in BEAM NO. 11- BM O/ GUEST (see enercalc) w1 = (27+20)(2)+(16+0)(10) = 254 plf P1 = 8482# from (B9+GT) P2 = 2060# from (GT) Areq = 47 in 1 Li360 = 503 in' KSreq = 1012 in I uo = 1122 in BEAM NO. 12: BM O/ ENTRY L = 13.5 ft w1 = (27+20)(12)+(16+0)(5) = 644 plf P1 = 990# from (GT) Areq = 20.8 in 1 Li360 = 248 in' KSreq = 60.3 in' I Li240 = 442 in' L = 20 ft Cd = 1.25 84 2# Vmax= 11347# 1131 47# Mmax= 31172 ft-# LL defl. = 0.14 in Min. Bear: 7x16 PSL Tot. defl. = 0.47 in Cd = 1.25 9 f M A MAR. PRR WN my, Vmax= 5022# 4912# Mmax= 18208 ft-# 51621 LL defl. = 0.18 in Min. Beam: 5.25x11.25 PSL Tot. defl = 0.48 in bb P:kEngineeringkJobs_ENGk116201sm3ithe.s89 BORM ASSOCIATES, INC. Smyth Residence Page: 6 Structural Engineers File No. 11620 Plan No. Date: 5/31/2006 BEAM NO. 13: FI Bm over Guest Bath w1 = (26+40)(3.5) = 231 plf P1 = 445# from (GT) L=6ft Areq = 17.1 in 1 Li360 = 15 in' LL defl. = 0.03 in KSreq = 17.4 in' I u24Q = 18 in' Tot. defl. = 0.05 in BEAM NO. 14: Over Guest Bath L = 4 ft w1 = (27+20)(3)+(16+0)(5)+(26+40)(1) = 287 plf Vmax= 1082# 786# Mmax= 1301 ft # Min. Beam: 48 11111111111113�17d I11111`111111I :1• :1 :1• Areq = 9.2 in 1 U360 = 3 in' LL defl. = 0.03 in Min. Beam: 4x4 KSreq = 7.7 in' 1 u240 = 5 in' Tot. deft. = 0.08 in bb P:lEngineeringlJobs_ENG1116201smythe.s89 BORM ASSOCIATES, INC. Smyth Residence Page: 7 Structural Engineers File No. 11620 Plan No. Date: 5/31/2006 LATERAL ANALYSIS Shear Wall Schedule: UBC 4: DF Edge Nail'g EQ Wind Mark Sides Thk Grade Nail Spac'q Allow Allow 9 1 0.278" 2 8d @ 6" o.c. 260 plf 260 plf 3/8" thk wood panels with 8d com nails at 6-12" o.c. 10 1 0.278" 2 8d @ 4" o.c. 350 plf 350 plf 3/8" thk wood panels with 8d com nails at 4-12" o.c. 11 1 0.278" 2 8d @ 3" o.c. 490 plf 490 plf 3/8" thk wood panels with 8d com nails at 3-12" o.c. 12 1 0.278" 2 8d @ 2" o.c. 640 plf 640 plf 3/8" thk wood panels with 8d com nails at 2-12" o.c. 13 1 0.535" 1 10d @ 2" o.c. 870 plf 870 plf 15/32" thk Struct. I wood panels with 10d com nails at 2-12" o.c. 11 2 0.278" 2 8d @ 3" o.c. 980 plf 980 plf 3/8" thk wood panels with 8d com nails at 3-12" o.c. 12 2 0.278" -2 8d @ 2" o.c. 1280 plf 1280 plf 3/8" thk wood panels with 8d com nails at 2-12" o.c. 13 2 0.535" 1 10d @ 2" o.c. 1590 plf 1590 plf 15/32" thk Struct. I wood panels with 10d com nails at 2-12" o.c. bb P:IEngineeringlJobs ENG1116201smythe.s89 BORM ASSOCIATES, INC. Structural Engineers Wind Pressure: Pw = qs x Ce x Cq x Iw Exposure, zone 'C' Basic wind speed 70 mph Stagnation pressure, qs 12.6 psf Importance factor, Iw 1.00 Pressure coefficient, Cq 1.30 Transverse Direction: 182.5 pl Longitudinal Direction: Resultant Wind Load Smyth Residence File No. 11620 Plan No. WIND LOADS (projected area method) Tributary Height _ 23' 19.1 pso 128.6 plf—y 20.5 0' f 11.5' 1 5' 0.5' Resultant Wind Load 128.6 plf - 182.5 plf— irmrr.� 20 18.5 psf) -15' (17.4 psf) (17.4 psf) --5' (17.4 psf) Page: 8 Date: 5/31 /2006 Ce 1.13 1.06 1 06 1.06 Tributary Wind Height Pressure Ce 23, 19.1 psf) 20.5 0, 28' (18.5 psf) 1 13 c' '(17.4 psf) 1.06 11.5' i Q.5' 19' (17.4 psf) 1 06 5' (17.4 psf) 1 06 bb P:IEngineeringlJobs_ENG1116201smythe.s89 BORM ASSOCIATES, INC. Structural Engineers Smyth Residence File No. 11620 Plan No. SEISMIC LOADS Site Specific Variables: Source = A Zone = 4 Distance = 11.5 km Soil = D Intermediate Calculations: Na = 1.0 Ca = 0.44 Nv = 1.1 Cv = 0.73 Transverse Direction R = 5.5 Design Base Shear: V = 0.676W Eq. (30-4) - Basic V = 0.200W Eq. (30-5) - Max V = 0.048W Eq. (30-6) - Min V = 0.066W Eq. (30-7) - Min Zone 4 Earthquake Load: E = 0.200W/1.4 = 0.143W Reliability/Redundancy: r-max = 0.10 Sec. 1630 1:1 P = 1.00 Eq.(30-3) Wall Mass: Ext. Wall (16 psf) I Alt. Ext (20 psf) Page: 9 Date: 5/31 /2006 hn = 21 ft leq = 1 Ct = 0.02 T = 0.196 Longitudinal Direction R =5.5 V = 0.676W Eq. (304) - Basic; V = 0.200W Eq. (30-5) - Max V = 0.048W Eq. (30-6) - Min V = 0.066W Eq. (30-7) - Min Zon 4 E = 0.200W/1.4 = 0.143W r-max = 0.14 Sec. 1630.1.1 P = 1.00 Eq.(30-3) II Int. Wall (10 psf) I I Level Plate Floor Length Open Mass Length Open Mass Length Open Mass Total Ht Thk Mass (ft) (in) (ft) (%) (kips) (ft) (%) (kips) (ft) (%) (kips) (kips) 2 9 12 55 0 7.92 0 0 0.00 25 0 2.25 10.17 1 10 6 250 0 40.00 35 0 7.00 195 5 18.53 65.53 Total Mass: Mass Distribution: Diaphragms I Walls Level Area Weight Mass Walls Walls Mass Total Abv Blw Mass (sq ft) (psf) (kips) (kips) (kips) (kips) (kips) Roof 803 27 21.69 0.00 5.09 5.09 26.77 2 6434 27 170.62 5.09 32.76 37.85 208.46 Transverse Direction Longitudinal Direction Level Wx (kips) Hx (ft) WXHx (kip-ft) Fx (lbs) Fx/Ax (psf) Fpx (lbs) Fpx/Ax (psi) Fx (lbs) Fx/Ax (psf) Fpx (lbs) I Fpx/Ax (psf) Roof 26.77 21.0 562 6617 8.24 6617 8.24 6617 8.24 6617 8.24 2 208.46 11.0 2293 26988 4.19 32759 5.09 26988 4.19 32759 5.09 Sum = 235.24 2855 33605 33605 bb P:1EngineeringlJobs_ENGk116201sm}tthe.s89 BORM ASSOCIATES, INC. Smyth Residence Page: 10 Structural Engineers File No. 11620 Plan No. Date: 5/31/2006 Roof Diaphragm & Level 2 Shear Wall Key (wind loads shown along perimeter of building) 11111k 66. 4111 lI1 '(2) C316 (2) C616 (2) CS1 . 11 .1 (2) CS16. 1 2 (2) CS16 T 3 11 �(2) CS16 128_6 plf 4 CS16 C51S bb P:IEngineeringlJobs ENG1116201smythe.s89 BORM ASSOCIATES, INC. Smyth Residence Structural Engineers File No. 11620 Plan No Level 2 Diaphragm & Level 1 Shear Wall Key (wind loads shown along perimeter of building) 130.2 plf 182.5 plf 182.5 plf 130.2 plf 11111111 IIIIIIIIfI 182.5 plf 30.2 plf II I I I I I I I I I I I182.5 plfl I I I I I I I I I 11,30.2.p1,fi�1. Illllllt:,... IIIIIIIIII M 1 1182i51plil11821.51pli 1 1 1111821.51pliI 1 1 Page: 11 Date: 5/31 /2006 182.5 plf 182.5 plf bb P:IEngineeringlJobs_ENG1116201smythe.s89 BORM ASSOCIATES, INC. Smyth Residence Page: 12 Structural Engineers File No. 11620 Plan No. Date: 5/31/2006 Shear Wall Loads - Flexible Diaphragm Level 2 Shear Walls Wall Fabv Ftrib Ftot L Q Mark Sides Allow E 1 0 3039 3039 80 380 11 1 490 3 2 0 3309 3309 8.0 414 11 1 490 3 3 0 3309 3309 8.0 414 11 1 490 3 4 0 3578 3578 13.5 265 13 1 870 2 Level 1 Shear Walls Wall Fabv Ftrib Ftot L Q Mark Sides Allow E 1 0 382 382 8.0 48 10 1 350 4 2 0 1475 1475 8.0 184 10 1 350 4 3 0 2556 2556 12.0 213 10 1 350 4 4 0 1329 1329 8.0 166 10 1 350 4 5 0 1411 1411 10.0 141 10 1 350 4 6 3309 2099 5408 9.5 569 12 1 640 2 7 0 1288 1288 12.0 107 10 1 350 4 8 0 601 601 8.0 75 10 1 350 4 9 0 1538 1538 8.0 192 10 1 350 4 10 0 3192 3192 120 266 10 1 350 4 11 0 2809 2809 7.0 401 11 1 490 3 12 0 1317 1317 1.5 878 HF11x18 (1-1/8)F,Panel 1459 13 0 5794 5794 9.5 610 13 1 870 2 14 0 2049 2049 10.5 195 10 1 350 4 15 0 2186 2186 7.5 291 11 1 490 3 16 0 1386 1386 1.5 924 HF10x18(1-1/8)F,Panel 1609 17 2071 1380 3451 5.5 628 13 1 870 2 18 187 366 553 1.5 369 HF10x18(1-1/8)Steel,Panel 1549 19 0 1562 1562 12.0 130 10 1 350 4 20 0 2028 2028 1.5 1352 HF10x18(1-1/8)F,Panel 1609 21 0 1656 1656 10.5 158 10 1 350 4 22 3309 2394 5703 10.0 570 13 1 870 2 23 0 1085 1085 1.5 723 HF10x18(1-1/8)F,Panel 1609 24 0 3631 3631 6.0 605 13 1 870 2 25 2104 453 2558 2.0 1279 HF10x24 (1-1/8)F,Panel 1787 26 0 2559 2559 10.0 256 10 1 350 4 27 0 3606 3606 10.0 361 12 1 640 2 28 0 694 694 14.5 48 10 1 350 4 29 0 1234 1234 2.0 617 HF10x24 (1-1/8)F,Panel 1787 30 0 1287 1287 10.5 123 12 1 1787 6 31 748 2170 2918 6.0 486 11 1 640 2 32 0 1271 1271 1.5 847 HF11x18 (1-1/8)F,Panel 1459 33 1506 1004 2510 4.0 628 13 1 870 2 34 0 1528 1528 2.0 764 HF13x24 (1-1/8)F,Panel 1365 35 0 307 307 4.0 77 11 1 490 3 36 0 0 0 1.5 0 HF9x18 (1-1/8)Steel,Panel 1720 37 0 596 596 1.5 397 HF9x18 (1-1/8)Steel,Panel bb P:1EngineeringlJobs_ENGI7762 %smylfre.s89 Smyth Residence Page: 13 BORM ASSOCIATES, INC. y Date: 5/31/20061 Q+,,infiiral FnninAP_rS File No. 11620 Plan No. Shear Wall Stiffness - (Deflections are based on strength level loads w/ Rho=1.0) Level 2 Shear Walls Wall Qs Height A L t Vn eSubn da 532 9 579 9 579 9 I 371 9 level 1 Shear Walls Vail Qs llei fit 1 67 10 2 258 10 3 298 10 4 233 10 5 198 10 6 797 10 7 150 10 8 105 10 9 269 10 10 372 10 11 562 10 12 1230 11 13 854 16 14 273 10 15 408 10 16 1293 10 17 879 10 18 516 10 19 182 10 20 1893 10 21 221 10 22 798 10 23 1012 10 24 847 10 25 1790 10 26 358 10 27 505 16 28 67 10 29 864 10 30 172 10 31 681 10 32 1186 11 33 879 10 34 1070 13 35 107 10 36 0 9 37 556 9 19.25 8.0 0.278 133 0.0369 0.15 19.25 8.0 0.278 145 0.0432 0.17 19.25 8.0 0.278 145 0.0432 0.15 19.25 13.5 0.535 62 0.0054 0.12 As R 0.625 6.81 0.701 6.61 0.681 6.81 0.276 18.16 A L t Vn eSubn da As R 19.25 8.0 0.278 22 0.0013 0.12 0,185 0.381 2.89 5.41 19.25 8.0 0.278 86 99 0.0163 0.12 0.0214 0.05 0.325 11.01 19.25 12.0 0.278 0.278 78 0.0135 0.12 0,348 5.34 19.25 8.0 10.0 0.278 .66 0,0099 0.12 0.342 5.77 19.25 19.25 9.5 0.278 133 0.0368 0.12 0.744 0.206 10.18 8.75 19.25 12.0 0,278 50 35 0.0059 0.12 0.0031 0.05 0.147 5.72 19.25 8.0 0.278 0.278 90 0.0177 0.12 0.396 5.43 19.25 8.0 12.0 0.278 124 0.0324 0.12 0.499 8.98 19.25 19.25 7.0 0.278 140 0.0408 0.12 HF11x18 (1-I18)F,Panel 0.723 0.398 5.44 4.63 1.5 Hardy Frame: 0.535 142 0.0260 0.12 0.894 9.07 19.25 9.5 10.5 0.278 91 0.0182 0.05 0.297 9.67 19.25 19.25 7.5 0,278 102 0.0225 0.12 HFlox 18(1-1/8)F,Panel 0.504 0.312 6.07 622 1.5 Hardy Frame: 0.535 146 0,0275 0.19 0.777 6.22 19.25 5.5 Hardy Frame: I1F 10x 18(1-118)Steel,Pane10,140 5.53 19.25 1.5 12.0 0.278 61 0.0085 0.12 UIFI0x18(I-1/8)F,Paitel 0.239 0.456 9.16 6.22 1.5 Hardy Frame: 0.278 74 0.0122 0.12 0.382 6.06 19.25 10.5 10.0 0.535 133 0.0229 0.12 0.550 14.52 19.25 1.5 Hardy Frame: HF 10x I S(1-1 /8)F,Panel 0.244 622 19.25 6.0 0.535 141 0.0256 0.20 1IF[ Ox24 (1-1/8)F,Pwiel 0337 0.211 6.89 1694 2.0 Hardy Frame. 