Loading...
HomeMy WebLinkAboutB15-2681 030-500-026FUQUA HOMES INC, BEND,OREGON DIVISION CSR -4423D-30 ARLINGT❑N, TEXAS COLUMN SUPPORT REQUIREMENTS .-.APPROVAL: MODEL: 4423D Z�- s ROOF LIVE LOAD: 30 PERMIT # BUTTE COUNTYSERVIC FOR ROOF DEAD LOAD: 10 CODE /CO P �I^AN�C`E --, DATE J//' BY� LENGTH: 48'-0" WIDTH: 38'-6" 00 20 - N Q � ,A; tV 03 rm #2 #1 #3 _f � N c0Lo a 17 _ � =_ N a a oD : N r7 _ r _ j� I j� M N m #91 M I #7 1 o_ #6 #5 #4 zI 10 # a 00 F) O 1 1 o ao N N V - N N 00 d - O COL. # DOWNWARD LOAD (LBS) COL. # DOWNWARD LOAD (LBS) COL. # DOWNWARD LOAD (LBS) 1 5326 8 385 2 6161 9 385 3 1369 10 1604 4 3187 5 4941 6 2011 7 5882 FOOTING OR PAD SIZE MUST BE DETERMINED BY DIVIDING THE SOIL BEARING CAPACITY INTO THE DOWNWARD LOAD. EX. SOIL BEARING CAPACITY = 1500 PSF, DOWNWARD LOAD = 3200 LBS. FOOTING SIZE = 3200 LBS = 2.13 SQ. .FT. 1500 PSF INSTALL MIN. 4000# RATED PIERS AT 32" O.C. BELOW MARRIAGE UNE WALLS 0 = TRANSFER LOADING SEE SETUP MANUAL FOR FOOTING REQUIREMENTS. SET PIERS 16" ON ENDS. l r eo w cy) 0 tU __«W._--___«""-"'" W-�«__-«___ CENTER LINETYPICAL 'I' -BEAM 0 'DASHED ' ' - A, THE CD THE 'I-: 1:CENTER LINE TYPICAL 'I' -BEAM _.,.____ 27 1/2' MARRIAGE'LINE -----_----_-------------------------------------------,-----__« CENTER LINE TYPICAL 'I' -BEAM 'T—HALE CENTER LINE TYPICAL 'I' -BEAM �--� 27 1/2' boy ^~_-+- •..-� ^-_-...«_.,. MARRIAGE LINE -------------------------- CENTERLINE TYPICAL `I' -BEAM is ---H CENTER LINE TYPICAL 'I' -BEAM -^1------------- i V is 4 NOTES, 1) SEE SHEET ABOUT 2) SEE ES ARE ! LINE ❑F CD 0 Qmc m tT� � • � nc nn,c� n�a �.anc, 3) REFER TO SETUP MA UAL FOR SOIL LOA ING & PAD SIZE INFORMATION, 4) PERIM ER DR BASEMENT FOUNDATION WALLS MUST GO AROUND PORCH AREA TO PREVENT MOISTURE FROM COLLECTING UNDER THE HOME, (SEE SETUP INFORMATION FOR DETAILS) rww�� 5) THE OVERALL WIDTH IS FOR THE FOUNDATION- ONLY, THE BM WILL GROW 8Y AS MUCH AS I'A'' DUE Til MARRIAGE LINE EXPANSION, THIS'DOE:SN'T INCLUDE SIDING AND TRIM, • FU 0UAB ows �'UgUA HOMES INC, tJ FDUNDNTION 4423D v, Butte County Department of Development Services FORM NO PERMIT CENTER DBP -52 7 County Center Drive, Oroville, CA 95965 Main Phone 530.538:7601 Fax 530.538.7785 wwvv.buttecou nty.netldds Bufte County Building Division MANUFAC-T"URED HOME SUPPORT DATA Owner's name:,104, �-1 � �tf�,�� Home AP. # -_��� -f_ Manufacturer: <� e-jManufacture Year Model Number / Name:` 41Z3 0 Ax ,;'� Width:- S91'-K. idth:S '- . F (ft.) Length: e ' `'� (ft,) FOOTINGS: Wood - pressure treated or f undation grade other: [ ] SUPPORTS: Concrete block [yfother:7/�47, f�` Provide manufacturer's installation manual, support blocking requirements and state approved or engineered foundation or tie down system specifications. SINGLE WIDE Line I Line 2 Line I Line '1 Piers Minimum size piers: Spacing maximum: From ends maximum: Line2 Piers: Minimum size piers: Spacing maximum ends maximum: Line 3 Roof Loads:, Minimum size piers: Location (from front): Minimum size piers: Location (continued): Line 4 Roof Loads: Minimum sizePiers: _ f Location (from front): Minimum size piers: 1Location (continued): Pier Footing Sizes and Locations Section I Section 2 Section 3 MULTI -WIDE Line I Line 2 Line 3 Line 2 Line 4 (triple -.vide only) Line 2 ±EMIT# Am-- 24 11 [ ] X I/C r 3 BUTTE COUNTY DEVELOPMENT SERVICES , REVIEWED FOR CODE COMPLIANCE Line 1 Openings: f f, ' ] X I. M] Minimum size pier [ " Required at each side of openings over From e= z;' ' 0 i wide. 1: I AN i A'f E �J I QPT. GARAGE I 1 � 1 I . -u WLr 1� r .. TO 8E ON SITE PLAr v . mni GIINSI rtL�Tu'I. •1 ' ! I .1 c MT Z GPT, WER I}LIRMER � v yoaAq • iG O m� 1 � C Il$$7 � SSm m♦, �M i Cv1 � G 'BED 3 jr y be [' I3'�r Z a on, Q. Q ► IGREAT M it 1. I j 0 II IH C x - Y e• SER SSLA M. � , 1 �� • �.