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B0656
/o�o LPs N ® 10300 Torre Avenue Cupertino, CA 95014 (408) 777-3308 Cupertino FAX (408) 777-3333 Immunity VvvvtOPM-94)eparhnmt— May 31, 2000 Mr. Behzad (Steve) Askarinam 883 Bette Avenue Cupertino, California 95014 Dear Mr. Askarinam: I am writing to follow-up on a telephone conversation we had several weeks ago. It was regarding the need for you to plant the privacy protection trees for the new residence at 10645 Felton Way. The trees to be planted are shown on your approved building permit, and you did not plant them prior to receiving your occupancy permit. You indicated in the telephone conversation that you would be planting them shortly, and I understand that they are not yet planted and that you are in the process of selling the property. You will need to either plant the trees prior to sale of the property or disclose that there is an existing zoning violation on the property, since the tree planting is required in Cupertino's R-1 ordinance. The disclosure needs to be included on the real estate transfer disclosure statement, in accordance with California Civil Code section 1102 et seq. Please inform me when you have done either of these above actions. You may contact me at 777-3236. Thank you for your anticipated cooperation. Yours truly, CrC � Ciddy Worflell City Planner Pnnted on Recycled Paper r� u NIA14VIN 1). KIRKEBI' 2397 FOREST AVENUE SAN .IOSE, CA 95128 (408)984-0331 October 12, 1999 .lob No. 99059 Building Department 10300 Torre Avenue Cupertino, CA 95014 Re: 10645 Felton Way Gentlemen; Per Section 7014 of the Uniform Building Code, we have inspected the rough grading for the subject lot and hereby state that it is in substantial conformity with the approved grading plan. Finished building pad was measured to be with 0.2 feet, plus or minus, of the approved design grades. If further information is required please contact the undersigned. i truly,, I- 0" Marvin D. Kirkebv Registered Civil Engineer Exp. WAYNE ING & ASSOCIATES, INC. GEOIECHNICAL ENGINEERS Project No. 1563 4 October 1999 Mr. Steven Askari 1601 S. De Anza Boulevard, 0 10 1 Cupertino, CA 95014 Subject: REPORT OF TESTING DURING BUILDING PAD GRADING OPERATION Proposed Single Family Residence 10645 Felton Way Cupertino, California Reference: Supplemental Recommendations By Wayne Ting & Associates, Inc. Dated 5 May 1999 Dear Mr. Askari At your request, Wayne Ting & Associates, Inc. (WTAI) has providea!esting service during building; pad grading operations. These operations have been performed in accordance with the recommendations presented in Reference I. The tested areas are now ready to receive foundation improvements. Grading activities on the building pad commenced with clearing and stripping of areas to oe graded The exposed native soil was then scarified to the required depth and rccompacted to a mininiu n relative compactionof9o%. Relative compaction is based on the maximum dry densityas determined by ASTM D 1557-91 Laboratory Test Procedure. All laboratory and field test results are summarized on the enclosed TABLET I and 11. Should you have any questions relating to the contents of this letter, please contact our office at your convenience Very truly yours, WAVNE TING &c ASSOCIATES, INC. Wayne L Ting, C.E. Principal Engineer Copies: 2 to Mr. Steven Askari 44360 5 Gnmmer Blvd. • Fremont. CA 94538 • Tel (510) 623-7768 • Fax: (510) 623-7861 . E-mail. „,;Ing96272*ool,com C1 J Project No 1563 4 October 1999 TABLE I Summary of Laboratory Test Results Soil Type Descriptions Max. Dry Density Optimum Moisture (1) Brown sandy silt with clay 121.7 p.c.f. 10.9% TABLE 11 Summary of Field Density Test Results 'Pest Date of Max Dry Test Dry Moisture Relative Curve No Test Test Location Elv. Densitv Densitv Content Comp. No. Notes (feet) (pcf) (pcf) (%) (%) 1 9/16/99 E. pad F.G. 121.7 113.1 12.5 93 1 2 9/16/99 W. pad F.G. 121.7 111.9 12.8 92 1 2 IVAYNE TING & ASSOC'IATE.S, INC: & - r IS Appendix B Release of Privacy Protection Nleasures Single Family Residential Ordinance Ordinance 19.23 (Single Family) requires that after September 21, 1993, all new two story additions or homes be required to complete privacy protection measures. A modification or deletion to this requirement may be granted by stair if the adjacent affected property owners sign a release agreeing to modify or delete the requirement. Date y / 9 9 Property Location Address: /66 2 9 FEL7o IIl cu st 7 I agree to waive or modify the privacy protection measures required of the Single Family Residential Ordinance as follows: IZC Nine b LANDSCAPE, Pc.tti4-1+11b 2� 4-0"DO J ALldA1MEA,7 Property0wner: SuP.N2sNi1,J i9YL. Addl:ess: Phone: Ll Signature: \ �� o �._ • • CARL MILEFF CARL MILEFF & ASSOCIATES, INC NUVE Building Code Services 4000 MOORPARK AVE, SUITE 102 h ASSOCIATNS,INC SAN JOSE, CA. 95117 PH 408 248-0566 FAX 248-0568 DATE TRANSMITTAL 9-8-99 TO: Joe Antonucci, Building Official City of Cupertino 10300 Torre Avenue Cupertino, CA. 95014 REGARDING CMA PC#: 17382,CUP CITY CONTROL#: 9400 PROJECT: New home 10645 Felton Way OWNER: Steven and Louise Askari DOCUMENTS TRANSMITTED: 1. 2 sets plans 2. 2 sets structural calculations 3. 2 sets energy forms/calculations 4 2 geotechnical supplemental reports 5 1 reference plan set with prior grading plans VIA: HAND CARRY Message: The plans and documents for the work are reviewed and found in compliance to the Uniform Codes and applicable State Building Codes, with any clearance conditions indicated below. CMA recommends approval by the Building Division. CLEARANCE CONDITIONS: Obtain final review and clearances from all other agencies as required. 2. Plans need to be stamped and "wet" signed by the Architect. 3. Prior to the permit being issued, the Geotechnical Engineer is to review the Architect's plans for conformance to the Geotechnical report design criteria and issue a letter to the City indicating the plans are in compliance with design criteria. James D. Fruit, AIA Branch Manager r1W1 1_-99 WED 19.29 IGuJ& FiS:; OCIOTES ' 5102-7061 P.O1 WAYNE ING & ASSOCIATES, INC. GLLIILCUNICAI FNGINrFf:S Project No. 1563 7 May 1999 Mr. Steven Askari 1601 S. De Anza Boulevard, H 101 Cupertino, CA 95014 Subject: SUPPLEMENTAL RECOMMENDATION Proposed Single Family Residence 10645 Felton Way Cupertino, California MAY 17 1999 ,�: IJG.IIVbk' _(, (I(111 JcNgH'{P+1Etfr Il'( 0� %UFERTiPI�' Reference: Geotechnical Investigation 10610 Felton Way and 10626 Felton Way, Cupertino, California. By Wayne Ting & Associates, Inc. Dated 29 December 1999 Dear Mr. Askari: Atyour request, WAYNE TING & ASSOCIATES, INC. (WTAI) has performed a reconnaissance of the subject site and reviewed the referenced report to obtain geotechnical data for the proposed wood -framed residential structure at the subject property. The geotechnical investigation (reference 1) site is located about 70 feet northeast subject site. It is noted that no additional field or laboratory testings were performed during this reconnaissance. SITE LOCATION AND PLANNED DEVELOPMENT The subject site is located at 10645 Felton Way, California, and is bounded to the east by Felton way and to south by Kirwin Lane. The surrounding lots, located north and west of the site are developed with single family residences. The relatively level rectangular shaped site measures approximately 58 feet wide along the Felton Way by 105 feet deep. The site is covered by seasonal grass. An existing building is located at the lot. The existing building will be removed. The subject site is presentlyplanned to build a two-story single-family structure utilizing wood frame construction with raised -flood floors. Light to moderate building loads are typically associated with this type of construction. SUBSURFACE SOIL CONDITIONS The following soil descriptions were derived from our site reconnaissance and the information obtained from the referenced report. ..-------_---•---___-..----._HAYNliT/NO&ARSOC/ATF_S,L�'C 44360 S. Grimmer Blvd. • Fremont. CA 94538 • Tel (510) 623 7768 • Fox: (510) 623.7861.E-moil: wting96272®ool com WAYNE ING & ASSOCIATES, INC. GEOTECHNICAL ENGINEE0To.jcct \n, 1563, Mr. Steven Askari 1601 S. De Anza Boulevard, 4 10 1 Cupertino, CA 95014 Subject: EOUNDA'rION PLAN REVIEM Proposed Single Family Residence 10645 Felton Way JUN 0 2 Cupertino. California 1999 Itets: 1) Supplemental Iteconun.ndation 13%, Wayne Ting and Associates, Inc. C-ITY OF CUPEPTiNC Dated 18 November 1998 2) Foundation Plan By Donald Jamcs Sheets 4, Dated 5/25/99 V f Dear Mr. Askari: At your request, Wayne Ming and Associates, Inc. (W f.\I) ha:, tcticwcd the above reletcnccd materials pertaining to the subject project. Based on our review, it is our opinion that the plan (Reference 2), as submitted. will conlornt to the geotec•hnical recommendations presented in Reference I except the following notes: I ). According reference I, the garage concrete slob should he reinforced using, at least No. 4 bars at 18-inch on centers to reduce cracking. The detail I' and Notes provided in reference 2 arc not consistent In addition, mesh reinforcement shown on detail G should also be revised to the same as above. 2). Footing depth both for one-story and two-.lory Structures proyidcd in the dc!utl:: should he revised le a mininnttn depth of 18 inches os <hown on the Nolen o' reference 2. Should you have any questions relating to the contents ul'this letterer should additional inlinmatiolt he required. please contact our office at your convenience. Very truly yours, WAVNG't'ING & ASSOCIATES, INC. Principal I,ngincer Copies: 2 to Mr. Askari 44360 S. Grimmer Blvd. • Fremont, CA 94538 . Tel. (510) 623-7768 • Fax: (510) 623-7861 . E-mail: wling96272®aol.com �.... .,, r i:iiNu; biu•a1J iw,i - oi, v� ac,nulr.nu, ,ram PIF,'l-1�2-99 IJED I9:31 0117 .r OSSOCIOTES P.02 Project No. 1563 7 May 1999 According to Boring I (see attached) of the referenced report, the subject site may consist of (inn to stiff, moist, brown sandy silt with gravel inclusions to the maximum depth explored of 12.0 feet. No free groundwater was encountered in the exploratory boring at the time of the field study. SEISMIC CONSIDERATIONS Based on our site study, it is our opinion that the primary geologic hazards affecting the site are seismically induced ground shaking. The San Francisco Bay Area is recognized by geologists and seismologists as one of the most active seismic regions in the United Slates. The significant earthquakes which occur in the Bay Area are generally associated with crustal movements along well defined active fault zones. These fault zones include the San Andreas Fault located approximately 5.0 miles southwest of the site and the Mowa V ista Fault located 1.3 miles southwest. The subject site is not located in an earthquake fault zone as defined by the Earthquake Fault Zone Act. Therefore, the hazard of surface fault trace rupture is considered to be negligible. In addition, we anticipate the proposed developments will he subjected to moderate to severe ground shaking during the lifetime of the structures. Damage resulting from earthquakes is not necessarily related directly to the disuotce from the Iault. More important than distance, are the foundation materials upon which structures are to be built. If structures are not located across the trace of the fault, are located on structurally competent materials and arc designed with slate-of-tbe-art seismic considerations, the probability of continued usefulness after an earthquake is relatively good. DISCUSSIONS. CONCI.USIONS AND RECOMMENDATIONS General Considerations 1. Based on our review, WTAI concludes (fiat the subject site is gcotechuically suitable for the proposed single family residential developments. 'I'he proposed building can be constructed, provided (he recommendations presented in this report are incorporated into the project plans and specifications. 2. It is recommended that the gcotechnical engineer be given the opportunity to review the grading and foundationplans and specifications so that conuucnts can be made regarding (lie ilife[ pielation and implementation of our gcotechnical recommendations in the design and specifications. 3. It is further recommended that WTAI be retained for testing and observation daring grading and foundation construction phases to help determine that the design requirements are ful I i fled. Our firm should be notified at least 24 hours prior to grading and/or foundation operations on the properly. 4. Any work related to the grading and/or foundation operations performed without the direct observation of WTAI will invalid the recommendations of this report. Wit YNI: 7'INC & ASS'OCZt'I'1::4, 1A'C I1ra 1'-12 WED 1:+:33 *IG 0S•o CiC Iq TES 1510 a:B1 P.03 �237- Project No. 1563 7 May 1999 SITE PREPARATION AND GRADING 5. Prior to grading, the proposed structure area should be cleared of all obstructions and stripped of all organic topsoil. It is estimated that stripping depths of 4 to 6 inches may be necessary. 6. After completion of the stripping, the top 8 inches of exposed native ground should be scarified. After scarifying, it should be watered or aerated as necessary to bring the soils to a moisture content of 2 percent above the optimum moisture amount. The subgradc should that be unil'ornily rccompactcd to a minimutn degree of relative compaction of90 percent of the maximum dry density as determined by ASTM D 1557-91 Laboratory Test Procedure. FOUNDATION 7. The proposed single family building can be satisfactorily supported on a spread footing foundation system provided that the site is prepared as previously recommended. 8. The footings should be designed for allowable bearing pressures of 1,800 p.s.f. due to dead loads, 2,300 p.s.f. due to dead loads plus design live loads, and 2,700 p.s.f due to all loads which include wind or seismic forces. The bottom of the footings should be founded at (cast 18 inches below the lowest adjacent pad grade (trench depth). Footings should be reinforced using a minimum of one No. 4 bar al the top and one No. 4 bar at the bottom. Additional reinforcement will be determined by the Structural L•'ngincer. 9. The available resistance to lateral loads when utilizing spread fooling is limited to sliding resistance along the base of the footing. Sliding resistance between the base of die footing and the underlying soil may be taken as a friction value of 0.30, CONCRETE SLAB -ON -GRADE 10. To reduce the potential cracking of the concrete slab, the following recommendations arc made: a. Slab -on -grade should be underlain by at least four inches of granular material such as 3/4 inch clean crushed rock act as a cushion and capillary brcuk between the subsoil and the slab. The concrete slah should not be doweled into the perimeter foundation and should be reinforced using at least No. 4 bars at 18-inch on -centers to reduce cracking. C. Slab at garage door openings should he constructed with a thickened edge extending a minimum of 8 inches into the native ground or compacted lilt. R A METING h ASSOC IA 1 ^` ~• Jtl.*,-1'2-99 'WED 19:35 e1G & Wa SOC,I r, TIES ,J 5 1 klW 7.7 Ur.l F. C,4 Project No. 1563 7 May 1999 GENFRALCONSTRUCPION RIEOUIRENILNTS IL . All grading must be adjusted to provide positive drainage away from the structure to prevent ponding of water in or near the building. 12. Roof drainage should be collected by a system of gutters and downspouts and discharged by adequate piping to carry storm water away from the structures. 13. Flower beds and planting areas should not be constructed along building perimeters. If tlrcy are constructed, it is recommended that drought resistant foliage be installed. LIMITATIONS AND UNIFORMITY OF CONDITIONS 14. Our professional services, findings, and recommendations were prepared in accordance with generally accepted engineering principles and practices. No other warranty, expressed or implied, is made. 15. The conclusions and recommendations contained in this report shall not be considered valid after a period of two (2) years, unless the changes are reviewed and conclusions of this report modified or verified in writing. 16. This report is issued with the understanding that it is the responsibility of the owner, or his representative, to ensure that the information and recommendations contained herein arc brought to the attention of the Architect, Engineer, and Contractor for the project, and are incorporated into the plans. It is also the responsibility of the owner or the representative to see that the contractor and subcontractors carry out these recommendations in the field. Should you have any questions or require additional infunnalion, please contact our office at your convenience. Very truly yours, WAYNE TING & ASSOCIATES, INC. Wayne L. Ting, C.E. Principal Engineer Copies: 3 to Mr. Askari W.4 YNF TING A A.SSOCIA7Y:.S, LVC 11t.:P:��'J: 5 t�"�-, /.2��M, SC•L;Ji �I:• 5•E VE AS,AII I -,AM, r1HY-I:- WED 19:_7.7 IG SS VC Iw T ES �1 _ _GI F.O` 10626 Felton Way, Cupertino, California Project No. 1400 29 December 1997 Ci c v Description m d o a Remarks L oai E V V% O ) c `° —Q Za oy¢ o rown sandy sit(, very moss , so o firm MIL 1 moist and stiff 2 3 1-1 10 120.0 10.1 4 5 6 7 gravel inclusions 8 1-2 16 124.0 8.2 8 10 11 12 Boring termInated at 12.0 feet. No groundwater encountered. 13 14 15 18 17 18 19 20 21 - 22 23 24 25 WAYNE ING 8. BORING LOG NO. T Figure No. 2 ASSOCIATES, INC. - - - GEOTECNNICAL ENGINEERS Date Drilled: 18 December 1997 By. W.T Page No 9 I r DONALD R. JAMES C,MSULTINa CIVL ENGINE" ------------ 2100 SOUTH BASCOM AVE., SUITE 8 CAMPBEU- CAUFORNIA 9500E MAY 2 71999 BLDG. INSPECTION LEPAFITMENT CITY OF CUPEHTINO STRUCTURAL CACULATIONS FOR ASKARI RESIDENCE 10645 FELTON WAY CUPERTINO,CA TEL 606.371 FAX: 408. 550- I Beam Span and Loading Diagrams Page 1 MaxBeam@ 1995ArChformS Ltd. All Rights Reserved Complex Beam Load Analysis 8 Date: MaV 15 1999Firm: Donald R. James Enqineers Job: Askan Residence B : RWS 93 BOCA,94 UBC/SBCCI Beam Size Calculation Software MULTIPLE w w w3 P1 P2 w4 I 5 a o� —+w c e `f' LOADS -- --^i' R1 L R2 R1 L R2 R1 L R2 R1 L R2 R1 L R2 R1 pan Un F. oa Incr. Load Partial Uniform Loads Point Load(s) /hang of d an PPt Ld Beam I.D. L w Wmax w1 w2 w3 a b c P1 P2 d e w4 f P3 9 ft Ift W lbs lbsM I I I » 10 62 HB-1 11.5 187 HB-2 8.5 140 VB-1 11.5 187 VB-2 8.5 140 AB-1 16.5 15 239 15 2.5 11.5 2.5 740 260 2.5 11.5 FIB-2 17.3 22 2515 8.67 RB-3 10.5 146 1449 5.25 RB-4 13.5 40 1434 6.75 RB-5 8.5 259 8 6 8.5 208 RB-7 10 17 1792 5 RB-8 20 85 192 192 10 10 660 10 RB-9 20 55 4240 10 RB-10 20 75 346 11 9 3520 10 RB-11 20 51 8483 10 RB-12 16.5 43 1122 1122 5.5 5.5 RB-13 8.5 30 160 FJ-1 17.3 67 FB-1 6.5 762 FB-2 5 1117 FB-3 10.5 953 1491 1491 3 6 FBA 85 665 FB-5 6 434 FB-6 6.5 963 1491 2 FB-7 10 364 FB-8 5.5 445 FJ-2 9 67 GB-1 6 450 • • Beam Selection and Design Properties Check Paget Maxl3eam ©1995 rC orms All Rlohta Reserved Complex Beam Load Analysis & Date: May 15 9999Firm: Donald R. James Enqineers Job: Askari Residence B : RWS I 897.08M Beam Size Calculation Software BEAM BEAM SIZE TEST DESIGN BEAM PROPERTIES CHECK USE MATERIAL SELECTION PROPERTIES actual > r uired? BEAM I.D. Load Wet Rep Roof Mat Grade et imensions Base values 5djusted Area Section Modulus__ Moment of Inertia Dur W? Use Mbr See Apx. A belo Oty b h AS&I for Duration, Use & Size Aact AreQ Sact Sreq X Sreq R lact Ired X Irea>f%q P,S,C Hot for Mat. O bons See Apx. A below acts Factors (See page 4) bxh av bxh2 Mx12 Mx12 bXhAa Sum I Sum I Q.13 H V; Y? Y? for Eny O lions r ? f' I xfv 6 fb fb 12 E clef x F clef f HB-1 Y OF 1 2 1.5 7.5 OK 1'+00 1,200 95 1,700,000 22.5 11.3 28.13 15.86 105.5 37.09 HB-2 Y OF 1 1 1.5 7.5 OK 1.200 95 1,700,000 11.3 6.26 14.06 6.489 52.73 11.21 VB-1 Y OF 1 2 1.5 7.5 OK 1,200 95 1,700,000 22 5 11.3 28.13 15.86 105.5 37.09 VB-2 Y OF 1 1 1.5 7.5 OK 1,200 95 1700,000 11.3 6,26 14.06 6.489 52.73 11.21 RB-1 Y 1 1 5.5 13. 