0.278 119 0.0302 0.12 0. . 21 19.25 19.25 10.0 10.0 0.278 84 0,0157 0.12 0.753 0.110 6.70 8.82 19.25 14.5 0.278 22 0,0013 0.05 1-1F10x24 (1-1/8)F,P311el 0.102 16.94 2.0 Hardy Frame: 0.278 86 0.0163 0.12 0.390 4.62 19.25 19.25 10.5 6.0 0.278 113 0.0274 0.12 0.709 5.76 4.63 1.5 Hardy Frame: I IF l 1 x 18 (I -1 /8)F,Paiiel 0.384 19.25 4.0 0.535 146 0.0215 0,05 14FI3x24 (1-1/8)F,Panel 0.560 0.284 6.28 7.54 2.0 1.lardy Frame: 0.278 27 0.0019 0.12 0.357 1.20 19.25 4.0 1-IF9xl8(1-1/8)Steel,Panel0.000 7.59 1.5 Hardy Frame: Frame: FIF9x18 (.f-I18)Steel,Pane1 0.110 7.59 1.5 Hardy bb P.'%E119M8er1n9w-;s--1w 1116201smytha s89 BORM ASSOCIATES, INC. Smyth Residence Page: 14 Structural Engineers File No. 11620 Plan No. Date: 5/31/2006 I Center of Mass Roof Diaphragm Diaphragm X Y Xbar Ybar Area Wt A V1lt Xbar A(Wt (Ybar) 1 25.5 31.5 -10.8 -2.8 803 27-233143 -61376 Sum = 21688-233143 -61376 Xbar =-233143 = _10.8 Ybar = _61376 = -2.8 21688 21686 Level 2 Diaphragm Diaphragm X Y _ Xbar Ybar Area Wt A(Wt)jXbarj A(Wt](Ybar) 1 16.0 15.0 -60.0 55.4 240 27 -388800 359122 2 28.5 18.5 -39.3 57.7 527 27 -558753 820976 3 16.0 41.5 -6.5 34.7 664 27 -116532 621564 4 21.0 20.5 -17.5 59.2 431 27 -203411 687763 5 19.5 28.5 -4.3 -7.8 556 26 -61410 -113140 6 31.0 17.0 -29.0 -23.6 527 27 -412641 -335520 7 38.5 24.5 -33.3 36.7 943 27 -846803 933902 8 14.5 20.0 -20.3 -5.1 290 26 -152685 -38303 9 14.5 23.0 -59.8 36.4 334 26 -518092 315798 10 26.0 26.5 -62.0 6.2 689 26 -1110668 110529 11 9.0 18.0 -70.5 34.4 162 26 -296946 144977 12 24.5 7.5 -61.3 22.2 184 26 -292622 105917 13 15.5 14.0 -41.3 17.4 217 26 -232733 98284 14 20.0 19.5 -24.0 15.2 390 26 -243360 153824 15 10.0 12.5 -47.0 -4.3 125 26 -152750 -14073 16 19.5 8.0 -4.3 10.4 156 26 -17238 42264 Sum = 170616 -5605445 3893884 Xbar =-5838588 = -30.4 192304 Ybar = 3832507 = 19.9 192304 bb P:IEngineeringlJobs_ENG1116201smythe.s89 BORM ASSOCIATES, INC. Structural Engineers Center of Wind Roof Diaphragm Smyth Residence File No. 11620 Plan No Page: 15 Date: 5/31 /2006 Diaphragm X__ _ __ Y Xbar Ybar WindX Windy (Wnd)(Xbar) (Wnd)(Ybar) 1 25.5 31.5 -10.8 -2.8 3279 4051 -35253 -11464 Xbar = -35253 = _10.8 3279 Level 2 Diaphragm Sum = 3279 4051 Ybar = -11464 -- _ -2.8 4051 -35253 -11464 Diaphraam X Y Xbar Ybar WindX WindY _(Wnd)(Xbar) (Wnd)(Ybar) 1 16.0 15.0 -60.0 55.4 2084 0 -125012 0 2 28.5 18.5 -39.3 0.0 0 2409 0 138932 3 16.0 41.5 -6.5 34.7 2084 0 -13543 0 4 21.0 20.5 -17.5 59.2 0 0 0 0 5 19.5 28.5 -4.3 -10.7 3558 5200 -15121 -40715 6 31.0 17.0 -29.0 0.0 0 2214 0 -52200 7 38.5 24.5 -33.3 36.7 7024 0 -233562 0 8 14.5 20.0 -20.3 -5.1 2646 0 -53573 0 9 14.5 23.0 -59.8 0.0 0 4196 0 152833 10 26.0 26.5 -62.0 -60.8 4744 4835 -294114 29832 11 9.0 18.0 -70.5 34.4 1642 3284 -115766 113040 12 24.5 7.5 -61.3 22.2 0 0 0 0 13 15.5 14.0 -41.3 17.4 0 0 0 0 14 20.0 19.5 -24.0 15.2 0 0 0 0 15 10.0 12.5 -47.0 -4.3 0 0 0 0 16 19.5 8.0 -4.3 10.4 0 0 0 0 Xbar = -885944 = -32.7 27060 Sum = 27060 26189 -885944 330258 Ybar = 330258 = 12.6 26189 bb P:IEngineeringlJobs ENG1116201smythe.s89 BORM ASSOCIATES, INC. Smyth Residence Structural Engineers File No. 11620 Plan No. Center of Rigidity Level 2 Shear Walls Wall Rx - Ybar _- Rv Xbar 1 6.81 10.4 71 2 6:61 -21.5 -142 3 6.81 0.0 0 4 18.16 -14.1 -256 Sum = 24.97 13.41 -185 -142 Xbar = -142 3= -10.6 Ybar = 255 - _ -7.4 Level 1 Shear Walls Wall Rx 1 2 3 4 5.34 5 5.77 6 7 8 9 10 11 12 13 9.07 14 9.67 15 6.07 16 6.22 17 6.22 18 5.53 19 9.16 20 6.22 21 22 23 24 25 16.94 26 27 6.70 28 8.82 29 16.94 30 31 5.76 32 33 6.28 34 7.54 35 1.20 36 7.59 37 7.59 Sum = 154.64 Ybar Ry Xbar 2.89 -74.0 5.41 -74.0 11.01 -49.5 -15.1 -31.6 10.18 4.5 8.75 2.5 5.72 0.5 5.43 -8.0 8.98 -26.0 5.44 -51.0 4.63 -52.0 47.9 27.4 17.9 -6.6 -14.6 6.4 17.4 48.9 12.4 25.9 61.4 67.9 5.4 -14.1 65.4 42.9 0.9 -9.1 6.06 -19.5 14.52 -22.0 6.22 -43.5 6.89 -14.5 7.21 -66.0 4.62 -33.5 4.63 -52.0 118.60 RxYbar RvXbar RxYbar _RyXbar -214 -401 -545 -81 -182 46 22 3 -43 -233 -277 -241 435 265 109 -41 -91 35 160 304 -118 -320 -271 -100 210 -476 174 542 1151 -155 31 -241 -88 493 52 7 -69 3416 Page: 16 Date: 5/31 /2006 -3564 bb P:IEngineeringlJobs_ENG1116201smythe.s89 Xbar = 119 _ -30.0 Ybar = - '- 155 = 22.1 BORM ASSOCIATES, INC. Smyth Residence Page: 17 Structural Engineers File No. 11620 Plan No. Date: 5/31 /2006 Shear Wall Loads - Rigid Diaphragm Analysis - Seismic Level 2 Shear Walls Fx=6617# Fy=6617# ey=-2.8+0.05(31.5)--7.4=6.15ft (max) ex=-10.8+0.05(25.5)--10.6=1.12ft (max) ey=-2.8-0.05(31.5)--7.4=3.00ft (min) ex=-10.8-0.05(25.5)--106=-1.43ft (min) Tx = 6617 * 6.15 = 40664 ft-# (max) Ty = 6617 * 1.12 = 7385 ft-# (max) Tx = 6617 * 3.00 = 19821 ft-# (min) Ty = 6617 * -1.43 = -9489 ft-# (min) Wall Rx Rv d Rd RdA2 Fv e Torsion Ft Ftot 1 6.81 17.8 121 2162 1805 6.15 40664 1091 289 2 6.61 '10.9 72 786 3260 -1.43 -9489 151 341 3 6.81 10.6 72 763 3357 1.12 7385 118 347 4 18.16 6.7 121 811 4812 3.00 19821 -532 428 Sum = 24.97 13.41 4522 Level 1 Shear Walls Fx = 37582 # ey = 19.9 + 0.05( 101.5) - 21.8 = 3.18 ft (max) ey = 19.9 - 0.05( 101.5) - 21.8 = -6.97 ft (min) Tx = 37582 * 3.18 = 119420 ft-# (max) Tx = 37582 * -6.97 =-262037 ft-# (min) Wall Rx Ry d Rd 1 2.89 43.7 126 2 5.41 43.7 236 3 11.01 19.2 211 4 5.34 36.9 197 5 5.77 53.4 308 6 10.18 34.8 354 7 8.75 32.8 287 8 5.72 30.8 176 9 5.43 22.3 '121 10 8.98 4.3 39 11 5.44 20.7 112 12 4.63 21.7 100 13 9.07 26.1 237 14 9.67 5.6 54 15 6.07 3.9 24 16 6.22 28.4 177 17 6.22 36.4 226 18 5.53 15.4 85 19 9.16 4.4 40 20 6.22 27.1 168 21 6.06 10.8 66 22 14.52 8.3 121 23 6.22 13.2 82 24 6.89 '15.8 '109 25 16.94 9.4 159 26 7.21 35.7 257 27 670 4.1 27 28 8.82 39.6 349 29 1694 46.1 781 30 4.62 3.2 15 31 576 '16.4 95 32 4.63 21.7 100 -3 3 6.28 359 -21:-- 34 7.54 43.6 329 Fy = 37582 # ex = -30.4 + 0.05( 80.5) - -30.3 = 3.99 ft (max) ex = -30.4 - 0.05( 80.5) - -30.3 = -4.06 ft (min) Ty = 37582 * 3.99 = 150128 ft-# (max) Ty = 37582 * -4.06 =-152408 ft-# (min) RdA2 Fv e Torsion Ft 5519 947 -4.06 -152408 9 10326 1773 -4.06 -152408 17 4046 3056 -4.06 -152408 13 7275 1311 -6.97 -262037 25 16464 1417 -6.97 -262037 39 12346 3331 3.99 150128 26 9434 2866 3.99 150128 21 5436 1171 3.99 150128 8 2709 1778 3.99 150128 9 168 2939 3.99 150128 2 2323 1780 -4.06 -152408 8 2174 1515 -4.06 -152408 7 6176 1849 3.18 119420 11 302 2374 3.18 119420 3 93 1489 -6 97 -262037 3 5020 1527 -6.97 -262037 22 8240 1526 -6-97 -262037 29 1313 1357 -6-97 -262037 11 178 2249 -6.97 -262037 5 4565 1527 318 119420 9 711 1984 3-99 150128 4 1008 4755 3-99 150128 9 1079 2036 -4-06 -152408 6 1728 2264 3-99 150128 8 1500 4158 -6-97 -262037 20 9171 2360 -4-06 -152408 19 112 1645 3-18 119420 1 13828 2166 3-18 119420 20 35985 4158 318 119420 46 46 1513 -4.06 -152408 1 1552 1415 -6.97 -262037 12 2174 1515 -4.06 -152408 7 -.809.7 1 41 Ica; -262037 �2 14327 1851 bb ►�.1&SgtgVnjq�ftENG111q 5 104 8 195 4 319 5 156 8 181 2 359 3 307 2 '125 0 186 9 296 4 186 5 159 6 196 2 240 1 152 8 175 2 181 0 146 2 230 9 162 9 203 0 484 2 209 1 234 6 436 3 255 6 166 6 237 0 461 1 152 2 153 5 159 as 1 35 1.20 36 7.59 37 7.59 Sum = 154.64 21.1 25 535 295 20.9 '159 3319 1 F 30.9 235 7252 16 118.60 206532 3.18 119420 15 310 -6.97-262037 205 2068 -6.97-262037 303 2166 BORM ASSOCIATES, INC. Smyth Residence Structural Engineers File No. 11620 Plan No. Shear Wall Loads - Rigid Diaphragm Analysis - Wind Level 2 Shear Walls Fx = 4051 # ey=-2.8+0.05(31.5)--7.4=6.15ft (max) ey=-2.8-0.05(31.5)--7.4=3.00ft (min) Tx = 4051 * 6 15 = 24895 ft-# (max) Tx = 4051 * 3.00 = 12134 ft-# (min) Wall Rx Ry d Rd 1 6.81 17.8 121 2 6.61 10.9 72 3 6.81 10.6 72 4 18.16 6.7 '121 Sum = 24.97 13.41 Level 1 Shear Walls Fx = 26189 # ey=12.6+0.05(101.5)-21.8=-4.14ft (max) ey = 12.6 - 0.05( 101.5) - 21.8 = -14.29 ft (min) Tx = 26189 * -4.14 =-108460 ft-# (max) Tx = 26189 * -14.29 =-374281 ft-# (min) Page: 18 Date: 5/31 /2006 Fy = 3279 # ex=-10.8+0.05(25.5)--10.6=1.12ft (max) ex = -10.8 - 0.05(25.5) - -10.6 = -1.43 ft (min) Ty = 3279 * 1.12 = 3660 ft-# (max) Ty = 3279 * -1.43 = -4702 ft-# (min) RdA2 Fv e Torsion Ft 2162 786 763 811 4522 1105 6.15 24895 1615 -1.43 -4702 1664 1.12 3660 2946 3.00 12134 668 75 58 -326 Fy = 27060 # ex = -32.7 + 0.05( 80.5) - -30.3 = 1.62 ft (max) ex = -32.7 - 0.05( 80.5) - -30.3 = -6.43 ft (min) Ty = 27060 * 1.62 = 43731 ft-# (max) Ty = 27060 * -6.43 =-174103 ft-# (min) 1 1 1 Wall Rx Ry d Rd RdA2 Fv e _ Torsion Ft Hot 1 2.89 43.7 126 5519 682 -6.43 -174103 108 79 2 5.41 43.7 236 10326 1276 -6.43 -174103 203 147 3 11.01 19.2 211 4046 2200 -6.43 -174103 154 235 4 5.34 36.9 197 7275 913 -14.29 -374281 364 127 5 5.77 53.4 308 16464 987 -14.29 -374281 569 155 6 10.18 34.8 354 12346 2399 1.62 43731 76 247 7 8.75 32.8 287 9434 2063 1.62 43731 62 212 8 5.72 30.8 176 5436 843 1.62 43731 24 86 9 5.43 22.3 121 2709 1280 1.62 43731 26 130 10 8.98 4.3 39 168 2116 1.62 43731 8 212 11 5.44 20.7 '112 2323 1282 -6.43 -174103 96 137 12 4.63 21.7 '100 2174 1091 -6.43 -174103 86 117 13 9.07 26.1 237 6176 1289 -4.14 -108460 -105 118 14 9.67 5.6 54 302 1654 -4.14 -108460 -29 162 15 6.07 3.9 24 93 1038 -14.29 -374281 44 108 16 6.22 28.4 177 5020 1064 -14.29 -374281 326 139 17 6.22 36.4 226 8240 1063 -14.29 -374281 418 148 18 5.53 '15.4 85 1313 946 -14.29 -374281 157 110 19 9.16 4.4 40 178 1567 -14.29 -374281 75 164 20 6.22 27.1 '168 4565 1064 -4.14 -108460 -90 97 21 6.06 10.8 66 711 1428 1.62 43731 14 144 22 14.52 8.3 '121 1008 3423 1.62 43731 26 344 23 6.22 13.2 82 1079 1466 -6.43 -174103 70 153 24 6.89 '15.8 '109 1728 1630 1.62 43731 24 165 25 16.94 9.4 159 1500 2898 -14.29 -374281 294 319 26 7.21 35.7 257 9171 1699 -6.43 -174103 221 192 27 6.70 4.1 27 112 1146 -4.14 -108460 -15 113 28 882 396 349 13828 1509 -4.14 -108460 -187 132 29 16.94 46.1 781 35985 2898 -4.14 -108460 -417 248 30 4.62 3.2 15 46 1089 -6.43 -174103 13 110 31 5.76 '16 4 95 1552 986 -14.29 -374281 175 116 32 4.63 21.7 100 2174 1091 -6.43 -174103 86 117 3'w 628 -- 3-59 - 22 -- g0,97 1074-- �14. _ -3742R�'��41� �4$i 34 7.54 43.6 329 14327 1290bb 1� 1F,�gfr�eerir��1��NG1111sm} Nre�s� 35 1.20 36 7.59 37 7.59 Sum = 154.64 21.1 25 535 206 -4.14-108460 -14 192 20.9 159 3319 12 -14.29-374281 293 1591 30.9 235 7252 12. -14.29-374281 433 1731 118.60 206532 BORM ASSOCIATES, INC. Smyth Residence Page: 19 Structural Engineers File No. 11620 Plan No. Date: 5/31/2006 Hold -Down Deflection - (Deflections are based on strength level loads w/ Rho=1.0) Level 2 Shear Walls Wall F HD F*1.4 Elongation Shrink Crush SLIP da 1 2489 (2) CS16 3485 0.051 0.081 0.02 0.0020 0.15 2 3167 (2) CS16 4434 0.064 0.081 0.02 0.0020 0.17 3 2272 (2) CS16 3181 0.046 0.081 002 0.0020 0.15 4 959 CS16 1343 0.019 0.081 0.02 0.0020 0.12 Level 1 Shear Walls Wall F HD F*1.4 Elongation Shrink Crush SLIP da 1 28 STHD10 39 0.000 0.027 0.02 0.0700 0.12 2 823 STHD10 1153 0.001 0.027 0.02 0.0700 0.12 3 -78 HD not req'd -109 0.000 0.027 0.02 0.0000 0.05 4 701 STHD10 981 0.001 0.027 0.02 0.0700 0.12 5 182 STHD10 255 0.000 0.027 0.02 0.0700 0.12 6 3912 STHD14 5477 0.005 0.027 0.02 0.0700 0.12 7 692 STHD10 969 0.001 0.027 0.02 0.0700 0.12 8 -105 HD not req'd -148 0.000 0.027 0.02 0.0000 0.05 9 1034 STHD10 1448 0.001 0.027 0.02 0.0700 0.12 10 559 STHD10 782 0.001 0.027 0.02 0.0700 0.12 11 2776 STHD10 3887 0.004 0.027 0.02 0.0700 0.12 12 15816 22142 Hardy Frame: HF11x18 (1-1/8)F,Panel 13 4658 STHD14 6521 0.007 0.027 0.02 0.0700 0.12 14 -40 STHD10 -56 0.000 0.027 0.02 0.0000 0.05 15 1873 STHD10 2623 0.003 0.027 0.02 0.0700 0.12 16 15456 21638 Hardy Frame: HF10x18(1-1/8)F,Panel 17 6054 PHD8 8476 0.075 0.027 0.02 0.0700 0.19 18 9938 13913 Hardy Frame: HF10x18(1-1/8)Steel,Panel 19 552 STHD10 773 0.001 0.027 0.02 0.0700 0.12 20 18108 25351 Hardy Frame: HF10x18(1-1/8)F,Panel 21 256 STHD10 359 0.000 0.027 0.02 0.0700 0.12 22 4793 STHD14 6710 0.007 0.027 0.02 0.0700 0.12 23 15748 22047 Hardy Frame: HF10x18(1-1/8)F,Panel 24 4564 PHD6 6389 0.084 0.027 0.02 0.0700 0.20 25 22875 32025 Hardy Frame: HF10x24 (1-1/8)F,Panel 26 1292 STHD10 1809 0.002 0.027 0.02 0.0700 0.12 27 2085 STHD10 2919 0.003 0.027 0.02 0.0700 0.12 28 -663 HD not req'd -928 0.000 0.027 0.02 0.0000 0.05 29 19195 26873 Hardy Frame: HF10x24 (1-1/8)F,Panel 30 115 STHD10 161 0.000 0.027 0.02 0.0700 0.12 31 3578 STHD14 5009 0.005 0.027 0.02 0.0700 0.12 32 15552 21773 Hardy Frame: HF11x18 (1-1/8)F,Panel 33 -828 STHD10 -1159 0.000 0.027 0.02 0.0000 0.05 34 15229 21321 Hardy Frame: HF'13x24 (1-1/8)F,Panel 35 384 STHD14 538 0.001 0.027 0.02 0.0700 0.12 36 9160 12824 Hardy Frame: HF9x18 (1-1/8)Steel,Panel 37 12274 17184 Hardy Frame: HF9x18 (1-1/8)Steel,Panel bb P:IEngineeringlJobs_ENG1116201smythe.s89 BORM ASSOCIATES, INC. Smyth Residence Page. 20 Structural Engineers File No. 11620 Plan No. Date: 5/31/2006 Maximum Inelastic Response Displacement - Based on strength level forces w/ Rho=1.0 Level 2 Shear Walls Wall Height Finax Fs As Am _Aallow 1 9.0 3039 4255 0.625 2.405 2.700 2 9.0 3308 4631 0.701 2.699 2.700 3 9.0 3308 4631 0.681 2.620 2.700 4 9.0 3577 5008 0.276 1.062 2.700 Level 1 Shear Walls Wall I [ Finax Fs 1 10.0 382 535 0.185 0.712 3.000 2 10.0 1474 2064 ' 0.381 1.467 3.000 3 10.0 2555 3577 0.325 1.251 3.000 4 1-0.0 1329 1861 0.348 1.341 3.000 5 10.0 1411 1975 0.342 1.318 3.000 6 10.0 5407 7570 0.744 2.864 3.000 7 10.0 1288 1803 0.206 0.793 3.000 8 10.0 601 841 0.147 0.566 3.000 9 10.0 1538 2153 0.396 1.526 3.000 10 10.0 3191 4467 0.498 1.916 3.000 11 10.0 2808 3931 0.723 2.783 3.000 12 11.0 1317 1844 0.398 1.533 3.300 13 16.0 5794 8112 0.894 3.442 4.800 14 10.0 2048 2867 0.296 1.141 3.000 15 10.0 2186 3060 0.504 1.942 3.000 16 10.0 1385 1939 0.312 1.200 3.000 17 10.0 3451 4831 0.777 2.993 3.000 18 10.0 552 773 0.140 0.538 3.000 19 10.0 1561 2185 0.239 0.918 3.000 20 10.0 2028 2839 0.456 1.757 3.000 21 10.0 1655 2317 0.382 1.472 3.000 22 10.0 5702 7983 0.550 2.116 3.000 23 10.0 1084 1518 0.244 0.939 3.000 24 10.0 3631 5083 0.737 2.839 3.000 25 10.0 2557 3580 0.211 0.814 3.000 26 10.0 2558 3581 0.497 1.913 3.000 27 16.0 3605 5047 0.753 2.900 4.800 28 10.0 693 970 0.110 0.423 3.000 29 10.0 1234 1728 0.102 0.393 3.000 30 10.0 1287 1802 0.390 1.501 3.000 31 10.0 2917 4084 0.709 2.728 3.000 32 11.0 1270 1778 0.384 1.478 3.300 33 10.0 2510 3514 0.560 2.155 3.000 34 13.0 1528 2139 0.284 1.092 3.900 35 10.0 307 430 0.357 1.376 3.000 36 9.0 0 0 0.000 0.000 2.700 37 9.0 595 833 0.110 0.423 2.700 bb P:kEngineeringkJobs_ENGk11620ksm3ithe.s89 BORM ASSOCIATES, INC. Smyth Residence Page: 21 Structural Engineers File No. 11620 Plan No Date: 5/31/2006 Shear Wall Summary Level 2 Shear Walls Flex to Rigid Ratio: Long=50/50% Trans=50/50% Wall Flex/Rigid:Used_ _ Wind-Flx/Rig:Used L Shear Mark Sides Allow 1 3039/2896:2967 1861/1773:1861 8.0 371 11 1 490 2 3309/3411:3359 1640/1690:1665 8.0 420 11 1 490 3 3309/3475:3391 1640/1722:1680 8.0 424 11 1 490 4 3578/4280:3928 2190/2620:2405 13.5 291 13 1 870 Level 1 Shear Walls Flex to Rigid Ratio: Long=50/50% Trans=50/50% Wall Flex/Ri igid:Used Wind-Flx/Rig: Used L Shear Mark Sides Allow _ Rh 1 382/1042:712 924/791:924 8.0 115 10 1 350 1.0 2 1475/1950:1712 2420/1479:2420 8.0 303 10 1 350 1.0 3 2556/3190:2872 2323/2354:2338 12.0 239 10 1 350 1.0 4 1329/1565:1447 1074/1277:1175 8.0 181 10 1 350 1.0 5 1411 /1815:1613 1140/1556,1347 10.0 161 10 1 350 1.0 6 5408/3594:4500 2558/2475:2558 9.5 474 12 1 640 1.0 7 1288/3078:2183 777/2125:1451 12.0 182 10 1 350 1.0 8 601/1253:926 363/867:614 8.0 116 10 1 350 1.0 9 1538/1868:1703 290/1306:1200 8.0 213 10 1 350 1.0 10 3192/2967:3079 435/2124:1342 12.0 257 10 1 350 1.0 11 2809/1864:2336 710/1378:1044 7.0 334 11 1 490 1.0 12 1317/1591:1454 1908/1177:1908 1.5 1272 HF11x18 (1-1/8)F,Paht59 1.0 13 5794/1965:3879 2909/1183:2909 9.5 408 13 1 870 1.0 14 2049/2406:2227 2353/1625:2353 10.5 224 10 1 350 1.0 15 2186/1520:1853 2517/1082:2517 7.5 336 11 1 490 1.0 16 1386/1755:1570 2318/1390:2318 1.5 1545 HF10x18(1-1/8)F,Pa661D9 1.0 17 3451/1819:2635 3312/1481:3312 5.5 602 13 1 870 1.0 18 553/1468:1010 448/1103:775 1.5 673 HF10x18(1-1/8)Steel,Panel 1549 1.0 19 1562/2302:1931 0/1642:2200 12.0 183 10 1 350 1.0 20 2028/1626:1827 0/974:2200 1.5 1467 HF10x18(1-1/8)F,Pad61D9 1.0 21 1656/2033:1844 0/1443:1500 10.5 176 10 1 350 1.0 22 5703/4844:5273 3646/3449:3646 10.0 527 13 1 870 1.0 23 1085/2097:1591 0/1536:2100 1.5 1400 HF10x18(1-1/8)F,Pad6lD9 1.0 24 3631/2345:2988 3730/1654:3730 6.0 622 13 1 870 1.0 25 2558/4364:3460 1288/3192:2239 2.0 1730 HF10x24 (1-1/8)F,PAM7 1.0 26 2559/2553:2555 1940/1920:1940 10.0 256 10 1 350 1.0 27 3606/1661:2633 0/1132:1940 10.0 263 12 1 640 1.0 28 694/2371:1532 0/1322:1601 14.5 110 10 1 350 1.0 29 1234/4618:2926 0/2.480:1476 2.0 1463 HF10x24 (1-1/8)F,ParhM7 1.0 30 1287/1524:1405 0/1102:1500 10.5 143 12 1 1787 1.0 31 2918/1537:2227 1794/1160:1794 6.0 371 11 1 640 1.0 32 1271/1591:1430 1756/1177:1756 1.5 1171 HF11x18 (1-1/8)F,PafA59 1.0 33 2510/1833:2171 2409/1490:2409 4.0 602 13 1 870 1.0 34 1528/2044:1786 1343/1114:1343 2.0 893 HF13x24 (1-1/8)F,PaM5 1.0 35 307/310:308 1484/192:1484 4.0 371 11 1 490 1.0 36 0/2068:1034 0/1591:1483 1.5 989 HF9x18 (1-1/8)Steel,Panel 1720 1.0 37 596/2166:1380 0/1731:1145 1.5 920 HF9x18 (1-1/8)Steel,Panel 1720 1.0 bb P:IEngineeringlJobs ENG1116201srnythe.s89 BORM ASSOCIATES, INC. Smyth Residence Structural Engineers File No. 11620 Plan No. WALL - 1, Level 2 L = 8 ft H = 9 ft EQ Governs HDs: Veq = 2967# OTM = (2967)(9) = 26703 ft-lb Wt of wall = 16 psf (8)(9) = 1152# w1 = 27 psf (5) = 135 plf RM = 8928 ft-lb Fup - 26703 - .