��� '�cPz• t.�' 1 I � i � I ii ----------- i r x Ie'w� r i Li IIIidING xl 1�-s• x yr-i�Ti . �� BED 2 n car -r .. 1..' , . A ,... , � . 7,1..1 r •. } 1 .. r � k P= Gia - k ?ZR ON � ON. Ta4tER *DO ER 10. � FIREP ACE oWr:. etr► ..__� A _ S' EDR'QOM i ' "� QED 1 —... {a1 ' l -10, A L,.o. � � ' _ cel- -�• � I 1 I I II GREA R013H r CSP' -T Q 1 If IB —Il X 5 I "• .. 3K5 ' 1 �Xd 3 3x5 � , �. _.._._� 6126 s . 7RAh15Q�1 ABOVE M Assessor's Parcel Number. Owner Name �G Address !..Phone No. Site Location . OR < Oontact:..Name /1, rr 0 M��v IMu n� 10 js� ARG F0 E r M F61, X q$' p26 Paso n 22 `X Z.Z-, 11- 5a b vx wlw . Z2 ; n 30 o-1 F51 F6-1-:=. 0 ®.0 ®a ® Scale 1 - 2a F' VVI LL-I/AM L d- 1,,, C The 2013 CBC, CMC, CPC, CEC, CFC, CGBC and 2013 California Energy Standards as amended by the jurisdiction apply to this project CALIFORNIA CODE of REGULATIONS TITLE 25 Requirements as amended by the jurisdiction apply to this project NO CONSTRUCTION IN EASEMENTS ALL PORTIONS OF STRUCTURE TO BE OUT OF EASEMENT INCLUDING FOOTINGS, — FOUNDATIONS, WALLS, EAVES AND ROOF �7 Y -�-, 1-e ✓" �}jSzz 77 Z� AA r/' ,0�`%� T�`'- PERMIT #� G BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE DATE -ABY COUN-FY OCT 2 0 2015 DEVELOPMENT SERVICES .FOR OFFICE USE: ONLY PROVIDE FOR ALL Zoning::ADJACENT PARCELS ., � . � . � ... � -. . .SIZE (AC)-. FE411-, &ILI ..�� F s e o General Plan Deslg. ZONING: C00 0 , Size, Acres GEN PLAN: :Phone �C '� UN a.00- USES:. n x GENERAL CONDITIONS: 1. 4 X 6 X 8" PRESSURE 1-1 All work shall be in conformance with the 2013 CBC and applicable Municipal, OSHA Safety, State, and Federal regulations. TREATED BLOCK WITH SHIMS 1-2 The drawings and calculations represent the finished structure. The Builder is responsible for the methods of construction including forming, shoring, scaffolding etc. The Builder shall provide all measures necessary to 2. 2 STACKS 8 X 8 X 16 MASONRY protect people and property during construction. BLOCK 1-3 The Builder is responsible for obtaining all necessary approvals, permits, and inspections from all governing agencies. All work is subject to Building Department field inspector's approval. If a building permit and certificate DISTURBED SOIL of occupancy are not obtained by the owner for this project, then the engineer assumes no liability for this structure. 3. 4. UNDISTURBED REBAR EACH WAY 1-4 The Builder shall verify all dimensions, details and job site conditions prior to commencing work and notify the Engineer in writing of any discrepancies, before purchasing moterials or scheduling labor. STEEL MAIN RAIL 1-5 Should any changes be made from the design as specified in these drawings without written approval from the Engineer, then the Engineer will assume no responsibility for any element of the structure. STEEL MAIN RAIL 1 1-6 Streamline Engineering is providing a foundation plan only for his project. Streamline is not the Engineer of Record for this project. Additional plans that may be included with this plan set (site plan, grading plan, mfg. home plans,) are by others. The builder