1,332 85 1,600,000 74.3 36.4 67.1 78.0 1128 248.2 RB-2 Y OF 1 1 5.5 11.25 OK 1,350 85 1,600,000 671.9 25.2 116 104.2 652.6 372.1 RB-3 Y OF 1 1 3.5 11.25 OK 1.100 95 1,700,000 39.4 21.4 73.83 63.44 415.3 112.4 RB-4 Y OF 1 1 3.5 11.25 OK 1,100 95 1,700.000 39.4 15 73.83 62.74 415.3 136.7 RB-5 Y OF 2 1 3.5 7.25 OK 1,138 95 1,600,000 25.4 14.9 30.66 24.68 111.1 44.74 R B-6 Y 2 1 3.5 7. 1,138 9 1, 600,000 25.4 12 30.66 19.82 111.1 35.93 RB-7 Y OF 1 1 3.5 11.25 OK 1,100 95 1,700,000 39.4 152 73.83 51.19 415.3 80.4 RB-8 Y OF 1 1 5.5 13.5 OK 1,332 85 1,600,000 74.3 67.1 167.1 156.5 1128 738.3 RB-9 Y OF 1 1 7.5 13.5 OK 1,332 85 1,600,000 101 46 227.8 215.7 1538 887 RB-10 Y GL DF24FV3 1 6.75 13.5 OK 2,400 165 1800,000 91.1 44 205 141.8 1384 1025 RS-11 Y 24 3 1 8.7 13.5 2,41)D 65 1,800,000 118 42.7 265.8 224.6 1794 1459 RB-12 Y OF 1 1 3.5 13.5 OK 1,000 95 1.700,000 47.3 22.6 106.3 91.61 717.6 255.6 RB-13 Y OF 2 1 3.5 11.25 OK 963 95 1,600,000 39.4 8.73 73.83 12.56 415.3 18.85 FJ-1 Y OF 2 1 1.5 11.25 OK 1,006 95 1,600000 16.9 8.17 31.64 30 178 147.1 FBA 2 3. 1 .25 963 9 1,600,000 39 4 27.8 3.83 50.17 4 88.28 FB-2 OF 2 1 3.5 11.25 OK 963 95 1,600,000 39.4 27.6 73.83 43.52 .3 415.3 58.9 FB-3 GL DF24FV3 1 5.13 12 OK 2,400 165 1,800,000 61.5 52.3 123 82.56 738 502.2 FB-4 OF 1 1 3.5 11.25 OK 1,100 95 1,700,000 39.4 34.8 73.83 65.52 415.3 162.2 FB-5 OF 1 1 3.5 11.25 OK 1,100 95 17000p0 39.4 141 73,83 2131 415.3 37,22 FB" 3. 1 1,000 9 1,700,000 54.3 4 .1 40.1 80.23 1086 131A FB-7 OF 2 1 3.5 11.25 OK 963 95 1,600,000 39.4 23.3 73.83 56.73 415.3 153.6 FB-8 OF 2 1 3.5 7.25 OK 1.138 95 1,600,000 25.4 15.1 30.66 17.75 111.1 31.23 1 5.5 FJ-2 Y OF 2 1 1.5 5.5 OK 1,308 95 1600000 8.25 4.28 7,563 6.223 20.8 20.61 GB-1 1 3.5 7.5 1.300 95 1,700,000 26.3 16.9 32.81 18.69 123 3859 0 • Calculated Span and Load Properties Page QX eam ©199s ArcntormS All Rights Reserved Complex Beam Load Analysis & Date: May 15 1999Firm: Donald R. ames Enqineersi Job: Askan Residence BY: RWS B97.08M Beam Size Calculation Software REACTIONS SHEAR MOMENT DEFLECTION NEUTRAL AXIS BEAM POST SUPPORT Code it limit 240 Code rf limit 180 INTERCEPT at largest reaction load BEAM I.D. Deft x Dell x Camber u t- Post Material V M M at L abf or g Act Dell X at X at X HT Depth Up or Mat Grade R1 R2 max at X at R2 Floor Roof Act Floor Roof Act Radius Mmax W at L (5.5 max) Solid ad] Ibs Ibs Ibs ft/lbs t/lbs 3951 240 In -2-4(-)F-18-0-1 In It ExcIW ft it in B/S or ST 7 fc HB-1 358 717 717 1,586 0.38 0.58 0.2 11.5 6.64 6.64 4 3.5 B OF 1 205.9 HB-2 198 397 397 649 0.28 0.43 0.09 8.5 4.91 4.908 4 3.5 B OF 1 205.9 V13-1 358 717 717 1,586 0.38 0.58 U.2 11.5 6.64 6.64 4 3.5 B OF 1 205.9 VB-2 198 397 397 649 0.28 0.43 U.09 8.5 4.91 4.908 4 3.5 B OF 1 205.9 R -1 2,079 1,744 2707 8,669 0. 5 0.83 0.18 .946 7.946 9 3 5 1 264.3 RB-2 1,447 1,449 1,449 11,722 0.58 0.87 0.49 8.67 8.67 9 3.5 S OF 1 264.3 RB-3 1,491 1,491 1,491 5,816 0.35 0.53 U.14 5.25 5.25 9 3.5 S OF 1 277.6 RB4 987 987 987 5,751 0.45 0.68 0.22 6.75 6.75 9 3.5 B OF 1 180.3 RB-5 1,101 1,101 1,101 1 2,339 0.28 0.43 0.17 4.25 4.25 9 3.5 B OF 1 173.5 R -6 884 884 884 1,879 0.28 0.43 0.14 4.25 4.25 9 3.5 B OF 1 173.5 R13-7 981 981 981 4,693 0.33 0.5 0.1 5 5 9 3.5 B OF 1 180.3 1,113-8 2,300 3,900 3,900 17,380 0.67 1 0.65 10.54 11.5 10.85 16 5.5 S OF 1 214.2 R8-9 2,670 2,670 2,670 23,950 0.67 1 0.58 10 10 16 5.5 S OF 1 214.2 RB-10 3 211 4 923 4 923 28 357 0.67 1 0.74 1,621 10 10 6 3.5 S OF 1 346.2 R -11 4,752 4,752 4,752 44,965 0.67 1 0.81 1,475 10 10 9 3. 1 290.5 RB-12 1,477 1,477 1,477 7,634 0.55 0.83 0.29 8.25 8.25 8 3.5 S OF 1 190.9 RB-13 354 581 581 1,008 0.28 0.43 0.02 4.25 4.91 4.728 8 3.5 S OF 1 180.8 FJ-1 581 581 581 2,515 0.58 0.87 0.72 8.665 8.665 10 3.5 B OF 1 149.6 F -1 2,4T1 2,477 2,477 4,024 0.22 0.33 U-07 3.25 3,25 10 3.5 S OF 1 21.1 F13-2 2,793 2,793 2,793 3,491 0.17 0.25 0.04 2.5 2.5 10 3.5 S OF 1 221.1 FB-3 6,281 6,707 6,707 16,512 0.35 0.53 0.36 926 5.026 5.026 10 5.5 S OF 1 41A 7 FB-4 2,826 2,826 2,826 6,006 0.28 0.43 0.17 4.25 4.25 10 3.5 S OF 1 233 FBA 1,302 1`302 11302 1 953 0.2 03 003, 3 3 10 35 S OF 1 233 -^ FB6 4 162 3,589 4,162 6,686 0.22 0.33 2.774 2.774 10 3.5 OF 1 233 FB-7 1,820 1,820 1,820 4,550 0.33 0.5 0.18 5 5 10 3.5 S OF 1 221.1 FB-8 1,224 1,224 1,224 1,683 0.18 0.28 0.08 2.75 2.75 10 3.5 S OF 1 221.1 FJ-2 302 302 1 302 j 678 0.3 0.45 0.45 4.5 4.5 1 3.5 B OF 1 292.9 -1 1,350 1,350 1,3 0 2,025 0.2 0.3 0.09 3 3 1 3.5B OF 1 293.2 • Wood Design Values & Adjustment Factors Page 4 a earn R All Rights Reserved B97.08M 1995 ArChformS Complex Beam Load Analysis & Beam Size Calculation Software Date: May 15 1999 Firm: Donald R. James ngineers Job- Askari Residence By: RWS Stress Adlustment Factors NDS Part II 2 3 & UBC Table 23.1-A-6 of or or Size Dur Cm Cm Cm Factors(fb) Cd I Cl Ct Ct CI Ct Cv Cfu All fb fv E For. Tbl. fb fb e r um C Use Exst Factors Cr Ch fb Iv f ' fv' Base Values NDS/UBC Tables fb Iv E t0A6 Grade ib fy fg 7tv g Grade f 1 us om 1 2 > m 20 2 2,000 155 1.50 3 5 20 3 DF24FV3 SP20FV5 SP24FV5 2,000 t 1.60 60 2,400 165 1.80 560 2,000 200 1.60 560 2,400 200 1.70 560 Redwood d 2"-4" R 42 d&b> 5" 2 3 DK 75 925 525 1,200 1350 80 80 00 80 80 1.30 1.20 1.10 1.00 1.40 1,200 975 1,200 1400 95 95 80 95 1.30 1.10 1.00 1.30 t 1 1 t i t t t 1 t t 1 1 1 1 t 1 2 1.2 1.2 1.2 1 1 1 1 1 1 1 1 1 1 1 t 1 1 t 1 1 1 1.2 1.2 1-2 1.2 1 1 1 t 11 1 1 1 875 1000 1000 1000 7000 95 95 95 95 95 t.6 1.7 1.7 1.7 1.7 m 1-314" Wide LV 600 1.8 2.0E 2,250 28 1.80 2 850 285 200 - 1 1 1 1 1 1 1 t 1 t 1 t t 1 1 1 1 1.1 1 1 1 1 1 1 1 1 t 1 1 1 Ogg 1 1.1 1 1 1 t i 1 t350 1350 1000 1000 875 85 85 95 95 95 i.s 1.6 1.7 1.7 1.6 o. r- rc d2"-4" DF 625 &b>5" ara am IPSL PL G50 1 2 3 DK SS 1,000 875 500 1,750 1,450 9 95 95 95 95 1.7 1.60 1.40 1.70 1.90 1,3 875 1,450 1,600 85 85 95 85 1,50 1.30 1.70 1.60 2.0 2 900 90 2.00 u ern NOS:4B, 4D& 2"-4'Wlde r1e UBC:23-1-A-2 fc 565 i 1 t t t 1 1 1 1 1 1 1 t 1 1 1 i 1 i t i 1 1.3 1.1 1 1 1 1 1 1 1 1 t 1 1 1 1 1 1 1 1 1 1 1.3 1.1 0 99 0.99 1 1 1 1 1 1 t 1 875 1000 1350 1350 2400 95 95 85 85 165 1.6 1.7 1.6 1.6 1.8 em- r HF 405 d&b>5" 1 2 3 SS DK 1,850 100 1.70 1,500 90 1.60 850 90 1.40 2,850 100 1.80 1,400 90 1.60 1 2 3 DK SS 950 850 500 1,400 1,400 7 75 75 75 75 1.50 1.30 1.20 1.40 1.60 1,050 675 1,150 1,250 70 70 75 70 1.30 1.10 1.40 1.30 1 1 1 1 t 1 1 1 1 1 j19 1 1 1 i 1 1 i 1 1 1 1 1 1 1 1 115 t 1 1 t 1 1 2400 1000 875 875 165 95 95 95 1.8 1.7 1.6 1.6 4 e race- r- ne d 2"-4" F 335 d&b> 5" 1,150 375 1.40 1 2 3 DK SS 50 750 425 1,200 1,300 70 70 70 70 70 1.20 1.10 1.00 1.30 1.30 900 600 1.000 1,100 65 70 65 1.30 1.00 1.30 1.30 5" 6 e 1 2 3 SS 1,650 90 1. , 0 1,250 90 1.60 750 90 1.40 2,550 90 1.80 1 1 1 1 t 1 1 t 1 1 1 1 1 1 1 1.1 1 1.1 1 1 1 1 t 1 1 1 1 1 1 1 1.1 1.1 1 1.1 1 1 1 1 1 1 1 1 875 e75 2400 1000 1000 95 95 165 95 95 Lis 1.6 1.8 1.7 1.7 stn ar d 2"-4" W 42 d&b>5" 8" de 1 2 3 DK Ss 2. 700 400 1,250 1,000 75 75 75 75 t 00 1.00 0.90 1.00 1.10 975 625 1,050 1,150 0 70 75 70 t.00 080 7.00 1.00 S00 00 tJO L21, 00 90 1.60 90 180 t i t t 1 t! t 1 1 t 1 1! 1 1 1 1 1 1.3 1 t 1 1 1 1 1.2 1 1 1 t 1 1 1 1.3 1.15 1 1 1 t 1 1 1000 875 875 875 95 95 s5 95 1.7 1.6 1.6 1.6 0 e 1 2 SS 1,300 1. 0 1,050 90 1.60 2 O50 90 1.B0 stn oo s d 0-4" WW 33 d&b>5" t t 1 7 t i t t 1 1 1 1 1 t t t 1 1 t t 1 1.3 1 1 1 1 1 t 1 t 1 t t 1 1 1 1 1 1 1 1 1.3 1 1 1 t 1 t 1 1 t t t 1000 95 1.7 1 2 3 DK SS 650 375 80705 0 70 70 70 1.10 1.00 0.90 120 900 575 1050 65 65 65 1.10 0.90 1.10 2 e 1 SS 1,250 90 1.70 1900 90 180 • eam Reterence 13515 Page max6eam ©,995 All Rights Reserved ArChtormS Lta. Complex Beam Load Analysis & Date: May 15 1999 Job: Askari Residence B97.08M Beam Size Calculation Software DIMENSIONS MATERIAL SUPPORT WEIGHT OF TYPICAL CONSTRUCTION ASSEMBLIES Min Min BEAM I.D. Roof 1 2 Floor 1 2 Deck Wall 1 2 3 City Wdth Hght Type Grade End Post (shape) (weight) Sup Size Live Ld 16 2.0Live Ld 4040 60 Veneer nominal in. nom. -- SnowANnd Snow/Wind - - _ Ext. Finish 10 -- Siding - - J-1 1 2 x 8 DF 2 1.5 1�3x4 HB-1 2 2 x 8 OF 1 1.5 1-2x4 Finish Sheathing HB-2 1 2 x 8 OF 1 1.5 1-2x4 Roofing 10 Flooring __2 1 Framing 2__ VB-1 2 2 x 8 OF 1 1.5 1-2x4 Sheathing 1.5 Sheathing 3 2 _ _ _ Insulation 1 VB-2 1 2 x 8 OF 1 1.5 1-2x4 Framing _2.5 Framing _4 4 Insulation 1 -Insulation 1 1 _ Gyp. Bd. 2 Int. Finish R -1 1 6 x 13.5 OF 1 1.5 1-4x4 RB-2 1 6 x 12 OF 1 1.5 1-4x4 Ceiling 5 -Ceil Below - _ 2 - Other - - --- RB-3 1 4 x 12 OF 1 1.5 1-4x4 Other* - ----Other• - Other - -- - RB-4 1 4 x 12 OF 1 1.5 2-2x4- RB-5 1 4 x 8 OF 2 1.5 2-2x4 total 26 20 total 50 5`0 60 total-1-9- B-6 1 4 x 8 DF 2 1.5 2-2x4 RB-7 1 4 x 12 OF 1 1.5 2-2x4 RB-8 1 6 x 13.5 OF 1 1.5 1-6x6 LIVE LOADS: Residential Use RB-9 1 8 x 13.5 OF 1 1.5 1-6x6 Living Area Sleeping Area Hall Deck 8alcony RB-10 1 6-3/4 x 13.5 GL DF24FV3 1.5 1-4x6 SBCCI Tbl 16-A 40 30 UBC Tbl 16-A 40 40 100 60 ' 40 ' 40 40 ' 40 ' RB-11 1 8 x 13.5 GL DF24FV3 1.5 1-4x6 RB-12 1 4 x 13.5 OF 1 1.5 1-3x4 BOCA Tbl 1606.1 40 40 40 40 • 40 ' RB-13 1 4 x 12 OF 2 1.5 1-3x4 • Add Snow and Wind Loads as required by Building Code and local Building Department. FJ-1 1 2 x 12 OF 2 1.5 2-2x4 DEAD LOADS: Weights of Typical Building Materials Roof_- off- Fbo� F�pi_ng_ (Ibs/sf) Ceiling Wall FB-1 1 4 x 12 2 1.5 1-4x4 FB-2 1 4 x 12 OF OF 2 1.5 1-0x6 _-_- _ _ t t 25 VCi �� _ - G1N� 35 ate_ FB-3 1 5-1/8 x 12 GL DF24FV3 2.3 1-6x6 CompSh 3 Carpet 0.5 :!'-'"Ply 2 5/8GW8 3 2" Stone 13 FB4 1 4 x 12 OF 1 1.5 1-4x4 Shingles 3 3/4 Hardwd 3 2x12Af 4 AccTile 1.5 TileAhickset 14 F9-5 1 4 x 12 OF 1 1.5 1-4x4 Pullt-up 7 Tile/thickm1 15 4x12Af 9 5 3/4 Pine 1 8'- 20 wan 4 --i 6 1 4 x 16 DF 1 1.9 1 4x6 Conc tile 10 Marble 25 6x12Af 15 Plaster 8 Stucco 10 FB-7 1 4 x 12 OF 2 1.5 1-4x4 Clay tile 15 2x Deck 4 3-1/8"xl2 GL 15 Insulation 1 1 x Board 2 FB-8 1 4 x B OF 2 1.5 1-4x4 1" Soil 10 5-1/8"X12 GL 18 Insulation 05 1" Conc. 13 FJ-2 1 2 x 6 1 OF 2 1.5 1-2x4 B-1 1 4 x 8 OF 1 1.5 1-2x4 See "Architectural Graphic Standards" or Manufacturer's data for additional material weights. • For Customer Service call (800) 958-ARCH or Fax (800) 968-ARCH • E Lateral Loading: Area, Height & Weight Data Page 1 Date: May 15 1999 Firm: Donald R. James. Engineers Job: Askari Residence By: RWS FLOOR PLAN AREAS & SHEAR WALL GRID SPACING Is Lett 1 z hear Wall Spacing 16 16 720 A Back Roof 2nd FI/Rf 16 1st FI Roof R R R 2nd FI/Rf 18 2 2 2 1st FI 1 1 1 Roof R 2nd FIIRf 12 2 1 st FI 1 Root R 2nd FI/Rf 10 2 1st FI 1 Roof 2nd FI/Rf 1 st FI Roof 2nd FI/Rf �1stFI Roof 2nd FI/Rf 1 st FI Typical Overan o Roof Roof Block Area 36o 672 4UU Overall Depth 40 Z= 3 hRe= 66 hRi= 228 2nd FI / Roof Overall Depth of Roof at 2nd FI Roof Block Area Floor Block Area 324 640 360 Perimeter Wall 18 44 18 Overall Depth 40 Z= 3.6 hRe= hRi= 1st Floor We= 64.8 Wi= 421.2 Floor Block Area 324 640 360 Perimeter Wall 18 44 18 Overall Depth 40 Z= 4 We= 88 Wi= 506 Z=less of 1oq of least horiz. dim. or 40`/ of ht. but not less than 4 % of least hoi MaxOuake 01995 Archforms Ltd. All Rights Reserved Lateral Load Analysis & 098.01M Construction Design Software LOADS Estaabl`i hDDeaad LAoa s Right Roof Interior Well Roof Floor Roofing 10 Gyp.Bd 4 3lock Block Perim Overall Sheathing 2 Framing 4 4rea Area Wall Width Framing 4 Int. Finish 54 Snow Other 54 16 8 54 Ceiling 1008 Roof at 2nd FI Insulation 1 Exterior Wail 972 92 1 Framing 2 Ext Finish 10 972 92 P Gyp. Bd. 2 Shear 216 Mrj Other Framing 2 192 5 Insulation 1 192 hRe= Floor Gyp. Bd. 2 180 4.5 Flooring 2 Int .Finish 160 16 Sheathing 2 Other 2 160 16 hRi= Framing 3.5 17 135.5 Insulation 0.5 Other 2 WlArea 10 We= 64.8 FLOOR HEIGHTS & WIND AREA 88 -Establish Floor to Floor and Roof Helghts (ft)- Wi= Roof Roof Floor 295.2 Height Height 352 _Pitch 12 an w oth 6 7 Roof e s>15% of Plan.Y? HOOT Area 1404 6 9 9 Srfd FI/Rapt vRe 1008 vHI 584 2nd FI Depth 1 Roof Area FI to FI Height 11 1 st Floor Floor Area 1324 WI Perimeter 188 1st FI Dp - S if Slab eas%/ Eca 1 S vRe Ave. Sill to FI Ht vRi Floor Area 1324 V14nd Ht.@Ridge 18 Slab/Foundation WI Perimeter 188 Wlnd Ht. @Gable 23.5 Ridge F to 8 L to R Mean Roof Ht. 23.5 Runs? y dim. but at least 311. Hips? Y Y e L Lateral Load Analysis Date: May 15 1999 Page 2 Db: Askari Residence By: RWS SEISMIC LOADS Establish Dead Leads - Mat Weights 2nd Floor 1st Floor Base Level le DL(psf) Area (sf; DL(Ibs) Area(sf) DL(Ibs) Area(sf) DL(lbs) Vvt Root 16 1404 22464 WI Ceil 5 1324 6620 1324 6620 VA Ext W 17 1692 28764 2068 35156 Will Int WI 10 1324 13240 1324 13240 VA Floor 10 1324 13240 1324 13240 Sum2nc 64328 Sumtst 68256 Base interior wall default: 10 psf of floor area Sum 2nd,1 st & Base 152584 -Distribute Weights to Various Levels - Roof 2nd FI 1st A Wit Tri�butar Weight Line Line Line Sum Vvt R6%nd 22464 22464 Wt Ceil 2nd 6620 6620 1/2Wt Ext WI 2 14382 14382 28764 Wt Int WI 2 13240 13240 Wt Floor 2 13240 13240 Wt Roof 1 st Wt Ceil 1 6620 6620 112 Wt Ext WI 1 17578 17578 35156 Will Int WI 1 13240 13240 Wt Floor 1 13240 13240 1/2Wl Ext WI Bsmt Wt Ceil Bsmt Line Sum 43466 65060 44058 W= 152 884 MaxOuake L 1995 Archforms Ltd. All Rights Reserved Lateral Load Analysis & 098.01M Construction Deslan Software BUILDING CODE -Distribute Shear to Various Levels- UBC formula (30-15) -Select Code- Force at Level x = V (VV1x)(Htx)/Sum(W1i)(Hti) Ft assumed = 0 96 BOCA Ht is measured from plate to foundation E=Eh'r) (30.1) 97 SBCCI VA x Ht x (M)(Ht) Fx p F to B p L to R X 94 UBC Roof 2 43466 20 869320 15343 2nd FI/Roof 1 65060 11 715660 12631 1.00 1.00 1st Floor 44058 Sum 152584 20 1584980 27974 -Determine Base Shear- UBC Section 1630.2 Zone 4 Fig.16-2 Seismic Source Type A Table 16-U Soil Prot SD Table 16-J Fault Distance Z=E6.0 Table 16.1 Ca=M11.20 10 In km to Sulsmic Source Table 16-0 1= Table 16.K Cv=Table 16-R T= Formula (30-8) Na=Table 16-S R= 1 able 16-N (Tied to Pg 9 Nv=Table 16-T WIND LOADS -Wind Pressure- UBC Sectionl620 P=gslw(; 110 Figure 16-1 Ex B Section 1616 Iw=Table 16-K cis 164 Table 16-F Ce 0.67 Table 16-G hCq 1.3 Table 16-H, #2 _ vCq -0 7 Table 16-H #2 14 Fiz. Force (psi) Pv= -7.69 VI. Force (psi) Total Wind Load In Each Direction At Each Level (lbs)• Trib Area F to B Trib Area L to R Wind Load End Z Inter Z SumP'At End Z Inter Z SumP'AI F to B L to R Roof 2 66 228 4,200 5 136 2,000 Roof 1 7,671 4,571 2nd FI 65 421 6,942 65 295 5.142 7,714 5.714 1at Floor 88 506 8,485 88 352 6,285 4,242 3,143 Up Roof 2 1,008 584 Uplift 12245 12.245 Up Roof 1 Uplift GOVERNING LATERAL LOADS ,Maximum Total Load In Each Direction At Each Level (lbs)- Front to BaCk Side to Side Roof 2 15,343 eismic 1 , 43 eisrnic formula 30-4) (30.5) 30-6 (30-7) V= Cvl W/RT but not> 2.5CaIW/R but not < 0.11CaIW zone 4 not< 0.8ZNvIW/R 91493 27974 7385 9765 V= 27,974 Ibs For Code Table references used by MaXOuake see Code Sections cited or Appendix A (below) 2nd FURoof 1 12.631 Seismic 12,631 Seismic 1atFloor 4,242 Wnd 3,143 Wind 11 • Shear Wall Segments Data, Lines 1-8 Page MaXOuake L1915 Archforms Ltd. Date: May 15 1999 Firm: Donald R. James. Engineers All Rights Reserved Lateral Load Analysis & Job: Askari Residence By: RWS 098.01M Construction Design Software Line 1 1 Line 2 Line 3 Line 4 1 Line 5 1 Line 6 Line 7 1 Line 6 Segment (Seg) names a-g appear to show possible quadrants (q). Remove Segs not used. Move and add 1,2...to denote multiple (m) seg's In a quadrant, ie., b2. Sea Variables: L : Sea I th. Ht: Sea huh from Da 1). 8: Bear i Wall? - B= es. Ell: Ext. or Int. Wall? - E=Ex1 Writ. S: Stacked Seo above same row &m & s La. 2nd Seg Wall Variables Seg Wall Variables beg wall Variables Beg Wall Variables beg Wall Variables Seg Wall variables beg Wall Variables beg Wall Variables Level_ q&m Lg Ht 8 Ell q&m Lg Ht B Ell q&m L9 Ht B Ell q&m Lg_Ht B E/I q&m Lg Ht_ B_E/I q8m Lg Ht B FJI q&m Lg _ Ht B_E/I_ q&m_L9 Ht B Ell b 4 9 N I b 14 9N I 1,2,3.. b 4 9 B E Wall c 4 9 N I Lines d 4 9 B E d 4 9 B E Run From Front to _ sum 4 Syst HF sum 8 Syst HF _ sum 8 Syst HF sum 14 Syst HF sum Syst HF __ sum Syst HF ___ sum Sysi sum____ Syst Back HF st beg Wall Variables SegWall-Variables eg Wall Variables Seg Wall Variables Seg Wall Va-riables- Seg Wall Variables S—eg-Wall Variables Seg Wall Variables Level q&m Lg Ht B Ell S q&m L9_Ht B Ell S q8m Lg Ht B Ell S q&m Lg Ht B E/it S g&m Lg Ht B E/I S q&m Lg Ht B Ell S q&m Lg_ Ht B Ell S g&m_ Lg Ht_B Ell S b 12 10N I S to 6 10N E S L 6 10N I b 14 10N I S C 6 ION E c 6 ION I S to 6 ION I S d 6 10 B E S c 7 ION I S d 4 10 N I S sum 12 Syst HF sum t8Syst HF sum 29 Syst HF sum 14 Syst HF sum Syst HF sum Syst HF sum Syst HF sum Syst HF HF Base Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables S-eg-W-aTI Variables Seg WaIlVariables eg Wall Variables Level_ q&m Lg Ht B Ell S q&m Lg Ht B_Ell S q&m Lg _Ht B E/1 S q&m Lg Ht B Ell S q&m Lg_ Ht B E/I S q&m_ Lg Ht B Ell S q&m Lg _ Ht _B Ell S q&m Lg Ht B Ell S sum Syst sum Syst sum` Syst sum Syst sum Syst sum Syst sum Syst sum Syst load trans to adi line load trans to adJ line load trans to ad) lino bad trans to adJ line Shear Segment Height/Length ratio is limited to 3.5/1 for edge blocked nel. "Ht/Lg>3,5limit" ap ars if exceeded. See Code Ch.161or HVIg limits for other assemblies. • • Shear Wall Segments Data, Lines A-H Page MaxOuake ©,995 Archforms Ltd. Date: May 15 1999 Firm: Donald R. James. Engineers All Rights Reserved Lateral Load Analysis & Job: Askari Residence By: RWS 098.01M Construction Design Software Line A I Line B I Line C Line D Line E I Line F Line G Line H Segment (Seg) names 1-7 appear to show possible quadrants (q). Remove Sags not used. Move and add a,b... to denote multiple (m) seg's in a quadrant, ie., 2b. Sea Variables: L : Sea lath. Ht: Sea h ht from Dma 1). B: Bearinq Wall? - B= es. ElI: Ext. or Int. Wall? - E=Ext Writ. S: Stacked Sea above same row &m & s L n beg a variables beg a Variables eg a Variables beg a Variables eg a Variables beg a Variables beg a aria es eg a aria es Level_. q&m Lg Ht B Ell q&m Lg Ht_B_Ell q&mHt B Ell q&m Lg Ht 8 Ell q&m_ Lg Ht B E/I_ q&m Lg _Ht B Ell q&m -Lg_ Ht B E/I q&m Lg _Ht B E/I _ 1 6 --9--B- E _Lg 1 6 9 6 E _ A,B,C.. 2 6 9 B E 2 7 9 B 1 1 4 9 BE 2 3 9 BE Wall 3 6 9 8 E 3 6 9 B 1 2 3 9 B E Lines Run From Side to sum Syst sum 18 Syst HF _ sum 19 Syst HF __ ___ sum 4 Syst HF _ _ sum 6 Syst HF _ sum Syst sum Syst sum Syst Side HF at Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg WaIFVarlables Sag Wall Variables Level_ q&m Lg Ht B Ell S q&m Lg Ht B Ell S q&m Lg E/I S q_&m Lg_Ht B E/l S q&m Lg B E/I S q&m Lg Ht B E/I S q&m Lg_ Ht BE/I S q&m Lg_--Ht B E/I_S 1 3 t0BE _Ht_B 1 4 108�S 1 6 106E _Ht 1 3 10 B E S 1 4 10 B E S 2 7 