%8928) _ = 2489# ( 8 ft - .5 ft) WALL -2.Level 2 L=8ft H=9ft EQ Governs HDs: Veq = 3359# OTM = (3359)(9) = 30231 ft-lb Wt of wall = 16 psf (8)(9) = 1152# w1 = 27 psf (3) = 81 plf RM = 7200 ft-lb Fup -_ 30231 - .9(7200) .. = 3167# (8ft-.5ft) WALL - 3, Level 2 L= 8 ft H= 9 ft EQ Governs HDs: Veq = 3391# OTM = (3391)(9) = 30519 ft-lb Wt of wall = 16 psf (8)(9) = 1152# w1 = 27 psf (12) = 324 plf USE: (2) CS16 2489# Post USE: (2) CS16 3167# Post Page: 22 Date: 5/31 /2006 2967# 11 USE: # (2) CS16 Post U 3167# (2)( Post 3391# RM = 14976 ft-lb USE: } USE: 30519 - .9 14976 - 2272# (2) CS16It2272# 2272# (2) ME Fup = — ( 8 ft - .5 ft) Post Post bb P:IEngineeringlJobs—ENG1116201snythe.s89 BORM ASSOCIATES, INC. Smyth Residence Page: 23 Structural Engineers File No. 11620 Plan No Date: 5/31/2006 WALL - 4, G EQ Governs OTM = (392 Wt of wall = w1 = 27 psf RM = 25424 Fup = 5' bb P:IEngineeringlJobs ENGk116201smythe.s89 BORM ASSOCIATES, INC. Smyth Residence Page: 24 Structural Engineers File No. 11620 Plan No. Date: 5/31/2006 WALL -1,Level I L=8ft H=10ft Wind Governs HDs: Vwind = 924# OTM = (924)(10) = 9237 ft-lb f 924# Wt of wall = 16 psf (8)(10) = 1280# w1 = 20 psf (4) = 80 plf 1280 # } 10 RM = 7680 ft-lb USE: USE: STHD10 208# 208# STHDIC 9237- 7680 Fup = ( 8 ft - .5 ft) = 208# 208# 208# WALL - 2, Level 1 L = 8 ft H = 10 ft Wind Governs HDs: Vwind = 2420# OTM = (2420)(10) = 24203 ft-lb 0 1 2420# Wt of wall = 16 psf (8)(10) = 1280# w1 = 20 psf (11) = 220 plf 1280 # RM = 12160 ft-lb USE: USE: STHD10 1606# 1606# STHD1( 24203 - 12160 Fup = — ( 8 ft - .5 ft) = 1606# 1606# 1606# WALL - 3, Level -a L = 12 ft H = 10 ft Wind Governs HDs: Vwind = 2338# OTM = (2338)(10) = 23380 ft-lb Wt of wall = 16 psf (12)(10) = 1920# 1 2338# w1 = 27 psf (11) = 297 plf 1920 # RM = 32904 ft-lb USE: US 23380 - .67(32904) HD not req'd 116# 116# 1-ID not Fup = - ( 12 ft - .5 ft) = 116# 116# 116# bb P:IEngineeringlJobs_ENG1116201smythe.s89 BORM ASSOCIATES, INC. Smyth Residence Page: 25 Structural Engineers File No. 11620 Plan No. Date: 5/31/2006 WALL - 4, Level 1 L = 8 ft H = 10 ft EQ Governs HDs: Veq = 1447# OTM = (1447)(10) = 14470 ft-lb Wt of wall = 16 psf (8)(10) = 1280# ITIE1 ° W1447# w1 = 20 psf (8) = 160 plf 1280 # RM = 10240 ft-lb USE: USE: 14470 - .9(10240) STHD10 701# 701# STHD10 Fup = ( 8 ft - .5 ft) = 701# 701# 701# WALL - 5,_Level 1 L = 10 ft L opening = 3.1 ft H = 10 ft Wind Governs HDs: Vwind = 1347# OTM = (1347)(10) = 13470 ft-lb Wt of wall = 16 psf (10)(10) = 1600# 1 0 1 1347# w1 = 20 psf (8) = 160 plf 1600 # 1a RM = 16000 ft-lb 13470 - .67(16000} Fup = ( 10 ft - .5 ft) - 289# WALL - 6, Level 1 L = 9.5 ft H = 10 ft EQ Governs HDs: Veq = 4500# OTM = (4500)(10) = 45000 ft-lb Wt of wall = 16 psf (9.5)(10) = 1520# w1 = 27 psf (3) = 81 plf RM = 10875 ft-lb 45000 - .9 10875 _ Fup= (9.5ft-,5ft) =3912# USE: I USE: STHD10 289# 289# STHD1 289# 289# IJ 4500# 1520 # USE: USE: STHD14 3912# 3912# STHD14 3912# 3912# bb P:IEngineeringlJobs ENG1116201smythe.s89 BORM ASSOCIATES, INC. Smyth Residence Page: 26 Structural Engineers File No. 11620 Plan No. Date: 5/31/2006 WALL - 7, Level 1 L = 12 ft H = 10 ft EQ Governs HDs: Veq = 2183# OTM = (2183)(10) = 21830 ft-lb f Wt of wall = 16 psf (12)(10) = 1920# 2183# w1 = 27 psf (2) = 54 plf 1920 # RM = 15408 ft-lb USE: USE: 21830 - 9 1540$ STHD10 692# 692# STHD10 Fup = ( 12 ft - .5 ft) = 692# 692# 692# WALL - 8 Level 1 L = 8 ft L opening = 2.4 ft H = 10 ft EQ Governs HDs: Veq = 926# OTM = (926)(10) = 9260 ft-lb 1 Wt of wall = 16 psf (8)(10) = 1280# 189 1 szs# w1 = 27 psf (7) = 189 plf 1280 # RM = 11168 ft-lb USE:t us 9260 - .9_ -105# (11168) HD not req 'd -105# -105# HD not Fup = (8 ft - .5 ft) -105# -105# WALL - 9, Level 1 L = 8 ft H = 10 ft EQ Governs HDs: Veq = 1703# OTM = (1703)(10) = 17030 ft-lb Wt of wall = 16 psf (8)(10) = 1280# 1 I - 1703# w1 = 27 psf (6) = 162 plf 1280 # 10 RM = 10304 ft-lb USE: USE: 17030 - .9(10304) STHD10 1034# 1034# STHD1 Fup = ( 8 ft - .5 ft) = 1034# 1034# 1034# bb P:IEngineeringlJobs_ENG1116201smythe.s89 BORM ASSOCIATES, INC. Smyth Residence Page: 27 Structural Engineers File No. 11620 Plan No Date: 5/31/2006 WALL - 10, Level 1 L = 12 ft H = 10 ft EQ Governs HDs: Veq = 3079# OTM = (3079)(10) = 30790 ft-lb Wt of wall = 16 psf (12)(10) = 1920# I 3079# w1 = 27 psf (8) = 216 plf 1920 # 1� RM = 27072 ft-lb USE: USE: 30790 - -�0 7� STHD10 559# 559# STHD10 Fup = ( 12 ft - .5 ft) = 559# 559# 559# WALL -11,Level I L=7ft H=10ft EQ Governs HDs: Veq = 2336# OTM = (2336)(10) = 23360 ft-lb Wt of wall = 16 psf (7)(10) = 1120# f 2336# w1 = 27 psf (3) = 81 plf 1120 # 11�> RM = 5905 ft-lb USE: USE: STHD10 2776# 2776# STHD10 Fup = ( 7 ft - .5 ft) = 2776# 2776# 2776# WALL - 12, Level 1 L = 1.5 ft H = 11 ft Wind Governs HDs: Vwind = 1908# OTM = (1908)(11) = 20991 ft-lb Wt of wall = 16 psf (1.5)(11) = 264# - - 190=i€ 264 # HF RM = 198 ft-lb 20991 - (198) 120793# 20793#1 Fup = -- ( 1.5 ft - .5 ft) = 20793# 20793# 20793# bb P:IEngineeringlJobs_ENGI116201smythe.s89 BORM ASSOCIATES, INC. Smyth Residence Page: 28 Structural Engineers File No. 11620 Plan No Date: 5/31/2006 WALL - 13 Level 1 L = 9.5 ft H = 16 ft EQ Governs HDs: Veq = 3879# OTM = (3879)(16) = 62064 ft-lb Wt of wall = 16 psf (9.5)(16) = 2432# 3879# w1 = 20 psf (12) = 240 plf 24312 # 1 13 RM = 22382 ft-lb USE: USE: 62064 - 9[22382) STHD14 4658# 4658# STHD14 Fup = (g 5 ft - .5 ft) = 4658# 4658# 4658# WALL -14, Level 1 L = 10.5 ft H = 10 ft Wind Governs HDs: Vwind = 2353# OTM = (2353)(10) = 23534 ft-lb Wt of wall = 16 psf (10.5)(10) = 1680# 2353# w1 = 27 psf (11) = 297 plf 1680 # 1� RM = 25192 ft-lb USE: USE: 23534 - .67(251921 STHD10 666# 666# STHD10 Fup = - ( 10.5 ft - .5 ft) = 666# 666# 666# WALL - 15, Level1_ L = 7.5 ft H = 10 ft Wind Governs HDs: Vwind = 2517# OTM = (2517)(10) = 25168 ft-lb Wt of wall = 16 psf (7.5)(10) = 1200# LJL f 251 # w1 = 27 psf (2) = 54 plf 1200 # f RM = 6019 ft-lb USE: t USE: 25168 - (6019) STHD10 2736# 2736# STHD1 Fup = ( 7.5 ft - .5 ft) = 2736# 2736# 2736# bb P:IEngineeringlJobs_ENG1116201smythe.s89 BORM ASSOCIATES, INC. Smyth Residence Structural Engineers File No. 11620 Plan No. WALL - 16, Level 1 L = 1.5 ft H = 10 ft Wind Governs HDs: Vwind = 2318# OTM = (2318)(10) = 23182 ft-lb Wt of wall = 16 psf (1.5)(10) = 240# w1 = 27 psf (3) = 81 plf RM = 271 ft-lb 23182 - (271) -up ( 1.5 ft - .5 ft) = 22911# NALL - 17, Level_1_ L = 5.5 ft H = 10 ft iNind Governs HDs: Vwind = 3312# DTM = (3312)(10) = 33117 ft-lb Aft of wall = 16 psf (5.5)(10) = 880# ✓u1 = 27 psf (8)+16 psf (10)+26 psf (9) = 610 plf Psw1 = 21645 ft-lb / 13.5ft = 1603# (from Wall 4, Level 2) -eft HD Right HD: Wind Governs RM = 11646 ft-lb RM = 11646 ft-lb 41935 - (1 1646) 33117 - (11646) -up = = 6058# Fup = — � = 4294# (5.5ft-.5ft) (5.5ft-.5ft) VVALL - 18. Level 1 L = 1.5 ft H = 10 ft EQ Governs HDs: Veq = 1010# DTM = (1010)(10) = 10100 ft-lb fit of wall = 16 psf (1.5)(10) = 240# RM = 180 ft-lb Fup — - 10100 - ,_g(i 80).- = 9938# ( 1.5ft- .5ft) Page: 29 Date: 5/31 /2006 2318# 240 # HF I22911# 22911#I 22911# 22911# 1603# iu 1 3312# 880 # i � 13, USE: USE: PHD8 6058# 4294# STFID14 6058# 4294# 1010# 240 # i t HF 9938# 9938# 9938# 9938# bb P:lEngineeringlJobs_ENG1116201smythe.s89 BORM ASSOCIATES, INC. Smyth Residence Structural Engineers File No. 11620 Plan No. WALL - 19, Level 1_ L = 12 ft H = 10 ft Wind Governs HDs: Vwind = 2200# OTM = (2200)(10) = 22000 ft-lb Wt of wall = 16 psf (12)(10) = 1920# w1 = 20 psf (2) = 40 plf RM = 14400 ft-lb 22000 - 14400 Fup = ( 12 ft - .5 ft) = 661# WALL - 20, Level 1 L = 1.5 ft H = 10 ft Wind Governs HDs: Vwind = 2200# OTM = (2200)(10) = 22000 ft-lb Wt of wall = 16 psf (1.5)(10) = 240# RM = 180 ft-lb 22000 - (180) Fup = ( 1.5 ft _ .5 ft) = 21820# WALL - 21, Level 1_ L = 10.5 ft L opening = 3.7 ft H = 10 ft Wind Governs HDs: Vwind = 1500# OTM = (1500)(10) = 15000 ft-lb Wt of wall = 16 psf (10.5)(10) = 1680# w1 = 20 psf (8) = 160 plf RM = 17640 ft-lb 15000 - .67(17640) Fup = (10.5ft-.5ft) =318# Page: 30 Date: 5/31 /2006 1- lY p f I I I I 11 2200# 1920 # C USE: USE: STHD10 661# 661# STHD10 661# 661# 2200# 240 # HF 21820# 21820# 21820# 21820# iqU i JI 1500# 1680 # 10� USE: USE: STHD10 318# 318# STHD10 318# 318# bb P:IEngineeringlJobs ENG1116201smythe.s89 BORM ASSOCIATES, INC. Smyth Residence Page: 31 Structural Engineers File No. 11620 Plan No Date: 5/31/2006 WALL - 22`Level 1 L = 10 ft L opening = 2.1 ft H = 10 ft EQ Governs HDs: Veq = 5273# OTM = (5273)(10) = 52730 ft-lb Wt of wall = 16 psf (10)(10) = 1600# 5273# 1600 # M J RM = 8000 ft-lb USE: USE: 52730 - .9(8000) STHD14 4793# 4793# STI-ID14 Fup = ('10 ft - .5 ft) = 4793# 4793# 4793# WALL - 23, Level 1 L = 1.5 ft H = 10 ft Wind Governs HDs: Vwind = 2100# OTM = (2100)(10) = 21000 ft-lb Wt of wall = 16 psf (1.5)(10) = 240# RM = 180 ft-lb 21000 - (180) Fup = ( 1.5 ft `.5 ft) = 20820# WALL - 24, Level 1 L = 6 ft H = 10 ft Wind Governs HDs: Vwind = 3730# OTM = (3730)(10) = 37299 ft-lb Wt of wall = 16 psf (6)(10) = 960# w1 = 27 psf (5) = 135 plf 120820# 20820# 24I0 # 1 960 # I 2100# HF 20820#I 208j20# 3730# RM = 5310 ft-lb USE: USE: - 37299 - (5310) PHD615816# 5816# PHD6 Fup = ( 6 ft - .5 ft) = 5816# 5816# 5816# bb P:IEngineeringlJobs_ENG1116201smythe. s89 BORM ASSOCIATES, INC. Smyth Residence Page: 32 Structural Engineers File No. 11620 Plan No. Date: 5/31/2006 WALL - 25, Level 1 L = 2 ft H = 10 ft EQ Governs HDs: Veq = 3460# OTM = (3460)(10) = 34600 ft-lb Wt of wall = 16 psf (2)(10) = 320# _ # 346011 RM = 320 ft-lb (22875# 22875#I 34600 - .9(320) } } Fup = (2 ft - .5 ft) = 22875# 22875# 22875# WALL - 26, Level 1 L = 10 ft H = 10 ft EQ Governs HDs: Veq = 2555# OTM = (2555)(10) = 25550 ft-lb Wt of wall = 16 psf (10)(10) = 1600# 1 5 I 2555# w1 = 27 psf (5) = 135 plf lsno # .8 RM = 14750 ft-lb USE: I j USE: 25550 - .9(14750) STHD10 1292# 1292#f STHD10 Fup = ( 10 ft - .5 ft) = 1292# 1292# 1292# WALL - 27, Level 1 L = 10 ft EQ Governs HDs: Veq = 2633# OTM = (2633)(16) = 42128 ft-lb Wt of wall = 16 psf (10)(16) = 2560# w1 = 20 psf (12) = 240 plf H=16ft 2633# 12 RM = 24800 ft-lb STHD90�2085# 2085#IS HDE.0 Fup —_ 42128 - .9(24800)_ = 2085# ( 10 ft - .5 ft) 2085# 2085# bb P:IEngineeringlJobs ENG1116201smythe.s89 BORM ASSOCIATES, INC. Smyth Residence Structural Engineers File No. 11620 Plan No. WALL - 28, Level 1 L = 14.5 ft L opening = 7.9 ft H = 10 ft Wind Governs HDs: Vwind = 1601# OTM = (1601)(10) = 16010 ft-lb Wt of wall = 16 psf (14.5)(10) = 2320# w1 = 20 psf (5) = 100 plf RM = 27333 ft-lb USE 16010 - .67(27333j HD not req'd -164# Fup = ( 14.5 ft -.5 ft) _ -164# -164# WALL - 29, Level 1 L = 2 ft H = 10 ft EQ Governs HDs: Veq = 2926# OTM = (2926)(10) = 29260 ft-lb Wt of wall = 16 psf (2)(10) = 320# w1 = 20 psf (5) = 100 plf RM = 520 ft-lb 29260 - .9(520) 19195# 19195# Fup = (2 ft -.5 ft) = 19195# WALL - 30, Level 1 L = 10.5 ft L opening = 3.2 ft H = 10 ft EQ Governs HDs: Veq = 1405# OTM = (1405)(10) = 14050 ft-lb Wt of wall = 16 psf (10.5)(10) = 1680# w1 = 20 psf (5) = 100 plf RM = 14333 ft-lb 14050 - .9(14333) Fup = ( 10.5 ft -.5 ft) = 115# Page: 33 Date: 5/31 /2006 rly" I H14 I I l l II 1601# 2320 # 10, USE -164# HD not r q'd -164# jT " I 1 2926# 3210 # r HF 19195# 19195# 'ITJ q111 I I 1 1405# 1680 # <12 USE: USE: STHD10 115# 115# STHD10 115# 115# bb P:IEngineeringlJobs_ENG1116201smythe.s89 BORM ASSOCIATES, INC. Structural Engineers WALL - 31, Level 1 L = 6 ft H = 10 ft EQ Governs HDs: Veq = 2227# OTM = (2227)(10) = 22270 ft-lb Wt of wall = 16 psf (6)(10) _. 