is responsible for coordinating and ensuring accuracy of plans by others. WOOD WEDGE SHIM 1-7 The builder or owner shall determine if the structure is in a flood plain & notify the engineer in writing if it is. The structure is not designed to resist the effects of flooding. WOOD WEDGE SHIM 1-8 If certain features of the structure are not fully shown or detailed on the plans, their construction shall be of similar character to conditions shown on the plans 1-9 The builder shall insure that the building meets all set back requirements from slopes according to the requirements of Figure 1808.7.1 of the 2013 CBC. 8x8x16 MASONRY BLOCK 1-10 The design criteria (i.e. snow load, seismic design category, wind speed/exposure) used for the mfg, home is determined by others. It is not the responsibility of Streamline to verify the accuracy of this design criteria. 8x8x16 MASONRY BLOCK 2 1-11 The builder shall not determine finished dimensions by scaling the plans. Scales shown are for reference only. 1-12 Placement of the home shall be per the mfg's installation manual. The builder shall be responsible for following proper set-up procedures. 2x12 P.T. PLATE MIN. OF UNDISTURBED SOIL 24" LONG OR USE ABESCO PADS INSTALLED PER 3 FOUNDATION / SITE WORK: ? MANUFACTURER'S SPECS. � ii ISI_ -I 11=1 I IOI I= -I 11=1 I I- I I- - 2-1 The Builder is responsible for locating all buried objects that may be encountered but that are not shown on these plans. The foundation is designed to be placed on a level pad on undisturbed and non -expansive soil. -� 11= ` I I i- -111-.7- r-== The Builder shall notify the Engineer in writing if any unusual soil conditions such as organic soils, clay, or uncertified fills are found at the site. The engineer has not made a geotechnical review of the site. 4 2-2 All excavations shall be inspected and approved by the Building Official before concrete is poured. Engineered fill may be used as existing grade provided compaction tests are presented to the Engineer indicating a UNDISTURBED SOIL cel ! _ _ minimum compaction of 90% relative compaction per ASTM D 1557. Fill material shall be free from debris, vegetation, and other foreign substances. All excavations, grading and fills shall conform with 2013 CBC 1804. SEE TABLE 2 EQ. "EQ. A I Footings shall extend into firm native soil with a footing depth below frostline 12" min. U.O.N. 2-3 The owner is responsible for providing geo-technical report to builder and engineer if one exists. 2-4 The bottom of all footings shall be clean and level. U SEE TABLE 1 2-5 Builder is responsible for providing drainage behind all retaining walls such that water can not accumulate behind walls. A minimum of 4" diameter perforated pipe sloped to daylight shall be used U.O.N. on plans. 2-6 All finished grade shall slope at a minimum slope of 5% away from all foundations a minimum of 10 feet. 2-7 The builder shall be responsible for locating and securing in place all anchor bolts, holdown anchors, post bases, plumbing and other embeded objects prior to placement of concrete. ALTERNATE #1 ALTERNATE #2 2-8 Anchor bolts are to be a minimum of 1/2" 0 with 7" minimum embedment into concrete and spaced as shown on plan. Anchor bolts shall be placed 4" min. and 12" max, from each end of sill plate with a minimum of two anchor bolts per sill plate. All anchor bolts shall have 3"x 3"x .229" thick washers. 