10 B 1 2 3 10 B E S 2 3 10 B E S 2 6 10 B I S 2 3 10 B E S 2 3 108 E S 3 9 10B I S 3 3 108 E S 3 3 10B ES sum Syst HF sum 16 Syst HF sum 23 Syst HF sum 13 Syst HF sum 6 Syst HF sum Syst sum Syst sum Syst HF Base Seg Wall Variables Sag Wall Variables Sj5l a aria es Seg Wall Variables Seg Wall Variables seg a aria es Zeg WaIFVarlables Seg Wall Variables Level_ q&m Lg Ht B Ell S q&m Lg Ht B Ell S q&m Lg _Ht_ B Ell S q&m_Lg_Ht B,E/I S q&m Lg _Ht 8 Ell S q&m Lg Ht B Ell S q&m Lg Ht B Ell S q&m_ Lg _ Hl B Ell S sum Syst sum-- Syst sum Syst sum — Syst sum Syst sum Syst sum Syst sum Syst load trans to adj line load trans to adj line load trans to adj line load trans to adj line Shear Segment Height/Length ratio is limited to 3.5/1 for edge blocked panel. "HULg >3.5 limit" appears if exceeded. See Code Ch.16 for HVLg limits for other assemblies. • • Lateral Load Distribution & Overturning Moment Page MaxOuake n1995 Archforms Ltd. All Rights Reserved Lateral Load Analysis & Date: May 15 1999 Firm: Donald R. James. ngineers Job: Askarl Residence By: RWS 098.01 M Construction Design Software Lateral Line 1 Line 2 114 Line 3 Line 4 Line 5 Line 6 Line 7 Line 8 Force Seis %= Wind%= WAt= if "1W',-snow RM= If "w".67,"s".85 OTM= if St'k Vnet•ht Vadj= V= SumV= Distrito trib 11 A/Sum flA Irib wl A/Sum wlA Sum lev. w9rib area Wt/ft'L A2/2k SumV*Ht'Lq/7Lg SumV from ad' Ln Ln %•Vmax SorW Vad +Vabv+V n " Level Seg WAt- AM OTM Se_ g _W/ft _ RM Seg_AU RM OTMSeg W/ft AM_ OTMSeg Wilt AM_ OTMSeg Wit AM OTMSeg WAt AM OT Seg WAt AM OTM Seismic _OT 15,343 to 342 2.3 18 b 114 0.8 26 b 114 8.8 20 SW c 114 0.8 25 r=V wall d 510 35 25 d 531 3.6 26 •lonw / V level Frame V frame Vadj line 2 Vadj line 1 or 3 Vadj line 2 or 4 Vadj line 3 or 5 Vadj line 4 or 6 Vadj tine 5 or 7 Vadj line 6 or 8 Vadj line 7 V level 2nd level V 2 2nd level V 5.6 2nd level V 5.9 2nd level V 2.2 2nd level V 2nd level V 2nd level V 2nd level V s Sum V 2 s Sum V 5.6 s Sum V 5.9 s Sum V 2.2 -17/6-31W Sum V Sum V Sum V Sum V at 12 17 % 36 31 % 97W 38 33 14 19 Level Seg Wilt AM OT Seg WAt AM OT_ Seg WAt AM OTM Seg WAt RM OT Seg Wilt AM OT Seg WAt RM OT - Seg WAt AM OT Seg_ Wilt AM OTM Seismic 12,631 b 532 8.1 45 c 214 3.3 34 b 214 13 75 b 214 18 59 C 190 2.9 18 c 214 33 69 b 214 3.3 9.9 d 850 13 69 c 100 2.1 12 P= d 631 4.3 6.6 2.201 (r max AV.5) Vadj line 2 Vadj line 1 or 3 Vadj line 2 or 4 Vadj line 3 or 5 Vadj line 4 or 6 Vadj line 5 or 7 Vadj line 6 or 8 Vadj line 7 1.00 r= V above 2 r= V above 5.6 r= V above 5.9 r= V above 2.2 r= V above r= V above r= V above r= V above 006 1st lev V 1.5 0.12 1st lev V 4.6 0.09 1st lev V 4.8 0.14 1st lev V 1.7 1st lev V list lev V 1st lev V 1st lev V s Sum V 3.5 s Sum V 10 s Sum V 11 s Sum V 3.9 Sum V Sum V Sum V Sum V Base °o SM 12 17 ° 36 31 % 38 33 % 14 19 ° " Level Seg Will AM OTN Seg Wilt RM OTIV Seg_W/ft AM OT Seg Witt OT Seg W/11 RM OT Seg Wit RM OT Seg_WAt AM OT Seg WIft AM OTM Wind - - 4,?q? P= 2-201 (r max AW.5) Vadj line 2 Vadj line 1 or 3 Vadj line 2 or 4 Vadj line 3 or 5 Vadj line 4 or 6 Vadj line 5 or 7 Vadj line 6 or 8 Vadj line 7 r= V above 3.5 r= V above 10 r= V above 11 r= V above 3.9 r= V above r= V above r= V above r= V above Bsmt V 0.7 Bsmt V 1.3 Bsmt V 1.4 Bsmt V 0.8 Bsmt V Bsmt V Bsmt V Bsmt V w Sum V w Sum V w Sum V w Sum V Sum V Sum V Sum V Sum V • • RPW Lateral Load Distribution & Overturning Moment Page MaxOuake 011995 Archforms Ltd. All Rights Reserved Lateral Load Analysis & Date: May 15 1999 Firm: Donald R. James. Engineers Job: Askari Residence By: RWS 098.01M Construction Design Software Lateral Line A Line B Line C Line D Line E Line F Line G Line H Force Seis % = Wind %= W/ft= if "W',-snow RM= if "w".67,"s".85 OTM= if St'k Vnet'ht Vadj= V= I SumV= Distrib trib II A/Sum flA trib wl A/Sum wIA Sum lev. w9rib area W /ft"L A2/2k SumV'Ht•L / L SumV from ad' Ln Ln%'Vmax SorW Vad'+Vabv+V 2nd i Level Seg Wm RM OTM Seg Wnt RM OT Seg W/ft RM OT Seg Wnt RM OT Seg Wnt RM OT Seg W/tt_ RM OT Seg Wnt RM OT Seg_ Witt RM OTM Seismic _ 1 342 5.2 17 _ 1 468 7.2 19 _ _ - 15,343 2 342 5.2 17 2 387 8.1 22 1 384 2.6 19 2 258 1 4.4 SW 3 342 5.2 17 3 387 5.9 19 2 258 1 4.4 r=V wall �1onw / V level Frame V frame Vadj line B Vadj line AorC Vadj line BorD Vadj line CorE Vadj line DorF Vadj line EorG Vadj line ForH Vadj line G V level 2nd level Will 2nd level V 5.5 2nd level V 6.7 2nd level V 2.2 2nd level V 1 2nd level V 2nd level V 2nd level V Sum V s Sum V 5.5 s Sum V 6.7 s Sum V 2.2 s Sum V 1 Sum V Sum V Sum V at % % 37 23 % 44 -8 % 13 28 13 % Level Seg Wm RM OTIv Seg Wnt RM OT_ Se_g W/ft RM OT Seg Wnt_RM OT Seg /It RM OTIV Seg Wflt OTIV Seg W/ft RM OTN Seg_WM RM OTM Seismic - 1 602 2.3 17 1 788 5.4 50 _ 1 280 4.318 _RM 12,631 1 602 2.3 7.7 1 788 5.4 9.7 2 190 4 21 2 478 1.8 13 2 602 2.3 7.7 2 617 9.4 14 2 478 1.8 13 2 602 2.3 7.7 3 230 7.9 22 P= 3 260 1 7.7 2.20/ 3 260 1 7.7 (r max AbA.5) Vadj line B Vadj line AorC Vadj line Berl) Vadj line CorE Vadj line DorF Vadj line EorG Vadj line Forth Vadj line G 1.00 r= V above r= V above 5.5 r= V above 6.7 r= V above 2.2 r= V above 1 r= V above r= V above r= V above 1st lev V 0.06 1st lev V 4.6 0.11 1st lev V 5.6 0.07 1st lev V 1.7 0.03 1st lev V 0.8 1sl lev V 1st lev V 1st lev V Sum V s Sum V 10 s Sum V 12 s Sum V 3.8 s Sum V 1.7 Sum V Sum V Sum V Base `o SfW % SfVV 37 23 % 44 38 % 13 28 % SfVV 6 13 Level Seg Wnt RM OTN Seg WV RM OT Seg_WdtRM OTIV Seg RM OT_ Seg Wnt RM OT Seg W/ft_RM_0TlVSeg_W1ft__RM_0Tlv Seg Wnt RM OTM Wind _WRt - 3,143 2-20/ (r max AV.5) Vadj line B Vadj line AorC Vadj line Berl) Vadj line CorE Vadj line DorF Vadj line EorG Vadj line ForH Vadj line G r= V above r= V above 10 r= V above 12 r= V above 3.8 r= V above 1.7 r= V above r= V above r= V above Bsmt V Bsmt V 0.7 Bsmt V 1.2 Bsmt V 0.9 Bsmt V 0.4 Bsmt V Bsmt V Bsmt V Sum V w Sum V w Sum V w Sum V w Sum V Sum V Sum V Sum V • C , J Shear Wall and Hold Down Requirements Page Max0yake ©1995 Archforms Ltd. All Rights Reserved Lateral Load Analysis & Date: May 15 1999 Firm Donald R. James. Engineers Job: Askari Residence By: RWS 098.01M Construction Design Software Line 1 1 Line 2 1 Line 3 1L1ne4 Line 5 Line 6 Line 7 Line 8 Uplift = Overturning Moment (OTM) - Resisting Moment (RM) / Segment Length (Seg Lg). Hold Down HD T Inco rated Into Shear Frames Mfo Abreviation Shown at each r 'd Frame see It TvDe for Frame Size 2nd HD HD HO HD HD HD HD HIJ Level Seg_Uplitt Type _Seg Uplltt Type UpIItt Type Sey_Uplitt Type Seg UpIIft Type _SeQ UpliftType SegUplitt_ Type Seg__Upl. _Type 1,2,3.. b 3.844 A HF b 6.396 A HF b 803 A HF Wall c 6.150 A HF Lines of 5.477 A HF d 5.687 A HF Run From Front to Shear(plf) A 1967 Shear(plf) A 2819 Shear(plf) A 2929 Shear(plf) A 2186 Shear(plf) Shear(plf) Shear(plf) Shear(plf) Back Wall Type A 9x18 all Type A 9x32 Wall Type A 9x32 Wall Type A 9x32 Wall Type Wall Type Wall Type Type_ Roof U Idt from Side to Side Winds resisted b Lett and Rr ht Ext. Wails [1 11tt _ I—fFRt 2 ®Ext WI 44 -Uplift Detall ® Rf 2 & Ext WI _Wall KA at HU HID Error W Lg<HF Level__ Sag Uplift —Type Seg_ UpIItt Type Se UpIItt Type Seg_Uputt_ype Se9 Uplift_ Type Sag UpIItt Ty Seg_Uplltt Type _Seg _Uplift _Type b 6.160 A HF c 5.142 A HF to 5.191 A HF b 2.919 A HF C 2443 A HF c 10.937 A HF to 1.099 A HF d 9.315 A HF c 1.347 A HF d 572 A H F Shear(plf) A 17561 Shear(plf) A 34121 Shear(plf) A 26571 Shear(plf) A 39031 Shear(plf) Shear(plf) 1 Shear(plf) Shear(plf) Wall Type A tOX18 Wall Type A 10x48 Wall Type A 10x48 Wall Type A 10x48 Wall Type Wall Type_ Wall Type Wall Type_ Roof Uplift from Side to Side Winds resrsted by Lett and Right fix[. Wails' Upilh �plt) fif 1 Ext WI Up1IftDetaII _ _ (0Rf 1 6 6&Wl NA Straps/Hold-Downs must run continuous down through the Wall below to the Foundation. If no Wall below; tie to Beams, sized for Hold -Down Point Loads. Base Level _ Sag _UpIItt_ Type _Sag__ Uplift Type Seg Uplift_ Type Seg Uplltt Type Seg UpIItt_ Type Sag UpIItt Type Sag Uplift _Type Seg UpliftType Shear(plQ Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Wall Tvioe Wall T Wall T Wall T Wall T Wall T Wall T Wall T hear per Linear oot ear p = um o ear at t at me eve um u r o ar rames a t at ne eve . 139% o actua oa us a Base Level. Minimum required Shear Wall Construction or Shear Frame for Wall Type Symbol is selected from Shear Wall Schedule on Page 9. • E Shear Wall and Hold Down Requirements Page MaxOuake 01995 Archforms Ltd. All Rights Reserved Lateral Load Analysis & Date: May 15 1999 Firm Donald R. James. Engineers Job: Askari Residence By: RWS 098.01M Construction Design Software Line A I Line B Line C Line D Line E Line F Line G Line H Uplift = Overturning Moment (OTM) - Resisting Moment (AM) / Segment Length (Seg Lg). Hold Down HD TvDe Incor rated Into Shear Frames MIQ Ato elation Shown at each r 'd Frame see Wall Type for Frame Size n Level Seg_ Uplift _Type - - Seg_Uplift Ty�jp�e r+r Sew lift Type t t.975 A HF Seg Uplift Type Seg Uplllt Type Seq Uplift __Type Seg _Uplift Type Seg �Iitt__Typa - A,B,C.. 2 1.882 A HF 2 2.017 A HF 1 4.216 A HF 2 1.146 A HF Wall 3 1.882 A HF 3 2.181 A HF 2 1.146 A HF Lines Run From Side to Shear(pIQ Shear(plf) A 1836 Shear(pIQ A 2229 Shear(plf) A 2164 Shear(pIQ A 492 Shear(plf) Shear(pIQ Shear(plf) Side Wall Type - Wall Type A 9x18 WelWelll Type A 9x32 Wall Type A 9x32 —lU Wall Type A 9x18 Walt Type Wall Type Wall Type.__ Roof U-litt trom 5-- o Sac Winds resisted-b Front and Ba c rx-t. al s lift RT2 ExtlNf .25 Will Detail O Af 2 & 8xfWi NA at HD HD Error WI Lg<HF Level Seg . Uplift Type Seg Uplift Type Seg_ Uplift Type 1 4.B68�HF 1 11.106 A HF Seg_Uplift Type Sag UpliftType Seg_Uplitt Type 1 2.242 A HF Sag_ Uplift Type _Seg__Uplitt __Type 1 1.808 A HF 1 1.074 A HF 2 2.391 A HF 2 3.777 A HF 2 1.808 A HF 2 841 A HF 2 3.777 A HF 2 1.808 A HF 3 1.534 A HF 3 2.244 A HF 3 2.244 A HF Shear(plf) Shear(plf) A 1.691 Shear(plf) A 3060 Shear(plf) A 1921Shear(piQ A 8731 Shear(plf) Shear(pIQ Shea(plf) Wall Type Wall Type A 1OX18 Wall Type A 10x48 Wall Type A_1OX32 Wall Type A 10X18 Wall Type Wall Type Wall Type_ __ Roof Uplift from Front to (3ack inds resist&&by Fiona and Back __ __ Ext. �Ils Uplitt(p(Q Hf 1 W Ezt WI ^ Upllft D_etail ®Hf 1 & Ext WI NA Straps/Hold-Downs must run continuous down throw h the Wall below to the Foundation. If no Wall below; tie to Beams, sized for Hold -Down Point Loads. Base Level Seg Uplift_ Type Seg_Uplift _Type Seg_Uplift Type _Seg Uplift Type Seg Uplift Type Seg upon Type Seg_Uplift _._Type Seg Uplift Type Shear(plQ Shear(plf) Shear(pIQ Shear(plf) Shoer(pIQ Shear(plf) Shear(pIQ Shear(plf) Wall T Wall T Wall T Wall T Wall T Wall T Wall T Wail T -Shear per near Footar p = um o ear at t t ne eve um Number of Shear Frames at that Line & Level. 1 / of actual oa used at Base Level, Minimum required Shear Wall Construction or Shear Frame for Wall Type Symbol is selected from Shear Wall Schedule on Page 9. \-J • Shear Wall and Hold Down Schedules Page MaxOuake 01995 Archforms Ltd. Date: May 15 1999 Firm: Donald R. James Engine All Rights Reserved Lateral Load Analysis & Job: Askari Residence BY: RWS 1 098.01M Construction Deslan Software SHEAR WALL OPTIONS: Place an "X" in the appropriate shaded block. Select only one option under each heading (except System when using frames) Mous'lornize, [at Zone Hardware Mfg. Wall Framing Material Shear Wall System 70[herSheathing/FastenerC-o-mE&-(SeeApx Wall Sheathing Fasteners No Simpson Doug Fir or SO.PIneHZF SW-All Plywd of PB3/8"orl2" CC or CD Ply 8d Los Angeles Area KC Metals Hem Fir (s.gray.<.49)SW-Gyp,Stuc or Ply3/8"orl2" Struc I Ply tOd USP-Silvr/Kant 3-12" Metal StudsHF- Hardy Frame3/8"orl2" CD Ply o/GB 14ga Staple 94 UBC Other (Apx.C) SF -Simpson Frame1/2"Ext M,S/M-2 Pncl Bd 1"Screw Overwrite ched. on Apx. C below Other (See Apx. C) -Z Frame C) WIND AND EARTHQUAKE DATA 94 UBC I Importance Fact. 1 Source Type A 1.00 Exposure Cat. B Fault Distance 10 Wind Pies honz. PSI 14.3 Sall Profile SD WALL HOLD-DOWN & STRAP SCHEDULE Symbol Uplift Post Fl to Ff Anchor Type Bolt lbs. Size Strap Straps HD Dia. 'Note 3,4 Note 2 Note 2A Note 2 NA up to 300 use the hold-down across or a ow req d type AH1a 1050 2x LSTA18 PAHD42 AH1b 1.685 2x MSTA30 LTT20 112" A H2 2.760 2-2x MST27 STHD10 HD2A 5/8" A H5 4 460 2-2x MST48 PHD5 5/B" AH6 5585 2-2x MST60 PHD6 7/8" A H8 7.120 2-2x PHD8 7/8" A H 10 9 540 4x HD10A 7/8" A H14 11080 4x HD14A 1" AH15 15305 6x HD15 1-1/4" v 1 Straps and HD's as Mfg. by Simpson Strong -Tie Co. Cat C-98 2 Nail Straps & Hold-Dowi s w/10d (2x max.pen.1-5/8") See Details and Mfg. Data for Nailing, Boll and Embedment Requirements 3 If No Cont. Rim Joist Add Lgth. to Wall Strap to Span to Wall Below 4 Straps and Hold -Downs must run continuous to Walls below; it no Wall below, tie to Beams, sized for Hold -flown Point Loads I SHEAR WALL SCHEDULE I Type Load Sheathing Nail Bolts Nail Lag Clips Symbol (pit) Material ;p�g,(tg 5/8"x12 16d 1/2" A35 GF:900 GF:120 GF:478 GF:450 Note 1.2 Note 3 Note 6 Note 7 Note 6.8 Nate 9,10 A 6 1 1/2" Ply 6" 36"oc 5"oc 22"oc 20"oc 4 A 4 1 1/2" Ply 4" 24"oc 3"oc 15"oc 14"oc 4 A 3 1 112" Ply 3" 18"oc 11"oc 11"oc 4 A 2 1 1/2" Ply 2" 14"oc 7"oc 8"oc 5 A 44 1 ea side 12" Ply 4" 12"oc 6"oc 7"oc 4.5 A 33 1 ea side 1/2" Ply 3" 9"oc 4"oe 5"oc 4.5 A 22 1 ea side 1/2" Ply 2" 6"oc 3"oc 4"oc t 2 Framing: 2x DF typ © 1(Voc., 3x req'd if 10d w/ +1.5/8" penetration, 2" or 3"oc 3 4 3x at plate and panel edges at walls w/ Shear over 350lbs, nail min. 12" from edge 5 Offset panel edges on opposite sides of wall and stagger plate splices 6 Anchor Bulls (ASTM A-307) Min- 7" iribednient, w,' 2"x2"x3/1G" Plate Washer 7 Stagger 16d nails in 2x, lags at 3x plates when no sheathing continuity to Rim Joist 8 Pre -drill 3/8" hole for Lag. Provide Washer. Adjust Igth for 2" penetration into Joist 9 Clips: Plate to Blocks only req'd if no shear sheathing continuity from Wall to Blocks 10 Anchors and Clips as Mfg. by Simpson Strong -Tie Co. Cat C-98 UI Cl Shear Wall and Hold Down Schedules Page 10 Date: May 15 1999 Firm: Donald R. James Engine Job: Askari Residence By: RWS DIAPHRAGM OPTIONS: Note: 3/4 Ply requireslOd nails Rf/FI Framing Mat. Rf/FI Diaphragm Fasteners or So. Pine All Unblocked d X Only 8d Only Hem Fir �He Rf Urnblo FI 8d©Rf, FI Rf, Other Block All Edges 10d Com Only 14 ga Staple To Customize, Overwrite Schedule or See Apx C Other HARDY FRAME (HF) SCHEDULE ICBO No. PFC-5342 a Frame Model Numbers and Unit Shear Capacities (I s Height 7 ft 8 ft 9 ft 10 ft Note 5 a 18 tx1n 2.410 VX15 2.132 WA15 1.912 5 8 29 8x32 3 660 9x32 3.160 1OX32 P.500 5 h .13 8X48 5 390 9x48 4 610 10x48 3 920 5 d 56 8x64 6 560 9X64 5 660 1 OX64 4.850 5'8 ; 9 8X80 7 250 9x80 6 310 10X80 5.440 1 Mfg By Simplified Structural Systems 800 754.3030 2 Foilow Mfg. literature for all HD, anchor & other installation req'ts 3 Provide mfg post or beam under free ends of frames if not stacked 4 V adj of 1.43 for bottom floor of 3 floor buildings made on page 7 & 8 5 nther Standard and Custom SVAS are AV' 11ANP ROOF/EXT. WALL UP -LIFT SCHEDULE Type (pIQ at 16" oc at 24"oc at 16" at 16" o 50 A T 100 Ply Nailing or H2 H2 4I1 i80 A35 H4 H2 A V 310 SP1 H10 H1 H2 d W 460 SP4 H7 H10 LTS10 A X 600 SP2 H10 H7 A y 1.170 FTA2 7 2 560 FTA7 I Anchors and Clips as Mfg. by Simpson Strong -Tie Co. Cat C-98 MaxOuake "'1995 Archforms Ltd. All Rights Reserved Lateral Load Analysis & 098.01M Construction Design Software COLLECTOR/rIE AND DIAPHRAGM SCHEDULE Type Force Cont. Joist or Strap Washer Symbol (lbs) Solid Blocking or Cont. Dia. Dia. HD less of C&T par to grain: 425 Joist 20ksi 625 Note 1,2,6 Note 2.3.4 Note 4 Note 5 Note 7 Use CollectorfTie as spec d per symbol or any below NA 225 Note: 1 /3 increase in values not used due to L shaped plan A C1 1,673 2x4 MST27 A C2 2.630 2x6 MST37 3/4" 1.34 2- HD5A A C3 3,304 2x8 MST48 7/8" 1.68 2- HD6A A C4 4,350 2x10 MST60 7/8" 2.22 2-HDSA A C5 4,830 2x12 2- MST37 7/8" 2.46 2- HD8A A C6 6,233 2- 2x10 HST5 7/8" 3.18 HD10A A C7 8,378 2- 2x10 HST6 7/8" 4.27 2-PHD6 • C8 13,268 3- 2x10 7/8" 676 2- HD10A I Provide Cont. Rim Joist/Rafter or Solid Blocking at all Shear Wail Grid Lines 2 A properly sized continuous Railer or Joist can act as both Collector and Tie 3 Between Blocks or breaks in Rafters/Joists provide straps to maintain Tie continuity 4 Run Ail -thread Rod thru Rft/Jst, Igih=Load/Shear(plf), secure ends w/ Washer or HD 5 Provide Washer w/ Dia. (inches) at end of blocked Rit/Jst bays, Mal. iron or 114" St. 6 Connect Continuous Collector/tie to shear wall as required by Shear Wall Schedule 7 HD at Rod to Shear Wall and/or Rft/Jsl Mfg. by Simpson Strong -Tie Gat C-98 ;hear Diaphragm Edge Floor Snear u,aph. Load Material Nall Diaphragm Loac Material folf) Note 1.2.4 Note 3 Symbol (olf) Note 1,2A A R6 180 1/2" Ply 6" A F6 3/4" Ply 4 R4 112" PI)' 4" d F4 ?✓4" Ply p R3 112" Ply 2-1/2" A F3 3/4" Ply A R2 1/2" Ply 2" A F2 3/4" Ply 7 ? 1 Sheathing: Floor X4 CD -AC Ply/OSB, Roof 112 CD or CC Ply/OSB, Unblocked 2 Framing: 2x typ, 3x req'd if 10d pert more thanl-5/8", or nails spaced less than 3"oc 3 Typ. Fasteners: 8d Common or Galv. Box nails (no sinkers), field 12"@RI, 10"@FI 4 Continuous Rim Rafter/Joist recommended at perimeter of unblocked diaphragms 5 See Table 23-11-B-2 for High Wind Roof Zone Nailinq Req'mts 0 r� L Collector/Tie & Diaphragm Loads, Lines 1-8 Page 11 MAxOuAke ""995 Archforms Ltd. Date: May 15 1999 Firm: Donald R. James. Engineers All Rights Reserved Lateral Load Analysis & Job: Askari Residence By: RWS 098.01M Construction Design Software Line 1 Line 2 Line 3 Line 4 Line 5 Line 6 Line 7 1 Line 8 Seg C/T Load (back) - max. load on the Collector /Tie between this and Seg above. C/r Type - min. adequate Collector/Tie. Seg beg - feet Seg begins front of Quad Line. front - C!T load at front side of the front most Seriment. Shear - the avers a Dia hra m Shear alonq the Line. IF "Gap" appear correct Line C/T discontinuity. 