960# ani mammai; Smyth Residence File No. 11620 Plan No. Fup -_ 22270 --%2880)__ = 3578# (6ft-.5ft) WALL - 32. Level 1 L = 1.5 ft H = 11 ft Wind Governs HDs: Vwind = 1756# OTM = (1756)(11) = 19317 ft-lb Wt of wall = 16 psf (1.5)(11) = 264# RM = 198 ft-lb 19317 - (198) Fup= (1.5ft-.5ft) = 19119# WALL - 33, Level 1 L = 4 ft H = 10 ft Wind Governs HDs: Vwind = 2409# OTM = (2409)(10) = 24085 ft-lb Wt of wall = 16 psf (4)(10) = 640# w1 = 27 psf (1) = 27 plf P1 = 3552# from (1311) Psw1 = 21645 ft-lb / 13.5ft = 1603# (from Wall 4, Level 2) Left HD RM = 15704 ft-lb 17672 - 057041 Fup= (4ft-.5ft) =562# Rfuht HD: Wind Govems RM = 15704 ft-lb 24085 - (1496) Fup= (4ft-.5ft) =6454# 960 # I USE: STHD14 3578# 3578# 2614 # 1 19119# 191}19# 3552# 1613# 6410 # 1 USE: STHD10 562# 562# Page: 34 Date: 5/31 /2006 2227# <11> v USE: 3578# STHD14 3578# 1756# HF 19119# 19119# 1111112409# 13 USE: 6454# PHD8 6454# bb P.1EngineeringlJobs_ENG1116201smythe.s89 BORM ASSOCIATES, INC. Smyth Residence Structural Engineers File No. 11620 Plan No. WALL - 34._ Level 1 L = 2 ft H = 13 ft EQ Governs HDs: Veq = 1786# OTM = (1786)(13) = 23218 ft-lb Wt of wall = 16 psf (2)(13) = 416# RM=416ft-lb 23218 - .9(416) Fup = ( 2 ft - .5 ft) = 15229# WALL - 35, Level 1 L = 4 ft H = 10 ft Wind Governs HDs: Vwind = 1484# OTM = (1484)(10) = 14839 ft-lb Wt of wall = 16 psf (4)(10) = 640# w1 = 27 psf (3) = 81 plf RM = 1928 ft-lb Fup = 14839 - (1928) = 3689# (4 ft - .5 ft) WALL - 36._Level 1 L = 1.5 ft H = 9 ft Wind Governs HDs: Vwind = 1483# OTM = (1483)(9) = 13347 ft-lb Wt of wall = 16 psf (1.5)(9) = 216# 15229# 152}29# USE: STHD14 3689# 3689# 416 # I 640 # i 216 # I Page: 35 Date: 5/31 /2006 1786# HF 15229#I} 15229# 1484# 1 11 USE 3689# STHD1 3689# RM = 162 ft-lb 13347 - (162) 13185# 13185# Fup = - ( 1.5 ft - .5 ft) = 13185# 13185# 13185# bb P:IEngineeringlJobs ENG1116201smythe.s89 BORM ASSOCIATES, INC. Smyth Residence Page: 36 Structural Engineers File No. 11620 Plan No Date: 5/31/2006 WALL - 37 Level 1 EQ Governs HDs: Veq OTM = (1380)(9) = 1242 Wt of wall = 16 psf (1.5) RM = 162 ft-lb Fup = 12420 - .9(162) (1.5ft-.5ft) bb PAEngineeringlJobs ENG1116201smythe.s89 � rLJ�LJ CO e p a EEED p c LU V cv-7CIO �� U O _ � C uu CD oc CD 0 m some c r CA � o U � c � N 0 N �C9 CL N 5 C-4 o a C�CIA �w W UN � � N 00 i ���x t4r)� BORN// October 4, 2006 Mr. Dave Muth Andrew Pierce Corp. 44-835 Deep Canyon Road Palm Desert, CA 92261 Re: Smyth Residence Subj: Structural Truss Shop Drawing Review Dear Mr. Muth: STRUCTURAL ENGINEERS Accompanying this letter, we are returning (2) sets of shop drawings bearing the same imprint as at the base of this letter. The drawings were reviewed for general conformance with design concept of the project as indicated by the structural documents prepared by our office. We have not reviewed quantities or dimensions. We have not reviewed fabrication processes, techniques of construction, or coordination of the work with that of any other trade. We have not reviewed the manner in which the work would be performed or if it may be performed in a safe and satisfactory manner. Should we have made any comments or corrections on the drawings, these comments or corrections do not relieve the contractor from compliance with the structural documents. In as much as we have reviewed the drawings only for general conformance with the design concept, unless deviations from the design intent have been clearly indicated as such, we may not have made note of them and the contractor is not relieved from compliance with the structural documents. Our review of these drawings is not an indication of their preparation under our supervision. These shop drawings are being returned with no objection taken to their use. If you have any questions please contact BO M, ASSOCIATES, INC, our office. Very truly yours, OCT 04 2006 BORM ASSOCIATES, INC. Suomi Shop Drdwings Refer to letter beadog this imprint for idoraiatiatt Ben Moshajeran REFERENCE Project Engineer BM: I! 11620 100406 Truss Review 7 '1 6 2 h - 06 Distribution: 11 �J (2) Addressee via overnight r r ACCEPTABLE FOR CONSTRICTION Encl: (2) Roof Truss Shop Drawings by TrussWorks 11 1 orn 0 9 2006 Costa Mesa, CA Modesto, CA Pleasanton, CA R jsovft CA L. s Vegas, NV Pi oanix, AZ Ti rson, AZ Q nver, CO B rliing, PRC Report Dumber: Fabricator's Name: DNAL INSPECTION ASSOCIATION, INC. Quality Systems Management, Inc. I ,National Vesting, Inc. Oti nation Date: 07-2003 Revision No: C Accredited Quality Assurance / Control Agency 1AS AA-583 AF #13 Metal Plate Connected Wood Truss Non Listed ,Fabricator's Audit Date/Arrive/Depart: Location: Does the Fabricator have a current Agreement with the Agency for Audit? ................................. Is the Quality System Mantaal, "QSM" up to date per AC-10 & AC-98?....................................... Has the QSM been reviewed within a twelve month period?....................................................... Are materials used in Production per National Standards & Engineers Specifications? .............. Is an acceptable In -House Quality Control System according to National Standards in place?.. Are In -House Quality Control Inspections being conducted per National Standards? ................. Is Final Inspection of the Trusses completed prior to Labeling & Shipment? ............................... Is there a System in place, o deal with Non -Conforming Materials? ............................................ Are written Q.C. Inspection) Reports and Agency Audits kept for at least two years? .................. Have any Corrective Action Requests, "CAR", been issued during this Audit? ............................ Product Check CONFORMING I NON -CONFORM. Lumber Grade Joint Accuracy is within 1/8" Plate Placement ANSI ITP12002 Plate Size ICC ES Plate to Wood Tolerance is withinl1132" Label Legibility - Labels on Site - Stamps 2Labels Yes / No Yes _,G No Yes ti No Yes _� No Yes No Yes ✓ No Yes No Yes No Yes No Yes No ri CATEGORY YES NO REMARKS Changes In Supervisory Personnel, Production Process Per AC-98 Any Test Performed or Witnessed) t/ Per AC-98 Is There Product Tractability I Per AC-98 - Any "CAR" Reports From Last Aupit 1/ Per AC-98 Any Shut Downs or Disruptions I , Production �' Per AC-98 Any Samples Taken l� Per AC-98 Any Test I Measuring Equipment That Requires Calibration r/ Per AC-98 Does the Final Product meet UBC / IBC and National Standards? 2 Required Signatures I Fabricator Q.C..Supervisor Auditor for National I spection Association PO. Box .3426 E-Mail. NIA gillette@v_cr:.cat ! (307) 685-6331 Office Gillette, TWyorning 82777--342G Cellular Phone: (307) 689-5977 (307) 685-6331 Fax Page One of nvo N NATIONAL INSPECTION ASSOCIAZ W--NIA—P Quality Systems Management, Inc. s National Testing, Inc. Report Number: 0 67 .FINDINGS: Number of "Correction Acti Requests" Issued: 7 1 C. Qrieinotion Date: 07-2003 Revision No. C AP #14 It was found that: Last AC 10 Manual Review;+ conducted by N.I.A., Inc.: 2)T- It was found that: There ( Was /'s' Quality Assurance / Cc If there are changes to It was found that: This Metal Plate Connec proper equipment for the Product Review: Roof Trusses: 1,Z 8"Z Floor Trusses: changes to the ICC AC 10 Acceptance Criteria from which your iI Manual was written. 1AC 10 Criteria, show changes in "Comments". Wood Truss Fabrication Facility as / Does Not Have ) per shipping and delivery of trusses. Trusses that were Reviewed, ( Meet 0 eed Do Not Meet ) the Requirements of the U.B.C. Code, the I.B.C. Code, the I.R.C. Cody:. the ANSI ational Standards and the Engineer's Specifications. Comments: udhor for National Ins ection Association /Quality Systems Management I w PO. 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U rO m Z d e S « q r Q'w og19`0 �m E °ua4'.� 9 .