2-9 For retrofit anchor bolts install TITEN HD (by Simpson) 1/2" e w/ 3-1/4" min. embedment or 5/8" 0 W/ 3-3/4" embedment. Install per manufacturer's recommendations. Direct 1:1 replacement with washer per typical anchor bolt. 2-10 Foundations supporting wood shall extend at least 8 inches above the adjacent finished grade, Individual concrete or masonry piers shall project at least 8 inches above exposed ground unless the columns or posts that they support are of approved wood of natural resistance to decay or treated wood is used. 2-11 Footings placed on or adjacent to slopes must comply with figure 1808.7,1 of the 2013 CBC. A geotechnical engineer must approve footing placements in violation of this figure. This engineer shall not be liable for any foundation placed in violation of this section, 2-12 Provide an 18 x 24 under floor access and screened under floor vents per code. CONCRETE: - • 'IN TERIO PIER DETAIL N.T.S. 6 MARRIAGE LINE PIER FOOTING N.T.S. 3 3-1 All concrete shall have a minimum f'c = 2,500 psi after 28 days curing unless otherwise noted. 3-2 Materials used to produce concrete, concrete itself and testing shall comply with applicable standards listed in ACI 318. Aggregate size shall be o maximum of 1-1/2" in foundations and 3/4" at all other locations. 1. MANUFACTURED HOME BY 1. MANUFACTURED HOME BY 3-3 Curing compound shall be sprayed on all exposed surfaces immediately after final troweling, OTHERS OTHERS 3-4 All cement used shall conform to ASTM C-150-04 and shall be Type II or Type III low alkali. 1 2. 8d H.D. GALV. @ 6" O.C. EDGE 2. 8d H.D. GALV. @ 6" O.C. EDGE 3-5 Concrete exposed to freezing shall be protected in accordance to the latest edition of the ACI code and 2013 CBC Section 1904. 3. SHEATHING SPLICE 3-6 Vibrate concrete around all bolts, rebar and surfaces. Construction joints shall be clean and wet prior to pouring concrete. 3. 16d @ 12" O.C. 3-7 All projecting corners of slabs, beams, columns, etc. shall be formed with a 3/4" chamfer, unless specifically noted otherwise. 4. 2 X 4 TOP PLATE 4. 3/8" CDX (OR EQUAL) OR 5/16" 3-8 Calcium chloride admixtures or chloride -based admixtures shall not be used. 5. 3/8" CDX (OR EQUAL) OR 5/16" HARDIPANEL SIDING WITH 8d 2 HARDIPANEL SIDING WITH 8d 1 HOT DIPPED GALV. NAILS @ 6' REINFORCING STEEL IN CONCRETE: 2 HOT DIPPED GALV. NAILS @ 6" O.C. EDGE 12" O.C. FIELD. FIELD C EDGE 12" O O.C... . 4-1 Reinforcing steel shall conform to the provisions of ASTM A -615/A 615M -04a, Grade 40 for #4 bars and smaller and Grade 60 for #5 bars and larger. All rebar is to be deformed. #5 and larger rebar shall not be 3 INSTALL PER MFG. 5. 4 X RIM WITH VENT PER COD re-bent. Welded wire fabric shall conform to the provisions of ASTM A 185-02. 3 INSTALL PER MFG. 4-2 All lap splices shall not be less than 62 bar diameters of the larger bar. Horizontal laps in adjacent bars shall be staggered 5' - 0" minimum. 6. 2 X 4 P.T. SILL 6. 2 X 4 P.T. SILL 4-3 Reinforcement cover shall be as follows: 11 4 7. 8d H. D. GALV @ 6" O.C. EDGE 2 7. CONCRETE STEMWALL (SEE Concrete cast against and permanently exposed to soil: 3" clear Concrete with soil or weather exposure: 8. CONCRETE STEMWALL (SEE DETAIL 4 ON THIS SHEET FOR p #5 bars and smaller: 1 t clear clear DETAIL 4 ON THIS SHEET FOR 4 CMU OPTION) ' #6 bars and larger. 