2no Lw i Loadoa aLoad aLoad e aSeg CI I LoadLoad a eg Roof _ Seg back Type_beg Seg back Type beg Seg back Type beg Seg_back Type beg Seg back Type beg Seg back Type_heg Seg_ back Type beg Seg_back Type beg 1.2,3.. b b b Wall C 2537 A C2 Lines d 1410 A C1 d 2343 A C2 Run From Front to front 1530 A Cl_ __ _ front 846 A C1 _ front 879 A CI front 546 A Cl front front front front Back Shear(pif) 109 Shear(plf) 141 Shear(plf) 146 Shear(plf) 121 Shear(pff) Shear(plf) Shear(plf) Shear(pif) Rf Dia h A R6 Rf Dia h A R6 Rf Dla h A R6 Rf Diaph A R6 Rf Diaph Rf Diaph Rf Diaph Rf Diaph Load a Loa oa aLoad GrT Se ada Load CIT Se adSeg 2 FI Seg back Type be Seg _back Type bec Seg back Type Seg _back Type_ befSeg back Type be( Seg _back Type b Seg _back _Type be Seg back Type beg b c 4607 A C5 b b C 585 A C1 C 2730 A C3 b 2657 A C3 d 853 A C1 c 3720 A C4 d 1328 A C1 front_1171 A_C7 front 1024 A C7 front 1594 A-6 front 867 front front front front Shear(pIQ 195 Shear(plf) lye GC1 Shear(plf) 26a _A_Ci Shear(plf) P17 __ __ Shear(pif) Shear(pif) Shear(plf) Shear(plf) Rf Diaph A block? Rf Dlaph A block? Rf Diaph A block? Rf Diaph A block? Rf Diaph Rf Diaph Rf Diaph Rf Diaph FI Diaph A block? Fl Dia h A block? FI Dia h A block? FI Dla h A block? FI Dla h Fl Diaph Ff Diaph FI Diaph �IistUT-Loa _oad Crr Se oa oada oa e CIT LoadeLoad aLoad Seg Floor Seg back Type beC Seg _back Type be Seg back Type be Seg_back Type_ be Seg back Type be( Seg back Type bec Seg back Type Seg back Type beg front front front front front front front front — Shear(pif) IF -- Shear(pif) -- Shear(pif) 9hear(plf)---- -- Shear(plf) -_ - Shear(pif) - Shear(plf) _ Shear(pif) I'll . I Diaph FI Diaph FI Diaph FI Diaph FI Dlaph FI Dlaph FI Diaph If Rf or FI Diaph return "block?', load values are higher than the diaphra m capacity. Change to blocked diaphragm or fastener Option (pg 10) or add Shear Wall (pg 3or4) • Collector/Tie & Diaphragm Loads, Lines A-H Page 12 MaxOua ke 1,11991 Archforms Ltd. All Rights Reserved Lateral Load Analysis & Date: May 15 1999 Firm: Donald R. James. Engineers Job: Askari Residence ex: RWS 098.01M Construction Design Software Line A I Line B I Line C Line D Line E I Line F Line G I Line H Seg C/T Load (left) - max. load on the Collector /Tie between this and Sag to left. C/T Type - min. adequate ColiectorMe. Seg beg - feet Seg begins right of Ouad Line. ri ht - C/T load at ri ht side of the riqht most S rnent. Shear - the avers a Dia phra m Shear alongthe I Ine. If "Gap" appears correct Line C/T discontinuity nLoad e a oa a ad CrT Se ade( C4 i Load (W T bef CY I Loadeg Roof Seg left Type b Ssg left Type b Segleft Type Seg_ left Type__ Seg__ left Type_be, Seg_ left_Type _ Seg left Type_ Sag left Type beg 1 1 A,B,C. 2 1224 A C1 2 1486 A C1 1 2 Wall 3 1224 A C1 3 1362 A C1 2 492 A C1 Lines Run From Side to right right 1428 A C1 right t734 A C2 righter fi23 A Ci _ righ99 A C1_ right _ right _ right Side Shear( Shear(plf) 102 Shear(plf) 124 Shear(plf) 135 Shear(plfj 61 Shear�plt) Shear(plf) Shearjplf) Rf Diaph Rf Dia h A R6 Rf Diaph A R6 Rf Diaph A R6 At Diaph A R6 Rf Diaph Rf Diaph Rf Diaph 1-Rf CIT Loa a oa a ef Cfr LoadLoad Sef Cfr LoadaSeg 2 FI Seg Type_ be Sog left Type_ be Seg left Type be Sag lelt_ Type be Seg_ left Type_ Seg left_ Type_be Seg Type_ Seg left Type beg , _left 1 1 1 _ _left _ _ 1 16,y1 A C2 1 wW A C3 2 1921 A C2 2 2 2818 A C3 2 5213 A C6 2 873 A C1 2 1691 A C2 3 3740 A C4 3 2818 A C3 3 2066 A C2 right right 3194 A right_2493 G_C2 right 2162 A C2_ right_1419 A Ct right right_ right Shear(plf) -- - — _C3_ Shear(plf) 188 Shear(pif) 227 Sa Shear(pif) 240 Shear(plf) i09 Shear(p1f) _ Shear(plf)- -- Shear(plf) Rf Diaph Rf Diaph A block? Rf Dlaph A block? Rf Diaph A block? Rf Diaph A R6 Rf Diaph Rf Diaph Rf Diaph FI Diaph Fl Diaph A block? FI Dla h A block? R Dia h A block? FI Diaph A block? FI Diaph Fl Diaph R Diaph stLoad a oa aLoad a aLoad beLoad Seg Floor Sag left Type Sag _left Type b Sag left Type _ Sag,- Lett_ Type Sag __left Type b% Sag left Type Sag left Type be I Sag left Type beg right right right right ___ 11`1 right right right right _ _ Shear(plt) Shear(plf) __ _ _ I ___ __ Shea�Th _ __ Shear(pilj _ Shear(pif) I Shear(plf) Shear(pif) _ Shear(pll) FI Diaph FI Diaph Fl Diaph F1 Diaph Diapt Fl Diaph FI Diaph FI Diaph If Rf or FI Diaph return "block?', load values are higher than the diaphragm capacil . Change to blocked diaphragm or fastener Option (pq 10) or add Shear Wall (_ 3or4) • Wind pressure for Components & Cladding Page 13 MAXQuake (--' 1995 Archforms Ltd. I Date: May 15 1999 Firm: Donald R. James. Engineers All Rights Reserved Lateral Load Analysis & Job: Askari Residence Bv: RWS I 098.01M Overturning Calculation Template Wind Pressure for GCD Uplift -3.4 -49 or -3.2 -46 Out- -3.0 -43 Force -2.8 -40 -2.6 -37 -2.4 -34 -2.2 -31 -2 0 -29 -1.8 -26 -1.6 -23 1.4 -20 -1 2 -17 -1.0 -14 -0.8 -11 -0.6 -9 -0 4 -6 -0.2 -3 Vertical Wind Loads for Gable or Hip Roofed Buildings GCp GCp -3.e Roor 3.00 Overhang IZI IZI 141 •2.6 -2.6 c -Z .2.4 c 2.4 2.2 2.2 -1.8 Is-2 0 1:88 ra o -1.6 -1.6 S tl •1.4 r -1.4 `o s r at rl s t.2 1.2 -1.0 .1.0 0 -aB -0.8 0.4 _._ 0.2 _ gg 0.6 _ _ Ali Region_ 0.4 _- All Regio_n_s - S e 'C Figural606.2D GCp for Root Slope 0's a s 10' 0's 8 s 10' to's 8 s 4Fi' •30 --- ------ -Roof -3.0 ----Overhang -2.8 -2:8 IZI Z121 -2 6 •2.6 z -2.a c 2.a cg -2:4 S -2.2 a �:t -2.0 2.0 -1.8 -1.B `o t'f 6 1.4 -1.4 S -1.4 ri 8 •1.2 -1.2 a> S r si rl si - 8 rl8re -1.n cx -0 8 •0.6 Lu 00 0 0.4 0.4 Down 0.2 3 0.6 _ _-AII Region 0.6 _ __ _ AII_Reglons r rt Load 0.4 6 Figural606.2F GCp for Roof Slope 10's a s 30' 3 S or 0.6 9 0 0 - Roof 2.0 - _ -Overhang 0's a s 10. 10's a s 45' In- 0,8 11 -1.8 .1.8 c s Force 1.0 14 -1.6 case -1.s ar.r 1.4 1.2 17 1.2 s e -1.2 i 14 an _J�1 rl :�5 a Note. 16 23 -0.6 -0.6 t -- - -- - --- - 1. Values are for 1.2 0.8 enclosed Buildings. 1.z All Reaisn 1 0 An Realons 2. SBCCI Values for ' o equivalent �o_ !2 Overhang GCp include effect GCp are to U8C Table Effective Wind Area (sq.ft.) Effective Wind Area (sq.ft.) of both upper & lower surface for values of 1 Flgure1606.2E GCp for Root Slope 30's a s 45' Horizontal Wind Loads for Buildings Walls GCp •2.0 " wen -1.1.68 -e 1.4 e -1.2 -1.0 W w w z Z as -06 0.6 - Plus: In, Minus: out, design for 08 I'00 is & W maximum z pressure 1.2 For partially enclosed buildings 1.4 .GCp add 0.1. •GCp minus 0.4. 16 1.8 _ Reduce GCp 10 % when a s 1 O' Figure 1606.2C Wall GCp Vertical Wind Loads for Monoslope Roofs -3.2 Root IZI Z _Z 08 c Z Z Z 2.4 S -2.2 0 2.o r is -;:6 e s r s -1.4 1.2 v -1.0_ Figure 1606.2F 3's a s 10' .3 6 - - - - - Root I" s- _C .3.4 3's s s 30' _3 2 c 2.8 2.6 -2.4 2.2 S 2.0 a 1 1.8 1.6 r 1 0 o N € oo N o Reduce C 10% if 31s a s 5' Effective Wind Area (sq fi-) If as 3' see Figure 1606.20 Figure 1606.2G Monoslope Roofs 10's a s 30' • • Lateral Loading: Area, Height & Weight Data Page 1 FLOOR PLAN AREAS & SHEAR WALL GRID SPACING •rsraonsn Cana apacm ana moor rian t onrig raeon r acn sever Left 1 2 3 4 6 7 6 hear Well Spacing 12 14 Back El 00 2nd FI/Rf 1st FI W 2nd FI/Rf 1st FI IM 00 2nd FI/Rf 20 2 2 1stFl 1 1 W 2nd FI/Rf 2 2 2 I st FI 1 1 00 2nd FI/Rf 1st FI 00 2nd FI/Rf 1st FI 00 2nd FI/Rf FT, 1 st FI - rmu ca ver an to Roof Roof Block Area 8 Overall Depth 22 Z= 3 hRe= 45 2nd FI / Roof Overall Depth of Roof at 2nd Fl Roof Block Area Floor Block Area 264 308 Perimeter Wall 22 22 Overall Depth 22 Z= 3 hRe= 1st Floor We= 54 Floor Block Area 284 308 Perimeter Wall 22 22 Overall Depth 22 Z= 3 We= 66 Z=less of 10% of least hertz. dim. or 40% of ht. but not less t hRi= 86.5 hRi= Wi= 180 MaxOuake All Rights Reserved 098.01M 01995 Archforms Ltd. Lateral Load Analysis & Construction Design Software TYPICAL DEAD LOADS Establish Dead Loads (lbs/sf)- Right Roof Interior Wall Roof Floor Roofing 10 Gyp.BcI 4 Block Block Perim Overall Sheathing 2 Framing 4 Area Area Wall Width Framing 4 Int. Finish 26 Snow Other 26 16 �- 26 Ceiling Roof at 2nd FI Insulation 1 Exterior Wall y Framing 1 Ext Finish 10 L to R Gyp. Bd. 2 Shear 560 1 Other — 1 Framing 4 z rol 520 26 5 Insulation 1 520 26 hRe= Floor Gyp. Bd. 2 56 18 Flooring 4 Int .Finish 52 26 Sheathing 2 Other 52 26 hRi= Framing 3.15 _T/- 52 Insulation 0.5 Other WI Area 10 We= 54 FLOOR HEIGHTS & WIND AREA 66 -Establish Floor to Floor and Roof Heights (ft)- Wi= Roof Roof Floor 144 Pitch Height Height 176 _ X/12 an w t 6 7 Rool e s>15% of Pit n.Y? Hoot Area M 16 9 7rld FI/Kept vRe 456 vRi 256 2nd Ft Depth 1 Roof Area FI to FI Height 11 tst Floor Floor Area 572 WI Perinvater 96 st FI Dp - S if Slab 6ta`I S vRe Ave. Sill to FI Ht ash/ la Floor Ar 572 Wind Ht.@Ridgo --- TF— Slab/Foundation WI Perimeter 96 Wind Ht.@Gable 23.5 Ridge F to B L to R Wi= 220 Mean Roof Ht. 23.5 Runs? y . of least horiz. dim. but at least 311. Hips? is ILateral Load Analysis Page2, MaxOuake C11995 Archforms Ltd. I Date: May 15 1999 Firm: Donald R. James Engineers All Rights Reserved Lateral Load Analysis & Job: Askan LIV.Rm / Foyer By: RWS 098.01Ml Construction Design Software SEISMIC LOADS Establish Dead Loads- Mat.Weights 2nd Floor 1st Floor Base Level Item DL(psf) Area (sf; DL(Ibs) Area(sf) DL(Ibs) Area(sf) DL(Ibs) Wl oof 16 616 9856 VA Coil 5 572 2860 572 2860 Wt Ext W 17 864 14688 1056 17952 Wt Int WI 10 572 5720 572 5720 WI Floor 10 572 5720 572 5720 Sum 2nc 38844 Sum 1st 32252 Base interior wall default: 10 psf of floor area Sum 2nd,1st & Base 71096 -Distribute Weights to Various Levels - Roof 2nd FI 1st FI Wt Tributary Weight Line Line Line Sum Wt oof2nd — 9856 9856 VA Coil 2nd 2860 2860 1/2W1 Ext W12 7344 7344 14688 Wt Int WI 2 VA Floor 2 Wt Roof 1st VA Ceil 1 1/2 Wt Ext WI 1 VA Int WI 1 W1 Floor 1 1/2W1 Ext WW1 8smt Vvt Coil Bsmt Line Sum 20060 30620 20416 W= 1096 5720 5720 5720 5720 2860 2860 8976 8976 17952 5720 5720 5720 5720 BUILDING COD Select Code- 6 BOC 7 SBC rEXA4 UBC -Determine Base Shear- UBC Section 1630.2 Zone 4 Fig. 16-2 Seismic Source Type A Table 16-U Soil Prof SD Table 16-J Fault Distance 10 in km to Seismic Source Table 16-I Ca = Z=E02 0.44 Table 16 O cable 16-KCv= 076t3 Table iG-R T=Formula (30.8) Na= 100 Table 16-S R=Table 16-N (Tied to Pg 9 Nv= 1.20 Table 16-T E -Distribute Shear to Various Levels- UBC formula (30-15) Force at Level x = V (W1x)(Htx)/Sum(WII)(Hti) FI assumed = 0 A Fit is measured from plate to foundation E=Eh'p (30-1) CI Wt x Ht x (W)(Ht) Fx p F to B p L to R Hoot 20060 20 401200 7086 2nd FI/Roof 1 30620 11 336620 5949 1.00 1.00 1st Floor 20416 Sum 71096 20 738020 13034 WIND LOADS -Wind Pressure- UBC Section1620 P- slwCeCq 14 p 80 Figure 16-1 Ex B Section 1616 IwC1 ]Table 16-K cis 16.4 Table 16-F Ce 0.67 Table 16-G hCq 1.3 Table 16-H, #2 hq -0.7 Table 16-H, #2 _ —� = 14 M. Force (ps ) Pv= -7.69 Vt Force (psf) -Total Wind Load In Each Direction At Each Level (lbs)- Trib Area F to B Trib Area L to R Wind Load End Z Inter Z SumP'At End Z Inter Z SumP'AI F to B L to R Roof 2 5 87 1.300 18 52 1,000 Roof 1 2,971 2,414 2nd FI 54 180 3,343 54 144 2,828 3,714 3,143 1st Floor 66 220 4,085 fib 176 3,457 2,043 1,728 Up Roof 2 456 256 Uplift 5476 5476 Up Roof 1 Uplift GOVERNING LATERAL LOADS Maximum Total Load In Each Direction At Each Level (lbs)- Front to Back Side to Side Roof 2 7,0136 beismic 7-,086-8eismic formula (30-4) (30.5) (30-6) (30-7) V= CVIW/RT but nol> 2.5CaIW/R but not < 0.11CaIW zone 4 not<0.8ZNvIW/R 2nd FI/Roof 1 `',949 Seismic 5,949 Seismic 42631 13034 3441 4550 V= 13,034 Ibs 1st Floor 2,043 Wind 1,728 Wind For Code Table references used by MaxQuake see Code Sections cited or Appendix A (below) 11 • WIND LOADS -Wind Pressure- UBC Section1620 P- slwCeCq 14 p 80 Figure 16-1 Ex B Section 1616 IwC1 ]Table 16-K cis 16.4 Table 16-F Ce 0.67 Table 16-G hCq 1.3 Table 16-H, #2 hq -0.7 Table 16-H, #2 _ —� = 14 M. Force (ps ) Pv= -7.69 Vt Force (psf) -Total Wind Load In Each Direction At Each Level (lbs)- Trib Area F to B Trib Area L to R Wind Load End Z Inter Z SumP'At End Z Inter Z SumP'AI F to B L to R Roof 2 5 87 1.300 18 52 1,000 Roof 1 2,971 2,414 2nd FI 54 180 3,343 54 144 2,828 3,714 3,143 1st Floor 66 220 4,085 fib 176 3,457 2,043 1,728 Up Roof 2 456 256 Uplift 5476 5476 Up Roof 1 Uplift GOVERNING LATERAL LOADS Maximum Total Load In Each Direction At Each Level (lbs)- Front to Back Side to Side Roof 2 7,0136 beismic 7-,086-8eismic formula (30-4) (30.5) (30-6) (30-7) V= CVIW/RT but nol> 2.5CaIW/R but not < 0.11CaIW zone 4 not<0.8ZNvIW/R 2nd FI/Roof 1 `',949 Seismic 5,949 Seismic 42631 13034 3441 4550 V= 13,034 Ibs 1st Floor 2,043 Wind 1,728 Wind For Code Table references used by MaxQuake see Code Sections cited or Appendix A (below) 11 • GOVERNING LATERAL LOADS Maximum Total Load In Each Direction At Each Level (lbs)- Front to Back Side to Side Roof 2 7,0136 beismic 7-,086-8eismic formula (30-4) (30.5) (30-6) (30-7) V= CVIW/RT but nol> 2.5CaIW/R but not < 0.11CaIW zone 4 not<0.8ZNvIW/R 2nd FI/Roof 1 `',949 Seismic 5,949 Seismic 42631 13034 3441 4550 V= 13,034 Ibs 1st Floor 2,043 Wind 1,728 Wind For Code Table references used by MaxQuake see Code Sections cited or Appendix A (below) 11 • Shear Wall Segments Data, Lines 1-8 Page MaxOuake ©1995 Archforms Ltd. All Rights Reserved Lateral Load Analysis & Date: May 15 1999 Firm: Donald R. James Engineers Job: Askari Liv.Rm.l Fo er By: RWS 098.01M Construction Design Software Line 1 I Line 2 1 Line 3 Line 4 Line 5 1 Line 6 Line 7 1 Line 8 Segment (Seg) names a-g appear to show possible quadrants (q). Remove Sags not used. Move and add 1.2... to denote multiple (m) seg's in a quadrant, ie., b2. Sea Variables: La: S I th. Ht: Se h ht (from 1 . B: Bearin Wall? - B= es. E/1: Ext. or Int. Wall? - E=Ext I=Int. S: Stacked Se above same row &m & s La. nBeg Wall Variables Seg Wall Variables beg Wall Variables Seg Wall Variables Seg Wall Variables beg Wall Variables beg Wall Variables beg Wall Variables Level. q&m _ Lg Ht_ B E/I q&m Lg Hl B Ell q8m Lg Ht B FJI_ q8m Lg _ Ht 8 E/I q8m Lg Ht 8 Ell q8m Lg Ht B E'1 q8m Lg Ht B FJI_ q8m Lg_ Ht B Ell 1,2,3.. Wall c 10 9 N I c 3 8 B E Lines d 4 9 N E d 3 8 B E Run From Front to _ sum Syst _ sum Syst sum 14 Syst HF sum_ Syst sum 6 Syst HF sum Syst sum---- Syst sum Syst Back HF load trans to ad' line st Sag Wall Variables eg al anab es Sag Wait variables Seg Wall Variables Seg Wall Variables Se-g--Wal1FVa-ri-abTes Seg Wall Variables Seg Wall Variables Level q&m _Lg Ht B E/1 S q&m Lg _Ht 13 Ell S q&m _Lg_Ht B Ell S q&m Lg Ht B Ell S q&m Lg Ht B_E/l S q&m Lg Ht 8 E'I S g8m_Lg Ht B Eli S q&m_ Lg Ht a Ell S c 7 10N I S c 2 8 B E S d 4 10N I S c 3 8 B E S sum Syst sum Syst sum if- Syst HF sum Syst HF sum---5 Syst HF sum Syst sum Syst sum Syst HF loau trans to adj line ase Seg Wall Variables Seg Wall Va-r-ia-bTe—s eg Wall aria es eg a I anab es Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Level _ q8m Lg Ht B Ell S q&m Lg Ht 13 Ell S q&m Lg Ht 8 EA S q&m Lg _ Ht B Ell S q&m _Lg Ht B Ell S q&m Lg Ht B Ell S q&m Lg Ht B Ell S q&m Lg Ht B Ell S sum Syst sum Syst sum Syst sum Syst sum _ Syst sum Syst sum ' Syst sum Syst load trans to adj line load trans to adj line bad trans to adj line Shear Segment Height'Length ratio is limited to 3.5/1 for edge blocked panel. "Ht/Lg>3 5 limit" a pears it exceeded. See Code Ch.16 for Ht/Lg limits Ior other assemblies • is Shear Wall Segments Data, Lines A-H Page MaxOuake ©1995 Archforms Ltd. All Rights Reserved Lateral Load Analysis & Date: May 15 1999 Firm: Donald R. James Engineers Job: Askari Liv.Rm.i Fo er By: RWS Q98.01M Construction Design Software Line A I Line B I Line C Line D Line E ILine F I Line G I Line H Segment (Seg) names 1-7 appear to show possible quadrants (q). Remove Sags not used. Move and add a,b... to denote multiple (m) seg's in a quadrant, ie., 2b. Sea Variables: La: Seri lath. Ht: Sea h ht from Do 1). B: Bearina Wall? - B= es. Ell: Ext. or Int. Wall? - E=Ext Writ. S: Stacked Seri above same row 8rtr & s L n eg a Variables eg a Variables eg a Variables eg a Variables :,eg a Variables eg a ana as eg a Variables eg a aria es Level_ q&rn Lg Ht PEA q&m Lg Ht B E/I q&m Lg Ht B Ell g&m Lg Ht B EA q&m Lg Ht B E/I q&m Lg_ Ht B 6'I q&m Lg Ht B E/I q&m_ B Lg_ Ht E/I A,B,C.. Wall 3 3 9 B E Lines 4 6 9 B E 3 3 9 B E Run 4 3 8 B E From 4 3 8 B E Side to sum - Syst sum Syst _ sum fi Syst HF _ sum 12 Syst HF _ sum Syst ___ sum Syst sum Syst sum Syst Side HF load trans to ad' line st Seg Wall Variables Seg Wall Vamiables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall VariabIF. Level_ q8m Lg Ht_8 E/I S q8m Lq Ht B E/I S q8m L�Ht B E/I S q8m Lg Ht B E/I S q8m Lg _Ht B E/I S q8m _Lg_Ht B E9 S q8m Lg Ht_ B E/I S g8m_LgHt B E/1 S 3 6 10B 1 3 3 10BES 4 6 10B IS 3 3 LOBES 4 3 8 B E S 4 3 8 B E S sure Syst sum Syst sum 12 Syst HF sum 12 Syst HF sum Syst sum Syst sum Syst sum Syst HF load trans to adj line Base seg Wall Ta—HaTiFe—s -96gWa-"anables Seg Wall Variables Seg Wall ariab es , eg a ar a es Seg Wall Variables Seg Wall Variables Seg Wall Variables Level q&m Lg Ht B E/I S q8m Lq__ Ht B 69 S q&m_Lg_ Ht B E/I S q&rn Lg Ht B E/I S q8m Lg __Ht B E/I S q&m Lg_ Ht B E/I S q8m Lg _Ht B E/I S q8m Lg HI B E/I S sum Syst sum Syst sum Syst sum Syst sum Syst sum Syst sum Syst sum Syst load trans to adj line load trans to adj line load trans to adj line Shear Segmert HeiE;ru:, _c gth ratio is limited to 3.5/1 for edge blocked panel. "HVLg>3.5 limit" appears if exceeded. See Code Ch.16 for Ht/Lg limits for other assemblies. • • Lateral Load Distribution & Overturning Moment Page MaxOuake "995 Archforms Ltd. All Rights Reserved Lateral Load Analysis & Date: May 15 1999 Firm: Donald R. James Engineers Job: Askari Liv.Rm./ Fo er By: RWS 098.01M Construction Design Software Lateral Line 1 Line 2 Line 3 Line 4 Line 5 Line 6 Line 7 Line 8 Force Seis%= Wind%= W/ft= it "W',-snow RM= d'W'.67,"s".85 OTM= it St'k Vnet'ht Vadj= V= SumV= Distrib Inb II A/Sum flA trib wl A/Sum wlA Sum lev. w`trib area 1 lfift ^2/2k SumV'Ht'L ; L SumV Irom ad' Ln Ln%•Vmax SorW Vad' pbv+V n r5 Level Seg W/ft AM OTM Seq W,1t AM OTIV Se W/ft AM OTIV Se_g W/H_RM OTM Seg_VV/ft_RM OTIV Seg_ Wlf_t__AM OTM S_eg W4t_RM _OTM Seg_W4t__R_M_ OTM Seismic 7,086 SVV c 114 4.8 23 c 2133 1.1 14 r=V wall d 195 1.3 9.2 d 2133 1.1 14 '10Aw / V level Frame V frame Vadj line 2 Vadj line 1 or 3 Vadj line 2 or 4 1.9 Vadj line 3 or 5 Vadj line 4 or 6 1.7 Vadj line 5 or 7 Vadj line 6 or 8 Vadj line 7 V level 2nd level V 2nd level V 2nd level V 1.7 2nd level V 3.G 2nd level V 1.9 2nd level V 2nd level V 2nd level V Sum V Sum V s Sum V 3.6 s Sum V s Sum V 3.6 Sum V Sum V Sum V st % b"1w 16 % 23 23 % 50 50 % SIW 27 27 Level Serf W/ft AM_ OTIV Seg_Wnt AM OT_ Seg Wit RM OTIV Seg WRt RIM OTIV Seg_W/ft _RM OTN Seg W/It_ AM OTIV Seg WM _RM OT _ S_eg_Wm_RM_ _OTM Seismic 5,949 c 214 4.5 68 c 489 0.8 38 d 295 2 30 c 489 1.9 14 P= 2-20/ (r max Ab^.5) Vadj line 2 Vadj line 1 or 3 Vadj line 2 or 4 1.6 Vadj line 3 or 5 Vadj line 4 or 6 1.4 Vadj line 5 or 7 Vadj line 6 or 8 Vadi line 7 1.00 r= V above r= V above r= V above 3.6 r= V above r= V above 3.6 r= V above r= V above r= V above 1 st lev V 1st lev V 0.25 1st lev V 1.4 1st lev V 3 0.25 1st lev V 1.6 1st lev V 1st lev V 1st lev V Sum V Sum V s Sum V 6.6 s Sum V s Sum V 6.6 Sum V Sum V Sum V 11'a-se % aM % % S/W 23 23 % 50 50 % SAN 27 27 Level Seg W/ft AM OTIV Seg_W.m_ AM -0TW Seg W/tt RM OT Seg W/ft _RM _OTN Seg W/ft RM _OTIV Seg W/ft RM OTIV Seg W/ft _RM OTIV Seg W/tt AM OTM Wind 2,043 P= 2-201 r ( max Ab^.5) Vadj line 2 Vadj line 1 or 3 Vadj line 2 or 4 Vadj line 3 or 5 Vadj line 4 or 6 Vadj line 5 or 7 Vadj line 6 or 8 Vadj line 7 r= V above r= V above r= V above 6.6 r= V above r= V above 6.6 r= V above r= V above r= V above Bsmt V Bsmt V 8smt V 0.5 Bsml V 1 Bsmt V 0.5 Bsmt V Bsmt V Bsmt V Sum V Sum V w Sum V w Sum V w Sum V Sum V Sum V Sum V • Lateral Load Distribution & Overturning Moment Page MaxOuake 101"', Archforms Ltd. All Rights Reserved Lateral Load Analysis & Date: May 15 1999 Firm: Donald R. James Engineers Job: Askah Liv.Rm./ Fo fer By: RWS C198.01 M Construction Design Software Lateral Line A Line B Line C Line D Line E Line F Line G Line H Force Seis %= Wind %= Wmi = f 'W',-snow RM= if 'W".67,"s".85 OTM= it St'k Vnet'ht Vadj= V= Sumv= Distrib trib fl A/Surn flA trib wl A/Sum wlA Sum lov. w'trib area %M/ft'L A2/2k SumV'Ht'L ! L SumV from ad' Ln Ln%*Vmax Sow Vad +Vabv+V n Level " Seg W/ft RM O_T_ M. W t_t R_M_ O_T o Seg_W1 RM OT . Seg Witt RM_ OT o Seg IArAt RM OT Seg WAl RM OT Seg W4t_ AM_ OT Seg_ W_At AM_ _O_TM Seismic _ _Se _g _ _ 7,086 SW 3 384 1.5 8.7 r=V wall 4 363 5.6 29 3 384 1.5 8.7 10/lw 4 367 1.4 7.7 / V level 4 367 1.4 7.7 Frame V frame Vadj line B Vadj line AorC Vadj