°. rdi g y o y s V1 u •�o2IJ N r C •NN <C aNMM V N M N N O N C [}ACM d E i �Eox Q P,a`°aUi TRUSWAL SYSTEMS 4445 NORTHPARK DRIVE, SUITE 200 COLORADO SPRINGS, CO 80907 (800) 322-4045 FAX:(719) 598-8463 COE1003160A 1/10101 Users of Truswal engineering: The Tr sPlusTm engineering software will correctly design the location requirements for permanent continuous lateral bracing (CLB) on men,toers for which it is req�ired to reduce buckling length. Sealed engineering d1rawings from Truswal will show the required number and approximate locations c ` braces for each member needing bracing. In general, this bracing 'is done cry using Truswal Systems Brace-ItTM or a 1x or 2x member (attached to the top 0- bottom edge of the r�ember) running perpendicular to the trusses and adequately designed, connected and braced to the building per the building designer (See ANSI/TPI current version). The following are other options (when CLB bracing is not possible o� desirable) that will also satisfy bracing needs for i^dividual members (not b,ilding system bracing): 1 it 0 A 1x or 2x structurally graded "T" brace may be nailed flat to tie edge of the member with 10d common or box nails a:1 8" o.c. if only one bracelis required, or may be nailed to both edges of the member if two braces are required. The "T" brace must extend a minimum of 90% of the member's length. A scab (add -on) of the same size and structural grade as the.. nember may be nailed to one face of the member with 10d common, or box nails at 8" o.c. if only one brace is required, or may be nailed to both faces ,of the member if two braces are required. A minimurY; of 2x6 scabsi are required for any member exceeding 14'-0" in length. Scabs) must extend a minimum of 90% of the members length. Any member requiring more than two braces must use perpendicular bracing or a combination of scabs and "T" braces, or an-y other approved method, as specified and approved by the building cPsigner. I EXAMPLES 2. I, "T" BRACE SCAB }� 90% L 90% L Please contact anal engi are any questions. n v M RECOMMENDED CONNECTION DETAILS THESE DETAILS ARE I`TENDED TO SHOW MINIMUM REQUIRED CONNECTIONS RECOMMENDED BY TRUSWAL SYSTEMS. THE DETAILS DO NOT REPLACE OR SUPERSEDE ANY DETAILS SPECIFIED BY A PROJ CT ENGINEER OR ARCHITECT ON A PARTICULAR PROJECT, NOR HAVE THEY BEEN ANALYZED FOR SEISMIC AND WIND FORCES ACTING ON THE CONNEC- TIONS FROM THE RESPONSE OF THE STRUCTURE TO SUCH LOADS. IT IS RECOMMENDED TIiAT THE APPROVAL F THE PROJECT ENGINEER OR ARCHITECT BE OBTAINED BEFORE USING THESE DETAILS BEARING REQUIREMENTS SHOWN ON SPECIFIC TRUSS DESIGNS MUST BE- SATISFIED, NCLUDING CONNECTIONS FOR UPLIFT REACTIONS. TRUSS CONNECTION TO EXTERIOR BEARING WALLS TRUSSES @ 24" O.C. (TYP.) A ',BLOCK OR GxO� BLOCK BLOCK BLOCK BOT 4__ TOP PLATES CHORD n II 1 11 -STUDS @ A L-'-t� 16 " O . C (TYP.) TRUSS SECT. A -A PROCEDURE: 1 2 3 4 5 TOE -NAIL B PLACE NEXTITRUSS TO TOP PLATE END NAIL T}3ROUGH PLACE NEXT BLOCKS MAY FRAMING ANCHORS. SPECIFICATIONS. OCK TO TRUSS WITH 1=16d COMMON NAIL. AGAINST BLOCK AND TOE -NAIL TRUSS WITH 2-16d COMMON NAILS. TRUSS INTO BLOCK WrTH 1-16d COMMON NAI.. BLOCK AGAINST TRUSS AND REPEAT STEPS 1 THROUC':3.3. BE ATTACHED TO TOP PLATE WITH SIMPSON A35F (C;:4 E:QUIV.) SEE MANUFACTURER'S CATALOG FOR DETAILS AND TRUSS CONNECTION TO NTERIOR BEARING WALLS :S ' BRACING�� D.C. OF TRUSS OR END VERTICAL RUN, THROUGH TO BEARI;,, WALL MUST BE AT HEIGHT SPECIFIED ON THE DESIGN DRAWING OR MUST BE SHIMMED TO THE CORRECT HEIGHT. USE 2-16d COMMON NAI S TOE -NAILED INTO THE TOP PLATE THROUGH EACH TRUSS. DIAGONAL 'X' BRACINGIIS REQUIRED AT ENDS OF THE BUILDING (OR WALL) AND AT A MAX. OF 16' INTERVALS ALONG WALL. BRACING IS MIN. 21x3 MATERIAL WITH 2-Rd'NAILS EACH END. BLOCKING SIMILAR TO E1,XTERIOR WALL DETAIL IS RECOMMENDED. IN TRUSS CONNECTION TO NON -BEARING PARTITION MALLS WALL PERPENDICULAR TO TRUSS WALL PARALLEL TO TRUSS 2X4 BLOCKING BOT CHORD n BOT CH , 22X TOi P T •' 4kftl R;� SECT. C TOP PLATE r SE T 1-16d COMMON NAIL OR I !"t n 47 4 " O.C. 1-16d COMMON NAIL OR SIMPSON SIMPSON STC ( OR EQIJIV. [75,5- �14�� Y o i •'. ' TYp . STC ( OR EQUIV.' TRUSS CLIP ILE NO. CD-1 �'�i�j �LRp ATE: 9/10/92 TEF.: DES. BY: L.M. ^ E'r4{�By: + \,*,WMA, ASYSMAS C CENTER RIDGE_ RAFTER I (800)322.4045 TRUSWAL SYSTEMS CORPORATION 4445 NORTHPARK DRIVE, SUITE 200 'COLORADO SPRINGS, COLORADO 80907 (719) 598.5660 FAX (719) 598-B463 DETAI L� FOR CONVENTIONALLY FRAMED VALLEY SETS Notes - TRUSSES @ 24" O.C. GIRDER DESIGNED TO SUPPORT T HE "TIE-IN" TRUSSES � B I I C PLAN VIEW I' A DETAIL A VALLEY RAFTER (TYP ) 2-16d/ . TOE NAILS (TYP 2 X 4 BLOCK W17H ) 4 -,6G PLAN VIEW DETAIL C 2 X 4 PURLInf f \ ^-, 2X4 BLOCK WITH 2 - 16d F� t ct ELEVATION VIEW The maximum Total Top Chord Load c 48 PSF Minimum Top Chord Dead Load = 7 P_e,c The design for 1aleral loads and their =: nneciions is the responsibility of The Building Dersigcer. The deiails provided address gravity and wind up'i_' ;cads only per the UBC. The maximum wind speed is ,15 MPH. 75 h Mean Roof Height (max,), Exp. C. 16d box nails are typ;cai throughout, except as noted (in details ), The Comer Ridge Rafler ( CRR ) is 2 x 5 slud. Attach this to Me 1 x $ with 4_164 Joe nails (2 from each face I. Attach the Opposite and Io it:!. Iruss the same. The Valley Rafters, purlins, and blocking4 material are 2 x 4 stud. The blocking must be spaced 24- Q.C. --�d be adequalaly braced in the lateral direction at 6-a-0 O.C. AM cn Ihia b(ockrng to the Valley Roller wilh 3-15d. Attacts lhis blDcwing to the purlin with 2-16d- The Irumzes below the valleY are spaced 24- O.0 The Puriinc-aro full Ienglh undor ine vall•-Iy sea and musf be Ins:aflad al 24' O.C- They are ;a be _[%ached to 02t1+. 0ve02pping IruSs top cnord wt,h 2.16d nails. If ;hey are not one connnudus length, add a 12' long nailer In the Nice of the Truss lop chard M v,, 416d End one purlin se_lion DE TAIL 6 on the Truss and begun the additional see -Lon on the nailer, VALLEY RAFTER A 1 x8 parimelot runner must be 1112chec through the sheathing and into each IrVcs below vnth 3-8d box nails. Th•s , x a follows the outside pro4pe of the vallery, f I The Valley Ran., are spaced 24- O,C. A,'tach Thorn to the CRR wrh I S 2-16d Ian nails. 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GENERAL Familiarity with Ute CONSTRUCTION DESIGN CUMENTS, the TRUSS DESIGN DRAWINGS, and TRUSS PLACEMENT PLANS (II required the CONSTRUCTION DESIGN DOCUMENTS) is required 10 property arecL brace. and conned trusses to the building system. All of the rare end quality Involved in the dosigr and manutadure of wood trusses can be jeopardized If the trusses ore not property handled, erected and braced. THE CONSEQUENCES OF IMPROPER HANDLING, ERECTING, AND BRACING MAY BE A COLLAPSE OF THE STRUCTURE, WHICH AT BEST IS A SUBSTANTIAL LOSS OFTIME AN MATERIALS, AND AT WORST IS A LOSS OF LIFE. THE MAJORITY OF TRUSS ACCIDENTS DC:us DURING TRUSS INSTALLATION AND NOT AS A RESULT OF IMPROPER OESIGN OR MAN FACTURE. Prior to truss erection, the builder/oreclor shall mCel with the erection crew for a solely and planning meeting, making sure each crew member undoIslands his or her roles and responslbllllies during the erection process. TEMPORARY ERECTION BRACING Tr+raaes ere not mnrked In erry way to Ident"Y the "uoncy, or location at temporary emcifan bracing. All temporary bracing Shall co(rjply with Ilia latest edition of Commanla and f?accvmmorldarYans hoc HanciffiV. Irmlafling 6 614.16-g Metal Prate Cannceled Brood Trusses {NIB), pub- lished by the Truss Plate Institute. andor as speGiliiod in the CONSTRUCTION DESIGN DOCUMENTS preparod by the butdintg dr>,Igner. PERMANENT RUSS BRACING Permananl bracing ton the roof or floor Iruwes the respvrrsibility oI the butlding designer and should be shorn on the CONSTRUCTION DESIGN UMENTS. Polmancnt bracing locations for indiNd- val compresslan rmvmbers of a wood truss ore on the TRUSS DESIGN DRAWINGS, and shall tte installed try ate building or erection comra or. This bracing is needed for the proper Performance of Iroividuat Irimm within Into rW m floor Out, The dosign and oonnoellon or hie bracing 10 the Inass and man to the ovordtl building Syslem is the responslWlity of the bOlding designer, and is in addle lien to die pumrananl braoing plan. Which M alp s-pedlied by the building designer. SPECIAL DESIdN REQUIREMENTS Special desinn roquiramems, such as wind bracing, portal bracing, seismic bruang, diaphragms, shear walls, jr other bad aarmfor olarswnts anb ttreir connections to woad trusses mgsl be considcrtld separately by the building designer, who shell 6atermine size, loun0an, and method all connection lof ail bracing as needed to resist these IlDmes. I UNLOADING & LIFTING AVOID LAT�RAL BENDING NEVER HANALE TRUSSES FLAT Beginning with the unloading process, and throughout all phases of construction, rare must be taken to avoid LATERAL BENDING of trusses; wh" can cause damage to the lumber and metal connector plates at the joints. USE SPECIAL CARE IN WINDY WEATHER. IF USING A CRANE WITHIN 10 FEET OF AN ELECTRIC LINE, CONTACT THE LOCAL POWER COMPANY. IF USING A CRANE WITHIN 5 MILES OF AN AIRPORT, CONTACT THE AIRPORT 30 DAYS PRIOR TO ERECTION TO LEARN ABOUT ANY SAFETY REGUt- AT10NS THAT MUST BE FOLLOWED. JOB SITE HANDLING Spreader bar for wger trusses ALL TRUSSES SHOULD BE PICKED UP AT THE TOP CHDRDS IN A VERTICAL POSITION Proper banding and Smooth ground allow for unloading of INusses without damage. This Shc done as close to the Wilding site 83 possible to minimize handling. DO NOT break banding until lotion begins, gland erection of trusses is allowed. prtvioed excessive taloml beading is preven DO NOT STORE UNBRACED BUNDLES UPRIGHT DO NOT STORE ON UNEVEN GROUNI it tN 5 a- stomd ,afltm.y. [tHT/ 91hr1 oat Mead Ia n Ir tru use-. era ,wad r ornOntrube, NOOL-4-9 snow n mnnncr thAl 00 pro fj Gppirg at report, Cwnmmgy.. m m t Ca Inn fed palnn, a es erq.rvM,'b try prtfkra 01 Ina alndt'J is bona!'%= pd- W km 01-fim ]dared borK" and moiuwr 941tL CARE SHOULD BE EXERCISED WHEN REMOVING BANDING TO AVOID DAMAGING TENS Dudng•" term storage, trusses .•hall be proloded Gam the errvlronrrlent in a rwnnor. that pro for adequxle venlllaftri of the Ifussas. II tarpautins or other material is tried, th0 ends shall be left for ventilation. PlasPc is acid recommended. since it can Irap moi:sttim.'