2" clear 5 Concrete without soil or weather exposure: 1" clear CMU OPTION) Q 6 8. UNDISTURBED SOILI 4-4 All reinforcing steel shall be accurately secured in position before and during concrete placement. 12 6 9. UNDISTURBED SOIL �ii 5 9. ANCHOR BOLT AND WASHER 4-5 All reinforcing steel shall be clean at the time of concrete placement > 10. #4 TOP AND BOTTOM U.O.N. = PER FOUNDATION NOTES FRAMING / LUMBER z 7 11. 2 X 4 PONY WALL WITH STUDS o0 � 6 7 WITH SPACING PER TABLE 3 @ 16" O.C. ON THIS SHEET. 00 Pre) 6-1 All wood in contact with concrete shall be pressure treated Hem Fir or Douglas Fir at the builders option U,O.N, 6�12. ANCHOR BOLT AND WASHER - 8 10. #4 TOP AND BOTTOM U.O.N. 6-2 La screws shall be screwed, not driven, into re -drilled holes of 2 3 the shank diameter. - 8 PER FOUNDATION NOTES - 9 P / 11 z - 6-3 Holes for bolts shall be bored with a bit 1/32' to 1/16' larger than the nominal bolt diameter. _ WITH SPACING PER TABLE 3 6-4 Structural members shall not be cut for pipes, etc. unless specifically noted or detailed. Where top or sole pllotes ore cut for pipes, a metal tie 0.058' min. thick and 1 1/2 wide shall be fastened across and to each 9 ON THIS SHEET. N 9 side of the opening with not less than 6-16d nails per 2013 CBC 2308.9.8. � - , � _� 6-5 All framing anchors, clips, straps, hangers, holdowns, etc., shall be manufactured by Simpson Strong -Tie Company U.O.N. and installed per manufacturers recommendations. _I 6-6 Where exposed to weather, nails shall be galvanized. CEr 6-8 Where in contact with pressure treated wood, all metal connectors shall be type 304 stainless steel or hot -dip galvanized steel meeting ASTM A153-03. N M u 10 6-9 All structural lumber shall be Douglas Fir Larch as graded by the W.W.P.A. or W.C.L.I.B. and shall have a moisture content less than 19% and be of the following grades unless otherwise noted: 10 2pp 2 x 4 studs . . . . . . . . . . . . . . . .. . . . . . . . Standard and Better MASONRY 12" 11-1 All masonry shall be installed per CBC section 2105. 11-2 Cement masonryunits shall conform to CBC standard 21-4 rade N Type I and shall be single or double open end bond beam units. Concrete masonry blocks shall have a f'm min. of 9 YP 9. , p y 1,500 psi with compliance verified as required per CBC section 2105.3. Mortar shall be Type S cnd-hu-ve-a'rn1nimum f'c = 1,800 psi. Grout shall be ASTM C279 Type S and have minimum f'c = 2,500 psi after 28 days curing. PERIMETER FOOTING OPTION 2 5 PERIMETER FOOTING OPTION 1 2 11-3 Reinforcement shall be placed prior to grouting. Reinforcement shall be secured against displacement prior to grouting by wire positioners or other suitable devices at intervals not exceeding N.T.S. I N.T.S. 200 bar diameters. Bolts shall be accurately set and held in place to prevent dislocation during grouting. 11-4 Lop reinforcing the greater of 60 bar diameters or 2'-0" Choose least dimension. 11-5 Locate anchor bolts within 2" of the center of a cell. 1 1. WALL, SILL, AND ANCHOR BOLT 11-6 Prior to grouting , the grout space shall be clean so that all spaces to be filled with grout do not contain mortar projections greater than 1/2 inch, mortar droppings or other foreign •PER OPTION 1 OR 2 ABOVE materials. 2 2. 