line BorD Vadj line CorE 0.3 Vadj line DorF Vadj line EorG Vadj line Forth Vadj line G V level 2nd level Wit 2nd level V 2nd level V 3.2 2nd level V 3.5 2nd level V 0.3 2nd level V 2nd level V 2nd level V Sum V Sum V s Sum V 3.2 s Sum V 3.9 s Sum V Sum V Sum V Sum V st % b/W o % S/W 45 45 % 50 50 % 4.5 4.5 Level Seg W/ft_ R_ M_ Seg WAt AM OTN Seg_ Wit RM OTIVI Seg Wlft AM_O_ T Seg V FAt AM OTKI Seg Wq RM OT_ Seg WmRM _OTIV S_eg_VVM AM _OTM Seismic _ _OT _ 5,949 3 180 2.8 30 3 664 2.5 26 4 543 8.3 75 3 664 2.5 26 P= 4 613 2.3 22 2-201 4 613 2.3 22 (r max AbA.S) Vadj line B Vadj line AorC Vadj line BorD Vadj line CorE 0.3 Vadj line DorF Vadj line EorG Vadj line ForH Vadj line G 1.00 r= V above r= V above r= V above 3.2 r= V above 3.9 r= V above r= V above r= V above r= V above 1st lev V 1st lev V 0.23 tsl lev V 2.7 0.14 1st lev V 3 1 st lev V 0.3 1st lev V 1st lev V list lev V Sum V Sum V s Sum V 5.9 s Sum V 7.1 s Sum V Sum V Sum V Sum V ase % b/W os1w % 51W 45 4 % So 50 / SMI 4.5 4.5 % Level Seg Writ RM OTN Seg Wm OT Seg RM PT Seg W_ Rt RM OT Seg Wttt_ RM OT Seg WRt RM_ OT Seg Wit RM OT Seg W/ft RM OTM Wind _AM _ _Wl0 _ 1,728 2-20/ (r max AbA.S) Vadj line B Vadj line AorC Vadj line BorD Vadj line CorE Vadj line DorF Vadj line EorG Vadj line Forth Vadj line G r= V above r= V above r= V above 5.9 r= V above 7.1 r= V above r= V above r= V above r= V above Bsmt V Bsmt V Bsml V 0.8 Bsmt V 0.9 Bsmt V 0.1 Bsmt V Bsmt V Bsmt V Sum V Sum V w Sum V w Sum V w Sum V Sum V Sum V Sum V 11 Shear Wall and Hold Down Requirements Pagel MaxOuake 01I" Archforms Ltd. All Rights Reserved Lateral Load Analysis & Date: May 15 1999 Firm Donald R. James Engineers Job: Askari Liv.Rm./ Fo er By: RWS 098.01M Construction Design Software Line 1 ILine 2 1 Line 3 Line 4 Line 5 Line 6 Line 7 Line 8 Uplift = Overturning Moment (OTM) - Resisting Moment (RM) / Segment Length (Seg Lg). Hold Down HD 7 e Incorcierated into Shear Frames Mf Abreviation Shown at each tedd Frame see Wall Tvpe, for Frame Size 2nd Level_ _Seg__Uplitt Type HD Seg Uplift Type Hu Seg �Ilft Type Hu Seg Uplift _Type HD _Seg_Uplift Type HD Seg__Uplift Type Seg Uplift Type Seg Uplift Type 1,2,3.. Wall c 1.823 A HF c 4.424 A HF Lines d 1.976 A NF d 4.424 A HF Run From Front to Shear(plp Shear(plf) Shear(plf) A 1794 Shear(plf) Shear(plf) A 1.7941 Shear(plf) Shear(pit) Shear(plf) Back Wall Type Wall Type Wail Type_A 9x18 -- Wali_ype -Its Wall Type_A 8x18 Wail Type_ Wall Type Wall Type_____ Root Uplift from Side to Side. Winds resisted by and Ri lit EM TN Q—lift if Rt 2 C$ Ext WI 45 U il"etafl ®of 2 9-Ext WI NA at HD HD Error g<Erro—rWt-Lg<H1 HD H HD HD Level Seg Uplift Type Seg U�11Itt Type Seg_Uplift Type Seg _ Uplift Type Seg Uplift Ty Seg Uplift— _Type Seg Uplift Type c 9.025 A HF c IS699 A HF d 7.073 A HF c 4.135 A HF Shear(plf) I Shear(plf) I Shear(plf) A :32821 Shear(plf) Shear(plf) A 3282 Shear(p[Q Shear(plf) Shear(plf) Wall Type Roof Uplift from Side _Wall Type to Side Winds resisted Wall Type_ A 10x48 Wall Type by Leftand Right Ext Wa)Is (Tpfih Wall Type A 8x32 (pll) Af i @1 Ext WI Wall Type Uplift befall Wail Type Q F1f 1 & Ext W) _ Wall Type NA Straps/Hold—Downs must run continuous down throw h the Wall below to the Foundation. It no Wall below; tie to Beams, sized for Hold -Down Point Loads. Base Level Seg Uplift Typo HD Seg_ Uplift_ Type Hu Seg-Uplift Type HO' Seg UpUft_ Type HD Seg_Upiih_ _Type HD _Seg _Uplift Type HD Seg Uplift Type HE Seg Uplift Type Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Wall T lyall T Wall T Wall T WallT Wall T Wall T Wall TyM Si ,er mear oot ( ear pli) = um o ear a t at ne eve (bum um rot ear Framesat that ne Level. l au % o aclua oa us a ase eve . Minimu__rnuired Shear Wall Construction or Shear Frame for Wall Type Symbol is selected from Shear Wall Schedule on Page 9. e 0 Shear Wall and Hold Down Requirements Page MaXOuake 01995 Archforms Ltd. Date: May 15 1999 Firm Donald R. James Engineers All Rights Reserved Lateral Load Analysis & Job: Askari Liv.Rm.1 Fo er By: RWS 098.01M Construction Design Software Line A I Line B Line C I Line D Line E Line F Llne G Line H Uplift = Overturning Moment (OTM) - Resisting Moment (AM) / Segment Length (Seg Lg). Hold Down HD T Incoro3erated into Shear Frames Mf Abreviation Shown at each r 'd Frame see Wall TVoe for Frame Size n Level Seg _Uplift --- Type_Seg__Uplltt Type Seg_ Uplift_ Type Seg UputtType Seg_UpliftTypa Sag_ Uplift Type Seg_Uplitt_ Type Seg Uplift Type A, B,C.. Wall 3 2.409 A HF Lines 4 3.905 A HF 3 2.409 A HF Run 4 2.109 A HF From 4 2.1W A HF Side to Shear(plf) Shear(plf) Shear(plf) A 3221 Shear(plf) A 866 Shear(plf) Shear(plf) Shear(pit) Shear(plf) Side Wall Type Wall T I Wall Type A 9x481 Wall Type A 9x18 Wall Type Wall Type Wall Type Wall Type Roof Uplift from rout to BacTc Winds ies(ste b Front a�Back rxt. �Ils U—Ilft If Rf 2 ® Ezf Wf -21 U_ _ 11WID) tall ®Rf 2 & Ext WI NA st HU HD HD HD HID HD HID HID Level Seg _uplift_ type _Seg Uplift _type .Seg unit type Sag Uplift a Seg _ Uplift Type Seq. Upilft _ Type Seg_Uplitt_ Type Seg Uplift Type 3 4478 A HF 3 7.977 A HF 4 11.068 A HF 3 7_977 A HF 4 6.535 A HF 4 6.535 A HF Shear(plf) Shear(plf) Shear(plf) A 29621 Shear(plf) A 17771 Shear(plf) Shear(pIQ Shear(plf) Shear(plf) Wall Type I Wall Type I Wall Type_ A 1x4 08 Wall Type A 10X18 Wail Type_ Wall Type Wall Type _ Wall Type_ Roof Uplft from Front to Back Winds i sistedby Front andBack ETVWaIis--Uplitt(pif)- Rf 1 Ext WI --_.. -- Uplift Detalt 0 Rf 1 & Eid WI NA Straps/Hold-Downs must run continuous down through the Wall below to the Foundation. If no Wall below; tie to Beams, sized for Hold -Down Point Loads. t3a9e nu nu nu nu nu nu nu nu Level Seg Uplift Type Seg Uplift Type Seg_ Uplift Type Seg Uplltt__ Typo Seg _Uplift_ Type Seq_ Uplift _ Type Seg Uplift Type Seg _Uplift Type per linear root toneartpigl = ,m required Shear Wall Consl •11) I Shear(plf) I Shear(plf) I Shear(plf) ape Wall Type Wall Type Wall Type that Line & Level(3um Number o t a Frames at that Line & Level. 13E Frame for Wall Type Symbol is selected from Shear Wall Schedule on Page 9. 0 0 IShear Wall and Hold Down Schedules Page MaxOuake C1J95 Archforms Ltd. Date: May 15 1999 Firm: Donald R. James Engine All Rights Reserved Lateral Load Analysis & Job: Askari Liv.Rm./ Fover Bv: RWS 1 098.01M Construction Design Software SHEAR WALL OPTIONS: Place an "X" in the appropriate shaded block. Select only one option under each heading (except System when using frames) S ecial Zone Hardware Mfg, Wall Framing Material Shear all System PI /PB Wail Sheathing Fasteners No Simpson Doug Fir or So.PineEZF SW-All I it or PB 3/8"orl/2" CC or CD Ply 6d Los Angeles Area KC Metals Hem Fir (s.gray.<.49)SW-Gyp,Stuc or Pry 3/8"or12" Struc i Ply 10d LISP-Silvr/Kant[]Other 3-1/2" Metal Studs HF- Hardy Frame 3/8"orl12" CD Ply o/GB 14ga Staple X 94 UBC Other (Apx.C) SF -Simpson Frame 1/2"Ext M,S/M-2 Prld Bd 1" Screw o uslomize, Overwrite ched. on Alex C below (See Apx. C) -Z Frame Other Sheathing/Fastener ombo (See Apx C) WIND AND EARTHQUAKE DATA 94 UBC --_�and p eed ml 8 seismic Zone 4 Na ImporlanceFact. 1 Source Type A 1.00 i=xposure Cat. B Fault Distance 10 hind Pres horiz. psf 14.3 Soil Profile SD Wind Pres vert. sfa - Res onse Factor r, i yang no ea c e. e WALL HOLD-DOWN & STRAP SCHEDULE Ho--lr-Down Max. Min. Wall Foundation Bolt Symbol Uplift Post FI to FI Anchor Type Bolt Ibs. Size Strap Straps HD Dia. Note 3A Note 2 Note 2A Note 2 NA up to 300 use Ire noic-oown rcross or oerow req-a type ,8it13 1.050 2x LSTA18 PAHD42 d H7 b 1685 2x MSTA30 LTT20 1/2" A8H2 2760 2-2x MST27 STHD10 HD2A 5/8" e 115 4 460 2-2x MST4a PHDS 5/8" ,8 H6 5 585 2-2x MST60 PHD6 718" ,8 HB 7.120 2-2x PHD8 7/8" ,8H70 9540 4x HD10A 718" 1114 11080 4x H014A 1" 181115 15305 6x HD15 1.1/4' i Straps and HD's as Mfg. by Simpson Strong -Tie Co. Cat C-98 2 Nail Straps & Hold -Downs wr10d (2x max. pen. 1.5/8") See Details and Mfg. Data for Nailing. Boll and Embedment Requirements 3 It No Cont. Rim Joist Add Lgth. to Wall Strap to Span to Wall Below 4 Straps and Hold -Downs must run continuous to Walls below; it no Wall below, tie to Beams, sized for Hold -Down Point Loads SHEAR WALL SCHEDULE Type Load Sheathing Nail Bolts Nail Lag Clips Symbol (pit) Material X1### 5/8"x12 16d 1/2" A35 GF:900 GF:120 GF:478 GF:450 Note 1,2 Note 3 Note 6 Note 7 Note 6,8 Note 9,10 NA construct wall as speed per symbol or any below A 6 1 1/2" Ply 6" 36"oc 5"oc 22"oc 20"oc 4 A 4 1 1/2" Ply 4" 24"oc 3"oc 15"oc 14"oc 4 A 3 1 112" Ply 3" 18"oc 11"oc 11"oc 4 A 2 1 1/2" Ply 2" 14"oc 7"oc 8"oc 5 A 44 1 ea side 112" Ply 4" 12"oc 6"oc 7"oc 4.5 A 33 1 ea side 1/2" Ply 3" 9"oc 4"oc 5"oc 4.5 A 22 1 ea side 112" Ply 2" 6"oc 3"oc 4"oc 1 2 Framing: 2x DF typ © 16"oc 3x req'd if 10d w/+1.5/8" penetration, 2" or 3"oc 3 4 3x at plate and panel edges at walls w/ Shear over 350lbs, nail ruin. 1/2" from edge 5 Offset panel edges on opposite sides of wall and stagger plate splices 6 Anchor Bolts (ASTM A-307) Min. 7" imbedment, w' 2"x2"x3/16" Plate Washer 7 Stagger 16d nails in 2x, lags at 3x plates when no sheathing continuity to Hun Joist a Predrill 3/8" hole for Lag. Provide Washer. Adjust Igth for 2" penetration into Joist. 9 Clips' Plate to Blocks only req d it no shear sheathing continuity from Wall to Blocks io Anchors and Clips as Mfg. by Simpson Strong -Tie Co. Cat C-98 • Shear Wall and Hold Down Schedules Page 10 3: Askari Lrv.Rm / Foyer By: RWS DIAPHRAGM OPTIONS: Note: 3/4 Ply requiresl0d nails Rf/FI Framing Mat. Rf/FI Diaphragmn Fasteners Hem Fir Rf UnBik, FI Bik BdQRf, 10@1`I 71OF or S'o.Pine All Unblocked 8d Com Only 0ther Block All Edges 1prl Com Only ga Staple ro Customize, Overwrite Schedule or See Apx C"14 Other HARDY FRAME (HR SCHEDULE ICBO No. PFC-53-12 4 Frame Model Numbers and Unit Shear capacities tros/ Height 7 ft 8 ft 9 ft loft Note 5' A f8 BX18 2,410 Vxlt1 2.132 MAID 1.912 5 A 2.9 BX32 366o 9x32 3.160 10X32 2.500 5 A .13 8x48 5,390 9x48 4.610 10X48 3.920 5 A 56 BX64 6560 9x64 5.660 10X64 4.850 5 A 99 8x80 7.250 9x80 6.310 10x80 5440 1 Mig By Simplified Structural Systems 800 754-3030 2 Folow Mfg. literature for all HD, anchor & other installation req'ts 3 Provide mig. post or beam under free ends of frames if not stacked 4 V adj of 1.43 for bottom floor of 3 floor buildings made on page 7 & 8 Ro61 /EXT. WALL UP -LIFT SCHEDULE 1 T thin at 16" cc at 24"oc at 16" at 16" oc I A T 50 100 Ply Nailing or H2 H2 A 11 1110 A35 H4 H2 A V 310 SP1 H10 H1 H2 A W 460 SP4 H7 H10 LTS10 A X 600 SP2 H10 H7 A y 1 170 FTA2 A 7 2.560 FTA7 1 A.nchors and Clips as Mfg. by Simpson Strong -Tie Co. Cat C-98 MaxOuake 01995 Archforms Ltd. All Rights Reserved Lateral Load Analysis & 098.01111M Construction Design Software r yang note at bcRea. Flead COLLECTOR/TIE AND DIAPHRAGM SCHEDULE Type Force Cont. Joist or Strap Washer Symbol (Ibs) Solid Blocking or Cont. Dia. Dia. HD less of C&T par to grain: 425 Joist 20ksi 625 Note 1.2.6 Note 2.3,4 Note 4 Note 5 Note 7 Use Collector/Tie as spec'd per symbol or any below NA 300 A Ci 2,231 2x4 MST27 A C2 3,506 2x6 MST37 3/4" 1.79 2- HD5A A C3 4,405 2x8 MST48 7/8" 2.24 2- HD6A A C4 5,800 2xiO MST60 718" 2.96 2- HDBA A C5 6,440 2x12 2- MST37 718" 3.28 2- HD8A A C6 8,310 2- 2x10 HST5 7/8" 4.23 HD10A A C7 11,170 2- 2x10 HST6 7/8" 5.69 2- PHD6 A CS 17,691 3- 2x10 7/8" 9.01 2- HD10A 7 1 Provide Cont. Rim Joist/Rafter or Solid Blocking at all Shear Wail Grid Lines 2 A properly sized continuous Ratter or Joist can act as both Collector and Tie 3 Between Blocks or breaks in Rafters/Joists provide straps to maintain Tie continuity 4 Run All -thread Rod thru Rft/Jst, Igth=Load/Shear(plf), secure ends wr Washer or HD 5 Provide Washer W Dia. (inches) at end of blocked Rft/Jst bays, Mal. iron or 1 /4" St. 6 Connect Continuous Collector/Tie to shear wall as required by Shear Wall Schedule 7 HD at Rod to Shear Wall and/or Rtt/Jst. Mfg by Simpson Strong -Tie Cat C-98 IDiaphragm Load Material Nall Diaphragm Load Material Svmbol (off) Note 1.2.4 Note 3 Symbol If Note 1,2,4 A R6 -_-- 180 1/2" Ply 6" A F6 3/4" Ply A R4 1/2" Ply 4" A F4 3/4" Ply A R3 t/2" Ply 2-1/2" A F3 3/4" Ply A R2 1/2" Ply 2" A F2 3/4" Ply 1 Sheathing: Floor 314 CD -AC Ply/OSO, Roof 112 CD or CC Ply/OSB, Unblocked 2 Framing: 2x typ, 3x req'd if IOd pen more thanl-5/8", or nails spaced less than 3"oc 3 Typ. Fasteners: 8d Common or Galy. Box nails (no sinkers), field 12"@Rf, 10"@FI 4 Continuous Rim Rafter/Joist recommended at perimeter of unblocked diaphragms 5 See Table 23-II-B-2 for High Wind Roof Zone Nailing Re.q'mts • • No Collector/Tie & Diaphragm Loads, Lines 1-8 Page 11 MaxOuake 111905 Archforms Ltd. All Rights Reserved Lateral Load Analysis & 090.01M Construction Design Software Date: May 15 1999 Firm: Donald R. James Engineers Job: Askari Liv Rm./ Fo er By: RWS Line 1 Seg C/T Load (back) Line 2 - max load on the Collector Line 3 /Tie between this Line 4 and Seg above. C/T Line 5 Type - min. adequate Line 6 Collector/Tie. Seg Line 7 beg - feet Seg begins Line a front of Quad Line. front . C/T load at front side of the front most Segment. Shear - the averacie Dia hra m Shear alon the Le. F "Ga arscorrect Line C/T disontinuit a . e n Loade Seg_ back Type beg a e Seg back Type beg Loada Seg back Type be oa Seg_ back Type_beg a e Seg back Type beg a Seg_back Type beg Load Seg_back_Type beg Seg_back Type beg Roof 1,2,3.. Wall c c Lines d 1468 A Ct d 1468 A C1 Run From Front to Back front Shear(plf) front Shear(pll) -_- - front 326 A C1 Shear(plf) 16a front Si�ear(plf) --- front _10__IJA --front Shear(pll) 163 Shear(plf) front _ Shear(plf) - front Shear(plf) Rf Diaph Rf Diaph Rf Diaph A R6 Rt Dia h Rf Dia h A R6 Rf Dla h R1 Di a h Rf Di h oa e<3 Rf UT LoadI Loa Loada oa Type_ be a e_ Sag Type bec, a , e Seg back Type be a Seg back Type_bec Seg_back Type beg 2 FI Seg back Type b Sag back Type _ Seg back Type b Seg _back _back c d 2685 A C2 c c .1282 A C2 front Shear(plf) front _ _ Shear(pIQ front 597 A C1_ Shear(plfj P-- Gal front _ Shea- - front 5668 A C4 Shear(plf) 29a Ga front Shear(plf) front _ Shear(plf) front _ Shear(plf) Rf Diaph Rf Diaph FI Dia h Rf Diaph Fl Diaph Rf Diaph A block? Fl Dla h A block? Rf Diaph FI Dia h Rf Diaph A block? FI Diaph A block? Rf Diaph FI Diaph Rf Diaph FI Dia h ec Fl Dla h oa deg st ' Load Loa a oad Loa a back C7T Loa a Seg back Typo_ bec Loadoa Seg back Type be Seg back Type bec Seg back Type beg Floor Seg back Type bec. Seg back Type___ Seg back TypebeE Seg Type _be[ front Shear(plf) - front ShearlPlfl front Shear(plf) front Shea�lt) - - front Sheartplf)-- - front _ _ Shear(plf) — front _. Shear(plf) front Shear(plf) FI Diaph FI Diaph If Rf or FI Diaph return FI Diaph "1,1067% load values Fl Diaph are higher than the diaphragm FI Diaph capacity. C FI Diaph FT Diaph phragm or fastener option FI Diaph fog 10) or add Shear Wall jpq 3or4) • is Collector/Tie & Diaphragm Loads, Lines A-H Page 12 MaxOua ke 11995 Archforms Ltd. All Rights Reserved Lateral Load Analysis & Date: May 15 19999 Firm: Donald R. James Engineers Job: Askari Liv.Rm./ Fo er By: RWS 098.01M Construction Design Software Line A I Line B I Line C Line D Line E I Line F Line G I Line H Seg C/T Load (left) - max. load on the Collector /Tie between this and Seg to left. C/T Type - min. adequate Collertor7Tie. Seg beg - feet Seg begins right of Quad Line. n hi - C/T load at ri ht side of the rioht most Seciment Shear - the average Dia lhra m Shear alona the Line. If " a a ars correct Line C/T discontinuit " n Loada Loadv a Loade a e a e Loadbeg Roof Seg _tell Type_ _ Sog left Type _ Se If Type _ Seg left Type__ Seg_len Type__ Seg felt Type Seg_ left Type bei Seg left Type beg A,B,C. Wall 3 Lines 4 1498 A C1 3 966 A C1 Run 4 1466 A C1 From 4 1115 A Cl Side to right _ _ right right _991_A C1_ right jM A Cl right right right right Side Shear(plf) Shear(piQ Shear(plf) 124 _ _ Sh�KPIf) 14g Shear(plf) --- Shear(plf) 5hear(plf)'- Shear(plf) Rf Diaph RP Dia h Rf Diaph A R6 Rf Diaph A R6 Rf Dla h Rf Daph Rf Diaph Rf Diaph Loade a a a ad e ad C/T Set Crr LoaderLoad Crr Seg 2 FI Seg left Type_ Sag__Ieft_Type Seg_left Type Seg tell Type__ Seg_left Type be, Seg left Type Seg__left_Type ber Seg left Type beg 3 3 4 1595 A C1 3 1777 A Cl 4 27?A A C2 4 2051 A C1 right right right 1823 A C1_ right 3008 A C2 _ right _ right right right_ Shear(pll) Shear(plf) _ Shear(pif) P28 Shear(plf) 273 Shear(plf) _ Shear(plf) Shear(plf) Shear(plf) Rf Diaph Rf Diaph Rf Diaph A block? Rf Diaph A block? Rf Diaph Rf Diaph Rf Diaph Rf Diaph Fl Dialoh Fl Diaph Fl Diaph A block? Fl Dla h A block? Fl Diaph Fl Diaph Fl Dia h Fl Diaph st oa a a el; Crr Load Crr Set CIT Load UT Sei Crr LoadSe LoaLoadSeq. Floor Seg left Type be Sag_ left _Type_beC Seg left Type be Seg _left Type be Seg _ left_ Tyler b , Seg left_ Typo be Seg _ left Type be- Seg left Type beg right right right right right right_ right_ right _ Shear(plp Slieai(plf) - -- Shear(pIQ IF Shear(plf)_ Shear if (P) Shear(pIQ- Shear(plt) Shear(plf) FI Dlaph Diaph FI Diaph Fl Diaph Fl Diaph Fl Diaph Fl Diaph Fl Diaph If Rf or FI Diaph return "block?', load values are higher than the diaphragm capacity. Change to blocked diaphragm or fastener Option (pg 10) or ae,: ��c�; :':all (pg 3or4) • i Lateral Loading: Area, Height & Weight Data Page 1 Date: May 15 1999 Firm: Donald R. James Engineers - Job: ASKARI GARAGE By: RWS FLOOR PLAN ARFAS R SHFAR WAI_I_ GRIn SPACING •tataDllSn lino SpaCl ona moor elan GOnflgUrallOnTacn el• Leh 1 2 3 4 7 a hear Wall Spacing 22 T Back El 00 2nd FI/Rf 12 R 1 st FI 1 00 2nd FI/Rf 18 R t st FI 1 00 2nd FI/Rf 1 st FI 00 2nd FI/Rf 1stFl 00 2nd FI/Rf 1stFl 00 2nd FI/Rf t st FI 00 2nd FI/Rf 1 st FI • VI TypicalOverhang to Roof Root Block Area Overall Depth Z= hRe= 2nd F1 / Roof 30 U rerall Depth o! Roof at 2nd FI Roof Block Area 704 Floor Block Arnn Perimeter Wall Overall Depth 30 Z= 3 hRe= 1 at Floor We= Floor Block Area 660 Perimeter Wall 60 Overall Depth 30 Z= 3 We-- 54 Z=less oil 0%of least horiz. dim. or 40%of ht. but not less hRl= hRl= 99 W I= Wi= 144 6 of least hertz. MaxOuake °1995 Archforms Ltd. All Rights Reserved Lateral Load Analysis & 098.01M Construction Deafen Software Right Roof Floor Dock Block Perim Overall trea Area Wall Width 288 22 264 22 22 Roof at 2nd FI 22 432 y 396 22 to R 1 HzProj hRe= hRi= 135 WI Area We= TYPICAL DEADs(lstDS aLoa( Roof Interior Wall Roofing 10 Gyp.Bd 4 Sheathing 2 Framing 4 Framing 4 Int. Finish Snow Other 16— 8 Ceiling Insulation 1 Framing 1 Gyp. Ed. 2 Other 1_ Floor Flooring 4 Sheathing 2 Framing 3.5 Insulation 0.5 Other 10 Exterior Wall Ext Finish 10 Shear Framing 4 Insulation 1 Gyp. Bel. 2 Int.Finish Other FLOOR HEIGHTS & WIND AREA 54 -Establish Floor to Floor and Roof Heights (ft)- WI= Roof Roof Floor Pitch Height Height 216 77 w t 6 5 Root ,flan 0o rea 9 arid FIIRapI vRe vRi 2nd FI Depth Roof Area 720 FI to FI Height 9 tst Floor Floor Area Enter Floor Depth WI Per imater st Ff Dp . S if Slab ate/ bra S vRe 288 Ave. Sill to FI Ht �i vRl Floor Area 536 660 WindHt.@Ridge---Td— Slab/Foundation WI Perimeter 104 Wind Ht.