•'- HOISTING G,- ALL TRUSSES THAT ARE ERECTED ONE AT A TIME•, SHALL' BE HEIR SAFELY -IN POSI BY THE ERECTION EQUIPMENT UNTIL SUCH TIME AS Ad NECESSARY BRACING HAS F INSTALLED AND THE ENDS OF THE TRUSSES ARE;SECiFRELY FAMNFD TO THE BUILDII Truss sling is acceptable where these criteria are met. - Aij SPREA4BIARTOE INTOE IN --I up to 60 feet Tagllne Use spreader bar In ALL other cases. It should be noted that the Tens Irom the ends of me spree bar "TOE IN'; if mesa lines should 'TOE OUT' the buss may told in hall. STRONGBACK! STRONGBACK/ SPREADER BAR SPREADER BAR p,%yI J I r [- Appoctr. ?IJ"rVb 34 fth over ri0 feet ° tort Tagline TA For fihing busses with spans in excess of 80 feet, it is rccun nertrhd that a slrongbadcfsWeader bat used as illustraled.The slrongWcWspreader bar should be attached 10 the top rhoW and web;;x-mb at intervals of appmxlmately 10 feel. Further, the sirenobackJspreader bar should be at of above mid-heighl of the truss to provont overtuming. The slratgbaclrgspreader bar can be of any malorurl v sufficient $1rengm to Safely carry the weight Of the trt Sz and sufficient rigidity to adequately resist be ing of the truss. BEGINNING THE ERI II is Important for the btriklor a erection r LmLrlw to provide sub uussos me" op the rest or the first eel are Red to and rely vP Wsses Is adequately cros bmcod, the remaining Wsses Insta ante of the Inrss bra ing system depends to a great extent on A GROUND 9RACE • EKTERIOR Cris shv"'000q rnathod bey pro fllrstraft of Imsfoa on to A serioS IN bwos, "I ern attached lo�><u -take drr �� the gmuMd and senxvy indwrod, IIcNr drwld be suppdrlod m shveae bNrrn rr A h apt to N. we. AddL; nv eypntd braces In lair coflov-�In diec. tiat nyea pet wDolrng, arc also rvtso a endod- Now Locale graxp braces lot first IN. jt Ig a 1' In line w1M ea rvwa at top Chan] link. i Iaterxl bmorlg;oither 'aatparary Pr pnm+anant). 2 x 4 minimum Rrr buss to ba well braced be" erection G roundof additional units. a eeaag tar V.s rouMirtinxrm Two 11 DaKla Headed �2.4n INADEQUATE SIZE OF BRACING MATERIAL OR OF ERECTION DOMINOING- CTION PROCESS Imlal v acing for ba Teel Inn2 o!" The Po of more the fn3l tlYh% tar sWbiSry. Llkm isl, aver ttfd lrsl "for I rely vPan thts rust sal law slabilly.'1'M& the wlgrm. well I" first vow of enrsses is Ixaood. GROUND BRACE - INTERIOR WU ar aatislaaary ,tad whore ho:gnl at belong w Ptntd enxsdiGorb probhm bm" freoh the manor is IQ e the inI Iruss rf;.V y In placo from the interior al Inc tee hval, pm.tded the Moor 6 subslamlaV "`al .d aapablo at vw1MP nag the gmtma brg h tcwtroes. ecurely taslen Me Arse Wss to the mkwm el the bvw' q, Brow v1a 8radng alrrtaar to e+aorf W green brad V lam al fen. Sol Irussn from the hikkilu I —Id The end f PIa W W1ing, Prvpartp cross -brace Ine Fang sal of Irvin s balom mmavinq ffooe braces and 5-11" Mmaia:ng 2nd, 3rd 6 4111 Irussas Rrsl Truss �7wnpdn. ry support wan or lemponry scnlldding ;natps when irr�l�IllrHJ > anew span trusses size • � This 1 rapaaants ground Door on sirrrdla ' Yrnry appl:adprc FASTENING IS A MAJOR CAUSE T ERECTION TOLERANCE I ­w of Length 16'to 3Z = 1" 1 nhe ce 2- tengal a war .1' Length 3z a oven 2' Pfamb Bob Lp'+An CanplyGg wWI upcla]ri 1ot.nlrleaa h ClIbtl to UCfakaav an ll "IANO teal or Ibor rlel, Amo TD ACCOMPLISHING EFFEC'ME SnAGte+ Sob"I Innens -W9 I— Cl. arra 6-nip Pre"nM P+e new Tar am ha.araove pnref lee IN rospndng a aqW zv vw,,ws whnn roar sttrieastrq de res*l pair w am moaned. 1--os herring v wmng wn cause n as tpmlu DID rep rixonCh Nteir drbnPerrg le nwRed, hail utinra cA.U,,tha Waste%Pit the bracing, rtecH ID. a Ilaga 11 Cause of a d.9 WME1t SHEATHIniG, IrAKk 511AE NAILS ARE bRIYEN IKM _NC TOP CNOAD OF THE trptaSSES. n.rl BRACING IF DO NOT. INSTIlLL TRUSSES DO NOT -WALK ON DO NOT WALK ON TRUSSES ON. TE.I,APORARILY 114BRACF.[TTRUSSES OR GABLE ENDS LYING FLAT CONNECTED: SUPPORTS An arxywrs, rangers, oabpn MG, Dal am. pert of hie sal 4taeuratoly and PrspOrlp attached boldru hues meta _ _ artell ear be totalled m &6 --dit 01 cp porary moons to'01e a NAILING SC.!SLS TO Ink E :r,C7i .11t� By�-rHE FlZTF USS '" mwig of brld adng aha NAILS'IN WITHDRAWAL • dOwn perpe v*uiw to -the I (PARALLEL MFORCE)..Itlgm: - BRACING REQUIREMENTS Toergvm, mmik n b rXbV rr W ire aPPW la three prams ;anealrirgl. Pram 2) DoRam Chord (ceiling Plane). and Pla messes. f I TOP CHORD PLANE- Mool knponaai loon wider w arecllon co waddor b arvdng tithe plane of at. top creed. Tnnstap clNrm era ausatpGato to IahrRf l.sdlFng b.tore IHaY nee braced w ohaaMnd. Tap I Conlin—. We w bracing �G Etmom 4/Qra Wrwnnrrn 2x4xld Inleral brodrrg 4T war two masses a It end ok.9-1 Maelrt� tap"I.d Nary TD' al AS' aagte 1e Iry see. ' direction Seek, b-&V lodgers, of nailing NN A'avp mn.Kwre 016111 be brace wis ..�d° pnrmnneNry .. e wr-bog:no.-Nc lrvaan _ n 4x Goa inol nmm Wrlt- eriing stn CWM. - - da,*Y' OF THE WILDING TO of tree NOT RECOMMENDED. done so Mal nags are WELL NAILED pion of torte,. its Ntonn (PERPENDICULAR TO FORCE) FOR 3 PLANES OF ROOF 1) t rail ayalom.lo anew 1IPa PTA To � wee htanlbae PIS'• Plane 2I gOTTiy31 CHOnD PLANE. PR ardor to hold PnPar ePadN on the bodem dnrd. IMT"Mry bracnq u m- aennaarldeel on the lop at the botlam rnard. CcminR 3. Web membaa lateral "cev web CaMetuo,re er4dry �S, t fare bndV Lapped Hotldn Crtam -at TWO IMses al S ID. IT • each end. 2tr' 5' Caaalaa ere T • Noi to scale. at bradrxl fo . V_Vpan at dGagond hr.drtg RI sPPr?n laernt°IHends).. ;rtt:rrau 1rm• • Long sans. heavy toads Dl am. AIN"bct�econfiguowm end ExACT SPACING BETWEEN TRUSSES SHOUM BE d"oaergi m 6OhalLs eeraroe 04490641fs n "WA Inleral Ine tm" MAlhrl'AP'16D AS BRACING 1S INSTALLED Iv a'va4 01v osyppr� t HIB, OSg (Aa0dduDw ww 0J 3`IM ` ad wwd h.... dova peevcl nt Car a," blw" b cajun spit[- pit hvnydary Bntdn9 at Melal•lelare Gannaraea 1I17Da tg. Tres ed 0l'A403"M s omw an 0.l trvaseS to Ttusse� w WTCA'% TRISS TedMv;agy Ivr rmlo.rs tam akin aw Corr+rod at the t;'Crg tlma. Tnmporvey latac*t9 ". eat Afl^"AI na e1Pn_qfi.RR rING IS VERY IMPORTANT! 1) WES ME MSEA PLANE.'}-OPACtNG. AS SHOWN, IS CRITICAL IN AHEVEIMNG TRUSSES FROM LEANING OR OOMINOING. REPEAT AS SIiK W TO CREATE A SUCCeS510r1 OF RIGIO UNITS Connn�uls x�ra" "g 1ntcN Madrg web members i+-15'-�� re.,, melt.m X­aeadng ehatAd be Ingamed m wnDmI nab n ntbam wheeawr possiaIe, at w near lateral braer.g. Pgnaod sneaMng may be whstimed for 71-0morly. Web members - Scaea the � ON hracing Bortom dwrds Note: Tap dtards end some web maneb.rs env ncl 571ewM in uder to make drawitgs more re.aoNa. DO NOT USE SHORT BLOCKSTO BRACE. INDIVIDUAL TRUSSES WITHOUT A SPECIFIC BRACING PLAN DETAILING THEIR USE N BRACING REQUIREMENTS USING THE SAME PRINCIPLES APPLY TO PARALLEL CHORD TRUSSES- ._ STACKING MATERIALS DO NOT PROCEED WITH BUILDING COMPLETION UNTIL ALL BRACING IS SECURELY AND PROPERLY IN PLACE NEVER STACK MATERIALS ON UNl9RACED OR INADEQUATELY 9RACEDTRUSSES NEVER STACK MATERIALS NEAR A PEAK NEVER STACK MATERIALS ON THE CANTILEVER OF ATRUSS " � sinr�Io NEVER OVERLOAD SMALL GROUPS OR SINGLE TRUSSES. POSITION LOAD OVER AS MANY TRUSSES AS POSSIBLE NEVER CUT ANY STRUCTURAL MEMBER OF ATRUSS. Platform must be tkadly t1 x- Proper distdWlivn Of Cortabucllwt malorials Is a mtrat during mnstnxaion. Aoo.Plahr4 .namt out, ran Atways ,W k mal.dats awn I— w raw. vtalea. Nd io exceed 4'0' rlaxtR.e I ore bearing . 4'0' - 4SI• . Roo" and mox.arlKal Pontracl n are peMlahad m sleds melenala any abng vAsAa eupportilg ehad'be- or dh dy pv kaki say palkrg 01W70M. Tn % am Clow dosgned for dynnmk tads (Le- Ine vrl .r.nldasy F-ueme cote shod ba "ken when 101541V and MAdWB aoneln..11an mat.nats;relad nsalk g, real wka) -*alp- Ma", e1&) as ate roof a ll a eyslem aveaerr_ rlllgl1 Pam Point ge,pb.e Ic. D.,&wfa hqu pmanl,hert'a tr<Icen led of P•h•l Points (faints) w own ma n supPortl r� race Ibers and only an erases In I haw t»an tlssi7wd hr a4x� bads. CAUTION NOTES Emr. n Loading tires -niter« a�mvnsxns, er moron M natal erred be earraaed by th. contractor or responsible ron- suucrloel bRde 4cm+lm•.•nr ar bgptler t3EF0:7E erncdrxr of lnnses b jrd. Coning of nonstnKtuml overhangs is consldemd a part or normal erection end shell be done by the buitdar or erection Con Tractor. Arty rv;d modifierlian that lu Cowes the amin9. dnifing, w r.to bah of any Alrudurat ausa mamenr d oornedar pinlc snm nel be done wfl -d bM NPPtovel of the vul'a n`6 ybcl e. w e iF bad 6"090 Pmlo%S.avl. inn rrinheas and P. vanes -Gha4 r. eafff~ k «ewe wI ft -A owu t.errw.•� a I "eA PAa.ew. wd W yes SAFELY InPLK in a coltphad alntlury,. Their r.rarnreu,y *^ to bed'9 nonce ae luci ft IWIW.W Penorn.t a Tla weed •uns tr,du.ky,"A aaaL eu. a er r,•aaa d r.epora+briwa k_Cb&. jt P'v-"x=1 arty as a GUIDE ID. _ by a gaRM" L: XNV d..i7w, b,'wer, a aeeedrn oamma ar. tt11. ne -rood i cooler d Amerh+ e.y.saly asdaant Mf r.eau.trvpV sew �^ seaev non ne e.., •r%N6^ on 11e.,c m 1le nedrarlrrld.vava and i npran• hen wnaeara M'fet". r, edp Iatrt end lglaes ntoranud vrrvpaoxed Darn HIS and DSBby pen "Col01 MT} Peale Ihstianta. Madison, Wl, WOOD TRUSS COUNCIL OF AMERICA ri One WTCA Center 63Enterprise Lane Madison, ison, WI 53719 606/2744849 • 608/274-3329 lax wtca®woodlruss.com a www.w00dtrusS.com copyrlya o Isac-2aot wane Taw co,.