8" CMU WITH ALL CELLS 11-7 The grouting of any section of wall shall be completed in one day with no interruptions greater than one hour. 11-8 All cells and spaces containing reinforcement shall be filled with grout. z ME GROUTED. SEE MASONRY 11-9 Quality assurance shall include, but is not limited to assurance that: :23 SECTION IN CONSTRUCTION BUILT UP 2xS AT MARRIAGE LINE a. Masonry units, reinforcement, cement, lime, aggregate and all other materials meet the requirements of the applicable standards of quality and that they are properly stored and - NOTES ON THIS SHEET FOR prepared for use. 00 MORE INFORMATION b. Mortar and grout are properly mixed using specified proportions of ingredients. The method of measuring materials for mortar and grout shall be such that proportions of materials 4 3. #4 VERTICAL @ 32" O.C. are controlled. _ I 4. #4 HORIZONTAL @ 32" O.C. c. Construction details, procedures and workmanship are in accordance with the plans and specifications. z - 4 X 10 D.F. N0. 1 CENTERED _ - 5 (1 MIN. @ TOP AND BOTTOM) �5. UNDISTURBED SOIL ALTERNATE: 6 X 8 D.F. N0. 1 M6. CONCRETE FOOTING 6 WOOD WEDGE SHIM 12" CONSTRUCTION NOTES CMU PERIMETER STEMWALL OPTION N.T.S. 4 8 x 8 x 16 MASONRY BLOCK 1 2 MOBILE HOME ANCHORAGE TO FOUNDATION: 2" MAX. "ABESCO" PADS INSTALLED FOUNDATION ANCHORAGE FOR SINGLE- Wbldg O PER MANUFACTURER'S 'f?IPLE WIDE;; DOUBLE WIDE - a. B O WEIGHT OF BUILDING (WT) _ 411PSF d£, *, 1 PSS` WIDTH OF BLDG (Wbldg) = 40 "FT .; FT. `'+x► o v�,. .., LENGTH OF BLDG (Lbldg)_ .7060 FT. HEIGHT OF BLD'G (Hbldg) = 9 FST. 9 FT. HEIGHT OF RIDGE (Hridge) = 20 FT. 16 FT. LATERAL FORCE PERPENDICULAR TO RIDGE., ., WIND FORCE (Vwind) = Pwind * (Lbldg/2 * (Hridge -: FbY1/2). 16.0*(70/2)* 20-9/2!� s TRIPLE WIDE DOUBLE WIDE it Vwind = 8.6 K 5.5 K SEISMIC FORCE (Vseismic) = .115 * (WT/2) TRIPLE WIDE Vseismic = 6.6 K < 8.6 K (WINb..GOVERNS) OA DOUBLE WIDE Vseismic = 5.5-K < 3.5 K (WIND GOVERNS) LATERAL LOADS: ANCHOR BOLT SPACING (ABspacing) = 0.760K / BOLT * Wbldg / V • FLOOR PLAN TRIPLE WIDE ABspacing= 42 in MAXIMUM. SEISMIC: BASE SHEAR = Cs W DOUBLE WIDE ABspacing= 42 in MAXIMUM. WHERE: Cs = SDS / (R/1) _ .115 W SDS = 0.75 MAX., SDI = 0.4 MAX. PER 2003 NEHRP LATERAL FORCE PARALLEL TO RIDGE R = 6.5 PER TABLE 12.2 -1 = 1.0 PER TABLE 1.5-2 (RISK CATEGORY II) WIND FORCE (Vwind) = Pwind * (Lbldg/2 * (Hridge - Hbldg/2) = 16.0 * (40 / 2) * ()20 - 9/2 ) PERIOD OF STRUCTURE = LESS THAN 1.0 12 -16 (MAX.) TRIPLE WIDE DOUBLE WIDE Vwind = 4.9 K 2.3 K 1MND: SEISMIC FORCE (Vseismic) _ .115 (WT/2) USE DIRECTIONAL PROCEDURE PERCH. 27 OF ASCE 7-10 � VVI-1=PP- MAXIMUM WND PRESSURE = 16-0 PSF TRIPLE WIDE Vseismic = 6.6 K > 4.9 K (SEISMIC GOVERNS) Q' A FAMILY RESIDENCE BASED ON THE LOAD 14.0 PSF 2013 CALIFORNIA BUILDING CODE: MAX.. SNOW LOAD • GRAVITY LOADS: � 20% SNOW LOAD ROOF: COMPOSITION SHINGLES 3.0 PSF MAX. ROOF PITCH = 6 /12 ANGLE = 26.6° 1/2" OSB OR PLYWOOD 1.5 PSF 24" x 30" FRAMING 3.0 PSF 30" x 30" R-30 INSULATION (OPTIONAL) 2.0 PSF 32" x 36" 5/8" GYPSUM WALLBOARD 3.2 PSF TO PROJECTED AREA OF ALL MISCELLANEOUS 1 3 PSF 'f?IPLE WIDE;; DOUBLE WIDE - a. B O WEIGHT OF BUILDING (WT) _ 411PSF d£, *, 1 PSS` WIDTH OF BLDG (Wbldg) = 40 "FT .; FT. `'+x► o v�,. .., LENGTH OF BLDG (Lbldg)_ .7060 FT. HEIGHT OF BLD'G (Hbldg) = 9 FST. 9 FT. HEIGHT OF RIDGE (Hridge) = 20 FT. 16 FT. LATERAL FORCE PERPENDICULAR TO RIDGE., ., WIND FORCE (Vwind) = Pwind * (Lbldg/2 * (Hridge -: FbY1/2). 16.0*(70/2)* 20-9/2!