@Gabfe 13.5 Ridge F to B L to R Mean Roof Ht, 13.5 Runs? • O Wind Pressure for Components & Cladding Page �13 MaxQuake @11995 A rchforms Ltd . l Date: May 15 1999 Firm: Oonaid R. James Engineers All Rights Reserved Lateral Load Analysis & Job: Askaril-MRm./Foyer By: RWS 098.01M Overturning Calculation Template Wind Vertical Wind Loads for Gable or Hip Roofed Buildings Horizontal Wind Loads for Buildings Walls Pressure Gcp GCp GCp for GCo -3.0-----------Roof •3.0--- overhang Izl IZI Iti •2.0pq -- - - wefi 10 -2 a 2.6 Z 1.8 -P:6 .2.6 -1.6 e Horiz P 2.4 C -2.4 c Z 1.4 -2.2 -2.2 •I.2 _ e p SI -1.0 S -1.0 Jr,.,o -1. W Z w, w Z -36 -51 ^•6 1s a U6 ee Uplift -3.4 -49 11.4 r 1.2 d Is r gl ►; a _ z. -z or -3.2 -46 -1.o .1.0 v 0.6 Plus: In, Minus: out, design for Out- -3 0 -43 p;6 _ ___ _ __ __ _ 0.6 __ w 1.0 0.8 e & W maximum tpressure Force -2 S -40 _` 1.2 For partially enclosed buildings -2.6 -37 0.4 02 Sa r 1:4 +GCp add 0. 1, -GCp minus 0.4. - -- gg O.6 All Regions : Spo 'C 2 4 34 �__�_ _ All Region 0:4 S Reduce GCp 10% when a s 10' -2 2 -31 Figure1606.2D GCp for Roof Slope 0°s a 510° O's a 5 10° 10'S a s 45' Figure 1606.2C Wall GCp -2 0 -29 3.0 -- - -- --- hoof 2:0 - overhang Vertical Wind Loads for Mon oslope Roofs -1 8 -26 IZI ZI ZI -26 _ -3.a - - -1 6 -23 -� q S C 2.a C Z -3.2 Root Z Z -14 20 -a:o -z.0 so ',a 28 c Z z 1,2 -17 -1.6 L8 `o r • -2.6 0 a -11 -1:4 s -1:4 rl8 L F -2.2 s o -1.2 -1.2 re S r SI ri sl -1.g r pC -06 -9 •1.0 r;sre -1.0 -0 4 -6 -0.6 -0.8 0 -1.6 S r S -0 2 -3 o.s - -- 0.6 - - -- --- - 0 .1.2 0 C 0 0.4 _ ___ - se. -1.0w 0.a Down 02 3 0.6 Ail Region 0.6 AII-Regions_ r S Figure 1606.2F 3°5 a s 10° Load 04 6 Flgure1806.2E GCp for Roof Slope 1f 0°5 a 5 30' Ot 06 9 _ ... _.-. _-.___ _._ __ __-__ ____-___ _ 0's A s 10° 10°5 a 5 45° •3.0 Roof •�.0 Roof -2.0-vcvheng 3°3 a 30' III- 0.8 11 1.8 7.8 CS 3.2 Force i 0 14 1.s C$Se 1.6 esisr 3.0 1.2 17 -1.2 S e i:2 ; -2.6 :d 2 -c e rl :� 1 a 2 2 1 6 g a -06i -06 •2.0 1 Note. -- - - - -- 11186 1. Values are for to 0 6 - - -- enclosed Buildings. 1.z _AII R.Wn 1•o AII Realon� 1.2 r 2 SBCGI Values for - --� N- o N n o o N' u�. a N c N n c o 0 Overhang GCp Include effect v, o Reduce C 1 O % If 3's a s 5' GCp are equivalent Effective Wind Area (sq. tt.) Efroctive Wind Area (sq.ft.) of both upper 6 lower surface Effective Wind Area (sq ttj It as 3' we Figure 160620 to UBC Table 16-H Flgure1606.2E GCp for Roof Slope 30°s a s 45° Figure 1606.2G Monoslope Roofs 10's a 5 30° for �.Iues of Cq. • Lateral Load Analysis Page 2, MaXOUQke O1J95 Archforms Ltd. I Date: May 1 51999 Firm: Donald R. James Engineers All Rights Reserved Lateral Load Analysis & Job: ASKARI GARAGE Bv: RWS 098.01M Construction Desian Software SEISMIC LOADS Establish Dead Loads - Mat. Weights 2nd Floor 1st Floor Base Level Item DL(psf) Area (sf; DL(lbs) Area(sf) DL(lbs) Area(sf) DL(lbs) t Roo 16 120 11520 Wt Ceil 5 660 3300 Vet Ext W 17 936 15912 'Al Ini WI 10 660 6600 Wt Floor 10 660 6600 Sum 2nc Sum 1st 43932 Base interior wall default: 10 psf of floor area Sum 2nd,1 st & Base 43932 -Distribute Weights to Various Levels - Pool 2ndFI 1stFI Wt Tribula Weight Line Lino Line Sum Wt Hoof 2n Wt Ceil 2nd 1/2WI Ext WI2 Wt Int WI2 Wt Floor 2 Wt Roof Ist Wt Ceil 1 112 WI Ext W1 1 Wt Ini VVI 1 Wt Floor 1 1/2W1 Ext WI Bsmt Wt Ceil Bsmt Line Sum 22776 21156 W= 43932 11520 11520 3300 3300 7956 7956 15912 6600 6600 6600 6600 E -Distribute Shear to Various Levels- UBC formula (30-15) Force at Level x = V (Wtx)(Htx)/Sum(Wti)(tlli) Ft assumed = 0 A HI is measured Irom plate to foundation E=Eh'p (30-1) CI Wt x Ht x (Wt)(Ht) Fx p F to B p L to R Roof 2 2nd FI/Roof 1 22776 9 204984 8054 1.00 1.00 1st Floor 21156 Sum 43932 9 204W 8054 BUILDING COD Select Code• 1E96 BOC 97 SBC X194 UBC -Determine Base Shear BUILDING COD Select Code• 1E96 BOC 97 SBC X194 UBC -Determine Base Shear UBC Section 1630.2 _one 4 Fig.16-2 Seismic Source Type Soil Prot SO Table 16-J Fault Distance A 10 Table 16.0 in km to Seismic Source Z= 0.4 Table 16-1 Ca= 0.44 Table 16.0 I.ffTabie 16-h; Cv= 0.768 Tablo 1 GR T=Formula (30-8) Na= 1.00 Table 16-S R=Table 16-f1 (Tied to Pg 9 Nv= 1.20 Table 16-T WIND LOADS -Wind Pressure- UBC Sechon1620 P=gslwCeV 14 p 80 Figure 16-1 Ex B Section 1616 Iw=Table 16-K cis 16.4 Table 16-F Ce 0.62 Table 16-G hCq 1.3 Table 16-H, #2 vCq -0.7 Tabie 16-H, #2 Ph= 13 z.Force (psi) Pv= -7.12 Vt. Force (pst) -Total Wind Load In Each Direction At Each Level (lbs)- Trib Area F to B Trib Area L to R Wind Load End Z Inter Z SumP'Al End Z Inter Z SumP'At F to B L to R Roof 2 Roof 1 99 1.309 135 1,784 2nd FI 2,617 3.569 1stFloor 54 144 2,617 54 216 3,569 1,309 1,784 Up Roof 2 Uplift Up Roof 1 288 536 Uplift 5.865 5.865 GOVERNING LATERAL LOADS Maximum Total Load In Each Direction At Each Level (lbs)- Front to Back Side to Side Roo 2 formula (:30-4) (30-5) 30-6) (30-7) V= CVIWIRT but not> 2.5CaIW7R but nol< 0.11CaIW zone 4 not<0.8ZNvIVJ/R 2nd FI/Roof 1 8,054 Seismic 8,054 Seismic 39922 8054 2126 2812 V= 8,054 Ibs 1st Floor 1,309 W4nd 1,784 Wind For Code Table references used by MaxQuake see Code Sections cited or Appendix A (below) _ e GOVERNING LATERAL LOADS Maximum Total Load In Each Direction At Each Level (lbs)- Front to Back Side to Side Roo 2 formula (:30-4) (30-5) 30-6) (30-7) V= CVIWIRT but not> 2.5CaIW7R but nol< 0.11CaIW zone 4 not<0.8ZNvIVJ/R 2nd FI/Roof 1 8,054 Seismic 8,054 Seismic 39922 8054 2126 2812 V= 8,054 Ibs 1st Floor 1,309 W4nd 1,784 Wind For Code Table references used by MaxQuake see Code Sections cited or Appendix A (below) _ e Shear Wall Segments Data, Lines 1-8 Page MaxOuake "'1995 Archforms Ltd. All Rights Reserved Lateral Load Analysis & Date: May 15 1999 Firm: Donald R. James Engineers Job: ASKARI GARAGE By: RWS Q98.01M Construction Design Software Line 1 IlLine 2 1 Line 3 Line 4 Line 5 1 Line 6 Line 7 1 Line 8 Segment (Seg) names a-g appear to show possible quadrants (q). Remove Sags not used. Move and add 1,2... to denote multiple (m) seg's in a quadrant, ie., b2. Seri Variables La: Sea loth. Ht: Sea h ht from Do 1). B: Searin Wall? - B= es. EA: Ext. or Int. Wall? - E=Ext I=1nt S: Stacked Seq above same row &m & s La. 2nd Seg Wall Variables beg Wall Variables Seg Wall Variables eg Wall Variables beg Wall Vanables beg Wall Variables beg Wall Variables Seg WaIlVarlables Level q&m Lg Ht B E/l__ q&m Lg _ Ht 13 E/I _ q&m_Lg_HI B Ell_ q&m_Lg_ Ht B E4 q&m Lg _Ht B E/I _ q&m Lg Ht B E.9 q&m Lg Ht B E/I q8m Lg hit B Ell 1,2,3.. Walt Lines Run From Front to sum Syst _ sum Syst sum-- Syst sum__ Syst sum —_ Syst sum Syst _ sum_ Syst _ sum Syst Back st Seg Wall Variables eg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall VariabEs' , eg Wall Variables Seg Wall Variables Level q&m Lg Ht 6_E/I S q&m_ Lg Ht B Ep S q&m Lg__Ht B Ell S q8m Lg_ Ht B E/I S_ q&m Lg B Ell S q&rn Lg Fat B Ell S q&m Lg HI B E/I S q&m Lg Ht B FJI_S a 4 9 B E _Ht a 2 9 B E _ ' b 4 9 B I b 2 9 B E sum Syst sum Syst sum Syst sum 8 Syst HF sum 4 Syst HF sum Syst sum Syst sum Syst HF ase Seg Wall Variables Seg Wall Variables Seg Wall Variables eg a t anab es Seg Wall Variables Sag Wall Variables Seg Wall Variables Seg Wall Variables Level q&m Lg Ht B Ell S q&m_ Lg_ Ht B E/I S q&m _Lg__Ht B E/I S q&m Lg_ Ht B_E/I S q&m _Lg _ Ht B E/I S q&m Lg Ht_ B EA S q&m Lg Ht B E/I S q&m Lg Fit 8 Ell S sum Syst - sum Syst ---- sum Syst sum---- Syst - - sum Syst sum Syst u sum Syst sum Sys[ load trans to ad) line load trans to adl line Shear Segment Height,Lenyth ratio is limited to 3.5/1 for edge blocked panel. "HL4g>3 5 limit" appears if exceeded. See Code Ch.16for Ht/Lg limits for other assemblies. i e Shear Wail Segments Data, Lines A-H Page4 MAxOuake cc'1995 Archforms Ltd. All Rights Reserved Lateral Load Analysis & Date: May 15 1999 Firm: Donald R. James Engineers Job: ASKARI GARAGE By: RWS i 098.01M Construction Design Software Line A I Line B I Line C Line D I Line E I Line F Line G Line H Segment (Seg) names 1-7 appear to show possible quadrants (p). Remove Segs not used. Move and add a,b...to denote multiple (m) seg's in a quadrant, ie., 2b. Seci Variables: L- : Sec lath. Ht: Sea h ht from Pa 1). B: BearinQ Wall? - 8= es. EA: Ext. or Int. Wall? - E=Ext I=1nt S: Stacked Seq above same row &m& n Seg a Variables Seg a Variables Seg a Variables beg a Variables Seg a aria es Seg Variables Seg a aria eseg ana es Level q&m Lg _Ht B F/I _ q&m _Lg_ Ht B E/I q_&m_Lg Ht B Ell g&m Lg Ht B_E/I q&m L. _Ht B E/I q&m Lg Fit_ B E I q&m_Lg _ lit B E/I _ q&m _Lg Ht_ B Ell A,B,C.. Wall Lines Run From Side to sum Syst sum Syst sum Syst sum Syst sum Syst sum Syst sum Syst sum Syst Side tat Seg WallVaria Ies Seg Wall ana les Seg Wall Variables ..,-g Wall Variables Neg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Level q8m Lg Ht B F/h S q&m__Lg __Ht B_E/I S q&m _ Lg_Ht B EMS q&m L9 Ht E E/I S q&m_ Lg _Fit B E/I S q&rn 1-9 Ht_ B Ell S q&m_ L9 Ht 8 E/I S q&m Lg Ht B Ell S 4 7 9 B E c 7 9 B E - - sum 7 Syst HF sum---- Syst ---- sum-7- Syst HF sum---- Syst sum Syst sum Syst sum Syst sum Syst HF load trans to adj line Base Seg Wall Variables eg a I Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Level q&m Lg Ht B E/I S q&m_Lg Ht 8 E/I S q&m Lg Ht B E/I S q&rn Lg Ht B Ell S q&m_Lg_ Fit_B E/I S q&m Lg Fit B Ell S q&m Lg Ht 8 E/I S q&m Lg Ht B E;I S sum Syst sum - Syst sum Syst sure Syst sum - Syst sum Syst sum Syst sum Syst load trans to adj line Iload trans to adi line Iload trans to adj line Shear Segment HeightlLength ratio is limited to 3.5/1 for edge blocked panel. "Ht/Lg >3 5 limit" appears if exceeded. See Code Ch.16 for Ht/Lg limits for other assemblies. • Lateral Load Distribution & Overturning Moment Page MaxOuake 1�11995 Archforms Ltd. All Rights Reserved Lateral Load Analysis & Date: May 15 1999 Firm: Donald R. James Engineers Job: ASKARI GARAGE By: RWS 098.011&1 Construction Design Software Lateral Line 1 Line 3 Line 4 Line 5 Line 6 Line 7 Line 8 Force Seis %= jLln&2 V✓nd= W/ft= if'W',-snow I RM= if'Vr'-67 "s".85 OTM= it SM Vnet'ht Vadj= V= iLh%*VMaxSorW SumV= iVadi+Vabv+V Distrib trio fl A/Sum flA trib wl A/Surn wlA Sum lev. w1rib alea W M*L ^2/2k SumV'Ht*LqlyLq Su iV from ad' Ln n Level Seg W/fl RM QTIV Seg Wilt RM OT_ Seg W/tt hM OT Seg_M RM OT Seg W/ft_ RM_ OT Seg W it RM OT SEA W/it RM OT Seg VPub RM OTM SW r-V wall .10Aw / V level Fra me V frame Vadj line 2 Vadj line 1 or 3 Vadj line 2 or 4 Vadj line 3 or 5 Vadj line 4 or 6 Vadj line 5 or 7 Vadj line 6 or 8 Vadj line 7 V level 2nd level V 2nd level V 2nd level V 2nd level V 2ncl level V 2nd level V 2nd level V 2nd level V Sum V Sum V Sum V um V Sum V Sum V Sum V Sum V 1 st i> 61W 11. bfw % % 49 50 % S1W 4 5 % 191W Level Seg W/ft RM_ OT_ Seg_ Wflt_ R_M O_ T Seg WAt_ HM O_ T_ Seg W.7i RM O_ T Seg Wit RM OT Seg W/11 RM_OT Seg_ W/h RM_ OT Seg WAI__R_ M_ _OTM Seismic _ 4 384 2.6 18 a 384 0.7 18 8,054 b 303 2.1 18 b 384 0.7 18 P= 2-20/ (r max Ab'.5) Vadj line 2 Vadj line 1 or 3 Vadj line 2 or 4 Vadj line 3 or 5 Vadj line 4 or 6 Vadj line 5 or 7 Vadj line 6 or 8 Vadj line 7 1.00 r= V above r= V above r= V above r= V above r= V above r= V above r= V above r= V above lstlev V 1stlev V lstlev V 0.24 lstlev V 3.9 0.24 lstlev V 3.9 lstlev V lstlev V lstlev V Sum V Sum V Sum V um V 3.9 s Sum V 3.9 Sum V Sum V Sum V a$a % aW �,, % I % 50 50 ,,o / 5 50 % qo % J Level Seg W/ft RM OT_ Seg WKt RM OTIV Seg WAt 07 Seg W,'ff_RM OTIV Seg_W/ti_ RM OT Seg W/ft RM OTIV Seg_ W/ff RM OTIV Seg W/ft RM OTM Wncl _HM -- 1,309 2.20/ (r max Ab°.5) Vadi line 2 Vadj line 1 or 3 Vadj line 2 or 4 Vadj fine 3 or 5 Vadj line 4 or 6 Vadj line 5 or 7 Vadj line 6 or 8 Vadj line 7 r= V above r= V above r= V above r= V above 3.9 r= V above 3.9 r= V above r= V above r= V above Bsmt V Bsmt V Bsmt V Bsmt V 0.7 Bsmt V 0.7 Bsmt V Bsmt V Bsml V Sum V Sum V Sum V w Sum V w Sum V Sum V Sum v Sum V 0 • Lateral Load Distribution & Overturning Moment Page MaxOuake "1995 Archforms Ltd. All Rights Reserved Lateral Load Analysis & Date: May 15 1999 Firm: Donald R. James Engineers Job: ASKARI GARAGE By: RWS 098.01M Construction Design Software Lateral Line A Line B Line C Line D Line E Line F Line G V= Line H SumV= Force Distrlb Seis %= tnb II A/Sum fIA Wind %= trib wl A/Sum wIA W/ft= ll'W',-snow Sum lev. w'trib area RM= if 'W'.67,"s".85 VWlt'L ^2/2k OTM= it SI'k Vnet'ht SUMV*HI*LqlyLg Vadj= SumV from ad' Ln Ln%*Vrtiax SorW Vad'+Vabw V 2nd Level_ 7 !fW Seg W/ft AM OT _ . Seg Wit_ AM OTIV . brW Seg_ W/ft AM OT _ Seg Wr_ RM_ OT . Seg_WRt AM OTM . Seg W/ft _ RM—OTM Seg WM RM OTM Seg 1V/ft_ RM OTM SW r=V wall '104w / V level Frame V frame Vadj line B Vadj line AorC Vadj line BorD Vadj tine CorE Vadj line DorF Vadj line EorG Vadj line ForH 2nd level V Vadj line G 2nd level V V level 2nd level V/it 2nd level V 2nd level V Sum V 2nd level V Sum V 2nd level V Sum V 2nd level V Sum V Sum V Sum V st Level Sum V v o 20 20 Seg W/It AM OT_ Sum V "0 50 Seg W4t AM OTIJ % SrW 30 30 Sep W/ft AM OTIV % &M Seg W/ft RM OTIV % SIW Seg WM AM OTIV Seg Wlft AM OTIV Seg Wflt__RM OTNI Seg_VJ/ft_RM OTM Seismic 8,054 4 279 5.8 36 c 342 7.1 36 P= 2-201 (r max Ab°. 5) Vadi line B 2.4 Vadj line AorC Vadj line BorD 1.6 Vadj line CorE Vadj line DorF Vadj line EorG Vadj line ForH Vadj line G V 1.00 r= V above 0.50 1st lev V 1.6 r= V above 1st lev V 4 r= V above 0.50 1st lev V 2.4 r= V above 1 st lev V r= V above 1 st lev V r= V above 1st lev V r= V above 1st lev V r= above 1st lev V s Sum V 4 s Sum V s Sum V .1 Sum V Sum V Sum V Sum V Sum V ass Level v S/W 20 20 Seg W/ft AM OTM 146 SM 5 50 Seg_ W4t AM OTIVSieg_ % SO 30 30 W/ft RM _OTIV 96 SfW Seg W ft AM OT_ /. Seg WM AM O7 Seg WM RM_ OT Seg_Wlft_ AM OT Seg %q/ft _RM_ OTM Wind 1,784 P= 2-201 (r max Ab'.5) Vadj line B Vadj line AorC Vadj line Berl) Vadj line CorE Vadj line DorF Vad) line EorG Vadj line Forth Vadj line G r= V above 4 r= V above r= V above .1 r= V above r= V above r= V above r= V above r= V above Bsmr V Bsmt V 0.4 Bsml V 0.9 Bsmt V 0.5 Sum V Bsmt V Sum V Bsmt V Sum V Bsmt V Sum V I Bsmt V Sum V I Sum V W Sum V w Sum V w • • Shear Wall and Hold Down Requirements Page 7 MaXOuake "'11995 Archforms Ltd. All Rights Reserved Lateral Load Analysis & Construction Design Software Date: May 15 1999 Firm Donald R. James Engineers Job: ASKARI GARAGE By: RWS 098.01M Line 1 Line 2 Line 3 Line 4 Line 5 Line 6 Line 7 Line 8 Uplift = Overturninj Moment (OTM) - Resisting Moment (RM) /Segment Length (Seg Lg). Hold Dm&n HD T N incorperated into Shear Frames Mfq Abreviation Shown at each r 'd Frame see Wall T e for Frame Size HD HU' Level Seg - Upli t _ Type Se+ _Uplift_ Type Seg UpIItt _Type _Seg_ Uplift __Type Sias uplift Type Seg Uplift_ _Type Seg Uplift Type Seg Uplift_Type Wall Lines Run From Front to Shear(plf) Shear(plf) Shear(plf) Shear(plf) Typ©___ Wall Type_ Wall Type Shear(plf) Shear(plf) Sr.ear(plf) Shear(plf) Wall Type__ Wall Type Wall Type _ __ Wait Type Back _ _ r_ __ __ _ __ __ Walt Type __ to Root Uplift from Side to Side Winds resisted b Left and Ri ht Fxt. Wald U lift __ If fRf 2 m Ext tI lift Detail O Rif 2 & Ext WI NA WI - 1st Level HIJ HD Nu HIJ Seg_ Uplift Type Seg_ Seg Uplift Type _Seg_ Uplift _Typo HD .Sag. 8pli Ty _Seg Ty _ Seg__Uplift _-Type _Seg_ Uplift Type - - _Uplift -_Typo a 3.7T7 RF• Q b 3.915 A HF b 8533 A HF Shear(plf) Shear(plf) Shear(plf) Shear(plf) A 19691 Type Wall Type Wall Type Wall Type_A 9x18 Shear(pif) A 1969 Shear(plf) Shear(plf) Shear(plf) Wall Type A 9x18 Wail Type Wall Type_ _ — Wall Type Wall _ __ _ _ Rool Uplift from Side to Side Winds resisted by Left and Right Ext. Wills Uplift (plf) Rf 1 @ Ext WI -30 Uplift Detail ® Rf 1 & Exf WI NA Stra s/l-lold•Downs must nm continuous down throw h the Wall below to the Foundation. If no Wall below; tie to Beams, sized for hold -Down Point Loads. HD Base Level HO D HD H O Seg Uplift Type Seg--Uplift Type Seg _Uplift__ Type Seg—Uplift _ Type Seg_ Uplift _Type Seg Uplift __Type Seg_ Uplift Type Seg- Uplift Type Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Wall T Wall Wail T Wall T Wall T Wall T Wall T Wall T Type hear per mear rout ear p f I = um o iear at at me eve ( um ) . u r o ear rames at that me Level. 13 % o actua oar use at se eve . Minimum required Shear Wall Construction or Shear Frame for Wail Type Symbol is selected from Shear Wall Schedule on Page 9. • • Shear Wall and Hold Mown Requirements Page 8 MAxOuake CC1995 Archforms Ltd. Date: May 15 1999 Firm Donald R. James Engineers All Rights Reserved Lateral Load Analysis & Job: ASKARI GARAGE By: RWS 090.01M Construction Design Software Line A I Line B Line C Line D Line E Line F Line G Line H Uplift = Overturning Moment (OTM) - Resisting Moment (RM) / Segment Length (Seg _g). Hold Down HD T I Incornerated into Shear Frames Mfo Abreviation Shown at each r 'd Frame see all Tvne for Frame Size n Level Seg Uplift _Type Seg__Up #M _ Type Seg_UJpiift-_Type Seg_Uplitt _ TYp_e se9_ Yp_Iift _ _Type _ __uplift __ Type Seg_ Uplift Type _Seg Uplift Type A, B,C.. Wall Lines Run From Side to Shear(plf) Shear(plf) Shear(plf) Shear(pif) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Side Wall Type ___� - Wall Type ___ _._ Wall T pe Wall Type Wall Type Wall Type _ Wall Type _ Wall Type____ Roof U lift from Front — to Back Winds resisted b rontanTr Back __ Ez(. Walls U lifts _ ___ If Rf�2 C� Ext WI — Uplift- etail ®Rf 2 & Ext Wf NA st HD HD D HD HU HD HU HD Level Seg_ Uplift_ _Type Seg_ Uplift _Typo Seg _Uplift Type Sey Uplift Typo,Seg_Uplift_pe Seg Uplift_ Type Seg Uplift Type Seg Uplift _Type 4 4 2A8 A HF C 4.16e A HF Shear(plf) A 4027 Shear(plf) 1 Shear(plf) A 40271 Shear(plf) 1 Shear(plf) 1 Shear(plf) Shear(plf) Shear(plf) Wall Type A 9x481 Wall Type _, Wall Type A gx48 Wall Type Wall Type Wall Type Wail Type Wall Typo__ _ Roof Uplift front Front to Back Winds resisted by fWo nt and Back LA' Walls ft(plf) _Upfi Rf t @ Exf WI -41 liffbetail O Rf 1 & EM WI _Up_ NA Straps/Hold—Downs must run continuous down through the all W below to the Foundation. If no Wall below; tie to Beams, sized for Hold -Down Point Loads. Base D D HD HD HD HD HD Level Seg Uplift Type Seg_ Uplift _Type Seg__Uplift __Type Sag Uplift_ Type Seg Uplift Type Seg Uplift Type Sell Uplift_ Type Seg Uplift Type Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(pif) Shear(plf) Wall T Wall T Wall T Wali T Wali T e Wall T Wall T Wall T hear per mear out ( ear(plf)) = urn o ear at t at ne eve um umber o hear rames Let hat ine & eve . 1399a o actua oa use at ase Level. Minimum required Shear Wall Construction or Shear Frame for Wall Type S bol is selected from Shear Wall Schedule on Pa a 9. • • Shear Wall and Hold Down Schedules Page MaxOuake (01995 Archforms Ltd. Date: May 115 1999 Firm: Donald R. James Engine All Rights Reserved Lateral Load Analysis & Job: ASKARI GARAGE By: RWS 1 098.01M Construction Design Software SHEAR WALL OPTIONS: Place an "X" in the appropriate shaded block. Select only one option under each heading (except System when using frames) S ecial Zone Hardware Mfg. Wall Framing Material Shear Wall System 70therSheathingfi-asterier Wall Sheathing Fasteners Vo X Simpson Doug Fir or So Pine SW -All Plywd or PB3/8"or1/2" CC or CD Ply X Sd .os Angeles Area KC Metals Hem Fir (s gray.