+a d Am.nm , I�Varr�i�� GENERAL Familiarity wilh the CONSTRUCTION DESIGN DOCUMENTS, the TRUSS DESIGN DRAWINGS, and TRUSS PLACEMENT PLANS (ti required by the CONSTRUCTION DESIGN DOCUMENTS) is required to properly arec, brace, and+x7nrted d,tl trusses to the bulling system. All of he care and quality invoNed Fri the design and manufacture of wood trusses can be jeopardised it the trusses are net property handled, erected, and bra ced.THE CON SEOUENCES OF IMPROPER HANDLING, ERECTING, ANO aRACING MAY BE A COLLAPSE 0FTHE STRUCTURE, WHICH AT BEST IS A SUBS7ANTIAL LO55 OF'nME AND MATE R$ALS, AND AT WORST IS A LOSS OF LIFE. THE MAJORITY OF TRUSS ACCIDENTS OCCUR DURING TRUSS INSTALIATION AND NOT AS A RESULT OF IMPROPER DESIGN OR MANUFACTURE. Prior to lass erection, the buildederector shall meet with the erection crew for a safety and planning meeting, making sure each crew member understands his or her roles and responsibilities during the erection process. TEMPORARY ERECTION BRACING Trusses arc not marked in any way to identify the frequency, or locat}on of temporary erection bracing, All temporary bracing shalt t empty with She latest edition of Corrrmenrory and Aeccmm ncrabons lbr I-laridfag, lnsfAeV d &adrg bferar Plate Conneded Wood Trusses (HIS), pub- lished by the Truss Plate Institute, ardor as specified in the CONSTRUCTION DESIGN DOCUMENTS prepared by the building designer. PERMANENT TRUSS BRACING Permanent bracing for the roof or floor trusses Is the responsbbiky of the building designer and should be Shown on the CONSTRUCTION DESIGN DOCUMENTS. Permanohl bracing locations for indivld- val compression mombors of a wood Tuss are shown on the TRUSS DESIGN DRAWINGS, and shall be insmhrrd by the bending or erection contractor. This bracing is needed for the proper performance of Irrdw4uel InkSS,ad within the roof or floor system. The on sign mod connection of the bracing 10 the truss and then to the owmll building system Is the responsibility of the building designer, and is in addi- tion to the pormanani bracing plan. which is also spedfied by the building designer. V�� SPECIAL DESIGN REQUIREMENTS Special design requirements, such as wind bracing, portal bracing, seismic bracing, diaphragms, shoar walls, or other bad Iransfar olomenls and their cormectidns to wood trusses must be considered separately by the building designer, who shall determine size, location, and method of connections for 'all bracing as needed to resist these forces. UNLOADING & LIFTING - AVOID LATERAL BENDING . NEVER HANDLE TRUSSES FLAT Beginning wilt the unloading process, and Ihro"INuE all phases of construction, care must be taken To avold LATERAL BENDING of trusses, which can cause damage 10 the lumber and metal connector plates at IN jeinls. USE SPECIAL CARE IN WINDY WEATHER. IF USING A CRANE WITHIN 10 FEET OF AN ELECTRIC LINE, CONTACT THE LOCAL POWER COMPANY. IF USING A CRANE WITHIN 5 MILES OF AN AIRPORT, CONTACT THE AIRPORT 30 DAYS PRIOR TO ERECTION TO LEARN ABOUT ANY SAFETY REGULATIONS THAT MUST BE FOLLOWED. JOB SITE HANDLING Spreader bar _' - ALL TRUSSES SHOULD BE PICKED UP AT THE TOP CHORDS IN A VERTICAL POSf1TON Proper banding and smooth ground allow for unloading of trusses withart damage. This she done as close to the building site as possible to minimize handling. DO NOT break banding until lation begins. Hand erection of trusses is allowed, provided excessive lateral bending is prevent DO NOT STORE UNBRACED BUNDLES UPRIGHT DO NOT STORE ON UNEVEN GROUNE T. ]YI II trusses are stored w 6=11y, they stall be braced In a II lasses sm atoned hortwma4. blocking sh-k b man ner Net will Pre l lipping or toppling. Gonera0y, on eight to ten root c.m.rs. or as required. to mk artitrg or the bantling Is done just Prior to instatlnaon. latent bertdkV and rnotstum gain CARE SHOULD BE EXERCISED WHEN REMOVING BANDING TO AVOID DAMAGING TRUS: During•iong term storage, Uusscs shalt be protociod from the emnroonvKd inn manner that pro for adequalo ventilation of the IM.w Ss. II tarpaulim or other materiel Is u3ed, tho Ends shnll be left for ventilalk m Pjaslk: is not recommended, since if Con Imp moi9hrre.""' HOISTING ALL TRUSSES THAT ARE ERECTED ONE AT' A TWE,S"Ll- BE HELD SAFELY IN POSE BY THE ERECTION EQUIPMENT UNTIL SUCH TIME AS -ALL NECESSARY BRACING HAS E INSTALLED AND THE ENDS OFTHETRUSSF.S ARE,SEGURELY FASTENEOTO THE BUILDII Truss sifng is acceptable'where these criteria are met. SPREADER BAR SPREADER SAR TOE IN TO[ TOE IN TOE IN L� �I I - gross tla,gih� l il- tnrss up to 60 feet up to 60 lestTaglme Use spreader bar In ALL other cases. It should be noted that the lines Irom the ends of the spre: bar "TOE IN"; if these lines should `TOE OUT" the truss may told in hall. STRONGBAGK/ SPREADER BAR 1 VApprox. 2/3 1. 314 etas lerr eet Tagllee� over 60 feet STRONGBACK/ SPREADER BAR 4�5� APPre; 2!J to �—_-� butt lertpdi --'1 over 60 feet T. For lihing trusses with spans in excess of 60 le -et, ft is recommended Mat a strlxtgback/spreader bai used as illustrated. The strongback/spreader bar should be attached to the top chord and web memo at intervals of approximately 10 feel. Further, the strongback/spreader bar shouid be at or above mid -height of the truss to prevent overturning. 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X 0690.0 x 0009.0 X 0690.0 X 0690'0 x 0690'o X 0690'0 X 06900 x oszo"o jo;oeJ-n (Ol-lo) eouaja)ti0 ainlejadwal peol 6uil000 -1 -woe jagloue of eoeyns joualm ue g6nagl uoponpuoo alouap (,) Nsualse ue ql!m umogs swell x — x x x o°ob x 0`9LE x o' 1Z X 0'6L 1 x S'LE1 x 0'09 X 0,00 x O'09S x O'b98' 1 Bead Z-(-9 1'9xZ" 1Z'M) lleM t.z-8 (91 9XZ-1Z'M)1IEAA 1Z-'1 Jooa Pooh plloS Z (91'9Xz"1ZV IIeM 1z-a '(91'9xZ'1Z'M) IIeM 1Z-b, (9v&z.1Z'M) IIeM 4Z-ai — Z (91-9XZ-1Z,M) IIeM 1Z-fit (91-9XZ'1Z'M) IIeM LZ-26 (91'trtxz'8e'8) J008 BE -a saoepns anbedp Joy£ :eBuea Allea joopin0I J0 8L :ajn;eaadwal gln8 Aaa aoopul J08L ain;eaadwal g1n8 qaM joop;n0. is y98`6 :eajy JoolJ AO 6 :aan;ejadwal gjnq Aia aoop;np easy 6ulnll :aweN woob suol;lpuoo a lsa❑ not}eu+jaju1 u100}� 991L18 t16Z 101 ejea aRll laa(QJd Jluvwwns avoi ON11003 WOOM IVIINMIS321 I RESIDENTIAL ROOM COOLING LOAD SUMMARY Project Title Lot 294 Date Roam Information 817106 Design Conditions Room Name: Living Area Outdoor Dry Bulb Temperature: Floor Area: 112oF 1,864 sf Outdoor Web Bulb Temperature: 780F Indoor Dry Bulb Temperature: 78 of Outdoor Daily Range: 340F Q►)aque Surfaces Orientation Area U-Factor CLTD 1 x x = x x = x x = x x = x x = x x = x x = x x = x x = x x - - -- - - -— --- x x = - -- -x x = Items shown with an asterisk (') denote conduction through an interior surface to another room Page Total _ 1- Cooling Load Temperature Difference (CLTD) 0 - - - Fenestration Orientation Shaded Unshaded Csmnl Window Area GLF Area GLF Btu/hr {iVj m- Csnt Window 0-0 x 17.8: + 8.6 X ',17A = -- `{N) French poor N ! 0.0 x 17.8i + 8.0' x' 17.81 = 0-0 x 16.8 + 20.0 X 16.8� _ - x + -- x = x + X - x + x _ - -'X. x +'- _ - x + - x x +'- --'x --------- -- --' - --- x +' -- X -. - - Internal Gain Page Total - 621 Occupants p 4 x Occupants x - - 230 Btuh/occ. = Btu/hr Equipment - - — _1 x Dwelling Units x - _ 1,000 Watts/sqft = 920 1,600 Infiltration: 1,0841 X _ _ 1-39 X 131,52. X - 34 - Air sensible CFM EEr4 -,\T - f) 627 TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 25.31; Latent Gain Occupants_ - -- -- 4; X Occupants X _2001 Btuh/occ. Btu/hr _ Infiltration: 4,- - X 1.3.91 X 131.52: X 0.00263 - Air Latent CFM ELA Ayy 2,300 TOTAL HOURLY LATENT HEAT GAIN FOR ROOM -EnergyPro 4.1 by EnergySoft User Number: 1086 - - - -- _ Job Number: _ _ _ Page:31 of 32 I RESIDENTIAL ROOM COOLING LOAD SUMMARY 1 Project Title Lot 294 Room Name: Floor Area: Indoor Dry Bulb Temperature: Opaque Surfaces R-38Roof.(R,38.2x14.1 ) R-21 Wall (W.21.2x6.16) R-21 Wall (W.21.2x6.16)-2 R-21 Wall (W.21.2x6.16) .R-21 Wall (W.21.2x6.16)_2 R-21 Wall (W.21.2x6.16) R-21 Wall (W-21,2xe.16) *R-38 Floor (F.38.2x12.16) Upstairs Guest Suite Outdoor Dry Bulb Temperature: 432 sf Outdoor Web Bulb Temperature: 78 of Outdoor Daily Range: Orientation (N) -- (E) (E) {S) (N) Area 432.0 X 113.0 X 36.0 X 137.0 X 63-0 X 15B.0 X 19a.o X 432.0 X { X X Items shown with an asterisk (*) denote conduction through an interior surface to another room. 1. Cooling Load Temperature Difference (CLTD) Fenestration Orientation ;French Door_ (E) Csmnt Window -_ _ - (S) Csmnt Window - -_- (S) .Fixed Window Csmnl Window -- - -- (W)---- -- CsmnR Window (W) -_ Csmnt Window (N) French Door i _ (N)_ Internal Gain U-Factor 0.0250 X 0.0690 X 0.0690 X 0.0690 X 0-0690 X O.Ofi90 X i 0.0690 X . 0.2380 X X; Xi Xi x Date } 8/7/0F 14 CLTD 1 56.0 - 33-0 = 310 - 26.0 = 26.01 = 33.01 = 23.9] = 0.0, a I Page Total Shaded Unshaded Area GLF Area GLF 0.0j X,_ 16.81 + 40.0] X 32.3 = 0.01, X 17.8! + 12-51 X __ 17.8 = , 0.01 X'I -- 17ff + __ 12-51 X ! -- 17A = 0.0; X:' 20.3; + 6.01 X 42.3 = 0.0,X, 17.8'+ _10X 0.01XI 17.8 + _12.5 X 35.0 = -0.0� X' 17.8' + 6.01 X;, _ 17.8 = 0.01 X'- 16A + _ _21.01 X 16..8 = - X, + X' _ X; -- + X. _ ! X + + -- i X = Page Total 1I F 78OF 340F Btu/hr 605 257 F2 2.9 6 t13 360 314 ti Btu/hr 1,291 223 223 254 437 437 107 354- 3,326' Btu/hr Occupants 41 X Occupants X 230' Btuh/occ. = 920 Equipment.- _ _ 1 X Dwelling Units X { 1,6001 Watts/sqft = 1,600 Infiltration: , _ 1.0641 X _ 1391 X 3Q,48' X 34 = 1,5361 Air Sensible CFM ELA TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 9.358 Latent Gain Btu/hr Olcupants - 41 X Occupants X 200_I Btuh/occ. = 800 Infiltration: 4,771 X 1.3911 X 'I 3(1 l8 X 0.00263 = 533- Air Latent ELA pW TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 1.333 EnergyPro 4.1 by Energysoft User Number: 1086 Job Number: Page:32 of 32