� s TRIPLE WIDE DOUBLE WIDE it Vwind = 8.6 K 5.5 K SEISMIC FORCE (Vseismic) = .115 * (WT/2) TRIPLE WIDE Vseismic = 6.6 K < 8.6 K (WINb..GOVERNS) OA DOUBLE WIDE Vseismic = 5.5-K < 3.5 K (WIND GOVERNS) LATERAL LOADS: ANCHOR BOLT SPACING (ABspacing) = 0.760K / BOLT * Wbldg / V • FLOOR PLAN TRIPLE WIDE ABspacing= 42 in MAXIMUM. SEISMIC: BASE SHEAR = Cs W DOUBLE WIDE ABspacing= 42 in MAXIMUM. WHERE: Cs = SDS / (R/1) _ .115 W SDS = 0.75 MAX., SDI = 0.4 MAX. PER 2003 NEHRP LATERAL FORCE PARALLEL TO RIDGE R = 6.5 PER TABLE 12.2 -1 = 1.0 PER TABLE 1.5-2 (RISK CATEGORY II) WIND FORCE (Vwind) = Pwind * (Lbldg/2 * (Hridge - Hbldg/2) = 16.0 * (40 / 2) * ()20 - 9/2 ) PERIOD OF STRUCTURE = LESS THAN 1.0 12 -16 (MAX.) TRIPLE WIDE DOUBLE WIDE Vwind = 4.9 K 2.3 K 1MND: SEISMIC FORCE (Vseismic) _ .115 (WT/2) USE DIRECTIONAL PROCEDURE PERCH. 27 OF ASCE 7-10 � VVI-1=PP- MAXIMUM WND PRESSURE = 16-0 PSF TRIPLE WIDE Vseismic = 6.6 K > 4.9 K (SEISMIC GOVERNS) Q' A DEAD LOAD 14.0 PSF FOOTING DEPTH MAX.. SNOW LOAD (WHERE OCCURS) 100.0 PSF � 20% SNOW LOAD FOR SEISMIC 20.0 PSF 'f?IPLE WIDE;; DOUBLE WIDE - a. B O WEIGHT OF BUILDING (WT) _ 411PSF d£, *, 1 PSS` WIDTH OF BLDG (Wbldg) = 40 "FT .; FT. `'+x► o v�,. .., LENGTH OF BLDG (Lbldg)_ .7060 FT. HEIGHT OF BLD'G (Hbldg) = 9 FST. 9 FT. HEIGHT OF RIDGE (Hridge) = 20 FT. 16 FT. LATERAL FORCE PERPENDICULAR TO RIDGE., ., WIND FORCE (Vwind) = Pwind * (Lbldg/2 * (Hridge -: FbY1/2). 16.0*(70/2)* 20-9/2!� s TRIPLE WIDE DOUBLE WIDE it Vwind = 8.6 K 5.5 K SEISMIC FORCE (Vseismic) = .115 * (WT/2) TRIPLE WIDE Vseismic = 6.6 K < 8.6 K (WINb..GOVERNS) OA DOUBLE WIDE Vseismic = 5.5-K < 3.5 K (WIND GOVERNS) LATERAL LOADS: ANCHOR BOLT SPACING (ABspacing) = 0.760K / BOLT * Wbldg / V • FLOOR PLAN TRIPLE WIDE ABspacing= 42 in MAXIMUM. SEISMIC: BASE SHEAR = Cs W DOUBLE WIDE ABspacing= 42 in MAXIMUM. WHERE: Cs = SDS / (R/1) _ .115 W SDS = 0.75 MAX., SDI = 0.4 MAX. PER 2003 NEHRP LATERAL FORCE PARALLEL TO RIDGE R = 6.5 PER TABLE 12.2 -1 = 1.0 PER TABLE 1.5-2 (RISK CATEGORY II) WIND FORCE (Vwind) = Pwind * (Lbldg/2 * (Hridge - Hbldg/2) = 16.0 * (40 / 2) * ()20 - 9/2 ) PERIOD OF STRUCTURE = LESS THAN 1.0 12 -16 (MAX.) TRIPLE WIDE DOUBLE WIDE Vwind = 4.9 K 2.3 K 1MND: SEISMIC FORCE (Vseismic) _ .115 (WT/2) USE DIRECTIONAL PROCEDURE PERCH. 27 OF ASCE 7-10 � VVI-1=PP- MAXIMUM WND PRESSURE = 16-0 PSF TRIPLE WIDE Vseismic = 6.6 K > 4.9 K (SEISMIC GOVERNS) Q' A BASIC WIND SPEED V = 110 MPH = 2 LU DOUBLE WIDE Vseismic = 5.5 K > 2.3 K (SEISMIC GOVERNS) FOOTING SIZE FOOTING DEPTH IMPORTANCE FACTOR = 1.0 PER TABLE 1.5-2 = 2,000 o PER PLAN � Of 16" x 23" PER PLAN 1 PAD 4,000 MAX. ROOF PITCH = 6 /12 ANGLE = 26.6° 'f?IPLE WIDE;; DOUBLE WIDE - a. B O WEIGHT OF BUILDING (WT) _ 411PSF d£, *, 1 PSS` WIDTH OF BLDG (Wbldg) = 40 "FT .; FT. `'+x► o v�,. .., LENGTH OF BLDG (Lbldg)_ .7060 FT. HEIGHT OF BLD'G (Hbldg) = 9 FST. 9 FT. HEIGHT OF RIDGE (Hridge) = 20 FT. 16 FT. LATERAL FORCE PERPENDICULAR TO RIDGE., ., WIND FORCE (Vwind) = Pwind * (Lbldg/2 * (Hridge -: FbY1/2). 16.0*(70/2)* 20-9/2!� s TRIPLE WIDE DOUBLE WIDE it Vwind = 8.6 K 5.5 K SEISMIC FORCE (Vseismic) = .115 * (WT/2) TRIPLE WIDE Vseismic = 6.6 K < 8.6 K (WINb..GOVERNS) OA DOUBLE WIDE Vseismic = 5.5-K < 3.5 K (WIND GOVERNS) LATERAL LOADS: ANCHOR BOLT SPACING (ABspacing) = 0.760K / BOLT * Wbldg / V • FLOOR PLAN TRIPLE WIDE ABspacing= 42 in MAXIMUM. SEISMIC: BASE SHEAR = Cs W DOUBLE WIDE ABspacing= 42 in MAXIMUM. WHERE: Cs = SDS / (R/1) _ .115 W SDS = 0.75 MAX., SDI = 0.4 MAX. PER 2003 NEHRP LATERAL FORCE PARALLEL TO RIDGE R = 6.5 PER TABLE 12.2 -1 = 1.0 PER TABLE 1.5-2 (RISK CATEGORY II) WIND FORCE (Vwind) = Pwind * (Lbldg/2 * (Hridge - Hbldg/2) = 16.0 * (40 / 2) * ()20 - 9/2 ) PERIOD OF STRUCTURE = LESS THAN 1.0 12 -16 (MAX.) TRIPLE WIDE DOUBLE WIDE Vwind = 4.9 K 2.3 K 1MND: SEISMIC FORCE (Vseismic) _ .115 (WT/2) USE DIRECTIONAL PROCEDURE PERCH. 