<49) SW-Gyp,Stucor Piy3/8"or1/2" Struc I Ply IOd LISP-SilvrMant 3-1 /2" Metal Studs HF- Hardy Frame3/8'br1 /2" CD Ply o/GB 14ga Staple X r4 UBC Other (Apx.C) SF -Simpson Frame1/2"Ext M,S/M-2 Pdcl Bd 1" Screw fo ustomize Overwrite Sched. on Apx. C below Other (See Apx. C) ZF -Z Frame ombo (See Apx. C) WIND AND EARTHQUAKE DATA 94 UBC I I I mportance Fact. 1 Source Type A 11.001 Exposure Gat. B Fault Distance 10 'Hind Pres horiz. psf 13.2 Soil Profile SD WALL HOLD-DOWN & STRAP SCHEDULE Symbol Uplift Post FI to FI Anchor Type Bolt lbs. Size Strap Straps HD Dia. _ Nate 3.4 Note 2 Note 2,4 Note 2 INA up to Wo use the hold -clown across or below req d type AI-11a 1050 2x LSTA18 PAHD42 1.11 b 1.685 2x MSTA30 LTT20 112" L 1.42 2 760 2-2x MST27 STHD10 HD2A 5r8" 61.15 4 460 2.2x MST48 PHD5 518" A H6 5 585 24x MST60 PHD6 7/8" ,8 H8 7 120 2.2x PHD8 7/8" p H10 9 540 4x HD10A 718" G H14 11.080 4x HD14A 1" ,6 Fit 5 15305 6x HD15 1-1/4' t Straps and HD's as Mtg. by Simpson Strong -Tie Co. Cat C-98 2 Nail Straps & Hold -Downs w110d (2x max.pen.1.5/8") See Details and Mfg. Data for Nailing, Bolt and Embedment Requirements 3 If No Cont. Rim Joist Add L.gth. to Wall Strap to Span to Wall Below 4 Straps and Hold -Downs must run continuous to Walls below; if no Wall below, tie to Beams, sized for Hold -Down Point Loads WALL SCHEDULE Type Load Sheathing Nail Bolts Nall Lag Clips Symbol (pif) Material ad 5/8"x12 16d 1/2" A35 GF:900 GF:120 GF:478 GF:450 Note 1,2 Note 3 Note 6 Note 7 Note 6,8 Note 9,10 NA construct wall as spec'd [)or symbol or any below A 6 260 112" Ply 6" 36"oc 5"oc 22"oc 20"oc 4 A 4 380 1/2" Ply 4" 24"oc 3"oc 15"oc 14"oc 4 A 3 490 1/2" Ply 3" 18"oc 11"oc 11"oc 4 A 2 640 112" Ply 2" 14"oc 7"oc 8"oc 5 A 44 760 ea side 1/2" Ply 4" 12"oc 6"oc 7"oc 4.5 A 33 980 ea side 1/2" Ply 3" 9"oc 4"oc 5"oc 4.5 A 22 1280 ea side 1/2" Ply 2" 6"oc 3"oc 4"oc t 2 Framing: 2x DF typ © 16"oc. 3x req'd if l0d w/ +1.5/8" penetration, 2" or 3"oc 3 Typical Fasteners: 8d Common or Galy. Box nails (no sinkers), nail field ©12" 4 3x at plate and panel edges at walls w/ Shear over 350lbs, nail min. 112" from edge 5 Offset panel edges on opposite sides of wall and stagger plate splices 6 Anchor Bolts (ASTM A-307) Min. 7" imbedment, w,r 2"x2"x8/16" Plate Washer 7 Stanger 1 Pd nails in 2x, lags at 3x plates when no sheathing continuity to Rim Joist 8 Pre -drill 3/8" hole for Lag. Provide Washer. Adjust Igth for 2" penetration into Joist. 9 Clips: Plate to Blocks only req'd if no shear sheathing continuity from Wall to Blocks 10 Anchors and Clips as Mfg. by Simpson Strang -Tie Co. Cat C-98 • Shear Wall and Hold Down Schedules F1age 10 te: N1 ay lb IVVV term: UOnaid H. James tnc b: ASKARI GARAGE By: RWS DIAPHRAGM OPTIONS: Note: 3/4 Ply requiresl0d nails Rf/FI Framing Mat. Rf/FI Diaphragm Fasteners OF or So. Pine All Unblocked X 8clCom Only r_X] Hem Fir Rf UnBlk, FI Blk 8d(4Rf, 109FI Other Block All Edges 10d Com Only HOther 14 ga Staple To Customize Overwrite Schedule or See AprC HARDY FRAME (HF) SCHEDULEICBO No, PFC-5342 4 Frame Model Numbers and Unit Shear pacities (Ibs Height 7 ft 8 ft 9 ft 10 ft Note 5 a 1.8 oxIts 2,410 axle 2.132 1u-A3U 1.912 5 Q 29 Bx32 3,660 9x32 3.160 1OX,32 2.500 5 Q 43 8x48 5.390 9x48 4,610 10):48 1920. 5 Q 56 8x64 6560 9x64 5.660 10x64 ,1850 5 Q .39 8x80 7.450 9x80 6 310 1 OX.80 5."0 1 KMI By Simplified Structural Systems 800 754.3030 2 Follow Mfg. literature for all HD, anchor & other installation req'ts 3 Provide mfg post or beam under free ends of frames if not stacked 4 V adJ of 1.43 for bottom floor of 3 floor buildings made on page 7 & 8 I ROOF/EXT. WALL UP -LIFT SCHEDULE ud 50 Q T 100 Ply Nailing or H2 H2 Q I 1 180 A35 H4 H2 Q i/ 310 SPt 1110 H1 H2 Q W 460 SP4 H7 H10 LTS10 Q X 600 SP2 H10 H7 Q y 1.170 FTA2 ,67 2560 FTA7 1 Anchors and Clips as Mfg. by Simpson Strong -Tie Co Cat C-98 MaxOuake 01995 Archforms Ltd. All Rights Reserved Lateral Load Analysis & 098.01 M Construction Design Software modifying note at SOO. Head COLLECTOR/TIE AND DIAPHRAGM SCHEDULE Type Force Cont. Joist or Strap Washer Symbol (Ibs) Solid Blocking or Cont. Dia. Dia. HD — less of C&T par to grain: 425 Joist 201,si 625 110 Note 1,2,6 Note 2.3.4 Note 4 Note 5 Note 7 Use (lector is as snec. ner gvrn )-o nr env below NA 300 A C1 2,231 2x4 MST27 A C2 3.506 2x6 MST37 3/4" 1.79 2- HD5A A C3 4,405 2x8 MST48 7/8" 2.24 2- HD6A A C4 500 2x10 MST60 7/8" 2.96 2- HD8A A c5 6.440 2x12 2- MST37 715" 3.28 2- HD8A A C6 8,310 2- 2x10 HST5 7/•8" 4.23 HD10A A C7 11,170 2- 2x10 HST6 7/9" 5.69 2- PHD6 A Ce 17,691 3- 2x10 719" 9.01 2- HD10A 1 Provide Cont. Rim Joist/Rafter or Solid Blocking at all Shear Wall Grid Lines 2 A properly sized continuous Rafter or Joist can act as both Collector and Tie 3 Between Blocks or breaks in Rafters/,Joists provide straps to maintain Tie continuity 4 Run All -thread Rod thru Rft/Jst, Igth=Load/Shear(plf), secure ends w.1 Washer or HD 5 Provide Washer w/ Dia. (inches) at end of blocked Rft/Jsl bays, Mal. iron or 1/4" St 6 Connect Continuous Collectorrrie to shear wall as required by Shear Wall Schedule 7 HD at Rod to Shear Wall and/or Rft/Jst. Mfg by Simpson Strong -Tie Cat C•98 'hear g�Er a —Floor Hear Diaph. I Load Material Nail Diaphragm Load Matorial (off) Note 1,' .4 Note 3 Svmbol folfl Noto 1.2. t A R6 180 1/2" Ply G" A F6 3/4" Ply A R4 1/2" Ply 4" A F4 3/4" Ply A R3 1/2" Ply 2-1/2" A F3 3/4" Ply A R2 1/2" Pit' 2" A F2 3/4"Ply t Sheathing: Floor 3i4 CD -AC PIy/OSB, Roof 112 CD or CC PIy/OSB, Unblocked 2 Framing: 2x typ, 3x req'd if 10d pen more thanl-518", or nails spaced less than 3"0c 3 Typ. Fasteners: 8d Common or Galv. Box nails (no sinkers), field 12" 0P11, 10" @Fl 4 Continuous Rim RafterAhist recommended at perimeter of unblocked diaphragms 5 See l'ahfe 2:3-II-R-2 for Fliah Wind Roof 7nn,,: Nailinn Rpn'mtq Collector/Tie & Diaphragm Loads, Lines 1-8 Page 11 MaxOuake f t9g5 Archforms Ltd. Date: May 15 1999 Firm: Donald R. James Engineers All Rights Reserved Lateral Load Analysis & Job: ASKARI GARAGE By: RWS 098.01M Construction Design Software Lille 1 1 Line 2 I Line 3 Line 4 Line 5 Line 6 Line 7 1 Line 8 Seg C/T Load (back) - max. toad on the Collector /Tie between this and Seg above. C!T Type -min. adequate Collector[Tie. Seg beg - feet Seg begins front of Quad Line. front - C/T load at front side of the front most Se ment. Shear - the averacte Dia hra am Shear along the Llne. IF "Gar)" acpMears correct Line air discontinuil . n oa LoadSeg oa a a ec a e oa a oa Seg Roof Seg back Type beg Seg back Type beg Seg _back Type bL Seg back Type beg Seg back Type beg Seg_ back Type bey Seg_ back Type_ Seg_back Type beg Wall Lines Runt From Front to front front front front front front front front Back Shear(plf) -- - Shear(plf) -- Shear(plf)---- Shear(pi� - - Shear(pli) Shear(plf) --_-- Shear(plf) ---- Shear(plf) RfD_iap�h-- Rf Dla h Rf Diaph Rf Dla h Rf Dla h Rf Dia h Rf Dia h Rf Dia h Load oc a a a a a ad eg 2 FI Seg back Type be Sog back Type_bSeg back Ty ee_beC Sog back Type beE Seg back Type be' Seg_-back Type bec Seg back Type_be, Sag back Type bey a a b 1444 A C1 b 1706 A C1 front ont front _ - front_t6� AC1 __ front ptpp_A_C1 _ front front Shear(plf) rronc Shear(plf)Shear(plq Diaph If liearyplf) t Diaph Shear(pl� Rf Dlaph Shear(f@ 131Rf RfDiaph AR6 Shear(plf) 131 Rt Diaph A R6 Shear(plf) Rf Diaph Rf Diaph Rf Diaph Fl Dia h Diaph FI Diaph FI Dla h A block? FI Dla h A block? Fl Diaph FlDia h FI Diaph oa --Seg at Floor Loa e Seg back Type_ b a Seg back Type be, oa Seg back Type _ oa - Seg, back Type_ b_ oa e Seg back Type_ be( a Seg_ back Type _b a ec Seg _back Type bec Seg back Type beg front front front front front non' - -- — — - - -- Shea ---It --- - Shea if 1r(plp Sheagpf� Shear(pf� — - Shear(plf)----.-- Shear(plf) r(p) �P ) aph FI Diaph FI Diaph I Fl Diaph FI Diaph Fl Diaph Fl Diaph or FI Diaph return 'block7, load values are higher Than the diaphragm capacity. Change to blocked diaphragm or fastener Option (pg 10) or add f • 0 Collector/Tie& Diaphragm Loads, Lines A-H Page12 MaxOuake '19`'' Archforms Ltd. All Rights Reserved Lateral Load Analysis & Date: May 15 1999 Firm: Donald R. James Engineers Job: ASKARI GARAGE By: RWS 098.01M Construction Design Software Line A I Line B I Line C Line D Line E I Line F Line G I Line H Seg C/T Load (lelt) - max. load on the Collector Erie between this and Seg to left. C/T Type - min. adequate Collectorlrie. Seg beg - feet Seg begins right of Quad Line. ri ht - C/T load at ri ht side of the right most Se ment. Shear - the average Dia hrac m Shear alon the line. If "Gan" a ars correct Line C/T disc ontinu" . n Aa e ad C4T be(Load aLoad a a ecLoad beg Roof Seg left Type_ b Seg left Type bec Sew left Type _ Seg left Type be Seg_left Type- be[ Seg left Type Seg_ left Type Seg_ left Type beg A.B.C. Wall Lines Run From Side to right _ right__ _ right --- right _ _ right right right Side Shear(plf) Shear(plf) Shear(plf) Shear(plf) earight Shr(pif) ------ Shoar(pff) -_.-- --- Shear(plf)----- - — Shear(plf) Rf Diaph Rf Diaph Rf Dlaph Rf Diaph Rf Diaph Rf Diaph Rf Diaph Rf Diaph 1 Rf Load a e-Load a oa a a a e a eg 2 FI Seg left Type beZ Seg left Type be, Sew left Type be Sag left Tjrpe _ _ Seg_ left _ Type be Seg left Type _ _ Seg sett Type_ _, Seg_ left Type beg 4 C 4027 A C3 right 2746 n c2. right_ _ right 1281_A C1 right __ right right right right Shear(plf) 183 Shear(plf) - She 183 Shear(plf) Shear(plf) _ _ Shear(plf) Shear(pli) __ _ Shear(plf) Rf Diaph A block? Rf Diaph Rf Diaph A block? Rf Dlaph Rf Diaph Rf Diaph Rf Diaph Rf Dlaph FI Dla h A block? Da FI Dla h A block? FI Dlaph FI Dia Fl Diaph Fl Dlaph FI Diaph Tat UrLoad oh W Se! CrT Loade oa ec CIT Loadeg Ffoor Seg left Type bec Seg _left Type be- Seg _ left Type _ _ Bog left Type beE Seg _ left Type be, Seg left_ Type b Seg left Type bec Seg left- Type beg right right _ _ Shear(plf) -- right right _ _ r ht right - ri ht g - right Shear(plf) Shear(plf) Shear(plf) S ear(plf) Shoar(-- Shear(plf) FI Dlaph FI Diaph F Diaph F1 Dlaph FI Diaph ishear(plf) FI Diaph FI Diaph R Diaph If Rf or A Diaph return 'blockT, load values are higher than the diaphragm capacity. Change to blocked diaphragm or fastener Option (pg 10) or add Shear Wall (po 3or4) • Wind Pressure for Components & Cladding Page 13 MaxQuake @ 1995 A rchforms Ltd. Date: May 15 1.-199 Firm: Donald R. James Engineers All Rights Reserved Lateral Load Analysis & Job: ASKARI GARAGE By: RWS 098.01M Overturning Calculation Ten, late. Wind Pressure for G Co Uplift -311 -45 or -3 2 -42 Out- -311 -40 Force -2 fi -37 -2() -34 -2 4 -32 -2 2 -29 -2 0 -26 -1 f3 -24 1 fi -21 1 1 -19 1 2 -16 1 0 .13 -0 8 -11 -0 (i -8 -0 ,1 -5 -0 2 -3 00 0 Down 0.2 3 Load 04 5 or 0.6, 8 In- 013 11 Force 1.0 13 1 2 16 1 3 19 Note 1. Values am for enclosed Buildings. 2. SBCCI Values for GCp are equivalent to UBC Table 16-11 for values of Cq Vertical Wind Loads for Gable or Hip Roofed Buildings GCp GCp •0.0 - -- -- Roof •3.1 Overhang 1Z� �ZI 17 8 :3.f 6 26 C .24 C -2.4{ -1:8 S .1.6 1.IM -1.4 r S 15 S r SI ri s -1.2 1. -1.0 1. -o.e 0.4 0', 0.6 _ All Region 0.4 _ _Ail Regiony F1gure1606.2D GCp for Root Slope 0"s a s 10" -3 8 Roof -2.2:8 Ovorhang -2.6 C -2.6 C P.2 8 -2:2 aSe .T. :0 o z.d -16 -,.6 -1.4 S' -1.4 ri & re •1.2 t2 -1.0 riB re •,.(� 0.8 o -0.6 -0.6 4 0.4 0.6 qil Region 06 All_Rr-gloss Flgure1606.2E GCp for Roof Slope 10"s a s 30" •i.e° _ Roof -i 8 �OL�ang -1.6 C6ge -t.f-1.2 S e -1., -i.2 -0 n -d:II -u.6 -0 6 1.01 08 1.2 ll Reasn 1'tl All ReaionlQ Effective Wind Area (sq.tt.) Effective Wind Area (sq.ti-) Figure1606.2E GCp for Roof Slope 30"s a 3 45" 0"s e 3 10" 10":S a s 45" 0"s a s 10' 10°s a 5 45" ,a Overhang GCp include effect of both upper 8 lower surface Horizontal Wind Loads for Buildings Walls GCp _20-------"- -- Well -2 •1.6 e 1.4 e o.s0.8 W w• w z" -z O 6 Pius: in, Mine.: out, design for 0 p e g �v maximum x pressure 1 2 For partially enclosed buildings 1 6 4GCp add 0. 1, -GCp minus 0.4. 1 81_ _ _ I Reduce GCp 10% when a s 10' Figure 1606.2C Wall GCp Vertical Wind Loads for Monoslope Roofs -34 -- - - --- Hoof 3.2 -z' 8 C Z -z a s .22 -1 8 r tY 16 14 d -1.2 a 10 ILL Figure 1606.21' 3"s a s 10" -3.6 - ---- - - Roof -3 4 3"3 a s 30" -3 2 C 28 .26 z2 S a :e ,s -1.4 r •L2 _ 0o N n� N �roio Reduce C t 0.6 If 3"s a s 5" Effective \And Area (sq it-) If as 3" see Figure 1606 2D Figure 1606.20 Monoslope Roofa 10"m a s 30" Z • • • Certificate of Compliance: Residential (Pagel of 2) CF-1 R ASKARI RESIDENCE 5/26/99 Project Title KERWIN LN. & FELTON WAY,CUPERTINOrCA Due ProjectAddreu NORCA ENERGY DESIGN 408-371-1558 DuddingPermitar Documentation Author J TsteotMnq Plan Chock /,Dab 'POINT SYSTEM . - 4 Field Chock/Date GENERAL INFORMATION Total Conditioned Floor Area: 3723 ft2 Building Type: _x Single Family Addition (check one or more) Mufti -Family Existing -Plus -Addition Front Orientation: _� North / East / South / West / All Orientations (Input orientation In degrees and cirdo ore.) Number of Dwelling Units: VA AY Floor Construction Type: Slab wised Roo (circle one or both) -I„Et fi BUILDING SHELL INSULATION Construction Component Insulation Assembly Location/Comments Type R-Value U-Value (attic, to garage, typical, etc.) Wall .............. R-13 ALL EXT. WALLS Wall .............. Roof ............. R-30 TYPICAL' Roof ............. Floor ............. 2-1_9 TYPTrAT. Floor ............. Slab Edge.... FENESTRATION Shading Devices Fenestration Area Fenestration Interior Exterior Overhang Framing Type Orientation (so U-Value (roller brtnd, eta) (shadescreen, etc.) (yes/no) (metalwvood/vinyl) Front..... (S) 265 .50 STD/DRAPES NONE NO VINYL Front..... ( ) Left....... (W) T n —�-- �•— —rr— —+r Left....... ( ) ^ n Rear ..... N) 300 ^ Rear..... ( ) Right..... (E) 76 Right..... ( ) _ Skylight....... _ 16 _ _ 72 T.1nmp, n MRTAT. Skylight ....... THERMAL MASS Type/Covering Area Thickness (slab/exposed, tilo, etc.) (sf) (inches) Location/Description (kitchen, bath, etc.) TILE 140 11, COUNTER TOPS TILE 725— __T_'i— ERWALLS, FLOURS & TUBS BRICK 15 4 HEARTHS Revised Deeembeft992 r R .r Certificate of COMP iance: Residential (Page 2 of 2) CF-1 R ASKARI RESIDENCE 5/26/99 ProlectTltleKERWIN LN.& FELTON WAY-, CUPERTINOr CA Date HVAC SYSTEMS Note: Input hydronic or oombinod hydronic data under- Water Heating Systems, except Design Heating load. - Distribution Heating Equipment Minimum Type and Duct or Heat Pump Type (furnace, heat Efficiency Location Piping Thermostat Configuration pump, etc.) (AFUE/HSPF) (duciVattic, etc.) R-Value Type (split or package) FURNACE .78 AFUE DUCTS/ATTIC 4.2 MANUAL SET BACK Cooling Equipment Minimum Dud Type (air conditioner, Efficiency Location Duct Thermostat Configuration heat pump, evap. cooling) (SEER) (attic, etc.) R-Value Type (split or package) AC —CENTRAL 10.00SEER ATTIC 4.2 MANUAL SET BACK WATER HEATING SYSTEMS Energy' External Rated' Tank Factor or Tank Water Heater, Distribution Number Input (kW Capacity Recovery Standbys Insulation Type Type in System or Btu/hr) (gallons) Efficiency Loss (%) R-Value STD.GAS STD. 1 36 50 .53 12 1. For small gas storage (rated input 5 75,000 Btu/hr), electric resistance and hest pump water hastens, list Energy Factor. For large gas storage water heaters (rated input 2 75.000 Bitrrtv), list Rated Input, Recovery Efficiency and Stancby Loss. For instantaneous gas water heaters, Est Rated Input and Recovery Efficiency. SPECIAL FEATURES/REMARKS (Add extra sheets if necessary) COMPLIANCE STATEMENT This certificate of compliance fists the building features and performance specifications needed to comply with Title 24, Parts 1 and 6, of the California Code of Regulations, and the administrative mgulatiors to implement them. This certificate has been signed by the individual with overall design responsibility. When this certificate of comprtaixe Is submitted fora single buiding plan to be built in multiple orientations, any shading feature that is varied Is Indicated In the Special FeatureslRemarks section. Designer or Owner (per Business r4 Professions code) Name: BOB SCHWENKE Tide/Firm: EN7IRONMENTAL INNOVATIONS Address: 12265 VIEWOAK DR_ SARATOGA, CA 95070 Telephone: 4 0 8— 2 5 2— 5 915 7 (signature) (date) Enforcement Agency Name: Title: Agency: Telephone: Documentation Author Name: DONALD R . JAMES Tide/Firm: NORCA F.NRRG7y T)P.STCN Address: 2100 S : BASCOM AVE . # 6 CAMPBELL, CA 950OR Telephone: 4 0 8— 3 7 1-15 5 8 (signature) (date) (signature/stamp) (dam) r r Point System Summ&: Climate Zone n BUILDING DATA , Condition or Area %1723 Number of Stories 2 Sla" sed oo Check all applicable Unit Type condition(s): PO Single Family Detached (SFD) [ ] Addition Alone [ ] Single Family Attached (SFA) [ ] Existing Building [) Mulll-Family (MF) (] Existing -Plus -Addition 0 P-2R Fenestration Area %. North goo g East South 2G . ice_ West 9 SS-0 Skylight / C. . 4/3 Total %SO 20.15. SCORECARD Measures 1. Ceiling Insulation - 3 0 or R-value U-value 2. Wall Insulation -!3 or R-value U-value 3. Raised Floor Insulation f-/ ? or R-value U-value 4. Slab Edge Insulation or R-value F2 factor 5. Infiltration Any Ducts in Unconditioned Space? ttq N ) 6. Fenestration Heat Loss 061 . O SO 20:/S Type U-value Total % Fenestration 7. Fenestration Heat Gain �/. Fenestration SCShade open Elf. % Fenes. Shade Elf. Ratio North 9, 0 a x 77 = 1,21 0 "P C, East 2,0x South '7./2 x = /,57 = S,yB West 2150 x = /.93 Skylight_ x .7 Overhangs? (Y / N ) 8. Interior Thermal Mass or , 252 % Exposed Slab Int. Mass/CFA 9. Exterlor Wall Mass Exl Wan -mass 10. Heating System , ;4 x = AFUE or HSPF Dud Efficiency Effective AFUE or HSPF 11. Cooling System /U.00 x = SEER DuctEffidency EffoctivoSEER 12. Water Heating System 1 Heater Typo Energy Factor System 2 Hoater Type Energy Factor Fonn Revised January 1992 Point Scores 1� d 9s y ?s Sum 1.6 —.2/ D• fo 15 5 T �L Sun 7-9 O Zonal control Adjustment �^ Zonal Control C Adjustment GIL Ins. R value Auxiliary Input Distntwtion Ext Ins. R-valuo Auxiliary Input Distribution Point Total: Point Goal: M O 0 CERTIFICATE OF COMPLIANCE: RESIDENTIAL11ge I oft) CF-1R Project Tltle I W Date �rJo Pro�ect Address Building Pcrtnit tofLLz�(L- %DtZI��� GOP �q5 g400 Documentation Author p Telephone Plan Check Daze i I Field Check / Date Compliance Method (Package, Point System or Computer) Climate Zone Enforument Agency Use Only S',FNERAL INFORMATION Total Conditioned Floor Area $60 Iy ftt Building Type: X Single Family _ Addition (check one or more) Multi -Family _ Existing -Plus -Addition Front Orientation: North / South East / West / All Orientations (input one - n in degrees and circle one) Number of Dwelling Units: ' Floor Construction Type: Slab/Raised Floor (circle one or bo h) OB Utp BUILDING SHF."' INSULATION THIS IS PLAN SHALL REMAIN ON Component Insulation Assembly - THE JOB AT ALL LbtA4Ag /gPlfVP(J'Lc Type R-Value U-Value CONSTRWtirwylie, typical, etc) Vail I �l Wall Roof Roof Floor Floor Slab edge _ FENESTRATION Shading Devices Fenestration Area Fenestration Interior Exterior Overhang Framing Type Orientation (se U-Value (roller blind, etc.). (shadescrtep. etc.) (yes / no) (mclal, wood, vinvll Front 'ii r ZVQ�AIr� � O VINHV Front c) Left Left — Rear to I — Rear ( ) I II � T —�-- Right I Right ( ) skyligt,t ( —�— �- Skylight THERMAL ACS Type / Covering Area Thickness Location / Description (slab, exposed, tile, etc.! (sf) (inches) (kitchen, bath, etc) Revised March 1, 1996 • • CERTIFICATE OF COMPLIANCE: RESIDENTIAL (page 2 of 2) CF-1R Ar`�Kvw1 4- J6,24r, 5 1 Project Title Date HVAC SYSTEMS From: Input h)dnanic or combined hydronic data under Water Heating Systems, eaeept Design Heating Load. Distribution Heating Equipment Minimum Type and Duct or Heat Pump Type (furnace, heat Efficiency Location Piping Thermostat Configuration pump, etc ) (AFUE or HSPF) (ducts, attic, etc.) R-Value Type (split or package) AL Cooling Equipment Minimum Duct Heat Pump Type (air conditioner, Efficiency Location Duct Thermostat Configuration heat pump, crap. rooting) (SEER) (attic, Cie.) R-Value Type (split or package) WATER HEATING SYSTEMS Energy' Eritemal Rated' Tank Factor or Tank Water Heater Distribution Number Input (kW Capacity Recovery Standby' Insulation Type Type in System or Btw%r) (gallons) Efficiency Loss % R.