27 OF ASCE 7-10 � VVI-1=PP- MAXIMUM WND PRESSURE = 16-0 PSF TRIPLE WIDE Vseismic = 6.6 K > 4.9 K (SEISMIC GOVERNS) Q' A BASIC WIND SPEED V = 110 MPH = 2 ALLOWABLE SOIL BEARING PRESSURE = 1,000 PSF DOUBLE WIDE Vseismic = 5.5 K > 2.3 K (SEISMIC GOVERNS) FOOTING SIZE FOOTING DEPTH IMPORTANCE FACTOR = 1.0 PER TABLE 1.5-2 = 2,000 ANCHOR BOLT SPACING (ABspacing) = 0,760K / BOLT * Lbldg / V PER PLAN 1 PAD WIND EXPOSURE = C 16" x 23" PER PLAN 1 PAD 4,000 MAX. ROOF PITCH = 6 /12 ANGLE = 26.6° PER PLAN TRIPLE WIDE ABspacing= 72 in MAXIMUM. 5,000 24" x 30" TOPO FACTOR = 1.0 2 PADS (SEE DETAIL 1) DOUBLE WIDE ABspacing= 72 in MAXIMUM. 30" x 30" PER PLAN 2 PADS (SEE DETAIL 1) Ps = 16.0 PSF MAX. (APPLY THIS 32" x 36" PER PLAN NOT ALLOWED 10,000 TO PROJECTED AREA OF ALL PER PLAN USE: 1/2" DIAMETER x 10" ANCHOR BOLT AT 42" O.C. 12,000 36" x 48" TRIBUTARY AREAS PER Wbldg ALONG THE WIDTH OF THE BUILDING AT LINE 48" x 48" &© SECTION 27.1.5) 1 2 O 1/2" DIAMETER x 10" ANCHOR BOLT AT 72" O.C. ELEVATION OF ENDWALL ALONG THE LENGTH OF THE BUILDING AT LINE O1 &O2 i TABLE 1 (MARRIAGE LINE PIERS) PIER BASE OR POURED IN PLACE CONCRETE FOOTING DIMENSION ALLOWABLE SOIL BEARING PRESSURE = 1,000 PSF MAXIMUM PIER LOADS (LBS) (SEE NOTE 1) FOOTING SIZE FOOTING DEPTH ABS PAD 24" X 24" MFG. RATED FOR 4,000 LBS MINIMUM 2,000 16" x 18" PER PLAN 1 PAD 2,500 16" x 23" PER PLAN 1 PAD 4,000 24" x 24" PER PLAN 1 PAD 5,000 24" x 30" PER PLAN 2 PADS (SEE DETAIL 1) 6,000 30" x 30" PER PLAN 2 PADS (SEE DETAIL 1) 8,000 32" x 36" PER PLAN NOT ALLOWED 10,000 36" x 40" PER PLAN NOT ALLOWED 12,000 36" x 48" PER PLAN NOT ALLOWED 16,000 48" x 48" PER PLAN NOT ALLOWED 20,000 54" x 54" PER PLAN NOT ALLOWED 25,000 60" x 60" PER PLAN NOT ALLOWED NOTES: 1. SEE MANUFACTURER'S PLANS FOR POINT LOADS AT MARRIAGE LINE PIERS. SPECIFICATIONS 777777 UNDISTURBED SOIL i INTERIOR MARRIAGE LINE OPTION N.T.S. 1 FOUNDATION DESIGN CRITERIA THE FOUNDATION AND ANCHOR BOLTS SHALL BE DESIGNED IN ACCORDANCE WITH THE 2013 CBC AND DESIGNED FOR THE FOLLOWING CRITERIA: ; MAX. WIND SPEED (3 SEC. GUST): 85 MPH WIND EXPOSURE: C SEISMIC DESIGN CATEGORY: D SOIL BEARING: 1,000 PSF SNOW LOAD: 100 PSF TABLE 3 TABLE 2 ANCHOR FOOTING SIZE FOR INTERIOR PIERS SPACING ALLOWABLE SOIL BEARING PRESSURE = 1000 PSF OF BOLTS ON -CENTER PIER SPACING 1/2" DIAM. PIER LOAD AT EACH END FOOTING SIZE 6 LONG WALL 2132 # 24" x 13" 8' 72" O.C. 2848 # 24" x 17" 10' C)x 3553 # 24" x 22" TABLE 3 ANCHOR BOLT SPACING AT PERIMETER STEMWALL LOCATION OF ANCHOR MAXIMUM WALL LINE BOLT SIZE SPACING W OF BOLTS SHORT WALL 1/2" DIAM. 42" O.C. AT EACH END U114A r r A LONG WALL IL fa t1 yl 0) 0) AT EACH SIDE 1/2" DIAM. 72" O.C. QROFESS/ONq L`' 53590m r cT� C X E ,6 n 9TH CA�\Fp� OCT 0820151 F O W 0 V � a W ZZ W 04 I6 pW� 0 10 a NO JJ -1 J QQ U114A r r A AZO0 IL fa t1 yl 0) 0) W W V t V in OD 0 �NJ0'Wa V). d" vZ In C)x M. ��FiWR m V Wrc CL W cc o N Z C) v OWrJCCe o iz to 0�Vo J CO Z Q cc ftJ o OS LL N (t cL Q� 3IJTTE ` ,, , iF'NT THE DESIGNS REPRESENTED BY THIS DRAWING ARE TF EXCLUSIVE PROPERTY OF STREAMLINE ENGINEERIN THIS SHEET SHALL NOT BE REPRODUCED WITHOUT WRITTEN PERMISSION. REVISIONS DESIGN: JMR CHECKED: JMR DATE: 7/20/15 SCALE: SHOWN II `r • �, �ti y. Y ~�. a y