-Value I. For small gas storage water heaters (rated inputs of less than or equal to 75,000 Btu/hr), electric resistance, and heat pump water heaters, list Energy Factor. For large gas storage water heaters (rated input of greater than 75,000 Btufhr), list Rated Input, Recovery Efficiency and Standby Loss, For instantaneous gas water heaters, list rated input and recovery efficiencies. C 061151111 i 0113 .La paa a' a' . COMPLIANCE STATEMENT This certificate of compliance lists the building features and performance specifications needed to comply with Title 24, Parts I and 6 of the California Code of Regulations, and the administrative regulations to implement them. This certificate has been signed by the individual with overall design responsibility. When this certificate of compliance is submitted for a single building plan to be built in multiple orientations, any shading feature that is varied is indicated in the Special Features / Remarks section. Designer or Owner (per Business and Professions Code) Name: Daryl Fazekas, Architect Titic/Firm: SO W. Main St. Address: Los Gatos, CA 95MO Telephone: Fax 395-5SS0, (408) 395-9400 Lice.p/// Gl4-0570y (/ (signature) / (date) Enforcement Agency Name: Title: Agency: Telephone: (signature I stamp) (date) Documentation Author Name: Daryl Fazekas, Architect TitivFirm: SO 1V. 14ain St. Address: Los Gatos, CA 95030 Telephone: Fax 395-5SSO, (408) 395-9400 (signature)f U (date) Revised March 1,1996 POINT SYSTEM SUMMARY: CLIMATE ZONE 4 P-2R A116?KAP1 4-- g, /LA- x `i Project Title Date BUILDING DATA A Conditioned Floor Area Number of Stories v Fenestration Area % Slab / Raised Floor North �? (_ East �Itli 2, I Check all applicable Unit Type condition(s): South :ioyI [K Single Family Detached (SFD) ( )Addition Alone West I 1 & -97, I [ ]Single Family Anached(SFA) [ ]Existing Building Skylight Ito , 4� ( ] Multi-Family(tx1F) ( ]Existing Plus Addition Total :159� 'Lt. SCORECARD Measures 1. Ceiling Insulation 1,9 or R-Value 1301 U-Value (0.035) 2. 1VailInsulation 147 or R-Value 1131 U-Value 10 088) 3. Raised Floor Insulation ( 4�1 or R-Value [19) U-Value 0.0371 4. Slab Edge Insulation or R-Value 10) Any Ducts in F2 factor 10.751 Unconditioned Space?®/N) 5. Infiltration 6. Fenestration Heat Loss l✓S 21 • 27 Type U-Value [0.75] Tow / Fenes. [201 7. Fenestration Heat Gain % Sc Eff. % Shade Fenestration Shade Open Fenestration Eff. Ratio North �•"s" x c� s — C1ttt/ s60, East i1 , [ x South r6 t l x — I (I = G ry \Vest x — 2, yl Skylight x = t 12 Overhangs? (Y / N) 3. Interior Thermal Hass or O ,6 Exp. Slah 1201 Int. Atass/CFA 9. Exterior Wall Aiass O Ext. Wall Mass 10. Heating System 10 x = AFUE or HSPF Duct ERm. [ I story: Effective AFUE 178% or 6 81 0.83; 2+ story: 0.88) or 11SPF 11. Cooling System x = SEER 110 0) Duct Effic. [ I story: Effective SEER 0.81; 2+ story: 0.87) 12. \Vater Heating Systern I 50 _ t y 4 t Z Hcater Type Energy Fartor Ext. Ins. R-Value Auxiliary Input 1SG50] [0.531 [I21 (None] System 2 Heater Type [None] Energy Factor Point Scores D d D t� O D D -I Z 0 Zonal Control Adjustment (0] Zonal Control Adjustment 101 1�1`1 9 Distribution ISTD] D Sum of 1.6 _1 Sum 7.9 1 0 Ext. Ins, R-Value Auxiliary Input Distribution Point Total:. D Point Goal. 0 Revised March 1,1996 e 0 MANDATORY MEASURES CHECKLIST: RESIDENTIAL MF-1R Note: Lomise residential buildings subject to the Standards must contain these measures regardless ofthe compliance ' approach used. Items marked with an asterisk (') may be superseded by more stringent compliance requirements listed on the Certificate of Compliance. When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as binding minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. Instructions: Check' or initial applicable boles when completed or enter N/A ifnot applicable. DESCRIPTION I DESI N R I ENFOR-CEM7ENT Building Envelope Measures: • 1150(a): Minimum R-19 uding insulation. l § 150(b): Uosc fill insulation manufacturer's labeled R-Value. h • ( 150(c): Minimum R-13 wall insulation in wood framed walls or equivalent U-slue in metal frame walls (dots not apply to exterior mass walls). • § 150(d). Minimum R-13 raised floor insulation in framed floors, minimum R-8 inmiscd concrete floors ( 150(I): Slab edge insulation - water absorption rate no gleatcr than 0.35:, water vapor transmission rate .1 pr>K no greater than 2.0 permfi nch. § 118: Insulation specified or installed meets insulation quality standards. Indicate type and form. ( 116-17: Fenestration Products, Exterior Doors, and InfiltrauordExfiltrauon Controls 1. Doors and w indows between conditioned and unconditioned $pacts designed to limit air leakatc. 2. Manufactured finestretion products have label with unifed U-x slue, and insuuation certineation, 3. Exterior doors and windows ,cathersuipped; all joints and penetrations caulked and scaled. 1 I50(g): Vapor banners mandatory in Climate Zones 14 and 16 only. A' 1I50(f): Special infiltration barrier installed to comply with § 151 meea Commission quality standards. { 150(c): Installation of Fireplaces, Decorative Gas Appliances and Gas Logs. 1. Masonry and factory -built fncplaccs havc: a Closeable metal or glass door b. Outside air intake with damper and control c. Flue damper and control 2. No continuous burning gas pilot lights allowed. Space Conditioning, Water Heating and Plumbing System Measures: 11 to.13: HVAC equipment, water heaters, showerheads and fauuts amGed by the Commission. 1150(h): Heating andror cooling loads calculated in accordance with ASHRAE, "LACNA or ACCA. i 11!0(1): Setback thermostat on all applicable heating and/or cooling systems. 1) 50(j): Pipe and tank insulation I . First 5 feet of pipes closest to M aver healer tank, non -recirculating systems, insulated (R-4 or greater) 2. Back-up tanks for solar $stem, unfired storage tanks, or other indirect hot want tanks hate R-12 cxtemal insulation orR-16 combined intemal/exiemal insulation. 3. All buried or exposed piping insulated in recirculating sections of hol wale systems. 4 Cooling system piping below 55' F instilmed. 5 Piping insulated between heating source and indirect hot water tank. • II 50(m): Ducts and Fans 1. Ducts constructed, imulled and sealed to comply with UMC sections 601 and 603; ducts insulated too minimum installed R4.2 or duets enclosed entirely within conditioned span. 2 Exhaust fan systems have back draft or automatic dampers. 3. Gravity semlating systems sen•ing conditioned space have either auomatic or readily accessble, manuallyopertud dampers. 11 14: Pool and Spa Heating Systems and Equipment. I . System is unified with W', thermal efficiency, on-cffsM itch, Mea:.herproof operating instructions, no electric resistants heating and no pilot light Q(J 3e 2. System is installed w ith: is. At least 36" of pipe between filter and heater for future solar healing. b. Cover for outdoor pools er outdoor spas. 3. Pool system has dirtctiorial inlets and a circulation pump time switch. 1115: Gas fired antral Pomaces, pool heaters, spa heaters or household cooking appliancts have no ' continuously burning pilot IighL (Exception: Nonelectrical cooking aaplianctsvxith pilot < 150 Blu'hi) I Lighting M1fe11sures: 1150(k): 40 Iumenslwatt or greater for general lighting in kitchens and rooms with water closets; and mussed ailing fixtures arc IC (insulation cover) approved. Revised March 1, 1996 r1r�v-12-99 IJED 19:29 TING t- "3�OCI ITES `•11 23 706 1 P.01 • WAYNE ING & ASSOCIATES, INC. G(OILCHN:GAf F1`1CIfJFFf:S Project No. 1563 7 May 1999 Mr. Steven Askari - _ _ - 1601 S. De Anza Boulevard, fi101 Cupertino, CA 95014 1999 MAY 2 7 Subject: SUPPLEMENTAL RECOMMENDATION„` Y II 1SPECTi0N UG°NRT%4E4T Proposed Single Family Residence - CIT'r CF Cif EP.TINO 10645 Felton Way Cupertino, California Reference: GeotechnicalInvestigation 10610 Felton Way and 10626 Felton Way, Cupertino, California. By Wayne Ting & Associates, Inc. Dated 29 December 1999 Dear Mr. Askari: Atyour request, WAYNE TING& ASSOCIATES, INC. (WTAI)has performed areconnaissmice of the subject site and reviewed the referenced report to obtain geotechnical data for the proposed wood -framed residential structure at the subject property. The geotechnical investigation (reference 1) site is located about 70 feet northeast subject site. It is noted that no additional field or laboratory testings were performed during this reconnaissance. SITE LOCATION AND PLANNED DEVELOPMF,NT The subject site is located at 10645 Felton Way, Cal ifomia, and is bounded to the east by Felton way and to south by Kirwin Lane. The surrounding lots, located north and west of the site are developed with single family residences. The relatively level rectangular shaped site measures approximately 58 feet wide along the Felton Way by 105 feel deep. The site is covered by seasonal grass. An existing building is located at the lot. The existing building will be removed. The subject site is presently planned to build a two-story single-family structure utilizing wood frame construction with raised -flood floors. Light to moderate building loads are typically associated with this type of construction, SUBSURFACE SOIL CONDITIONS The fhllowing soil descriptions were derived from our site reconnaissance and the information obtained from the referenced report. --------- -- - -- - -- -- - .----- - - - - --- .--- RAYNIC TINC t ASSOCIATET, P 44360 S. Gr(rnmer Blvd. • Fremont, CA 94538 • Tel- (510) 623 7768 . Fay! (510) 623-7861 . E-moil: wting96272Pool com H.',' 1'2-99 IJED 19:31 6HG 2 qS _,OCI ATES 5162378E1 P.©2 Project No. 1563 7 May 1999 According to Boring I (see attached) of the referenced report, the subject site may consist of firnh to stiff, moist, brown sandy silt with gravel inclusions to the maximum depth explored of 12.0 feet. No fret groundwater was encountered in the exploratory boring at the time of the field study. SEISMIC CONSIDERATIONS Based on our site study, it is our opinion that the primary geologic hazards affecting the site are seismically induced ground shaking. The San Francisco Hay Area is recognized by geologists and seismologists as one of the most active seismic regions in the United States. 'file significant earthquakes which occur in the clay Arca are generally associated with crustal movements along wcll defined active fault zones. These fault zones include the San Andreas Fault located approximately 5.0 miles southwest of the site and the Monta Vista Fault located 1.3 miles southwest. The subject site is not located in an earthquake fault zone as defined by the Earthquake Fault Zone Act. 'Therefore, the hazard of surface fault trace rupture is considered to be negligible. In addition, we anticipate the proposed developments will be subjected to moderate to severe ground shaking during the lifetime of the structures. Damage resulting from earthquakes is not necessarily related directly to the distance from the fault. More important than distance, are the foundation materials upon which structures are to be built. If structures are not located across the trace of the fault, are located on structurally competent materials and are designed with state-of-the-art seismic cons, -+,rations, the probability of continued usefulness after an earthquake is relatively good. DISCUSSIONS. CONCLUSIONS AND RECOMMENDATIONS General ConsidergUWis I. Based on our review, WTAI concludes (lint the subject site is geotechnically suitable for the proposed single family residential developments. The proposed building can be constructed, provided (lie recommendations presented in this report are incorporated into the project plans and specifications. 2. It is recommended that the geotechnical engineer be given the opportunity to review the grading and foundation plans and specifications so that conuucnts can be made regarding the interpretation and implementation of our geotechnical recommendations in the design and sped lications. 3. It is further recommended that WTAI be retained for testing and observation during grading; and foundation construction phases to help determine that (lie design requirements are fulfilled. Our fine should be notified at least 24 hours prior to grading and/or foundation operations on the property. 4. Any work related to the grading and/or foundation operations performed without the direct observation of WTAI will invalid the recommendations of this report. WA 77NG d ASS'OCIA7'I:'.1', INC cWED I_:33 TING Vt. ASSOCIF4TES 51 u+ -n7Bc.1 P. 02. • • Project No. 1563 7 May 1999 SITE PREPARATION AND GRADING 5. Prior to grading, the proposed structure area should be cleared of all obstructions and stripped of all organic topsoil. It is estimated that stripping depths of 4 to 6 inches may be necessary. 6. Alter completion of the stripping, the top 8 inches of exposed native ground should be scarified. After scarifying, it should be watered or aerated as necessary to bring the soils to a moisture content of 2 percent above the optimum moisture amount. The subgradc should then be unil'ornily rccompacted to a minimum degree of relative compaction of 90perccnt of the maximum dry density as determined by ASTM D 1557-91 Laboratory Test Procedure. FOUNDATION 7. The proposed single family building can be satisfactorily supported on a spread footing foundation system provided that the site is prepared as previously recommended. 8. The footings should be designed for allowable bearing pressures of 1,800 p.s. f. due to dead loads, 2,300 p.s.f. due to dead loads plus design live loads, and 2,700 p.s.f. due to all loads which include wind or seismic forces. The bottom of the footings should be founded at least 18 inches below the iowcst adjacent pad grade (trench depth). Footings should be reinforced using a minimum of one No. 4 bar at the top and one No. 4 bar at the bottom. Additional reinforcement will be determined by the Structural Engineer. 9. The available resistance to lateral loads when utilizing spread footing is limited to sliding resistance along the base of the footing, Sliding resistance between the base of the footing and the underlying soil may be taken as a friction value of 0.30. CONCRETE SLAQ-ON-GRADE 10. To reduce the potential cracking of the concrete slab, the following recommendations are made: a. Slab -on -grade should be underlain by at least four inches of granular material such as 3/4 inch clean crushed rock act as a cushion and capillary break between the subsoil ant] the slab. b. The concrete slab should not be doweled into the perimeter foundation and should be reinforced using at least No. 4 bars at 18-inch on -centers to reduce cracking. C. Slab at garage door openings should be constructed with a thickened edge extending a minimum of 8 inches into the native ground or compacted fill. IVAI'NE TING & ASSOCIA AC LA �.... P1W"-142-99 HIED 19:35*4GGU& 14SOC'IATE'S , S1� 081 P.04 Project No. 1563 7 May 1999 t ENERALCON9FRUCTION REOU1RIKAWNTS 11. All grading must be adjusted to provide positive drainage away from the structure to prevent ponding of water in or near the building. 12. Roof drainage should be collected by a system of gutters and downspouts and discharged by adequate piping to carry storm water away from the structures. 13. Flower beds and planting areas should not be constructed along building periiucters. If they are constructed, it is recommended that drought resistant foliage be installed. LIMITATIONS AND UNIF011MITY OF CONDITIONS 14. Our professional services, findings, and recommendations were prepared in accordance with generally accepted engineering principles and practices. No other warranty, expressed or implied, is made. 15. The conclusions and recommendations contained in this report shall not be considered valid after a period of two (2) years, unless the changes are reviewed and conclusions of this report modified or verified in writing. 16. This report is issued with the understanding that it is the responsibility of the owner, or his representative, to ensure that the information and recommendations contained herein are brought to the attention of the Architect, Engineer, and Contractor for the project, and are incorporated into (lie plans. It is also the responsibility of the owner or (lie representative to see that the contractor and subcontractors carry out these recommendations in the field. Should you have any questions or require additional information, please contact our office at your convenience. Very truly yours, WAYNE TING & ASSOCIATES, INC. 6n'IA ;q� Wayne L. Ting, C.E. Principal Engineer Copies: 3 to Mr. Askari IV.4 YNE 71NG & ASSOCZ4IT ITS, INC fi.•_ety •a 5 '. `il, ]:--J-V; 5IC•62378UT STLYE AS,ARINAV, 'E M W,'-1:'-519 WED 19.3-, WG C115 S 0 C..I fi T ES 51 Ec.l e.0� ��3-, 10628 Felton Way, Cupertino, California Project No. 1400 29 December 1997 6zO C O L C N C u Description 0 J = y `. Rcrnarks E m � N .0 OM 2!d o o rown sandy sill, very moist, soft to firm ML 1 moist and stiff 2 3 1-1 10 12U.0 10.1 4 5 6 7 gravel inclusions 8 1.2 16 124.0 8.2 9 10 11 12 eor ng termInated at 12.0 feet. 13 No groundwater encountered. 14 15 16 17 18 19 20 -21 - 22 23 - 24 25 WAYNE ING & BORING LOG NO. 1 Figure No. 2 ASSOCIATES, INC.LT - GEOTECHNICAL ENGINEERS Date Drilled: 18 December 1997 By: W.T Page No 9 i 10300 Torre Avenue in 1 Cupertino. CA 9:014 C Lipci-tM* O Buildine Division 1 (403)777J233 (403) 777-3333 (fax) Fax Transmittal Date: q ` I-/'q 9 57`'E,V'V--Al To: 4SJ<49-1 at: Fax#: J oq,?-3 From: Department Pages to follow: Note: f uWl' l/" (9OjYIl�'If t/;� ! 0 CITY DATE OF CUPERTINO TRANSMITTAL SLIP PTOE A NA_ BUILDING FROM PROJECT: ADDRESS: OWNER v7 COMMENTS PERMIT # CONTROL #��� 11► Da1*1 Fazekas, Arch*ct 80 W. 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MST Q I cv x lam_�S`6/ %-- — -- - ('a _2t2tp/ lip 11-Y °�- 7c I� �1,dacZ %_21-$ v Alr- I �iC2, -- a✓_ 2A7 tj12 : 32Z11 x i - pit t.•a-�y (t 3 yid ht�'✓L 1'�j'►D M�'h•� 'n 315 M-/t 4-b k4so c m,r7- coo St3�o Gr15i 14' CoZ�S(�8Ica / G:•1�/f 11. ��� C�oO IIUA O21 115 loA / Daryl Fazekas, Architect 80 W. Main St., Los Gatos, CA 95030 FAX 395-5880 (408) 395-9400 Structural Calculations Owner:_��2L-�Address_- �k?-�i�J ------------ Date OI�ioL-O.-(�f2 rvoTttiJ(?� �L'J�00 Fyf:- r6lz-*att�� GNc-c— 6or1 i • �ooi tfJ(p All- 161 IS/ mom w �s Is Gj�t)l(,-A17 6 - nTw WHwse�a � ICY A DG I.T LtInT A i} L vu•., 1 �� i t, se..rt Rav( vein I V at%�o m 1 ,�4LLGiS 1 XL DEAMY YI'N'��-i� /OY (Iw �TeaTl�1 t G�u1 I LY'I i L'Li s ��f I f